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Resolution - 2000-R0449 - BID #245-00/VK Railroad Relocation For Marsha Sharp Freeway Project - 12/14/2000
Resolution No. 2000-R 0449 December 14, 2000 Item No. 20 RESOLUTION BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF LUBBOCK: THAT the Mayor of the City of Lubbock BE and is hereby authorized and directed to execute for and on behalf of the City of Lubbock, a contract to furnish all materials and services for railroad relocation for the Marsha Sharp Freeway (East-West Freeway) project, per ITB #00-245, by and between the City of Lubbock and Granite Construction Company of Watsonville, California, and related documents. Said contract is attached hereto and incorporated in this resolution as if fully set forth herein and shall be included in the minutes of the City Council. Passed by the City Council this 14th day of December , 2000. S*— VhNDY SITT AYOR ATTEST: City Secretary AS TO CONTENT: VL�Ix_q �4j"Af_ -V, - — Victor Kilman, urchasing Manager APPROVED AS TO FORM: = � _ 'A' William de Haas, Contract Manager/ Attorney Ke/ccdocs/contract w Granite Const. EW freeway 12-6-00 CNA Fbr All the Commkments You Make Resolution No. 2000- R0449 TEXAS WAIVER OF OUR RIGHT TO RECOVER FROM OTHERS ENDORSEMENT This endorsement applies only to the insurance provided by the policy because Texas is shown in Item 3.A. of the Information Page. We have the right to recover our payments from anyone liable for an injury covered by this policy. We will not enforce our right against the person or organization named in the Schedule, but this waiver applies only with respect to bodily injury arising out of the operations described in the Schedule where you are required by a written contract to obtain this waiver from us. This endorsement shall not operate directly or indirectly to benefit anyone not named in the Schedule. Schedule: Name of person or organization: CITY OF LUBBOCK Covered Operations: Job# 320-016 Relocation of railroad for East-West Freeway, Lubbock County, Texas Project# 4541.2325.2013 ? ,2 4's --O 0 _t"06 --2L' �4�1 .47906689 illey Forge Insurance Co. & HUD N I Representative CITY OF LUBBOCK SPECIFICATIONS FOR RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT BID #245-OONK 11,4 p&a( .ta pw of ,4U44 CITY OF LUBBOCK Lubbock, Texas B014D CHECK BEST RATING 4 ILI- LICENSED IN TEXAS D.4 -TI Ll� By ro City of Lubbock PURCHASING DEPARTMENT ROOM L04, MUNICIPAL BUILDING 1625 13' STREET LUBBOCK, TEXAS 79401 PH: (806)775-2167 FAX: (806)775-2164 http://purchasing.ci.lubbock.tx.us ITB #245-00/VK, Addendum #1 ADDENDUM #1 ITB #245-OONK Railroad Relocation for East-West Freeway Project MAILED TO VENDOR: November 15, 2000 OLD CLOSE DATE: December 1, 2000 @ 4:00 p.m. (CST) NEW CLOSE DATE: December 5, 2000 @ 4:00 p.m. (CST) The following items take precedence over specifications for the above named Invitation to Bid (ITB). Where any item called for in the ITB documents is supplemented here, the original requirements, not affected by this addendum, shall remain in effect. 1. Bids will be opened and publicly read aloud in the City of Lubbock office of the Purchasing Manager at 4:00 p.m. (CST) on Tuesday, December 5. 2000. The Purchasing Manager or his representative presides over the bid openings. A cordial invitation is extended to bidders, salesmen, and the interested public to be present at the bid opening. The City of Lubbock City Council will consider the bids on the 14th day of December, 2000, at the Municipal Building, 1625 13th Street, Lubbock, Texas, or as soon thereafter as may be reasonably convenient, subject to the right to reject any or all bids and waive any formalities. Official notification of contract award can only be made by the Purchasing Department. Notice of award by any other agency of the City may be premature and inaccurate. All bidders will be notified of award by letter from the City's Purchasing Manager. Included will be a summary of prices. 2. Bidders are required to submit a cashier's or certified check issued by a bank satisfactory to the City of Lubbock, or a bid bond from a reliable surety company, payable without recourse to the order of the City of Lubbock in an amount not less than one percent (1%) of the total amount of the bid submitted as a guarantee that bidder will enter into a contract and execute all necessary bonds within 10 days after notice of award of the contract to him. The bid bonds of all bidders shall be retained until after ted by all parties the receipt Of all necessary insurance certificates, and 'e and paym1 11ent bonds The failure of the bidder to accept an award an(77 cause for cancellation of the award and forfeiture of the bid bond to the City of Lubbock as liquidated damages Award may then be made to the next lowest responsive and responsible bidder. 3. Bidder's bid submittal must be in duplicate and must include the following: • Bid Form ,� • List of Subcontractors '""" • City of Lubbock Insurance Requirement Affidavit • Bid Bond 4. The form titled BID SUBMITTAL LUMP SUM BID CONTRACT is deleted. 5. The revised BID FORM is attached. Page 1 of 33 ITB #245-00/VK, Addendum #1 6. Section 28, PREPARATION FOR BID, of the GENERAL INSTRUCTIONS TO BIDDERS, is changed to read: 28.1 The bidder shall submit his bid in duplicate on forms furnished by the City or electronically reproduced by the bidder. Forms electronically reproduced by the bidder must be identical in every respect to the forms furnished by the City. All blank spaces in the form shall be correctly filled in and the bidder shall state the price for which he intends to do the work contemplated or furnish the materials required. Such prices shall be written in ink, distinctly and legibly, or typewritten. 28.2 If the bid is submitted by an individual, his name must be signed by him or his duly authorized agent. If a bid is submitted by a firm, association, or partnership, the name and address of each member must be given and the bid signed by a member of the firm, association or partnership, or person duly authorized. If the bid is submitted by a company or corporation, the company or corporate name and business address must be given, and the bid signed by an official or duly authorized agent. Powers of attorney authorizing agents or others to sign bids must be properly certified and must be in writing and submitted with the bid. The bid shall be executed in ink. 28.3 Each bid shall be enclosed in a sealed envelope, addressed as specified in the Notice to Bidders, and endorsed on the outside of the envelope in the following manner (The City does not accept bids by fax. However, there are companies in Lubbock that will receive, seal, and deliver faxed bids. These companies are listed in the Yellow Pages under Mailing Services. Bids delivered using this service must be delivered on-time and addressed as specified in the Notice to Bidders and endorsed on the outside of the envelope in the following manner.): 28.3.1 Bidder's name 28.3.2 Bid #245-OONK Railroad Relocation for East-West Freeway Proiect 28.4 Bid submlttalS 'maybe withdrawn and resubmitted atany time before the time Set for opening of the bids, but no bid may be withdrawn or altered thereafter. 7. The term "Owner" represents the City of Lubbock. The term "Engineer" represents the field representative of HDR Engineering, Inc. or any subconsultant acting on behalf of HDR Engineering, Inc. The term "Contractor" represents the contractor selected through the bidding process. The term "Railroad Company' represents West Texas and Lubbock Railroad; and the term "Representative" represents the engineer or any person or persons authorized in writing to act for the Railroad Company. 8. The term "Special Conditions" wherever used in the GENERAL INSTRUCTIONS TO BIDDERS and wherever used in the GENERAL CONDITIONS OF THE AGREEMENT Js replaced with the term "'Special Provisions". The term "Special Provisions" refers to the SPECIAL PROVISIONS section of the bid documents. 9. Section 51, SPECIAL PROVISIONS, of the GENERAL CONDITIONS OF THE AGREEMENT is changed to read: In the event special provisions are contained herein as part of the contract documents and said special provisions conflict with any of the general conditions contained in this contract, then in such event the special provisions shall control. In the event there is a discrepancy between the specifications and the general conditions, the specifications shall control. 10. The terms "Bid Proposal" and "Proposal" wherever used in the bid documents are replaced with the term "Bid". 11. Section 24.2, INSURANCE, of the GENERAL INSTRUCTIONS TO BIDDERS is changed to read: 24.2 The insurance certificates furnished shall name the City and the Railroad Company as an additional insured, or in the alternative, shall be accompanied by a statement from the Contractor to the effect that no work on this particular project shall be subcontracted. It shall Page 2 of 33 ITB #245-00/VK, Addendum #1 be the Contractor's responsibility to provide to the Owner all proof of coverage insurance documents including workers compensation coverage for each subcontractor. 12. Section 29, BOUND COPY OF CONTRACT DOCUMENTS, of the GENERAL INSTRUCTIONS TO BIDDERS is changed to read: Pot Bidder understands and agrees that the contract to be executed by bidder shall be bound and include the following: (a) Notice to Bidders. (b) General Instructions to Bidders. (c) Bid Form. (d) Statutory Payment and Performance Bonds. (e) Contract. (f) General Conditions of the Agreement. (g) Special Provisions. (h) Technical Specifications. (i) TxDot HMAC Specification (j) Insurance Certificates. (k) All other documents made available to bidder for his inspection in accordance with the Notice to Bidders. If Plans and Specifications are too bulky or cumbersome to be physically bound, they are to be considered incorporated by reference into the aforementioned contract documents. 13. Section 30, QUALIFICATIONS OF BIDDERS, of the GENERAL INSTRUCTIONS TO BIDDERS is changed to read` The bidder may be required before the award of any contract to show to the complete satisfaction of the City of Lubbock and the Railroad Company that it has the necessary facilities, ability, and financial resources to provide the service specified therein in a satisfactory manner. The bidder may also be required to give a past history and references in order to satisfy the City of Lubbock and the Railroad Company about the bidder's qualifications. The City of Lubbock and the Railroad Company may make reasonable investigations deemed necessary and proper to determine the ability of the bidder to a perform the work, and the bidder shall furnish to the City of Lubbock and the Railroad Company all information for this purpose that may be requested. The City of Lubbock reserves the right to reject A-- any bid if the evidence submitted by, or investigation of, the bidder fails to satisfy the City of Lubbock and the Railroad Company that the bidder is properly qualified to carry out the obligations of the contract and to complete the work described therein. Evaluation of the bidder's qualifications shall include: (a) The ability, capacity, skill, and financial resources to perform the work or provide the service required. (b) The ability of the bidder to perform the work or provide the service promptly or within the time specified, without delay or interference. (c) The character, integrity, reputation, judgment, experience, and efficiency of the bidder. (d) The quality of performance of previous contracts or services. 14. The following sentence in Section 31.1, BID AWARD, of the GENERAL INSTRUCTIONS TO BIDDERS is changed to read: Unless otherwise specified herein, the low bid shall be determined on the price combination of the Total Project Base Bid Cost (Items 1 through 169. All -or -None) and any accepted Proiect Options (Options 1 through 6). 15. Section 31.7, BID AWARD, of the GENERAL INSTRUCTIONS TO BIDDERS is added toread: 31.7 The successful bidder must satisfy the Railroad Company as to the bidder's ability to perform the work and meet all contractual obligations set forth in the contract to be executed. Page 3 of 33 roll ITB #245-00/VK, Addendum #1 16. Section 31.8, BID AWARD, of the GENERAL INSTRUCTIONS TO BIDDERS is added to read: 31.8 The Railroad Company shall be required to approve the contract as to form prior to execution. 17. The following paragraph on page 1 of the CONTRACT is changed to read: The CONTRACTOR hereby agrees to commence work within five (5) days after the date written notice to do so shall have been given to him and to substantially complete same within the time specified in the contract documents. 18. Section 4, CONTRACT DOCUMENTS, of the GENERAL CONDITIONS OF THE AGREEMENT is changed to read: The contract's documents shall consist of the Notice to Bidders, General Instructions to Bidders, Bid Form, Signed Contract, Statutory Bonds, General Conditions of the Agreement, Special Provisions, Technical Specifications, TxDOT HMAC Specifications, Plans, Insurance Certificate, and all other documents made available to Bidder for inspection in accordance with the Notice to Bidders. The above described materials are sometimes referred to herein as the "contract" or "contract documents". 19. The following sentence in Section 8, CONTRACTOR'S RESPONSIBILITIES, of the GENERAL CONDITIONS OF THE AGREEMENT is changed to read: Unless otherwise specified, all materials shall be new and both workmanship and materials shall be of a good quality and free from material defects. 20. The following sentence in Section 27, PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THE PUBLIC AND GENERAL INDEMNITY, of the GENERAL CONDITIONS OF THE AGREEMENT �\ is changed to read: The Contractor, its sureties and insurance carriers shall defend, indemnify and hold harmless the Owner and the Railroad Company and all of its officers, agents and employees against any all losses, costs, damages, expenses, liabilities, claims and/or causes of action, whether known or unknown, fixed, actual, accrued or contingent, liquidated or unliquidated, including, but not limited to, attorneys' fees and expenses, in connection with, incident to, related to, or arising out of, the Contractor's or any subcontractor's, agent's or employee's, in any manner whatsoever, omission, execution and/or supervision of this contract, and the project which is the subject matter of this contract. 21. The following paragraph in Section 28, CONTRACTOR'S INSURANCE, of the GENERAL CONDITIONS OF THE AGREEMENT is changed to read: The insurance certificates furnished shall name the City and the Railroad Company as additional insured, or in the alternative, shall be accompanied by a statement from the Contractor to the effect that no work on this particular project shall be subcontracted. It shall be the Contractor's responsibility to provide to the Owner all proof of coverage insurance documents including workers compensation coverage for each subcontractor. 22. The following sentence in Section 30, PROTECTION AGAINST CLAIMS OF SUBCONTRACTORS, LABORERS, MATERIALMEN, AND FURNISHERS OF MACHINERY, EQUIPMENT AND SUPPLIES, of the GENERAL CONDITIONS OF THE AGREEMENT is changed to read: Without limiting, in any way, manner or form, the indemnity provided by Contractor in paragraph 27 hereof, the Contractor agrees that it will indemnify and save the Owner and the Railroad Company and all of its officers, agents and employees, harmless against any and all claims, liabilities, losses, damages, expenses and causes of action arising out of, in any way, manner or form, the demands of subcontractors, laborers, workmen, mechanics, materialmen and furnishers of machinery and parts thereof, equipment, power tools, and supplies, incurred in the performance of this contract and the project which is the subject matter of this contract. 23. The following sentence in Section 43, SUBSTANTIAL COMPLETION, of the GENERAL CONDITIONS OF THE AGREEMENT is changed to read: Within thirty-one (31) working days after the Contractor has given the Owner's Representative written notice that the work has been substantially completed, the Owner's Representative and/or the Owner Page 4 of 33 ITB #245-00/VK, Addendum #1 and the Railroad Company Representative shall inspect the work and within said time, if the work be found to be substantially completed in accordance with the contract documents, the Owner's Representative shall issue to the Owner and Contractor a certificate of substantial completion. 24. The following sentence in Section 45, CORRECTION OF WORK, of the GENERAL CONDITIONS OF THE AGREEMENT is changed to read: Neither the final payment, nor certification of final completion or substantial completion, nor any provision in the contract documents shall relieve the Contractor of responsibility for faulty materials or workmanship, and Contractor shall remedy any defects due thereto and pay for any damage to other work resulting therefrom, which shall appear within a period of two (2) years from the date of certification of final completion by Owner's Representative. 25. Section 1.4.3, Cooperation of Contractor, of SECTION 1 — GENERAL REQUIREMENTS OF THE CONTRACT is changed to read: The Contractor shall give the work his constant attention to facilitate the progress thereof, and he shall cooperate with the Engineer and the Railroad Comganv Representative in every possible way. He shall have at all times a competent Superintendent on site who is authorized to receive orders and to act for him, regardless of how much work is sublet. 26. The following sentence in Section 1.4.6, Removal of Defective Work, of SECTION 1 — GENERAL - REQUIREMENTS OF THE CONTRACT is changed to read: The Contractor shall guarantee all work, including that of any and all subconsultants, for a'period of two (2) years from the date of final approval by the railroad. 27. Section 25.2, LABOR AND WORKING HOURS, of the GENERAL INSTRUCTIONS TO BIDDERS, is added to read: The contractor will be allowed to work on weekends and/or holidays. However, if any work is proposed to be accomplished on these weekends and/or holidays which is deemed critical for the Engineer's inspector to be present, a notice of three full working days must be given. The contractor and OWA inspector will mutually determine, before work begins on this project, which items of work may be deemed critical for the inspectors presence during performance of the work. If, in the opinion of the Engineer, the contractor is abusing this ability to work on weekends and/or holidays, i.e. working on non-critical elements of the project on weekdays and critical elements on weekends/holidays or working on other projects on weekdays and working on this project on weekends/holidays, the Engineer may suspend all weekend/holiday work on this project until satisfactory resolution of the problem has been determined. If, in the opinion of the Engineer, the contractor has performed critical elements of the work without the inspector being present or informed, the contractor may be required to perform additional testing - at the contractor's expense - or remove and replace work performed, depending on the particular elements of that work. It is the intent of this contract to allow the contractor to occasionally have the ability to perform critical elements of the work on weekends and/or holidays if necessary for the timely and successful completion of this project. However, the contractor is also expected to schedule their work to minimize the need to perform these critical elements of the project on weekends and/or holidays. 28. Q: Is railroad protective insurance required? A: Yes. Railroad protective insurance is required for work within the Burlington Northern and Santa Fe (BNSF) and West Texas and Lubbock Railroad (WT&LR) right-of-way (ROW). The following sentence is added to Section 28, CONTRACTOR'S INSURANCE, of the GENERAL CONDITIONS OF THE AGREEMENT: The Contractor shall have Railroad Protective Liability coverage in the Combined Single Limit of $1,000,000. Page 5 of 33 ITB #245-00/VK, Addendum #1 L-A 29. Q: What speed will the trains be traveling at? How many trains per day? A: BNSF trains travel at approximately 50-60 mph through the project area. There are approximately 20 trains per day that pass through the project area. WT&LR trains travel at approximately 25 mph through the project area. There are approximately three trains per day that pass through the project area. " 30. Q: Will the use of a flagman be required? If so, at whose cost? A: A Flagman is required whenever the Contractor is working within the existing WT&LR and BNSF ROW. The Contractor will assume all cost associated with flagging. 31. Q: What are the details of the precast concrete panels? Are they provided in the technical specifications? A: The details for the precast concrete panels are provided in the design drawings. Refer to Sheet 248 in the design package. 32. Q: May a bidder propose an alternate specification or bid item? A: The Bid Items in the base bid must be bid on as -is. An alternate item may be submitted as queries at least five days prior to the bid closing date. Responses will be disseminated to all plan - holders before the bid closing date. 33. Q: Paragraph 9.2.8.6 of the Technical Specifications, specifies 7"x9"x8'-6" ties, with 9'-0" ties at all crossings. Does this specification apply throughout the project? A: The entire project will be bid and constructed with 9'-0" ties, with 10'-0" ties at all crossings. 34. Q: What is the exact timeline for the Notice to Proceed? A: Refer to the Notice to Bidders for exact dates. The Lubbock City Council will consider all bids at its meeting on December 14, 2000. The Notice to Proceed should be released approximately 30 days after the contract is awarded. Thus, construction could begin in the beginning of February, 2001. The exact date of the Notice to Proceed will be discussed at the Pre -Construction Meeting in January, 2001. The original intent of the project team was to allow construction to begin at the end of January, 2001. 35. Q: Will the utilities be completely relocated by January 31, 2001? A: The utilities should be completely relocated by January 31, 2001. The last two outstanding issues are (1) who will do the work on the BNSF ROW and (2) written approval from the EPA, who has thus far only provided verbal approval. 36. Q: Must the Notice of Intent include an SW3P? A: Contractor must file the Notice of Intent to EPA, which must include an SW3P. 37. Q: Have you considered adding bid items for the SW3P? A: The project team does not want to limit what the construction team does for soil protection. EPA requirement must be met throughout the project construction. 38. Q: Who will approve the SW3P? A: The City, County, TxDOT, and HDR must approve the SW3P. 39. Q: Are there any local flood control plans that differ from the EPA requirements? A: There are no local flood control plans that differ from the EPA requirements. '- 40. Q: Item 52 of the General Conditions of the Agreement puts the sole responsibility for unforeseen conditions on the contractor involved. What if the contractor discovers hazardous materials? Is the contractor responsible in such a situation? Page 6 of 33 E2 ITB #245-OO/VK, Addendum #1 I A: In reference to GENERAL CONDITIONS OF THE AGREEMENT, Sections 17, 24, and 52, it is not the City's intent to hold the contractor for this project responsible for any delays incurred due to cleanup of unexpected hazardous wasted discovered during excavation. 41. Q: Regarding the rail anchors on tangents specified in Section 9.3.2.H in the Technical Specifications, must every tie on tangent track be box anchored? A: Box anchors every other tie in tangents and curves less than three degrees. Refer to detail sheet 241 of design drawings. 42. Q: May the Contractor use the American Railway Engineers and Maintenance Association (AREMA) specification for 7"x9" ties? A: Yes, the Contractor must follow AREMA tie specifications. 43. Q: Technical Specifications Section 9.3.4.8.5 on page 184, calls for a minimum of 12" of ballast, yet the drawings on Sheet 2 show a minimum of 10" of ballast. Which takes precedence? A: The technical requirement for ballast under wood tie is 10" as shown on the design drawings. 44. Q: On page 196 of the Technical Specifications, furnishing and installing the ballast is listed as a no - pay item. Is it to be included in the payment for track construction, or will you separate this item out from track construction? A: Furnishing and installing ballast is included in Bid Item #12 - Track. Ballast will not be separated out as a stand-alone item. 45. Q: Is the contractor required to resurface after 60 days? A: Yes. As per 9.3.2.0, page 181, the contractor is required to resurface after 60 days. 46. Q: Is the contractor responsible for paying for the test movements over the newly surfaced track? A: No. 47. Q: Should the contractor resurface the track 60 days after completion or 60 days after final approval? A: The contractor will resurface the track 60 days after final approval, as per 9.3.2.0, page 181. 48. Q: For rehabilitation, the plans depict a different situation from the pay item. Bid items state Undercut Track — 6 inch cut. Please clarify. A: The intent was to cut 3 inches under the ties and 6 inches in the cribs. 49. Q: May spoils be wasted on site? A: No. 50. Q: Are the road crossings the only place where geotextiles are required? A: Yes, geotextiles are only required at road crossings. 51. Q: The technical specifications discuss bolting or welding at turnouts. The plans specify welding. Which takes precedence? A: The entire job will be welded. 52. Q: Should the heel blocks be floating or stationary? A: Floating heel blocks will be used. See detail on sheet 242 of the design drawings. 53. Q: Why are there no bid items for welding? A: Welding is considered incidental to track construction and thus has no separate bid items. 54. Q: Are rubber or asphalt flangeways required at crossings? A: Sheet 248 of the design drawings contains the detail for the crossings. The detail should show rubber flangeway protectors. However, the transition between the pavement and the crossing should be asphalt, as well as the deflector ramp on the ends of the crossing. Page 7 of 33 ITB #245-00/VK, Addendum #1 55. Q: Should the rubber flangeways be pop -in rubber filler or attached?_ A: The rubber flangeways should be pop -in rubber filler, 56. Q: Will the contractor be paid for material on hand? A: The following paragraph is added to Section 42, PARTIAL PAYMENTS, of the GENERAL CONDITIONS OF THE AGREEMENT: The Contractor's application for partial payment may also request payment for Material on Hand. Partial payment for Material on Hand may be made to the extent of the delivered cost of approved materials to be incorporated in the work, when delivered on the project or stored in acceptable storage places in the vicinity of the project. Partial payment for Material on Hand may be made to the extent of the cost of approved materials to be incorporated in the work when assigned to the Contractor, if the Owner's Representative determines that it is not practical to deliver the material to the project site. This provision shall be applicable only to bulky materials that are durable in nature and represent a significant portion of the project cost. Small warehouse items may not be included. 57. Q: Does the Buy America Act hold? A: No, the Buy America Act does not hold for this project. 58. Q: Page 1 of the technical specifications, paragraph 1.2.3 instructs the bidders to list a schedule, crews, equipment, subcontractors, etc. Are these lists required for the bid submittal? A: The items in paragraph 1.2.3 will be required after the Notice of Award. However, after the bids are submitted, the city may ask for this information before the Notice of Award in order to aid in the selection process. 59. Q: On page 225 of the technical specifications, paragraph 15.2.2.A calls for two different crossing controllers. Please clarify. A: Paragraph 15.2.2.A states a Dual Redundant system. 60. Q: Regarding crossing controllers, paragraph 15.2.2.A (page 225) of the technical specifications, will the project team accept relays? A: Relays will be acceptable, provided the project team approves their installation. 61. Q: On page 225, paragraph 15.2.2.6 of the technical specifications calls for signal system batteries that are Nickel -Cadmium and maintenance -free. However, Nickel -Cadmium batteries are not maintenance -free. Please clarify. A: The Contractor should use maintenance -free batteries for the signal system. 62. Q: On page 226 of the technical specifications, paragraph 15.2.2.F calls for a brand of cable that is currently having a supply problem. May the contractor use another brand? A: The contractor may use any Engineer -approved alternative, provided the alternative is approved during the shop drawing approval. 63. Q: On page 226 of the technical specifications paragraph 15.2.2.1.2 calls for aluminum masts 18' high. May the contractor use the more typical 16' high masts? A: Railroad crossing signs and signals must meet TxDOT requirements as indicated on Sheet 258 of the design drawings. 64. Q: Page 226 paragraph 15.2.2.1.3 of the technical specifications calls for a 2 -way flashing light -- assembly with three lenses in front and back. How many flashing light assemblies should be on each arm? A: There should be three assemblies per arm. Assemblies shall be 2 -way flashing such as to illuminate front and back. Refer to Sheet 258 of the design drawings. 65. Q: Regarding the light assemblies, what size should the background be? Page 8 of 33 ITB #245-00/VK, Addendum #1 A: The background should be 24 inches, minimum. 66. Q: Page 229 paragraph 15.3.1.A of the technical specifications states that the signal house is required to be factory -wired. May the contractor wire the signal house in his or her own shop? A: The intent of this specification is to prevent the contractor from wiring the signal house in the field. Wiring the signal house in a controlled environment is acceptable. 67. Q: Why does paragraph 15.3.1.C.2 of the technical specifications refer to Washington State specifications? A: This design guideline is not applicable to this project. 68. Q: Who is responsible for providing power to the signal houses and interconnectors? A: Contractor will coordinate with utilities and provide all connections. 69. Q: The Roadway Crossing Layout sheets in the design package show warning lights on both the cantilever mast and the gate arm assembly mast. Is this correct? A: Two sets of lights are required, one set is on the cantilever mast and one is on the gate arm assembly mast. 70. Q: Is there any particular color required for the background of the lights? A: Refer to TxDOT Standards for Railroad Crossing Signs and Signals, Sheet 258 of the design drawings. 71. Q: Sheet 242 of the plans. Is the "0" tie on a turnout considered to be the headblock or the first 10 - foot tie? A: Detail Sheet 242, "Plan of Left Hand Switch Layout," of the design drawings indicates the "0" tie as the first tie before the Point of Switch. 72. Q: Can you please clarify the situation with the dirtwork, as far as the stockpile situation? A: There is an agreement with TxDOT that the excess dirt from this project will be used for a future TxDOT project. Therefore, all excess dirt from this project will be hauled to the stockpile location shown on the cover sheet of the design package. 73. Q: Will the rail be destressed? A: The following specification on rail destressing will be inserted into the design specifications: PROPER LONGITUDINAL STRESSES IN CONTINUOUS WELDED RAIL (CWR) 0.4 The following practices will be used to minimize longitudinal forces in the rail and protect the integrity of the track structure. A. Rail maintained at TNT (Target Neutral Temperature) w* The CWR will be laid and maintained at the TNT of 115' F. B. Amount of Rail Length Adjustment to Change Neutral Temperature The Table below shall be used to determine how much to shorten or lengthen a known rail length to adjust it from its current neutral temperature to the TNT. The length differences tabulated here do not allow for rail that will be added during thermite welding or rail that will be removed in upset during flash=butt welding. The left column (Temperature differential in degrees Fahrenheit) is the difference between the current neutral temperature and the TNT in degrees Fahrenheit. Values in the remaining columns are the rail length adjustment (in inches) required for the length of unrestrained rail (in feet) indicated at the top of each column. ka Temp LENGTH OF UNRESTRAINED RAIL diff. in deg. F 400' T600' 800' 1,000' 1 1,200' 1 1,400' 1,600' Page 9 of 33 ITB #245-00/VK, Addendum #1 a LAYING CWR In laying welded rail, the neutral temperature of the rail at the time it is anchored in the track should be at or above the TNT. A. Making Accurate Rail Temperature Measurements The rail temperature should be measured soon after the rail is threaded into the plates in order to determine the current neutral temperature. The current neutral temperature should be measured using two approved rail thermometers obtained from the Foreman in charge of laying rail. The accuracy of each thermometer should be checked at least once per day. When using a magnetic rail thermometer, the reading should be taken after leaving the thermometer for at least ten minutes on the shaded side of the rail near the bottom of the web. As temperature will vary along a rail, measurements of rail temperature should be taken in at least three places along a rail to determine the most representative rail temperature. B. Rail Length Adjustment If the current rail temperature is greater than the TNT, the rail should be anchored without adjusting its length. If the current rail temperature is less than the TNT, the length of the rail should be adjusted so that when the rail is anchored, the neutral temperature is at least equal to the TNT. Immediately after the rail temperature is measured, notch marks and tie plates should be placed every 400 feet. Notch marks should be placed across the base of the rail, and tie plates should be placed along the length of the rail from the beginning to the end of the string. Tie plates should be solidly affixed to well -ballasted ties so that the plates will not move when the rail moves. The Table above will determine how much match -mark offset is required at each 400 -foot interval to raise the neutral temperature to the TNT. C. Recording Rail Laying Temperatures When laying CWR, rail temperatures should be recorded by writing "laid," the date, and the rail laid temperature on both sides of the rail web near both ends of the string. The following form shall be used to record the rail temperature: Page 10 of 33 10° '/" '/2" %2" 3/„ 1„ 1„ 1 ,/„ 15° '/2" 3/<" 1" 1 '/4" 1 %2' 1 3/" 1 %" 20° '/2" 1" 1 '/4" 1 %2" 1 3/" 2'/4" 2 %2' 25° 3/" 1 ,/" 1 ,/„ 2" 21/4" 2 ,/„ 3„ 35° 1" 1 ,/4" 2 ,/„ 2 ,/„ 31/4" 3 ,/„ 41/4" 40° 1 ,/n 1 3/„ 21/2" 3„ 3 3/„ 4 ,/„ 5„ 45° 1 '/2' 2" 2 3/" 3 %2' 4 5" 5 %2" 50° 1 '/2" 2 %" 3" 4" 43/4" 5 ,/2" 61/4" 55° 1 3/" 2'/" 31/2" 4 ,/" 5 %" 6" 6 3/" 60° 1 3/" 2 %" 33/4" 43/4" 51/2" 6'/2" 7'/z" 65° 2" 3" 4" 5" 6" 7" 8- 70* 2 ,/„ 3 %" 41/4" 5'/2" 6 %2' 73/4" 8 3/" 75° 2 '/4" 31/2" 4 Y4" 5 3/" 7" 8 '/4" 9'/4" 80° 2 %2" 3 3/" 5" 6 ,/" 71/2" 8 3/" 10" 85* 2 3/" 4" 51/4" 6 3/" 8" 9'/4" 10 %2„ 90° 2 3/" 4'/" 5'/z" 7" 8'/z" 93/ll 11 95° 3" 4 %2" 6" 7'/" 91, 10'/" 1 11 3/4" 100° 3" 4 3/4" 6 %" 7 3/„ 9 ,/„ 11" 1 12'/2, LAYING CWR In laying welded rail, the neutral temperature of the rail at the time it is anchored in the track should be at or above the TNT. A. Making Accurate Rail Temperature Measurements The rail temperature should be measured soon after the rail is threaded into the plates in order to determine the current neutral temperature. The current neutral temperature should be measured using two approved rail thermometers obtained from the Foreman in charge of laying rail. The accuracy of each thermometer should be checked at least once per day. When using a magnetic rail thermometer, the reading should be taken after leaving the thermometer for at least ten minutes on the shaded side of the rail near the bottom of the web. As temperature will vary along a rail, measurements of rail temperature should be taken in at least three places along a rail to determine the most representative rail temperature. B. Rail Length Adjustment If the current rail temperature is greater than the TNT, the rail should be anchored without adjusting its length. If the current rail temperature is less than the TNT, the length of the rail should be adjusted so that when the rail is anchored, the neutral temperature is at least equal to the TNT. Immediately after the rail temperature is measured, notch marks and tie plates should be placed every 400 feet. Notch marks should be placed across the base of the rail, and tie plates should be placed along the length of the rail from the beginning to the end of the string. Tie plates should be solidly affixed to well -ballasted ties so that the plates will not move when the rail moves. The Table above will determine how much match -mark offset is required at each 400 -foot interval to raise the neutral temperature to the TNT. C. Recording Rail Laying Temperatures When laying CWR, rail temperatures should be recorded by writing "laid," the date, and the rail laid temperature on both sides of the rail web near both ends of the string. The following form shall be used to record the rail temperature: Page 10 of 33 r ITB #245-00/VK, Addendum #1 Record of Neutral Temperature of Welded Rail as Laid DivisionSubdivn Line Segment Relay Between And Recorded by—_ _ Taraet Neutral Temperature = 115° F Dat Curve e No Rail and/or Laid MP Loca Position Actu Distanc Trk al Tem e No Rail p toEdq Tem Diff Matcht Mark Expansion at Matchmark Lengt h Remar of ks String N/W Rail S/E Rai I Actu 3 -part form to be distributed as follows: White – Division Engineer, Canary – Roadmaster, and Pink - Foreman D. Joining Continuous Rail Strings When permanently joining continuous welded rail strings using joint bars, the joints shall be fully bolted and the rail adjacent to the joints shall be fully box anchored for 184 ties in both directions from the joint. IN -TRACK WELDING When cropping and continuously welding conventional bolted rail by an in -track welding process, the rail shall be anchored at a temperature greater than or equal to the TNT. An accurate rail thermometer shall be used to measure the rail temperature for six rail lengths behind the welder. If the rail temperature is greater than the TNT, the rail should be anchored immediately per BNSF standards for continuous welded rail. If the rail temperature is less than the TNT, the welder shall progress until there is approximately 500 feet of unanchored rail between the last anchored rail and the welder. The rail temperature shall then be measured at the beginning of the unanchored length of rail, while a match mark is made across the rail base and a tie plate is placed 400 feet from the beginning of the unanchored rail. After the match mark offset is determined from the Table above, the rail heater should be moved ahead so that proper expansion occurs at the match mark; then the rail shall be anchored. The form "Record of Neutral Temperature of Welded Rail as Laid" (above) shall be completed for each iteration of this process. DESTRESSING CWR A. Conditions that Require Destressing CWR The following conditions shall be taken into account when assessing rail for destressing: 1. Rail Laid Cold 2. Rail Laid Hot 3. Longitudinal Rail Movement Due to Traffic 4. Lateral Rail Movement on Curves 5. Longitudinal Stresses Caused by Maintenance Activities B. Estimating Limits of Destressing The track shall be inspected for rail movement. Grades, curvature, track fixtures, and traffic conditions should all be considered in estimating the limits of rail with low neutral temperatures. If destressing occurs behind a steel or concrete tie gang, records of those operations shall be obtained to determine the limits of destressing. The length of rail (in feet) Page 11 of 33 ITB #245-00/VK, Addendum #1 to be destressed at one time shall be determined by considering the size of the work force, available track time, Fail temperature, and track conditions. When evidence of compressive stress in the rail indicates that track may buckle, the rail shall be cut immediately to relieve the stress. C. Cutting Rail After the length of rail to be destressed has been determined, that section of rail shall be cut at its midpoint. If the temperature is cool and the railais likely to be in tension, the rail shall be saw cut. If the temperature is hot and the rail is likely to be in compression, the rail shall be torch cut. D. Measuring Rail Temperature to Properly Adjust Length After eliminating the stress in the rail, the rail temperature shall be accurately measured and recorded. The required length adjustment shall then be determined according to the Table above and then cut adjusted to meet this measurement. E. Using a Hydraulic Rail Expander The total amount of length adjustment shall be recorded on a "Rail Adjustment Record" The word "Adjusted," followed by the date, shall be written on the web of the rail, near where the rail expander was applied. RAIL ADJUSTMENT RECORD Division Line Segment Date Adjusted by (Signature) A. Reason for adjustment: 1) Service failure, broken rail 2) Detector Car defect 3) Open joint 4) Adjustment due to heat 5) Other (explain) B. Mile Post where adjustment occurred C. Curve or tangent D. Weight of Rail E. Adjustment made to which rail F. Rail temperature at time of adjustment G. Amount of rail added or subtracted H. Rail was cut in, out, or welded I. Show specific data recorded on rail If rail was added, indicate date Follow up rail adjustment is made FORM 16430-N 4-89 Original-Roadmaster Copy -Retain Printed in U.S.A. 74. Q: What are the two bolt holes in the back end of the rail for? A: No bolt holes are required for welded rail joints. 75. Q: Page 4 paragraph 1.4.6 states that the Contractor will guarantee the work for one year. Please clarify the time period and also who will be responsible for determining what is a defect. A: The guarantee period will be 2 years. The Railroad Company, WT&LR and Rail America, will determine the defects. Page 12 of 33 ITB #245-00/VK, Addendum #1 76. Q: Page 4 paragraph 1.4.6 also discusses emergency situations. Who would determine what an "emergency situation" is? A: The "emergency situation" statement has been eliminated. 77. Q: Why do fencing, traffic barriers, guard rails, etc. have no bid items? A: -There is no fencing on this project. The other items are considered incidental to their construction activities. 78. Q: Under what item is the track through a grade crossing measured and paid for? A: The track running through a grade crossing will be measured and paid for under Item 112 — Track 115# CWR w/ Wood Ties and Ballast. 79. Q: Is the rehabilitation area 17,000 feet or 13,000 feet long? The area is listed as being 17,000 feet long, but the pay item lists it as 13,000 feet long. A: Rehabilitation will be completed for 17,087 ff. 80. Q: Will every third tie that needs to be replaced be marked? A: Ties that need to be replaced will be marked. However, it may not be every third tie. The total amount of replacement will equal every third tie. 81. Q: Are the ties in the rehabilitation area to be 8'-6" long or 9'-0" long? A: The ties in the rehabilitation area will be 9'-0" long. 82. Q: What type of rail should be used in the rehabilitation area? A: The rehabilitation does not call for new rail, only ballast and ties. However, the rail in the rehabilitation area varies from 90# to 115#. 83. Q: Where will HMAC be used? A: HMAC will be used at the roadway crossings and for the US 84 modifications. ^•-a 84. Q: May the contractor use TxDOT-approved HMAC? A: Yes, Contractor may use TxDOT-approved HMAC at the crossings, but at US 84, the contractor must use HMAC Special Specification, Item 3146. 85. Q: At the roadway crossings, do the concrete panels tie into the roadway? A: There may be some small approach gradients, HMAC, at some of the roadway crossings. This approach gradient is to tie the concrete panels into the roadway. 86. Q: Will there be much roadwork at each crossing? Why is roadwork not listed as a separate bid item? A: Roadwork at the crossings is considered incidental to construction of the crossings. The vertical alignments show vertical differences and allow for calculation of the approach gradients. The US 84 crossing however, requires a larger amount of vertical roadway work and therefore has separate bid items. 87. Q: What material is required for the rehabilitation work? A: The only new materials needed for the rehabilitation work are ties and ballast. .., 88. Q: Are there any signalized crossings in the rehabilitation section? A: No, there are no signalized crossings in the rehabilitation section. No signal work is required in the rehabilitation section. 89. Q: Are there any provisions for renegotiating unit bid prices if the quantities go over or under 25% of the estimated quantity? r Page 13 of 33 ITB #245-00/VK, Addendum #1 A: No, there will be no renegotiating. If items exceed the quantities provided in the base bid, the item unit cost will be used to pay for the addition(s). 90. Q: May a bidder pick and choose bid items in the base bid? A: A bidder must bid on all base bid items 1-169 listed on the Bid Form. 91. Q: Should a bid include sales tax? A: The City of Lubbock is exempt from paying sales tax. 92. Q: What is the time frame for working on the rehabilitation section? A: The time frame for working on the rehabilitation section will be negotiated with WT&LR. Track outages will be provided by and coordinated with the existing WT&LR operations. 93. Q: Please clarify the issues concerning County Road 1330. A: The County expects this road project to be incorporated into the railroad project in the future. This project is not included within the base bid. 94. Q: Does the 365 days given to complete the work include the rain and weather days listed in items 36-37 on page 14 of the general conditions of the agreement? A: The original intent of the schedule was to provide weekends as make-up days. The contractor should do whatever is reasonably necessary to maintain a 365 calendar day window, even where an alternate schedule is approved. Cases for extreme conditions will be looked at on a case-by- case basis with approval granted by the City and TxDOT. 95. Q: For the Reese Siding, is the intent to have allegheny bonded joints? A: The Reese Siding is not within the project. The turnout placed for a future Reese Siding must be completed to allow installation of future CWR trackwork. 96. Q: Are there any stubbed -end turnouts in the project? A: There is one stubbed -end turnout by Reese Air Force Base (RAFB). See Sheet 31 of the design drawings. 97. Q: Regarding weather conditions, what is considered an extenuating circumstance, and who will determine when one occurs? A: Each such occurrence will be dealt with on an individual basis as approved by the City and TxDOT. 98. Q: Will the stubbed -end turnout be welded rail or have alleghenyjoints? A: The entire project will consist of CWR trackwork. 99. Q: Subballast is listed both in metric tons and in English tons. How will it be measured for payment? A: Subballast will be paid for by English Tons. 100.Q: Will the rehabilitated track remain as WT&LR's mainline track? Are there any provisions for materials for this area? A: Yes, the rehabilitated track will remain as WT&LR's mainline track. The only provisions for the rehabilitation area are the ones stated in the scope and this addendum. 101.Q: Are there statistics available on how many wet days this area could have? A: Lubbock monthly climate summaries from 1997 through 2000 are available on the Internet at www.srh.noaa.aovllub/climate/monthlyclisum.html and other historical data is also available on the National Weather Service website - www.nws.noaa.aov. 102.Q: Will the extra 2° covered by topsoil be included in the measurements for excavation? A: No. Page 14 of 33 ITB #245-00/VK, Addendum #1 103.0:' 011 the spoil haul -off be measured in cubic yards? Please clarify the over excavation bid item. A: The project team is still determining the best way to calculate spoil haul -off volumes. The over excavation is included to account for unknown items located in the ground and for areas where the contractor may have to over excavate for certain reasons (soft spots). 104.Q: Do you have an item for flash or lime -treated material? A: No soil stabilization is required within this project. 105.Q: What is the select material shown on the roadbed typical section? A: The select material will come from the excavation on the project. 106.Q: Who will perform the compaction testing? w A: The contractor will perform the compaction testing at the direction of the Engineer and Representative. 107.Q: Will nuclear density compaction testing be accepted? A: Nuclear density compaction testing will be accepted provided water content and percentage of compaction is determined. 108.Q: What is the compaction testing frequency required for this job? How should the bidders estimate the number of compaction tests that might be performed on this job? At what intervals should compaction tests be performed? A: Approximately one compaction test every five hundred linear feet of track or roadbed per lift of embankment and/or scarification. For sections less than five hundred feet, a minimum of one test is required. 109.Q: Can the bid tab be changed to reflect that the contractor only pay for failing compaction tests? i A: No. 110.Q: Please clarify the construction staking. A: Benchmarks for the project will be provided, as well as horizontal and vertical controls. These controls were placed at existing road crossings. 111.Q: Will 115 pound industrial rail be acceptable for use on this project, or will prime rail be required? A: The agreement calls for new 115# CWR prime rail. 112.Q: Is the prime contractor required to do a certain percentage of work? A: Prime contractor must perform at least 60% of the total contract cost. See Special Provision 10, Section 6. 113.Q: May a contractor modify his or her subcontractor list after it, is submitted? ., A: Yes, a subcontractor may modify his or her subcontractor list after the bid has been submitted, provided those revisions are approved by the City, TxDOT and WT&LR. 114.Q: On page 84 of the technical specifications, paragraph 3.7.3 lists subballast as Type I or Type 11. What other information is available regarding the subballast requirements? A: The project will be constructed with Type II subballast with gradation as shown in Section 3.7.3.C. ASTM D1241 shall be followed with the exception of the Plasticity Index (PI), which can be increased to a maximum of 10. 115.Q: Are the Number 20 turnout on the BNSF mainline? A: Yes, the Number 20 turnouts are the connections between the BNSFmainline and the Proposed BNSF Siding. _. �- 116.Q: Who will operate over this railroad? Page 15 of 33 ITB #245-00/VK, Addendum #1 A: WT&LR will operate over the majority of the new railroad. BNSF and WT&LR will both operate over the Proposed BNSF Siding. 117.Q: Who will build the #20 and #11 turnouts? A: BNSF will in all probability build the #20 turnouts while the Contractor will do the dirtwork and build the #11 turnouts. 118.Q: What type of rail is to be used on the siding? A: The Proposed BNSF Siding will be 136 pound rail; it will transition to 115 pound rail through the #11 turnout. 119.Q: Who will provide the power for the #20 and #11 turnouts? A: BNSF will provide the power for the #20 and #11 turnouts. 120.Q: Are power drops for the roadway crossing signals included in this project? Will 110 voltage be required? Who is the power company? A: Yes, power drops for the roadway crossing signals are all considered part of this contract. The voltage required will depend on the demand caused by the crossing equipment. SPS and LP&L are the two power companies in the area. 121.Q: What should the contractor do in a situation where there is no power within'/2 mile of the track? —^ A: Since this project lies in a one -mile grid system, there will most likely always be power within 1/2 mile of the track. Cost associated with power connections are considered incidental to the crossing protection installation. 122.Q: Where are power lines available for the contractor's use? A: There should be a power line at every section line throughout the project. 123.Q: What does Item 251, Reworking Base Mat, refer to? A: TxDOT TO RESPOND TO IN ADDENDUM #2. 124.Q: Will Keith Howman, HDR's construction manager, inspect the work on Highway 84? Will TxDOT require a TxDOT qualified contractor? A: TxDOT TO RESPOND TO IN ADDENDUM #2. 125.Q: Who will perform quality control tests on Highway 84? A: TxDOT TO RESPOND TO IN ADDENDUM #2. 126.Q: Will there be a bonus penalty on Highway 84? A: TxDOT TO RESPOND TO IN ADDENDUM #2. 127.Q: How will the work on Highway 84 be measured for payment? A: The work on Highway 84 will be measured and paid for according to the Base Bid. The applicable TxDOT specifications are referenced in the technical specifications for this project. 128.Q: Is 115# Head Hardened Rail required? - A: 115# Head Hardened Rail is required throughout the project. 129.Q: Will there be a work train? A: WT&LR is open to discuss use of a work train for delivery of material. The cost of such work trains is the responsibility of the contractor. 130.Q: Will the design team provide a detail showing what type of backfill is required for culvert crossings? A: PSC TO RESPOND TO IN ADDENDUM #2. a Page 16 of 33 r ITB #245-00/VK, Addendum #1 f 131.Q: Will the design team provide details, such as a TxDOT typical section, for detours? A: TxDOT TO RESPOND TO IN ADDENDUM #2. 132.Q: There is no bid item for Switching Limit signs. Please clarify. A: Base Bid tabulation will be revised to include Switching Limit Signs. 133.Q: Is the rehabilitation area included in the 2 year guarantee? A: No, the guarantee deals only with new track construction. 134.Q: Are the lengths of the roadway crossing panels to be 8 or 9 feet (10 foot width)? A: Roadway crossing panels can be either 8' or 9' panel lengths as specified by manufacturer. 135.Q: What will happen to the abandoned tracks running alongside the existing BNSF mainline and the warehouses on US 84? A: Contractor to remove and dispose. 136.Q: Section 15 — Conduit calls for 4" conduit from the signal house to the gates. All of the gate bases made only accept a 3" conduit. A: A conduit reducer at gate base location is acceptable. Conduit sizes to remain. 137.Q: Can different suppliers be used for the signals or do they all have to be supplied from the same supplier. ,.. A: All signals within this project must be procured by same supplier. 138.Q: Is the 2 -year warrantee covered under the Bond? A: No. 139.Q: Should spare modules (relays) be included or should just the required ones be included? A: Project should include only items necessary for completion of construction. 140.Q: On page 248 of drawings, "Typical Pipe Layout", States: Geotextile material and pipe to be installed ONLY at locations where required. How do we determine if the geotextile material and pipe are required? 011* A: Geotextile material and pipe only required at all road crossings. 141.Q: In a fill area, is the 4" removal of topsoil prior to recompacting and placement of embankment to be measured and paid for as excavation? A: No, the 4" removal of topsoil is considered as incidental to embankment. 142.Q: The typical sections of the rail bed grade shows select fill, however, no depth or specification is given. Can you elaborate on how this is to be paid and what the item of work consists of? A: For this project, the select fill is roll -compacted native materials. No depth is required. Compaction densities and testing required by specifications and addendum. Item paid as incidental to excavation and embankment placement. 143.Q: How is bid Item 7 - Waste (Stockpile on Site), paid for by the cubic yard, to be measured? Le. Truck measure or stockpile cross section? Does this item include the material measured and paid for in Item 4 — Excavation? Is the stockpile location for all spoil that which is shown on the location map on page 1 of the plans? A: Stockpile cross section. Item 7 does include all materials generated through excavation which are not used as embankment in other locations within the project. All waste must be transferred to the stockpile location as shown on page 1 of the design drawings. 144.Q: In regards to the BNSF spur, what items and quantities of work are included in the base bid quantities? Will a portion of the spur be constructed in the base bid irrespective of the award of the ' alternate? Page 17 of 33 ITB #245-00/VK, Addendum #1 A: All earthwork and subballast. Yes, all earthwork, subballast and drainage improvements. 145.Q: Extensive work is being performed at the US 84 grade crossing to transition the roadway into the final rail grade crossing elevations and paid for under separate items. I have not found any Bid Items that pay for transition of existing pavement grade to final rail grade crossing elevations. What will be required at these locations and how will this work be paid for? A: US 84 is the only roadway being raised. All other road crossings are at existing roadway vertical elevations. 146.Q: For the construction of the rail crossings at US 84, it appears that extensive work will be required to Detour NB traffic to SB and SB to NB across the existing median ditch for the two stages of construction. Are the four detours to be paid for within the unit prices that are setup for work at US 84 (Items 151-164)? We are requesting copies of typical sections at US 84 for detour and permanent construction work. A: Yes, the detours are considered incidental to Items 151-164. Typical sections will be developed by TxDOT and transmitted to contractor prior to bid due date. 147.Q: At the Pre -Bid Conference it was stated by Mr. Schulze of HDR that the quantity of excavation is to be measured by actual volume excavated and multiplied by a swell factor of 1.20. This contradicts the method of measurement as outlined in the specifications. Can this issue please be addressed in the addenda? A: The excavation is calculated with a 1.00 swell factor. The embankment is calculated with a 1.33 swell factor. 148.Q: Who is responsible for preparing and paying for the cost of the SW3P plan and the items of work that will be required for implementation of said work? Can items of work be set up in the bid on a unit price basis to level the playing field for this significant portion of the project? A: The contractor is responsible for preparing the SW3P plan at their cost. This plan must meet the requirements of the EPA and be approved by the City and TxDOT. This work is considered incidental to the earthwork portion of this contract. 149.Q: The specifications say that the owner will provide locomotive service to assist the contractor to unload material. Will there be a charge to the contractor for this service? If so, what are the rates? To what extent will the owner assist the contractor? (unload cwr, unload ballast, etc.) A: Special Provision 10, Item 8 states "WT&LR will work with Contractor to make available locomotive power to assist the Contractor in the delivery of materials." The cost of this service is to be the responsibility of the contractor. Rates and level of effort should be negotiated between the contractor and WT&LR. 150.Q: Are railroad flagmen required? If so, who pays for this service? A: Yes. Contractor pays for this service. 151.Q: Are there time restrictions while doing the rehab work on the existing track? How much time will the contractor have when installing new turnouts in existing track? A: There are time restrictions. Must work with WT&LR for track outages. 152.Q: Reference bid item 17, 18, 19, and 20: The quantity for these bid items is 13,200 tf. According to the rehabilitation charts shown on the drawings, the quantity of rehab work is 17,088 tf. Which is correct? A: Rehabilitation will be completed for 17, 087 tf. 153.Q: Can the undercut spoil material from the rehab work be disposed of on site over the existing track shoulders? A: All spoil material must be hauled to stockpile location shown on page 1 of the design drawings. Page 18 of 33 li ITB #245-OO/VK, Addendum #1 154.Q: Bid item #20 is Lineover Track. What is the intent of this item and what are the limits of realignment? A: Minor adjustment of horizontal and vertical alignment of existing track. Limits of the realignment are the rehabilitation areas. 155.Q: Page 192 of the Technical Specifications, paragraph E says to ultrasonic test the rail upon completion of the construction. Page 196, 9.4.17 says that ultrasonic testing will be paid for as ultrasonic testing by the If. There is not a bid item for this work., A Ultrasonic testing will be considered incidental to the track construction. Only bid items and units identified in Base Bid and Option will be paid. All other will be considered incidental. 156.Q: Are the frogs to be welded to the turnout rails? A: Yes, frogs to be welded to the turnout rails. 157.Q: Will each turnout require two insulated joints? A: No. 158.Q: Other than in the turnouts, how many insulated joints are required on the project? Will they be IJ plugs? If so, how long are the plugs? A: Insulated joints are only as required by signal subcontractor to isolate control systems. These joints will be as specified by and at locations determined by signal subcontractor. 159.Q: Specification section page 215, 12.3.12: This paragraph says that existing insulated joints will be replaced with rail plugs. How many insulated joints are there to replace? A: None. 160.Q: Other than the power derail, are there manual hinge type derails required? If so, how many? A: No. 161.Q: Will the tie spacing for the new yard track be the same as the spacing for the new main track? A: Yes. 162.Q: Specification section page 223, 14.4.1,C: This paragraph says that rail welds other than welds in the turnouts and derail will be paid for under Thermite Welds. There is not a bid item for Thermite Welds. A: All welds will be considered incidental to the track construction. Only bid items and units identified in Base Bid and Option will be paid. All other will be considered incidental. 163.Q: Please explain what costs are to be included in the pay items for Concrete Grade Crossings, (rail, ties, plates, welds, ballast, etc.) What are the pay items for the crossings? A: Grade crossing (panels, approaches, drains, etc.), are paid as a unit for that crossing. All rail, ties, plates, welds, ballast, (i.e. track materials), will be paid under Item 12 — Track. 164.Q: There are four bid items for railroad signs, PL -1 signs, W-1 signs, X-1 signs, and mile post signs. The sign location drawings show another sign that is required, SL -1 sign. Are the SLA signs to be included in one of the other sign items? A: Base Bid will be revised to include SLA signs and quantities. 165.Q: Is the contractor required to provide office space for the owner? A: No. 166.Q: Specification section page 181, Q — Please give more details as to what is required in this paragraph. If the track does not need to be adjusted, do we still assume that we will have to return for a skim lift? Who will determine if additional surfacing is required? Does this additional surfacing include the rehab track and BNSF track and all new turnouts? Page 19 of 33 r ITB #245-00/VK, Addendum #1 A: Sixty calendar days after the release of the track to operation, Contractor to return, resurface and adjust to ensure proper alignment and grade. 167.Q: Can the contractors Safety Person have duties other than Safety Officer? A: Yes. 168.Q: What is the measurement and payment for Mobilization? A: Single lump sum payment. 169.Q: Specification section page 195 and 196, 9.4.15 c — This paragraph says that ballast will be paid for under "Furnish and Install Ballast". Will an item be added for the ballast? A: Furnish and Installation of Ballast will be considered incidental to, the track construction. Only bid items and units identified in Base Bid and Option will be paid. All other will be considered incidental. 170.Q: There are two each 40' crossing shown on the drawings in the proposed BNSF siding. Are these crossings a part of this contract? If so, under which bid item should they be included in? A: The 2 —40' crossings will be included as part of the Project Options. 171.Q: "SPECIAL PROVISIONS" SP 10 Materials and Workship 6. Subletting, Assigning. (page 7) This section requires Contractor to perform 60% of the total contract with its own organization except for "specialty items". What items are "specialty items". A: Specialty items are defined as road crossing signal and yard lighting design, fabrication and construction. 172.Q: On the Bid Proposal Form " Base Bid". Item 1 MOBILIZATION (including contract bonds, etc) How is this paid and what are limitations on the amount we can bid for this item? I could not find details (such as TXDOT Standard Specification Item 500) that clarifies this Item. A: Partial payments of the "Lump Sum" bid for mobilization will be paid in accordance with TxDOT Standard Specification Item 500.3. There are no limitations on the amount you can bid for this item. 173.Q: Is it understood that in the Signal portion the use of Multi -Conductor Cable is non existent except for the Power Service and that we are using Single Conductor Cables for everything including the Crossing Apparatus. A: This is a correct assumption. Multi -Conductor Cables for the Power Service and Single Conductor Cables for all other equipment. 174.Q: The spec reads that Schedule A PVC Rigid is to be installed from the Signal House to the Gates. When referring to this type of Conduit would it be correct to assume that Schedule„80 PVC is that type and we only suppose to install it to the Gates or to Gates, Cantilevers and Advanced Warning Signals? A: Schedule 80 PVC is approved for installation. Installation should include all conduit runs from all equipment into the signal house. This includes all runs to Gates, Cantilevers, Advance Warning Signals and Track Proximity Equipment. All requests for additional information or clarification must be submitted in writing and directed to: Victor Kilman, Purchasing Manager City of Lubbock P.O. Box 2000 Lubbock, Texas 79457 Page 20 of 33 ITB #245-00/VK, Addendum #1 e•+ i Questions may be faxed to : (806)775-2164 or Email to: vkilman@mail.ci.lubbock.tx.us THANK YOU, CITY OF LUBBOCK Victor Kilman .� Purchasing PLEASE RETURN ONE COPY OF THIS ADDENDUM WITH YOUR BID. r Page 21 of 33 ITB #245-00/VK, Addendum #1 •' BID FORM Railroad Relocation for East-West Freeway Project West Texas & Lubbock Railroad In Association with Rail America, Inc. Lubbock, Texas r� DATE: BID #245-00/VK - RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT Bid of (hereinafter called Bidder) To the Honorable Mayor and City Council City of Lubbock, Texas (hereinafter called Owner) Gentlemen: The Bidder, in compliance with your Invitation to Bid for the construction of a RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT having carefully examined the plans, specifications, instructions to bidders, notice to bidders and all other related contract documents and the site of the intended work, and being familiar with all of the conditions surrounding the construction of the intended project including the availability of materials and labor, hereby intends to furnish all labor, materials, and supplies; and to construct the project in accordance with the plans, specifications and contract documents, within the time set forth therein and at the price stated below. The price to cover all expenses incurred in performing the work required under the contract documents. BASE BID: Item Description Units Quanti Unit Price Total Cost 1. Mobilization (Including Contract L.S. 1 $ $ Bonds, etc.) 2. Yard Lighting L.S. 1 $ $ 3. Embankment C.Y. 104,000 $ $ 4. Excavation C.Y. 333,000 $ $ 5. Over Excavation C.Y. 33,300 $ $ (Removal and Replacement) 6. Clear and Grub (Light) AC. 155 $ $ ,�. 7. Waste (Stockpile on Site) C.Y. 280,000 $ $ 8. Subballast TON 169,000 $ $ ITB #245-00/VK, Addendum #1 Y 9. Topsoil (2" Thick) S.Y. 486,000 $ $ 10. Seeding AC. 100 $ $ 11. Bridge (Complete) D.S.F. 450 $ $ 12. Track T.F. 72,135 $ $ 115# CWR w/ Wood Ties and Ballast 13. Railroad Signs (PL -1) EA. 208 $ $ 14. Railroad Signs (W-1) EA. 30 $ $ 15. Railroad Signs (X-1) EA. 42 $ $ G 16. Rail Signs (Mile Post Marker) EA 24 $ $ 17. Renew Cross Ties — Every Third Tie T.F. 17,087 $ $ ri 18. Undercut Track - 6 inch cut T.F. 17,087 $ $ 19. Surface Track — 2 in raise T.F. 17,087 $ $ 20. Lineover Track T.F. 17,087 $ $ 21. #10 Turnout — 115# Panelized EA. 13 $ $ Non -Powered (Hand -Thrown) 22. #11 Power Derail EA. 1 $ $ 23. Concrete Grade Crossing @ Hwy 114 L.F. 64 $ $ (Installation/Demolition Complete) 24. Grade Crossing Signal System L.S. 1 $ $ @ Hwy 114 (Complete) "^ 25. Traffic Control for Grade Crossing L.S. 1 $ $ @ Hwy 114 26. Concrete Grade Crossing @ FM 2255 L.F. 64 $ $ (Installation/Demolition Complete) 27. Grade Crossing Signal System L.S. 1 $ $ @ FM 2255 (Complete) 28. Traffic Control for Grade Crossing L.S. 1 $ $ ,, @ FM 2255 29. Concrete Grade Crossing @ Evans Rd. L.F. 48 $ $ (Installation/Demolition Complete) 30. Grade Crossing Signal System L.S. 1 $ $ { @ Evans Rd. (Complete) ITB #245-00/VK, Addendum #1 31. Traffic Control for Grade Crossing L.S. 1 $ $ @ Evans Rd. 7„ 32. Concrete Grade Crossing @ Ursuline Ave. L.F. 48 $ $ (Installation/Demolition Complete) 33. Grade Crossing Signal System L.S. 1 $ $ @ Ursuline Ave. (Complete) 34. Traffic Control for Grade Crossing L.S. 1 $ $ @ Ursuline Ave. 35. Concrete Grade Crossing @ FM 179 L.F. 40 $ $ (Installation/Demolition Complete) 36. Grade Crossing Signal System L.S. 1 $ $ @ FM 179 (Complete) 37. Traffic Control for Grade Crossing L.S. 1 $ $ @ FM 179 38. Concrete Grade Crossing @ Alcove Rd. L.F. 32 $ $ (Installation/Demolition Complete) 39. Grade Crossing Signal System L.S. 1 $ $ @ Alcove Rd. (Complete) 40. Traffic Control for Grade Crossing L.S. 1 $ $ @ Alcove Rd. 41. Concrete Grade Crossing @ Upland Rd. L.F. 32 $ $ (Installation/Demolition Complete) 42. Grade Crossing Signal System L.S. 1 $ $ @ Upland Rd. (Complete) 43. Traffic Control for Grade Crossing L.S. 1 $ $ @ Upland Rd. 44. Concrete Grade Crossing L.F. 32 $ $ @ Milwaukee Rd. (Installation/Demolition Complete) 45. Grade Crossing Signal System L.S. 1 $ $ @ Milwaukee Rd. (Complete) 46. Traffic Control for Grade Crossing L.S. 1 $ $ @ Milwaukee Rd. ^' 47. Concrete Grade Crossing @ FM 2528 L.F. 48 $ $ (Installation/Demolition Complete) r^ ITB #245-00/VK, Addendum #1 48. Grade Crossing Signal System L.S. 1 $ $ @ FM 2528 (Complete) 49. Traffic Control for Grade Crossing L.S. 1 $ $ @ FM 2528 50. Concrete Grade Crossing @ US 84 N L.F. 112 $ $ (Installation/Demolition Complete) 51. Grade Crossing Signal System L.S. 1 $ $ @ US 84 N (Complete) 52. Traffic Control for Grade Crossing L.S. 1 $ $ ' @US84N ^' 53. MBGF at Grade Crossing @ US 84 N L.F. 129 $ $ 54. Concrete Grade Crossing @ US 84 S L.F. 88 $ $ (Installation/Demolition Complete) 55. Grade Crossing Signal System L.S. 1 $ $ @ US 84 S (Complete) 56. Traffic Control for Grade Crossing L.S. 1 $ $ @US84S 57. MBGF at Grade Crossing @ US 84 S L.F. 93 $ $ 58. MBGF at Grade Crossings L.F. 550 $ $ 0" (Other than US 84) 59. Concrete Grade Crossing L.F. 40 $ $ @ Yard Access Road ,., 60. Concrete Grade Crossing L.F. 40 $ $ @ Yard Access Road 61. Hwy 114 — Refl Pav Mrk L.F. 198 $ $ TY I (W) (24") (SLD) 62. Hwy 114 - Refl Pav Mrk L.F. 198 $ $ TY II (W) (24") (SLD) r" 63. Hwy 114 — Refl Pav Mrk EA. 6 $ $ TY I (W) (RR XING) 64. Hwy 114 — Refl Pav Mrk EA. 6 $ $ TY II (W) (RR XING) 65. R15-1 EA. 2 $ $ 66. W10-1 EA. 2 $ $ ITB #245-00/VK, Addendum #1 ( 67. FM 2255 — Refl Pav Mrk L.F. 144 $ $ F, TY I (W) (24") (SLD) 68. FM 2255 - Refl Pav Mrk L.F. 144 $ $ TY II (W) (24") (SLD) 69. FM 2255 — Refl Pav Mrk EA. 4 $ $ TY I (W) (RR XING) 70. FM 2255 — Refl Pav Mrk EA. 4 $ $ TY II (W) (RR XING) 71. R15-1 EA. 2 $ $ 72. W 10-1 EA. 2 $ $ 73. EW 10-2 EA. 2 $ $ 74. Evans Rd. — Refl Pav Mrk L.F. 66 NA NA TY I (W) (24") (SLD) 75. Evans Rd. — Refl Pav Mrk L.F. 66 NA NA -" TY II (W) (24") (SLD) 76. Evans Rd. — Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 77. Evans Rd. — Refl Pav Mrk EA. 2 NA NA TY II (W) (RR XING) 78. R15-1 EA. 6 $ $ 79. W10-1 EA. 6 $ $ ,,. 80. Ursuline Rd. — Refl Pav Mrk L.F. 72 NA NA TY I (W) (24") (SLD) 81. Ursuline Rd. - Refl Pav Mrk L.F. 72 NA NA TY II (W) (24") (SLD) 82. Ursuline Rd. — Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 83. Ursuline Rd. — Refl Pav Mrk EA. 2 NA NA TY II (W) (RR XING) , 84. R15-1 EA. 2 $ $ 85. W10-1 EA. 2 $ $ 86. EW 10-2 EA. 2 $ $ 87. FM 179 -Refl Pav Mrk L.F. 72 $ $ TY I (W) (24") (SLD) a� ITB #245-00/VK, Addendum #1 i 88. FM 179 — Refl Pav Mrk L.F. 72 $ $ TY II (W) (24") (SLD) 89. FM 179 — Refl Pav Mrk EA. 2 $ $ TY I (W) (RR XING) 90. FM 179 — Refl Pav Mrk EA. 2 $ $ TY II (W) (RR XING) 91. R15-1 EA. 2 $ $ 92. W10-1 EA. 2 $ $ 93. Alcove Rd. — Refl Pav Mrk L.F. 69 NA NA TY I (W) (24") (SLD) 94. Alcove Rd. — Refl Pav Mrk L.F. 69 NA NA TY H (W) (24") (SLD) 95. Alcove Rd. — Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 96. Alcove Rd. — Refl Pav Mrk EA. 2 NA NA TY II (W) (RR XING) 97. R15-1 EA. 2 $ $ 98. W10-1 EA. 2 $ $ 99. Upland Rd. — Refl Pav Mrk L.F. 60 NA NA TY I (W) (24") (SLD) 100. Upland Rd. — Refl Pav Mrk L.F. 60 NA NA TY Il (W) (24") (SLD) 101. Upland Rd. — Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 102. Upland Rd. — Refl Pav Mrk EA. 2 NA NA TY II (W) (RR XING) 103. R15-1 EA. 2 $ $ 104. W10-1 EA. 2 $ $ 105. Milwaukee Rd. — Refl Pav Mrk L.F. 66 $ $ TY I (W) (24") (SLD) 106. Milwaukee Rd. — Refl Pav Mrk L.F. 66 $ $ TY H (W) (24") (SLD) ' 107. Milwaukee Rd. — Refl Pav Mrk EA. 2 $ $ TY I (W) (RR XING) ITB #245-00/VK, Addendum #1 EA. 2 $ ( 108. Milwaukee Rd. — Refl Pav Mrk $ $ TY II (W) (RR XING) 2 109. R15-1 L.F. 110. W10-1 $ 111. FM 2528 — Refl Pav Mrk $ $ TY I (W) (24") (SLD) 2 112. FM 2528 -Refl Pav Mrk EA. 2 TY H (W) (24") (SLD) $ EA. 2 $ 113. FM 2528 — Refl Pav Mrk 2 $ TY I (W) (RR XING) L.F. 72 $ $ 114. FM 2528 - Refl Pav Mrk $ $ TY II (W) (RR XING) 2 115. R15-1 EA. 116. W10-1 $ EA. 1 $ 117. US 84 N — Refl Pav Mrk 1 $ TY I (W) (24") (SLD) L.F. 118. US 84 N -Refl Pav Mrk $ L.F. TY II (W) (24") (SLD) $ 119. US 84 N — Refl Pav Mrk 2 $ TY I (W) (RR XING) EA. 120. US 84 N — Refl Pav Mrk $ EA. TY H (W) (RR XING) $ 121. R15-1 1 122. W10-1 123. US 84 S — Refl Pav Mrk TY I (W) (24") (SLD) 124. US 84 S — Refl Pav Mrk r TY H (W) (24") (SLD) 125. US 84 S - Refl Pav Mrk TY I (W) (RR XING) 126. US 84 S — Refl Pav Mrk TY H (W) (RR XING) 127. R15-1 128. W10-1 ITB #245-00/VK, Addendum #1 EA. 2 $ $ EA. 2 $ $ EA. 2 $ $ L.F. 72 $ $ L.F. 72 $ $ EA. 2 $ $ EA. 2 $ $ EA. 2 $ $ EA. 2 $ $ L.F. 72 $ $ L.F. 72 $ $ EA. 2 $ $ EA. 2 $ $ EA. 1 $ $ EA. 1 $ $ L.F. 72 $ $ L.F. 72 $ $ EA. 2 $ $ EA. 2 $ $ EA. 1 $ $ EA. 1 $ $ rft ITB #245-00/VK, Addendum #1 129. Precast Cone. Box Culvert L.F. 229 $ $ Cooper E80 Dgn (3' x 2') 130. Precast Cone. Box Culvert L.F. 593.7 $ $ Cooper E80 Dgn (4' x 2') 131. Precast Cone. Box Culvert L.F. 681.7 $ $ Cooper E80 Dgn (6' x 3') 132. Precast Cone. Box Culvert L.F. 62.4 $ $ Cooper E80 Dgn (6' x 4') 133. Precast Cone. Box Culvert L.F. 577.08 $ $ Cooper E80 Dgn (7' x 3') 134. Precast Cone. Box Culvert L.F. 224 $ $ HS20 Dgn (3' x 2') 135. Precast Cone. Box Culvert L.F. 1,018 $ $ HS20 Dgn (4' x 2') 136. Aluminized Steel Pipe Type IR (24" Dia.) L.F. 283.48 $ $ 137. Aluminized Steel Pipe Type IR (30" Dia.) L.F. 102.44 $ $ 138. Jack & Bore Steel Liner (30" Dia.) L.F. 30 $ $ 139. Jack & Bore Steel Liner (42" Dia.) L.F. 61 $ $ 140. Reinf Cone Pipe — Class III (24" Dia.) L.F. 172 $ $ 141. Reinf Cone Pipe — Class III (30" Dia.) L.F. 120 $ $ 142. Cone. Wingwall — Flared Wing (H=2') EA. 28 $ $ 143. Cone. Wingwall — Flared Wing (H=3') EA. 24 $ $ 144. Cone. Wingwall — Flared Wing (H=4') EA. 4 $ $ 145. Cone. Wingwall — Parallel Wing (H=3') EA. 1 $ $ 146. TxDOT Safety End Treatment EA. 52 $ $ Ty I (H=2') with Pipe Runners 147 TxDOT Safety End Treatment EA. 1 $ $ 148. TxDOT Safety End Treatment EA. 7 $ $ Ty II (Dia --24") 149. TxDOT Safety End Treatment EA. 4 $ $ Ty H (Dia --30") ITB #245-00/VK, Addendum #1 150. TxDOT Safety End Treatment EA. 2 $ $ Ty H (Dia --36") 151. Drop Inlet — TxDOT Ty 1-B EA. 3 $ $ 152. Remove Existing Culvert L.F. 192 $ $ 153. US 84 Item 402 — Trench L.F. 70 $ $ Excavation Protection 154. US 84 Item 400 — Structural CY. 100 $ $ Excavation 155. US 84 Item 400 — Cement CY. 12 $ $ Stabilized Backfill 156. US 84 Item 251 - Reworking Sy. 4,865 $ $ Base Material 157. US 84 Item 432 - Riprap CY. 3 $ (CONC) (CL A) 158. US 84 Item 464 — RC Pipe L.F. 115 $ $ (CL II1) (24 in) 159. US 84 Item 465 — Inlet EA. 1 $ $ (COMPL) (TY H) 160. US 84 Item 467 — SET EA. 1 $ $ (TY Il) (24 in) (RCP) 161. US 84 Item 3146 — Hot Mix Ton. 1,625 $ $ (TY B) 162. US 84 Item 3146 — Hot Mix Ton. 400 $ $ (CMHB-C) 163. US 84 Item 110 — Excavation (EB) CY. 73 $ $ 164. US 84 Item 132 — Embankment (EB) CY. 363 $ $ 165. US 84 Item 110 - Excavation ()VB) CY. 56 $ $ 166. US 84 Item 132 - Embankment (WB) CY. 316 $ $ 167. Railroad Signs (SL -1) EA. 30 $ $ 168. BNSF Protective Liability Insurance L.S. 1 $ $ 169. WT&LR Protective Liability Insurance L.S. 1 $ $ TOTAL PROJECT BASE BID COST (Items 1 through 169, All or None) $ PR re*, ITB #245-00/VK, Addendum #1 PROJECT OPTIONS: Item Description Units Ouantity Unit Price Total Cost 1. BNSF Track, 115# CWR w/ TF. 1310 $ $ Wood Ties 2. BNSF Track, 136# CWR w/ TF. 9,300 $ $ Wood Ties 3. BNSF #11 Turnout - EA 1 $ $ 115# Panelized (Power) 4. BNSF #20 Turnout — EA 2 $ $ 136# Panelized (Power) 5. Concrete Grade Crossing L.F. 40 $ $ (Installation/Demolition Complete) 6. Concrete Grade Crossing L.F. 40 $ $ (Installation/Demolition Complete) TOTAL PROJECT OPTIONS COST (OPTIONS 1 through 6) $ The City reserves the right to accept options in any order or combination that serves it best .., interests. r*� ems+ ITB #245-00/VK, Addendum #1 ( Bidder hereby agrees to commence the work on the above project on or before a date to be specified in a written "Notice to Proceed" of the Owner and to fully complete the project within 365 (THREE HUNDRED SIXTY FIVE) consecutive calendar days thereafter as stipulated in the specifications and other contract documents. Bidder hereby further agrees to pay to Owner as liquidated damages the sum of $3,500.00 (THREE THOUSAND ,,. FIVE HUNDRED DOLLARS) for each consecutive calendar day in excess of the time set forth herein above for completion of this project, all as more fully set forth in the general conditions of the contract documents. Bidder understands that the Owner reserves the right to reject any or all bids and to waive any formality in the bidding. The Bidder agrees that this bid shall be good and may not be withdrawn for a period of thirty (30) calendar days after the scheduled closing time for receiving bids. The undersigned Bidder hereby declares that he has visited the site of the work and has carefully examined the plans, specifications and contract documents pertaining to the work covered by this bid, and he further agrees to commence work on or before the date specified in the written notice to proceed, and to substantially complete the work on which he has bid; as provided in the contract documents. Bidders are required, whether or not a payment or performance bond is required, to submit a cashier's check or certified check issued by a bank satisfactory to the City of Lubbock, or a bid bond from a reliable surety company, payable without recourse to the order of the City of Lubbock in an amount not less than five percent (5%) of the total amount of the bid submitted as a guarantee that bidder will enter into a contract, obtain all required insurance policies, and execute all necessary bonds within ten 00 days after notice of award of the contract to him. Enclosed with this bid is a Cashier's Check or Certified Check for Dollars ($ ) or a Bid Bond in the sum of Dollars ($ ), which it is agreed shall be collected and retained by the Owner as liquidated damages in the event the bid is accepted by the Owner and the undersigned fails to execute the necessary contract documents, insurance certificates, and the required bond with the Owner within ten (10) days after the date of receipt of written notification of acceptance of said bid; otherwise, said check or bond shall be returned to the undersigned upon demand. Bidder understands and agrees that the contract to be executed by Bidder shall be bound and include all contract documents made available to him for his inspection in accordance with the Notice to Bidders. Pursuant to Texas Local Government Code 252.043(a), a competitive sealed bid that has been opened may not be changed for the purpose of correcting an error in the bid price. Therefore, any corrections to the bid price must be made on the Bid Submittal form prior to bid opening. (Seal if Bidder is a Corporation) ATTEST: Secretary Bidder acknowledges receipt of the following addenda: Addenda No. Date Addenda No. Date Addenda No. Date Addenda No. Date Mr"E Firm: Date: Authorized Signature (Printed or Typed Name) Company Address City, County State Tel: Fax: Woman Black American Native American Hispanic American I I Asian Pacific American Other (Specify) Zip Code rrn City of Lubbock PURCHASING DEPARTMENT ROOM L04, MUNICIPAL BUILDING 1625 13' STREET LUBBOCK, TEXAS 79401 PH: (806)775-2167 FAX: (806)775-2164 http://purchasing.ci.lubbock.tx.us MAILED TO VENDOR: OLD CLOSE DATE: NEW CLOSE DATE: ITB #245-00/VK, Addendum #2 ADDENDUM #2 ITB #245-00/VK Railroad Relocation for East-West Freeway Project November 16, 2000 December 1, 2000 @ 4:00 p.m. (CST) December 5, 2000 @ 4:00 p.m. (CST) The following items take precedence over specifications for the above named Invitation to Bid (ITB). Where any item called for in the ITB documents is supplemented here, the original requirements, not affected by this addendum, shall remain in effect. 1. Please find attached REVISIONS TO TECHNICAL SPECIFICATIONS, Addendum to the Design Package for EAST -WEST FREEWAY RAILROAD RELOCATION. 2. Q: Item 52 of the General Conditions of the Agreement puts the sole responsibility for unforeseen conditions on the contractor involved. What if the contractor discovers hazardous materials? Is the contractor responsible in such a situation? A: In reference to GENERAL CONDITIONS OF THE AGREEMENT, Sections 17, 24, and 52, it is not the City's intent to hold the contractor for this project responsible for any delays incurred due to cleanup of unexpected hazardous waste discovered during excavation. 3. Q: What does Item 251, Reworking Base Mat, refer to? A: TxDOT TO RESPOND TO IN ADDENDUM #3. 4. Q: Will Keith Howman, HDR's construction manager, inspect the work on Highway 84? Will TxDOT require a TxDOT qualified contractor? A: TxDOT TO RESPOND TO IN ADDENDUM #3. 5. Q: Who will perform quality control tests on Highway 84? A: TxDOT TO RESPOND TO IN ADDENDUM #3. 6. Q: Will there be a bonus penalty on Highway 84? A: TxDOT TO RESPOND TO IN ADDENDUM #3. 7. Q: Will the design team provide a detail showing what type of backfill is required for culvert crossings? A: PSC TO RESPOND TO IN ADDENDUM #3. 8. Q: Will the design team provide details, such as a TxDOT typical section, for detours? A: TxDOT TO RESPOND TO IN ADDENDUM #3. All requests for additional information or clarification must be submitted in writing and directed to: Page 1 of 13 er*s _ Questions may be faxed to: or Email to: ITB #245-00/VK, Addendum #2 Victor Kilman, Purchasing Manager City of Lubbock P.O. Box 2000 Lubbock, Texas 79457 (806)775-2164 vkilman@mail.ci.lubbock.tx.us THANK YOU, CITY OF LUBBOCK Victor Kilman Purchasing PLEASE RETURN ONE COPY OF THIS ADDENDUM WITH YOUR BID. Page 2 of 13 0 61 ITS #245-00/VK, Addendum #2 REVISIONS TO TECHNICAL SPECIFICATIONS Addendum to the Design Package for EAST -WEST FREEWAY RAILROAD RELOCATION 1. Section 1.2.3, Schedule and Methods, should read as follows: The following information must be submitted by the selected bidder after Notice of Award: (1) Contractor's schedule, including approach to project. (2) Identification of types of rail crews and supervision to accommodate the schedule. (3) List of all equipment, including operated rental rates, that would be utilized during construction. (4) List of subcontractors and what specific work each would be responsible for. To aid in the selection process, the city may require this information before the Notice of Award. 2. Section 1.4.6, Removal of Defective Work, second paragraph, should read as follows: The Contractor shall guarantee all work, including that of any and all subconsultants, for a period of two years from the date of final approval by the Railroad. Upon notice from the Railroad, the Contractor shall be responsible for correcting any defects. If necessary, the Contractor shall adjust continuous welded rail in the spring to prevent the track from buckling in hot weather. 3. Section 1.7.7, Security and Protection Facilities, should read as follows: The Contractor shall provide, erect, and maintain adequate temporary fences, barricades, and other security measures deemed necessary by the Engineer, Owner Representative, or Contractor. Such security measures shall be provided for safety and to prevent unauthorized entry into, vandalism to, or theft of the Railroad's or Owner's property or right-of-way. The Contractor shall likewise be responsible for the protection of his or her own equipment and materials. 4. Section 2.1.7.C.2, Payment, second paragraph, should read as follows: There is no separate payment for work in this section. 5. Section 2.2.16.A.2, Payment, should read as follows: There is no separate payment for work in this section. This is considered incidental to the Grade Crossing work. 6. Section 2.2.16.6.2, Payment, should read as follows: There is no separate payment for work in this section. This is considered incidental to the Grade Crossing work. 7. Section 2.2.16.C.2, Payment, should read as follows: There is no separate payment for work in this section. This is considered incidental to the Grade Crossing work. 8. Section 2.3.26.C.2, Payment, should read as follows: There is no separate payment for work in this section. These items are considered incidental to Grade Crossing work. 9. Section 2.3.26.D.2, Payment, should read as follows: There is no separate payment for work in this section. 10. Section 2.4.6.A.2, Payment, should read as follows: There is no separate payment for work in this section. Page 3 of 13 ITB #245-00/VK, Addendum 42 ,. 11. Section 2.4.6.13.2, Payment, should read as follows: There is no separate payment for work in this section. 12. Section 2.4.6.C.2, Payment, should read as follows: There is no separate payment for work in this section. 13. Section 2.4.6.D.2, Payment, should read as follows: There is no separate payment for work in this section. 14. Section 2.5.6.A.2, Payment, should read as follows: There is no separate payment for work in this section. This is considered incidental to the MBGF items in Base Bid. Price shall include all guard rail, posts, concrete and accessories to erect the guard rail, all excavation, and all backfilling. 15. Section 2.5.6.B.2, Payment, should read as follows: There is no separate payment for work in this section. These are considered incidental to the MBGF items in Base Bid. Price shall include furnishing and installing all parts and materials, all excavation, and all backfilling. 16. Section 2.5.6.C.2, Payment, should read as follows: There is no separate payment for work in this section. This is considered incidental to the MBGF items in Base Bid. Price shall include removing end sections and traffic barrier terminals and legally disposing all materials offsite. 17. Section 2.7.6.D.2, Payment, should read as follows: Erosion Control Blankets for seeding are considered incidental to Seeding Base Bid item. 18. Section 3.4.4.6, Payment, should read as follows: There is no separate payment for work in this section. 19. Section 3.5.4.13, Payment, should read as follows: There is no separate payment for work in this section. These are considered incidental to the Grade Crossing items in Base Bid. This price shall be considered full compensation for furnishing all labor, materials, tools, equipment, supplies, supervision, loading, hauling, placing, compacting, and incidentals necessary to complete the work in accordance with these specifications. 20. Section 3.6.6, Execution — renumber this section to Section 3.6.3, Execution. 21. Section 3.6.4.13, Payment, should read as follows: There is no separate payment for work in this section. 22. Section 3.7.2, Description, should read as follows: When shown on the plans or in the special provisions, subballast shall be placed directly onto the finished subgrade in order to provide a roadbed finish such that preservative impregnated fibers on the underside of ties will not be penetrated or crushed during track construction. Type 2 subballast is a fine-grained impervious aggregate base material and shall be used throughout the project wherever subballast is required. 23. Section 3.7.3.A should read as follows: Subballast shall conform to AREMA standards for gradation and materials. It shall consist of crushed rock with a minimum of one fractured face, meet the quality requirements of ASTM Designation: D 1241, and meet the approval of the Engineer and the Representative. 24. Section 3.7.3.13— delete this section. 25. Section 3.7.3.0 — renumber this section to Section 3.7.3.B. I Page 4 of 13 0 6W ITB #245-00/VK, Addendum #2 26. Section 3.7.3.D — renumber this section to Section 3.7.3.C. 27. Section 3.7.3.0 should read as follows: If acceptable to the Engineer and the Representative, the subballast may conform to the gradation specified for aggregate base by the State Department of Transportation for the state in which the work is to be performed and which most nearly matches the gradation of Type I or Type II subballast, as specified. 28. Section 3.7.5.A, Measurement, should read as follows: Subballast will be measured in tons of each type of subballast acceptably placed within the neat lines shown on the plans. No allowance for shrinkage or compaction will be allowed. 29. Section 3.7.5.13, Payment, should read as follows: Payment for subballast will be made at the contract unit price per ton of the type of subballast furnished and placed. This price shall be considered full compensation for furnishing all labor, materials, tools, equipment, supplies, supervision, crushing, loading, hauling, placing, compacting, wetting, drying, trimming, and all other items required to complete the work in accordance with the plans and specifications. 30. Section 3.8.2.D.2, Payment, should read as follows: There is no separate payment for work in this section. These are considered incidental to the Grade Crossing items in Base Bid. This price shall be considered full compensation for furnishing all materials, equipment, and labor, and all required operations for the installation of the geotextile fabric. 31 Section 3.8.3.D.3, Measurement — renumber this section to Section 3.8.3.D.1, Measurement. 32. Section 3.8.3.D.4, Payment — renumber this section to Section 3.8.3.D.2, Payment. 33. Section 3.8.3.D.2, Payment, should read as follows: There is no separate payment for work in this section. 34. Section 4.5.1.8, Payment, should read as follows: There is no separate payment for work in this section. This is considered incidental to the project construction. This price shall include full compensation for protective shoring design and plans and for furnishing all labor, materials, tools and equipment necessary for the construction of the protective shoring and its subsequent removal, when required. 35. Section 4.5.2.13, Payment, should read as follows: There is no separate payment for work in this section. These are considered incidental to the project construction. This price shall include full compensation for cofferdam design and plans and for furnishing all labor, materials, tools and equipment necessary for the construction of the cofferdam and its subsequent removal. No extra compensation will be allowed for a cofferdam of excessive size. 36. Section 4.5.3.8.1 — replace "Structure excavation shall be paid for at the contract unit price per cubic yard for structure excavation of the proper classification" with the following: There is no separate payment for work in this section. This is considered incidental to the project construction. 37. Section 4.5.4.13.1 — replace "Structure backfill shall be paid for at the contract unit price per cubic yard" with the following: There is no separate payment for work in this section. This is considered incidental to the project construction. 38. Section 4.5.4.B.2 — delete the following phrase: be included in structure backfill quantities. Page 5 of 13 ITB #245-00/VK, Addendum #2 39. Section 4.5.4.8.3 — delete the section 40. Section 4.5.4.6.4 — delete the section. 41. Section 4.5.4.B.5 — renumber this section to Section 4.5.4.6.3, 42. Section 4.5.5.8, Payment, should read as follows: here is no separate payment for work in this section. These are considered incidental to the project construction. This price shall be considered full compensation for furnishing all materials, equipment, tools, labor and incidentals necessary to install the pipe, granular fill and geotextile fabric, as well as for completion of the work. 43. Section 4.5.6.6, Payment, should read as follows: There is no separate payment for work in this section. This is considered incidental to the project construction. This price shall be considered full compensation for constructing or excavating the roadbed embankment behind bridge abutments, wingwalls, and retaining walls to the designated section shown on the plans; any special compaction required; furnishing the material; and placing the material to the designated sections shown on the plans. 44. Section 5.4.1.B, Payment — replace "Drilled shafts shall be paid for at the contract unit price per linear foot in place of acceptable drilled shafts of the specified diameter" with the following: _ There is no separate payment for work in this section. These are considered incidental to the Bridge work. 45. Section 5.4.2.B, Payment — replace "Bell footings shall be paid for at the contract unit price per cubic yard in place of acceptable bell footing of the specified dimensions" with the following: There is no separate payment for work in this section. These are considered incidental to the Bridge work. 46. Section 6.4.1.B.1 — replace "Cast -in-place concrete shall be paid for at the contract unit price per cubic yard of concrete in place of the proper classification with the following: There is no separate payment for work in this section. This is considered incidental to the Bridge work. 47. Section 6.4.2.B.1 — replace "Reinforcement steel shall be paid for at the contract unit price per pound of reinforcement in place of the proper classification" with the following: There is no separate payment for work in this section. This is considered incidental to the Bridge work. 48. Section 7.4.1.8, Payment, should read as follows: There is no separate payment for work in this section. 49. Section 7.4.2.B, Payment, should read as follows: There is no separate payment for work in this section. 50. Section 7.4.3.B, Payment, should read as follows: There is no separate payment for work in this section. 51. Section 8.4.1.8.2 should read as follows: Payment for structure drain pipe is provided for in Section 4.5, Structure Excavation and Backfill. 52. Section 9.1.2.E, Components or Products; F1O, should read as follows: Performance data for components or products proposed as an equivalent to those specified herein. The written approval of the Engineer and the Representative is required for any such equivalent type component or product proposed to be used. 53. Section 9.1.2.17, As -Built; FIO, should read as follows: Page 6 of 13 ITB #245-00/VK, Addendum #2 One set of reproducible originals of the final as -built drawings for each automatic crossing protection installation prior to final acceptance by the Engineer and the Representative. The materials and methods used to produce these drawings shall meet the requirements of this specification and shall result in drawings that are easy to revise without damage to the drawing. 7M 54. Section 9.2.1.A.1 should read as follows: The Engineer and Representative will notify the Contractor of the materials approved or disapproved. Disapproved materials that have already been delivered to the project site shall be promptly segregated from the approved materials and removed from the premises. If materials are disapproved, acceptable replacement materials shall be provided at no additional cost to the Railroad Company. Initial approval by the Engineer and the Representative will not prevent the removal and replacement of materials that are materially defective or materials not meeting this specification that are discovered during construction and/or routine quality control/quality assurance operations. 55. Section 9.2.8.A, Wood Ties — replace "The Contractor shall notify the Contracting Officer at least 15 days prior to the shipment of any treated ties or timbers from the manufacturer's plant to provide the Railroad Company the opportunity to inspect the materials before shipment" with the following: The Contractor shall notify the Engineer and Representative at least 15 days prior to the shipment of any treated ties or timbers from the manufacturer's plant to provide the Railroad Company the opportunity to inspect the materials before shipment. 56. Section 9.2.11.A.1 should read as follows: Precast concrete panels for grade crossings shall be constructed of reinforced concrete having a minimum 28 -day compressive strength of 5,000 psi. Precast crossing panels shall be the product of a company regularly engaged in the manufacture of such panels. Materials shall be approved by the Engineer and the Representative. 57. Section 9.2.12.C, Rail Anchors, second paragraph, should read as follows: Rail anchors for new installationsshall be new. Sizes shall conform tothevarious sizes of rail on the project as well as "Specifications for Rail Anchors" in Chapter 5, Part 7 of AREA MRE. Anchors may be a drive -on type approved by the Engineer and the Representative. Suggested manufacturer: True Temper. 58. Section 9.2.13, Welding Kits, should read as follows: Kits for thermite type rail welds shall be approved by the Engineer and Representative before use. 59. Section 9.3.1, Ballast, first paragraph, should read as follows: 7• Ballast shall be placed to the lines and grades indicated on the plans, conforming to the typical sections shown in the plans. Ballast shall not be placed on soft, muddy, or frozen areas. Where the prepared subgrade (roadbed) is soft, muddy, rutted, exhibits severe depressions, or is otherwise damaged, the ballast shall not be placed until the damaged subgrade has been repaired and the area has been approved by the Engineer and Representative. 60. Section 9.3.1.1, Ballast Distribution, first paragraph, should read as follows: On new track construction, ballast shall not be distributed until the subballast has been approved by the Engineer and the Representative and the skeleton track has been constructed. No payment will be made for ballast that is distributed without approval. 61. Section 9.3.2.E, Joint Bars, last sentence, should read as follows: Defective joint bars designated on the contract drawings, discovered by the Contractor during track repair operations, or identified by the Engineer and Representative shall be replaced with acceptable joint bars. 62. Section 9.3.2.1-1, Rail Anchors, should read as follows: Rail anchors shall be used on all track and turnouts. Box anchor every other tie in tangents and in f curves less than three degrees, and box anchor every tie in curves over three degrees. Box anchor Page 7 of 13 ITB #245-00/VK, Addendum #2 every tie and every rail in turnouts, and box anchor every tie for five rail lengths on each side of field welds and crossings. The rail anchors shall be spaced in an approximately uniform fashion along the rail length. Rail anchors shall be installed to the gage side of the rail against the same tie face on opposite rails. Rail anchors shall grip the base of the rail firmly and shall have full bearing against the face of the tie. Rail anchors shall not be moved by driving them along the rail. Rail shall be anchored_ immediately after spiking and before the rail has experienced a significant temperature change. 63. Section 9.3.21.2, Tamping — delete the following sentence: The equipment to be used for surfacing operations will be subject to approval by the Contracting Officer. 64. Section 9.3.21.4, Runoff of Track Raises, should read as follows: After runoff at the end of a raise shall not exceed 1/2 inch in 31 feet of track. 65. Section 9.3.2.M.4, Surplus Ballast, should read as follows: Surplus ballast remaining after final surfacing and dressing of the ballast section shall be distributed or otherwise disposed of as directed by the Engineer and Representative. 66. Section 9.3.4.B.5, Minimum Ballast Depth, should read as follows: The minimum depth of ballast between the bottom of the tie and the top of the geotextile shall be 10 inches. 67. Section 9.3.4.1.1, Location and Positioning of Signs — delete the following sentence: After installation is completed, the signs will be inspected during the day and at night by the Contracting Officer. 68. Section 9.3.8.E, Testing for Defects, should read as follows: Upon completion of the track construction, the Contractor shall have the rail tested by ultrasonic methods. Ultrasonic testing shall be done by a contractor who is normally engaged in this type of testing and who has a minimum of five years of experience. The Contractor shall schedule a rail - testing machine and notify the Engineer and the Representative of the type of machine and the schedule. Contractor -furnished rails that are found to be defective shall be removed and replaced by the Contractor at no additional cost. Contractor -furnished joint bars and compromise joint bars found to be cracked or broken shall be removed and replaced at no additional cost. The Contractor shall notify the Engineer and the Representative at least seven days in advance of testing. 69. Section 9.4.7, Subballast, should read as follows: Subballast measurements shall be based upon certified scale tickets. Payment for subballast material will be made at the contract unit price per net ton of each gradation acceptably furnished and placed and compacted on the track bed for "Furnish, Place, and Compact Subballast." 70. Section 9.4.17, Ultrasonic Testing of Rail, should read as follows: , Ultrasonic testing will be considered incidental to the track_ construction. 71. Section 10.1.1.B.1.c should read as follows: Any other company (Railroad or Contractor) or process must be approved by the Engineer and the Representative. 72. Section 10.1.1.B.2.c should read as follows: Any other company (Railroad or Contractor) or process must be approved by the Engineer and the Representative. 73. Section 10, Rail Welding, should include the following subsection: 10.3.5 Proper Longitudinal Stresses in Continuous Welded Rail (CWR) Page 8 of 13 ORR lye+ ITB #245-00/VK, Addendum #2 f A. The following practices will be used to minimize longitudinal forces in the rail and protect the integrity of the track structure. 1. Rail maintained at TNT (Target Neutral Temperature) The CWR will be laid and maintained at the TNT of 115° F.. 2. Amount of Rail Length Adjustment to Change Neutral Temperature The Table below shall be used to determine how much to shorten or lengthen a known rail length to adjust it from its current neutral temperature to the TNT. The length differences tabulated here do not allow for rail that will be added during thermite welding or rail that will be removed in upset during flash -butt welding. The left column (Temperature differential in degrees Fahrenheit) is the difference . `between the current neutral temperature and the TNT in degrees Fahrenheit. Values in the remaining columns are the rail length adjustment (in inches) required for the length of unrestrained rail (in feet) indicated at the top of each column. Temp diff. in deg. F 400' LENGTH OF UNRESTRAINED RAIL 600' 800' 1,000' 1,200' 1,400' 1,600' 5° '/" '/" '/" %" %2" '/2" '/2" 10° 1/„ '/2" '/2„ 3/4„ 1„ 1„ 1 ,Y4„ 15° /2, 3/„ 1„ 1 '/4" 1 %2" 1 3/„ 1 3/„ 20° '/2" 1 " 1 '/" 1 '/2" 1 3/" 2 '/a" 2 %2„ 25° 3/„ 1 1/" 1 1/„ 2„ 21/4" 23/4" 3„ 30° 1„ 1 1/2„ 1 3/11 21/4" 2 3/" 31/4" 33/4 35° 1„ 1 /„ 21/4" 2 /„ 31/4" 3:Y4" 41/4" 40° 1 '/o„ 1 %„ 2 ,/2„ 3„ 3 3/" 41/4" 5„ 45' 1 %2" 2" 23/4" 3 %2" 41/4" 5" 5 '/2" 50" 1 %" 21/4" 3" 4" 4 %" 51/2" -61/4" 55* 1 3/" 21/2" 31/2" 41/4" 51/4" 6" 63/4 60° 1 3/" 2 3/" 33/4" 4 3/" 5 %2" 6 %2' 7'/2" 65° 2" 3„ 4„ 5„ 6„ 7„ 8„ 70* 21/4" 3 '/a" 41/4" 51/2" 6 '/2" 73/4 8 3/" 75° 21/4" 3 1/2„ 43/4 5 3/„ 7„ 81/4" 91/„ 80° 2 '/2" 33/4" 5" 61/4" 7 %2' 8 3/" 10" 85° 23/4" 4„ 51/4" 63/4" 8„ 9 1/„ 10 /„ 90° 23/4" 4'/" 5 %2" 7" 8'/2' 9 3/" 11 '/<" 95° 3" 4 ,'/2' 6" 7 '/2" 91, 10 '/" 11 3/" 100° 3" 43/4" 6'/4" 7 3/" 9'/<" 11" 12'/2' B. Laying CWR In laying welded rail, the neutral temperature of the rail at the time it is anchored in the track should be at or above the TNT. 1. Making Accurate Rail Temperature Measurements The rail temperature should be measured soon after the rail is threaded into k the plates in order to determine the current neutral temperature. The current neutral temperature should be measured using two approved rail thermometers obtained from the Foreman in charge of laying rail. The accuracy of each thermometer should be checked at least once per day. When using a magnetic rail thermometer, the reading should be taken after {' leaving the thermometer for at least ten minutes on the shaded side of the rail Page 9 of 13 n ITB #245-00/VK, Addendum #2 near the bottom of the web. As temperature will vary along a rail, measurements of rail temperature should be taken in at least three places along a rail to determine the most representative rail temperature. 2. Rail Length Adjustment If the current rail temperature is greater than the TNT, the rail should be anchored without adjusting its length. If the current rail temperature is less than the TNT, the length of the rail should be adjusted so that when the rail is anchored, the neutral temperature is at least equal to the TNT. Immediately after the rail temperature is measured, notch marks and tie plates should be placed every 400 feet. Notch marks should be placed across the base of the rail, and tie plates should be placed along the length of the rail from the beginning to the end of the string. Tie plates should be solidly affixed to well -ballasted ties so that the plates will not move when the rail moves. The Table above will determine how much match -mark offset is required at each 400 -foot interval to raise the neutral temperature to the TNT. 3. Recording Rail Laying Temperatures When laying CWR, rail temperatures should be recorded by writing "laid," the date, and the rail laid temperature on both sides of the rail web near both ends of the string. The following form shall be used to record the rail temperature: Record of Neutral Temperature of Welded Rail as Laid Division_____________ SubdivnLine Segmer Relay Between________ and___________________ Recorded by. Target Neutral Temperature = 115° F 3 -part form to be distributed as follows: White — Division Engineer, Canary— Roadmaster, and Pink — Foreman 4. Joining Continuous Rail Strings When permanently joining continuous welded rail strings using joint bars, the joints shall be fully bolted and the rail adjacent to the joints shall be fully box anchored for 184 ties in both directions from the joint. Page 10 of 13 Expansion at Dat Curve Position Actu Distanc Matchmark Lengt e No Trk aI Tem e h Remar N/W S/E Rail and/or Rail Rai No Rail p to Req' Actu of ks Laid MP I Tem Diff Match d al String Loca p Mark 3 -part form to be distributed as follows: White — Division Engineer, Canary— Roadmaster, and Pink — Foreman 4. Joining Continuous Rail Strings When permanently joining continuous welded rail strings using joint bars, the joints shall be fully bolted and the rail adjacent to the joints shall be fully box anchored for 184 ties in both directions from the joint. Page 10 of 13 ITB #245-00/VK, Addendum #2 C. In -Track Welding r- 1. When cropping and continuously welding conventional bolted rail by an in - track welding process, the rail shall be anchored at a temperature greater than or equal to the TNT. An accurate rail thermometer shall be used to measure the rail temperature for six rail lengths behind the welder. If the rail temperature is greater than the TNT, the rail should be anchored immediately per BNSF standards for continuous welded rail. 2. If the rail temperature is less than the TNT, the welder shall progress until there is approximately 500 feet of unanchored rail between the last anchored rail and the welder. The rail temperature shall then be measured at the beginning of the unanchored length of rail, while a match mark is made across the rail base and a tie plate is placed 400 feet from the beginning of the unanchored rail. After the match mark offset is determined from the Table above, the rail heater should be moved ahead so that proper expansion occurs at the match mark; then the rail shall be anchored. 3. The form "Record of Neutral Temperature of Welded Rail as Laid" (above) shall be completed for each iteration of this process. ,., D. Destressing CWR 1. Conditions that Require Destressing CW R The following conditions shall be taken into account when assessing rail for destressing: a. Rail Laid Cold b. Rail Laid Hot i c. Longitudinal Rail Movement Due to Traffic d. Lateral Rail Movement on Curves e. Longitudinal Stresses Caused by Maintenance Activities 2. Estimating Limits of Destressing The track shall be inspected for rail movement. Grades, curvature, track fixtures, and traffic conditions should all be considered in estimating the limits of rail with low neutral temperatures. If destressing occurs behind a steel or concrete tie gang, records of those operations shall be obtained to determine the limits of destressing. The length of rail (in feet) to be destressed at one time shall be determined by considering the size of the work force, available track time, rail temperature, and track conditions. When evidence of compressive stress in the rail indicates that track may buckle, the rail shall be cut immediately to relieve the stress. 3. Cutting Rail After the length of rail to be destressed has been determined, that section of rail shall be cut at its midpoint. If the temperature is cool and the rail is likely to be in tension, the rail shall be saw cut. If the temperature is hot and the rail is likely to be in compression, the rail shall be torch cut. 4. Measuring Rail Temperature to Properly Adjust Length After eliminating the stress in the rail, the rail temperature shall be accurately measured and recorded. The required length adjustment shall then be determined according to the Table above and then cut adjusted to meet this measurement. it 5. Using a Hydraulic Rail Expander Page 11 of 13 ITB #245-00/VK, Addendum #2 The total amount of length adjustment shall be recorded on a `Rail Adjustment Record." The word "Adjusted," followed by the date, shall be written on the web of the rail, near where the rail expander was applied. RAIL ADJUSTMENT RECORD Division Line Segment Date Adjusted by (Signature) A. Reason for adjustment: 1) Service failure, broken rail 2) Detector Car defect 3) Open joint 4) Adjustment due to heat 5) Other (explain) B. Mile Post where adjustment occurred C. Curve or tangent D. Weight of Rail E. Adjustment made to which rail F. Rail temperature at time of adjustment G. Amount of rail added or subtracted H. Rail was cut in, out, or welded I. Show specific data recorded on rail If rail was added, indicate date follow up rail adjustment is made FORM 16430-N Original- Copy -Retain Printed in 4-89 Roadmaster U.S.A. 74. Section 12.3.6, Rail Joints, first paragraph, should read as follows: Installation of insulated and non -insulated rail joint and bolt assemblies shall conform to the requirements of Section 11, Other Track Materials, and shall be prepared and installed as follows: 75. Section 12.3.12.0 should read as follows: Rail shall be spiked and anchored as specified herein. Existing spike holes shall be plugged with treated tie plugs that are approved by the Engineer and the Representative. 76. Section 14.4.2.13 should read as follows: Thermite welds will be considered incidental to track construction work. 77. Section 15.1.3, Submittals, first paragraph, should read as follows: The work will not be considered complete until the Contractor has submitted the following test reports to the Engineer and the Representative: 78. Section 15.2.2.A, Crossing Controllers, should read as follows: Page 12 of 13 ITB #245-00/VK, Addendum #2 The Contractor shall supply either Harmon HXP-3R or Saftran GC -3000. The system shall be Dual - Redundant, with as few relays as possible. The manufacture shall be solid state controllers to the greatest extent possible. Relays will be acceptable, provided the Engineer and Representative approve their installation. �-- 79. Section 15.2.2.13, Batteries, should read as follows: Batteries for the signal system shall be maintenance -free. Batteries should be approved by the Engineer and the Representative. 80. Section 15.2.2.17, Cable, should read as follows: The Contractor shall supply Tamaqua #6 (Part No. 376056) and 91 0 (Part No. 376055) (or approved equal) stranded insulated single conductor cable that meets AAR insulation requirements for underground wire and 3/16 -inch Bondstrand. The Contractor may use an Engineer -approved alternative, provided the alternative is approved during the shop drawing approval. 81. Section 15.2.2.1.2 should read as follows: Aluminum mast per TxDOT requirements. 82. Section 15.2.2.1.3 should read as follows: FLX-12 (or approved equal), 2 -way flashing light assembly with three each 30-15 degree lenses in front, 70 degree lenses in back, 10V -25W bulbs, and aluminum hoods and backgrounds. There shall be three assemblies per arm. 83. Section 15.3.1.A should read as follows: This work consists of designing, furnishing, and installing grade crossing warning devices and control systems to provide train detection, as described herein and as shown on the plans. This work shall include, but is not limited to, solid state track circuit and grade crossing equipment, 120/240 V electrical service, Signal Instrument House (SIH), and bonding of track circuit joints. An SIH may only be wired in a controlled environment, such as a factory or shop. 84. Section 15.3.1.C.2 — delete this section. 85. Section 15.3.1.C.3 — renumber this section to Section 15.3,1.C.2. 86. Section 15.3.1.C.4 — renumber this section to Section 15.3.1.C.3. Page 13 of 13 ass / City of Lubbock j PURCHASING DEPARTMENT i ROOM L04, MUNICIPAL BUILDING 162513' STREET LUBBOCK, TEXAS 79401 PH (806)775-2167 FAX: (806)775-2164 http://purchasing.ci.lubbock.tx.us ITB #245-OONK, Addendum #3 ADDENDUM #3 ITB #245-00/VK Railroad Relocation for East-West Freeway Project MAILED TO VENDOR: November 27, 2000 CLOSE DATE: December 5,2000 @ 4:00 p.m. (CST) The following items take precedence over specifications for the above named Invitation to Bid (ITB). Where any item called for in the ITB documents is supplemented here, the original requirements, not affected by this addendum, shall remain in effect. 1. The bid bond amount is revised on the BID FORM signature page. The attached signature page must be signed and returned with the BID FORM. 2. The sentence "PLEASE RETURN ONE COPY OF THIS ADDENDUM WITH YOUR BID." In Addendum #1 and Addendum #2 is deleted. .o, 3. CONTRACTOR'S INSURANCE, Section 28 A. General Liability Insurance, of the GENERAL CONDITIONS OF THE AGREEMENT, is changed to read: �-, A. General Liability Insurance The contractor shall have Comprehensive General Liability Insurance with limits of $5.000.000.00 Combined Single Limit in the aggregate and per occurrence to include: Premises and Operations Explosion & Collapse Hazard 7" Underground Damage Hazard Products & Completed Operations Hazard «. Contractual Liability Independent Contractors Coverage Personal Injury .� Advertising Injury 4. Q: Is railroad protective insurance required? A: Yes. Railroad protective insurance is required for work within the Burlington Northern and Santa Fe *� (BNSF) and West Texas and Lubbock Railroad (WT&LR) right-of-way (ROW). The following sentence is added to Section 28, CONTRACTOR'S INSURANCE, of the GENERAL CONDITIONS OF THE AGREEMENT: The Contractor shall maintain Railroad Protective Liability Insurance with minimum limits of $5,000,000 each occurrence and $10,000,000 aggregate limit covering all operations within 50 ( feet of railroad track. '"" Page 1 of 5 ITB #245-OONK, Addendum #3 5. Q. General Conditions, Item 47 "Claims and Disputes". Would the City of Lubbock consider amending this provision to incorporate binding arbitration by an accredited arbitrator in the case of a dispute that cannot be resolved with the City or the Railroads Representative?" A. No, we will not consider arbitration. 6. Q: "We are not clear on the lengths of switch ties that are to be used. Do we use the switch tie _ lengths from page 245 of the Railroad Relocation Project Plans or do we use AREA PTWP (1995) Portfolio of Trackwork Plans? This will make a difference in the number of 9 ft, 10 ft, 16 ft, 17 ft, and 18 ft switch ties. This, in turn, will make a significant impact on the price of our bid. A: The No. 10 turnouts should include switch ties as indicated on Sheet 245. All other turnouts, No. 11 and No. 20, should follow AREA PTWP (1995) Portfolio of Trackwork Plans. 7. Q: Also, on BNSF options 1 & 2, are we to include ballast when we submit our bid or is BNSF going to provide the ballast? A: Options 1 & 2 are to include all materials necessary to complete trackwork, including ballast. 8. Q: The materials for the "Project Options" — the BNSF portion, who supplies this materials? A: All Project Options (BNSF Portion) are to include procurement, furnishing, and installation of all materials necessary to complete earthwork and trackwork within the BNSF ROW. 9. Q: The BNSF #11 Turnout —115# Panelized (Power), should this turnout be 136#? A: No. The transition from 115# to 136# is at the switch points of the #11 Turnout. Only the BNSF siding and #20 Turnouts are 136#. 10. Q: The answer to question 72 from Addendum #1 indicates that the excess excavation material will be used for a future TxDOT project. Can a portion of the excess material be used on existing TxDOT projects for which there is a need? A: No. All excess material not used for construction, of the scope of this contract will be stockpiled at the designated location. 11. Q: There are pay items for concrete wingwalls and safety end treatments. Section 8.4.5 states that payment for wingwalls and safety end treatments_ is subsidiary to culvert installation. Which is correct? A: Wingwalls and safety end treatments are subsidiary to culvert installation and no separate payment will be provided for work associated with their construction. These items should be included within the culvert bid items and will be paid as part of these bid items,. 12. Q: Nothing in the plans indicates the presence of wayside signaling for the new alignment. Is this dark territory? Is there any wayside signaling included in this procurement? A: No. This is dark territory and no wayside signals are included within the scope of work. 13. Q: Event recording devices are not listed in the'specifications. Are they required at each crossing location? A: No. 14. Q: Is the Safetran electronic bell an acceptable alternative to the bell listed in the specifications? A: Unable to determine. If the Safetran electronic bell meets the specifications as defined and is acceptable to TxDOT for use, then it is approved as an acceptable alternative. 15. Q: Please explain the meaning of the following statement: Gate mechanism and hardware shall be installed such that when completed, the gate can be twisted 90 degrees without disconnecting the flex conduit from the base. A: When completed, the conduit connection to the gate must be capable of withstanding an anticipated movement of the gate assembly of 90 degrees (twisting). This is to ensure the gate assembly still functions as intended after minor impact or damage. Page 2 of 5 M ITB #245-OONK, Addendum #3 16. Q: On the crossing layouts, the note states that the layout is designed with a 15 second warning ( time. This is a violation of FRA recommendations, with a minimum of 20 seconds. Is this the intent? A: The note reads: "Signal circuits are designed to give 15 second warning time (MWT) plus 0 seconds for clearance time (CT) plus 5 seconds for buffer time (BT) plus 4 seconds for equipment response time (ERT) plus 0 seconds for traffic signal preemption (APT) = 24 seconds total approach time prior to the arrival of the fastest train at this crossing". Design does not violate FRA minimum since 24 seconds total is provided prior to train arrival. If your company's interpolation is different, the MWT can be increased to 20 seconds plus 0 seconds for clearance time (CT) plus 5 seconds for buffer time (BT) plus 4 seconds for equipment response time (ERT) plus 0 seconds for traffic signal preemption (APT) = 29 seconds total approach time prior to the arrival of the fastest train at this crossing. 17. Q: What is the standby time requirement for the batteries? A: The standby time requirements for the batteries should be a minimum of 24 hours. 18. Q: There is a discrepancy between the drawings and the contract specifications regarding the two- way and one-way lights and their location. On the drawings, the lights are shown as one-way lights, but the contract technical specifications require the use of two-way lights. Please clarify. (Refer to sheet 215-225 and specification 15.2.2.1.3). A: Sheets 215-225 are general layout sheets provided to show general positioning of the crossing and signal apparatus. Railroad crossing signals shall meet the design as specified in the design specification. Two-way lights are required for the signal gates with three light assemblies per gate. The location of these assemblies is to be specified by the manufacturer and/or as shown within the design package on TxDOT Standard Sheet 258. 19. Q: Are the highway crossings interconnected? Refer to note on Sheet 215, Part 1 (Signal Pre- Emption)? What provisions are required to support traffic signal pre-emption if required? A: No signal pre-emption is required. Please note zero (0) response time requirement. 20. Q: Where are soil retention blankets required? A: Soil retention blankets are required per Section 2.7.5.E of the Design Specification. Payment for the soil retention blankets is considered incidental to the seeding of the project. 21. Q: The LA limits for subballast as specified in ASTM D 1241 are high for the native material. Can this LA limit be reduced? A: The LA minimum limit can be reduced to match the requirements for aggregate base as defined by Texas Department of Transportation. The gradations, Plasticity Index (PI) and compaction requirements as defined in the specification and addendum for the subballast are still required and not being waived. Note the crushed rock must contain a minimum of one fractured face and be impervious. NOR 22. Q: On page 225, paragraph 15.2.2.13 of the technical specifications calls for signal system batteries that are Nickel -Cadmium and maintenance -free. However, Nickel -Cadmium batteries are not maintenance -free. Please clarify. A: The Contractor should use maintenance -free batteries for the signal system. FURTHER CLARIFICATION. The response provided in Addendum #1 has been revised by the WT&LR. They wish to use Nickel -Cadmium batteries for all signal systems. 23. Q: Can you please clarify the situation with the dirtwork, as far as the stockpile situation? A: There is an agreement with TxDOT that the excess dirt from this project will be used for a future TxDOT project. Therefore, all excess dirt from this project will be hauled to the stockpile location 1 shown on the cover sheet of the design package. "'"' Page 3 of 5 ITB #245-OO/VK, Addendum #3 FURTHER CLARIFICATION. TxDOT wants all of the excavation waste to be stockpiled in the median of Spur 327 just west of Homestead Avenue. 24. Q: What does Item 251, Reworking Base Mat, refer to? A: Please see attached typical section. 25. Q: Will Keith Howman, HDR's construction manager, inspect the work on Highway 84? Will TxDOT require a TxDOT qualified contractor? A: TxDOT will inspect US 84 highway related work. Yes, a TxDOT qualified contractor will be required. 26. Q: Who will perform quality control tests on Highway 84? A: The contractor will perform the Quality Control portion of the QC/QA hot mix specification. TxDOT will perform the Quality Assurance portion of the hot mix specifications as well as perform all density tests and density analyses. 27. Q: Will there be a bonus penalty on Highway 84? A: No, it will be a pay factor of 1.0. 28. Q: Will the design team provide a detail showing what type of backfill is required for culvert crossings? A: This information is defined in the plan and specifications. No additional details will be issued. A detail on plan sheet 188 shows cement stabilized backfill to be placed between multiple box culvert units. Cement stabilized backfill is defined in specification Section 8, Paragraph 8.3.8 A.3 All other backfill is to be compacted to 95 percent maximum density as determined by ASTM D 698 as required by specification Section 8, Paragraph 8.3.8 A.2. 29. Q: Will the design team provide details, such as a TzDOT typical section, for detours? A: On the TCP sheet 2 of 3 (attached), there is a typical section for detours shown. All requests for additional information or clarification must be submitted in writing and directed to: Victor Kilman, Purchasing Manager City of Lubbock P.O. Box 2000 Lubbock, Texas 79457 Questions may be faxed to or Email to: (806)775-2164 vkilman@mail.ci.lubbock.tx.us THANK YOU, CITY OF LUBBOCK Victor Kilman Purchasing Page 4 of 5 ITB #245-OONK, Addendum #3 Bidder hereby agrees to commence the work on the above project on or before a date to be specified in a written "Notice to Proceed" of the Owner and to fully complete the project within 365 (THREE HUNDRED SIXTY FIVE) consecutive calendar days thereafter as stipulated in the specifications and other contract documents. Bidder hereby further agrees to pay to Owner as liquidated damages the sum of $3,500.00 (THREE THOUSAND FIVE HUNDRED DOLLARS) for each consecutive calendar day in excess of the time set forth herein above for completion of this project, all as more fully set forth in the general conditions of the contract documents. Bidder understands that the Owner reserves the right to reject any or all bids and to waive any formality in the bidding. The Bidder agrees that this bid shall be good and may not be withdrawn for a period of thirty (30) calendar days after the scheduled closing time for receiving bids. The undersigned Bidder hereby declares that he has visited the site of the work and has carefully examined the plans, specifications and contract documents pertaining to the work covered by this bid, and he further agrees to commence work on or before the date specified in the written notice to proceed, and to substantially complete the work on which he has bid; as provided in the contract documents. Bidders are required, whether or not a payment or performance bond is required, to submit a cashier's check or certified check issued by a bank satisfactory to the City of Lubbock, or a bid bond from a reliable surety company, payable without recourse to the order of the City of Lubbock in an amount not less than one percent lj%) of the total amount of the bid submitted as a guarantee that bidder will enter into a contract, obtain all required insurance policies, and execute all necessary bonds within ten 10 days after notice of award of the contract to him. Enclosed with this bid is a Cashier's Check or Certified Check for Dollars ($ ) or a Bid Bond in the sum of Dollars ($ ), which it is agreed shall be collected and retained by the Owner as liquidated damages in the event the bid is accepted by the Owner and the undersigned fails to execute the necessary contract documents, insurance certificates, and the required bond with the Owner within ten (10) days after the date of receipt of written notification of acceptance of said bid; otherwise, said check or bond shall be returned to the undersigned upon demand. Bidder understands and agrees that the contract to be executed by Bidder shall be bound and include all contract documents made available to him for his inspection in accordance with the Notice to Bidders. Pursuant to Texas Local Government Code 252.043(a), a competitive sealed bid that has been opened may not be changed for the purpose of correcting an error in the bid price. Therefore, any corrections to the bid price must be made on the Bid Submittal form prior to bid opening. (Seal if Bidder is a Corporation) ATTEST: Secretary Bidder acknowledges receipt of the following addenda: Addenda No. Date Addenda No, Date Addenda No. Date Addenda No. Date M/WBE Finn: Date: Authorized Signature (Printed or Typed Name) Company Address City, State Tel: Fax: County Zip Code Woman Black American Native American Hispanic American I I Asian Pacific American Other (Specify) County Zip Code PLANS IN FILE SEE RESOLUTION E6 -C1 -M66-1?- 14, -9-000 0 City of Lubbock PURCHASING DEPARTMENT ROOM L04, MUNICIPAL BUILDING 162513 TH STREET LUBBOCK, TEXAS 79401 PH: (806)775-2167 FAX: (806)775-2164 http://purchasing.ci.lubbock.tx.us ADDENDUM #4 ITB #245-OONK Railroad Relocation #or East-West Freeway Project MAILED TO VENDOR: November 29, 2000 CLOSE DATE: December 5,2000 @4:00 p.m. (CST) The following items take precedence over specifications for the above named Invitation to Bid (ITB). Where any item called for in the ITB documents is supplemented here, the original requirements, not affected by this addendum, shall remain in effect. 1. Q. The answer to question 40 from Addendum #1 states that it is not the City's intent to hold the contractor up for delays incurred due to cleanup of unexpected hazardous waste. How is the handling and disposal of hazardous waste to be handled? Will the city perform the work? Will the contractor be expected to perform the work and bear the costs? A. The contractor will not be expected to bear the cost of cleanup of unexpected hazardous waste unless it is determined by the City that the presence or release of the hazardous waste was contributed to or caused by the contractor or his agents. 2. Q. We would like to submit TXDOT Item 247, Type A, Grade 1 or 2 flex base as an alternate to sub - ballast 3.7.3, Type 1 or 2. The TXDOT Item 247 Type A flex base would be closer to the 3.7.3, Type 1 (pervious) ballast than the 3.7.3, Type 2 (impervious) ballast. This product has an LAA of 24, with a Wet Ball of 28, and an increase of less than 10. Please let me know if this material could be bid as an alternate. A. No, we will not allow the substitution of the TxDOT Item 247 Flex Base as an alternative to the impervious subballast specified. The TxDOT Item 247 gradation does not provide enough fines to allow a permanent bond between the larger aggregate (i.e. breakdown of subballast under the heavy railroad loading). 3. Q: Page 2 of the Technical Specification, Section 1.3.4, calls for a Haul Road. Is it the intent that all trucks and equipment use the Haul Road? Is it the intent that all licensed dump trucks may not use public roads to haul material on the job site? A: Section 1.3.4 calls for Haul Roads, if needed, along the RR ROW for construction. There will be no construction easements outside the ROW and all equipment must stay within the RR ROW and/or Public ROW. It is not the intent to limit all equipment to these haul roads. Since in some cases the public road are approximately one mile apart, the haul roads are necessary to allow connection into the public roadway system. If trucks are licensed, public roads will be allowed to haul material to and from the job site. Also, hauling on public roads will be necessary to dispose of excavated waste. 4. Q: Page 218 of the Technical Specifications, Section 13.3.1.D, call for the turnouts to be constructed using screw spikes. Is it the intent that all turnouts will be constructed using screw spikes and Pandrol Plates and not 5/8" X 6" cut track spikes with standard tie plates. A: Turnouts shall be constructed using standard turnout plates and 5/8" X 6" track spikes as shown on Standard Track Detail Sheet 242 of the Design Drawings. Technical Specification will be revised. r Page 1 of 3 5. Q: Addendum No. 2, Item 68, Page 8, discusses the Ultrasonic Testing of the rail. Will each weld need an individual ultrasonic test at the time of welding as shown on Page 193 of the Technical Specification or will the Ultrasonic Testing Machine for defective rails be adequate for weld testing? Will there be a distinction between Thermite welds and Electric Flash Butt welds? A: As defined in Section 9.3.8.E of the Technical Specifications, an Ultrasonic Testing Machine can be used to determine defective rail welds. This test must be recorded on the welding form for each weld as indicated on Page 193 of the Technical Specification and all defective welds will be removed and replaced by the contractor at their cost. Electric Flash Butt welds can only be used in lieu of the Thermite welds to connect the 1440' rail string together in their final location. At these locations, there will be not distinction between the Thermite and the Electric Flash Butt welds. 6. Q: There are two Railroads involved with this project. Are two separate insurance policies required for the railroad insurance? Does the two Railroad Companies share the same track? A: There are two railroads involved in this project, West Texas and Lubbock Railroad and BNSF. The contractor is allowed to get one policy to cover both railroads and the City provided the minimum insurance requirements are covered for all and all are identified as parties involved. The two railroads do not currently share the same track within the project limits. 7. Q: On Page 7 of the GENERAL CONDITIONS of the AGREEMENT, Section 28 B, is a separate policy required for the Owner and another for the Contractor? A: The contractor is allowed to get one policy to cover both railroads and the City provided the minimum insurance requirements are covered for all and. all are identified as parties involved. 8. Q: Addendum No. 3 Question #11, please clarify. A: The response in Addendum No. 3, Question#11, was incorrect. The wingwalls and safety end treatments will be paid as separate pay items. Section 8.4.5 of the Technical Specifications will be revised to reflect this payment. The following revisions were part of the Question and Answers in Addendum #1 and are being repeated here for clarification. 9. Section 9.2.6.13, Rail Drilling, should read as follows: Rail drilling is allowed only for alignment purposes, provided all holes are plugged after welding of the joint. 10. Section 9.4.15.c should read as follows: Rail, ties, other track materials, and ballast for use in track construction shall be included for measurement and payment under the contract unit price for furnishing and installing the complete track assembly. Subballast shall be measured and paid for at the contract unit prices for "Subballast". 11. Section 8.4.5.A.2, Wingwalls Wingwalls shall be measured and paid for at the contract unit prices for "Wingwall" as defined by size and type. 12. Section 8.4.5.A.4, Safety End Treatment Safety End Treatments shall be measured and paid for at the contract unit prices for "Safety End Treatment" as defined by size and type. 13. Section 9.2.6.13, Rail Drilling, should read as follows: Rail drilling is allowed only for alignment purposes, provided all holes are plugged after welding of the joint. 14. Section 9.3.8.E should read as follows: Page 2 of 3 Upon completion of the track construction, the Contractor shall have the rail tested by ultrasonic { methods. Ultrasonic testing shall be done by a contractor who is normally engaged in this type of testing and who has a minimum of five years of experience. The Contractor shall schedule a rail - testing machine and notify the Engineer and the Representative of the type of machine and the schedule. Contractor -furnished rails that are found to be defective shall be removed and replaced by the Contractor at no additional cost. The Contractor shall notify the Engineer and the Representative at least seven days in advance of testing. 15. Section 9.4.15.c should read as follows: Rail, ties, other track materials, and ballast for use in track construction shall be included for measurement and payment under the contract unit price for furnishing and installing the complete track assembly. Subballast shall be measured and paid for at the contract unit prices for "Subballast". All requests for additional information or clarification must be submitted in writing and directed to: Victor Kilman, Purchasing Manager City of Lubbock P.O. Box 2000 Lubbock, Texas 79457 �^* Questions may be faxed to : (806)775-2164 or Email to: vkilman@mail.ci.lubbock.tx.us t THANK YOU, CITY OF LUBBOCK Victor Kilman Purchasing ems+ i*+a Page 3 of 3 City of Lubbock PURCHASING DEPARTMENT ROOM L04, MUNICIPAL BUILDING 162513 TH STREET LUBBOCK, TEXAS 79401 PH: (806)775-2167 FAX: (806)775-2164 http://purchasing.ci.lubbock.tx.us MAILED TO VENDOR: ITB #245-OONK, Addendum #5 ADDENDUM #5 ITB #245-OONK Railroad Relocation for East-West Freeway Project November 30, 2000 CLOSE DATE: December 5, 2000 @ 4:00 p.m. (CST) The following items take precedence over specifications for the above named Invitation to Bid (ITB). Where any item called for in the ITB documents is supplemented here, the original requirements, not affected by this addendum, shall remain in effect. 1. Q. Can the contractor self perform the compaction testing (using a nuclear density testing machine), or will he be required to hire an outside testing agency? A: The Contractor will not be allowed to perform his own compaction testing. Testing will be required by an independent soil -testing agency with the frequency as defined in Addendum R Number 1. 2. Q. Will the City provide the PCTB for the temporary detours at HWY 84? If so, what is the location of the stockpile for pick-up and return? A: No materials will be supplied by the City of Lubbock. The PUB will be supplied by TxDOT per Item No. 512-0502 as shown on the Traffic Control Plans provided in Addendum No. 3. The PCTBs are located approximately five (5) miles from the Hwy. 84 construction area. All work associated with this Traffic Control Plan is considered incidental to the work at Hwy 84 and will not be paid as a separate pay item. 3. Q: At the new concrete grade crossings where there are new culverts, will the contractor be required to replace pavement from the outside of the culvert excavation back to the new concrete crossing? If so, what is the required pavement section for this roadway patch? A: For Existing Paved Roadways: • Backfill the pipe with Cement Stabilized Backfill to 2" below final grade. • Backfill must be installed in 6" lifts and compacted to 95% Standard Proctor. • Pavement Section will match material specified for Hwy 84 — CMHB Type C. For Existing Rock Roadways: • Remove existing roadway surface and stockpile for reinstallation. • Backfill with material excavated to 4" below final grade. • Backfill must be installed in 6" lifts and compacted to 95% Standard Proctor. • Replace roadway surface with material from stockpile. 4. Q. Regarding Bid Item #1 BNSF Track, 115#CWR w/ Wood Ties of the project options. What is the location of the 1310 TF for this bid item? A: The 1310 TF is the portion of the WT&LR mainline which is within the BNSF ROW at the tie-in to "" the proposed siding. 5. Q: Will the City allow the contractor to work nights? A: No. Normal working hours should be expected to be within the hours between dawn and dusk. ""� Page 1 of 13 ITB #245-OONK, Addendum #5 6. Q: Should Bid Item #137 be 36" diameter pipe instead of 30"? A: Yes. The description is changed to read: Aluminized Steel Pipe Type IR (36" Dia.). The revised Bid Form is attached. 7. Q: In Addendum #1, Question 40, you responded that the contractor would not be responsible for any delays incurred due to cleanup of unexpected hazardous waste discovered during excavation. What about the costs associated with the cleanup? Who is responsible for the cleanup and disposal of these materials if discovered? In addition, what about other possible unforeseen conditions? Will the contractor bear sole responsibility or would this be considered under General Conditions, Article 24, Extra Work? A: It is the City's intent to be fair with the contractor in order to accomplish the successful completion of this project. Should unforeseen conditions occur, which neither party could expect to have predicted beforehand, the contractor will be entitled to extra compensation for additional work, or damages for unforeseen delays, under the provisions of the General Conditions of the Contract. However, should obvious items of work along the surface of the route occur, the contractor is expected to have considered these in the preparation of the bid and any delays or extra work for these items of work will not be considered for additional compensation. 8. Q: In Addendum #3, Question 11, you responded that the wingwalls and SET's are subsidiary to culvert installation. What about Bid Items 142 through 150? A: The issue was corrected in Addendum #4. Bid Items 142 —150 are for wingwalls and safety end treatments. 9. Q: In reference to addendum #4, item 9 Rail Drilling, it is standard practice to drill the back holes in the rail strings for loading and unloading rail strings on the rail train. According to the clarification, it appears the holes will need to be cut and plugged before final acceptance in order to eliminate all holes in the rail. Can the back holes in the rail strings remain or will they need to be removed, which would double the number of closure welds on the project? A: The back holes can remain provided they are machine drilled and not flame drilled (torched). If the holes are flame drilled, then they must be plugged via weld prior to acceptance. 10. Q. Due to the fact that there have been numerous addendum's, can the close date be extended? A. There are no plans to extend the close date past December 5. As stated in the Notice to Bidders, It is our intent that City Council consider the bids for contract award on December 14, 2000. The next Council meeting after that date is not until January 11, 2001. Therefore, extending the close date could delay this project at least a month. All requests for additional information or clarification must be submitted in writing and directed to: Victor Kilman, Purchasing Manager City of Lubbock P.O. Box 2000 Lubbock, Texas 79457 Questions may be faxed to : (806)775-2164 or Email to: vkilman@mail.ci.lubbock.tx.us THANK YOU, CITY OF LUBBOCK Victor Kilman Purchasing Manager Page 2 of 13 rri ITB #245-OONK, Addendum #5 BID FORM Railroad Relocation for East-West Freeway Project West Texas & Lubbock Railroad In Association with Rail America, Inc. Lubbock, Texas DATE: BID #245-00/VK - RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT Bid of (hereinafter called Bidder) To the Honorable Mayor and City Council City of Lubbock, Texas (hereinafter called Owner) Gentlemen: The Bidder, in compliance with your Invitation to Bid for the construction of a RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT having carefully examined the plans, specifications, instructions to bidders, notice to bidders and all other related contract documents and the site of the intended work, and being familiar with all of the conditions surrounding the construction of the intended project including the availability of materials and labor, hereby intends to furnish all labor, materials, and supplies; and to construct the project in accordance with the plans, specifications and contract documents, within the time set forth therein and at the price stated below. The price to cover all expenses incurred in performing the work required under the contract documents. BASE BID: Item Description Units Quantijy Unit Price Total Cost 1. Mobilization (Including Contract L.S. 1 $ $ Bonds, etc.) 2. Yard Lighting L.S. 1 $ $ 3. Embankment C.Y. 104,000 $ $ 4. Excavation C.Y. 333,000 $ $ 5. Over Excavation C.Y. 33,300 $ $ (Removal and Replacement) 6. Clear and Grub (Light) AC. 155 $ $ 7. Waste (Stockpile on Site) C.Y. 280,000 $ $ 8. Subballast TON 169,000 $ $ Page 3 of 13 i 9. Topsoil (2" Thick) 10. Seeding 11. Bridge (Complete) 12. Track 115# CWR w/ Wood Ties and Ballast 13. Railroad Signs (PL -1) 14. Railroad Signs (W-1) 15. Railroad Signs (X-1) M. 16. Rail Signs (Mile Post Marker) 17. Renew Cross Ties — Every Third Tie 18. Undercut Track 6 inch cut 19. Surface Track — 2 in raise 20. Lineover Track ... 21. #10 Turnout — 115# Panelized f` Non -Powered (Hand -Thrown) 22. #11 Power Derail 23. Concrete Grade Crossing @ Hwy 114 (Installation/Demolition Complete) 24. Grade Crossing Signal System @ Hwy 114 (Complete) r*� 25. Traffic Control for Grade Crossing @ Hwy 114 26. Concrete Grade Crossing @ FM 2255 (Installation/Demolition Complete) 27. Grade Crossing Signal System @ FM 2255 (Complete) 28. Traffic Control for Grade Crossing @ FM 2255 29. Concrete Grade Crossing @ Evans Rd. (Installation/Demolition Complete) 30. Grade Crossing Signal System r, @ Evans Rd. (Complete) ITB #245-OONK, Addendum #5 S.Y. 486,000 $ $ AC. 100 $ $ D.S.F. 450 $ $ T.F. 72,135 $ $ EA. 208 $ $ EA. 30 $ $ EA. 42 $ $ EA 24 $ $ T.F. 17,087 $ $ T.F. 17,087 $ $ T.F. 17,087 $ $ T.F. 17,087 $ $ EA. 13 $ $ EA. 1 $ $ L.F. 64 $ $ L.S. 1 $ $ L.S. 1 $ $ L.F. 64 $ $ L.S. 1 $ $ L.S. 1 $ $ L.F. 48 $ $ L.S. 1 $ $ roll Page 4 of 13 Page 5 of 13 ITB #245-OONK, Addendum #5 31. Traffic Control for Grade Crossing L.S. 1 $ $ @ Evans Rd. 32. Concrete Grade Crossing @ Ursuline Ave.L.F. 48 $ $ (Installation/Demolition Complete) 33. Grade Crossing Signal System L.S. 1 $ $ @ Ursuline Ave. (Complete) 34. Traffic Control for Grade Crossing L.S. 1 @ Ursuline Ave. 35. Concrete Grade Crossing @ FM 179 L.F. 40 $ $ (Installation/Demolition Complete) 36. Grade Crossing Signal System L.S. 1 $ $ @ FM 179 (Complete) " 37. Traffic Control for Grade Crossing L.S. 1 $ $ @ FM 179 '" 38. Concrete Grade Crossing @ Alcove Rd. L.F. 32 $ $ (Installation/Demolition Complete) �. 39. Grade Crossing Signal System L.S. 1 $ $ @ Alcove Rd. (Complete) 40. Traffic Control for Grade Crossing L.S. 1 $ $ OAR, @ Alcove Rd. 41. Concrete Grade Crossing @ Upland Rd. L.F. 32 $ $ .. (Installation/Demolition Complete) 42. Grade Crossing Signal System L.S. 1 $ $ @ Upland Rd. (Complete) 43. Traffic Control for Grade Crossing L.S. 1 $ $ @ Upland Rd. 44. Concrete Grade Crossing L.F. 32 $ $ @ Milwaukee Rd. (Installation/Demolition Complete) ` 45. Grade Crossing Signal System L.S. 1 $ $ @ Milwaukee Rd. (Complete) 46. Traffic Control for Grade Crossing L.S. 1 $ $ @ Milwaukee Rd. 47. Concrete Grade Crossing @ FM 2528 L.F. 48 $ $ (Installation/Demolition Complete) Page 5 of 13 f ITB #245-OO/VK, Addendum #5 48. Grade Crossing Signal System L.S. 1 $ $ @ FM 2528 (Complete) 49. Traffic Control for Grade Crossing L.S. 1 $ $ @ FM 2528 50. Concrete Grade Crossing @ US 84 N L.F. 112 $ $ (Installation/Demolition Complete) 51. Grade Crossing Signal System L.S. 1 $ $ @ US 84 N (Complete) 52. Traffic Control for Grade Crossing L.S. 1 $ $ @ US 84 N 53. MBGF at Grade Crossing @ US 84 N L.F. 129 $ $ 54. Concrete Grade Crossing @ US 84 S L.F. 88 $ $ (Installation/Demolition Complete) 55. Grade Crossing Signal System L.S. 1 $ $ @ US 84 S (Complete) 56. Traffic Control for Grade Crossing L.S. 1 $ $ @ US 84 S 57. MBGF at Grade Crossing @ US 84 S L.F. 93 $ $ 58. MBGF at Grade Crossings L.F. 550 $ $ (Other than US 84) 59. Concrete Grade Crossing L.F. 40 $ $ @ Yard Access Road 60. Concrete Grade Crossing L.F. 40 $ $ @ Yard Access Road 61. Hwy 114 —ReflPav Mrk L.F. TY I (W) (24") (SLD) 62. Hwy 114 — Refl Pav Mrk L.F. TY II (W) (24") (SLD) 63. Hwy 114 -Refl Pav Mrk EA, TY I (W) (RR XING) 64. Hwy 114 — Refl Pav Mrk EA. TY II (W) (RR XING) 198 $ $ 198 $ $ 6 $ $ 6 $ $ 65. R15-1 EA. 2 66. W10-1 EA. 2 Page 6 of 13 r, ITB #245-OONK, Addendum #5 67. FM 2255 — Refl Pav Mrk L.F. 144 $ $ { TY I (W) (24") (SLD) 68. FM 2255 — Refl Pav Mrk L.F. 144 $ $ TY II (W) (24") (SLD) 69. FM 2255 — Refl Pav Mrk EA. 4 $ $ TY I (W) (RR XING) 70. FM 2255 — Refl Pav Mrk EA. 4 $ $ TY II (W) (RR XING) 71. R15-1 EA. 2 $ $ 72. W 10-1 EA. 2 $ $ r- 73. EW10-2 EA. 2 $ $ 74. Evans Rd. — Refl Pav Mrk L.F. 66 NA NA TY I (W) (24") (SLD) 75. Evans Rd. — Refl Pav Mrk L.F. 66 NA NA TY II (W) (24") (SLD) 76. Evans Rd. - Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 77. Evans Rd. — Refl Pav Mrk EA. 2 NA NA TY II (W) (RR XING) .;a 78. R15-1 EA. 6 $ $ 79. W10-1 EA. 6 $ $ 80. Ursuline Rd. — Refl Pav Mrk L.F. 72 NA NA .,, TY I (W) (24") (SLD) 81. Ursuline Rd. — Refl Pav Mrk L.F. 72 NA NA TY II (W) (24") (SLD) 82. Ursuline Rd. — Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 83. Ursuline Rd. — Refl Pav Mrk EA. 2 NA NA TY Il (W) (RR XING) 84. R15-1 EA. 2 $ $ 85. W10-1 EA. 2 $ $ 86. EW 10-2 EA. 2 $ $ 87. FM 179 — Refl Pav Mrk L.F. 72 $ $ TY I (W) (24") (SLD) Page 7 of 13 ITB #245-OONK, Addendum #5 ( 88. FM 179 — Refl Pav Mrk L.F. 72 $ $ TY II (W) (24") (SLD) 89. FM 179 — Refl Pav Mrk EA. 2 $ $ TY I (W) (RR XING) 90. FM 179 — Refl Pav Mrk EA. 2 $ $ TY II (W) (RR XING) 91. R15-1 EA. 2 $ $ 92. W10-1 EA. 2 $ $ 93. Alcove Rd. — Refl Pav Mrk L.F. 69 NA NA TY I (W) (24") (SLD) 94. Alcove Rd. — Refl Pav Mrk L.F. 69 NA NA TY II (W) (24") (SLD) 95. Alcove Rd. - Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 96. Alcove Rd. — Refl Pav Mrk EA. 2 NA NA TY II (W) (RR XING) 97. R15-1 EA. 2 $ $ 98. W10-1 EA. 2 $ $ 99. Upland Rd. — Refl Pav Mrk L.F. 60 NA NA TY I (W) (24") (SLD) 100. Upland Rd. — Refl Pav Mrk L.F. 60 NA NA TY II (W) (24") (SLD) 101. Upland Rd. — Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 102. Upland Rd. — Refl Pav Mrk EA. 2 NA NA TY II (W) (RR XING) 103. R15-1 EA. 2 $ $ 104. W10-1 EA. 2 $ $ 105. Milwaukee Rd. —Refl Pav Mrk L.F. 66 $ TY I (W) (24") (SLD) 106. Milwaukee Rd. — Refl Pav Mrk L.F. 66 $ $ TY II (W) (24") (SLD) ( 107. Milwaukee Rd. — Refl Pav Mrk EA. 2 $ $ TY I (W) (RR XING) Page 8 of 13 ITB #245-OONK, Addendum #5 e.. 108. Milwaukee Rd. - Refl Pav Mrk EA. 2 $ $ ( TY II (W) (RR XING) 109. R15-1 EA. 2 $ $ r.- 110. W10-1 EA. 2 $ $ 111. FM 2528 - Refl Pav Mrk L.F. 72 $ $ TY I (W) (24") (SLD) 112. FM 2528 - Refl Pav Mrk L.F. 72 $ $ TY II (W) (24") (SLD) 113. FM 2528 - Refl Pav Mrk EA. 2 $ $ TY I (W) (RR XING) ` 114. FM 2528 - Refl Pav Mrk EA. 2 $ $ TY II (W) (RR XING) 115. R15-1 EA. 2 $ $ 116. W10-1 EA. 2 $ $ 117. US 84 N - Refl Pav Mrk L.F. 72 $ $ TY I (W) (24") (SLD) 118. US 84 N - Refl Pav Mrk L.F. 72 $ $ TY II (W) (24") (SLD) 119. US 84 N - Refl Pav Mrk EA. 2 $ $ TY I (W) (RR XING) 120. US 84 N - Refl Pav Mrk EA. 2 $ $ TY II (W) (RR XING) 121. R15-1 EA. 1 $ $ 122. W10-1 EA. 1 $ $ 123. US 84 S - Refl Pav Mrk L.F. 72 $ $ TY I (W) (24") (SLD) 124. US 84 S - Refl Pav Mrk L.F. 72 $ $ TY 11 (W) (24") (SLD) 125. US 84 S - Refl Pav Mrk EA. 2 $ $ i TY I (W) (RR XING) 126. US 84 S - Refl Pav Mrk EA. 2 $ $ low TY II (W) (RR XING) 127. R15-1 EA. 1 $ $ 128. W10-1 EA. 1 $ $ Page 9of13 Page 10 of 13 ITB #245-OONK, Addendum #5 129. Precast Cone. Box Culvert L.F. 229 $ $ Cooper E80 Dgn (3' x 2') 130. Precast Cone. Box Culvert L.F. 593.7 $ $ Cooper E80 Dgn (4' x 2') 131. Precast Cone. Box Culvert L.F. 681.7 Cooper E80 Dgn (6' x 3') 132. Precast Cone. Box Culvert L.F. 62.4 $ $ "" Cooper E80 Dgn (6' x 4') 133. Precast Cone. Box Culvert L.F. 577.08 $ $ _ Cooper E80 Dgn (7' x 3') 134. Precast Cone. Box Culvert L.F. 224 $ $ HS20 Dgn (3' x 2') 135. Precast Cone. Box Culvert L.F. 1,018 $ $ HS20 Dgn (4' x 2') 136. Aluminized Steel Pipe Type IR (24" Dia.) L.F. 283.48 $ $ 137. Aluminized Steel Pipe Type IR (36" Dia.) L.F. 102.44 $ $ 1 138. Jack & Bore Steel Liner (30" Dia.) L.F. 30 $ $ 139. Jack & Bore Steel Liner (42" Dia.) L.F. 61 $ $ 140. Reinf Cone Pipe — Class III (24" Dia.) L.F. 172 $ $ 141. Reinf Cone Pipe — Class III (30" Dia.) L.F. 120 $ $ 142. Cone. Wingwall — Flared Wing (H=2') EA. 28 $ $ 143. Cone. Wingwall — Flared Wing (H=3') EA. 24 $ $ 144. Cone. Wingwall — Flared Wing (H=4') EA. 4 $ $ 145. Cone. Wingwall - Parallel Wing (H=3') EA. 1 $ $ 146. TxDOT Safety End Treatment EA. 52 $ $ Ty I (H=2') with Pipe Runners 147 TxDOT Safety End Treatment EA. 1 $ $ 148. TxDOT Safety End Treatment EA. 7 $ $ Ty II (Dia--24") 149. TxDOT Safety End Treatment EA. 4 $ $ ( Ty II (Dia=30") Page 10 of 13 ITB #245-OONK, Addendum #5 150. TxDOT Safety End Treatment EA. 2 $ $ ( Ty II (Dia--36") 151. Drop Inlet — TxDOT Ty 1-B EA. 3 $ $ 152. Remove Existing Culvert L.F. 192 $ $ 153. US 84 Item 402 — Trench L.F. 70 $ $ Excavation Protection 154. US 84 Item 400 — Structural CY. 100 $ $ Excavation 155. US 84 Item 400 — Cement CY. 12 $ $ Stabilized Backfill 156. US 84 Item 251 -Reworking Sy. 4,865 $ $ Base Material 157. US 84 Item 432 — Riprap CY. 3 $ $ (CONC) (CL A) 158. US 84 Item 464 — RC Pipe L.F. 115 $ $ (CL II1) (24 in) 159. US 84 Item 465 — Inlet EA. 1 $ $ (COMPL) (TY H) 160. US 84 Item 467 — SET EA. 1 $ $ (TY II) (24 in) (RCP) 161. US 84 Item 3146 — Hot Mix Ton. 1,625 $ $ (TY B) 162. US 84 Item 3146 — Hot Mix Ton. 400 $ $ (CMHB-C) 163. US 84 Item 110 - Excavation (EB) CY. 73 $ $ 164. US 84 Item 132 — Embankment (EB) CY. 363 $ $ 165. US 84 Item 110 - Excavation (WB) CY. 56 $ $ 166. US 84 Item 132 - Embankment (WB) CY. 316 $ $ 167. Railroad Signs (SL-1) EA. 30 $ $ 168. BNSF Protective Liability Insurance L.S. 1 $ $ 169. WT&LR Protective Liability Insurance L.S. 1 $ $ TOTAL PROJECT BASE BID COST (Items 1 through 169, All or None) $ Page 11 of 13 e-+ ITB #245-OONK, Addendum #5 PROJECT OPTIONS: r. Item Description Units Quantity Unit Price Total Cost 1. BNSF Track, 115# CWR w/ TF. 1310 $ $ ^- Wood Ties 2. BNSF Track, 136# CWR w/ TF. 9,300 $ $ Wood Ties 3 BNSF # 11 Turnout — EA 1 $ $ 115# Panelized (Power) 4. BNSF #20 Turnout — EA 2 $ $ 136# Panelized (Power) 5. Concrete Grade Crossing L.F. 40 $ $ (Installation/Demolition Complete) 6. Concrete Grade Crossing L.F. 40 $ $ (Installation/Demolition Complete) TOTAL PROJECT OPTIONS COST (OPTIONS 1 through 6) $ The City reserves the right to accept options in any order or combination that serves it best interests. r� p ITB #245-OONK, Addendum #5 Bidder hereby agrees to commence the work on the above project on or before a date to be specified in a written "Notice to Proceed" of the Owner and to fully complete the project within 365 (THREE HUNDRED SIXTY FIVE) consecutive calendar days thereafter as stipulated in the specifications and other contract documents. h ' Bidder hereby further agrees to pay to Owner as liquidated damages the sum of $3,500.00 (THREE THOUSAND FIVE HUNDRED DOLLARS) for each consecutive calendar day in excess of the time set forth herein above for completion of this project, all as more fully set forth in the general conditions of the contract documents. Bidder understands that the Owner reserves the right to reject any or all bids and to waive any formality in the bidding. The Bidder agrees that this bid shall be good and may not be withdrawn for a period of thirty (30) 06* calendar days after the scheduled closing time for receiving bids. The undersigned Bidder hereby declares that he has visited the site of the work and has carefully examined the plans, specifications and contract documents pertaining to the work covered by this bid, and he further agrees to �., commence work on or before the date specified in the written notice to proceed, and to substantially complete the work on which he has bid; as provided in the contract documents. Bidders are required, whether or not a payment or performance bond is required, to submit a cashier's check or certified check issued by a bank satisfactory to the City of Lubbock, or a bid bond from a reliable surety company, payable without recourse to the order of the City of Lubbock in an amount not less than one percent 1"/ of the total amount of the bid submitted as a guarantee that bidder will enter into a contract, obtain all required insurance policies, and execute all necessary bonds within ten 10 days after notice of award of the contract to him. Enclosed with this bid is a Cashier's Check or Certified Check for Dollars ($ ) or a Bid Bond in the sum of Dollars ($ ), which it is agreed shall be collected and retained by the Owner as liquidated damages in the event the bid is accepted by the Owner and the undersigned fails to execute the necessary contract documents, insurance certificates, and the required bond with the Owner within ten (10) days after the date of receipt of written notification of acceptance of said bid; otherwise, said check or bond shall be returned to the undersigned upon demand. Bidder understands and agrees that the contract to be executed by Bidder shall be bound and include all contract documents made available to him for his inspection in accordance with the Notice to Bidders. Pursuant to Texas Local Government Code 252.043(a), a competitive sealed bid that has been opened may not be changed for the purpose of correcting an error in the bid price. Therefore, any corrections to the bid price must be made on the Bid Submittal form prior to bid opening. (Seal if Bidder is a Corporation) ATTEST: Secretary Bidder acknowledges receipt of the following addenda: Addenda No. 1 Date Addenda No. 2 Date Addenda No. 3 Date Addenda No. 4 Date Addenda No. 5 Date M/WBE Firm: Date: Authorized Signature (Printed or Typed Name) Company Address City, State Tel: Fax: Woman Black American Native American Hispanic American I I Asian Pacific American Other (Specify) Page 13 of 13 County Zip Code CITY OF LUBBOCK INVITATION TO BID FOR TITLE: RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT ADDRESS: LUBBOCK, TEXAS BID NUMBER: 245-OONK PROJECT NUMBER: 4541.2325.2013 CONTRACT PREPARED BY: PURCHASING DEPARTMENT INDEX 1. NOTICE TO BIDDERS 2. GENERAL INSTRUCTIONS TO BIDDERS 3. BID SUBMITTAL - BID FOR LUMP SUM CONTRACTS 4. PAYMENT BOND 5. PERFORMANCE BOND 6. CERTIFICATE OF INSURANCE 7. CONTRACT 8. GENERAL CONDITIONS OF THE AGREEMENT rte- 9. CURRENT WAGE DETERMINATIONS PON 10. SPECIFICATIONS NOTICE TO BIDDERS Q NOTICE TO BIDDERS •., BID #245-00/VK Sealed bids addressed to Victor Kilman, Purchasing Manager, City of Lubbock, Texas, will be received in the office of the Purchasing Manager, Municipal Building, 1625 13th Street, Room L-04, Lubbock, Texas, 79401, until 4:00 o'clock p.m. on the 1 st day of December, 2000, or as changed by the issuance of formal addenda to all planholders, to furnish all labor and materials and perform all work for the construction of the following described project: "RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT" After the expiration of the time and date above first written, said sealed bids will be opened in the office of the Purchasing Manager and publicly read aloud. It is the sole responsibility of the bidder to insure that his bid is actually in the office of the Purchasing Manager for the City of Lubbock, before the expiration of the date above first written. Bids are due at 4:00 o'clock p.m. on the 1st day of December, 2000, and the City of Lubbock City Council will consider the bids on the 14th day of December, 2000, at the Municipal Building, 1625 13th Street, Lubbock, Texas, or as soon thereafter as may be reasonably convenient, subject to the right to reject any or all bids and waive any formalities. The successful bidder will be required to furnish a performance bond in accordance with Chapter 2253, Government Code, in the amount of 100% of the total contract price in the event that said contract price exceeds $100,000 and the successful bidder will be required to furnish a payment bond in accordance with Chapter 2253, Government Code, in the amount of 100% of the total contract price in the event that said contract price exceeds $25,000. Said statutory bonds should be issued by a company carrying a current Best Rating of B or su erior. Bidders are required, whether or not a payment or performance bond is required, to submit a cashier's or certified ~- check issued by a bank satisfactory to the City of Lubbock, or a bid bond from a reliable surety company, payable without recourse to the order of the City of Lubbock in an amount not less than 5% of the total amount of the bid submitted as a guarantee that bidder will enter into a contract and execute all necessary bonds (if required) within 10 days after notice of award of the contract to him. It shall be each bidders sole responsibility to inspect the site of the work and to inform himself regarding all local conditions under which the work is to be done. It shall be understood and agreed that all such factors have been thoroughly investigated and considered in the preparation of the bid submitted. There will be a non -mandatory pre-bid �^- conference on 3rd day of November, 2000 at 9:00 o'clock a.m., in the Committee Room 103, Lubbock, Texas Attention of each bidder is particularly called to the schedule of general prevailing rate of per diem wages included in the contract documents on file in the office of the Purchasing Manager of the City of Lubbock, which document is specifically referred to in this notice to bidders. Each bidder's attention is further directed to provision of Article 5159a, Vernon's Ann. Civil St., and the requirements contained therein concerning the above wage scale and payment by the contractor of the prevailing rates of wages as heretofore established by owner in said wage scale. The City of Lubbock hereby notifies all bidders that in regard to any contract entered into pursuant to this advertisement, minority and women business enterprises will be afforded equal opportunities to submit bids in response to this invitation and will not be discriminated against on the grounds of race, color, sex, disability, or national origin in consideration for an award. The City of Lubbock does not discriminate against persons with disabilities. City of Lubbock pre-bid meetings and bid openings are available to all persons regardless of disability. If you would like bid information made available in a more accessible format or if you require assistance, please contact the City of Lubbock Human Relations Office at (806) 775- 2281 at least 48 hours in advance of the meeting. CITY OF LUBBOCK VICTOR KILMAN PURCHASING MANAGER Plans and Specifications may be obtained from: Dennis Schulze, HDR Engineering, 17111 Preston Road, Suite 200, Dallas, Texas 75248, Ph:972-960-4413, Fax:972-960-4471, Email:dschulze@hdrinc.com, or Gary A. Dawson, Parkhill, Smith & Cooper, 4222 85th Street, Lubbock, Texas 79423, Ph:806-473-2200, Fax:806-473-3500, Email:gdawson@team-psc.com. Bid documents may be examined at no charge at the City of Lubbock Purchasing Department, 162513th Street, Room L-04, Lubbock, Texas 79401. GENERAL INSTRUCTIONS TO BIDDERS r■, ( GENERAL INSTRUCTIONS TO BIDDERS 1 BID DELIVERY. TIME & DATE 1.1 The City of Lubbock is seeking written and sealed competitive bids to furnish RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT per the attached specifications and contract documents. - Sealed bids will be received no later than 4:00 p.m. CST, the 1 st day of December, at the office listed below. Any bid received after the date and hour specified will be rejected and returned unopened to the bidder. Each bid and supporting documentation must be in a sealed envelope or container plainly labeled in the lower left-hand corner: "ITB #245-OO/VK, RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT" and the bid opening date and time. Bidders must also include their company name and address on the outside of the envelope or container. Bids must be addressed to: Victor Kilman, Purchasing Manager City of Lubbock 1625 13th Street, Room L-04 Lubbock, Texas 79401 1.2 Bidders are responsible for making certain bids are delivered to the Purchasing Department. Mailing of a bid does not ensure that the bid will be delivered on time or delivered at all. If bidder does not hand deliver bid, we suggest that he/she use some sort of delivery service that provides a receipt. 1.3 Bids will be accepted in person, by United States Mail, by United Parcel Service, or by private courier service. No bids will be accepted by oral communication, telephone, electronic mail, telegraphic transmission, or telefacsimile transmission. THE CITY WILL NOT ACCEPT FAX BIDS. 1.4 The City of Lubbock reserves the right to postpone the date and time for opening bids through an addendum. 2 PRE-BID MEETING a 2.1 For the purpose of familiarizing bidders with the requirements, answering questions, and issuing addenda as needed for the clarification of the Invitation to Bid (ITB) documents, a non -mandatory pre-bid meeting ., will be held at 9:00 a.m. November 3rd in Committee Room 103 Lubbock Texas. All persons attending the meeting will be asked to identify themselves and the prospective bidder they represent. 2.2 It is the bidder's responsibility to attend the pre-bid meeting though the meeting is not mandatory. The .� City will not be responsible for providing information discussed at the pre-bid meeting to bidders who do not attend the pre-bid meeting. 3 ADDENDA & MODIFICATIONS 3.1 Any changes, additions, or clarifications to the ITB are made by written bid addenda. 3.2 Any bidder in doubt as to the true meaning of any part of the specifications or other documents may request an interpretation thereof from the Purchasing Department. At the request of the bidder, or in the event the Purchasing Department deems the interpretation to be substantive, the interpretation will be made by written addendum issued by the Purchasing Department. Such addendum issued by the Purchasing Department will be sent to all bidders receiving the original Invitation to Bid (ITB) and will become part of the bid package having the same binding effect as provisions of the original bid. NO VERBAL EXPLANATIONS OR INTERPRETATIONS WILL BE BINDING. In order to have a request for interpretation considered, the request must be submitted in writing and must be received by the City of Lubbock Purchasing Department no later than five (5) days before the bid closing date. 3.3 All addenda, amendments, and interpretations of this solicitation shall be in writing. The City of Lubbock shall not be legally bound by any amendment or interpretation that is not in writing. Only information supplied by the City in writing or in this ITB should be used in preparing bid responses. All contacts that a bidder may have had before or after receipt of this ITB with any individuals, employees, or representatives of the City and any information that may have been read in any news media or seen or heard in any communication facility regarding this bid should be disregarded in preparing responses. 3.4 The City does not assume responsibility for the receipt of any addendum sent to bidders. 4 EXAMINATION OF DOCUMENTS AND REQUIREMENTS 4.1 Each bidder shall carefully examine all ITB documents and thoroughly familiarize itself with all requirements before submitting a bid to ensure that their bid meets the intent of these specifications. 4.2 Before submitting a bid, each bidder shall be responsible for making all investigations and examinations that are necessary to ascertain conditions and requirements affecting the requirements of this Invitation to Bid. Failure to make such investigations and examinations shall not relieve the bidder from obligation to comply, in every detail, with all provisions and requirements of the Invitation to Bid. 5 BID PREPARATION COSTS 5.1 Issuance of this ITB does not commit the City of Lubbock, in any way, to pay any costs incurred in the preparation and submission of a bid. 5.2 The issuance of this ITB does not obligate the City of Lubbock to enter into contract for any services or equipment. 5.3 All costs related to the preparation and submission of a bid shall be paid by the bidder. 6 TRADE SECRETS CONFIDENTIAL INFORMATION AND THE TEXAS PUBLIC INFORMATION ACT 6.1 If you consider any portion of your bid to be privileged or confidential by statute or judicial decision, including trade secrets and commercial or financial information, clearly identify those portions. 6.2 The City of Lubbock will honor your notations of trade secrets and confidential information and decline to release such information initially, but please note that the final determination of whether a particular portion of your bid is in fact a trade secret or commercial or financial information that may be withheld from public inspection will be made by the Texas Attorney General or a court of competent jurisdiction. In the event a public information request is received for a portion of your bid that you have marked as being confidential information, you will be notified of such request and you will be required to justify your legal position in writing to the Texas Attorney General pursuant to Section 552.305 of the Government Code. In the event that it is determined by opinion or order of the Texas Attorney General or a court of competent jurisdiction that such information is in fact not privileged and confidential under Section 552.110 of the Government Code and Section 252.049 of the Local Government Code, then such information will be made available to the requester. 6.3 Marking your entire bid CONFIDENTIAUPROPRIETARY is not in conformance with the Texas Open Records Act. 7 LICENSES, PERMITS, TAXES The price or prices for the work shall include full compensation for all taxes, permits, etc. that the bidder is or may be required to pay. 8 CONFLICT OF INTEREST 8.1 The bidder shall not offer or accept gifts or anything of value nor enter into any business arrangement with any employee, official or agent of the City of Lubbock. 8.2 By signing and executing this bid, the bidder certifies and represents to the City the bidder has not offered, conferred or agreed to confer any pecuniary benefit or other thing of value for the receipt of special treatment, advantage, information, recipient's decision, opinion, recommendation, vote or any other exercise of discretion concerning this bid. 9 CONTRACT DOCUMENTS 9.1 All work covered by the contract shall be done in accordance with contract documents described in the General Conditions. 9.2 All bidders shall be thoroughly familiar with all of the requirements set forth on the contract documents for the construction of this project and shall be responsible for the satisfactory completion of all work contemplated by said contract documents. 2 10 PLANS FOR USE BY BIDDERS It is the intent of the City of Lubbock that all parties with an interest in submitting a bid on the project covered by the contract documents be given a reasonable opportunity to examine the documents and prepare a bid without charge or forfeiture of deposit. The contract documents, may be examined without charge as noted in the Notice to Bidders. 11 BIDDER INQUIRIES AND CLARIFICATION OF REQUIREMENTS 11.1 It is the intent and purpose of the City of Lubbock that this request permit competitive bids. It shall be the bidder's responsibility to advise the Purchasing Manager if any language, requirements, etc., or any .., combinations thereof, inadvertently restricts or limits the requirements stated in this ITB to a single source. Such notification must be submitted in writing and must be received by the City of Lubbock Purchasing Office no later than five (5) business days before the bid closing date. A review of such notifications will r-+ be made. 11.2 NO BIDDER SHALL REQUEST ANY INFORMATION VERBALLY. ALL REQUESTS FOR ADDITIONAL INFORMATION OR CLARIFICATION CONCERNING THIS INVITATION TO BID (ITB) MUST BE �^* SUBMITTED IN WRITING NO LATER THAN FIVE (5) BUSINESS DAYS PRIOR TO THE BID CLOSING DATE AND ADDRESSED TO: VICTOR KILMAN, PURCHASING MANAGER City of Lubbock 162513 1h Street Lubbock, Texas 79401 Fax: (806) 775-2164 Email: vkilman@mail.ci.lubbock.tx.us 12 TIME AND ORDER FOR COMPLETION 12.1 The construction covered by the contract documents shall be fully completed within THREE HUNDRED SIXTY FIVE (365) CONSECUTIVE CALENDAR DAYS from the date specified in the Notice to Proceed r• issued by the City of Lubbock to the successful bidder. 12.2 The Contractor will be permitted to prosecute the work in the order of his own choosing, provided, however, the City reserves the right to require the Contractor to submit a progress schedule of the work contemplated by the contract documents. In the event the City requires a progress schedule to be submitted, and it is determined by the City that the progress of the work is not in accordance with the progress schedule so submitted, the City may direct the Contractor to take such action as the City deems necessary to insure completion of the project within the time specified. 13 PAYMENT All payments due to Contractor shall be made in accordance with the provisions of the General Conditions of the contract documents. 14 AFFIDAVITS OF BILLS PAID The City of Lubbock reserves the right, prior to final acceptance of this project to require the Contractor to execute an affidavit that all bills for labor, materials and incidentals incurred in the construction of the improvements contemplated by the contract documents have been paid in full and that there are no claims pending, of which the Contractor has been notified. ,,. 15 MATERIALS AND WORKMANSHIP The intent of these contract documents is that only materials and workmanship of the best quality and grade will be furnished. The fact that'the specifications may fail to be sufficientlycomplete in some detail will not relieve the Contractor of full responsibility for providing materials of high quality and for protecting them adequately until incorporated into the project. The presence or absence of a representative of the City on the site will not relieve the Contractor of full responsibility of complying with this provision. The specifications for materials and methods set forth in the contract documents provide minimum standards of quality, which the Owner believes necessary to procure a satisfactory project. 0m, 1 3 16 GUARANTEES- 16.1 UARANTEES- 16.1 All equipment and materials incorporated in the project and all construction shall be guaranteed against defective materials and workmanship. Prior to final acceptance, the Contractor shall furnish to the Owner, a written general guarantee which shall provide that the Contractor shall remedy any defects in the work, and pay for any and all damages of any nature whatsoever resulting in such defects, when such defects appear within ONE year from date of final acceptance of the work as a result of defective materials or workmanship, at no cost to the Owner (City of Lubbock). - 16.2 Notwithstanding any provisions contained in the contractual agreement, the Contractor represents and warrants fault -free performance and fault -free result in the processing date and date -related data (including, but not limited to calculating, comparing and sequencing) of all hardware, software and firmware products delivered and services provided under this Contract, individually or in combination, as the case may be from the effective date of this Contract. Also, the Contractor warrants the year 2000 calculations will be recognized and accommodated and will not, in anyway, result in hardware, software or firmware failure. The City of Lubbock, at its sole option, may require the Contractor, at any time, to demonstrate the procedures it intends to follow in order to comply with all the obligations contained herein. 16.3 The obligations contained herein apply to products and services provided by the Contractor, its sub- contractor or any third party involved in the creation or development of the products and services to be delivered to the City of Lubbock under this Contract. Failure to comply with any of the obligations contained herein, may result in the City of Lubbock availing itself of any of its rights under the law and under this Contract including, but not limited to, its right pertaining to termination or default. 16.4 The warranties contained herein are separate and discrete from any other warranties specified in this Contract, and are not subject to any disclaimer of warranty, implied or expressed, or limitation to the Contractor's liability which may be specified in this Contract, its appendices, its schedules, its annexes or any document incorporated in this Contract by reference. 17 PLANS FOR THE CONTRACTOR The contractor will be furnished one set of plans and specifications, and related contract documents for his use during construction. Plans and specifications for use during construction will only be furnished directly to the Contractor. The Contractor shall then distribute copies of plans and specifications to suppliers, subcontractors or others, as required for proper prosecution of the work contemplated by the Contractor. 18 PROTECTION OF THE WORK The Contractor shall be responsible for the care, preservation, conservation, and protection of all materials, supplies, machinery, equipment, tools, apparatus, accessories, facilities, and all means of construction, and any and all parts of the work whether the Contractor has been paid, partially paid, or not paid for such work, until the date the City issues its certificate of completion to Contractor. The City reserves the right, after the bids have been opened and before the contract has been awarded, to require of a bidder the following information: (a) The experience record of the bidder showing completed jobs of a similar nature to the one covered by the intended contract and all work in progress with bond amounts and percentage completed. (b) A sworn statement of the current financial condition of the bidder. (c) Equipment schedule. 19 TEXAS STATE SALES TAX 19.1 This contract is issued by an organization which qualifies for exemption provisions pursuant to provisions of Article 20.04 of the Texas Limited Sales, Excise and Use Tax Act. 19.2 The Contractor must obtain a limited sales, excise and use tax permit which shall enable him to buy the materials to be incorporated into the work without paying the tax at the time of purchase. 20 PROTECTION OF SUBSURFACE LINES AND STRUCTURES It shall be the Contractor's responsibility to prosecute the work contemplated by the contract documents in such a way as to exercise due care to locate and prevent damage to all underground pipelines, utility lines, conduits or other underground structures which might or could be damaged by Contractor during the construction of the project contemplated by these contract documents. The City of Lubbock agrees that it will furnish Contractor the location of all such underground lines and utilities of which it has knowledge. However, such fact shall not relieve 4 r the Contractor of his responsibilities aforementioned. All such underground lines or structures cut or damaged by Contractor during the prosecution of the work contemplated by this contract shall be repaired immediately by �•., Contractor to the satisfaction of the City of Lubbock, Texas, at Contractor's expense. 21 BARRICADES AND SAFETY MEASURES The contractor shall, at his own expense, furnish and erect such barricades, fences, lights and danger signals, and shall take such other precautionary measures for the protection of persons, property and the work as may be necessary. The Contractor will be held responsible for all damage to the work due to failure of barricades, signs, and lights to protect it, and when damage is incurred, the damaged portion shall be immediately removed and replaced by Contractor at his own cost and expense. The Contractor's responsibility for maintenance of barricades, signs, and lights shall not cease until the date of issuance to Contractor of City's certificate of acceptance of the project. 22 EXPLOSIVES 22.1 The use of explosives will not be permitted unless written permission to do so is obtained by the Contractor from the City. In all cases where written permission is obtained for the use of explosives, the r. Contractor shall assume full responsibility for all damage, which may occur as a direct or indirect result of the blasting. In addition, in all cases where explosives are authorized to be used, the Contractor shall use utmost care so as not to endanger life or property and the Contractor shall further use only such methods as are currently utilized by persons, firms, or corporations engaged in similar type of construction activity. 22.2 Explosive materials shall not be stored or kept at the construction site by the Contractor. 22.3 In all cases where explosives are to be used during the construction of the project contemplated by this contract, it shall be the duty of the Contractor to notify each utility company having structures (above or below the ground) in proximity to the site of the work of Contractor's intention to use explosives, and such notice shall be given sufficiently in advance to enable the companies to take such steps as they may deem necessary to protect their property from injury. Such notice, however, shall not relieve the Contractor of responsibility for any damage resulting from his blasting operations. 23 CONTRACTOR'S REPRESENTATIVE .� The successful bidder shall, be required to have a responsible local representative available at all times while the work is in progress under this contract. The successful bidder shall be required to furnish the name, address and telephone number where such local representative may be reached during the time that the work contemplated by this contract is in progress. 24 INSURANCE 24.1 The Contractor shall not commence work under this contract until he has obtained all insurance as required in the General Conditions of the contract documents, from an underwriter authorized to do business in the State of Texas and satisfactory to the City. Proof of coverage shall be furnished to the City and written notice of cancellation or any material change will be provided ten (10) days in advance of cancellation or change. All policies shall contain an agreement on the part of the insurer waiving the right to subrogation. The Contractor shall procure and carry at his sole cost and expense through the life of this contract, insurance protection as hereinafter specified. Coverage in excess of that specified herein also shall be acceptable. Such insurance shall be carried with an insurance company authorized to transact business in the State of Texas and shall cover all operations in connection with this contract, whether performed by the Contractor or a subcontractor, or separate policies shall be provided covering the operation of each subcontractor. A certificate of insurance specifying each and all coverage's shall be submitted before contract execution. 24.2 The insurance certificates furnished shall name the City as an additional insured, or in the alternative, shall be accompanied by a statement from the Contractor to the effect that no work on this particular project shall be subcontracted. It shall be the contractors responsibility to provide to the owner all proof of coverage insurance documents including workers compensation coverage for each subcontractor. r 5 25 LABOR AND WORKING HOURS 25.1 Attention of each bidder is particularly called to the schedule of general prevailing rate of per diem wages included in these contract documents. The wage rate that must be paid on this project shall not be less than specified in the schedule of general prevailing rates of per diem wages as above mentioned. The bidders' attention is further directed to the requirements of Article 5159a, Vernon's Annotated Civil Statutes providing for the payment of the wage schedules above mentioned and the bidder's obligations thereunder. The inclusion of the schedule of general prevailing rate of per diem wages in these contract documents does not release the Contractor from compliance with any wage law that may be applicable. Construction work under this contract requiring an inspector will not be performed on weekends or holidays unless the following conditions exist: 26.1.1 The project being constructed is essential to the City of Lubbock's ability to provide the necessary service to its citizens. 26.1.2 Delays in construction are due to factors outside the control of the Contractor. The Contractor is approaching the penalty provisions of the contract and Contractor can show he has made a diligent effort to complete the contract within the allotted time. 25.2 Before construction work requiring an inspector is to be performed on weekends or holidays, the Contractor must notify the Owner's Representative not less than three full working days prior to the weekend or holiday he desires to do work and obtain written permission from the Owner's Representative to do such work. The final decision on whether to allow construction work requiring an inspector on weekends or holidays will be made by the Owner's Representative. 25.3 In any event, if a condition should occur or arise at the site of this project or from the work being done under this contract which is hazardous or dangerous to property or life, the Contractor shall immediately — commence work, regardless of the day of the week or the time of day, to correct or alleviate such condition so that it is no longer dangerous to property or life. 26 PAYMENT OF EMPLOYEES AND FILING OF PAYROLLS The contractor and each of his subcontractors shall pay each of his employees engaged in work on the project under this contract in full (less mandatory legal deductions) in cash, or by check readily cashable without discount, not less often than once each week. The Contractor and each of his subcontractors engaged at the site of the work shall not later than the seventh day following the payment of wages, file with the Owner's Representative, or Engineer, a certified, sworn, legible copy of such payroll. This shall contain the name of each employee, his classification, the number of hours worked on each day, rate of pay, and net pay. The affidavit shall state that the copy is a true and correct copy of such payroll, that no rebates or deductions (except as shown) have been made, or will in the future be made from the wages paid as shown thereon. The Contractor must classify employees according to one of the classifications set forth in the schedule of general prevailing rate of per diem wages, which schedule is included in the contract documents. The Contractor shall forfeit as a penalty to the City of Lubbock on whose behalf this contract is made, ten dollars for each laborer, workman, or mechanic employed for each calendar day, or portion thereof, such laborer, workman or mechanic is paid less than the wages assigned to his particular classification as set forth in the schedule of general prevailing rate of per diem wages included in these contract documents. 27 PROVISIONS CONCERNING ESCALATION CLAUSES Bids submitted containing any conditions which provide for changes in the stated bid price due to increases or decreases in the cost of materials, labor or other items required for the project will be rejected and returned to the bidder without being considered. 28 PREPARATION FOR BID 28.1 The bidder shall submit his bid on forms furnished by the City. All blank spaces in the form shall be correctly filled in and the bidder shall state the price both in words and numerals, for which he intends to do the work contemplated or furnish the materials required. Such prices shall be written in ink, distinctly and legibly, or typewritten. In case of discrepancy between the price written in words and the price written in figures, the price written in words shall govern. 28.2 If the bid is submitted by an individual, his name must be signed by him or his duly authorized agent. If a bid is submitted by a firm, association, or partnership, the name and address of each member must be given and the bid signed by a member of the firm, association or partnership, or person duly authorized. If w the bid is submitted by a company or corporation, the company or corporate name and business address must be given, and the bid signed by an official or duly authorized agent. Powers of attorney authorizing agents or others to sign bids must be properly certified and must be in writing and submitted with the bid. The bid shall be executed in ink. 28.3 Each bid shall be enclosed in a sealed envelope, addressed as specified in the Notice to Bidders, and .- endorsed on the outside of the envelope in the following manner: 28.3.1 Bidder's name 28.3.2 Bid for (description of the project). 28.4 Bid submittals may be withdrawn and resubmitted at any before the time set for opening of the bids, but no bid may be withdrawn or altered thereafter. .�• 29 BOUND COPY OF CONTRACT DOCUMENTS Bidder understands and agrees that the contract to be executed by bidder shall be bound and include the following: (a) Notice to Bidders. (b) General Instructions to Bidders. (c) Bidder's Submittal. (d) Statutory Bond (if required). (e) Contract Agreement. (f) General Conditions. (g) Special Conditions (if any). (h) Specifications. (i) Insurance Certificates. (j) All other documents made available to bidder for his inspection in accordance with the Notice to Bidders. If Plans and Specifications are too bulky or cumbersome to be physically bound, they are to be considered incorporated by reference into the aforementioned contract documents. 30 QUALIFICATIONS OF BIDDERS The bidder may be required before the award of any contract to show to the complete satisfaction of the City of „ Lubbock that it has the necessary facilities, ability, and financial resources to provide the service specified therein in a satisfactory manner. The bidder may also be required to give a past history and references in order to satisfy the City of Lubbock about the bidder's qualifications. The City of Lubbock may make reasonable investigations deemed necessary and proper to determine the ability of the bidder to perform the work, and the bidder shall "^ furnish to the City of Lubbock all information for this purpose that may be requested. The City of Lubbock reserves the right to reject any bid if the evidence submitted by, or investigation of, the bidder fails to satisfy the City of Lubbock that the bidder is properly qualified to carry out the obligations of the contract and to complete the work described therein. Evaluation of the bidder's qualifications shall include: (a) The ability, capacity, skill, and financial resources to perform the work or provide the service required. (b) The ability of the bidder to perform the work or provide the service promptly or within the time specified, without delay or interference. (c) The character, integrity, reputation, judgment, experience, and efficiency of the bidder. (d) The quality of performance of previous contracts or services. 31 BID AWARD 31.1 The City of Lubbock reserves the right to reject any or all bids, reject any particular item on a bid, and to waive immaterial formalities and to accept the offer most advantageous to the City of Lubbock in its sole discretion. Unless otherwise specified herein, the City shall award the bid based on the total bid. 31.2 All bids are evaluated for compliance with specifications before the bid price is considered. Response to specifications is primary in determining the best low bid. Failure to comply with the specifications may result in disqualification of the bid. 7 31.3 In case of tie bids, preference will be given to local bidders. Consistent and continued tie bidding may be cause for rejection of bids by the City of Lubbock and/or investigation by the Attorney General to determine possible Anti -Trust violations. 31.4 Before the City may award a bid to a nonresident bidder, the nonresident bidder's bid must be lower than lowest bid submitted by a responsible Texas bidder by the same margin or amount that a Texas bidder would be required to underbid the nonresident bidder in the nonresident bidders' home state. 31.5 Any contract made, or purchase order issued, as a result of this Invitation to Bid, shall be entered into the State of Texas and under the laws of the State of Texas. In connection with the performance of work, the Bidder agrees to comply with the Fair Labor Standard Act, Equal Opportunity Employment Act, and all other applicable Federal, State, and Local laws, regulations, and executive orders to the extent that the same may be applicable. 31.6 NO INDIVIDUAL OF ANY USING DEPARTMENT HAS THE AUTHORITY TO LEGALLY AND/OR FINANCIALLY COMMIT THE CITY TO ANY CONTRACT, AGREEMENT OR PURCHASE ORDER FOR GOODS OR SERVICES, UNLESS SPECIFICALLY SANCTIONED BY THE REQUIREMENTS OF THIS INVITATION TO BID. 8 No Text j TB #245-00/VK, Addendum #5 BID FORM Railroad Relocation for East-West Freeway Project West Texas & Lubbock Railroad In Association with Rail America, Inc. Lubbock, Texas DATE: December 5, 2000 BID #245-00/VK - RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT Bid of GRANITE CONSTRUCTION COMPANY (hereinafter called Bidder) To the Honorable Mayor and City Council City of Lubbock, Texas (hereinafter called Owner) Gentlemen: The Bidder, in compliance with your Invitation to Bid for the construction of a RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT having carefully examined the plans, specifications, instructions to bidders, notice to bidders and all other related contract documents and the site of the intended work, and being familiar with all of the conditions surrounding the construction of the intended project including the availability of materials and labor, hereby intends to furnish all labor, materials, and supplies; and to construct the project in accordance with the plans, specifications and contract documents, within the time set forth therein and at the price stated below. The price to cover all expenses incurred in performing the work required under the contract documents. BASE BID: Item Description 1. Mobilization (Including Contract Bonds, etc.) 2. Yard Lighting 3. Embankment 4. Excavation 5. Over Excavation �. (Removal and Replacement) 6. Clear and Grub (Light) 7. Waste (Stockpile on Site) 8. Subballast Units Ouanti Unit Price Total Cost L.S. 1 $ Iaas-apw.00$I..85bj'000.0a L.S. 1 $ O OmQe C.Y. 104,000 $ Z•50 $ 2(oa�O• 00 C.Y. 333,000 $ C.Y. 33,300 $ 1.25 $ 4ls1p25.o� AC. 155 $ 115.00 $ PitZti-PQ C.Y. 280,000 S -6-115 $ '+Z10co. CKD TON 169,000 $ 8.00 $ 062JOW-CKa Page 3 of 13 TB #245- 00/VK, Addendum #5 9. Topsoil (2" Thick) S.Y. 486,000 $ O.?A $ 97j 2.00.00 10. Seeding AC. 100 $11 -110 -co $ I TT O o , 00 11. Bridge (Complete) D.S.F. 450 $ 12. Track T.F. 72,135 2 •qo $� 38t�,coZ400 115# CWR w/ Wood Ties and Ballast 13. Railroad Signs (PL -1) EA. 208 $ t'Io•oo $ �o,00 14. Railroad Signs (W-1) EA. 30 $ 170,00 $ $�toc�,00 15. Railroad Signs (X-1) EA. 42 $ 170.00 $ '7, 19.0, oo T 16. Rail Signs (Mile Post Marker) EA 24 $ 1?0.00 $ oa0.00 17. Renew Cross Ties - Every Third Tie T.F. 17,087 $ 14,00 $23�,2.1Z AO 18. Undercut Track - 6 inch cut T.F. 17,087 $ 2 . (ao 19. Surface Track- 2 In raise T.F. 17,087 $ 9.00NIS $ S.00 20. Lineover Track T.F. 17,087 $ 0.12 $ Z,or 5c.q�. 21. # 10 Turnout - 115# Panelized EA. 13 $ 55, OCc.+on $ ? t o00, o0 -T- Non -Powered (Hand -Thrown) 22. #11 Power Derail EA. 1 $ 5 ow.=S 3!�coo ,00 23. Concrete Grade Crossing @ Hwy 114 L.F. 64 $ 900.00 $ '7 (cco, o0 (Installation/Demolition Complete) 24. Grade Crossing Signal System L.S. 1 $ 1311000.ov $t3�w, 00 @ Hwy 114 (Complete) 25. Traffic Control for Grade Crossing L.S. 1 $ 21,000.00$ Zt 00o co 1 @ Hwy 114 ., 26. Concrete Grade Crossing @ FM 2255 L.F. 64 $ 9Ob.00 $ 5'> Co. o0 (Installation/Demolition Complete) �- .,, 27. Grade Crossing Signal System L.S. 1 $ ilt 1000. oo$ L 1 ono . c�c @ FM 2255 (Complete} 28. Trak Control for Grade Crossing L.S. 1 $ 1%0=00 $ tBI00o•100 @ FM 2255 29. Concrete Grade Crossing @ Evans Rd. L.F. 48 $ Soo . oo $ ZOt, Ow. ora �- (Installation/Demolition Complete) r 30. Grade Crossing Signal System L.S. 1 90,=�O•oo @ Evans Rd. (Complete) PM Page 4 of 13 I TB #245-00/VK, Addendum #5 31. Traffic Control for Grade Crossing L.S. 1 $ 000.cO $ OOO.00 @ Evans Rd. 32. Concrete Grade Crossing @ Ursuline Ave. L.F. 48 $ I 'L00• a' $ S?� 1600.0c> (Installation/Demolition Complete) 33. Grade Crossing Signal System L.S. 1 $ 9010oC�.00 $ 901000.00 @ Ursuline Ave. (Complete) r- 34. Traffic Control for Grade Crossing L.S. 1 $ 5,Oa0.0Q $ �000.00 @ Ursuline Ave. 35. Concrete Grade Crossing @ FM 179 L.F. 40 $ gOC>• QO $ 3Z, n D-00 (Installation/Demolition Complete) 36. Grade Crossing Signal System L.S. 1 $ 13-0,090- oto $ o oco.Oo @ FM 179 (Complete) 37. Traffic Control for Grade Crossing L.S. 1 $ 24 $ 241�`iD•Oo @ FM 179 38. Concrete Grade Crossing @ Alcove Rd. L.F. 32 $ Oo .a o $ (6, OocO, 00 (Installation/Demolition Complete) 39. Grade Crossing Signal System L.S. 1 $� oa$ ooa.00 @ Alcove Rd. (Complete) 40. Trak Control for Grade Crossing L.S. 1 $ e4jaco.00 $ 6�O0D•oo @ Alcove Rd. 41. Concrete Grade Crossing @ Upland Rd. L.F. 32 $ 500 .00 $ (c 00c%ao .••• (Installation/Demolition Complete) 42. Grade Crossing Signal System L.S. 1 $ 930�QW.00$ Oc�O.00 @ Upland Rd. (Complete) 43. Trak Control for Grade Crossing L.S. 1 $ o�•no$ �,• o0 @ Upland Rd. 44. Concrete Grade Crossing L.F. 32 $ J^Oo - 00 0 001 co @ Milwaukee Rd. (Installation/Demolition Complete) 45. Grade Crossing Signal System L.S. 1 $%.,000.00$ 9ZIOW.OQ @ Milwaukee Rd. (Complete) 46. Trak Control for Grade Crossing L.S. 1 $O00.t�o $ �,�• do @ Milwaukee Rd. 47. Concrete Grade Crossing @ FM 2528 L.F. 48 $ SCX_-).00> $ 2� c�oO•c�c (Installation/Demolition Complete) Page 5 of 13 I TB #245-OO/VK, Addendum #5 48. Grade Crossing Signal System L.S. 1 $ t50,00O.W$ t c Q,0. o0 @ FM 2528 (Complete) 49. Traffic Control for Grade Crossing L.S. 1 $ ?lA, 000.00$ 20,000.cQ @ FM 2528 50. Concrete Grade Crossing @ US 84 N L.F. 112 $ 500.00 $..54 c, Ooo . 00 (Installation/Demolition Complete) 51. Grade Crossing Signal System L.S. 1 $ M5,000 -C6 $ l5$�000.00 @ US 84 N (Complete) 52. Traffic Control for Grade Crossing L.S. 1 $ 3550&w.0c$ 355 O00•c0 @ US 84 N ,•w a 53. MBGF at Grade Crossing @ US 84 N L.F. 129 $ 22, L50 $ Z,SS3S3.00 54. Concrete Grade Crossing @ US 84 S L.F. 88 •00$ 35�2� • a I,. (Installation/Demolition Complete) 55. Grade Crossing Signal System L.S. 1 $ M 000►oc� $ tSs,OQQ. oD @ US 84 S (Complete) 56. Traffic Control for Grade Crossing L.S. 1 $42,040.00 $ 4•x,000.0" @ US 84 S 57. MBGF at Grade Crossing @ US 84 S L.F. 93 $ 2.2,ac $ 2,044.00 58. MBGF at Grade Crossings L.F. 550 $ 22.00 $12,� �•oa (Other than US 84) 59. Concrete Grade Crossing L.F. 40 $ $ 0"0 •C' ..� @ Yard Access Road 60. Concrete Grade Crossing L.F. 40 $ oo,00 $ ((,.J000,00 @ Yard Access Road ., 61. Hwy 114 — Refl Pav Mrk L.F. 198 $ 0.40 $ 2 059 X0 TY I (W) (24") (SLD) 62. Hwy 114 — Refl Pav Mrk L.F. 198 $'60 $ 950 AO TY II (W) (24") (SLD) 63. Hwy 114 — Refl Pav Mrk EA. 6 $ 75.0.00 $ 41S00-00 TY I (W) (RR XING) " 64. Hwy 114 — Refl Pav Mrk EA. 6 $ Z-70-00 $ Is 0Zc • ov TY II (W) (RR XING) 65. R15-1 EA. 2 $ 300,00 $ Goc� .00 66. W10-1 EA. 2 $ 2'?O.00 $540.00 t`"' Page 6 of 13 rP* r - 67. FM 2255 — Refl Pav Mrk TY I (W) (24") (SLD) 68. FM 2255 — Refl Pav Mrk TY 11(W) (24") (SLD) 69. FM 2255 — Refl Pav Mrk TY I (W) (RR XING) 70. FM 2255 — Refl Pav Mrk TY II (W) (RR XING) 71. R15-1 72. W10-1 73. EW 10-2 74. Evans Rd. — Refl Pav Mrk TY I (W) (24") (SLD) 75. Evans Rd. — Refl Pav Mrk TY II (W) (24") (SLD) 76. Evans Rd. — Refl Pav Mrk TY I (W) (RR XING) 77. Evans Rd. — Refl Pav Mrk TY II (W) (RR XING) 78. R15-1 79. W10-1 80. Ursuline Rd. — Refl Pav Mrk TY I (W) (24") (SLD) 81. Ursuline Rd. — Refl Pav Mrk TY II (W) (24") (SLD) 82. Ursuline Rd. — Refl Pav Mrk TY I (W) (RR XING) 83. Ursuline Rd. — Refl Pav Mrk TY H (W) (RR XING) 84. R15-1 85. W10-1 86. EW 10-2 87. FM 179 — Refl Pav Mrk TY I (W) (24") (SLD) L.F. 72 NA EA. EA. EA. EA. EA. L.F. Page 7 of 13 2 NA NA NA 2 NA NA 2 $_3ao.00 $ Coo. o0 2 $ 2 $ 3no . oo $ Goo. ao 72 $ 10.4-0 $11-S. TB #245-OO/VK, Addendum #5 L.F. 144 L.F. 144 $ $ Cc91,ZA EA. 4 $ 750 .o o $ 300Oo . oo EA. 4 $7.10-00 $ l ,ogo . 0 0 EA. 2 $ 00.00 $(000,00 EA. 2 $ 2.70• $ $4oco EA. 2 $ 00,00 $ moo.00 L.F. 66 NA NA L.F. 66 NA NA EA. 2 NA NA EA. 2 NA NA EA. 6 $ 300.00 $ i, a0o. 00 EA. 6 $ 2.-)0.00 i $ (,to2o.o0 L.F. 72 NA NA L.F. 72 NA EA. EA. EA. EA. EA. L.F. Page 7 of 13 2 NA NA NA 2 NA NA 2 $_3ao.00 $ Coo. o0 2 $ 2 $ 3no . oo $ Goo. ao 72 $ 10.4-0 $11-S. TB #245-00/VK, Addendum #5 88. FM 179 - Refl Pav Mrk L.F. 72 $ 9-.80 TY II (W) (24") (SLD) 89. FM 179 - Refl Pav Mrk EA. 2 $ ?5o • 00 �., TY I (W) (RR XING) 90. FM 179 - Refl Pav Mrk EA. 2 $ 270.00 TY H (W) (RR XING) 91. R15-1 EA. 2 $ Boo. oo $ (oco.00 �^ 92. W10-1 EA. 2 $ 210 - 00 $ 590.yd 93. Alcove Rd. - Refl Pav Mrk L.F. 69 NA NA TY I (W) (24") (SLD) 94. Alcove Rd. - Refl Pav Mrk L.F. 69 NA NA TY II (W) (24") (SLD) 95. Alcove Rd. - Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 96. Alcove Rd. - Refl Pav Mrk EA. 2 NA NA TY 11 (W) (RR XING) 97. R15-1 EA. 2 $ 00.00 $ (oc0.00 98. W10-1 EA. 2 $ 270.00 $ 540. as 99. Upland Rd. - Refl Pav Mrk L.F. 60 NA NA TY I (W) (24") (SLD) , 100. Upland Rd. - Refl Pav Mrk L.F. 60 NA NA TY II (W) (24") (SLD) 101. Upland Rd. - Refl Pav Mrk EA. 2 NA NA TY I (W) (RR XING) 102. Upland Rd. - Refl Pav Mrk EA. 2 NA NA TY II (W) (RR XING) 103. R15-1 EA. 2 $ 300-00 $ CDCDO. 00 104. W10-1 EA. 2 105. Milwaukee Rd. - Refl Pav Mrk L.F. 66 $ i o • 40 $ (oa�o . 40 TY I (W) (24") (SLD) �** 106. Milwaukee Rd. - Refl Pav Mrk L.F. 66 $ �-. $ TY H (W) (24") (SLD) 107. Milwaukee Rd. - Refl Pav Mrk EA. 2 $ 7$0 . oo $ I, 6bo , c» TY I (W) (RR XING) Page 8 of 13 I TB #245-00/VK, /addendum #5 108. Milwaukee Rd. - Refl Pav Mrk EA. 2 $ 270 ,00 TY H (W) (RR XING) 109. R15-1 EA. 2 $ 300.00 $400.00 110. W10-1 EA. 2 $ 210.100 $ si0,00 111. FM 2528 - Refl Pav Mrk L.F. 72 $_ 10.40 TY I (W) (24") (SLD) 112. FM 2528 - Refl Pav Mrk L.F. 72 $ 4,810 $ 4-V'06 TY II (W) (24") (SLD) 113. FM 2528 - Refl Pav Mrk EA. 2 $ '? Std, CO $ co TY I (W) (RR XING) 114. FM 2528 - Refl Pav Mrk EA. 2 $ 2?0 •oo $o o� TY II (W) (RR XING) 115. R15-1 EA. 2 $ 300,00 $ (000.00 116. W10-1 EA. 2 $-Z-70-00 117. US 84 N - Refl Pav Mrk L.F. 72 $ 10,40 $74$.80 TY I (W) (24") (SLD) 118. US 84 N - Refl Pav Mrk L.F. 72 $ TY H (W) (24") (SLD) 119. US 84 N - Refl Pav Mrk EA. 2 $_-]50.00 5OO, 00 TY I (W) (RR XING) 120. US 84 N - Refl Pav Mrk EA. 2 $ 2.-70.0o 1 $ 54� . o0 TY II (W) (RR XING) 121. R15-1 EA. 1 $ 00.00 $ 3oo.ao 122. W10-1 EA. 1 $ 2-70.00 $ -Z'70. 0 0 123. US 84 S - Refl Pav Mrk L.F. 72 $ 10.4.0 TY I (W) (24") (SLD) 124. US 84 S - Refl Pav Mrk L.F. 72 $ 4% to $ 346.(-0 TY H (W) (24") (SLD) 125. US 84 S - Refl Pav Mrk EA. 2 $3Sd , oo 0 0 TY I (W) (RR XING) 126. US 84 S - Refl Pav Mrk EA. 2 $Z -70-00--s 540.0 0 TY H (W) (RR XING) 127. R15-1 EA. 1 $ 300,00 $ 300.00 128. W10-1 EA. 1 $ 2?O.00 $ 2?0,00 Page 9 of 13 TB #245- OO/VK, .Addendum #5 Page 10 of 13 129. Precast Conc. Box Culvert L.F. 229 $ 1 d .00 $ 29 ?? 0. Do Cooper E80 Dgn (3' x 2') 130. Precast Conc. Box Culvert L.F. 593.7 $. op $,r9tc, 086.510 Cooper E80 Dgn (4' x 2') 131. Precast Conc. Box Culvert L.F. 681.7 $V95-00 $ 13Z,5 31.50 Cooper E80 Dgn (6' x 3') - 132. Precast Conc. Box Culvert L.F. 62.4 $ 205.00 $ 04 ,"j 92 .oa ^* Cooper E80 Dgn (6' x 4') �- 133. Precast Conc. Box Culvert L.F. 577.08 $ 2.V '-00 $1291643 00 Cooper E80 Dgn (7' x 3') 134. Precast Conc. Box Culvert L.F. 224 $ 25.00 $ Z•g,o00,. d HS20 Dgn (3' x 2') 135. Precast Conc. Box Culvert L.F. 1,018 $ I4.0 •C>O HS20 Dgn (4' x 2') 136. Aluminized Steel Pipe Type IR (24" Dia.) L.F. 283.48 $ 32.00 $ 9,o7c. 3 o -T 137. Aluminized Steel Pipe Type IR (36" Dia.) L.F. 102.44 $ 44.80 138. Jack & Bore Steel Liner (30" Dia.) L.F. 30 $ x.00 $ IO,ZOO.00 139. Jack & Bore Steel Liner (42" Dia.) L.F. 61 $"15.00 $ 140. Reinf Conc Pipe - Class 111(24" Dia.) L.F. 172 $ 377, o0 $ 141. Reinf Conc Pipe - Class III (30" Dia.) L.F. 120 $ 52,00 0 c $ l0�240 • o 0 142. Conc. Wingwall - Flared Wing (H=2') EA. 28 $ Soo. 00 $ 2,2 400. p0 .� 143. Conc. Wingwall - Flared Wing (H=3') EA. 24 $ 900.00 $ 21) GO0. 00 •^* 144. Conc. Wingwall - Flared Wing (H=4') EA. 4 $11000.00$ 000. oo 145. Cones Wingwall - Parallel Wing (H=3') EA. 1 $Z1706-00 $ ?.1-700,.60 146. TxDOT Safety End Treatment EA. 52 $(,380.00$'7'%-7(,Po,oc7 Ty I (H=2') with Pipe Runners 147 TxDOT Safety End Treatment EA. 1 $ $�� . 00 $ 5 oao . o0 148. TxDOT Safety End Treatment EA. 7 $J1 900.00 $ 13 , 3� • °° Ty H (Dia --24") 149. TxDOT Safety End Treatment EA. 4 $ 21 too, coo $ $j,:�00,0cv „ Ty H (Dia --30") Page 10 of 13 I TB #245- OO/VK, Addendum #5 150. TxDOT Safety End Treatment EA. 2 $ 2 ,(020 ,00 $ $, 2,40• o0 Ty II (Dia --36") T- 151. Drop Inlet - TxDOT Ty 1-B EA. 3 $ l�t 500,00 152. Remove Existing Culvert L.F. 192 $ 5.00 $ 9coa .00 153. US 84 Item 402 - Trench L.F. 70 $ 1.00 $ '70-00 Excavation Protection 154. US 84 Item 400 - Structural CY. 100 $ $ , o o $ $cam, a0 Excavation 155. US 84 Item 400 — Cement CY. 12 I .T00 • Q 0 Stabilized Backfill 156. US 84 Item 251- Reworking Sy. 4,865 $ 16,00 Base Material 157. US 84 Item 432 - Riprap CY. 3 $-+---0-0C> $ V.00 .00 (CONC) (CL A) 158. US 84 Item 464 - RC Pipe L.F. 115 $ $$,00 $ 1cIUS-00 (CL III) (24 in) 159. US 84 Item 465 — Inlet EA. 1 $ 2,• as $ Z, 4Pco • O0 (COMPL) (TY H) 160. US 84 Item 467 - SET EA. 1 $ ,00 $ l o• oa (TY II) (24 in) (RCP) ',qc 161. US 84 Item 3146 - Hot Mix Ton. 1,625 $ �•0O $ 4,�5o•Oo (TY B) t 162. US 84 Item 3146 — Hot Mix Ton. 400 quo . 00 (CMHB-C) 163. US 84 Item 110 — Excavation (EB) CY. 73 $ 20 oo $ t14460,00 164. US 84 Item 132 - Embankment (EB) CY. 363 $ , oo $ Z,S4l • 00 165. US 84 Item 110 - Excavation (WB) CY. 56 $ Zo• oo $ (I lZo.00 T 166. US 84 Item 132 - Embankment (WB) CY. 316 $'7,0o $ Z12. 2.00 167. Railroad Signs (SL -1) EA. 30 $ 2lco •C�o $'1,6co.00 168. BNSF Protective Liability Insurance L.S. 1 $3SCOR.00 $ 35, OW .ccs 169. WT&LR Protective Liability Insurance L.S. 1 00 $ 20, aw•� TOTAL PROJECT BASE BID COST (Items 1 through 169, All or None) Page 11 of 13 I TB #245-OO/VK, Addendum #5 PROJECT OPTIONS: Item Description Units uant! Unit Price Tota_ 1. BNSF Track, 115# CWR w/ TF. 1310 Wood Ties 2. BNSF Track, 136# CWR w/ TF. 9,300 $ 102.,00 $ 943,(,00 Wood Ties �- 3. BNSF #I I Turnout — EA 1 $ BrD�000 .m $ 80 jcoo . 00 115# Panelized (Power) 4. BNSF #20 Turnout — EA 2 $ 274�oncaoo 136# Panelized (Power) 5. Concrete Grade Crossing L.F. 40 $ 234 00 $ 9130 a o (Installation/Demolition Complete) 6. Concrete Grade Crossing L.F. 40 $ 234.no $ 9, 360.00 (Installation/Demolition Complete) TOTAL PROJECT OPTIONS COST (OPTIONS 1 through 6) $ [ 4(Ar3, lSo . 00 The City reserves the right to accept options in any order or combination that serves it best interests. 6 Page 12 of 13 I TB #245-00/VK, Addendum #5 Fe Bidder hereby agrees to commence the work on the above project on or before a date to be specified in a �.., written "Notice to Proceed" of the Owner and to fully complete the project within 365 (THREE HUNDRED SIXTY FIVE) consecutive calendar days thereafter as stipulated in the specifications and other contract documents. Bidder hereby further agrees to pay to Owner as liquidated damages the sum of $3,500.00 (THREE THOUSAND FIVE HUNDRED DOLLARS) for each consecutive calendar day in excess of the time set forth herein above for completion of this project, all as more fully set forth in the general conditions of the contract documents. Bidder understands that the Owner reserves the right to reject any or all bids and to waive any formality in the bidding. The Bidder agrees that this bid shall be good and may not be withdrawn for a period of thirty (30) calendar days after the scheduled closing time for receiving bids. The undersigned Bidder hereby declares that he has visited the site of the work and has carefully examined the plans, specifications and contract documents pertaining to the work covered by this bid, and he further agrees to commence work on or before the date specified in the written notice to proceed, and to substantially complete the work on which he has bid; as provided in the contract documents. Bidders are required, whether or not a payment or performance bond is required, to submit a cashier's check ;. or certified check issued by a bank satisfactory to the City of Lubbock, or a bid bond from a reliable surety company, payable without recourse to the order of the City of Lubbock in an amount not less than one percent (1%) of the total amount of the bid submitted as a guarantee that bidder will enter into a contract, obtain all required insurance policies, and execute all necessary bonds within ten 10 days after notice of award of the contract to him. Enclosed with this bid is a Cashier's Check or Certified Check for Dollars ($ )ora Bid Bond in the sum of One Percent (1%) of the Total Amount of the Bid Dollars (8 — — — — ), which it is agreed shall be collected and retained by the Owner as liquidated damages in the event the bid is accepted by the Owner and the undersigned fails to execute the necessary contract documents, insurance certificates, and the required bond with the Owner within ten (10) days after the date of receipt of written notification of acceptance of said bid; otherwise, said check or bond shall be returned to the undersigned upon demand. Bidder understands and agrees that the contract to be executed by Bidder shall be bound and include all contract documents made available to him for his inspection in accordance with the Notice to Bidders. p Pursuant to Texas Local Government Code 252.043(a), a competitive sealed bid that has been opened may not be changed for the purpose of correcting an error in the bid price. Therefore, any corrections to the bid price must be made on the Bid Submittal •+ form prior to bid opening. (Seal if Bid er is a rporat' ) ATTEST: < Jame Michae dy, Assistant Secretary Biddei acknowled s receipt of the following addenda: Addenda No. 1 Date 11/15/00 Addenda No. 2 Date 11/16/00 Addenda No. 3 Date 11/27/00 Addenda No. 4 Date 29DO Addenda No. 5 Date 111301 0 N WBE Finn: Date: December 5, 2000 $mdae if Signa e P.M. Cos zo, Senior Vice President (Printed or Typed Name) GRANITE CONSTRUCTION COMPANY Company P.O. BOX 50085 / 585 W. Beach Street Address Watsonville, __,Santa Cruz City, County California 95077-5085 State Zip Code Tel: 831 - 724-1011 Fax: 831 - 768-4021 woman Black American Native American Hispanic American Asian Pacific American Other (Specify) Page 13 of 13 6W GRANITE CONSTRUCTION COMPANY CERTIFICATE OF SECRETARY I, Michael Futch, Secretary of GRANITE CONSTRUCTION COMPANY, a California corporation, do hereby certify that the following is a true and correct copy of a resolution duly adopted at a regular meeting of the Board of Directors held on May 22, 2000; that the meeting was legally held; that the Directors acting were duly and regularly elected; and that the resolution adopted at said meeting has not been modified or repealed and is still in full force and effect: Authorized to Execute Documents and Agreements RESOLVED, that the below listed officers are authorized to execute documents and agreements in connection with the operations of this Company. David H. Watts, President and Chief Executive Officer William G. Dorey, Executive Vice President and Assistant Secretary Patrick M. Costanzo, Senior Vice President and Assistant Secretary Mark E. Boitano, Senior Vice President and Assistant Secretary William E. Barton, Senior Vice President, Chief Financial Officer and Assistant Secretary Roxane C. Allbritton, Vice President, Treasurer, Assistant Financial Officer and Assistant Secretary Michael Futch, Vice President and Secretary Garry M. Higdem, Vice President and Assistant Secretary James H. Roberts, Vice President and Assistant Secretary RESOLVED FURTHER, that the below listed officers are authorized to attest documents and agreements in connection with the operations of this Company. William G. Dorey, Executive Vice President and Assistant Secretary Patrick M. Costanzo, Senior Vice President and Assistant Secretary Mark E. Boitano, Senior Vice President and Assistant Secretary William E. Barton, Senior Vice President, Chief Financial Officer and Assistant Secretary Roxane C. Allbritton, Vice President, Treasurer, Assistant Financial Officer and " Assistant Secretary Michael Futch, Vice President and Secretary Garry M. Higdem, Vice President and Assistant Secretary " James H. Roberts, Vice President and Assistant Secretary 1 David R. Grazian, Assistant Secretary Mary G. McCann-Jenni, Assistant Secretary Michael F. Donnino, Assistant Secretary Henry M. Heilbron, Assistant Secretary Kenneth M. Smith, Assistant Secretary James M. Cady, Assistant Secretary Dated: September 21, 2000 AACERTSEC.GCO 2 chael YFutch Secretary LIST OF SUBCONTRACTORS Minority Owned _. 3 Yes No 2. /�T-S .�/si�lLLli�/� ❑ E9� 3. .,�,(?WI 7"T ❑ 4. .-�i���1G'�t�E-� iYLI /12 ! TES ❑ C� 5. 6. 7. "YA 40 �a.� s7; ❑ 8. ❑ ❑ 9. _ a ❑ 10. ❑ ❑ _. 3 CITY OF LUBBOCK INSURANCE REQUIREMENT AFFIDAVIT To Be Completed by Bidder And Attached to Bid Submittal I, the undersigned Bidder, certify that the insurance requirements contained in this bid document have been reviewed by me with the below identified Insurance Agent/Broker. If I am awarded this contract by the City of Lubbock, I will be able to within fifteen (15) days after being notified of such award by the City of Lubbock, furnish a valid insurance certificate to the City meeting all of the requirements defined in this bid/proposal. By: Contractor (Si R -C, Allbritton, 'Vice President Contractor (Print) CONTRACTOR'S FIRM NAME: GRANITE CONSTRUCTION COMPANY (Print or Type ) CONTRACTOR'S FIRM ADDRESS: P.O. BOX 50085 / 585 W Beach Street Watsonville, CA 950775085 Name of Agent/Broker: McSherry & Hudson Address of Agent/Broker: r.0. BOX 2690 n City/State/Zip: Watsonville, CA 95077 Agent/Broker Telephone Number: ( 831 724-3841 Date: December 5, 2000 NOTE TO CONTRACTOR If the time requirement specified above is not met, the City has the right to reject this bid/proposal and award the contract to another contractor. If you have any questions concerning these requirements, please contact the Purchasing Manager for the City of Lubbock at (806) 775-2165. BID #245-00NK - RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT CHUBB GROUP OF INSURANCE COMPANIES Surety Department, 15 Mountain View Road, P.O. Box 1615. 1,, arren, NJ 07,0611-1615 CHUBB Phone: (908) 903-3485 • Facsimile: (908) 903-3656 FEDERAL INSURANCE COMPANY BID BOND Bond No. N/A Amount l 1% of Bid Amount Know All Men By These Presents, That we, GRANITE CONSTRUCTION COMPANY fm�(hereinafter called the Principal), as Principal, and the FEDERAL'INSU RANCE COMPANY, Warren, New Jersey, a corporation duly organized under the laws of the State of Indiana, (hereinafter called the Surety), as Surety, are held and firmly bound unto CITY OF LUBBOCK (hereinafter called the Obligee), r„ in the sum of One Percent (1%) of the Total Amount of the Bid Dollars (t - - - - - - - - - - ), for the payment of which we, the said Principal and the said Surety, bind ourselves, our heirs, executors; administrators, successors and assigns, jointly and severally, firmly by these presents. Sealed with our seals and dated this 22nd day of November 2000 WHEREAS, the Principal has submitted a bid, dated December 5, 2000 for BID #245-00/VK - RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Obligee shall accept the bid of the Principal and the Principal shall enter into a contract with the Obligee in accordance with such bid and give bond with good and sufficient surety for the faithful performance of such contract, or in the event of the failure of the Principal to enter into such contract and give such bond, if the Principal shall pay to the Obligee the difference, not to exceed the penalty hereof, between the amount specified in said bid and the amount for which the Obligee may legally contract with another party to perform the work covered by said bid, if the latter amount be in excess of the former, then this obligation shall be null and void, otherwise to remain in full force and effect. GRANIT CONSTRUCTION COMPANY Principal By: R.t-.- Allbritton, Vice President FEDER NSURA E COMPANY By. L sa pr -d- Att ne --in-Fact Form 15-02-0002 (Rev. 11-99) STATE OF CALIFORNIA } } COUNTY OF Santa Cruz On November 22, 2000 before me, the undersigned notary public, personally appeared Lisa Sprauge ® personally known to me OR ❑ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. �., Sigfure of Notary P" JANET D. HIJTTOf11 S yas'ze COry #1183755 NIOT. , Y P! IPI IT sa i &� Z t � ' My COMM. Expires May 26; 2002 Chubb POWER Federal Insurance Company Attn.: Surety Department OF Vigilant Insurance Company 15 Mountain View Road Surety ATTORNEY Pacific Indemnity Company Warren, NJ 07059 Know All by These Presents, That FEDERAL INSURANCE COMPANY, an Indiana corporation, VIGILANT INSURANCE COMPANY, a New York corporation, and PACIFIC INDEMNITY COMPANY, a Wisconsin corporation, do each hereby constitute and appoint Kathleen Kenan, g R. C. Allbritton, Lisa Sprauge and Jigisha Desai of Watsonville, California-------- each as their true and lawful Attomey-in-Fact to execute under such designation in their names and to affix their corporate seals to and deliver for and r on their behalf as surety thereon or otherwise, bonds and undertakings and other writings obligatory in the nature thereof (other than bail bonds) given or executed in the course of business, and any instruments amending or altering the same, and consents to the modification or alteration of any instrument referred to in said bonds or obligations on behalf of Granite Construction Incorporated and all Subsidiaries alone or in Joint Venture ---------------------------------------------- in connection with bids, proposals or contracts to or with the United States of America, any State or political subdivision thereof or any person, firm or corporation. And the execution of such bond or obligation by such Attomey-in Fact in the Company's name and on its behalf as surety theron or otherwise, under its corporate seal, in pursuance of the authority hereby conferred shall, upon delivery therof, be valid and binding upon the Company. In Witness Whereof, said FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY have each executed and attested these presents and affixed their corporate seals on this 7th day of March, 2000 Kenneth C. Wendel, Assistant Secretary/ Gerardo G. Mauriz, Vice President STATE OF NEW JERSEY l j ss. County of Somerset On this 7 th day of March, 2000 before me, a Notary Public of New Jersey, personally came Kenneth C. Wendel, 8 to me known to be Assistant Secretary of FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY, the companies which executed the foregoing Power of Attorney, and the said Kenneth C. Wendel being by me duly swom, did depose and say that he is Assistant Secretary of FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY and knows the corporate seals thereof, IP" that the seals affixed to the foregoing Power of Attorney are such corporate seals and were thereto affixed by authority of the By -Laws of said Companies; and that he E: signed said Power of Attorney as Assistant Secretary of said Companies by like authority; and that he is acquainted with Gerardo G. Mauriz, and knows him to be Vice President of said Companies; and that the signature of Gerardo G. Mauriz, subscribed to said Power of Attorney is in the genuine handwriting of Gerardo G. Wuriz, and was thereto subscribed by authority of said By -Laws and in deponent's presence. Notarial Seal Why„ SH i P N_o.Sta a Of NOW Jersey o6mmkialom Expires April 10, 2003 bill Notary Public JIM CERTIFICATION Extract from the By -Laws of FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY. pop! Chairman powers of attorney for and on behalf of the Company may and shall be executed in the name and on behalf of the Company, either by the Chairman or the President or a Vice President or an Assistant Vice President, jointly with the Secretary or an Assistant Secretary, under their respective designations. The signature of such officers may be engraved, printed or lithographed. The signature of each of the following officers: Chairman, President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary and the seal of the Company may be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Assistant Secretaries or Attomeys-in-Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company with respect to any bond or undertaking to which it is attached." 1, Kenneth C. Wendel, Assistant Secretary of FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY (the "Companies") do hereby certify that (i) the foregoing extract of the By -Laws of the Companies is true and correct, (ii) the Companies are duly licensed and authorized to transact surety business in all 50 of the United States of America and the District of Columbia and are authorized by the U. S. Treasury Department; further, Federal and Vigilant are licensed in Puerto Rico and the U. S. Virgin F Islands, and Federal is licensed in American Samoa, Guam, and each of the Provinces of Canada except Prince Edward Island; and (iii) the foregoing Power of Attorney is true, correct and in full force and effect. Given under my hand and seals of said Companies at Warren, NJ this 22nd day of November 2000 M" ��`'VO+E+°vulfrr t ��F cob �etrat�r�QF. 1I �OIAN� Y M1S11Xrr' iyEJyllOa�* .4t�L Kenneth C. Wend I, Assistant Secretary IN THE EVENT YOU WISH TO NOTIFY US OF A CLAIM, VERIFY THE AUTHENTICITY OF THIS BOND OR NOTIFY US OF ANY OTHER MATTER, PLEASE CONTACT US AT ADDRESS LISTED ABOVE, OR BY Telephone (908) 903-3485 Fax (908) 903-3656 e-mail: surety@chubb.com 15-10-0154A (Ed. 2.98) CORP CONSENT EMU B014D CHECK - BEST RATING f� LICENSE/D^I/N/T,EXAS DATES" 6Y _S!.� ` Chubb POWER FederalInsurance Company Attn.: Surety Department OF Vigilantilsurance Company 15 Mountain View Road SUrety ATTORNEY Pacific Indemnity Company Warren, NJ 07059 r Ea Y r r Know All by These Presents, That FEDERAL INSURANCE COMPANY, an Indiana corporation, VIGILANT INSURANCE COMPANY, a New York corporation, and PACIFIC INDEMNITY COMPANY, a Wisconsin corporation, do each hereby constitute and appoint Kathleen Kenan , R. C. Allbritton, Lisa Sprauge and Jigisha Desai of Watsonville, California -------- each as their true and lawful Attorney -in -Fact to execute under such designation in their names and to affix their corporate seals to and deliver for and on their behalf as surety thereon or otherwise, bonds and undertakings and other writings obligatory in the nature thereof (other than bail bonds) given or executed in the course of business, and any instruments amending or aftering the same, and consents to the modification or alteration of any instrument referred to in said bonds or obligations on behalf of Granite Construction Incorporated and all Subsidiaries alone or in Joint Venture ---------------------------------------------- in connection with bids, proposals or contracts to or with the United States of America, any State or political subdivision thereof or any person, firm or corporation. And the execution of such bond or obligation by such Attomey-in Fact in the Company's name and on its behalf as surety theron or otherwise, under its corporate seal, in pursuance of the authority hereby conferred shall, upon delivery therof, be valid and binding upon the Company. In Witness Whereof, said FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY have each executed and attested these presents and affixed their corporate seals on this 7 th day of March, 2000 Kenneth C. Wendel, Assistant Secretary Gerardo G. Mauriz, Vice President STATE OF NEW JERSEY l County of Somerset J On this 7 th day of March, 2000 . before me, a Notary Public of New Jersey, personally came Kenneth C. Wendel, to me known to be Assistant Secretary of FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY, the companies which executed the foregoing Power of Attorney, and the said Kenneth C. Wendel being by me duly swom, did depose and say that he is Assistant Secretary of FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY and knows the corporate seals thereof, that the seals affixed to the foregoing Power of Attorney are such corporate seals and were thereto affixed by authority of the By -Laws of said Companies; and that he signed said Power of Attorney as Assistant Secretary of said Companies by like authority-, and that he is acquainted with Gerardo G. Mauriz, and knows him to be Vice President of said Companies; and that the signature of Gerardo G. Mauriz, subscribed to said Power of Attorney is in the genuine handwriting of Gerardo G. Mauriz, and was thereto_ subscribed by authority of said By -Laws and in deponent's presence. . .FatY...N. Notarial Seal �'�:°',.. A'�ti °`'• WENDI£ . WALSH **my patift. Ostate W30 New Jersey No.00b4304 a 000ntteion Expires April to, 2003 Notary Public CERTIFICATION Extract from the By -Laws of FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY: 'All powers of attorney for and on behalf of the Company may and shall be executed in the name and on behalf of the Company, either by the Chairman or the President or a Vice President or an Assistant Vice President, jointly with'the Secretary or an Assistant Secretary, under their respective designations. The signature of such officers may be engraved, printed or lithographed. The signature of each of the following officers: Chairman, President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary and the seal of the Company may be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Assistant Secretaries or Attorneys -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company with respect to any bond or undertaking to which it is attached." 1, Kenneth C. Wendel, Assistant Secretary of FEDERAL INSURANCE COMPANY, VIGILANT INSURANCE COMPANY, and PACIFIC INDEMNITY COMPANY (the "Companies") do hereby certify that (i) the foregoing extract of the By -Laws of the Companies is true and correct, (ii) the Companies are duly licensed and authored to transact surety business in an 50 of the United Slates of America and the District of Columbia and are authorized by the U. S. Treasury Department further, Federal and Vigilant are 8oensed in Puerto Rico and the U. S. Virgin Islands, and Federal is licensed in American Samoa, Guam, and each of the Provinces of Canada except Prince Edward Island; and (iii) the foregoing Power of Attorney is true, correct and in full force and effect. Given under my hand and seals of said Companies at Warren, NJ this 19 th day of December 2000 uRAA►� �ots�rrr � `�yu ��c f3 t9 �� �►+ou►>y* � yis'+>,r� #�Fw vote'* � : 4�dZ Kenneth C. Wend I, Assistant Secretary IN THE EVENT YOU WISH TO NOTIFY US OF A CLAIM, VERIFY THE AUTHENTICITY OF THIS BOND OR NOTIFY US OF ANY OTHER MATTER, PLEASE CONTACT US AT ADDRESS LISTED ABOVE, OF; BY Telephone (908) 903-3485 Fax (908) 903-3656 e-mail: surety@chubb.com 15-10-01 64A (Ed. 2-98) CORP CONSENT Bond No.: 8163-84-52 Premium Included in Performance Bond s+, STATUTORY PAYMENT BOND PURSUANT TO SECTION 2253.021(a) OF THE TEXAS GOVERNMENT CODE (CONTRACTS MORE THAN $25,000) KNOW ALL MEN BY THESE PRESENTS, that Granite Construction` * (hereinafter called the Principal(s), as *Company Principal(s), and Federal Insurance Company (hereinafter called the Surety(s), as Surety(s), are held and firmly bound unto the City of Lubbock (hereinafter called the E' Obligee), in the amount of Eighteen million two hundred * Dollars ($ ** ) lawful money of the United States for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, firmly byd t %s�1gsent*s* $1831213S.793.96 *thirteen thousand seven hundred ninetythree an WHEREAS, the Principal has entered into a certain written contract with the Obligee, dated the 14th day of December X20 00 oto BID #245-00/VK - Railroad Relocation for East-West reeway *+ Project and said Principal under the law is required before commencing the work provided for in said contract to execute a bond in !** the amount of said contract which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall pay all claimants supplying labor and material to him or a subcontractor in the prosecution of the work provided for in said contract, then, this obligation shall be void; otherwise to remain in full force and effect; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Section 2253.021(a) of the Texas Government Code, and all liabilities on this bond shall be determined in accordance with the provisions of said Article to the same extent as if it were copied at length herein. IN WITNESS WHEREOF, the said Principal (s) and Surety (s)have signed and sealed this instrument this 19th dayof December 2000 . Federal Insurance _Company r ' Surety *RV. (Title Li prauge, ttorney-in-Fact P" 1 Granite Construction Company (Company Name) By: brit*an (Printe IKIMM (Signature) Vice President (Title) The undersigned surety company represents that it is duly qualified to do business in Texas, and hereby designates Robert B. Spurgin an agent resident in Lubbock County to whom any requisite notices may be delivered and on whom service of process may be had in matters arising out of such suretyship. Chubb Group of Insurance Surety Companies .B RO �-Cr� B S .� Y• (Title) Robert B. Spu gin Approved as to form: Resident Agent City of Lubbock pp ity Attorney Note: If signed by an officer of the Surety Company there must be on file a certified extract from the by-laws showing that this person has authority to sign such obligation. If signed by an Attorney in Fact, we must have copy of power of attorney for our files. r^ w,: x �""'" 2 STATE OF CALIFORNIA } } COUNTY OF Santa Cruz } On December 19. 2000 , before me, the undersigned notary public, personally appeared Lisa SpraWe ® personally known to me OR ❑ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. KIMBERL EE MOORE '00 COMM. #12 -TT -6614 NOTARY PUBIC . CALIFORNIA SANTA CRUZ COUNTY E" e My Comm, Expires Oct. 5, 2003 BOND CHECK BEST RATING r( LICENSED IN TEXAS DATE,2-c Q BY �y 1 �11 PERFORMANCE BOND Bond No.: 8163-84-52 Premiumf $134,390.00 STATUTORY PERFORMANCE BOND PURSUANT TO SECTION 2253.021(a) OF THE TEXAS GOVERNMENT CODE (CONTRACTS MORE THAN $100,000) e*+ KNOW ALL MEN BY THESE PRESENTS, that * (hereinafter called the Principal(s), as Principal(s), and Federal Insurance Company "" (hereinafter called the Surety(s), as Surety(s), are held and firmly bound unto the City of Lubbock (hereinafter called the Obligee), in the amount of Fighteen million ttan hundrPd * Dollars ($ ** ) lawful money of the United States for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, ointly and severally, firmly by these presents. *GRANITE CONSTRUCTION C049 WHEREAS, the Principal has entered into a certain written contract with the Obligee, dated the 140 -day of December ,20 OQto BID #245-00/VK Railroad Relocation for East-West Freeway Project and said principal under the law is required before commencing the work provided for in said contract to execute a bond in the amount of said contract which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully • perform the work in accordance with the plans, specifications and contract documents, then this obligation shall be void; otherwise to remain in full force and effect. PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Section 2253.021(a) of the Texas Government Code, and all liabilities on this bond shall be determined in accordance with the provisions of said article to the same extent as if it were copied at length herein. IN WITNESS WHEREOF, the said Principal (s) and Surety (s) have signed and sealed this instrument this 19th day of December , 20 00. r� Federal Insurance Company Surety By: (Tit auge, ,, ney-in- act ii Granite Construction ComDan (Company Name) By: i ttr,n (Print a (Signature) Vice President (Title) *thirteen thousand seven hundred ninety three and 96/100 **(18,213,793.96) The undersigned surety company represents that it is duly qualified to do business in Texas, and hereby designates Robert B. * an agent resident in Lubbock County to whom any requisite notices may be delivered and on whom service of process may be had in matters arising out of such suretyship. *Sprugin Chubb Group of Insurance Companies Surety *By: S UA (k (Title)Robert B. Spurgn Resident Agent Approved as to Form City of Lubbock LL� ff .., By: /V City Attorney s^ * Note: If signed by an officer of the Surety Company, there must be on file a certified extract from the by-laws showing that this person has authority to sign such obligation. If signed by an Attorney in Fact, we must have copy of power of attorney for our files. a, r-+ m, 2 PRO t: r r STATE OF CALIFORNIA } } COUNTY OF Santa Cruz } On December 19. 2000 before me, the undersigned notary public, personally appeared Lisa Sprauge ® personally known to me OR ❑ proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. • of Notary p KIMBERLY MOORE COMM, #1236614 a - NOTARY PUBLIC. CALIFORNIA SANTA CRUZ COUNTY °" MY Comm. Expires Oct. 5, 2003 No Text TO: CITY OF LUBBOCK P.O. BOX 2000 CERTIFICATE OF INSURANCE DATE: December 27, 2000 LUBBOCK, TX 7M7 TYPE OF PROJECT: GRANITE CONSTRUCTION COMPANY East-West Freeway Project#245-00/VK THIS IS TO CERTIFY THAT P.O. Box 50085,Watsonville.CA 95077 (Name and Address of insured) is, at the date of this certificate, insured by this Company with respect to the business operations hereinafter described, for the typed of insurance and in accordance with the provisions of the standard pollcles used by this company, the fumer hereinafter clese abed. Exceptions to standard policy noted hereon. TYPE OF INSURANCE POLICY NUMBER EFFECTIVE EFFECTIVE LIMITS DATIw DATE O NCRAL UABIUTY K Commercial General Uability GL 18 419 2180 10/01/00 1)0/01/03 General Aggregate S 10,000,000 0 Claims Made Products-CornprOp AGG S 9 , nnn, nnn _ G Occurrence Personal & Adv. lnju $ 2 , oQQ . nnn._ Z C. Owners & Contractors Protectiv4 Each OoCLrrenee S u uy ,, y u u O FrP Damage (Any one Fire) $ $2,000,000 Med Exp (Any one Person) S NII, American C—asualty Compaay of Readinigz, A AUTOMOTIVE L1A81UTY x Any Auto BUA184192213 10/01/00 10/01/03 Combined Single Limit S2,000,000 ❑ An Owned Autos Bodily Injury (Per Person) $ ❑ Scheduled Autos Bodily Injury (Per Accident) S ❑ Hired Autos Property Damage S ❑ Non -Owned Autos C American Gasualty Compaiy of Reading, PA GARAGE MOUTY Any Auto Auto Only - Each Accident S _. ❑ Other than Auto Only - Each Accident S Aggregate S G SUILDPR'SR1SK C 100% of the Total Contract Price $ ❑ INSTALLATION FLOATER S ACCESS LABILITY Th Umbrella Form CUP 18 915 6 7 4 2 10/01/00 10/01/03 Each Ocaurenw S Aggregate S z UUU,UUU Other Than Umbrella Form $ Transcontinental Insura ce Co. WORKERS COMPENSATION AND EA4PL0YERS'L A21UTY The Proprietor/ 0 Inducted WC247906689 07/01/00 07/01/03 Statutcryumis 2,000,000 Each Ac6d2nt S r1ar�erJveoa.4ve G Excluded Officers are: Disease Policy Umit $ Valley Forge Insurance o. Disease-Eacti Employee S-2j66Q.Q0T— O7'riER EXCESS LIABILITY XLS322512 10/01/00 10/01/01 Each Occurrence $1,000,000 Aazreaate $1,000,000 Wt -'b LUL1Cb LCL r_LL C 1LLjUL C.LLU t: UV. The above policies either in the body thereof or by appropriate endorsement provide that they may not be changed or canceled by the.insurer in less than the legal time required after the insured has received written notice of such change or cancellation, or In case there is no legal requirement, in less than five days in advance of cancellation. FIVE COPIES OF THE CERTIFICATE OF INSURANCE cherry & ud on u o1 -i —r'iz cwnt MUST BE SENT TO THE CITY OF LUBBOCK ativ Dy- Title; Partner 1 AdPr VA %F, For All the Commitments You btakeA Policy Number: GL 1 8915 66 89 American Casualty Company of Reading, PA Named Insured: GRANITE CONSTRUCTION COMPANY THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY ADDITIONAL INSURED This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART. SCHEDULE Additional Insured: CITY OF LUBBOCK Covered Operations: JOB #320-016 RELOCATION OF RAILROAD FOR EAST -WEST FREEWAY, LUBBOCK COUNTY, TEXAS BID# 245-00NK/PROJECT# 4541.2325.2013 WHO IS AN INSURED (Section II) is amended to include as an insured the person or organization shown in the above in the Schedule, (hereinafter called "Additional Insured"), but only with respect to liability arising out of operations performed for the Additional Insured by the Named Insured and subject to coverage afforded by the standard Commercial General Liability Coverage Form #CG0001 (11/88) THIS INSURANCE POLICY WILL NOT BE CANCELLED, LIMITED, NON RENEWED, OR COVERAGE REDUCED UNTIL THIRTY {30) DAYS AFTER RECEIPT BY THE ADDITIONAL INSURED NAMED ABOVE OF A WRITTEN NOTICE OF SUCH CANCELLATION, REDUCTION OF COVERAGE OR NON RENEWAL. IN THE EVENT OF CANCELLATION FOR NON-PAYMENT OF PREMIUM, TEN (10) DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL BE GIVEN THE COMPANY WAIVES ANY RIGHT OF SUBROGATION AGAINST THE ABOVE -SCHEDULED ADDITIONAL INSURED FOR WORK PERFORMED BY GRANITE CONSTRUCTION COMPANY. MCSHERRY & HUDSON BY O�Jtu IkAA Authorized Represe ative DATE: 12/27/00 DATE (MMiDD/YY) AC ORD CERTIFICATE OF LIABILITY INSURANC IDCRRP 01/03/01 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ILicense McSherry & Hudson ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE #0056172 HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 575 Auto Center Drive ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW: Watsonville CA 95077 I Phone: 831-724-3841 Fax: 831-724-7574 INSURERS AFFORDING COVERAGE -' -- INSURER A: St. Paul Fire & Marine West Texas and Lubbock INSURER B: Railroad c o David Ireman INSURER C: 4 5 N. 5th Street INSURER D: Garland TX 75040 INSURER E: ` COVERAGES I nE rvLK icy uF IN-SURANCE OSTED ED BELVw HAVt bttN 155UEU TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING_—] ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAYBE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIFS Ar.r,RFGATF I IMITS SHnWN MAV WAVP rumor 0=11 lrcn MV Dein ell AIRIC ILTR TYPE OF INSURANCE POLICY NUMBER DATE MMlDD/YY ON DATE (MMID Y LIMITS GENERAL LIABILITY EACH OCCURRENCE $ COMMERCIAL GENERAL LIABILITY CLAIMS MADE r7 OCCUR FIRE DAMAGE (Any one fire) $ MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER: POLICY JE O- LOC PRODUCTS - COMP/OP AGG $ I ' a.+e AUTOMOBILE LIABILITY ANY AUTO COMBINED SINGLE LIMIT (Ea accident) $ ALL OWNED AUTOS rll+w SCHEDULED AUTOS BODILY INJURY (Per person) $ HIRED AUTOS NON -OWNED AUTOS BODILY INJURY $ (Per accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY: AGG $ IOCCUR EXCESS LIABILITY F CLAIMS MADE EACH OCCURRENCE $ AGGREGATE $ DEDUCTIBLE RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY 4 TORY LIMITS ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYE $ E.L. DISEASE - POLICY LIMIT $ OTHER A RAILROAD KGO08301087 01/01/01 01/01/02 EA. OCCi $ 5,000,000 PROTECTIVE LIAB. AGGREGATE $10,000,000 DESCRIPTION OF OPERATIONStLOCATIONSIVEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT #245-00/VK, LUBBOCK COUNTY, TEXAS TEN (10) DAYS NOTICE WILL BE GIVEN I IN THE EVENT OF CANCELLATION FOR NON-PAYMENT OF PREMIUM LV I AUUII IUNAL INUK=; WbUKtK LtI IEK: I+ANI:tLLA I IVN A WTEXAS SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILLAIL 30 DAYS WRITTEN WEST TEXAS & LUBBOCK NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, RAILROAD C/O DAVID IREMAN rrr���n 425 N. STH ST. GARLAND TX 75040 [Dennis Carne .nCORD 25S (7/97) ©ACOR CORPORATION 1 88 191 I ACORD CERTIFICATE OF LIABILITY INSURANCE,,DDATE(MM/DD/YY) ICRRRP 12/26/00 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION McSherry & Hudson ONLYrAND CONFERS NO RIGHTS UPON THE CERTIFICATE License #0056172 HOL6ER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 575 Auto Center Drive , __ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Watsonville CA 95077 Phone: 831-724-3841 Fax: 831-724-7574 INSURERS AFFORDING COVERAGE (INSURED INSURER A: St. Paul Fire & Marine INSURER 8: BURLINGTON NORTHERN SANTA FE RAILROAD INSURER C: P.O. BOX 13647 INSURER 0: KANSAS CITY MO 64199 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. lTR TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE MM/DD/YY DATE MM/DD1YICY Y N LIMITS GENERAL LIABILITY EACH OCCURRENCE $ FIRE DAMAGE (Any one fire) $ COMMERCIAL GENERAL LIABILITY CLAIMS MADE F-1 OCCUR MED EXP (Any one person) $ PERSONAL & ADV INJURY $ SII GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ POLICY 7 JECaT F7 LOC AUTOMOBILE LIABILITY ANY AUTO COMBINED SINGLE LIMIT (Ea accident) ALL OWNED AUTOS SCHEDULED AUTOS BODILY INJURY $ (Per person) HIRED AUTOS NON -OWNED AUTOS BODILY INJURY $ (Per accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC $ ANY AUTO AUTO ONLY: AGG $ EXCESS LIABILITY EACH OCCURRENCE $ OCCUR F CLAIMS MADE AGGREGATE $ S $ DEDUCTIBLE $ RETENTION $ WORKERS COMPENSATION ANDI EMPLOYERS' LIABILITY WC TORY ATT 7 ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYE $ E. L. DISEASE -POLICY LIMIT 1 $ OTHER A RAILROAD KGO08301088 01/01/01 01/01/02 EA. OCC. $ 5,000,000 PROTECTIVE LIAR. AGGREGATE $10,000,000 DESCRIPTION OF OPERATIONSILOCATIONSIVEHICLES!EXCLUSIONS ADDED BY ENDORSEMENTISPECIAL PROVISIONS ;RAILROAD RELOCATION OF EAST -WEST FREEWAY PROJECT #245-00/VK, LUBBOCK COUNTY, TEXAS TEN (10) DAYS NOTICE WILL BE GIVEN IN THE EVENT OF CANCELLATION FOR NON-PAYMENT OF PREMIUM CERTIFICATE HOLDER N I ADDITIONAL INSURED; INSURER LETTER: CANCELLATION BURLIN2 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION BURLINGTON NORTHERN DATE THEREOF, THE ISSUING INSURER WILL SAIL 30 DAYS WRITTEN SANTA FE RAILROAD NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, ATTN: DAVID BURR 2500 LOU MENK DRIVE FORT WORTH TX 76131 7 ACORD 26S (7/97) OACORD CORPORATION 1988 Dec -22-2000 12:34pm From-TRICITY PARTNERS +4159865004 T-380 P.002/004 F-418 LICENSE #0699854 50 CALIFORNIA STREET, SUITE 2004 • SAN FRANCISCO, CA 94111 (415) 986-5050 - FAX: (415 986-5004 f, DEFAULT OCP CONFIRMATION OF INSURAN THE T£RNIS AND CONDITIONS OF THIS CONFIR'vIATION OF INSURANCE NVA NOT CO.NfrLY W'I'Ir THE SPECIFICATIONS j SG`I3AII' -1'1=D FOR COtia1DERATiON, PLEASE READ THIS CONFIRMATION CAREFULL aX.D COb1p RE IT WITH AtiY 0t2 -O k ANE) StJf;yIISSiON DOCk kt] N TS AND R> VMW Tiik POLIO FORMMS FOR THE ACTUAL COVERAGES PR(BVIDED. IN AC:C'ORAANCE WITH YOUR INSTRUCTIONS, AND Lti' RELLjkNCE UPON THE STATEWNTS NV DE;8V THE 94ETAIL BROKE- R IN THE INSURED'S APPLICATION/SUB.NIISSION, WE Ii_- VE OfIT.A NED INStMRANC A I' YOUR REQUEST AS FOLLOWS: Date lssued: December 22, 2000 Renewal'}`N Producer: Dennis Carney I McSherry & Hudson WaTsonville 575 -Arthur Road Watsonville, CA 95077 INSURED: City Of 1-41)130CkJGranitc CanStrtiction INSURER_ SCOTTSDALE TNS CO Non -Admitted ,I POLICY NO.: SCS0000579 COVERAGE. OCF - CG00 09 07 98 f' OLICY PERIOD: 12/22/2000 to 12/22/2001 T1FR?�ti 12 Months 12:01 A.M. STANDARD TIME AT THE LOCATION ADDRESS OF THE N..vMEA INSURED. THIS CONFIRM TION OF INSUR.atiCE PLACEAIENT W 11-L Bk T!" RMINATED AND SUPERSEDED UPON DELIVERY OF THE FOR?NIAL POLICY(IES) ISSUED '� 0 RI=PLACF IT. ,.: LIMITS OF LIABILITY: $500,000 Each Occurrence $1,000,000 .Annual Aggregate 1r I M: $10,200.00 FEES: S135.00 (Inspection Fee): TA)MS: $141 .70 CA Su lus Lines Tax/Fees TOTAL: $10,67&70 I' _ Taxc> Do NOT Apply. i Stlilt Surpl,., I-inrs TxseS & Fee! must he added to annual premium.1, _ Your Agency is rc>ponaiDie for all filings. _X_ Tri -City is rmpoaiioir for ail filing. t, CONTRACTOR: Granite Construction DESCRIPTION OF JOB: E; Railroad relocanon for East-West Freeway Project JOB COST: r $17,000,000 N RATE: 50.60 per $1000 Total Cost est. C $17MM �! Dec -22-2000 12:34pm From-TRICITY PARTNERS +4159865004 , . TFgMS I CONDITIONS: (a) 2s% MININ4UM EARNED PREMIUM AT INCEPTION. "* (b) ENDORSEMENTS I NOTABLE EXCLUSIONS: Service of Suit Endorsement Asbestos Exclusion Lead Contamination Exclusion Nuclear Energy Exclusion Pollution Exclusion Punitive Damages Exclusion PM Subsidence Exclusion Year 2000 Exclusion }mown Injury Exclusion Residential Exclusion 100% Minimum & Deposit 23% Minimum E=ecl Contractors Special Conditions Designated Prcmiscs/Projcct Amendment of Other Insurance Amendment of Conditions ATTACHMENTS /SUBJECT TO. All bound account required an inspection and application signed by the insured. ;. (d) ALL OTHER TERMS ANT) CONDITIOINS APPLY rEft FORM ii mo PREMIUM PAYMENT IS DUE WITHIN TWENTY (20) DAYS FROM EFFECTIVE DATE UNi_ESS CANCELLATION: THIS POLICY IS SUBJECT TO THE CANCELLATION PROVISIONS AS FOUNA IN T CERTIFICATE(S) CURRENTLY IN USE BY THE INSURER. THE UNDIZR'rHV �"'" CA vCEJ i EU BY TJik AtSCRER (SUBJECT TO STATUTORY REGVI-,TIONS) BY MAILING, TO THE I ON T1iF FACF OF THIS CONFIRINIATION OF INSURANCE, W RI'I'VEN W14FIC SUC1 I EFFECTIVE. IN THE JJY I'HE 1NSUJi-FII, TJifi Jz'kwN1FV PREA1IUxt WOUL i=RF-M4VN1 IF APPLICABJ_E. TJUS CONFIRMATION OF INSURANCE IS ISSUED BASED UPON TUF INSURER'S AGREEMENT TO B UNDERSIGN'T I) WITHOUT ANY LIABILITIWIiATSOEVER AS AN INSURER, 7 PRODUCER PLEASE NOTE: THE FOLLOWING ITEMS, WHERE CHECKED, MUST BE RET Completed application, signed by producer and or insured. Completed diligent >earcb report (SL-)) for su Jus lines filings. AUTHORIZED PRI NTATIVE INSURED. City of Lubbock/Granite Construction DATE ISSUED: Decemtmr 22, 20w S{{patL+alQil r�: (HSiSS32 EXPIRING POLICY#: SrIlIT ACCOUNT; T-380 P-003/004 F-418 STIPUI-ATED. IE POLICY(IEal OR MSt:R.ER'S RJN'VfR C'aN RL SURED AT THE ADDRESS STATED CANCELLATION St"LL 51= ) BF SUBJECT TO THE MINIM U -M AND IS ISSUED BY THE TO US WITHIN 10 DAYS. CERTIFICATE OF INSURANCE TO: CITY OF LUBBOCK DATE: P.O. BOX 2000 LUBBOCK, TX 79457 TYPE OF PROJECT: THIS IS TO CERTIFY THAT (Name and Address of Insured) is, at the date of this certificate, insured by this Company with respect to the business operations hereinafter described, for the typed of insurance and in accordance with the provisions of the standard policies used by this company, the further hereinafter described. Exceptions to standard policy noted hereon. TYPE OF INSURANCE POLICY NUMBER EFFECTIVE EFFECTIVE LIMITS DATE DATE GENERAL LIABILITY ❑ Commercial General Liability General Aggregate $ ❑ Claims Made Products-Comp/Op AGG $ ❑ Occurrence Personal & Adv. Injury $ ❑ Owner's & Contractors Protectivi Each Occurrence $ ❑ Fire Damage (Any one Fire) Med Exp (Any one Person) AUTOMOTIVE LIABILITY ❑ Any Auto Combined Single Limit $ ❑ All Owned Autos Bodily Injury (Per Person) $ ❑ Scheduled Autos Bodily Injury (Per Accident) ❑ Hired Autos Property Damage $ 0 Non -Owned Autos GARAGE LIABILITY ❑ Any Auto Auto Only - Each Accident $ 7 Other than Auto Only: Each Accident $ Aggregate $ 0 BUILDER'S RISK ❑ 900% of the Total Contract Price $ 0 INSTALLATION FLOATER $ EXCESS LIABILITY C. Umbrella Form Each Occurrence $ Aggregate $ E. Other Than Umbrella Form $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY The Proprietor/ _ Included Statutory Limits Partners/Executive 0 Excluded Each Accident $ Officers are: Disease Policy Limit $ Disease -Each Employee $ OTHER The above policies either in the body thereof or by appropriate endorsement provide that they may not be changed or canceled by the insurer in less than the legal time required after the insured has received written notice of such change or cancellation, or in case there is no legal requirement, in less than five days in advance of cancellation. FIVE COPIES OF THE CERTIFICATE OF INSURANCE MUST BE SENT TO THE CITY OF LUBBOCK (Name onsurer .+. By: Title: CONTRACTOR CHECKLIST A CONTRACTOR SHALL: (1) provide coverage for its employees providing services on a project, for the duration of the project based on proper reporting of classification codes and payroll amounts and filling of any coverage agreements; (2) provide a certificate of coverage showing workers' compensation coverage to the governmental entity prior to beginning work on the project; .. (3) provide the governmental entity, prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the contractor's current certificate of coverage ends during the duration of the project; (4) obtain from each person providing services on a project, and provide to the governmental entity: (A) a certificate of coverage, prior to that person beginning work on the project, so the governmental ,.., entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and (B) no later than seven days after receipt by the contractor, a new certificate of coverage showing '^ extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; ,.� (5) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (6) notify the governmental entity in writing by certified mail or personal delivery, within ten (10) days after the contractor knew or should have known, of any change that materially affects the provision of coverage of r -n any person providing services on the project; (7) post a notice on each project site informing all persons providing services on the project that they are required to be covered, and stating how a person may verify current coverage and report failure to provide coverage. This notice does not satisfy other posting requirements imposed by the Act or other commission rules. This notice must be printed in at least 19 -point normal type, and shall be in both English and Spanish and any other language common to the worker population. The text for the notices r- shall be the following text provided by the commission on the sample notice, without any additional words or changes: 2 REQUIRED WORKERS' COMPENSATION COVERAGE ,* "The law requires that each person working on this site or providing services related to this construction project must (see reverse) be covered by workers' compensation insurance. This includes persons providing, hauling, or delivering equipment and materials, or providing labor or transportation or other service related to the project, regardless of the identity of their employer or status as an employee." "Call the Texas Workers' Compensation Commission at (512)440- 3789 to receive information on the legal requirement for coverage, to verify whether your employer has provided the required coverage, or to r-, report an employer's failure to provide coverage." and (8) contractually require each person with whom it contracts to provide services on a project, to: (A) provide coverage based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements for all of its employees providing services on the project, for the duration of the project; (B) provide a certificate of coverage to the contractor prior to that person beginning work on the project; (C) include in all contracts to provide services on the project the language in subsection (e) (3) of this rule; (D) provide the contractor, prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (E) obtain from each other person with whom it contracts, and provide to the contractor: (i) a certificate of coverage, prior to the other person beginning work on the project; and (ii) prior to the end of the coverage period, a new certificate of coverage showing extension of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (F) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (G) notify the governmental entity in writing by certified mail or personal delivery, within (ten)10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; and (H) contractually require each other person with whom it contracts, to perform as required by paragraphs (A) - (H), with the certificate of coverage to be provided to the person for whom they are providing services._ 3 No Text CONTRACT STATE OF TEXAS COUNTY OF LUBBOCK ^+ THIS AGREEMENT, made and entered into this 141" day of December, 2000 by and between the City of Lubbock, County of Lubbock, State of Texas, acting by and through the Mayor, City of Lubbock, thereunto authorized to do so, hereinafter referred to as OWNER, and Granite Construction Companx of the City of Watsonville, County of Santa Cruz and the State of California hereinafter termed CONTRACTOR. WITNESSETH: That for and in consideration of the payments and agreements hereinafter mentioned, to be made and performed by the OWNER and under the conditions expressed in the bond bearing even date herewith (if any) the CONTRACTOR hereby agrees with OWNER to commence and complete the construction of certain improvements described as follows: BID #245-OONK - RAILROAD RELOCATION FOR EAST -WEST FREEWAY PROJECT - $18,213,793.96 and all extra work in connection therewith, under the terms as stated in the contract documents and at his (or their) own proper cost and expense to furnish all materials, supplies, machinery, equipment, tools, superintendence, labor, insurance ^+ and other accessories and services necessary to complete the said construction in accordance with the contract documents as defined in the General Condition of Agreement. The CONTRACTOR hereby agrees to commence work within ten days after the date written notice to do so shall have been given to him and to substantially complete same within the time specified in the contract documents. The OWNER agrees to pay the CONTRACTOR in current funds for the performance of the contract in accordance with r-^ the bid submitted therefore, subject to additions and deductions, as provided in the contract documents and to make iyment on account thereof as provided therein. IN WITNESS WHEREOF, the parties to these presents have executed this agreement in Lubbock, Lubbock County, Texas in the year and day first above written. ATTEST: CITY OF UB C T XAS (OWNER) By: Secretary ALEX `�Y' COOKE, MAYOR PRO TEM APPROVo AS TO CONT NT: ---.__-- -- __ _ __--_-_ ----- -- -- CONTRACTOR: 'Owner's Representative Granite stru tion Company APPROVED AS TO FORM: City Attorney PRINTED NAME: R. C. Allbritton TITLE: Vice President ATTEST: COMPLETE ADDRESS: Corporate Secr ry GRANITE CONSTRUCTION COMPANY P.O. Box 50085 / 585 W. Beach Street Watsonville, Califomia 95077-5085 ems+ chael Futch, cretar ' r- �- GENERAL CONDITIONS OF THE AGREEMENT r-^ GENERAL CONDITIONS OF THE AGREEMENT 1. OWNER Whenever the word Owner, or First Party, are used in this contract, it shall be understood as referring to the City of Lubbock, Texas. 2. CONTRACTOR Whenever the word Contractor, or Second Party, is used, it shall be understood to mean the person, persons, co- partnership or corporation, to wit GRANITE CONSTRUCTION COMPANY who has agreed to perform the work embraced in this contract, or their legal representative. 3. OWNER'S REPRESENTATIVE Whenever the word Owner's Representative or representative is used in this contract, it shall be understood as referring to, City of Lubbock, or its representative LARRY HERTEL, CITY ENGINEER, so designated who will inspect constructions; or to such other representatives, supervisors, architects, engineers, or inspectors as may be authorized by said Owner to act in any particular under this agreement. Engineers, supervisors or inspectors will act for the Owner under the direction of Owner's Representative, but shall not directly supervise the Contractor or persons acting on behalf of the Contractor. 4. CONTRACT DOCUMENTS The contract's documents shall consist of the Notice to Bidders, General Instructions to Bidders, Bid, Signed ^+ Agreement, Statutory Bonds (if required), General Conditions of the Agreement, Special Conditions of the Agreement (if any), Specifications, Plans, Insurance Certificate, and all other documents made available to Bidder for inspection in accordance with the Notice to Bidders. The above described materials are sometimes referred to herein as the "contract" or "contract documents". 5. INTERPRETATION OF PHRASES Whenever the words "Directed," "Permitted," "Designated," "Required," "Considered Necessary," "Prescribed," or words of like import are used, it shall be understood that the direction, requirement, permission, order, designation or prescription of the Owner's Representative is intended; and similarly, the words "Approved," "Acceptable," "Satisfactory," or words of like import shall mean approved by or acceptable or satisfactory to the Owner's ..' Representative. 6. SUBCONTRACTOR The term Subcontractor, as employed herein, includes only those having a direct contract with the Contractor for performance of work on the project contemplated by these contract documents. Owner shall have no responsibility to any Subcontractor employed by Contractor for performance of work on the project contemplated by these contract documents, but said Subcontractors will look exclusively to Contractor for any payments due Subcontractor. ,-- 7. WRITTEN NOTICE Written notice shall be deemed to have been duly served if delivered in person to the individual or to a member of the firm or to an officer of the corporation for whom it is intended, or if delivered at or sent certified mail to the last business address known to the party who gives the notice. CONTRACTOR'S RESPONSIBILITIES Unless otherwise stipulated, the Contractor shall provide and pay for all materials, supplies, machinery, equipment, tools, superintendence, labor, insurance, and all water, light, power, fuel, transportation and all other A•, facilities necessary for the execution and completion of the work covered by the contract documents. Unless , otherwise specified, all materials shall be new and both workmanship and materials shall be of a good quality. ( The Contractor shall, if required, furnish satisfactory evidence as to the kind and quality of materials. Materials or work described in words which so applied have well known, technical or trade meaning shall be held to refer such recognized standards. All work shall be done and all materials furnished in strict conformity with the contract documents. 9. SUBSTANTIALLY COMPLETED The term "Substantially Completed" is meant that the structure or project contemplated by the contract documents has been made suitable for use or occupancy or the facility is in a condition to serve its intended purpose, but still may require minor miscellaneous work and adjustment. 10. LAYOUT Except as specifically provided herein, the Contractor shall be responsible for laying out all work and shall accomplish this work in a manner acceptable to the Owner's Representative. The Owner's Representative will -, check the Contractor's layout of all major structures and any other layout work done by the Contractor at Contractor's request, but this check does not relieve the Contractor of the responsibility of correctly locating all work in accordance with the Plans and Specifications. 11. KEEPING OF PLANS AND SPECIFICATIONS ACCESSIBLE The Contractor shall be furnished copies of all Plans and Specifications without expense to Contractor and Contractor shall keep one copy of same consistently accessible on the job site. 12. RIGHT OF ENTRY The Owner's Representative may make periodic visits to the site to observe the progress or quality of the executed work and to determine, in general, if the work is proceeding in accordance with the contract documents. Owner's Representative will not be required to make exhaustive or continuous onsite inspections to check the quality or quantity of the work, nor will Owner's Representative be responsible for the construction means, methods, techniques, sequences or procedures, or the safety precautions incident thereto. Notwithstanding the Owner's Representative's rights of entry hereunder, the Owner's Representative will not be responsible for the Contractor's failure to perform the work in accordance with the Contract Documents. 13. LINES AND GRADES All lines and grades shall be furnished by the Owner's Representative whenever Owner's Representative deems said lines and grades are necessary for the commencement of the work contemplated by these contract documents or the completion of the work contemplated by these contract documents. Whenever necessary, Contractor shall suspend its work in order to permit Owner's Representative to comply with this requirement, but such suspension will be as brief as practical and Contractor shall be allowed no extra compensation therefore. The Contractor shall give the Owner's Representative ample notice of the time and place where lines and grades will be needed. All stakes, marks, etc., shall be carefully preserved by the Contractor, and in case of careless destruction or removal by Contractor, its Subcontractors, or its employees, such stakes, marks, etc., shall be replaced by the Owner's Representative at Contractor's expense. 14. OWNER'S REPRESENTATIVE'S AUTHORITY AND DUTY Unless otherwise specified, it is mutually agreed between the parties to this Agreement that the Owner's Representative has the authority to review all work included herein. The Owner's Representative has the authority to stop the work whenever such stoppage may be necessary to insure the proper execution of the contract. The Owner's Representative shall, in all cases, determine the amounts and quantities of the several kinds of work which are to be paid for under the contract documents, and shall determine all questions in relation to said work and the construction thereof, and shall, in all cases, decide every question which may arise relative to the execution of this contract on the part of said Contractor. The decision of the Owner's Representative shall be conclusive in the absence of written objection to same delivered to Owner's Representative within fifteen (15) 2 calendar days of.any decision or direction by Owner's Representative. In the absence of timely written objection i by Contractor, as provided herein, any and all objection or objections shall be deemed waived. 15. SUPERINTENDENCE AND INSPECTION .,� It is agreed by the Contractor that the Owner's Representative shall be and is hereby authorized to appoint from time to time such subordinate engineers, supervisors, or inspectors as the said Owner's Representative may deem proper to inspect the materials furnished and the. work done under this Agreement, and to see that said material is furnished and said work is done in accordance with the specifications therefore. The Contractor shall furnish all reasonable aid and assistance required by the subordinate engineers, supervisors or inspectors for the proper inspection and examination of the work. The Contractor shall regard and obey the directions and instructions of any subordinate engineers, supervisors or inspectors so appointed, when such directions and instructions are consistent with the obligations of this Agreement and accompanying plans and specifications provided, however, should the Contractor object to any orders by any subordinate engineer, supervisor or inspector, the Contractor may within fifteen (15) calendar days make written appeal to the Owner's Representative for its decision. In the absence of timely written objection by Contractor, as provided herein, any and all objection or objections shall be deemed waived. 16. CONTRACTOR'S DUTY AND SUPERINTENDENCE The Contractor shall give personal attention to the faithful prosecution and completion of this contract and shall keep on the work, during its progress, a competent superintendent and any necessary assistants, all satisfactory to Owner's Representative. The superintendent shall represent the Contractor in its absence and all directions given to superintendent shall be binding as if given to the Contractor. It is expressly agreed that adequate supervision by competent and reasonable representatives of the Contractor is essential to the proper performance of the work and lack of such supervision shall be grounds for suspending operations of the Contractor. ' The work, from its commencement to completion, shall be under the exclusive charge and control of the Contractor and all risk in connection therewith shall be borne by the Contractor. .- The Owner or Owner's Representatives shall not be responsible for the acts or omissions of the Contractor, or any subcontractors, or any of Contractor's agents or employees, or any other persons performing any of the work. 17. CONTRACTOR'S UNDERSTANDING It is understood and agreed that the Contractor has, by careful examination, satisfied itself as to the nature and location of the work, the confirmation of the ground, the character, quality and quantity of materials to be ^^ encountered, the character of equipment and facilities needed preliminary to and during the prosecution of the work, and the general and local conditions, and all other matters which in any way affect the work under the contract documents. No oral agreement or conversation with any officer, agent, or employee of the Owner, or Owner's Representative either before or after the execution of this contract, shall affect or modify any of the terms or obligations herein contained. Subject to the rights of Owner as set forth in Paragraph 23 hereof, all modifications and/or amendments to the contract documents, shall be in writing, and executed by Owner's Representative and Contractor. Unless otherwise specified herein, all loss, expense or damage to Contractor arising out of the nature of the work to be done, or from the action of the elements, or from any unforeseen circumstance and the prosecution of the work, shall be sustained and borne by the Contractor at its own cost and expense. 18. CHARACTER OF WORKERS .- The Contractor agrees to employ only orderly and competent workers, skillful in the performance in the type of work required under this contract, to do the work; and agrees that whenever the Owner's Representative shall inform Contractor in writing that any man or men on the work, are, in Owner's Representative's sole opinion, incompetent, unfaithful, disorderly, or otherwise unacceptable to Owner or Owner's Representative, such man or men shall be discharged from the work and shall not again be employed on the work without the Owner's Representative's written consent. ." 3 19. CONSTRUCTION PLANT The Contractor shall provide all labor, tools, equipment, machinery and materials necessary in the prosecution and completion of this contract where it is not otherwise specifically provided that Owner shall furnish same, and it is also understood that Owner shall not be held responsible for the care, preservation, conservation, or protection of any materials, tools, equipment or machinery or any part of the work until it is finally completed and accepted. The building of structures for the housing of men or equipment will be permitted only at such places as the Owner's Representative shall consent or direct, and the sanitary conditions of the grounds in or about such structure shall at all times be maintained in a manner satisfactory to the Owner's Representative. 20. SANITATION Necessary sanitary conveniences for the use of laborers on the work site, properly secluded from public observation, shall be constructed and maintained by the Contractor in such manner and at such points as shall be approved by the Owner's Representative and their use shall be strictly enforced. 21. OBSERVATION AND TESTING The Owner or Owner's Representative shall have the right at all times to observe and test the work. Contractor shall make necessary arrangements and provide proper facilities and access for such observation and testing at any location wherever such work is in preparation or progress. Contractor shall ascertain the scope of any observation that may be contemplated by Owner or Owner's Representative and shall give ample notice as to the time each part of the work will be ready for such observation. Owner or Owner's Representative may reject any such work found to be defective or not in accordance with the contract documents, regardless of the stage of its completion or the time or place of discovery of such errors and regardless of whether Owner's Representative has previously accepted the work through oversight or otherwise. If any such work should be covered without approval or consent of the Owner, it must, if requested by Owner or Owner's Representative, be uncovered for examination at Contractor's expense. In the event that any part of the work is being fabricated or manufactured at a location where it is not convenient for Owner or Owner's Representative to make observations of such work or require testing of said work, then in such event Owner or Owner's Representative may require Contractor to furnish Owner or Owner's Representative certificates of inspection, testing or approval made by persons competent to perform such tasks at the location where that part of the work is being manufactured or fabricated. All such tests will be in accordance with the methods prescribed by the American Society for Testing and Materials or such other applicable organization as may be required by law or the contract documents. ' If any such work which is required to be inspected, tested, or approved is covered up without written approval or consent of the Owner or Owner's Representative, it must, if requested by the Owner or Owner's Representative, be uncovered for observation and testing at the Contractor's expense. The cost of all such inspections, tests and approvals shall be borne by the Contractor unless otherwise provided herein. Any work which fails to meet the requirements of any such tests, inspections or approvals, and any work which meets the requirements of any such tests or approvals but does not meet the requirements of the contract documents shall be considered defective, and shall be corrected at the Contractor's expense. Neither observations by the Owner or Owner's Representative, nor inspections, tests, or approvals made by — Owner, Owner's Representative, or other persons authorized under the contract documents to make such inspections, tests, or approvals shall relieve the Contractor from its obligation to perform the work in accordance with the requirements of the contract documents. 22. DEFECTS AND THEIR REMEDIES It is expressly agreed that if the work or any part thereof, or any material brought on the site of the work for use in the work or selected for the same, shall be deemed by the Owner or Owner's Representative as unsuitable or not in conformity with plans, specifications and/or contract documents, the Contractor shall, after receipt of written notice thereof from the Owner's Representative, forthwith remove such material and rebuild or otherwise remedy such work so that it shall be in full accordance with the contract documents. It, is further agreed that any remedial action contemplated as hereinabove set forth shall be at Contractor's expense. A 23. CHANGES ANDALTERATIONS ^� The Contractor further agrees that the Owner may make such changes and alterations as the Owner may see fit, in the line, grade, form dimensions, plans or materials for the work herein contemplated, or any part thereof, either before or after the beginning of the construction, without affecting the validity of this contract and the accompanying bond. If such changes or alterations diminish the quantity of the work to be done, they shall not constitute the basis for a claim for damages, or anticipated profits on the work that may be dispensed with. If they increase the amount of work, and the increased work can fairly be classified under the specifications, such increase shall be paid according to the quantity actually done and at the unit price established for such work under this contract; otherwise such additional work shall be paid for as provided under Extra Work. In case the Owner shall make such changes or alterations as shall make useless any work already done or material already furnished or used in said work, then the Owner shall recompense the Contractor for any material or labor so used, and for actual expenses incurred in preparation for the work as originally planned. 24. EXTRA WORK The term "extra work" as used in this contract shall be understood to mean and include all work that may be required by the Owner or Owner's Representative to be done by the Contractor to accomplish any change, alteration or addition to the work as shown on the plans and specifications or contract documents and not covered by Contractor's bid, except as provided under Changes and Alterations herein: It is agreed that the Contractor shall perform all extra work under the direction of the Owner's Representative when presented with a written work order signed by the Owner's Representative; subject, however, to the right of the Contractor to require written confirmation of such extra work order by the Owner. It is also agreed that the compensation to be paid to the Contractor for performing said extra work shall be determined by the following methods: Method (A) - By agreed unit prices; or Method (B) - By agreed lump sum; or Method (C) - If neither Method (A) or Method (B) be agreed upon before the extra work is commenced, then the Contractor shall be paid the lesser of the following: (1) actual field cost of the extra work, plus fifteen (15%) percent; or (2) the amount that would have been charged by a reasonable and prudent Contractor as a reasonable and necessary cost for performance of the extra work. In the event said extra work be performed and paid for under Method (C)(1), then the provisions of this paragraph shall apply and the "actual field cost" is hereby defined to include the cost of all workmen, such as foremen, timekeepers, mechanics and laborers, materials, supplies, teams, trucks, rentals on machinery and equipment, for the time actually employed or used on such extra work, plus actual transportation charges necessarily incurred, together with all expenses incurred directly on account of such extra work, including Social Security, Old Age Benefits, Maintenance Bonds, Public Liability and Property Damage and Workers' Compensation and all other insurances as may be required by law or ordinances or directed by the Owner or Owner's Representative, or by them agreed to. Owner's Representative may direct the form in which accounts of the actual field cost shall be kept and records of these accounts shall be made available to the Owner's Representative. The Owner's Representative may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used; otherwise, these matters shall be determined by the Contractor. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using 100%, unless otherwise specified, of the latest Schedule of Equipment and Ownership Expenses adopted by the Associated General Contractors of America. Where practical, the terms and prices for the use of machinery and equipment shall be incorporated in the written extra work order. The fifteen percent (15%) of the actual field cost to be paid to Contractor shall cover and compensate Contractor for its profit, overhead, general superintendence and field office expense, and all other elements of cost and expense not embraced within the actual field cost as herein defined, save that where the Contractor's Camp or Field Office must be maintained primarily on account of such Extra Work, then the cost to maintain and operate the same shall be included in the "actual field cost." .x 5 No claim for extra work of any kind will be allowed unless ordered in writing by Owner's Representative. In case any orders or instructions appear to the Contractor to involve extra work for which Contractor should receive compensation or an adjustment in the construction time, Contractor shall prior to commencement of such extra work, make written request to the Owner's Representative for a written order authorizing such extra work. Should a difference of opinion arise as to what does or does not constitute extra work or as to the payment therefore, and the Owner's Representative insists upon its performance, the Contractor shall proceed with the work after making written request for written order and shall keep adequate and accurate account of the actual field cost thereof, as provided under Method (C)(1). If Contractor does not notify Owner's Representative before the commencement of any extra work, any claim for payment due to alleged extra work shall be deemed waived. 25. DISCREPANCIES AND OMISSIONS It is further agreed that it is the intent of the contract documents that all work described in the bid, the specifications, plans and other contract documents, is to be done for the prices quoted by the Contractor and that such price shall include all appurtenances necessary to complete the work in accordance with the intent of these contract documents as interpreted by Owner's Representative. Notices of any discrepancies or omissions in these plans, specifications, or contract documents, shall be given to the Owners' Representative and a clarification obtained before the bids are received, and if no such notice is received by the Owner's Representative prior to the opening of bids, then it shall be deemed that the Contractor fully understands the work to be included and has provided sufficient sums in its bid to complete the work in accordance with these plans and specifications. If Contractor does not,notify Owner's Representative before bidding of any discrepancies or omissions, then it shall be deemed for all purposes that the plans and specifications are sufficient and adequate for completion of the project. It is further agreed that any request for clarification must be submitted no later than five (5) calendar days prior to the opening of bids. 26. RIGHT OF OWNER TO MODIFY METHODS AND EQUIPMENT If at any time the methods or equipment used by the Contractor are found to be inadequate to secure the quality of work with the rate of progress required under this contract, the Owner or Owner's Representative may order the Contractor in writing to increase their safety or improve their character and efficiency and the Contractor shall —� comply with such order. If, at any time, the working force of the Contractor is inadequate for securing the progress herein specified, the Contractor shall, if so ordered in writing, increase its force or equipment, or both, to such an extent as to give reasonable assurance of compliance with the schedule of progress. 27. PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THE PUBLIC AND GENERAL INDEMNITY The Contractor shall take out and procure a policy or policies of Workers' Compensation Insurance with an insurance company licensed to transact business in the State of Texas, which policy shall comply with the Workers' Compensation laws of the State of Texas. The „Contractor shall at all times exercise reasonable precaution for the safety of employees and others on or near the work and shall comply with all applicable provisions of federal, state and municipal laws and building and construction codes. All machinery and equipment and other physical hazards shall be guarded in accordance with the "Manual of Accident Prevention in Construction" of Associated General Contractors of America, except where incompatible with federal, state or municipal laws or regulations. The Contractor, its sureties and insurance carriers shall defend, indemnify and hold harmless the Owner and all of its officers, agents and employees against any all losses, costs, damages, expenses, liabilities, claims and/or causes of action, whether known or unknown, fixed, actual, accrued or contingent, liquidated or unliquidated, including, but not limited to, attorneys' fees and expenses, in connection with, incident to, related to, or arising out of, the Contractor's or any subcontractor's, agent's or employee's, in any manner whatsoever, omission, execution and/or supervision of this contract, and the project which is the subject matter of this contract. The safety precautions taken shall be the sole responsibility of the Contractor, in its sole discretion as an Independent Contractor; inclusion of this paragraph in the Agreement, as well as any notice which may be given by the Owners or the Owner's Representative concerning omissions under this paragraph as the work progresses, are intended as reminders to the Contractor of its duty and shall not be construed as any assumption of duty to l supervise safety precautions by either the Contractor or any of its subcontractors. 28. CONTRACTOR'S INSURANCE The Contractor shall not commence work under this contract until he has obtained all insurance as required in the General Conditions of the contract documents, from an underwriter authorized to do business in the State of Texas and satisfactory to the City. Proof of coverage shall be furnished to the City and written notice of cancellation or any material change will be provided ten (10) calendar days in advance of cancellation or change. All policies of insurance, required herein, including policies of insurance required to be provided by Contractor and its subcontractors, shall contain a waiver of any and all of the insurer's or payor's, in the event of self-insurance, rights to subrogation that any such insurer or payor, in the event of self-insurance, may acquire by virtue of payment of any loss under such insurance or self-insurance. All certificates of insurance submitted to the City in conformity with the provisions hereof shall establish such waiver.. The Contractor shall procure and carry at its sole cost and expense through the life of this contract, insurance protection as hereinafter specified. Coverage in excess of that specified herein also shall be acceptable. Such insurance shall be carried with an insurance company authorized to transact business in the State of Texas and shall cover all operations in connection with this contract, whether performed by the Contractor or a subcontractor, or separate policies shall be provided covering the operation of each subcontractor. A certificate of insurance specifying each and all coverages shall be submitted prior to contract execution. The insurance certificates furnished shall name the City as an additional insured, or in the alternative, shall be accompanied by a statement from the Contractor to the effect that no work on this particular project shall be subcontracted. It shall be the contractors responsibility to provide to the owner all proof of coverage insurance documents including workers compensation coverage for each subcontractor. A. General Liability Insurance The contractor shall have Comprehensive General Liability Insurance with limits of $2.000,000.00 Combined Single Limit in the aggregate and per occurrence to include: Premises and Operations Explosion & Collapse Hazard Underground Damage Hazard Products & Completed Operations Hazard Contractual Liability Independent Contractors Coverage Personal Injury Advertising Injury B. Owner's and Contractor's Protective Liability Insurance. For bodily injuries, including accidental death and or property damage, $500,000.00 Combined Single Limit. This policy shall be submitted prior to contract execution. C. Comprehensive Automobile Liability Insurance The Contractor shall have Comprehensive Automobile Liability Insurance with limits of not less than; Bodily Injury/Property Damage, $1,000,000.00 Combined Single Limit, to include all owned and nonowned cars including: Employers Nonownership Liability Hired and Nonowned Vehicles. The City is to be named as an additional insured on this policy for this specific job and copy of the endorsement doing so is to be attached to the Certificate of Insurance. D. Builder's Risk Insurance/Installation Floater Insurance. The Contractor shall obtain a Builder's Risk policy in the amount of 0% of the total contract price (100% of potential loss) naming the City of Lubbock as insured. E. Umbrella Liability Insurance The Contractor shall have Umbrella Liability Insurance in the amount of $3,000,000.00 on all contracts with coverage to correspond with Comprehensive, General Liability and Comprehensive Automobile Liability coverages. F. Worker's Compensation and Employers Liability Insurance Worker's Compensation Insurance covering all employees whether employed by the Contractor or any Subcontractor on the job with Employers Liability of at least $500,000.00. 1. Definitions: Certificate of coverage ("certificate") - A copy of a certificate of insurance, a certificate of authority to self -insure issued .by the commission, or a coverage agreement (TWCC-81, TWCC-82, TWCC- 83, or TWCC-84), showing statutory workers' compensation insurance coverage for the person's or entity's employees providing services on a project, for the duration of the project. _ Duration of the project - includes the time from the beginning of the work on the project until the Contractor's/person's work on the project has been completed and accepted by the governmental entity. Persons providing services on the project ("subcontractor in Section 406.096, Texas Labor Code) - includes all persons or entities performing all or part of the services the Contractor has undertaken to perform on the project, regardless of whether that person contracted directly with the Contractor and regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors, leasing companies, motor carriers, owner - operators, employees of any such entity, or employees of any entity which furnishes persons to provide services on the project. "Services" include, without limitation, providing, hauling, or delivering equipment or materials, or providing labor, transportation, or other service related to a project. "Services" does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets. 2. The Contractor shall provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Section 401.011(44) for all employees of the contractor providing services on the project, for the duration of the project. 3. The Contractor must provide a certificate of coverage to the governmental entity prior to being awarded the contract. 4. If the coverage period shown on the Contractor's current certificate of coverage ends during the duration of the project, the Contractor must, prior to the end of the coverage period, file a new certificate of coverage with the governmental entity showing that coverage has been extended. 5. The Contractor shall obtain from each person providing services on the project, and provide to the governmental entity: (a) a certificate of coverage, prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and (b) no later than seven days after receipt by the Contractor, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project. 6 The Contractor shall retain all required certificates of coverage for the duration of the project and for one year thereafter. 7. The Contractor shall notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the Contractor knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project. 8. The Contractor shall post on each project site a notice, in the text, form and manner prescribed by the Texas Workers' Compensation Commission, informing all persons providing services on the PM project that they are required to be covered, and stating how a person may verify coverage and report lack of coverage. 9. The Contractor shall contractually require each person with whom it contracts to provide services on the project, to: (a) provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Section 401.011(44) for all of its employees providing services on the project, for the duration of the project; (b) provide to the Contractor, prior to that person beginning work on the project, a certificate of coverage showing that coverage is being provided for all employees of the person providing services on the project, for the duration of the project; (c) provide the Contractor, prior to the end of `the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (d) obtain from each other person with whom it contracts, and provide to the Contractor: (1) a certificate of coverage, prior to the other person beginning work on the project; and �. (2) a new certificate of coverage showing extension of coverage, prior to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (e) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (f) notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; and ^• (g) contractually require each person with whom it contracts to perform as required by paragraphs (a) - (g), with the certificates of coverage to be provided to the person for whom they are providing services. ' 10. By signing this contract or providing or causing to be provided a certificate of coverage, the Contractor is representing to the governmental entity that all employees of the Contractor who will provide services on the project will be covered by worker's compensation coverage for the duration of the project, that the coverage will be based on proper reporting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance carrier or, in the case of a self-insured, with the commission's Division of Self -Insurance Regulation. Providing false or misleading information may subject the Contractor to administrative penalties, criminal penalties, civil penalties, or other civil actions. .. 9 11. The Contractor's failure to comply with any of these provisions is a breach of contract by the Contractor which entitles the governmental entity to declare the contract void if the Contractor does not remedy the breach within ten days after receipt of notice of breach from the governmental entity. G. Proof of Coverage Before work on this contract is commenced, each Contractor and subcontractor shall submit to the Owner for approval five Certificates of Insurance covering each insurance policy carried and offered as evidence of compliance with the above insurance requirements, signed by an authorized representative of the insurance company setting forth: (1) The name and address of the insured. (2) The location of the operations to which the insurance applies. (3) The name of the policy and type or types of insurance in force thereunder on the date borne by such certificate. -- (4) The expiration date of the policy and the limit or limits of liability thereunder on the date borne by such certificate. (5) A provision that the policy may be canceled only by mailing written notice to the named insured at -' the address shown in the bid specifications. (6) A provision that written notice shall be given to the City ten days prior to any change in or cancellation of the policies shown on the certificate. (7) The certificate or certificates shall be on the form (or identical copies thereof) contained in the job specifications. No substitute of nor amendment thereto will be acceptable. (8) If policy limits are paid, new policy must be secured for new coverage to complete project. (9) A Contractor shall: (a) provide coverage for its employees providing services on a project, for the duration of the project based on proper reporting of classification codes and payroll amounts and filling of any coverage agreements; — (b) provide a certificate of coverage showing workers' compensation coverage to the governmental entity prior to beginning work on the project; (c) provide the governmental entity, prior to the end of the coverage period, a new certificate's of coverage showing extension of coverage, if the coverage period shown on the Contractor's current certificate of coverage ends during the duration of the project; (d) obtain from each person providing services on a project, and provide to the governmental entity: (i) a certificate of coverage, prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and (ii) no later than seven days after receipt by the Contractor, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (e) retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (f) notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the Contractor knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; -y 10 (g) post a notice on each project site informing all persons providing services on the project that they are required to be covered, and stating how a person may verify current !^ coverage and report failure to provide coverage. This notice does not satisfy other posting requirements imposed by the Texas Worker's Compensation Act or other commission rules. This notice must be printed with a title in at least 30 point bold type and text in at least 19 point normal type, and shall be in both English and Spanish and any other language common to the worker population. The text for the notices shall be the following text provided by the commission on the sample notice, without any additional words or changes: REQUIRED WORKERS' COMPENSATION COVERAGE "The law requires that each person working on this site or providing services related to this construction project must be covered by workers' compensation insurance. This includes persons providing, hauling, or delivering equipment or materials, or providing labor or transportation or other service related to the project, regardless of the identity of their employer or status as an employee." "Cal! the Texas Workers' Compensation Commission at 512/440-3789 to receive information of the legal requirements for coverage, to verify whether your employer has provided the required coverage, or to report an employer's failure to provide coverage," and (h) contractually require each person with whom it contracts to provide services on a project, to: (i) provide coverage based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements for all of its employees providing services on the project, for the duration of the project; (ii) provide a certificate of coverage to the Contractor prior to that person beginning work on the project; (iii) include in all contracts to provide services on the project the following language: "By signing this contract or providing or causing to be provided a certificate of coverage, the person signing this contract is representing to the governmental entity that all employees of the person signing this contract who will provide services on the project will be covered by workers' compensation coverage for the duration of the project, that the coverage will be based on proper reprinting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance carrier or, in the case of 'a self-insured, with the commission's Division of Self-insurance Regulation. r Providing false or misleading information may subject the Contractor to administrative penalties, criminal penalties, civil penalties, or other civil actions."; (iv) provide the Contractor, prior to the end of the coverage period, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (v) obtain from each other person with whom it contracts, and provide to the Contractor: (1) a certificate of coverage, prior to the other person beginning work on the project; and (2) prior to the end of the coverage period, a new certificate of coverage showing extension of the coverage period, if the coverage period shown •, 11 on the current certificate of coverage ends during the duration of the project; (vi) retain all required certificates of coverage on file for the duration of the project and for one year thereafter, (vii) notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; and (viii) contractually require each other person with whom it contracts, to perform as required by paragraphs (i) -(viii), with the certificate of coverage to be provided to the person for whom they are providing services. 29. DISABLED EMPLOYEES Contractors having more than fifteen (15) employees agree to comply with the Americans with Disabilities Act of 1990, and agree not to discriminate against a qualified individual with a disability because of the disability of such individual in regard to job application procedures, the hiring, advancement, or discharge of employees, employee compensation, job training, and other terms, conditions, and privileges of employment. 30. PROTECTION AGAINST CLAIMS OF SUBCONTRACTORS, LABORERS, MATERIALMEN, AND FURNISHERS OF MACHINERY EQUIPMENT AND SUPPLIES Without limiting, in any way, manner or form, the indemnity provided by Contractor in paragraph 27 hereof, the Contractor agrees that it will indemnify and save the Owner and all of its officers, agents and employees, harmless against any and all claims, liabilities, losses, damages, expenses and causes of action arising out of, in any way, manner or form, the demands of subcontractors, laborers, workmen, mechanics, materialmen and furnishers of machinery and parts thereof, equipment, power tools, and supplies, incurred in the performance of this contract and the project which is the subject matter of this contract. When Owner so desires, the Contractor shall furnish satisfactory evidence that all obligations of the nature hereinabove designated have been paid, discharged or waived. If during the progress of the work, Contractor shall allow any indebtedness to accrue for work furnished by any of those designated in the preceding paragraph and shall fail to pay and discharge any such indebtedness within five (5) days after demand is made, then Owner may, during the period for which such indebtedness shall remain unpaid, in addition to any statutory retainage rights it may have, withhold from the unpaid portion of this contract, a sum equal to the amount of such unpaid indebtedness or may apply the sum so withheld to discharge any such , indebtedness. 31. PROTECTION AGAINST ROYALTIES OR PATENT INVENTION The Contractor shall pay all royalties and license fees, and shall provide for the use of any design, device, material or process covered by letters patent or copyright by suitable legal agreement with the Patentee or owner thereof. Without limiting, in any way, manner or form, the indemnity provided by Contractor in paragraph 27 hereof, the Contractor shall defend all suits or claims for infringement of any patent or copyrights and shall indemnify and save the Owner, and all of its officers, agents and employees harmless from any loss on account thereof, except that Owner shall defend all such suits and claims and shall be responsible for all such loss when a particular design, device, material or process or the product of a particular manufacturer or manufacturers is specified or required in these contract documents by Owner; provided, however, if choice of alternate design, device, material or process is allowed to the Contractor, then Contractor shall indemnify and save Owner, and all of its officers, agents and employees harmless from any loss on account thereof. Notwithstanding anything herein to the contrary, if the material or process specified or required by Owner and/or this contract is an infringement, the Contractor shall be responsible for such loss unless it gives written notice of such infringement to the Owner's Representative prior to bidding. 32. LAWS AND ORDINANCES 12 W The Contractor shall at all times observe and comply with all federal, state and local laws, ordinances and f regulations, which in any manner affect the contract or the work, and without limiting, in any way, manner or form, the indemnity provided by Contractor in paragraph 27 hereof, Contractor shall indemnify and save harmless the Owner, and all of its officers, agents, and employees against any claims arising from the violation of any such laws, ordinances, and regulations, whether by the Contractor, its employees, or subcontractors. If the Contractor observes that the plans and specifications are at variance therewith, he shall notify the Owner's Representative in writing prior to bidding and any necessary changes shall be adjusted as provided in the contract for changes in the work. In the absence of timely written notification to Owner's Representative of such variance or variances within said time, any objection and/or assertion that the plans and specifications are at variance with any federal, state or local laws, ordinances or regulations shall be deemed waived. If the Contractor, its employees or subcontractors perform any work contrary to such laws, ordinances, rules and regulations, and without such notice to the Owner's Representative, Contractor shall bear all costs arising therefrom. The Owner is a municipal corporation of the State of Texas and the law from which it derives its powers, insofar as the same regulates the objects for which, or the manner in which, or the conditions under which the Owner may enter into contracts, shall be controlling, and shall be considered as part of this contract to the same effect as though embodied herein. 33. SUBCONTRACTING r The Contractor agrees that it will retain personal control and will give its personal attention to the fulfillment of this contract. The Contractor further agrees that subletting of any portion or feature of the work, or materials required in the performance of this contract, shall not relieve the Contractor from its full obligations to the Owner, as provided by the contract documents. 34. TIME FOR SUBSTANTIAL COMPLETION AND LIQUIDATED DAMAGES A, Itis hereby understood and mutually agreed by and between the Contractor and the Owner, that the date of beginning and time for completion as specified in the contract documents, of work to be done hereunder are essential conditions of this contract; and it is further mutually understood and agreed that the work embraced in '= this contract shall be commenced as provided in the contract documents. If the Contractor should neglect, fail, or refuse to substantially complete the work within the time herein specified, then the Contractor does hereby agree as part of the consideration for the awarding of this contract, the Owner may withhold permanently from Contractor's total compensation, the sum of $3,500.00 (THREE THOUSAND FIVE HUNDRED DOLLARS) PER DAY, not as a penalty, but as liquidated damages for the breach of the contract as herein set forth for each and every working day that the Contractor shall be in default after the time stipulated for substantially completing the work. It is expressly understood and agreed, by and between Contractor and the Owner, that the time for the substantial completion of the work described herein is reasonable time for the completion of the same, taking into consideration the average climatic range and conditions and usual industrial conditions prevailing in this locality. The amount is fixed and agreed upon by and between the Contractor and the Owner because the actual damages the Owner would sustain in such event would be difficult and/or impossible to estimate, however, the amount �-* agreed upon herein is a reasonable forecast of the amount necessary to render just compensation to Owner, and is expressly agreed to be not disproportionate to actual damages as measured at time of breach. IT IS FURTHER AGREED AND UNDERSTOOD BETWEEN THE CONTRACTOR AND OWNER THAT TIME IS OF THE ESSENCE OF THIS CONTRACT. 35. TIME AND ORDER OF COMPLETION It is the meaning and intent of this contract, unless otherwise herein specifically provided, that the Contractor shall be allowed to prosecute its work at such time and sessions, in such order of precedence, and in such manner as shall be most conductive to economy of construction; provided, however, that the order and time of prosecution shall be such that the work shall be substantially completed as a whole and in part, in accordance with this contract, the plans and specifications, and within the time of completion designated in the bid; provided, also, that when the Owner is having other work done, either by contract or by its own force, the Owner's Representative may ..««� 13 direct the time and manner of constructing work done under this contract so that conflicts will be avoided and the i construction of the various works being done for the Owner shall, be harmonized. The Contractor shall submit, at such times as may reasonably be requested by the Owner's Representative, schedules which shall show the order in which the Contractor intends to carry on the work, with dates at which the Contractor will start the several parts of the work and estimated dates of completion of the several parts. 36. TIME OF PERFORMANCE The Contractor agrees that it has submitted its bid in full recognition of the time required for the completion of this project, taking into consideration the average climatic range and industrial conditions prevailing in this locality, and has considered the liquidated damage provisions of paragraph 34 hereinabove set forth and expressly agrees that it shall not be entitled to, nor will it request, an extension of time on this contract, except when its work has been delayed by an act or neglect of the Owner, Owner's Representative, employees of the Owner or other contractors employed by the Owner, or by changes ordered in the work, or by strike, walkouts, acts of God or the public enemy, fire or flood. Any request for extension shall be in writing with the written request for same setting forth all justifications, in detail, for the request, and submitted to Owner's Representative within twenty (20) calendar days _ of the occurrence of the event causing said delay. A failure by Owner's Representative to affirmatively grant the extension no later than twenty (20) calendar days of written submission by Contractor shall be deemed a denial, and final. Further, in the absence of timely written notification of such delay and request for extension, as provided herein, any request for extension by Contractor shall be deemed waived. 37. HINDRANCE AND DELAYS ,-� In executing the contract, the Contractor agrees that in undertaking to complete the work within the time herein fixed, Contractor has taken into consideration and made allowances for all, hindrances and delays incident to such work, whether growing out of delays due to unusual and unanticipated circumstances, difficulties or delays in securing material or workmen, or any other cause or occurrence. No charge shall be made by the Contractor for hindrance or delays from any cause during the progress of any part of the work embraced in this contract except where the work is stopped by order of the Owner or Owner's Representative for the Owner's convenience, in which event, such expense as in the sole judgment of the Owner's Representative that is caused by such stoppage shall be paid by Owner to Contractor. 38. QUANTITIES AND MEASUREMENTS No extra or customary measurements of any kind will be allowed, but the actual measured or computed length, area, solid contents, number and weight only shall be considered, unless otherwise specifically provided. In the event this contract is let on a unit price basis, then Owner and Contractor agree that this contract, including the specifications, plans and other contract documents are intended to show clearly all work to be done and material to be furnished hereunder.. Where the estimated quantities are shown, and only when same are expressly stated to be estimates, for the various classes of work to be done and material to be furnished under this contract, they are approximate and are to be used only as a basis for estimating the probable cost of the work and for comparing their bids offered for the work. In the event the amount of work. to be done and materials to be furnished are expressly stated to be estimated, and only when same are expressly stated to be estimated, it is understood and agreed that the actual amount of work to be done and the materials to.be furnished under this contract may differ somewhat from these estimates, and that where the basis for payment under this contract is the unit price method, payment shall be for the actual amount of work done and materials furnished on the project. 39. PROTECTION OF ADJOINING PROPERTY The Contractor shall take proper means to protect the adjacent or adjoining property or properties in any way encountered, which may be injured or seriously affected by any process of construction to be undertaken under this agreement, from any damage or injury by reason of said process of construction; and Contractor shall be liable for any and all claims for such damage on account of his failure to fully protect all adjacent property. Without limiting, in any way, manner and form, the indemnity provided by Contractor in paragraph 27 hereof, the Contractor agrees to indemnify, save and hold harmless the Owner, and any of its officers, agents and employees, against any and all claims or damages due to any injury to any adjacent or adjoining property, related to arising from or growing out of the performance of this contract. 14 40. PRICE FOR WORK In consideration of the furnishing of all necessary labor, equipment and material and the completion of all work by the Contractor, and on the delivery of all materials embraced in this contract in full conformity with the specifications and stipulations herein contained, the Owner agrees to pay the Contractor the price set forth in the bid proposal attached hereto, which has been made a part of this contract, and the Contractor hereby agrees to receive such price in full for furnishing all materials and all labor required for the aforesaid work, also, for all expenses incurred by Contractor and for well and truly performing the same and the whole thereof in the manner and according to this agreement, the attached specifications, plans, contract documents and requirements of Owner's Representative. 41. PAYMENTS No payments made or certificates given shall be considered as conclusive evidence of the performance of the contract, either wholly or in part, nor shall any certificate or payment be considered as acceptance of defective work. Contractor shall at any time requested during the progress of the work furnish the Owner or Owner's Representative with a verifying certificate showing the Contractor's total outstanding indebtedness in connection with the work. Before final payment is made, Contractor shall satisfy Owner, by affidavit or otherwise, that there are no outstanding liens against Owner's premises by reason of any work under the contract. Acceptance by Contractor of final payment of the contract price shall constitute a waiver of all claims against Owner, Owner's agents and employees, which have not theretofore been timely filed as provided in this contract. 42. PARTIAL PAYMENTS On or before the tenth day of each month, the Contractor shall submit to Owner's Representative an application for partial payment or, if the Contractor does not submit such application, the Owner's Representative shall determine the amount to be partially paid. Owner's Representative shall review said application for partial payment if submitted, and the progress of the work made by the Contractor and if found to be in order, shall prepare a certificate for partial payment showing as completely as practical the total value of the work done by the Contractor up to and including the last day of the preceding month. The determination of the partial payment by the Owner's Representative shall be in accordance with Paragraph 14 hereof. The Owner shall then pay the Contractor on or before the fifteenth day of the current month the total amount of the Owner's Representative's Certificate of Partial Payment, less 5% of the amount thereof, which 5% shall be retained until final payment, and further, less all previous payments and all further sums that may be retained by Owner under the terms of the contract documents. Any partial payment made hereunder shall not constitute a waiver by the Owner of any and all other rights to enforce the express terms of the contract documents, and all remedies provided therein, as to any and all work performed, to be performed and/or materials delivered hereunder, including, but limited to, work to which said partial payment is attributable. 43. SUBSTANTIAL COMPLETION ate+ Contractor shall give Owner's Representative written notice of substantial completion. Within thirty-one (31) working days after the Contractor has given the Owner's Representative written notice that the work has been substantially completed, the Owner's Representative and/or the Owner shall inspect the work and within said time, if the work be found to be substantially completed in accordance with the contract documents, the Owner's Representative shall issue to the Owner and Contractor a certificate of substantial completion. Notwithstanding the issuance of a certificate of substantial completion, Contractor shall proceed with diligence to finally complete the work within the time provided in this contract. 44. FINAL COMPLETION AND PAYMENT The Contractor shall give written notice to Owner's Representative of final completion. Upon written notice of final completion, the Owner's Representative shall proceed to make final measurement to determine whether final completion has occurred. If the Owner's Representative determines final completion has occurred, Owner's Representative shall so certify to the Owner. Upon certification by Owner's Representative of final completion, `.�' 15 Owner shall pay to the Contractor on or before the 31 st working day after the date of certification of final a completion, the balance due Contractor under the terms of this agreement. Neither the certification of final completion nor the final payment, nor any provisions in the contract documents shall relieve the Contractor of the obligation for fulfillment of any warranty which may be required in the contract documents and/or any warranty or warranties implied by law or otherwise. 45. CORRECTION OF WORK Contractor shall promptly remove from Owner's premises all materials condemned by the Owner's Representative on account of failure to conform to the contract documents, whether actually incorporated in the work or not, and Contractor shall at its own expense promptly replace such condemned materials with other materials conforming to the requirements of the contract documents. Contractor shall also bear the expense of restoring all work of other contractors damaged by any such removal or replacement. If Contractor does not remove and replace any such condemned work within a reasonable time after a written notice by the Owner or the Owner's Representative, Owner may remove and replace it at Contractor's expense. Neither the final payment, nor certification of final completion or substantial completion, nor any provision in the contract documents shall relieve the Contractor of responsibility for faulty materials or workmanship, and Contractor shall remedy any defects due thereto and pay for any damage to other work resulting therefrom, which shall appear within a period of one (1) year from the date of certification of final completion by Owner's Representative. 46. PAYMENT WITHHELD The Owner or Owner's Representative may, on account of subsequently discovered evidence, withhold or nullify the whole or part of any certification to such extent as may be necessary to protect itself from loss on account of: (a) Defective work not remedied and/or work not performed. (b) Claims filed or reasonable evidence indicating possible filing of claims. (c) Failure of the Contractor to make payments promptly to subcontractors or for materials or labor. (d) Damage to another contractor. When the above grounds are removed, or the Contractor provides a surety bond satisfactory to the Owner, in the amount withheld, payment shall be made for amounts withheld because of them. 47. CLAIM OR DISPUTE It is further agreed by both parties hereto that all questions of dispute or adjustment presented by the Contractor -- shall be in writing and filed with the Owner's Representative within fifteen (15) calendar days after the Owner's Representative has given any direction, order or instruction to which the Contractor desires to take exception. Timely written notice of dispute as provided in this contract of any decision by Owner's Representative or Owner shall be a condition precedent to the bringing and/or assertion of any action or claim by Contractor of any right under this Contract. If the matters set forth in the notice of dispute are not granted or otherwise responded to by Owner's Representative within fifteen (15) calendar days of receipt of notice of dispute by Owner's Representative, said objections shall be deemed denied. Any decision by the Owner's Representative, or deemed denial by the Owner's Representative, shall be final and conclusive in the absence of fraud. It is further agreed that the acceptance by the Contractor of the final payment shall be a bar to any and all claims of the Contractor, and constitute a waiver of the right to assert any claim against Owner, Owner's agents and employees and Owner's Representative, by Contractor. 48. NON-COMPLIANCE AND/OR ABANDONMENT BY CONTRACTOR In case the Contractor should (1) abandon and fail or refuse to resume work within fifteen (15) calendar days after written notification from the Owner or the Owner's Representative, or (2) if the Contractor fails to comply with the written orders of the Owner's Representative, when such orders are consistent with this contract, then the Surety on the bond shall be notified in writing and directed to complete the work and a copy of said notice shall be delivered to the Contractor. In the event a bond is not required by law, or otherwise obtained by the Contractor, no further notice of such non-compliance to Contractor shall be required. 16 �. PIK After receiving said notice of abandonment or non-compliance , the Contractor shall not remove from the work any i machinery, equipment, tools, materials or supplies then on the job, but the same, together with any materials and equipment under the contract for work, may be held for use on the work by the Owner or the Surety of the Contractor, or another contractor, in completion of the work; and the Contractor shall not receive any rental or credit therefore (except when used in connection with Extra Work, where credit shall be allowed as provided for under paragraph 24 of this contract); it being understood that the use of such equipment and materials will ultimately reduce the cost to complete the work and be reflected in the final settlement. In the event the Contractor, or Surety, whichever is applicable, should fail to commence compliance with the notice M- hereinbefore provided within ten (10) calendar days after service of such notice, and/or shall fail to proceed with diligence to complete the project as contemplated and in compliance with all terms and provisions of the contract documents, then the Owner may exercise any and all remedies available to it pursuant to law, contract, equity or otherwise, including, but not limited to, providing for completion of the work in either of the following elective manners: (a) The Owner may employ such force of men and use of machinery, equipment, tools, materials and .� supplies as said Owner may deem necessary to complete the work and charge the expense of such labor, machinery, equipment, tools, materials and supplies to said Contractor, and the expense so charged shall be deducted and paid by the Owner out of such moneys as may be due, or that may thereafter at any time become due to the Contractor under and by virtue of this Agreement. In case such expense is less than the sum which would have been payable under this contract, if the same had been completed by the Contractor, then said Contractor shall receive the difference. In case such expense is greater than the sum which would have been payable under this contract, if the same had been completed by said �. Contractor, then the Contractor and/or its Surety shall pay the amount of such excess to the Owner; or (b) The Owner, under sealed bids, after notice published as required by law, at least twice in a newspaper having a general circulation in the County of location of the work, may let the contract for the completion of the work under substantially the same terms and conditions which are provided in this contract. In case of any increase in cost to the Owner under the new contract as compared to what would have been the cost under this contract, such increase shall be charged to the Contractor and the Surety shall be and remain r bound therefore. Should the cost to complete any such new contract prove to be less than that which would have been the cost to complete the work under this contract, the Contractor or his Surety shall be credited therewith. In the event the Owner's Representative elects to complete the work, as described above, when the work shall have been finally completed, the Contractor and his Surety shall be so notified and certification of completion as provided in paragraph 44 hereinabove set forth, shall be issued. A complete itemized statement of the contract accounts, certified to by Owner's Representative as being correct shall then be prepared and delivered to Contractor and his Surety, if applicable, whereon the Contractor or his Surety, or the Owner as the case may be, shall pay the balance due as reflected by said statement within 30 days after the date of certification of completion. In the event the statement of accounts shows that the cost to complete the work is less than that which would have been the cost to the Owner had the work been completed by the Contractor under the terms of this contract, or when the Contractor and/or his Surety, if applicable, shall pay the balance shown to be due by them to the Owner, then all machinery, equipment, tools, materials or supplies left on the site of the work shall be turned over to the Contractor and/or his Surety, if applicable. Should the cost to complete the work exceed the contract price, and the Contractor and/or his Surety, if applicable, fail to pay the amount due the Owner within the time designated hereinabove, and there remains any machinery, equipment, tools, materials or supplies on the site of the work, notice thereof, together with an itemized list of such equipment and materials shall be mailed to the Contractor and his Surety, if applicable, at the respective addresses designated in this contract; provided, however, that actual written notice given in any manner will satisfy this condition. After mailing, or other giving of such notice, such property shall be held at the risk of the Contractor and his Surety, if applicable, subject only to the duty of the Owner to exercise ordinary care to protect such property. After fifteen (15) calendar days from the date of said notice the Owner may sell such machinery, equipment, tools, materials or supplies and apply the net sum derived from such sale to the credit of the Contractor and his Surety, if applicable. Such sale maybe made at either public or private sale, with or without notice, as the Owner may elect. The Owner shall release any machinery, equipment, tools, materials, or supplies that remain on the jobsite and belong to persons other than the Contractor or his Surety, if applicable, to their proper owners. 17 The remedies provided to Owner by law, equity, contract, or otherwise, shall be cumulative, to the extent permitted by law. It is expressly agreed and understood that the exercise by Owner of the remedies provided in this paragraph shall not constitute an election of remedies on the part of Owner, and Owner, irrespective of its exercise of remedies hereunder, shall be entitled to exercise concurrently or otherwise, any and all other remedies available to it, by law, equity, contract or otherwise, including but not limited to, Liquidated damages, as provided in paragraph 34, hereinabove set forth. 49. LIMITATION ON CONTRACTOR'S REMEDY The remedies of Contractor hereunder shall_be limited to, and Owner shall be liable only for, work actually _ performed by Contractor and/or its subcontractors as set forth in the contract documents, and Owner shall not be liable for any consequential, punitive or indirect loss or damage that Contractor may suffer in connection with the project which is the subject matter of this contract. 50. BONDS The successful bidder will be required to furnish a performance bond in accordance with Chapter 2253, Government Code, in the amount of 100% of the total contract price in the event that said contract price exceeds $100,000 and the successful bidder will -be -required to furnish a payment bond in accordance with Chapter 2253, Government Code, in the amount of 100% of the total contract price in the event that said contract price exceeds $25,000. All bonds, if required, shall be submitted on forms supplied by the Owner, and executed by an approved Surety Company authorized to do business in the State of Texas.. itis further agreed that this contract shall not be in effect until such bonds are so furnished. 51. SPECIAL CONDITIONS In the event special conditions are contained herein as part of the contract documents and said special conditions conflict with any of the general conditions contained in this contract, then in such event the special conditions shall control. 52. LOSS OR EXPENSE DUE TO UNUSUAL OR UNANTICIPATED CIRCUMSTANCES Unless otherwise specified herein, all loss, expense or damage to the Contractor arising out of the nature of the work to be done, or from the action of the elements, or from any unforeseen circumstance or from unusual obstructions or difficulties, naturally occurring, man made or otherwise, which may be encountered in the prosecution of the work, shall be sustained and borne by the Contractor at his own cost and expense. 53. INDEPENDENT CONTRACTOR Contractor is, and shall remain, an independent contractor with full, complete and exclusive power and authority to direct, supervise, and control its own employees and to determine the method of the performance of the work covered hereby. The fact that the Owner or Owner's Representative shall have the right to observe Contractor's work during Contractor's performance and to carry out the other prerogatives which are expressly reserved to and vested in the Owner or Owner's Representative hereunder, is not intended to and shall not at any time change or effect the status of the Contractor as an independent contractor with respect to either the Owner or Owner's Representative or to the Contractor's own employees or to any other person, firm, or corporation. 54. CLEANING UP The Contractor shall at all times keep the premises free from accumulation of debris caused by the work, and at the completion of the work Contractor shall remove all such debris and also its tools, scaffolding, and surplus materials and shall leave the work room clean or its equivalent. The work shall be left in good order and condition. In case of dispute Owner may remove the debris and charge the cost to the Contractor. 55. HAZARDOUS SUBSTANCES AND ASBESTOS Hazardous Substances (herein so called), as defined in the Comprehensive Environmental Response, Compensation, and Liability Act (42 U.S.C.S. §9601(14)) and the regulations promulgated thereunder, as same 18 .�, r-, may be amended from time to time, hydrocarbons or other petroleum products or byproducts and/or asbestos, in any form, shall not (i) be utilized, in any way, manner or form, in the construction of, or incorporation into, the AVW Project; or (ii) be brought upon, placed, or located, by any party, on the Project site, or any other property of the City, without the written consent of the Owner's Representative. If Contractor believes that the utilization of a Hazardous Substance, hydrocarbons or other petroleum products or byproducts and/or asbestos is necessary in the construction of the Project, or that it is necessary to place and/or otherwise locate upon the site of the Project or other property of the City, a Hazardous Substance, hydrocarbons or other petroleum products or byproducts and/or asbestos, Contractor shall notify the Owner's Representative, and request consent therefrom, at least twenty (20) days prior to such action. Owner's Representative may grant or deny the request of Contractor and provide whatever requirements such consent, if granted, is conditioned upon, in its sole and absolute discretion. If the request of Contractor is not granted, or otherwise not responded to, by Owner's Representative within five (5) days of the receipt of said request, said request shall be deemed to be denied. ' In the event Owner's Representative shall consent to the request of Contractor, Contractor shall be responsible for ensuring that all personnel involved in the Project are (i) trained for the level of expertise required for proper performance of the actions contemplated by this Contract and, in particular, in all aspects of handling, storage, disposal and exposure of Hazardous Substances, hydrocarbons or other petroleum products or byproducts and/or asbestos; and (ii) are provided and utilize all protective equipment, including without limitation, personal protective gear, necessary to provide protection from exposure to Hazardous Substances, hydrocarbons or other petroleum products or byproducts and/or asbestos. " 19 an* r•� CURRENT WAGE DETERMINATIONS RE: RESOLUTION NO. 6262, ITEM NO. 39, APRIL 8, 1999 EXHIBIT A �^^ City of Lubbock Building Construction Trades Prevailing Rates Craft Hourly Rate Acoustical Ceiling Installer 11.50 Air Conditioner Installer 12.50 Air Conditioner Installer -Helper 6.25 Asbestos Worker 9.00 a;. Asbestos Supervisor 12.50 Bricklayer 12.50 Bricklayer -Helper 7.00 Carpenter 11.00 Carpenter -Helper 7.00 Cement Finisher 8.00 Drywall Hanger 11.00 Electrician 13.75 Electrician -Helper 7.00 .-a Equipment Operator -Heavy 9.50 Equipment Operator -Light 8.50 Floor Installer 9.50 Glazier 10.50 Insulator-Piping/Boiler 11.50 Insulator -Helper 7.00 Iron Worker 11.00 ,.., Laborer -General 6.00 Mortar Mixer 6.00 Painter 9.50 Plumber 12.50 Plumber -Helper 7.00 Roofer 9.00 Roofer -Helper 7.00 Sheet Metal Worker 10.00 Sheet Metal Worker -Helper 7.00 Welder -Certified 11.00 t " EXHIBIT B Paving and Highway Construction Prevailing Wage Rates Craft Hourly Rate Asphalt Heaterman 9.00 Asphalt Shoveler 6.00 Concrete Finisher 8.00 Concrete Finisher -Helper 7.00 Electrician 12.00 Flagger 6.00 Form Setter 7.00 Form Setter -Helper 6.25 Laborer -General 6.00 .. Laborer -Utility 6.75 Mechanic 8.00 Mechanic -Helper 7.00 Power Equipment Operators Asphalt Paving Machine 7.75 Bulldozer 8.00 Concrete Paving Machine 7.75 Front End Loader 7.25 Heavy Equipment Operator 8.00 Light Equipment Operator 7.25 Motor Grader Operator 9.50 Roller 6.75 Scraper 7.25 Tractor 7.25 ., Truck Driver -Light 6.50 Truck Driver -Heavy 7.00 IA'1 RMM M' 2 EXHIBIT C Prevailing Wage Rates Overtime Rate kl The rate for overtime (in excess of forty hours per week) shall be as required by the Fair Labor Standards Act. EXHIBIT D Prevailing Wage Rates Legal Holiday Rate The rate for legal holidays shall be as required by the fair Labor Standards Act. w POW 3 No Text SPECIAL PROVISIONS Railroad Relocation for East-West Freeway Project West Texas & Lubbock Railroad In Association with Rail America, Inc. Lubbock, Texas SP 1 - COORDINATION OF CONTRACT DOCUMENTS ., The Construction Specifications for the Railroad Relocation for East-West Freeway, Lubbock, Texas, (CITY) dated October 22, 2000, the plans, drawings, specifications, special provisions, and all supplemental documents are essential parts of the contract, and a requirement occurring in one is as binding as though occurring in all. They are intended to be complementary and to describe and provide for a complete project. In case of discrepancy, computed dimensions shall govern over scaled dimensions, plans shall govern over specifications, special plans shall govern over standard plans, supplemental specifications, if any, shall govern over standard specifications and special provisions shall govern over specifications, supplemental specifications and the plans. SP 2 - COORDINATION OF WORK The CONTRACTOR shall submit and maintain a construction -sequencing schedule that includes coordination with the Texas Department of Transportation (TxDOT), the City of Lubbock (CITY), Lubbock County (COUNTY), West Texas & Lubbock Railroad (WT&LR), and Burlington Northern and Santa Fe Railroad (BNSF). Each activity must be scheduled and approved by HDR Engineering, Inc. (ENGINEER) and Rail America/West Texas and Lubbock Railroad Representative (REPRESENTATIVE) in advance to allow for minimal conflicts to roadway traffic and railroad operations. The continuous operation of the roadway traffic and railroad operations is critical and shall be maintained through all construction activities. No activity can begin without approval of the ENGINEER and/or REPRESENTATIVE. SP 3 - QUANTITIES 07 The quantities listed in the Bid Proposal Form are approximate for bid comparison purposes only. Payment to the CONTRACTOR will be made for the actual quantities of work performed or materials furnished. SP 4 - PROJECT SUPERINTENDENT The CONTRACTOR shall constantly keep on the work site or have in direct charge of the work during its progress, a competent superintendent. The approval of the superintendent must be received from the ENGINEER and REPRENTATIVE prior to the start of the project. This individual shall be the same person from the inception of the project until its completion and removal of this individual from the project without direct written authorization of the Railroad Relocation for East-West Freeway Project Special Provisions West Texas & Lubbock Railroad in association with Rail America, Inc. October 22, 2000 Lubbock, Texas Page 1 ENGINEER and REPRESENTATIVE shall be deemed sufficient justification for termination of this agreement. SP 5 - CONTROL OF WORK The CONTRACTOR will be required to restrict construction activities to the WT&LR, the CITY, and BNSF right-of-ways and drainage easements. No construction easements have been granted for this project. Permission has not been obtained from adjoining private property owners to occupy the adjacent private land for construction purposes. SP 6 - NOTIFICATION OF CONSTRUCTION ACTIVITIES The CONTRACTOR must notify the ENGINEER and REPRESENTATIVE prior to the performance of any construction activities. It is the CONTRACTOR's responsibility to ensure such notification has been made before performing any construction work. Such notification does not relieve the CONTRACTOR of any project requirements, liability or otherwise. SP 7 - SAFETY The CONTRACTOR will be required to follow the safety rules and flagging requirements of WT&LR and BNSF for all work covered under this project. The CONTRACTOR shall designate an employee to act as Safety Officer. The CONTRACTOR's Safety Officer shall conduct the on -track safety orientation program. Safety Orientation Training for Safety Officers can be obtained on the Internet at http:/www.contractororientation.com. A fee will be required for internet training. Employees of CONTRACTOR or any subcontractor who will be present on WT&LR and BNSF right-of-way for any reason incident to this Agreement shall first complete BNSF's On -Track Safety Orientation and WT&LR's Safety Program program prior to entering the right-of-way. It shall be the responsibility of CONTRACTOR to ensure that its employees and subcontractor's employees understand and adhere to the safety requirements outlined in both programs. All employees of the CONTRACTOR must be railroad safety trained by the CONTRACTOR. Notwithstanding the foregoing, it is agreed and understood that CONTRACTOR shall have ultimate responsibility for supervision, safe work method and practices of its agents, subcontractors, servants, and employees. New employees with less than 30 days experience shall wear a sticker on their hard hats designating them as new employees. Daily "job safety briefing" meetings must be held by the CONTRACTOR with all employees to review the work planned for the day. All CONTRACTOR construction vehicles operating on WT&LR, CITY, COUNTY and BNSF right-of-way shall be equipped with operating two-way radios capable of communicating with other CONTRACTOR vehicles. The CONTRACTOR will supply the ENGINEER, REPRESENTATIVE and BNSF flagman with a radio capable of contact with the. construction equipment for communication purposes. Railroad Relocation for East-West Freeway Project Special Provisions West Texas & Lubbock Railroad in association with Rail America, Inc. October 22, 2000 Lubbock, Texas Page 2 Safety Action Plan: The CONTRACTOR shall prepare a safety action exclusively for this project. The safety action plan shall be available to and shared with all of CONTRACTOR's employees. The safety action plan shall include, at a minimum, the following elements: 1. Recent Accident History and Goals - List all reportable accidents and injuries during the last two years. List Company safety goals. 2. Employee Training - Describe the company safety training program. Include policies and goals regarding the type and amount of training required for each type of employee. 3. Emergency Preparedness Plans - Prepare emergency response plans and describe actions to be taken for all conceivable emergency situations. This should include emergency phone numbers for the following: fire department, ambulance, hospital, a _.. poison control center, and police. Include a strip map to the nearest hospital and a designated area for emergency airlift. Also include all emergency phone numbers for both WT&LR and BNSF personnel including Project Managers, Directors of Construction, Roadmasters, environmental contacts, Flagmen, Chief Dispatchers and Network Operations Centers. 4. Job Safety Briefings - Outline the job safety briefings in accordance with WT&LR and BNSF Contractor Safety Orientations. r 5. Work Practice/Facility Assessments - Describe and quantify the frequency of safety inspections and assessments to be conducted on the jobsite. 6. Safety Communications Plan - Provide a copy the Contractor's Hazard Communication Plan as required by OSHA. 7. Process for addressing Safety Issues - Describe the Process for addressing Safety Issues. Include name of person to contact in case of unsafe conditions. Provide copy of company policy regarding reporting of accidents and unsafe conditions 8. Stormwater Issues - Describe actions to be taken in case of problems with storm water pollution prevention measures. The costs of all safety requirements covered herein are considered incidental to the construction work and no direct payment will be made for any provisions necessary to meet this safety requirements. SP 8 - TIME FOR COMPLETION 1. Time for Completion - The Contractor shall commence work on the contract within five (5) days after notice -to -proceed and shall progress the items of work in the following sequence: A. Clearing and Grubbing B. Grading C. Drainage D. Subgrade E. Subballast F. Road Crossings G. Ballast Railroad Relocation for East-West Freeway Project West Texas & Lubbock Railroad in association with Rail America, Inca Lubbock, Texas Page 3 Special Provisions October 22, 2000 H. Track I. Roadway Modifications J. Final Grading 2. Construction Schedule - The Contractor Construction Schedule shall consist of 365 calendar days from the Notice to Proceed. The Contractor's work week can be defined by the Contractor as necessary to complete the work on schedule. Weather delays will be allowed when agreed upon at the time of inclement weather. The Contractor will request a weather day at such time that he believes it is merited. The ENGINEER and REPRESENTATIVE will review contractor's request and advise if justify. Any exceptions to this requirement will be requested in writing to the ENGINEER and REPRESENTATIVE. 3. Liquidated Damages - In case of failure on the part of the CONTRACTOR to complete work Items A through J within the time specified on the Bid Proposal Form, or within any extensions of time authorized in writing by the CITY, the CONTRACTOR shall pay to the CITY as liquidated damages, the sum of three thousand — five hundred dollars ($3500) for each calendar day of delay until the specified items of work are accepted by the CITY and ENGINEER. The sum of the liquidated damages will be deducted form any monies due the CONTRACTOR. If no money is due the CONTRACTOR, said sum may be recovered by the CITY for losses that include, but are not limited to, delays to the railroad track construction crew, additional expenses of Contract administration, overhead and other costs resulting from failure of the CONTRACTOR to complete the Work within the designated time, and are not to be considered penalties. The CITY shall not be considered liable for any extra or additional payment to the CONTRACTOR as a bonus or premium for early completion. 4. Program of Construction - Within five (5) calendar days after notice -to -proceed, the CONTRACTOR shall submit to the ENGINEER six (6) prints of his Program of Construction in the form of a progress chart. The progress chart shall show the dates on which the various operations and construction tasks will be started and completed in sufficient detail to enable the ENGINEER and REPRESENTATIVE to judge the adequacy of such a program. The CONTRACTOR shall keep the progress chart current and on a monthly basis, shall submit a copy of the progress chart to the ENGINEER as part of the payment request. 5. Archaeological Sites - In the event, artifacts or historical or archaeological significance are encountered during the progress of the work, the work at the location shall be temporarily discontinued while the ENGINEER contacts authorities to determine the disposition thereof. Delay to the work as a result of such discontinuance Railroad Relocation for East-West Freeway Project Special Provisions West Texas & Lubbock Railroad in association with Rail America, Inc. October 22, 2000 Lubbock, Texas Page 4 r will be cause for a corresponding extension of the completion date, but shall not be the basis for any claims by the CONTRACTOR against the CITY. 6. Changes in the Work - The CITY may, without invalidating the Contract, order extra work or make minor changes by altering, adding to or deducting form the work. Authorization for such changes will be made in writing by the CITY prior to the performance of any such work by the CONTRACTOR. The CONTRACTOR shall ,., have no claim for additional compensation for the performance authorization to proceed and further that the basis and amount of any additional compensation shall have been mutually agreed upon in writing. SP 9 - TEMPORARY SERVICES 1. Temporary Ditches - The CONTRACTOR shall be responsible for constructing and maintaining flow in all ditches for drainage and irrigation during all construction under this contract. SP 10 -MATERIALS AND WORKSHIP 1. Materials and Workmanship - The CONTRACTOR shall provide all workmen, - mechanics, tradesmen, and other employees, trained and skilled in their various occupations, and all materials except such as may be specifically excluded in the drawings or specifications. All materials and equipment to be permanently incorporated in the finished construction shall be new and unused. Materials in stock manufactured items shall be those normally used by the manufacturer in such items designated on the plans. The CONTRACTOR shall provide documentation necessary to satisfy WT&LR as to their ability to perform the work and meet all the contractual obligations set forth in the contract. WT&LR will be required to approve CONTRACTOR prior to execution of contact. 2. Labor and Material Report - The CONTRACTOR will deliver to the ENGINEER and REPRESENTATIVE copies of all bills of material designed for use in the project and shall report daily to the ENGINEER and REPRESENTATIVE the amounts of such materials received, material en -route, and the number and classification of men engaged in the work. Prices of materials and rates of pay of men need not be given. 3. Plans and Working Drawings - The plans which accompany these specifications are a part of this contract. The CITY shall have the right to modify the details of these plans, to supplement the plans with additional plans or with additional information as the work proceeds, all of which shall be considered as plans accompanying these specifications, generally referred to as the "plans" or "drawings". The CONTRACTOR shall report any errors found in the plans to the ENGINEER, who will make or approve the necessary corrections. Railroad Relocation for East-West Freeway Project Special Provisions West Texas & Lubbock Railroad in association with Rail America, Inc. October 22, 2000 Lubbock, Texas "" Page 5 The CONTRACTOR shall maintain in safe place at the project site, one record copy of all Project Drawings, Specifications, and Addenda. Written Amendments, Change Orders, Work Directive Changes, Field Orders and written interpretations and clarifications shall be maintained in good order and annotated to show all changes made during construction. These record documents together with all approved samples and approved Shop Drawings will be available to the ENGINEER and REPRESENTATIVE for reference. Upon completion of the work, these record documents, samples and Shop drawings will be delivered to the ENGINEER for the CITY and REPRESENTATIVE. 4. Shop Drawings, Product Data and Samples - Shop Drawings are drawings, diagrams, schedules and other data specially prepared for the Work by the CONTRACTOR or any Subcontractor, manufacturer, supplier or distributor to illustrate some portion of the work. Product Data area illustrations, standard schedules, _. performance charts, instructions, brochures, diagrams and other information furnished by the CONTRACTOR to illustrate material, product or system for some portion of the work. Samples are physical examples which illustrate materials, equipment, or --- workmanship and establish standards by which the work will be judged. After checking and verifying all field measurements, quantities, dimensions, specified performance criteria, installation requirements, materials, catalog numbers and similar data with respect thereto, and after complying with applicable procedures specified in the General Requirements, the CONTRACTOR shall submit to the ENGINEER, five copies (unless otherwise specified) of all Shop Drawings. Each submittal shall bear a stamp or specific written indication that the CONTRACTOR has satisfied CONTRACTOR's responsibilities under the Contract Documents. The data shown on the Shop Drawings will be complete with respect to quantities, dimensions, specified performance and design criteria, materials and similar data to enable the ENGINEER to review the information as required. The CONTRACTOR shall also submit it to the ENGINEER and REPRESENTATIVE with such promptness as to not cause delay in Work, all samples required by the Contract Documents. All samples will be accompanied by a specific written indication that CONTRACTOR has satisfied CONTRACTOR's responsibility under the Contract Documents with respect to the review of the submission and will be identified clearly as to material, Supplier, pertinent data such as catalog numbers and the use for which intended. At the time of each submission, the CONTRACTOR shall give the ENGINEER and REPRESENTATIVE specific written notice of each variation that the Shop Drawings or samples vary from the requirements of the Contract Documents The ENGINEER and REPRESENTATIVE will review and approve, with reasonable promptness, all shop drawings and samples. The review and approval will be only for conformance with the design concept of the Project and for compliance with the information given in the Contract Documents. No review shall extend to means, Railroad Relocation for East-West Freeway Project Special Provisions West Texas & Lubbock Railroad in association with Rail America, Inc. October 22, 2000 Lubbock, Texas Page 6 -- methods, techniques, sequences or procedures of construction (except where a specific means, method, technique, sequence or procedure of construction is indicated in or required by the Contract Documents) or to safety precautions or programs incident thereto. The review an approval of a separate item as such will not indicate approval of the assembly in which the item functions. The CONTRACTOR shall make corrections required by ENGINEER and REPRESENTATIVE, and shall return the required number of corrected copies of Shop Drawings and submit as required new samples for review and approval. The CONTRACTOR shall direct specific attention in writing to revisions other than the corrections called for by ENGINEER and REPRESENTATIVE on previous submittals. The ENGINEER's and REPRESENTATIVE's review and approval of Shop Drawings or samples shall not relieve the CONTRACTOR from responsibility for any variation from the requirements of the Contract Documents unless the ENGINEER has given approval of each variation by a specific written notation. In addition, any approval by the ENGINEER and REPRESENTATIVE will not relieve the CONTRACTOR from responsibility for errors or omissions in the Shop Drawings or from responsibility for having complied with the Contract provisions. Where a Shop Drawing or sample is required by the Specifications, any related Work performed prior to the ENGINEER's and REPRESENTATIVE's review and approval of the pertinent submission will be the sole expense and responsibility of -- CONTRACTOR. Before final payment is made, the CONTRACTOR shall furnish to the CITY one set of all reviewed working and shop drawings in ink on mylar or other durable medium. Payment for working and shop drawings, revisions thereof and for copies furnished shall be included in the amount for the unit prices or lump sum price for the work. 5. Precautions by CONTRACTOR - The CONTRACTOR agrees that due care shall be used throughout the work; and that whenever the plans, shop drawings, specifications, or any part thereof, are in its opinion faulty or at variance with each other or with any applicable rules, regulations, ordinances, or are such that, if followed, result in construction which is or will be unsafe, imperfect, insecure or in violation of any applicable rules, regulations, or ordinances, then the CONTRACTOR shall promptly stop work on the part of the work affected thereby and notify the CITY in writing of such opinion and in what respect said documents are insufficient or improper, and will not proceed with the part of the work so criticized until a written order has been received form the CITY directing what is to be done and when to proceed. 6. Subletting, Assigning - The CONTRACTOR agrees that it will not sell, assign, transfer, or sublet this Contract or any part thereof or interest therein, either by power of ..., attorney or otherwise, without the prior written consent of the CITY, and that any such sale, assignment, transfer, or subletting, without such consent of the CITY, shall be null and void. If such consent is given, the CONTRACTOR will be permitted to sublet ., a portion thereof, but shall perform with the CONTRACTOR's own organization, Railroad Relocation for East-West Freeway Project Special Provisions West Texas & Lubbock Railroad in association with Rail America, Inc. October 22, 2000 Lubbock, Texas '"" Page 7 work amounting to not less than 60 percent of the total contract cost. Any items designated in the contract as specialty items, may, however, be performed by subcontract. The cost of any such specialty items so performed by subcontract may be deducted from the total cost before computing the amount of work required to be performed by the CONTRACTOR With the CONTRACTOR's own organization. The CONTRACTOR shall furnish a listing of all the Subcontractors he intends to use on the project specifying the amount of work to be performed by each and a list of the equipment that each Subcontractor will have on the project. Any Subcontracts entered into by the CONTRACTOR shall be submitted to the CITY for its prior approval. The CITY shall have the right to reject any Subcontractor whom it considers incompetent or unable to satisfactorily perform the portion of the work involved. 7. Subcontractor Relations - By an appropriate agreement, written where legally required for validity, the CONTRACTOR shall require each Subcontractor, to be bound to the CONTRACTOR by the terms of the Contract Documents, and to assume toward the CONTRACTOR all the obligations and responsibilities which the CONTRACTOR, by these Documents, assumes toward the company. Said agreement shall preserve and protect the rights of the CITY under the Contract Documents with respect to the work to be performed by the Subcontractor so that the subcontracting thereof will not prejudice such rights. When appropriate, the CONTRACTOR shall require each Subcontractor to enter into similar agreements with his Subcontractors. The CONTRACTOR shall make available to each proposed Subcontractor, prior to the execution of the Sub -Subcontract, copies of the Contract Documents to which the Subcontractor shall similarly make copies of such documents available to his Sub - Subcontractors. 8. Testing - The CONTRACTOR shall arrange to have all testing performed, except as specified herein, to confirm that all construction and materials comply with the requirements as specified in all Contract Documents and as directed by the ENGINEER. The CONTRACTOR shall employ the services of an independent testing laboratory to perform and report the results of testing as directed by the ENGINEER. The CONTRACTOR shall submit the name and qualifications of his proposed independent testing laboratory and shall obtain the approval of the ENGINEER before proceeding with the work. The type and timing of all testing shall be as specified under the various Sections of the Specification and shall be approved by the ENGINEER. The CONTRACTOR shall cooperate with and allow the testing laboratory access to all areas to perform tests. Railroad Relocation for East-West Freeway Project Special Provisions West Texas & Lubbock Railroad in association with Rail America, Inc. October 22, 2000 Lubbock, Texas Page 8 Poo n The CONTRACTOR shall submit written reports, test reports and/or certified copies of results of all testing in a manner and/or form acceptable to the CITY. Copies of all such reports, results or certifications shall be submitted in triplicate. No separate measurement or payment will be made for any testing work as specified and as required. Such work shall be considered as incidental to and included in the Contract prices. The CONTRACTOR shall perform testing of air content slump, and test cylinders for concrete and provide test results to ENGINEER prior to proceeding with work. 9. Photographs - Record photographs are required under this contract. 10. Shipment of Materials - Materials may be shipped to site via truck or rail WT&LR will work with CONTRACTOR to make available'locomotive power to assist the CONTRACTOR in the delivery of materials. All cost associated with shipment of materials by either method is included within'theunit cost of each item. SP 11 - UTILITLES AND SIMILAR FACILITIES All utilities within the railroad ROW will be relocated and/or adjusted by others. The CONTRACTOR is responsible for determining locations of all utilities that may be impacted by construction of this project and report to ENGINEER and REPRESENTATIVE of the impact, if any, on the construction schedule. All work done in connection with utility relocation, removal, or construction will conform with CITY Standard Specifications. SP 12 - BENCH MARKS AND SURVEY STAKES The CONTRACTOR will be responsible for all construction surveying for the work under this contract. This will include all centerline stakes, slope stakes, grade stakes, "blue tops", pipe location and elevations, and any other surveying necessary to complete the work specified. Horizontal and vertical Project control will be provided to the CONTRACTOR. Final track location surveys will be provided by others. From the established control points and bench marks, the CONTRACTOR shall complete the layout of the work, and shall be responsible for all measurements as may be required for the execution of the work to the alignment and grades in accordance with the Plans and Specifications, subject to such modification as the ENGINEER and REPRESENTATIVE may require as a result of necessary modifications to the Contract work. Slope stakes shall be placed at 100 -foot intervals and at major breaks in the ground line and blue tops shall be placed at 50 - foot intervals on both sides of the railroad. Railroad Relocation for East-West Freeway Project West Texas & Lubbock Railroad in association with Rail America, Inc. Lubbock, Texas M"° Page 9 Special Provisions October 22, 2000 Slope control may be carried out on a cut section or a fill section to a maximum of a 20- foot vertical difference in elevation by hand level. At every 20 -foot interval of vertical height, the centerline shall be rerun by the transit method and slope stakes checked for accuracy. The CONTRACTOR shall be responsible for the staking of all roadway changes, crossings and approaches, bridges, culverts, intercepting ditches, special ditches and channel changes. Survey layouts for bridges and culverts must have the approval of the ENGINEER and REPRESENTATIVE before work on such structures is begun. The CONTRACTOR shall furnish such stakes, templates, platforms, equipment, tools, materials and labor as may be required in laying out any part of the work from the centerlines and benchmarks as established by the company. It shall be the responsibility of the CONTRACTOR to maintain and preserve all stakes and other marks established by the CITY until authorized to remove them. In the event such marks are destroyed by the CONTRACTOR through his negligence, prior to authorized removal, they may be replaced by the CITY at its discretion. The expense of replacement will be deducted from the final payment. The CONTRACTOR may require that work be suspended at any time when location and marks established by the CONTRACTOR are not adequate to allow verification of the work. A copy of the CONTRACTOR's survey notes shall be furnished to the ENGINEER as the work progresses. No direct payment will be made for the surveying work required to be accomplished by the CONTRACTOR. Such work shall be considered incidental to other items of the contract work. SP 13 -SANITARY PROVISIONS The CONTRACTOR shall establish and enforce among his employees, such regulations in regard to cleanliness and disposal of trash and waste that will tend to prevent the inception and spread of infectious or contagious disease and to effectively prevent the creation of a nuisance about the work. The same will apply to any public or private property and shall include such governmental regulations as are required which shall be put into immediate force and effect by the CONTRACTOR. The necessary sanitary conveniences for the use of workmen on the work, properly secluded from public observation, shall be constructed and maintained by the CONTRACTOR in such manner and at such points as approved by the ENGINEER and REPRESENTATIVE, and their use shall be strictly enforced by the CONTRACTOR. SP 14 -ENVIRONMENTAL CONDITIONS As used in this specification, the phrase "Environmental Condition shall mean: any adverse condition relating to surface water, ground water, drinking water supply, land surface or subsurface strata or the ambient air, and includes, without limitation, a claim under or liability under the Comprehensive Environmental Response Compensation and Liability Act, as amended (CERCLA), or the Resource Conservation and Recovery Act (RCRA), or any claim of violation of the Clean Air Act, the Clean Water Act, the Toxic Substance Control Act (TSCA), or any claim of liability or violation under any federal statute hereafter enacted dealing with the Railroad Relocation for East-West Freeway Project Special Provisions West Texas & Lubbock Railroad in association with Rail America, Inc. October 22, 2000 Lubbock, Texas Page 10 m protection of the environent or with the health and safety of employees or members of the _ general public, or under any rule, regulation, permit or plan under any of the foregoing or any law, rule, or regulation now or hereafter promulgated by the state in which the work site is located, or a political subdivision hereof, relating to such matters (Collectively, "Environmental Laws"). The CONTRACTOR shall, at all times during the term of the contract, comply with all Environmental Laws applicable to the work site. In addition he shall not, in the use and occupancy of the work site, cause or contribute to, or permit or suffer any party claiming by, .., through or under CONTRACTOR, to cause or contribute to any Environmental Condition. Without limiting the generality of the foregoing, the CONTRACTOR shall not, without prior written consent of the ENGINEER, receive, keep, maintain or use on or about the work site, any substances for which a filing is required with a local emergency planning committee, the State Emergency Response Commission, or the Fire Department having jurisdiction over the Demised Premises, and as required pursuant to Section 311 and or Section 312 of CERCLA, as amended by the Superfund Amendment and Reauthorization Act of 1986 (SARA) (which latter Act, includes the Emergency Planning and Community Right to Know Act of 1986). In the event the CONTRACTOR makes a filing pursuant to SARA or maintains substances for which a filing would be required, the CONTRACTOR shall simultaneously deliver both copies thereof to the ENGINEER. The CONTRACTOR will protect, indemnify and save harmless the CITY from and against all liabilities, obligations, claims, damages, penalties, causes of action, cost and expenses (including without limitation reasonable attorneys' fees and paralegals' fees and expenses) of whatever kind or nature, contingent or otherwise, known or unknown, incurred or imposed, based upon any Environmental Laws or resulting form any Environmental Condition which is caused or contribute to by the use or occupancy of the work site by CONTRACTOR or any party claiming by, through or under CONTRACTOR. In case if any action, suite or proceeding is brought against any of the parties indemnified herein, by reason of any occurrence described in this Paragraph, the CONTRACTOR will, at CONTRACTOR's expense, by counsel .�, approved by the ENGINEER and REPRESENTATIVE, resist and defend such action, suit or proceeding, or cause the same to be resisted and defended. The obligations of the CONTRACTOR under this paragraph shall survive the expiration or earlier termination of this contract. The CONTRACTOR shall notify the ENGINEER and REPRESENTATIVE if contaminated ^'• soils or other environmental concerns are located. The CONTRACTOR at all times shall observe and comply with all Federal, State, County and local laws and regulations pertaining to the environment, including but not limited to, noise aesthetic, air quality and water quality and items of archaeological significance. Expense of compliance with such laws and regulations by the CONTRACTOR is included in the lump sum and unit prices. Water used for dust control, or pre -wetting an area, shall be provided by the CONTRACTOR and no payment will be made by the CITY for such water or watering operation. The CONTRACTOR shall give special attention to the effort of his operations upon the landscape and shall take special care to maintain natural surroundings undamaged. Disturbances " Railroad Relocation for East-West Freeway Project Special Provisions West Texas & Lubbock Railroad in association with Rail America, Inc. October 22, 2000 Lubbock, Texas """° Page 11 of lands and water that are outside of the limits of construction shall be rehabilitated by the CONTRACTOR at his expense. The CONTRACTOR shall take sufficient precautions to prevent pollution of rivers, steams, irrigation ditches and reservoirs with sediments or other harmful materials. Fuels, oils, bitumens, calcium chloride, cement or other contaminants that would contribute to the pollution of the water shall not be dumped directly into or placed where they will leech into rivers, steams, irrigation ditches or reservoirs. Operation of equipment in steam bottoms and in and around open waters shall be carried out so as to protect the quality of ground, wetlands and surface water. The CONTRACTOR shall be responsible for protecting adjacent properties and water resources from erosion and sediment damage throughout the life of the contract. The CONTRACTOR shall also be responsible for complying with NPDES Construction Permit Requirements. The CONTRACTOR will be responsible for filing a "Notice of Intent" (NOI) form with the EPA and/or the appropriate agency at least two days before construction begins. SP 15 -ADVERTISING PRIVLEGES The CONTRACTOR shall not display any signs, posters, or other advertising matter in or on the work on or around the site thereof without the specific approval in writing by the CITY. In addition, no advertising copy mentioning the CITY or quoting the opinions of any of its employees may be released unless such copy is approved by the CITY before release. SP 16 - FINAL CLEAN UP Upon completion of the project work and before acceptance and final payment is made, the CONTRACTOR shall clean the right-of-way, easements and all ground occupied by the CONTRACTOR in connection with the work, of all rubbish, excess materials, temporary fencing, structures, and equipment. All areas adjacent to the railroad embankment shall be graded so as not to allow water to accumulate or pond adjacent to the embankment. Ditches and channels shall be cleared of debris and obstructions. All culverts and their appurtenant structures constructed under the contract or affected by the contract work shall be cleaned out. Material and debris resulting from clearing and grubbing operations, not previously removed shall be disposed of as approved by ENGINEER and REPRESENTATIVE. All areas shall be left in a neat and presentable condition. No direct payment will be made for this work. SP 17 - EXCAVATION WASTE Any excavation waste generated through this project will be wasted at an approved disposal location provided by the ENGINEER and REPRESENTATIVE and shown within the design documents. Railroad Relocation for East-West Freeway Project West Texas & Lubbock Railroad in association with Rail America, Inc. Lubbock, Texas Page 12 Special Provisions October 22, 2000 m F 7 City of Lubbock, Texas for the Railroad Relocation for East-West Freeway Project West Texas & Lubbock Railroad In Association with Rail America, Inc. Lubbock, Texas October 22, 2000 Issued for Construction fal HDR ENGINEERING, INC. Railroad Relocation for East-West Freeway Project West Texas & Lubbock Railroad In Association with Rail America, Inc. Lubbock, Texas The technical material data contained in these specifications were prepared under the supervision and direction of the undersigned, whose seal as a Professional Engineer licensed to practice in the State of Texas is affixed below. pl OF theg�•.«..... q b • .s+' �0i �.,, �.. A ..... •^NUIZE • iDENNIS , eVV S :.. s . • e,.,m ,8'e ����+ °Osa.a.�•t GAG ID/2'LI�O TABLE OF CONTENTS Page SECTION 1- GENERAL REQUIREMENTS OF THE CONTRACT...................................................1 1.1 NAME AND LOCATION OF PROJECT................................................................................... 1 1.2 INSTRUCTIONS TO BIDDERS................................................................................................. 1 1.3 SCOPE OF WORK...................................................................................................................... 2 1.4 CONTROL OF WORK................................................................................................................ 3 1.5 MATERIALS FURNISHED BY CONTRACTOR.................................................................... 5 1.6 MATERIALS FURNISHED BY ENGINEER OR RAILROAD COMPANY........................ 5 r" 1.7 RESPONSIBILITIES OF THE CONTRACTOR .... ..... .... ....... 1.8 CONTRACT CLOSEOUT.......................................................................................................... 7 SECTION2 - SITEWORK........................................................................................................................10 2.1 AGGREGATE BASE COURSE AND SURFACE COURSE................................................. 10 2.2 ASPHALTIC CONCRETE PAVING....................................................................................... 15 2.3 PORTLAND CEMENT CONCRETE PAVING..................................................................... 27 2.4 FENCING..................................................... ........38 2.5 STEEL GUARD RAIL............................................................................................................... 46 2.6 LANDSCAPE GRADING.......................................................................................................... 48 2.7 SEEDING.................................................................................................................................... 51 SECTION3 - EARTHWORK................................................................................................................... 61 3.1 INTRODUCTION...................................................................................................................... 61 3.2 CLEARING AND GRUBBING.................................................... .................. 61 3.3 EXCAVATION AND EMBANKMENTS................................................................................ 62 3.4 LIME- OR FLY ASH-STABILIZED SUBGRADE .............................................................. 74 A- 3.5 HOT-MIX ASPHALT ROADBED........................................................................................... 78 3.6 CEMENT-STABILIZED SUBGRADE.................................................................................... 80 3.7 SUBBALLAST............................................................................................................................84 3.8 GEOSYNTHETICS....................................................................................................................85 SECTION 4 - STRUCTURAL EXCAVATION AND BACKFILL...................................................... 90 4.1 INTRODUCTION...................................................................................................................... 90 ., 4.2 DESCRIPTION............................................................... .......................................... ......... 90 4.3 MATERIALS.............................................................................................................................. 92 4.4 EXECUTION.............................................................................................................................. 93 4.5 MEASUREMENT AND PAYMENT........................................................................................ 96 SECTION 5 - DRILLED SHAFT FOUNDATIONS.............................................................................100 5.1 INTRODUCTION.................................................................................................................... 100 5.2 MATERIALS............................................................................................................................ 100 53 EXECUTION............................................................................................................................ 100 5.4 MEASUREMENT AND PAYMENT...................................................................................... 104 .". SECTION 6 - CONCRETE CONSTRUCTION...................................................................................105 6.1 INTRODUCTION.................................................................................................................... 105 6.2 MATERIALS............................................................................................................................ 105 6.3 EXECUTION............................................................................................................................ 118 6.4 MEASUREMENT AND PAYMENT...................................................................................... 133 SECTION7 - WATERPROOFING.......................................................................................................135 7.1 INTRODUCTION.................................. .................................................................................. 135 7.2 MATERIALS............................................................................................................................ 136 i 7.3 EXECUTION............................................................................................................................136 7.4 MEASUREMENT AND PAYMENT...................................................................................... 140 SECTION 8 - DRAINAGE STRUCTURES ........ ......... ......... ......... ......... ......... ...................142 8.1 INTRODUCTION ................................................................................................................. 142 MATERIALS............................................................................................................................142 r■*8.2 8.3 EXECUTION ................................................... ......... ......... ......... ...............................148 8.4 MEASUREMENT AND PAYMENT ................ ......... ......... ......... ......... .................. 158 SECTION 9 - RAILROAD SPECIFICATIONS...................................................................................161 9.1 INTRODUCTION.................................................................................................................... 161 9.2 MATERIALS............................................................................................................................ 166 93 EXECUTION............................................................................................................................ 174 9.4 MEASUREMENT AND PAYMENT...................................................................................... 194 SECTION10 - RAIL WELDING...........................................................................................................197 10.1 INTRODUCTION ........................... 197 10.2 MATERIALS............................................................................................................................ 199 10.3 EXECUTION............................................................................................................................199 10.4 MEASUREMENT AND PAYMENT...................................................................................... 205 SECTION 11- OTHER TRACK MATERIALS................................................................................... 206 11.1 INTRODUCTION.................................................................................................................... 206 11.2 ............................................................................................ MATERIALS .............................. .. 206 11.3 EXECUTION............................................................................................................................ 209 11.4 MEASUREMENT AND PAYMENT...................................................................................... 211 r" SECTION 12 -TRACK CONSTRUCTION.......................................................................................... 212 12.1 INTRODUCTION.................................................................................................................... 212 12.2 MATERIALS............................................................................................................................212 123 EXECUTION ........................................ . 213 12.4 MEASUREMENT AND PAYMENT...................................................................................... 215 SECTION13 - SPECIAL TRACK WORK........................................................................................... 216 13.1 INTRODUCTION.................................................................................................................... 216 13.2 MATERIALS............................................................................................................................ 216 13.3 EXECUTION............................................................................................................................ 217 13.4 MEASUREMENT AND PAYMENT .................................... ....................... 219 SECTION 14 - BALLASTED TRACK CONSTRUCTION................................................................ 221 14.1 INTRODUCTION.................................................................................................................... 221 14.2 MATERIALS............................................................................................................................221 143 EXECUTION............................................................................................................................222 14.4 MEASUREMENT AND PAYMENT...................................................................................... 223 SECTION 15 -GRADE CROSSING SIGNAL SYSTEM CONSTRUCTION ................................... 15.1 INTRODUCTION.................................................................................................................... 224 15.2 MATERIALS............................................................................................................................225 15.3 EXECUTION............................................................................................................................ 229 15.4 MEASUREMENT AND PAYMENT...................................................................................... 234 SECTION 16 -ELECTRICAL GENERAL REQUIREMENTS.......................................................... 235 �. 16.1 INTRODUCTION.................................................................................................................... 235 E- 16.2 MATERIALS ......................................... . 236 16.3 EXECUTION............................................................................................................................237 SECTION17 - RACEWAYS................................................................................................................... 240 n ii 17.1 INTRODUCTION.................................................................................................................... 240 17.2 MATERIALS............................................................................................................................240 17.3 EXECUTION............................................................................................................................ 242 SECTION 18 - WIRE AND CABLE - 600 VOLT AND BELOW ...................................................... 243 18.1 INTRODUCTION.................................................................................................................... 243 18.2 MATERIALS............................................................................... .......................................243 183 EXECUTION............................................................................................................................ 244 SECTION19 - BOXES AND FITTINGS.............................................................................................. 245 19.1 INTRODUCTION.................................................................................................................... 245 19.2 MATERIALS............................................................................................................................ 245 193 EXECUTION............................................................................................................................246 SECTION 20 - UNDERGROUND DISTRIBUTION........................................................................... 247 20.1 INTRODUCTION.................................................................................................................... 247 20.2 MATERIALS............................................................................................................................248 203 EXECUTION...........................................................................................:............................... 248 SECTION21- GROUNDING................................................................................................................. 251 21.1 INTRODUCTION.................................................................................................................... 251 21.2 MATERIALS............................................................................................................................251 21.3 EXECUTION............................................................................................................................ 252 SECTION 22 - PANELBOARDS... ......... ...................................................... .............................. 253 22.1 INTRODUCTION.................................................................................................................... 253 22.2 MATERIALS............................................................................................................................253 223 EXECUTION............................................................................................................................255 SECTION 23 - OVERCURRENT PROTECTIVE DEVICES............................................................ 256 23.1 INTRODUCTON...................................................................................................................... 256 23.2 MATERIALS............................................................................................................................256 233 EXECUTION............................................................................................................................ 257 SECTION 24 - EXTERIOR SITE LIGHTING .. ......... ......... ......... ......... .......................... 258 24.1 INTRODUCTION.................................................................................................................... 258 24.2 MATERIALS............................................................................................................................258 243 EXECUTION............................................................................................................................261 iii SECTION 1 GENERAL REQUIREMENTS OF THE CONTRACT F 1.1 NAME AND LOCATION OF PROJECT Work covered under these technical specifications is entitled Construction of the West Texas and Lubbock Railroad Relocation. The Project is located near Lubbock, Texas, with work as shown on the Contract Drawings. 1.2 INSTRUCTIONS TO BIDDERS 1.2.1 Terminology The term "Engineer" represents the field representative of HDR Engineering, Inc. or any subconsultant acting on the behalf of HDR Engineering, Inc. The term "Contractor" represents the contractor selected through the bidding process. The term "Railroad Company" represents West Texas and Lubbock Railroad; and the term "Representative" represents the person or persons authorized in writing to act for the Railroad Company. 1.2.2 Examination of Contract Drawings, Specifications, Special Provisions, and Site of Work Before submitting a bid, the bidder shall carefully examine the invitation to bid, contract drawings (also referred to as "plans" or "drawings"), specifications, special provisions, addenda (if issued) and the form of the contract to be entered into for the work contemplated. He shall examine the site of work and satisfy himself as to the conditions that would be encountered relating to the character, quality, and quantity of work to be performed as well as the materials to be furnished. .•. The submission of a bid by bidder shall be conclusive evidence that he has complied with these requirements. 1.2.3 Schedule and Methods The following information must be submitted with each bid: (1) Contractor's schedule, including approach to project. (2) Identification of types of rail crews and supervision to accommodate the schedule. (3) List of all equipment, including operated rental rates, that would be utilized during construction. (4) List of subcontractors and what specific work each would be responsible for. 1.2.4 Interpretation of Estimated Quantities The quantities listed in the invitation to bid shall be accepted only as approximations and are shown to provide a basis for bid comparison. Payment to the Contractor will be made for the actual quantities of work performed or materials furnished, except in the case of roadway grading quantities, for which payment will be based on the design/staked quantities in accordance with the contract. 1.2.5 Measurement and Payment Measurement and payment will be for items as indicated on the bid schedule for this project. The bid schedule takes precedence over specification for measurement and payment methods. If specification indicates measurement and payment of an item that differs from the bid schedule, then the specified method of measurement and payment is for future undetermined work associated with the -- contract. 1.3 SCOPE OF WORK 1.3.1 Intent of Contract Drawings and Specifications It is the intent of the contract drawings and specifications to describe the complete work to be performed under the contract. Except as otherwise provided, the Contractor shall furnish all materials, supplies, tools, equipment, and labor necessary for the proper execution and completion of the work. 1.3.2 Fences Existing fences that are within the right-of-way limits are to be eliminated by the Contractor, unless otherwise notified by the Engineer and Representative. Temporary fences shall be used if required. This work shall be considered incidental to other items of the contract, and no direct payment will be made for any costs involved. 1.3.3 Maintenance of Existing Roads At locations where Contractors' equipment uses existing public or private roads that are to remain in place, the Contractor shall: maintain such roads in safe condition for passage of traffic; provide flagmen and watchmen as required; and furnish and maintain temporary drainage structures, guard fences, warning signs, and other facilities necessary to protect traffic. The Contractor is responsible for obtaining any and all permits that may be required to use or cross any roads. Where existing roads are to remain in place after construction, the Contractor will restore the roads damaged during construction. Certain private roads are to be eliminated within the right-of-way limits, as noted on the plans. No work is required of the Contractor at these locations. Traffic Control at Grade Crossings shall conform to the Manual of Uniform Traffic Control Devices (MUTCD). 1.3.4 Haul Roads and Areas Occupied by the Contractor The Contractor's haul road shall be located such that, upon the completion of the work, the roadway can be removed and seeded. The location of the road must be approved by the Engineer and Representative. All costs associated with the construction or maintenance of the service road and restoration of any area on the Railroad Company's right-of-way will be considered as incidental to other items of the contract, and no direct payment for any such work will be made. 2 r Gi 1.3.5 Final Clean -Up Upon completion of the project, and before acceptance and final payment is made, the Contractor shall clean the right-of-way and all ground occupied by the Contractor in connection with the work of all rubbish, excess materials, temporary fencing, structures, and equipment. The Contractor shall remove all erosion control measures and shall seed and mulch all disturbed areas to establish a permanent stand of grass. All work areas shall be left in a neat and presentable condition. No direct payment will be made for this work. 1.4 CONTROL OF WORK 1.4.1 Authority of the Engineer The work will be done in accordance with the contract, plans, specifications, special provisions, and addenda as approved by the Engineer. The Engineer will answer all questions that may arise as to the quality or acceptability of materials furnished and work performed; the interpretations of the contract drawings, - specifications, special provisions and addenda; and the acceptable fulfillment of the contract by the Contractor. 1.4.2 Coordination of Contract Drawings, Specifications, and Special Provisions The contract drawings, specifications, special provisions, and addenda are essential parts of the contract, and a requirement occurring in one is as binding as though occurring in all. They are intended to coordinate with each other and to describe and provide for the complete work. (In a case of disagreement, the following order dictates precedence: contract drawings shall govern over specifications; special provisions shall govern over contract drawings and specifications; and addenda shall govern over plans, specifications, and special provisions.) 1.4.3 Cooperation of Contractor The Contractor shall give the work his constant attention to facilitate the progress thereof, and he shall cooperate with the Engineer and Representative in every possible way. He shall have at all times a competent Superintendent on site who is authorized to receive orders and to act for him, regardless of how much work is sublet. 1.4.4 Construction Stakes The Contractor will furnish and set the following stakes and reference points to establish lines and grades required for completion of the work: (1) Centerline Stakes at 100 -ft. intervals in tangent tracks, at 50 -ft. intervals in curves, and at other immediate points as necessary (2) Slope Stakes (3) Right -of -Way Stakes (4) Bench Mark Locations 3 (5) Bridge and Pipe Reference Stakes (6) Final Alignment and Subgrade Elevation Stakes The Contractor shall transfer or establish additional points at his own expense. The Contractor will be held responsible for the preservation of all stakes and marks. If, in the opinion of the Engineer and Representative, any of the stakes or marks have been carelessly or willfully destroyed or disturbed by the Contractor, the cost of replacing them will be charged against him and deducted from the payment for the work. 1.4.5 Inspection The Contractor shall furnish the Engineer and Representative with every reasonable facility for ascertaining whether or not the work performed is in accordance with the requirements and intent of the contract. No work shall be performed or materials used without affording an opportunity for adequate inspection. If the Engineer and Representative so request, the Contractor shall, at any time before acceptance of the work, remove or uncover such portions of the finished work as may be directed. After examination, the Contractor shall restore said portions of the work to the standard required by the specifications. Inspection will not relieve the Contractor from any obligation to perform the work in accordance with the requirements of the specifications. 1.4.6 Removal of Defective Work All defective work that has been rejected shall be remedied or removed and replaced in an acceptable manner at the Contractor's expense. The Contractor shall guarantee all work, including that of any and all subconsultants, for a period of one year from the date of final approval by the railroad. Upon notice from the railroad, the contractor shall be responsible for correcting any defects. In emergency situations, the contractor shall respond immediately. If necessary, the contractor shall adjust continuous welded rail in the spring to prevent the track from buckling in hot weather. 1.4.7 Final Inspection When all the work specified in the contract has been completed and the final clean-up performed, the Engineer and Representative will make a final inspection; if the work is found to be satisfactory, the Contractor will be notified in writing of the work's acceptance. All portions of the work shall be maintained by the Contractor at the standards required by the contract drawings, specifications, special provisions and addenda until such final acceptance is provided. At the Engineer and Representative's prerogative, portions of the work may be accepted before all of the project work is completed. After acceptance, the Contractor shall not use the finished product for any purpose without the permission of the Engineer and Representative. 1.5 MATERIALS FURNISHED BY CONTRACTOR 1.5.1 Sources of Supply , The supply source for each of the materials supplied by the Contractor shall be approved by the Engineer and Representative before delivery is -started. If it is found that previously approved supply sources do not produce uniform and satisfactory products, or if the product from any source proves unacceptable at any time, the Contractor shall furnish materials from other approved sources. All labor and material costs to replace defective material shall be at the Contractor's _ expense. 1.5.2 Quality of Materials Only materials conforming to specifications and approved by the Engineer and ^^ Representative shall be used in the work. All material used may be subject to inspection or test at any time during their preparation or use. Approved materials that have in any way become unfit for use shall not be used in the work. 1.6 MATERIALS FURNISHED BY ENGINEER OR RAILROAD COMPANY The Engineer or Railroad Company will furnish no material for this project. 1.7 RESPONSIBILITIES OF THE CONTRACTOR 1.7.1 Laws to be Observed The Contractor shall make himself familiar with and at all times shall observe and comply with all Federal, State and Local laws, ordinances and regulations which in any manner affect the conduct of the work. 1.7.2 Environmental Quality Specific actions shall be taken by the Contractor to control environmental .. pollution that could result from construction activities. These actions shall include, but are not limited to: (1) reduction of air pollution by minimization of dust, containment of chemical vapors and control of engine exhaust gases; (2) reduction of water pollution by control of sanitary facilities and storage of fuel and other contaminants; - (3) minimization of noise levels; - - (4) disposal of waste and spoil; and (5) prevention of landscape defacement and damage. 1.7.3 Permits, Licenses, and Taxes The Contractor shall procure all permits and licenses; pay all charges, fees, and taxes; and give all notices necessary and incidental to the due and lawful prosecution of the work. 5 1.7.4 Information to be Furnished by the Contractor Within ten days of being awarded the contract, the Contractor shall furnish the Engineer and Representative with a list of subcontractors qualified to work on this project as well as a list of equipment he intends to use on the project and proof of its availability. This list shall also have the names . of the Contractor's and subcontractors' key personnel, together with their home addresses and telephone numbers, for use in the event of any emergency. The Contractor shall be responsible for keeping the list updated as necessary. 1.7.5 Protection of Adjoining Property The Contractor shall take proper measures to protect the adjacent or adjoining properties in order to avoid any damage caused by any process of construction. In case of damage, he shall restore at his own expense the damaged property to a condition similar or equal to that existing before such damage was done, or he shall make good such damage in an acceptable manner. 1.7.6 Safety and Delay of Trains The work shall be so conducted that there will be no delay to trains or interference in any manner with the operation of trains, signals, or power lines. If it is impossible to perform the work in such a manner, the Engineer and Representative must approve an alternate method before starting the work. When it is necessary to cross the tracks with heavy equipment, the location and construction of the crossing must have the approval of the Engineer and Representative. The Contractor shall arrange for qualified railroad flagmen to protect crossing movements, if such is determined necessary for safe train operation. When moving equipment adjacent to operated tracks or transporting materials across them, the Contractor and all his employees on the work shall at all times exercise the utmost vigilance in preventing accidents to trains and to the Contractor's own men and equipment. To fully protect trains and the Contractor's own men and equipment against possible accidents in the Contractor's operations of any kind adjacent to operated tracks, all such operations must be approved by the Engineer and Representative. The Contractor shall arrange for the necessary train orders, flagmen, and watchmen. Placement of flagmen and watchmen by the Engineer and Representative does not in any way relieve the Contractor of his contractual liability. The Contractor shall get permission for track time when working or operating equipment within 25 feet of centerline of any operating track. Equipment, material, falsework, or other obstructions shall not be placed closer than nine feet on tangent, ten feet on curve, or a greater distance, if directed by the Engineer and Representative, to the centerline of any operated track. Minimum vertical clearances above the top of rail of any operated track shall be as shown on the contract drawings, in the special provisions, or as directed by the Engineer and Representative. The Contractor shall comply with the operating rules and safety rules of the railroad. The Contractor shall conform to all applicable Occupational Safety and Health Administration (OSHA) & Federal Railroad Administration (FRA) rules and/or guidelines and shall be responsible for any fines levied against the railroad for rules violations associated with the construction activities for this project. r-� 1.8 CONTRACT CLOSEOUT a 1.2.1 This section describes administrative and procedural requirements for project a 1.7.7 Security and Protection Facilities The Contractor shall provide, erect, and maintain adequate temporary fences, barricades and other security measures for reasons of safety and to prevent unauthorized entry, vandalism or theft of Railroad Company's property or right-of- way. The Contractor shall likewise be responsible for the protection of his own equipment and materials. r 1.7.8 Location of Temporary Field Offices, Storage and Construction Buildings The location of a Contractor's temporary field office, storage and other construction buildings, if needed by the Contractor, shall require written approval of the Engineer and the Representative. The preservation of the landscape shall be rw an imperative consideration in the selection of all sites and in the construction of buildings. A plan showing the location of all temporary facilities shall be -- submitted for approval to the Engineer and Representative. 1.7.9 Preservation of Existing Historical, Archaeological and Cultural Resources In the event of a discovery, all operations in the immediate vicinity of the discovery must cease, and the Engineer and Representative must be notified for further action. A "discovery" is any previously unidentified or incorrectly identified cultural resources including, but not limited to, archaeological deposits, human remains, or locations reportedly associated with Native American religious/traditional beliefs or practices. +* 7 1.8 CONTRACT CLOSEOUT a 1.2.1 This section describes administrative and procedural requirements for project closeout, including final leaning, adjusting, project record documents, and warranties. A. Final Acceptance 1. Preliminary Procedures Before requesting final inspection for certification of final acceptance and final payment, the Contractor must do the following: (1) Submit the Final Application for Payment identifying total adjusted Contract Price, previous payments, and sum remaining due. Include releases and supporting documentation not previously submitted and accepted, as well rw as certificates of insurance for products and completed operations where required. (2) Submit consent of surety to final payment. (3) Submit evidence of final continuing insurance coverage complying with insurance requirements. 2. Reinspection Procedure The Engineer and Representative will inspect the work upon receipt of notice that the work, including inspection list items from earlier +* 7 8 inspections, has been completed, except items whose completion has been delayed because of circumstances acceptable to the Engineer and Representative. a. Upon completion of reinspection, the Engineer and Representative will prepare a certificate of final acceptance or advise the Contractor of incomplete work or unfulfilled obligations required for final acceptance. b. If necessary, reinspection will be repeated. 3. Submit written certification that Contract Documents have been reviewed, the work has been inspected, and the work is complete in accordance with Contract Documents and ready for inspection by the Engineer and Representative. 4. Provide the Engineer and Representative with submittals that are required by governing or other authorities. B. Project Record Document Submittals 1. Maintain on site one set of the following record documents and record actual revisions to the work: (1) Contract Drawings. (2) Specifications (3) Addenda. (4) Change Orders and other Modifications to the Contract., (5) Shop drawings, product data, and samples. 2. Store Record Documents separately from documents used for construction, and label each document "PROJECT RECORD" in large, neatly printed letters. Provide access to record documents for the Engineer and Representative's reference during normal working hours. 3. Record information concurrent with construction progress. 3. Record Specifications Legibly mark and record at each Product section the descriptions of actual Products installed, including the following: (1) Manufacturer's name, product model and number, and name of supplier. (2) Product substitutions or alternates utilized. (3) Changes made by Addenda and Modifications. _ 4. Record Drawings and Shop Drawings 8 Legibly mark each item to record the actual installation where the ( installation varies from the work as originally shown, including: (1) Measured depths of foundations in relation to finished ground line or other project datum. 9 (2) Measured honzontal and vertical locations . of underground facilities, utilities and appurtenances, referenced to permanent surface improvements. (3) Measured locations of internal appurtenances concealed in construction, referenced to visible and accessible features of the work. (4) Field changes of dimension or detail. (5) Details not on original Contract Drawings. (6) Changes made by Field Order or by Change Order. (7) Where shop drawings are used, record a cross-reference at the - corresponding location on the Contract Drawing. 6. Submit Record Documents to Engineer and Representative prior to final Application for Payment. C. Final Cleaning 1. Clean debris from drainage systems. 2. Clean site. 3. Remove waste and surplus materials, rubbish, and construction facilities from the site. 4. Remove stakes and erosion control measures. 5. Seed and mulch all areas disturbed by construction in order to provide a permanent stand of grass. 9 SECTION 2 - SITEWORK 2.1 AGGREGATE BASE COURSE AND SURFACE COURSE 2.1.1 Introduction Work covered under these technical specifications is related to the following items: (1) Aggregate base course. (2) Aggregate surface course. (3) Aggregate shoulders. 2.1.2 References AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) AASHTO T 27 - Sieve Analysis of Fine and Coarse Aggregates. AASHTO T 89 - Determining the Liquid Limit of Soils. — AASHTO T 90 - Determining the Plastic Limit and Plasticity Index of Soils. AASHTO T 96 - Resistance to Degradation of Small -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. AASHTO T 99 - The Moisture -Density Relations of Soils using a (2.5 kg) 5.5 lb. — Rammer and a (305 mm) 12 in. Drop. AASHTO T 104 - Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate. AASHTO T 191 - Density of Soil In -Place by the Sand Cone Method. AASHTO T 224 - Correction for Coarse Particles in the Soil Compaction Test. AASHTO T 238 - Density of Soil and Soil -Aggregate in Place by the Nuclear Method (Shallow Depth). AASHTO T 239 - Moisture Content of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth). AMERICAN SOCIETY FOR TESTIN GAND MATERIALS (ASTM) ASTM D 1241 - Specification for Materials Soil -Aggregate Subbase, Base, and Surface Course. ASTM D 2419 - Test Method for Sand Equivalent Value of Soils and Fine Aggregate. ASTM D 2844 - Test Method for Resistance R -Value and Expansion Pressure of Compacted Soils. 10 2.1.5 Materials A. Coarse Aggregate The coarse aggregate for the aggregate base course, aggregate surface course, and aggregate shoulders shall be pit run gravel (base course only), gravel, crushed gravel, or crushed stone, as defined below. 1. Gravel Gravel shall be the coarse granular material resulting from the reduction of rock by action of the elements and having subangular to rounded surfaces. It may be partially crushed. 2. Crushed Gravel Crushed gravel shall be the product resulting from crushing by mechanical means, and it shall consist entirely of particles obtained by crushing gravel, all of which before crushing will be retained on a screen with openings equal to or larger than the maximum nominal size of the resulting crushed material. If approved by the Engineer and Representative, final product gradations may be obtained by screening or blending various sizes of crushed gravel material. 3. Pit or Bank Run Gravel (Base Course Only) Pit or bank run gravel shall be a mixture of sand, gravel, silt and clay occurring naturally in a deposit, which is of such quality that it may be used with only minor processing. 4. Crushed Stone Crushed stone shall be the angular fragments resulting from crushing ASTM D 3744 - Test Method for Aggregate Durability Index. ASTM D 4546 - Test Method for One -Dimensional Swell or Settlement Potential of Cohesive Soils. 2.1.3 Quality Assurance The density of the compacted aggregate base course and aggregate surface course will be determined by the Engineer and Representative at regular intervals in accordance with AASHTO T 191 or AASHTO T 238 and, T 239, or by other methods approved by the Engineer and Representative. 2.1.4 Submittals Samples Submit to the Engineer and Representative, in air -tight containers, samples of the aggregate base course and aggregate surface course. The amount and number of samples shall be directed by the Engineer and Representative; minimum weight for a sample is 25 pounds. Label samples to identify source and intended usage of material. 2.1.5 Materials A. Coarse Aggregate The coarse aggregate for the aggregate base course, aggregate surface course, and aggregate shoulders shall be pit run gravel (base course only), gravel, crushed gravel, or crushed stone, as defined below. 1. Gravel Gravel shall be the coarse granular material resulting from the reduction of rock by action of the elements and having subangular to rounded surfaces. It may be partially crushed. 2. Crushed Gravel Crushed gravel shall be the product resulting from crushing by mechanical means, and it shall consist entirely of particles obtained by crushing gravel, all of which before crushing will be retained on a screen with openings equal to or larger than the maximum nominal size of the resulting crushed material. If approved by the Engineer and Representative, final product gradations may be obtained by screening or blending various sizes of crushed gravel material. 3. Pit or Bank Run Gravel (Base Course Only) Pit or bank run gravel shall be a mixture of sand, gravel, silt and clay occurring naturally in a deposit, which is of such quality that it may be used with only minor processing. 4. Crushed Stone Crushed stone shall be the angular fragments resulting from crushing by mechanical means the following types of rocks quarried from undisturbed, consolidated deposits: granite and similar phanerocrystalline igneous rocks, limestone, dolomite, sandstone, massive metamorphic quartzite, and similar rocks. B. Gradation 1. Aggregate Base Course a. Gradation A or B, Type 1 as defined by ASTM Designation: D 1241. However, the maximum percentage by weight passing the No. 200 Sieve for Gradation B shall be limited to 12 percent. or b. The gradation specified in the current Department of Transportation Standard Specifications of the State in which the work is being performed. However, the maximum percentage by weight passing the No. 200 Sieve shall be limited to 12 percent. 2. Aggregate Surface Course and Aggregate Shoulders a. Gradation C or D, Type 1 as defined by ASTM Designation: D 1241. However, the minimum percentage by weight passing the No. 200 Sieve shall be 8 percent. or b. The gradation specified in the current Department of Transportation Standard Specifications of the State in which the work is being performed. However, the minimum percentage by weight passing No. 200 Sieve shall be limited to 8 percent. C. Quality and Material Characteristics 1. Na2SO4 Soundness (5 Cycles) 25 (Base Course) AASHTO T -104, Max. % Loss 30 (Surface Course & Shoulders) 2. Los Angeles Abrasion 45% AASHTO T 96, Max. % Loss 3. Plasticity Index, Max 10% AASHTO T 90 4. Liquid Limit, Max. 35% AASHTO T 89 5. Dust Ratio = % Passing #200 Sieve 2/3 Max. % Passing #40 Sieve 12 B. Preparation r 1. Prepare subgrade in accordance with Section, Earthwork. 6. Sand Equivalent, Min. 25% (Base Course) 2. ASTM D 2419 40% (Surface Course & Shoulders) scarifying, reshaping, and re -compacting. 7. Durability Index 35 Min. .,, ASTM D 3744 8. Resistance R -Value 72 Min. subgrade. ASTM D 2844 4. Before the aggregate is deposited on the subgrade, it shall contain the .�w 9. Swell Pressure i Max. amount of moisture `required for compaction. The amount of ASTM D 4546 moisture required shall be that determined by the Engineer and 2.1.6 Execution Representative for the material and compaction methods being used. A. Examination 1. Verify that the substrate has been inspected and approved by the Engineer and Representative, has correct gradients and elevations, and has appropriate moisture content. Spread and compact aggregate over the prepared substrate to the 2. Obtain all necessary permits for hauling on public rights of way. B. Preparation 1. Prepare subgrade in accordance with Section, Earthwork. .� 2. Correct irregularities in substrate gradient and elevation by scarifying, reshaping, and re -compacting. 3. Do not place materials in snow or on soft, muddy, or frozen subgrade. 4. Before the aggregate is deposited on the subgrade, it shall contain the .�w amount of moisture `required for compaction. The amount of moisture required shall be that determined by the Engineer and Representative for the material and compaction methods being used. The water and aggregate shall be mixed at a central mixing plant. C. Aggregate Replacement 1. Spread and compact aggregate over the prepared substrate to the thickness shown on the plans. When placed, it shall be free from segregation and shall require minimum blading or manipulation. 2. Construct aggregate base course, aggregate surface course, and aggregate shoulders in layers not more than four inches thick when compacted, except, when tests indicate that the specified compaction is being obtained, the compacted thickness of any layer may be increased to a maximum of eight inches. Pa. 3. Add water to assist compaction. If excess water is present, remove aggregate and aerate to reduce moisture content. 4. Compact granular material for aggregate base course, aggregate surface course, and aggregate shoulders to not less than 100 percent of the standard laboratory density. The standard laboratory density 13 shall be the maximum density determined by the Engineer and Representative in accordance with AASHTO T 99 (Method A or C). A coarse particle correction in accordance with AASHTO T 224 will be used with Method A and may be used with Method C. 5. Hauling surface course over the base course in the process of construction will not be permitted when, in the. opinion of the Engineer and Representative, the effect will be detrimental to the base course. 6. When using as a haul route, keep aggregate and shoulder surfaces smooth by dragging or blading and recompacting as many times each day as the Engineer and Representative may direct. Fill holes, waves and undulations which develop and which are not filled by blading. Apply water for dust control as directed by the Engineer and Representative. 7. Construct and maintain an aggregate surface course for temporary roads, approaches and entrances in accordance with the plans and as directed by the Engineer and Representative. 8. Where plans specify temporary aggregate surface, constructed as specified, maintain to the satisfaction of the Engineer and Representative, remove and reuse (if acceptable to the Engineer and Representative) or dispose of removed material offsite. 2.1.7 Measurement and Payment A. Re -measurement When the plans have been altered or when disagreement exists between the Contractor and the Engineer and Representative as to the accuracy of the plan quantities, either party shall, before any work is started which would affect the measurement, have the right to request in writing and thereby cause the quantities involved to be measured. B. Contract Quantities 1. Measurement When the project is constructed essentially to the lines, grades, or dimensions shown on the plans and the Contractor and the Engineer and Representative have agreed in writing the plan quantities are accurate, no further measurement will be required. 2. Payment Payment will be made for the quantities shown in the contract for the various items involved except that if errors are discovered after work has been started, appropriate adjustments will be made. C. Measured Quantities 1. Measurement The aggregate base course, aggregate surface course, and aggregate shoulders will be measured in place by the Engineer and 14 Representative and the volume computed in cubic yards. MOO& 2. Payment No additional payment will be allowed for materials placed beyond the plan limits unless directed otherwise by the Engineer and Representative. Aggregate base will be paid for at the contract unit price per cubic '* yard for AGGREGATE BASE COURSE; aggregate surface (including temporary aggregate surface required by the plans) will be paid at the contract unit price per cubic yard for AGGREGATE SURFACE COURSE; aggregate shoulders will be paid for at the contract unit price per cubic yard for AGGREGATE SHOULDERS. 2.2 ASPHALTIC CONCRETE PAVING 2.2.1 Introduction Work covered under these technical specifications is related to the following items: (1) Asphaltic Concrete Base Course.. (2) Asphaltic Concrete Binder Course. (3) Dense Graded Large Aggregate Hot Mix Asphalt (DGLAHMA) where specified on the Plans. 2.2.2 References AMERICAN ASSOCIATION OF STATE HIGHWAY TRANSPORTATION OFFICIALS (AASHTO) AASHTO M 17 - Mineral Filler for Bituminous Paving Mixtures. •-� AASHTO M 20 - Penetration Graded Asphalt Cement. AASHTO M 29 - Fine Aggregate for Bituminous Paving Mixtures. AASHTO M 140 - Emulsified Asphalt. AASHTO M 156 - Requirements for Mixing Plants for Hot -Mixed Hot -Laid .:. Bituminous Paving Mixtures. AASHTO M 208 - Cationic Emulsified Asphalt. AASHTO M 226 - Viscosity Graded Asphalt Cement. AASHTO T 209 - Maximum Specific Gravity of Bituminous Paving Mixtures. -- AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM D 692 - Specifications for Coarse Aggregate for Bituminous Paving Mixtures. ASTM D 2026 - Specifications for Cutback Asphalt (Slow -Curing Type). ASTM D 2027 - Specifications for Cutback Asphalt (Medium -Curing Type). ASTM D 2028 - Specifications for Cutback Asphalt (Rapid -Curing Type). ASTM D 2726 - Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Saturated Surface -Dry Specimens. ASTM D 2950 - Test Method for Density of Bituminous Concrete in Place by Nuclear Method. ASTM D 3515 - Specifications for Hot -Mixed, Hot -Laid Bituminous Paving Mixtures. 2.2.3 Submittals A. Submit the following items to the Engineer and Representative: 1. Test reports from an independent laboratory for materials and mix designs, or proof that mix designs and all materials are currently approved for use as asphaltic concrete pavement by the Department of Transportation of the state in which the work will be performed. Mix design submittals shall include plotted trial mix data showing variations in Marshall properties versus asphalt cement content and Marshall properties of proposed mix designs. Submit mix design to the Engineer and Representative for each mix at least fifteen days -- before the start of asphaltic concrete production. 2. Bill of lading for prime coat showing specific gravity of the material _ at 60° F. 3. For DGLAHMA only, submit the following to the Engineer and Representative at least 5 working days before beginning production of DGLAHMA: a. A 75 -pound sample of representative aggregate retained on the No. 4 sieve and a 3 -pound sample of the representative aggregate passing the No. 4 sieve for testing of aggregate quality. b. A proposed Job Mix Formula (JMF) for each combination of aggregates and asphaltic cement proposed for use. Each JMF shall include the following: _ 1. Test data showing each proposed JMF meets specified criteria. 2. Percentage (in units of one percent, except No. 200 in units of 1/10 percent) of aggregate passing each of the specified sieves (including No. 20 and No. 80 sieves) _ for each individual aggregate to be incorporated into the mixture. 3. Percentage (in units of one percent, except No. 200 in units of 1/10 percent) of aggregate passing each of the 16 2.2.4 Quality Assurance A. Equipment used for the handling of all materials, mixing, placing, and compacting shall be maintained in good operating condition. The Engineer and Representative may reject equipment found to produce unacceptable work. B. Legally dispose of all waste material produced as a result of the Contractor's ., operations outside the Railroad's right-of-way. The cost of disposal for all waste will be considered incidental to the cost of construction and no additional payment will be made for performing this work. 2.2.5 Materials A. Asphalt cement Asphalt cement for paving mixtures designated by viscosity grading shall -_ conform to AASHTO M 226. Asphalt cement designated by penetration { grading shall conform to AASHTO M 20. Asphaltic cement shall be of the grade shown on the plans or as designated by the Engineer and Representative. Do not change grades or sources during project. 17 specified sieves (including No. 20 and No. 80 sieves) for each composite aggregate blend proposed for use and plotted on Federal Highway Administration (FHWA) 0.45 power graph paper (Federal Form PR - 115). *O 4. Percentage (in units of 1/10 percent) of asphaltic cement to be added, based on total weight of mixture. 5. Mix design with at least four different asphaltic cement contents (at least 0.4 percent between each point), with at least one point above and one point below the optimum asphalt percentage. For each asphaltic cement content, the following must be included: A. Maximum specific gravity (average of two tests); B. Marshall test results for the individual and average bulk specific gravity, density, height, stability, and flow of at least three specimens at each asphaltic cement content; C. Percent of air voids in the mixture for each asphaltic cement content; D. Percent of Voids in Mineral Aggregate (VMA) at ... each asphaltic cement content; E. Fines to Asphalt (F/A) ratio calculated to nearest 1/10 percent. 6. A 15,000 -gram uncompacted sample, plus three Marshall briquettes compacted at the optimum asphaltic cement content and Marshall design blows conforming to the JMF. 2.2.4 Quality Assurance A. Equipment used for the handling of all materials, mixing, placing, and compacting shall be maintained in good operating condition. The Engineer and Representative may reject equipment found to produce unacceptable work. B. Legally dispose of all waste material produced as a result of the Contractor's ., operations outside the Railroad's right-of-way. The cost of disposal for all waste will be considered incidental to the cost of construction and no additional payment will be made for performing this work. 2.2.5 Materials A. Asphalt cement Asphalt cement for paving mixtures designated by viscosity grading shall -_ conform to AASHTO M 226. Asphalt cement designated by penetration { grading shall conform to AASHTO M 20. Asphaltic cement shall be of the grade shown on the plans or as designated by the Engineer and Representative. Do not change grades or sources during project. 17 For DGLAHMA, use AC 20 asphaltic cement. B. Coarse Aggregates Coarse aggregate for asphaltic concrete mixtures shall conform to ASTM D 692. Do not change sources during project. C. Fine Aggregate The fine aggregate used for the asphaltic concrete mixture shall conform to AASHTO M 29. Do not change sources during the project. D. For DGLAHMA only, aggregates shall conform to the following: 1. Classification. Conform to one of the following classifications. The class used is at the contractor's option unless otherwise specified in the Contract. a. Class A consists of crushed quarry or mine trap rock (basalt or other related igneous rock types), quartzite, or granite. Other igneous or metamorphic quarried rock may be used only with the specific approval of the Engineer and Representative. b. Class B consists of all other crushed quarry or mine rock (e.g. limestone, dolomite rhyolite, schist). C. Class C consists of 100 percent crushed natural gravel produced from material retained on a square -meshed sieve having an opening at least twice as large as the specification permits for the maximum size of the aggregate. d. Class D consists of a mixture of any two or more of the above classes of approved aggregate (Class A, B, and/or Q. The use of Class D aggregate and the relative proportions comprising the blend shall be subject to the Engineer and Representative's approval. The relative proportions shall be accurately controlled to the satisfaction of the Engineer and Representative. 2. Primary Aggregate shall consist of 100 percent crushed material (one fractured face) conforming to Class A, B, C, or D. Coarse aggregate shall be free from coatings of clay and silt to the satisfaction of the Engineer and Representative. 3. Secondary Aggregate shall consist of sound, durable particles of gravel and sand, crushed quarry/mine rock, screenings, or combinations thereof. 4. Composite Aggregate Blend shall consist of at least 80 percent by weight of a primary type aggregate or combination of primary type aggregates. Mineral Filler Mineral filler shall conform to AASHTO M 17. Do not change sources during the project. 18 F. RAP Materials RAP material shall be defined as Reclaimed Asphaltic Pavement material resulting from the crushing of hot -mix asphaltic concrete. RAP material may be used in the asphaltic concrete mix when approved by the Engineer and Representative. The amount of RAP material shall.. not exceed 25 percent for binder courses, unless a mix design approved by the Department of Transportation of the State in which the work will be done indicates a C° higher percentage. RAP will not be allowed in surface courses unless included in a mix design approved by the Department of Transportation of the State in which the work is being done. Inform the Engineer and Representative of the original location of the RAP material or the origin of the existing RAP stockpile at mix design submittal. All RAP material shall be free of contaminants such as earth, sand, and brick. ^^ G. Additives When part of the approved mix design, or when deemed necessary by the Engineer and Representative, an anti -stripping or recycling agent shall be added to the asphaltic concrete mixture. The type shall conform to the Department of Transportation Standard Specifications for the state in which the work is to be performed. 2.2.6 Prime Coat ... A. Rapid Curing Liquid Asphalt 1. Conform to ASTM D 2028, for specific grade. r^ 2. Free of water; no separation; no curdling before use; no foaming when heated to application temperature. B. Medium Curing Liquid Asphalt ., 1. Conform to ASTM D 2027, for specific grade. �-+ 2. Free of water; no separation; no curdling before use; no foaming when heated to application temperature. C. Slow Curing Liquid Asphalt 1. Conform to ASTM D 2026, for specific grade. 2. Free of water; no foaming when heated to application temperature. D. Emulsified Asphalts 1. Anionic - conform to AASHTO M 140. 2. Cationic - conform to AASHTO M 208. 3. Homogeneous; no separation after through mixing within 30 days after delivery. E. Unless otherwise allowed by the Engineer and Representative, use the following grades. 19 1. Prime coat on aggregate base: MC -30. 2. Prime coat on concrete, brick, or asphaltic concrete bases: SS -1, SS- lh, CSS -1, or CSS -1h. 2.2.7 Asphaltic Concrete Paving Mix Design A. Asphaltic concrete mix design shall conform to the requirements of the Department of Transportation Standard Specifications of the state in which the work is being performed. B. Do not begin production until the Engineer and Representative has approved mix designs. C. In the absence of a Department of Transportation approved mix design, conform to the requirements of ASTM D 3515. Conform to mix design properties indicated on the plans or special provisions. D. For DGLAHMA only, the following mix design requirements apply: 1. The Job Mix Formula (JMF) (defined as the composite gradation of aggregate and asphaltic cement of the mixture) for the asphalt - aggregate mixture shall be within the following limits. No paving of DGLAHMA will be allowed without an approved JMF. The approved JMF shall remain in effect until changed in writing. Should an aggregate source change, or when unsatisfactory results or other conditions makes it necessary in the opinion of the Engineer and Representative, a new JMF may be required by the Engineer and Representative. BROADBAND LIMITS Total % Passing, Sieve Size by Weight 2" 100 1'/2" 90-100 3/4" 74-87 1/4" 46-60 #4 30-55 #10 22-40 #40 6-20 #200 2-6 Asphaltic Cement Content 3.5-4.5 (percent by weight of total mix) 2. Each DGLAHMA JMF shall meet the following criteria (the minus - 1 -inch portion compacted at 75 blows per face) at the approved design blend: Stability 1800 lbs. minimum Flow (Marshall) 8-14 Air Voids (Note 1) 3-4% Voids in Mineral Aggregate (VMA) 12% Notes: 20 r 1. Based on effective specific gravity and Rice method. The optimum percentage of asphaltic cement shall be that percentage which yields the design intent air voids and meets the other requirements of the Contract. 3. The requirements for mixture production proportions shall comply with this specification, except that the JMF percentages and working range will be based on the composite aggregate gradation and asphaltic cement content of the approved mix design. The working range for individual tests will be determined by applying minus and plus values to the percentages in the JMF in accordance with the following: Aggregate passing #4 and larger sieves 8% Aggregate passing #10 sieve 7% Aggregate passing #40 sieve 7% Aggregate passing #200 sieve 3% Bitumen Content 0.3% (but not less than the specified limit) 2.2.8 Mixing Plants A. Mixing plants shall conform to AASHTO M 156. B. Mixing plants shall also conform to the requirements of the Department of Transportation Standard Specifications of the State in which the work is being done. 2.2.9 Verification A. Verify that substrate is in place, compacted as specified, and finished to specified tolerances. B. Verify curbs and combination curbs and gutters are completed and have attained specified strength. C. Verify utilities have been marked before driving any pins. 2.2.10 Transportation of Asphaltic Concrete Mixtures A. Trucks used for transporting the asphaltic concrete mixtures shall have smooth, clean, tight metal beds. The beds shall be sprayed with a minimum amount of paraffin oil or other approved release agents. Prior to loading with asphaltic concrete, drain off excess oil. B. All trucks used for hauling shall be equipped with a canvas cover to protect the mixture from the weather. The cover shall be of sufficient size to extend over the sides and ends of the bed for a distance of approximately twelve inches. When the air temperature is below 60° F the truck beds, +► including the ends, sides, and bottom, shall be insulated with fiberboard, plywood or other approved insulating material. Use covers when air temperature is below 60° F. ` 2.2.11 Surface Preparation " 21 A. Maintain the subgrade and base course as prepared. Correct any deteriorations that occur before paving. B. When a new pavement is to be constructed on an existing asphaltic concrete, concrete, or brick surface, broom the existing surface clean prior to the application of prime coat. Repair holes and depressions in existing surfaces by removal to sound material and replacing with and asphalt - aggregate patching material. Compact patch to produce a tight surface conforming to the adjacent pavement area. Stabilize rocking portland cement concrete slabs by undersealing or cracking and seating to the satisfaction of the Engineer and Representative. Make the necessary repairs before brooming and prime coating. C. Fill wide joints and cracks with asphaltic concrete/sand mix material and compact as designated by the Engineer and Representative. Filling of the joints will be considered as incidental to the placement of asphaltic concrete pavements and will not be measured for payment. D. Prime Coat 1. Apply prime coat to aggregate base courses when aggregate is dry. The rate of application on aggregate base courses shall be between 0.25 and 0.50 gallons per square yard or as directed by the Engineer and Representative. Apply prime coat uniformly by pressure distributors at a temperature such that it will not cause clogging of the nozzles. Cure until the penetration has been approved by the Engineer and Representative, but in no case cure for less than 24 hours. 2. Apply prime coat over concrete, brick, asphaltic concrete, or existing bases pavements at the rate of 0.05 to 0.10 gallons per square yard, or as directed by the Engineer and Representative. a. The temperature in the shade shall be 60° F or higher at the time of application when emulsified asphalt is used. In all cases, limit the area to be primed to that which can be covered with asphaltic concrete the same day. Do not place asphaltic concrete over emulsified asphalt until the emulsion has broken and all free moisture has evaporated. b. When directed by the Engineer and Representative, immediately cover the prime coat on the concrete or asphaltic concrete bases open to traffic by mechanically spreading at a uniform rate of two to four pounds per square yard an approved fine aggregate. Prime one lane at a time and close the lane until the aggregate does not pick up under traffic. Perform priming operations in such a manner that a minimum amount of interference will be caused to traffic. E. Place leveling course where required by the plans, or as directed by the Engineer and Representative, using an asphaltic concrete mixture approved by the Engineer and Representative. 2.2.12 Placing Asphaltic Concrete Pavement A. Place asphaltic concrete mixture using a mechanical spreader capable of 22 spreading and finishing courses of asphaltic plant mix material in lane widths appropriate for the specified cross section and thickness shown on the plan. The spreader shall strike a finish of the required evenness and texture without tearing, shoving, gouging or producing any other irregularities. Maximum allowable lift thickness for asphaltic concrete base and binder courses is three inches; maximum allowable lift thickness for surface courses is two inches. Maximum allowable lift thickness for DGLAHMA is four inches. B. The spreader shall be equipped with automatic screed controls. The controls shall be capable of sensing grade from an outside reference line, sensing the transverse slope of the screed, and providing automatic signals which operate the screed to maintain the desired grade and transverse slope. C. Operate the spreading and finishing machine at a uniform forward speed consistent with the plant production rate, hauling capacity and roller train capacity. If, in the opinion of the Engineer and Representative, sporadic delivery of material is adversely affecting the asphaltic concrete pavement, the Engineer and Representative may require paving operations to cease until acceptable methods are provided to minimize starting and stopping of the paver. D. Asphaltic concrete mixtures may be spread with a motor grader only on areas that are inaccessible to a paver, on driveway entrances, and on irregular areas where the small amount of material to be placed makes placement with a spreader impractical, and only as allowed by the Engineer and Representative. Motor graders shall be self-propelled and have pneumatic tires with a tread depth of 1/2 inch or less. They shall be equipped with a blade not less than ten feet long and shall have a wheel base not less than fifteen feet. E. On uniform width widenings, when the placement width is too narrow for a paver, the mixture in each course shall be spread with an approved mechanical device. F. Delivered and spread asphaltic mixtures at temperatures between 250° F and 350° F. In the event of sudden rain, stop loading additional trucks immediately. The material in transit will be permitted to be placed at the Contractor's risk providing the paving surface is free from standing water and the specified temperature range is maintained. G. Complete each asphaltic concrete course before constructing subsequent courses. Allow lower courses to cool sufficiently that placement and compaction of subsequent courses are not adversely affected. Offset longitudinal joints from the preceding (underlying) course by at least three inches (six inches for DGLAHMA only). Locate longitudinal joint at the edge of a lane on surface course. H. Make joints between old and new pavements and between successive days' work to ensure continuous bond between adjoining work. Construction joints to have same texture, density, and smoothness as other sections of asphaltic concrete course. Clean contact surface and apply a tack coat for all construction joints. Make construction joints by using a wood header for full depth thickness of lift or by saw cutting and removing full depth the previous day's placement to expose a fresh surface. I. Place asphaltic concrete base and binder courses only when the temperature �.*+ 23 in the shade is 40° F and rising. Place asphaltic concrete surface courses only when temperature in the shade is 45° F and rising. 2.2.13 Compacting Asphaltic Concrete Pavement A. Rollers shall be of the steel wheel, vibratory, or pneumatic tire type, in good condition, capable of reversing without backlash, and be operated at speeds slow enough to avoid displacement of the mixture. Provide sufficient number and weight of rollers to compact the mixture as required herein. The use of equipment which results in excessive crushing of aggregate will not be permitted. Rollers producing pickup, washboard, uneven compaction of the surface, or other undesirable results will be rejected. B. Compact mixture with hot hand -tampers or vibrating plate compactors in areas inaccessible by conventional rollers. C. Start initial rolling when mixture will bear roller weight without excessive displacement. Accomplish initial rolling immediately following rolling of joint and outside edge. Check surface after initial rolling and repair displaced area by loosening and filling as required with hot material. D. Perform finish rolling while surface is still warm enough to remove roller marks. Continue rolling until roller marks are eliminated and course has attained specified density. D. Compaction Compact the asphaltic concrete to the requirements of the Department of Transportation Standard Specifications for the State in which the work is being done. In the absence of a compaction requirement, compact asphaltic concrete to a minimum density of 93.0 percent of the theoretical maximum density as determined by AASHTO T 209. F. For DGLAHMA, the following compaction and quality control requirements apply: Acceptance of compacted mixture with respect to compaction will be based on theoretical maximum specific gravity (Rice method). The Engineer and Representative will determine the theoretical maximum specific gravity in accordance with AASHTO T 209 (the Rice method). The Engineer and Representative will determine specific gravity of core samples in accordance with ASTM D 2726. Divide each day's production into three sublots of approximately equal tonnages. Obtain three six -inch -diameter core samples from each sublot at locations determined by the Engineer and Representative. Mark the core samples with location number, sublot number, and date of placement. Deliver core sample to the Engineer and Representative for testing. Do not obtain cores within one foot of a longitudinal joint or edge nor within twenty feet of any transverse joint. The core holes shall be dried and filled with the same type of material, and the material shall be properly compacted by the next working day. 3. The average specific gravity of each of the three samples from each sublot shall be no less than 92.0 percent of the theoretical maximum specific gravity for the JMF, and no individual core sample may shall 24 rte+ be less than 90.0 percent of the theoretical maximum specific gravity of the JMF. One retest of each failing test will be permitted (assuming additional core samples from the subject sublot are provided by the Contractor) and the higher of the two specific gravities will be used for acceptance. All retesting shall be done within three working days of placement of the subject sublot. 4. Compaction tests using a nuclear gauge in accordance with ASTM D 2950 will be made by the Engineer and Representative to monitor r^+ field progress but will not be used for acceptance. The contractor shall establish a rolling pattern and growth curve using the nuclear gauge; this pattern shall be maintained as long as results acceptable to the Engineer and Representative are produced. 2.2.14 Quality Control ^� A. Density of asphaltic concrete shall be measured by the Engineer and Representative using nuclear density methods in accordance with ASTM D 2950 at the time of placement. B. Obtain cores using procedures and equipment that provide undamaged cores of diameter no less than 3-5/8 inches. Obtain the number of cores directed by the Engineer and Representative (four to eight per day per lift per mix) for the purpose of comparison with nuclear gage density measurements and to verify lift thicknesses. Furnish these core samples to the Engineer and Representative. The cost of coring will be considered incidental to the paving operation and will not be measured for payment. Fill the core holes with approved hot mix asphaltic mixture and compact it to the satisfaction of the Engineer and Representative. The location of these cores will be determined by the Engineer and Representative. C. Density tests will be performed by the Engineer and Representative at random selected locations. D. Provide Engineer and Representative access for sampling stockpiles, hot bin analyses; and other tests. 2.2.15 Tolerances A. Surface profile The profile tolerances when measured with a 10 -foot straight edge will be 1/8 inch. Grind down high spots to obtain this tolerance. ..,, B. For DGLAE MA, the following tolerances apply: 1. The thickness of each course shall be within plus or minus 1/2 inch of specified thickness. Any part of any course less than the r minimum thickness may be required by the Engineer and Representative to be removed and replaced at the Contractor's expense. Removal of material in excess of the maximum thickness may be required by the Engineer and Representative to be removed at the Contractor's expense to the satisfaction of the Engineer and Representative. 2. Leveling course shall be constructed to within plus or minus 0.05 foot of specified elevations. 25 3. Surface and binder courses shall show no variation greater than 1/8 inch from the edge of a ten -foot straightedge laid parallel or at right angles to the centerline. 4. The transverse slope of the surface of each course shall not vary from the slope shown in the plans by more than plus or minus 1/2 inch in twelve feet. 5. The distance between the edge of each course and the established centerline shall be no less than the Plan distance nor more than three inches greater than the Plan distance. In addition, the edge alignment of the wearing course on tangent sections and on curve section of three degrees or less shall not deviate from the established alignment by more than one inch in any 25 -foot section. Any material placed outside of the above described limitation shall be removed, after being saw cut, at the Contractor's expense. 2.2.16 Measurement and Payment A. Prime Coat 1. Measurement Prime coat will be measured _ based on weight rickets from an approved scale. Trucks delivering the specified material shall provide empty and full weight tickets. The tickets shall show the weight of the empty truck, the weight of the loaded truck, and the net weight of the bituminous material. Volume will be calculated based upon the weight rickets and the specific gravity (at 60 degrees Fahrenheit) on the bill of lading. 2. Payment Prime Coat will be paid for at the contract unit price per gallon for PRIME COAT. B. Asphaltic Concrete Paving 1. Measurement Asphaltic concrete paving will be measured in place by the Engineer and Representative and the area computed in square yards. Separate measurements will be made for each specified thickness of asphaltic concrete material and DGLAHMA. 2. Payment Asphaltic concrete paving will be paid for at the contract unit price per square yard of ASPHALTIC BASE COURSE, ASPHALTIC BINDER COURSE, and ASPHALTIC SURFACE COURSE of the specified type and thickness. DGLAHMA will paid for at the contract unit price per square yard of DENSE GRADED LARGE AGGREGATE HOT MIX ASPHALT of the specified thickness. C. Fine Aggregate Cover Coat 26 _. , '""` 27 AMERICAN CONCRETE INSITUTE (ACI) ACI 301 - Specifications for Structural Concrete for Buildings. I 1. Measurement " Fine aggregate cover coat for prime, when placement is directed by the Engineer and Representative, will be measured based on weight tickets from an approved scale. r-� 2. Payment Prime cover coat will be paid at the contract unit price per ton for FINE AGGREGATE COVER COAT. 2.3 PORTLAND CEMENT CONCRETE PAVING ACI 316 - Recommendations for Construction of Concrete Pavements and 2.3.1 Introduction Work covered under these technical specifications is related to Portland cement concrete pavement, curb, gutter, combination curb and gutter, driveways, and sidewalks. 2.3.2 References AMERICAN ASSOCIATION OF STAGE HIGHWAY TRANSPORTATION OFFICIALS (AASHTO) AASHTO M 171 - Sheet Materials for Curing Concrete. AASHTO M 182 - Burlap Cloth Made from Jute or Kena£ AASHTO M 284 - Epoxy -Coated Reinforcing Bars. AASHTO T 26 - Test for Quality of Water to Be Used in Concrete. '""` 27 AMERICAN CONCRETE INSITUTE (ACI) ACI 301 - Specifications for Structural Concrete for Buildings. ACI 304 - Guide for Measuring, Mixing, Transporting, and Placing Concrete. ACI 305 - Hot Weather Concreting. - ACI 306 - Cold Weather Concreting. ACI 308 - Standard Practice for Curing Concrete. ACI 309 - Identification and Control of Consolidation -Related Surface Defects in Formed Concrete. ACI 316 - Recommendations for Construction of Concrete Pavements and Concrete Bases. ACI 347 - Recommended Practices for Concrete Formwork. ACI "Manual of Standard Practice." '""` 27 AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM A 36 - Specification for Carbon Structural Steel. ASTM A 185 - Specification for Plain Steel Welded Wire Fabric for Concrete Reinforcement. ASTM A 615 - Specification for Deformed and Plain Billet - Steel Bars for Concrete Reinforcement. ASTM C 31 - Test Methods of Making and Curing Concrete Test Specimens in the Field. ASTM C 33 - Specification for Concrete Aggregates. ASTM C 39 - Test Methods for Compressive Strength of Cylindrical Concrete Specimens. ASTM C 42 - Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete. ASTM C 94 - Specification for Ready -Mix Concrete. ASTM C 143 - Test Method for Slump of Hydraulic Cement Concrete. ASTM C 150 - Specification for Portland Cement. ASTM C 172 - Practice for Sampling Freshly Mixed Concrete. ASTM C 173 - Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method. ASTM C 231 - Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method. ASTM C 260 - Specification for Air -Entraining Admixtures for Concrete. ASTM C 309 - Specification for Liquid Membrane -Forming Compounds for Curing Concrete. ASTM C 494 - Specification for Chemical Admixtures for Concrete. ASTM C 618 - Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete. CONCRETE REINFORCING STEEL INSTITUTE (CRSI) "Manual of Standard Practice." 2.3.3 Submittals A. Submit the following items to the Engineer and Representative: 1. Product data for proprietary materials and items, including admixtures, joint systems, curing compounds, and others as requested by the Engineer and Representative. 28 2.3.4 2. Concrete mix designs proposed for use. Submit written reports to Engineer and Representative of each proposed mix for each type of concrete at least fifteen days prior to the start of work. Do not begin concrete production until proposed mix designs have been approved by the Engineer and Representative. 3. Test reports from independent laboratory for concrete materials and mix design tests or proof that mix design and materials are currently approved for use as concrete paving by the Department of Transportation of the state in which the work will be performed. B. Material certificates and materials laboratory test reports of reinforcement items. Material certificates shall be signed by the manufacturer and Contractor, certifying that each material item complies with or exceeds specified requirements. C. Provide certification from admixture manufacturers that chloride content complies with specification requirements. Quality Assurance A. Codes and Standards Comply with provisions of the following codes, specifications, and standards, except where indicated otherwise in the contract documents: 1. ACI, "Manual of Standard Practice." 2. CRSI, "Manual of Standard Practice." B. Materials and installed work may be tested and retested by the Railroad Company at any time during the progress of work. 2.3.5 Form Materials A. Forms for Pavement Side forms for pavement shall be wood or metal, shall have an approved cross section, and shall be furnished in sections not less than ten feet in length. They shall have a height not less than the edge thickness of the pavement and provide a straightedge. Flexible or curved forms, made of either metal or wood, shall be supplied for use on curves of 100 -foot radius or less. Formwork that will support mechanical screeds shall be sufficiently ,., designed and anchored to remain stable and resist loads imposed by the screeding process. Forms shall be tight at joints and lack holes that allow leakage. Slip -form paving, if allowed by the Engineer and Representative, shall conform to all applicable sections of the Department of Transportation Standard Specifications for the State in which the work is being done. B. Forms for Driveways, Sidewalks, Curb, Gutter, and Combination Curb and Gutter Forms shall be of metal or wood construction and suitable for the intended use. Tops of forms shall be level with the concrete face they will support. Forms shall be sufficiently rigid to provide straight lines. On curves with less than 100 -foot radius, flexible forms shall be used. Forms shall be tight w„ 29 at joints and lack holes that allow leakage. Slip -form construction, if allowed by the Engineer and Representative, shall conform to all applicable sections of the Department of Transportation Standard Specifications for the State in which the work is being done. C. Form Coatings Forms shall be cleaned and oiled before concrete is placed against them. Form coatings used shall not bond with, stain, or adversely affect concrete surfaces and shall not impair subsequent treatments of concrete surfaces. 2.3.6 Reinforcing Materials A. Reinforcing and Tie Bars ASTM Designation: A 615, Grade 60, deformed. Other specifications or grades of reinforcing may be used only when permitted in writing by the Engineer and Representative. B. Welded Wire Fabric ASTM Designation: A 185. Other specifications of welded wire fabric may be used only when permitted in writing by the Engineer and Representative. C. Dowel Bars ATSM Designation: A 36 or better; smooth round bars. D. Supports for Reinforcement Bolsters, chairs, spacers, and other devices shall be used for spacing, supporting and fastening reinforcing bars and welded wire fabric in place. These items shall be epoxy -coated. E. Epoxy Coating for Reinforcing Bars, Tie Bars and Dowel Bars Epoxy coating, when required, shall conform to AASHTO M 284 or as required otherwise by the Department of Transportation Standard Specifications for the state in which the work is being performed. 2.3.7 Concrete Materials A. If a mix design approved by the Department of Transportation of the State in which the work is being done is proposed for use, all materials shall comply with the applicable requirements of the approving Department. Otherwise, all materials shall comply with Paragraphs 2.3.7.B through 2.3.7.K. B. Portland Cement ASTM Designation: C 150. Type of cement to be used shall be as required . by the Department of Transportation Standard Specifications for the state in -- which the work is being done. Use one type and manufacturer of cement throughout the project unless otherwise acceptable to the Engineer and Representative. 30 r: C. Fly Ash - ASTM Designation: C 618, Type C or Type F. D. Fine and Coarse Aggregates ASTM Designation: C 33. Provide aggregates from a single source for the duration of the project. E. Water ,. Water shall be of drinkable quality and shall not contain any impurities that would adversely affect the durability or strength of the concrete. Any questionable water shall be tested in accordance with AASHTO T 26 and must be approved by the Engineer and Representative for use. rte+ F. Concrete Admixtures, General ., Provide admixtures for concrete that contain no more than 0.1 percent chloride ions. G. Air -Entraining Admixtures .•M ASTM Designation: C 260, certified by the manufacturer to be compatible with other required admixtures. H. Water -Reducing Admixture ASTM Designation: C 494, Type A. I. High -Range Water -Reducing Admixture (Super Plasticizer) ASTM Designation: C 494, Type F or Type G. J. Water -Reducing, Accelerating Admixture ASTM Designation: C 494, Type E. K. Water -Reducing, Retarding Admixture ASTM Designation: C 494; Type D. 2.3.8 Related Materials A. Sheet Materials for Curing Concrete AASHTO M 171. B. Burlap Cloth �* AASHTO M 182, Class 4. C. Liquid Membrane -Forming Concrete Curing Compounds ASTM Designation: C 309, Type 1D or 2, Class A or B. 31 D. Pavement Markings Conform to the applicable requirements of the Department of Transportation Standard Specifications for the state in which the work is being done. 2.3.9 Proportioning and Design of Mixes A. Prepare the mix design for each type of concrete, as specified on the plans, by either laboratory trial batch or field experience methods, as specified in ACI 301, to have minimum compressive strength of 3,500 psi in fourteen days, minimum cement content of 470 pounds per cubic yard, and maximum water -to -cement ratio of 0.45. If the trial batch method is used, use an independent testing facility acceptable to the Engineer and Representative for preparing and reporting proposed mix designs. B. If the proposed mix design has been approved for paving by the Department of Transportation of the State in which the work will be done, it shall be the responsibility of the Contractor to ensure that the concrete provided is in conformance with the Standard Specifications of that state, including, but not limited to strength, slump, air content, cement content, and materials. C. Adjustment to Concrete Mixes Mix design adjustments may be allowed or required by the Engineer and Representative when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, as determined by the Engineer and Representative. 2.3.10 Admixtures A. Use water -reducing admixture or high -range water -reducing admixture (Super Plasticizer) in concrete as required for placement and workability, and only when approved by the Engineer and Representative. B. When placing concrete in hot or cold weather, follow the requirements of ACI 305 or ACI 306, respectively, and any other requirements of the Engineer and Representative. C. Use air -entraining admixtures to result in concrete at the point of placement having a total air content, as determined by ASTM Designation: C 173 or C 231, between 4 and 8 percent by volume, or as specified in the mix design approved by the Engineer and Representative. D. Use admixtures for water reduction and set control in strict compliance with the manufacturer's instructions, and only when approved by the Engineer and Representative. E. Slump Limits Proportion and design mixes to result in concrete slump at the point of placement, as determined by ASTM Designation: C 143, that is appropriate for the placement method used, but no greater than three inches or as specified in the approved mix design, unless a superplasticizer is used. 2.3.11 Concrete Mixing and Transporting 32 Ready -Mix Concrete: Comply with the applicable requirements of ACI 304. l 2.3.12 Joints Sealants and Fillers Joint sealant and filler materials shall be as indicated on the plans. 2.3.13 Forms A. General Provide formwork to support all loads that might be applied until concrete can support such loads. Construct formwork so concrete paving is of correct size, cross- section, alignment, elevation and location. Maintain formwork construction tolerances in accordance with ACI 347. B. Construct forms to sizes, shapes, lines and dimensions shown and to obtain accurate alignment, location, and grades in finished work. Provide for openings, offsets, keyways, screeds, bulkheads, inserts, and other features required in the work. Solidly butt joints and provide backup at joints to prevent leakage of cement paste. C. Fabricate forms for easy removal without hammering or prying against new concrete surfaces. Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces. D. Cleaning and Tightening Thoroughly clean forms and adjacent surfaces to receive concrete. Remove, chips, wood, sawdust, rocks, dirt, or other debris just before concrete is placed. Retighten and oil forms and bracing before concrete placement as required to prevent leaks, maintain proper alignment and facilitate form removal. 2.3.14 Placing Reinforcement A. General Comply with Concrete Reinforcing Steel Institute's recommended practice for "Placing Reinforcing Bars," for details and methods of reinforcement placement and supports. B. Clean reinforcement of loose rust and mill scale, earth, ice, and other materials that reduce or destroy bond with concrete. C. Repair damage to epoxy coating of epoxy -coated reinforcement to the satisfaction of the Engineer and Representative before placement of concrete. D. Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcement by epoxy -coated metal chairs, runners, bolsters, spacers, and hangers, as approved by the Engineer .�, and Representative. Arrange, space and securely tie reinforcement and supports to hold reinforcement in position during concrete placement operations. Set epoxy -coated wire ties so ends are directed into concrete, not toward exposed concrete surfaces. E. Install welded wire fabric in as long lengths as practicable. Lap adjoining **+ 33 pieces at least one full mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction. 2.3.15 Joints Construct joints in the manner and location as indicated. 2.3.16 Preparation of Form Surfaces Prepare form surfaces in accordance with applicable sections of ACI 316 and ACI 347. 2.3.17 Concrete Placement A. Place concrete in accordance with ACI 304, ACI 305, ACI 306, and applicable sections of ACI 316. B. Consolidate concrete in accordance with ACI 316. 2.3.18 Concrete Finishing A. Finish formed and unformed concrete surfaces in accordance with ACI 304 and applicable sections of ACI 316. B. Surface finishing shall be as follows, unless specified otherwise: 1. Pavement: a. Type A Provide Type A finish on all pavement unless noted otherwise: Artificial turf (AstroTurf) carpet drag followed immediately by a mechanically operated metal comb transverse grooving device (tining). Tines shall be of spring steel at roughly 3/4 inch centers, 1/8 inch wide, and make evenly spaced grooves about 1/8 to 3/16 inch deep in the concrete. b. Type B Provide Type B finish only where specifically noted: Artificial turf (AstroTurf) carpet drag. 2. Driveways and Sidewalks Stiff bristle broom finish, perpendicular to the primary direction of traffic 3. Curb, Gutter, and Combination Curb and Gutter Broom finish, perpendicular to the direction of flow. 4. Decks of Box Culverts Stiff bristle broom finish, perpendicular to the primary direction of traffic 2.3.19 Concrete Curing and Protection 34 i Cure concrete in accordance with ACI 308 or as otherwise approved by the Engineer and Representative. Follow guidelines as specified in ACI 305 or ACI 306 when weather conditions dictate. 2.3.20 Removal of Forms A. General - Formwork may be removed after cumulatively curing at not less than 50° F for 24 hours, provided concrete is sufficiently hard so as not to be damaged by form -removal operations, and provided curing and protection operations are maintained. Forms may be removed earlier as approved by the Engineer and Representative. B. Pavement may be opened to traffic when the compressive strength of field - cured specimens reaches the approved mix design strength, unless otherwise permitted in writing by the Engineer and Representative. 2.3.21 Pavement Markings A. Apply pavement markings as indicated. B. Conform to applicable sections of the Department of Transportation Standard Specifications for the State in which the work is being done. 2.3.22 Reuse of Forms A. Clean and repair surfaces of forms to be reused in work. Split, frayed, delaminated, or otherwise damaged forms will not be acceptable. Apply new form -coating compound as specified for new formwork. B. When forms are extended for successive concrete placement, thoroughly clean surfaces, remove fins and laitance, and tighten forms to close joints. Align and secure joints to avoid offsets. 2.3.23 Tolerances Surface Profile: The profile tolerance when measured with a 10 foot straight edge will be 1/8 inch. 2.3.24 Concrete Surface Repairs Surface Profile Repairs: Areas of pavement that are more than 1/8 inch high as determined by the method given within this specification shall be ground down to match the surrounding profile to the satisfaction of the Engineer and Representative. 2.3.25 Quality Control Testing During Construction A. General Testing will be performed by the Engineer and Representative. Provide access at all times for the Engineer and Representative to perform tests he deems appropriate. B. Testing for quality control during placement of concrete may include the 35 following 1. Sampling Fresh Concrete ASTM Designation: C 172, except modified for slump to comply with ASTM Designation: C 94. 2. Slump ASTM Designation: C 143; one test at point of discharge for each set of compression test specimens and for each type of concrete; additional tests as required by the Engineer and Representative. 3. Air Content ASTM Designation: C 173 or C 231; one test at point of discharge for each set of compression test specimens of each type of air - entrained concrete. 4. Concrete and Air Temperature Test for each set of compression test specimens. 5. Compression Test Specimen ASTM Designation: C 31; one set of three standard cylinders for each compressive strength test, unless otherwise directed by the Engineer and Representative. Mold and store cylinders for laboratory -cured test specimens except when field -cured test specimens are required. 6. Compressive Strength Tests ASTM Designation: C 39; one set for each day's pour exceeding 5 cubic yards plus one additional set for each additional 50 cubic yards more than the first 25 cubic yards of each concrete class placed in any one day; one specimen tested at seven days, two tested at 28 days, unless otherwise directed by the Engineer and Representative or indicated in the approved mix design. Additional cylinders may be made if early strength is of concern. 7. Strength level of concrete will be considered satisfactory if the average of sets of three consecutive strength test results equals or exceeds specified compressive strength, and no individual strength test result falls below the specified compressive strength by more than 500 psi. C. Test results will be reported in writing to the Engineer and Representative. Reports of compressive strength test results will contain the project identification name and number, date of concrete placement, name of concrete testing service, concrete type and class, location of concrete batch in structure, design compressive strength at 28 days, concrete mix proportions, materials, and admixtures, compressive breaking strength, type of break for both 7 -day and 28 -day tests, slump, concrete temperature, air temperature, and air content, if applicable. D. Additional Tests 36 The Engineer and Representative will make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure, as determined by the Engineer and Representative. The Engineer and Representative may conduct tests to determine the, adequacy of concrete by, cored cylinders complying with ASTM Designation: C 42, or by other methods. Contractor shall pay for such tests when presence of unacceptable concrete is verified. 2.3.26 Measurement and Payment A. Re-Measurement When the plans have been altered or when a disagreement exists between the Contractor and the Engineer and Representative as to the accuracy of the plan quantities, either party shall, before any work is started which would affect the measurement, have the right to request in writing and thereby cause the quantities involved to be measured. B. Contract Quantities 1. Measurement When the project is constructed essentially to the lines, grades, or ,., dimensions shown on the plans and the Contractor and the Engineer and Representative have agreed in writing that the plan quantities are accurate, no further measurement will be required. 2. Payment Payment will be made for the quantities shown in the contract for the various items involved, except that if errors are discovered after work has been started, appropriate adjustments will be made. C. Concrete pavement, driveways and sidewalks 1. Measurement Concrete pavement, driveways and sidewalks will be measured for payment by the Engineer and Representative in place and the area computed in square yards. The width of pavement will be the width shown on the plans. Pavement that is deficient in thickness will be r removed and replaced to the required thickness with no additional reimbursement to the Contractor. 2. Payment Concrete pavement will be paid at the contract unit price per square yard for P.C. CONCRETE PAVEMENT of the indicated thickness. r D. Concrete curb, gutter, and combination curb and gutter 1. Measurement Concrete curb, gutter, and combination curb and gutter will be 37 measured for payment by the Engineer and Representative in place in linear feet along the flow line of the gutter. 2. Payment Concrete curb, concrete gutter, and concrete combination curb and gutter will be paid at the contract unit price per lineal foot for P.C. CONCRETE CURB, P.C. CONCRETE GUTTER, and P.C. CONCRETE COMBINATION CURB AND GUTTER of the indicated types and thickness. E. No deduction will be made for fixtures in the roadway having an area of 9 square feet or less. F. No additional payment will be allowed for materials placed beyond the plan limits unless directed otherwise by the Engineer and Representative. Concrete sidewalk will be paid at the contract unit price per square yard for P.C. CONCRETE SIDEWALK of the indicated thickness Concrete driveways will be paid at the contract unit price per square yard for P.C. CONCRETE DRIVEWAYS of the indicated thickness. 2.4 FENCING 2.4.1 Introduction Work covered under these technical specifications is related to the following items: (1) Chain Link Fence, (2) Woven Wire Fence, (3) Gates, and (4) Fence Removal. 2.4.2 References The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) AASHTO M 181 - Chain -Link Fence. AASHTO M 232 - Zinc Coating (Hot Dipped) on Iron and Steel Hardware. AASHTO M 279 - Zinc -Coated (Galvanized) Steel Woven Wire Fence Fabric. AASHTO M 280 - Zinc -Coated (Galvanized) Steel Barbed Wire. AASHTO M 298 - Coatings for Zinc Mechanically Deposited on Iron and Steel. AASHTO T 213 - Weight of Coating on Aluminum -Coated Iron or Steel Articles. 38 AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AISC Manual of Steel Construction. 39 AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM A 307 - Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength. - ASTM A 500 - Specification for Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes. ASTM A 501 - Specification for Hot -Formed Welded and Seamless Carbon Steel Structural Tubing. ASTM A 584 - Specification for Aluminum -Coated Steel Woven Wire Fence Fabric. ASTM F 669 - Specification for Strength Requirements of Metal Posts and Rails for Industrial Chain Link Fence. ASTM F 1234 - Specifications for Protective Coating on Steel Framework for Fences. 2.4.3 Submittals .-A A. Submit manufacturer's certifications and certified mill test reports certifying compliance with specifications to the Engineer and Representative. B. Submit proposed material substitutes for approval to the Engineer and Representative. C. Submit drawings to the Engineer and Representative showing proposed grounding system if specified ground rods cannot be driven. 2.4.4 Materials A. Chain Link Fabric This shall be 9 -gage wire woven into an approximately 2 -inch diamond mesh meeting one of the following requirements of AASHTO M 181. pow 1. Type I, Class D (zinc -coated steel). 2. Type II, (aluminum -coated steel). 3. Type III, (aluminum alloy). The top and bottom edge of the fabric shall be knuckled selvage. B. Woven Wire Fencing r This shall conform to AASHTO M 279, Class 3, Design Number 939-6-11 (galvanized steel wire) or ASTM Designation: A 584, Design Number 939- 39 6-11 (aluminum -coated steel wire). C. Metal posts, braces, and gate frames Metal posts, braces, and gate frames shall be the shape and dimension as shown on the plans and shall meet the bending strength and dimension tolerance of AASHTO M 181. 1. Pipe and rolled shapes shall conform to ASTM Designation: F 669, Table 2. Metallic coating shall conform to ASTM Designation: F 1234, Table 2. 2. Square hollow structural steel tubing shall conform to ASTM Designation: A 500 Grade B or A 501, with ASTM Designation: F 1234, Type A internal and external coating. 3. In the absence of shapes and dimensions provided on the plans or Special Provisions, use the following as minimums (Woven Wire Fence Only): a. Line posts and bracing These shall be tee or channel sections having a nominal weight of 1.33 pounds per foot, sufficient length such that when installed with the required height above ground, one-third of the total post shall be underground (but in no case, unless approved by the Engineer and Representative, shall the post extend into the ground less than 28 inches). b. Comer, end, and gate posts These shall be angle sections, 2-1/2 inch by 2-1/2 inch by 1/4 inch, with a nominal weight of 4.10 pounds per foot. c. Braces These shall be in sections measuring 2 inch by 2 inch by 1/4 inch, each with a nominal weight of 3.19 pounds per foot. d. Wood Posts (Woven Wire Fence Only) Wood posts shall meet or exceed the requirements of the current Department of Transportation Standard Specifications of the State in which the work is being performed. 4. In the absence of shapes and dimensions provided on the plans or Special Provisions, use the following as minimums (Woven Wire Fence Only): a. Line posts and braces - 7 feet long. 1) Round - 4 to 5 inch nominal diameter or _ 2) Rectangular - 4 inch by 4 inch nominal size. b. Other posts, including brace posts - 8 feet long. — 40 I. Post Tops -- Steel pipe and steel tubing posts shall be furnished with steel or malleable iron or wrought iron post tops of approved type and galvanized in accordance with AASHTO M 232. J. Gates Gates shall be furnished in accordance with the plans or Special Provisions. K. Grounding Rods g 1) Round - 6 to 8 inch nominal diameter or 4 _ 2) Rectangular - 6 inch by 6 inch nominal size. 5. Nothing in these specifications shall preclude the use of secondary railroad ties for posts and bracing so long as it is acceptable to the .. Engineer and Representative. D. Tension Wire This shall be 7 -gage wire conforming to AASHTO M 181, Type 1, Class 2 ... _ or Type H. E. Fabric Ties These shall consist of 9 -gage aluminum wire or 9 -gage galvanized steel wire with at least 1.2 ounces per square foot zinc coating. F. Fittings All miscellaneous fittings shall be made of malleable cast iron or pressed steel and shall be galvanized in accordance with AASHTO M 232. G. Bolts and Nuts ASTM Designation: A 307 and zinc -coated in accordance with AASHTO M 232 or AASHTO M 298, Class 50 with galvanizing not to exceed 6 .*, mils. H. Barbed Wire Barbed wire may be either galvanized steel barbed wire or aluminum - coated steel barbed wire consisting of two strands of 12.5 -gage wire with 4 -point barbs of 14 -gage wire spaced approximately four inches apart, or of ^ an alternative design approved by the Engineer and Representative. 1. Galvanized barbed wire shall conform to AASHTO M 280, Class 3 with a minimum coating of 0.8 ounces per square foot of wire surface. 2. Aluminum -coated steel barbed wire shall conform to AASHTO M 280, Class 3 with a minimum coating of 0.25 ounces of aluminum alloy per square foot of uncoated surface. The weight of the aluminum alloy coating shall be determined in accordance with AASHTO T 213. I. Post Tops -- Steel pipe and steel tubing posts shall be furnished with steel or malleable iron or wrought iron post tops of approved type and galvanized in accordance with AASHTO M 232. J. Gates Gates shall be furnished in accordance with the plans or Special Provisions. K. Grounding Rods These shall be galvanized or copper coated steel rods at least 8 feet long with a minimum diameter of 0.5 inches. L. Tumbuckles Turnbuckles shall be dropforged and conform in dimension to the latest Manual of the American Institute of Steel Construction. M. Staples Staples used to fasten barbed wire and woven wire fabric to wood post shall be not less than 1.75 inches long and shall be fabricated from 9 -gage galvanized wire. 2.4.5 Execution A. General Requirements 1. Confine work to the area within the Railroad Company's property. 2. The erection of certain portions or lengths of the fence may be more essential to the needs of the Railroad Company or the adjacent land owners. The Engineer and Representative will designate these T segments for priority installation. Install fence in these areas before other areas. 3. Do not begin removal of existing fence at any location until the -` replacement fence to be installed has been delivered to the site and accepted by the Engineer and Representative. 4. Replace in like kind all existing fence not scheduled for removal and damaged by the Contractor. Such fencing must be replaced to the satisfaction of the Engineer and Representative and the adjacent landowner. 5. Remove and legally dispose off site all earth, trees, brush, and other obstructions that interfere with the proper construction of fences, unless the Engineer and Representative requests that certain trees or obstructions remain in place. This work will be considered as part of fence construction, and no measurements or payment will be made for this work. Burning on Railroad Company property will not be permitted. B. Installation 1. Set posts vertically and in true alignment. When required by the Engineer and Representative, the new fence shall be permanently tied to the terminals of existing fences 2. Set all comer, end, and pull posts and braces in concrete conforming to requirements of Section 2.3 - Portland Cement Concrete Paving, except for the following requirements: (1) the slump shall range from 3 to 5 inches, and (2) the time limit for unloading concrete mixed in transit mixers or transported in agitator trucks may be extended to 120 minutes if approved by the Engineer and Representative. Metal line posts may be driven in place if shown on the plans or approved 42 r 8. Install pull posts near centers of runs more than 1,000 feet long and less than 2,000 feet long. Install pull posts at 1,000 foot intervals in runs 2,000 feet or longer. 9. Install comer posts where the angle of deflection of the fence line is greater than 15 degrees. 10. Fasten chain link fabric or woven wire fabric to the field side of the posts (side away from tracks) unless designated otherwise on the plans or by the Engineer and Representative. Attach fencing fabric to the wood post with staples driven diagonally with the grain of wood. 11. Unroll chain link fabric on the field side of the fence line with the bottom edge of the fabric against the posts. Splice the various rolls by bringing the ends close together and weaving in a picket such that it will engage both of the roll ends and catch with every twist each separate mesh of the end pickets of both rolls of fabric. 12. Place chain link fabric by securing one end to the end post and MM 43 by the Engineer and Representative and if driving does not damage the posts. 3. Set wood posts in compacted soil. Compact the material in the bottom of the post holes to provide a stable foundation. Set the posts to be plumb with the front faces forming a smooth line. After the posts are in place, the holes shall be backfilled in layers with material approved by the Engineer and Representative. Each layer should be compacted by hand tamping so as not to displace the posts from their correct alignment and to the satisfaction of the Engineer and Representative. 4. In lieu of setting wood posts in previously dug holes, the posts may be driven, provided that: they are protected by a suitable driving cap; no damage is done to any portion of the post; they are driven plumb to the required depth and alignment with adequate lateral stability; and the pavement, shoulders, and adjacent slopes are not damaged from the driving operations. When, in the opinion of the Engineer and Representative, driving operations produce unsatisfactory results, set wood posts in dug or bored holes, backfilled as specified above. 5. Do not erect fence until the concrete encasement around the posts has cured for at least 2 days. 6. Install post tops on all hollow pipe and tube type posts. The bases of the post tops shall have flanges that fit around the outside of the posts and are secured in place. - 7. Use tension wires in the erection of chain link fence. The top and bottom tension wire shall be placed, stretched taut, and secured to all posts in a satisfactory manner before fabric is placed. Tension wire shall be stretched tight with galvanized turnbuckles spaced at intervals of not more than 1000 feet. Install tension wire on the field side of the post (the side away from the tracks). On curves of one degree or more, install the tension wire on the side of the post on the outside of the curve. 8. Install pull posts near centers of runs more than 1,000 feet long and less than 2,000 feet long. Install pull posts at 1,000 foot intervals in runs 2,000 feet or longer. 9. Install comer posts where the angle of deflection of the fence line is greater than 15 degrees. 10. Fasten chain link fabric or woven wire fabric to the field side of the posts (side away from tracks) unless designated otherwise on the plans or by the Engineer and Representative. Attach fencing fabric to the wood post with staples driven diagonally with the grain of wood. 11. Unroll chain link fabric on the field side of the fence line with the bottom edge of the fabric against the posts. Splice the various rolls by bringing the ends close together and weaving in a picket such that it will engage both of the roll ends and catch with every twist each separate mesh of the end pickets of both rolls of fabric. 12. Place chain link fabric by securing one end to the end post and MM 43 applying enough tension to remove all the slack before making attachments elsewhere. After the fabric has been stretched, tie it to the tension wire with fabric ties spaced not more than 24 inches apart. Then attach the fabric to the line posts with fabric ties spaced not more than 14 inches apart. Provide standard chain link fence stretching equipment for stretching the fabric before tying it to the tension wire and posts. Repeat stretching and tying operations about every 100 feet until the run of fence is completed. 13. Grade all high points which interfere with the placement of the woven wire or chain link fabric to provide no more than 3 inches of bottom clearance or as shown on the plans. 14. Splice barbed wire or woven wire by using either a wrapped splice or a corrosive -resistant, compressed sleeve type splice meeting the approval of the Engineer and Representative. When a wrapped splice is used for woven wire, bring together the vertical wires _ adjacent to the ends and wrap the end of each horizontal wire at least 6 complete turns around the other horizontal wire. When barbed wire is spliced, wrap each end at least 6 complete turns around the other wire. 15. Hang gates on gate fittings as shown on the plans. Adjust hinges and diagonal bracing in gates so the gates will hang level. Erect gates in suitable places as directed by the Engineer and Representative or as shown on the plans. 16. Wherever a new fence joins an existing fence, either at a corner or at the intersection of straight-line fence, set a corner post with brace at the junction. Brace as described for comer posts or as shown on the plans. 17. Ground continuous chain link fence at intervals not exceeding 500 feet in urban areas and 1,000 feet in rural areas. Install a ground within 100 feet of gates in each section of the fence adjacent to the gate. Ground fences under a power line with three grounds, one directly under the crossing and one 25 to 50 feet on each side. Install a single ground directly under each telephone wire or cable crossing. If metal line posts are driven, ground rods are not required. 18. Ground continuous woven wire fence at intervals not exceeding 200 feet. Install a ground within 60 feet of gates in each fence section adjacent to a gate. Ground fences under a power line with three grounds, one directly under the crossing and one 25 to 35 feet on each side. Install a single ground directly under each telephone wire or cable crossing. Fasten each barbed wire as well as the top and bottom wires of the woven fence to the metal post (if used) by mechanical means to assure a tight connection for positive grounding. When metal line posts are used in lieu of wood line posts, ground rods are not required. 19. Drive ground rods vertically until the top is 6 inches below the proposed ground surface. Connect the fence elements to the ground rod using a No. 6 solid copper conductor or its equivalent. Braze or fasten the connection with approved non -corrosive clamps. 20. If the specified vertical penetration of a ground rod cannot be 44 rte+ obtained, install an equivalent horizontal grounding system approved by the Engineer and Representative. 21. Remove all existing fence specified for removal according to the plans. Removed fence becomes the property of the Contractor. Remove all existing materials completely. Fill and compact all holes left by fencing. 22. Furnish approved fasteners, and attach metal signs provided by the Railroad Company to the fence or gates at locations designated by the Engineer and Representative. This work shall be considered incidental to fence construction, and no direct payment will be made. 23. When shown in the contract documents or plans, or when directed by the Engineer and Representative, connect the fencing at the structure in such a manner that it would permit free passage of livestock through or under the structure. 24. At all grade depressions where stresses tend to pull the posts from the ground, snub the fence at the critical point with a double 9 -gage galvanized wire. This wire should be attached to all barbed wire lines, the top and bottom wires of wire mesh, and a deadman weighing at least 100 pounds and buried two feet in the ground. Stretch and fasten the fencing before snubbing it. 2.4.6 Measurement and Payment A. Chain Link Fence 1. Measurement Chain link fence will be measured for payment by the Engineer and Representative in feet, along the top of the fence from center to center of end posts, excluding lengths occupied by gates. 2. Payment Chain link fence will be paid for at the contract unit price per foot for CHAIN LINK FENCE, of the specified height. This price shall include all chain link fence; concrete and accessories to erect the chain link fence; excavation; backfilling; and provision and ^+ installment of electrical protective grounds, pull posts, and corner Posts. B. Woven Wire Fence L Measurement �-* Woven wire fence will be measured for payment by the Engineer and Representative in feet, along the top of the fence from center to center of end posts, excluding lengths occupied by gates. 2. Payment Y _ Woven wire fence will be paid for at the contract unit price per foot *+ for WOVEN WIRE FENCE, of the specified height. This price shall include all woven wire fence; concrete and accessories to erect the ewe 45 woven wire fence; excavation; backfilling; and provision and installment of electrical protective grounds, pull posts, and comer posts. C. Gates 1. Measurement Quantity will be determined from actual count of complete gates of designated sizes. When more than one gate is specified for placement in an opening, each single gate placed will be counted as a gate. A double -swing gate will be counted as two gates. 2. Payment Gates will be paid for at the contract unit price each for GATES, of the type specified. This price shall include all gates; concrete; accessories to erect the gates; excavation; backfilling; and provision and installation of electrical protective grounds. D. Fence Removal 3. Measurement Fence removal will be measured for payment in feet, along the top of the fence from center to center of end posts, including gates to be removed. 4. Payment Fence removal will be paid for at the contract unit price per foot for FENCE REMOVAL. This price shall include the removal and legal off-site disposal of all materials. 2.5 STEEL GUARD RAIL 2.5.1 Introduction Work covered under these technical specifications is related to the following items: (1) Steel Guard Rail. (2) Traffic Barrier Terminals. (3) Steel Guard Rail Removal. 2.5.2 Materials The materials specified in the current Department of Transportation Standard Specifications of the state in which the work is being performed. 2.5.3 Submittals Submit manufacturer's certification and certified mill test reports to the Engineer and Representative and Representative certifying compliance with specifications. 46 _ 2.5.4 General Requirements A. Where existing guard rail is being removed in connection with removal of a roadside hazard, schedule guard rail for removal after the hazard has been removed. B. Do not begin removal of existing guard rail at any location until the replacement guard rail to be installed has been delivered to the site, accepted by the Engineer and Representative and Representative, and closely coordinated with the installation of new guard rail, so that no gap will be left open in the required guard rail at any point for a period exceeding 24 hours. In critical locations, install new guard rail the same day the existing guard rail is removed, as directed by the Engineer and Representative and Representative. C. All steel guard rail and terminals shall meet state and local requirements for specific application. 2.5.5 Installation A. The posts shall be set to the true lines and grades of the highway and spaced as shown in the plans. B. Install traffic terminal barriers in accordance with the plans. C. Lap rail elements in the direction of traffic in the adjacent lane. D. Set posts in compacted soil. Compact the material in the bottom of the post holes to provide a stable foundation. Set the posts to be plumb with the front faces forming a smooth line. After the posts are in place, backfill the holes in layers with material approved by the Engineer and Representative and Representative, and compact each layer to the satisfaction of the Engineer and Representative and Representative in such a manner as not to displace the posts from its correct alignment. E. In lieu of setting posts in previously dug holes, the posts may be driven, provided they are protected by a suitable driving cap, no damage is done to any portion of the post, they are driven plumb to the required depth and the alignment with adequate lateral stability, and provided that the pavement, shoulders, and adjacent slopes are not damaged from the driving operations. When, in the opinion of the Engineer and Representative and Representative, driving operations are producing unsatisfactory results, the posts are to be set in dug or bored holes, backfilled as specified above. F. Place concrete against undisturbed material in the excavated holes for footings. G. Remove all existing steel guard rail that is specified for removal according to the plans. Removed guard rail becomes the property of the Contractor. Remove all existing materials completely and fill and compact all holes left by the guard rail. 2.5.6 Measurement and Payment A. Steel Guard Rail 47 1. Measurement Steel guard rail will be measured for payment by the Engineer and _. Representative and Representative in feet. The length measured will be the overall length of the guard rail in place measured along the top edge of the rail elements to the limits shown on the plans. All other ends, braces, comers and miscellaneous elements shall be considered incidental. 2. Payment Steel guard rail will be paid for at the contract unit price per foot for STEEL GUARD RAIL, which price shall include all guard rail, posts, concrete and accessories to erect the guard rail, all excavation, and all backfilling. B. Traffic Barrier Terminals _ 1. Measurement The various types of traffic barrier terminals will be measured for payment complete in place in units of each. 2. Payment Traffic barrier terminals will be paid for at the contract unit price each for TRAFFIC BARRIER TERMINAL, of the type specified, which price shall include furnishing and installing all parts and _ materials, all excavation, and all backfilling. C. Steel Guard Rail Removal 1. Measurement Steel guard rail removal will be measured for payment by the Engineer and Representative and Representative in feet before removal begins. The length measured will be the overall length of the guard rail in place measured along the top edge of the rail elements from center to center of end posts or connection to bridge structure. 2. Payment Steel guard rail removal will be paid for at the contract unit price per foot for STEEL GUARD RAIL REMOVAL, which price shall include removing end sections and traffic barrier terminals and legally disposing offsite of all materials. 2.6 LANDSCAPE GRADING 2.6.1 Introduction Work covered under these technical specifications is related to the following items: (1) Topsoil. 48 r^a (2) Final grading of areas to be landscaped. 2.6.2 Submittals A. Results of required testing of topsoil samples. B. Recommended application rates of nutrients and other soil amendments (based on tests). _.2.6.3 Materials A. Topsoil Description Topsoil shall consist of any soil suitable for growth of grass or other cover crops, reasonably free from hard dirt, clay, rocks, or other material that would inhibit the seed germination or cover crop growth, and reasonably free from weeds and foreign grasses. Classification of soils suitable for topsoil will be at the Engineer and Representative's discretion. Topsoil shall consist of 4 to 12 percent organic matter, based on dry weight of soil. B. Topsoil Sources 1. Within the Right -of -Way Where suitable topsoil material is available in the excavation and within areas on which embankments are to be placed, remove and stockpile it for later placement on adjacent embankments and cut slopes, or other disturbed areas. 2. Outside of the Right -of -Way If insufficient topsoil is available from the areas of excavation and within areas on which embankments are to be placed, furnish suitable topsoil native to the County in which the work is being done. No pre -selected topsoil source has been identified. No separate measurement or payment will be made for the hauling, loading, unloading, or excavation of topsoil furnished from an offsite location. C. Topsoil Sampling and Testing 1. Obtain one sample per 1,000 cubic yards (or fraction thereof) of existing topsoil before placement in final location. Obtain samples from random locations at source area. 2. Before placing topsoil in final locations, have a qualified technician determine salt and organic content by performing tests on the topsoil samples using methods approved by the Engineer and Representative. Topsoil represented by samples containing more than 1,000 ppm of soluble salt concentration are unacceptable, unless the soil is chemically treated to reduce the soluble salt concentration to the specified maximum level at no expense to the Railroad Company or to the Engineer and Representative. Obtain the Engineer and Representative's approval of the chemical treatment methods in advance of topsoil placement. PW 49 3. Determine the presence of herbicide residue by the bioassay method. Topsoil representing samples containing the presence of herbicide residues are unacceptable unless further definitive testing to determine the type(s) and concentration(s) of herbicide is performed and shows residues will not inhibit germination and growth of the specified seed. Submit test results to the Engineer and Representative for determination of the material's suitability as topsoil. 4. Determine recommended nutrient and other soil amendment application rates appropriate for the topsoil samples and specified seed mix. 2.6.4 Execution T A. Substrate Preparation 1. Eliminate uneven areas and low spots. 2. Remove debris, roots, branches, stones, etc. in excess of 3 inches. 3. Scarify the surface to the depth of 3 inches where topsoil is scheduled for placement. B. Topsoil Stripping 1. Place topsoil stockpiles at locations approved by the Engineer and Representative. 2. Provide erosion control protection around stockpiles. C. Topsoil Placement 1. Place topsoil in areas where required and to the thickness specified on the plans. — 2. Do not place topsoil when the ground or the topsoil is frozen, excessively wet or, in the opinion of the Engineer and _ Representative, in a condition detrimental to the work. 3. Fine grade topsoil to eliminate rough or low areas. Maintain profile and contours of subgrade. — 4. After the topsoil has been spread, rake, remove, and dispose of all large clods, hard lumps, rocks 3 inches in diameter and larger, and other debris, except where erosion control blanket will be placed. 5. Sprinkle and roll the topsoil after it has been placed and shaped. Perform rolling with a light corrugated drum roller of the type approved by the Engineer and Representative. 6. Remove surplus subsoil and topsoil from site. T Materials placed beyond the design cross-sections and areas indicated on the plans will not be included for payment unless authorized in writing by the Engineer and Representative. 50 D. Final Grading 1. Leave all cuts, embankments, and ditches in a neatly trimmed condition to the specified width, elevations, and slopes. 2. Leave waste and stockpile areas in a neatly trimmed condition to the "' satisfaction of the Engineer and Representative. 3. Shape the embankments at culvert pipe locations to provide a smooth transition from the toe of slope to the inlet or outlet of the pipe. E. Protection Protect landscaping and other features remaining as final work. 2.6.5 Measurement and Payment A. Re -Measurement When the plans have been altered, or when disagreement exists between the Contractor and the Engineer and Representative as to the accuracy of the plan quantities, either party shall, before any work is started which would affect the measurement, have the right to request re -measurement in writing and thereby cause the quantities involved to be measured. B. Contract Quantities 1. Measurement When the project is constructed essentially to the lines, grades, or dimensions shown on the plans, and when the Contractor and the Engineer and Representative have agreed in writing that the plan quantities are accurate, no further measurement will be required. 2. Payment At this point, payment will be made for the quantities shown in the contract for the various items involved, unless errors are discovered after work has been started, in which case appropriate adjustments will be made. C. Topsoil _. 1. Measurement Furnishing and placing topsoil will be measured by the Engineer and Representative in place, and the area will be computed in square yards. rw 2. Payment Furnishing and placing topsoil will be paid at the contract unit price per square yard of the thickness specified. 9 2.7 SEEDING 51 2.7.1 Introduction Work covered under these technical specifications is related to the following items: (1) Seedbed preparation. (2) Seeding. (3) Fertilizing, including applying agricultural ground limestone ["aglime"] or sulfur. (4) Mulching. 2.7.2 References ASSOCIATION OF OFFICIAL SEED ANALYSTS Seed Laboratory Certification SOCIETY OF COMMERCIAL SEED TECHNOLOGISTS Seed Technologist Certification AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM) ASTM C 602 - Specification for Agricultural Liming Materials ASTM D 586 - Test Method for Ash in Paper 2.7.3 Submittals A. When requested by the Engineer and Representative, submit sufficient quantity of the seed proposed for use to the Engineer and Representative for independent testing of the seeds. B. Before seeding, submit certification to the Engineer and Representative that the seeds proposed for use have been tested within 6 months of proposed seeding time for purity and germination by a seed laboratory certified by the Association of Official Seed Analysts, by a seed technologist certified by the Society of Commercial Seed Technologists, or by a State (including states other than the one in which the work is to be performed) Department of Agriculture. Affix professional seed technologist's seal for testing certification. C. At time of seeding, furnish labels from seed containers indicating: (1) Common name of seed. (2) Lot Number. (3) Net Weight. (4) Percentage of purity. 52 r.� (5) Percentage of germination (include hard seed for legumes). (6) Percentage of weed seed content and inert material clearly marked in k, accordance with applicable State and Federal laws. (7) If inoculated seeds are used: the mass of seed, date of inoculation, mass and source of inoculant materials. D. Submit guarantee from vendor that all seeds are true to the name and variety specified in the plans or approved by the Engineer and Representative. When a particular origin is specified, the guarantee shall so indicate. E. If seed having less than 100 percent pure live seed (PLS) is proposed for use, then the following must be submitted to the Engineer and Representative before seeding operations begin: certification of the actual purity and germination percentages for each variety, along with calculations ,., showing how the application rates will be increased to achieve the PLS rate specified on the plans. F. If plans do not specify a seeding mixture, or if the mixture specified on the "k" plans is not suitable for the climate and soil conditions at the project site, submit a proposed seed mixture or a substitute seed mixture to the Engineer and Representative for approval. G. For bulk delivered fertilizers, submit a written statement to the Engineer and Representative indicating the packaging information required for individual fertilizer packages. H. For custom -mixed fertilizers, submit a written statement to the Engineer and Representative indicating the guaranteed analysis of each commercial fertilizer used in the mix, the weight of each fertilizer used in the mix, the total weight of fertilizer in each load, the manufacturer of each commercial fertilizer used in the mix, a guaranteed analysis of the mix stated as percentages of the specified nutrients, and the name and address of the seller of the custom mix. I. Submit certification to the Engineer and Representative that wood fiber mulch, excelsior blankets, jute matting, or knitted straw mat, when specified, complies with specified requirements. 2.7.4 Materials A. Seed 1. Use only seed certified by a seed laboratory certified by the Association of Official Seed Analysts, by a seed technologist certified by the Society of Commercial Seed Technologists, or by a State (including states other than the one in which the work is to be performed) Department of Agriculture. 2. Use only seed suitable for growth in the climate and soil conditions that will exist at the project site. 3. Seeds treated with mercury compounds will not be allowed. 4. Seed that has become wet, moldy, or otherwise damaged in transit or storage will not be accepted. A" 53 5. Seed containing any noxious weeds, as defined by the Department of Agriculture (or other applicable Department) of the State in which the work is to be performed, will not be accepted. 6. Proportion seed mixes by weight. 7. Seed rate specified on the plans is based on 100 percent pure live seed (PLS) and germination rates. If furnished seed has less than 100 percent PLS and germination rates, adjust seed mix percentages to compensate in accordance with the approved calculations submitted to the Engineer and Representative. There will be no additional compensation for increasing the amount of seeds to compensate for less than 100 percent PLS and germination rates. 8. When common practice in the State in which the work will be performed, inoculate legume seed in accordance with the Standard Specifications of the Department of Transportation of the State in which the work will be performed. 9. In determining the viable germination percent of legumes, add the percent hard seed to the percent test germination, up to 30 percent hard seed. B. Agricultural Ground Limestone 1. Of standard manufacture, flour grade, meeting the requirements of ASTM Designation: C 602. 2. Source approved by the Department of Agriculture of the State in which the work will be done, and rated by that Department with a source correction factor as appropriate. C. Sulfur 1. In pellet or granular form containing the specified amount of sulfur. 2. Conform to applicable State and Federal laws and regulations. D. Iron Sulfate 1. In pellet or granular form containing the specified amount of iron expressed as metallic iron. 2. Conform to applicable State and Federal laws and regulations. E. Inorganic Fertilizer 1. Fertilizer application rates indicated are in terms of individual nutrients furnished. 2. Conform to applicable State and Federal laws and regulations. 3. Provide the fertilizer nutrient ratio indicated on the plans or as directed by the Engineer and Representative. In the absence of a nutrient ratio indicated on the plans and direction by the Engineer and Representative, provide balanced commercial fertilizer for 54 n•• seeded areas having a nutrient ratio of 1-2-1 (Nitrogen -Phosphorus - Potassium). 4. Ready -mixed fertilizers must be packaged in unopened containers with the guaranteed analysis indicating percentages of total Nitrogen (1), total available Phosphoric (P205), and total Water Soluble Potash (K20); the name and address of the manufacturer; the name brand or trademark; and the total weight of ready -mixed material in the package. 5. Bulk or custom -mixed fertilizers may be used with the specified submittals. 6. Supply fertilizer in one of the following forms, subject to State and Federal laws: (1) Dry, free-flowing granular fertilizer suitable for application by agricultural spreader; (2) Soluble form that will permit complete suspension of insoluble particles in water, suitable for application by power sprayer; (3) Homogeneous pellet, suitable for application through a Ferti- �" blast gun; (4) Tablet or other form of controlled release with a minimum one- year release period. F. Mulch 1. Furnish the type specified on the plans. 2. Straw a. Derived from wheat, rice, or barley. b. Air-dried condition. C. Free from noxious weeds or other material detrimental to plant life. d. Seasoned before baling or loading. e. Suitable for spreading by mulch blower equipment. 3. Wood Cellulose Fiber a. Virgin or recycled wood cellulose or paper fibers containing no growth or germination inhibiting factors. No rock, metal, or plastic. �^* b. Treated with a colored dye to facilitate inspection of material placement. C. Manufactured so that it will become and remain uniformly suspended in a slurry. r» 55 d. When sprayed on the ground, allowing absorption and percolation of water. e. Containing less than 250 parts per million boron. f. Containing at least 93 percent organic matter on an oven -dry basis when tested in accordance with ASTM Designation: D 586. g. Having a moisture content no more than 15 percent by weight. h. Having a pH between 4.3 and 8.5. G. Erosion Control Blanket 1. Excelsior Blanket a. Machine produced mat of wood excelsior with 80 percent of fibers being at least 6 inches long. b. Wood from which excelsior is cut shall be properly cured to achieve adequately curled and barbed fibers. C. Blanket shall be of consistent thickness, with even distribution. of fibers. d. The blanket shall be covered on the top side with a 90 -day biodegradable extruded plastic mesh netting, entwined with the blanket. e. Minimum weight of blanket shall be 0.8 pounds per square yard, plus or minus 5 percent. f. Minimum blanket width shall be 24 inches, with rolls being about 150 feet long. g. Blanket shall not flame or smolder for more than a distance of 12 inches from a spot where a lit cigarette is placed on the surface. 2. Jute Matting a. Uniform open plain weave of unbleached, single jute yarn treated with a fire retardant chemical. b. Yam shall be of loosely twisted construction and shall not vary in thickness by more than half of its nominal diameter. C. Furnished in rolled strips about 150 feet long. Average width about 48 inches, plus or minus 1 inch. d. Average weight about 0.92 pound per square yard, plus or minus 5 percent. 3. Knitted Straw Mat a. Machine -assembled blanket, with clean, weed -free straw as 56 primary component. b. Straw uniformly distributed throughout blanket to a loose thickness of about 1/2 inch, plus or minus 1/8 of an inch. C. The blanket shall be covered on the top side with a 90 -day biodegradable extruded plastic mesh netting, entwined with the blanket and adhered to the straw by a knitting process using a biodegradable thread. d. Blanket supplied in protected rolled mat form at least 6 feet wide. e. Average dry weight of at least 0.70 pounds per square yard. 2.7.5 Execution A. Seedbed Preparation 1. Remove all stones larger than 3 inches in diameter, sticks, and all other debris. The stone size is to be reduced to 1 inch in diameter in areas where erosion control blanket is to be installed. 2. Work area is to be seeded to a minimum depth of 3 inches with a disk tiller or other equipment approved by the Engineer and Representative. Reduce all soil particles to less than a 3 -inch diameter. 3. Remove all rivulets and gullies. 4. Do not seed until the Engineer and Representative has approved the prepared seedbed. B. Seeding 1. Notify the Engineer and Representative at least 24 hours before beginning any seeding operations. 2. Do not seed during windy weather or on excessively wet or frozen ground. - 3. Seed only during calendar periods specified in the plans or special provisions. 4. Spread seed at the specified rate or as directed by the Engineer and Representative using one of the following methods, as approved by the Engineer and Representative: (1) An approved hydroseeder that uses water as the carrying agent and maintains continuous agitation. Its capacity shall be sufficient for the specified amount of seed, water, and mulch material. Fertilizer may be placed in the same operation, provided the fertilizer is placed in the hydroseeder no more than 30 minutes before it is applied. Use a tracer (not harmful to plant life) to visibly indicate uniform placement. (2) Approved blower equipment capable of maintaining a rte+ 57 constant, measured rate of material discharge to ensure application at the specified rates. (3) Helicopters properly equipped for aerial seeding. (4) Approved power -drawn drills or seeders. (5) Approved hand methods where the above mechanical methods are not practical, as determined by the Engineer and Representative. C. Fertilizer, Aglime, Iron, and Sulfur Application 1. Apply at the rate specified on the plans or as directed by the Engineer and Representative based on topsoil analyses. 2. Spread uniformly using equipment approved by the Engineer and _ Representative. D. Mulch Application 1. Apply mulch on all slopes flatter than two horizontal units to one vertical unit. 2. Apply mulch at specified rates within 24 hours of the time of seeding. 3. Spread straw mulch using a forced -air blower approved by the Engineer and Representative. The spreader shall not cut or break the straw into smaller pieces. 4. Apply wood cellulose fiber mulch using approved hydroseeders. 5. Hand mulch areas where, in the opinion of the Engineer and Representative, mechanical methods are not practical. 6. Remove all mulch material sprayed on surfaces other than the approved seedbed (including but not limited to signs, structures, vehicles, roads, and other locations) the same day as application. 7. When specified in the plans or when directed by the Engineer and Representative, anchor mulch in place using an approved binding -- agent. Apply in accordance with the manufacturer's recommendations. 8. When no mulch binder is indicated in the plans, crimp straw mulch using methods approved by the Engineer and Representative, without cutting, and leaving a minimum of 40 percent standing. E. Erosion Control Blankets 1. Apply on all slopes two horizontal units to one vertical unit or steeper. 2. Stake or staple in accordance with the supplier's recommendations and as necessary to adequately hold the material in place. 58 go C. Seeding 1. Measurement Seeding as specified will be measured by the Engineer and Representative in place, and the area will be computed in acres. Preparing the seed bed, fertilizing, mulching, and adding soil �-* amendments as specified will not be separately measured for payment but will be considered as included in the contract unit price for seeding. 2. Payment Seeding will be paid for at the contract unit price per acre for SEEDING of the type specified. r-: 59 3. Unless specified otherwise, use either of the three blanket types specified herein. 4. Install erosion control blankets within 24 hours of the time of seeding. F. Reseeding 1. When directed by the Engineer and Representative, repeat seedbed preparation and reapply seed, mulch, and fertilizer. 2. Reseeding that is directed by the Engineer and Representative after initial seeding in conformance with these specifications will be measured for payment. 2.7.6 Measurement and Payment A. Re -Measurement When the plans have been altered, or when disagreement exists between the Contractor and the Engineer and Representative as to the accuracy of the plan quantities, either party shall, before any work is started which would affect the measurement, have the right to request re -measurement in writing and thereby cause the quantities involved to be re -measured. - B. Contract Quantities 1. Measurement When the project is constructed essentially to the lines, grades, or dimensions shown in the plans, and the Contractor and the Engineer and Representative have agreed in writing that the plan quantities are accurate, no fii Cher measurement will be required. 2. Payment Payment will be made for the quantities shown in the contract for the various items involved, unless errors are discovered after work has been started, in which case appropriate adjustments will be made. C. Seeding 1. Measurement Seeding as specified will be measured by the Engineer and Representative in place, and the area will be computed in acres. Preparing the seed bed, fertilizing, mulching, and adding soil �-* amendments as specified will not be separately measured for payment but will be considered as included in the contract unit price for seeding. 2. Payment Seeding will be paid for at the contract unit price per acre for SEEDING of the type specified. r-: 59 i D. Erosion Control Blankets 1. Measurement Erosion Control Blankets furnished and installed as specified will be measured by the Engineer and Representative in place, and the area will be computed in square yards. Staking or stapling of the blanket will not be separately measured for payment. 2. Payment Erosion control blankets will be paid for at the contract unit price per square yard for EROSION CONTROL BLANKET. 60 SECTION 3 - EARTHWORK 3.1 INTRODUCTION ,., The work covered by these specifications shall be designated by the contract drawings, special provisions, and invitation to bid, and it shall consist generally of the necessary clearing and - grubbing; excavation; placing of embankment; construction of surface ditches, channels, dikes, berms; and headblock dressing, grading and road crossings (including approaches, etc.) as may be •» designated by the Engineer and Representative. 3.2 CLEARING AND GRUBBING 3.2.1 Introduction r This work shall consist of clearing and grubbing of all trees, stumps, undergrowth, brush, trash, grass, weeds, roots, debris, or other objectionable materials within the limits of the excavation, embankment, borrow, and other areas as shown on the plans. 3.2.3 Execution A. Excavations Areas that are to be excavated and hauled into embankments shall be cleared and grubbed of all objectionable material to the full depth and width of the completed excavation. Areas that are to be excavated and wasted shall not be cleared unless specifically requested by the Engineer and Representative. Roots or other vegetation more than 1 inch in thickness existing below the finished surface of excavated sections shall be removed to a depth of six inches below the finished surface. There will be no allowance for any grubbing required below such finished surface. B. Borrow Pits Borrow pits shall be free of all objectionable material to the full depth of each borrow pit. C. Embankments 1. All areas that will be beneath embankments shall be free from all vegetation and roots to a depth of 2 inches below the ground surface. For embankments of 3 feet and less, roots that are over 2 inches in diameter shall be removed to a depth of 6 inches below ground surface. 2. All rubbish shall be removed in embankment areas. D. Other Designated Areas Designated portions of the right-of-way other than excavations, borrow areas, and embankments shall be cleared off level with ground surface by cutting and removal of all trees (standing or fallen), stumps, undergrowth, ` brush, vines, roots, and other vegetation, trash, or objectionable materials, so that no obstruction will interfere with close machine or hand mowing of cleared areas. Cleared areas shall be left smooth and free of obstructions ,�.+ 61 that would impound water. 3.2.6 Scheduling When required by the Engineer and Representative, the Contractor shall complete clearing and grubbing work far enough in advance of other operations to permit the placement of construction stakes. 3.2.7 Limits of Work Trees or other growth outside the limits for clearing and grubbing shall be preserved and protected from damage during construction operations. If rare or endangered plants or artifacts are encountered during construction, work shall stop in the vicinity of the find, and the Contractor shall notify the Engineer and Representative of said find. 3.2.8 Disposal A. Cleared or grubbed material shall be piled and burned or otherwise disposed of as directed by the Engineer and Representative. All burning will be conducted in accordance with any Federal, State, or Local Regulations under the constant care of competent Contractor's watchmen at such times and in such a manner that surrounding vegetation, other adjacent property, or anything designated to remain on the right-of-way will not be _ jeopardized or damaged. Stripped material composed of vegetation and earth shall be deposited in specified waste areas, along berms outside of fill slopes, or in other locations designated by the Engineer and Representative. B. All merchantable timber is the property of the Railroad Company, and when directed, it shall be cut into specified lengths and piled or hauled to such locations as may be required. Payment for this item will be per special provision. C. In National Forest areas, the clearing and grubbing, and piling of brush, and burning shall conform to the rules and regulations of the National Forest Service. 3.2.9 Measurement and Payment A. Clearing and grubbing will be measured by the acre or fraction thereof actually cleared and grubbed in accordance with these specifications. B. Clearing and grubbing shall be paid for at the contract unit price per acre cleared and grubbed within the designated areas. This price shall be full compensation for furnishing all labor, materials, tools, equipment, supplies, supervision, and incidentals necessary for clearing, grubbing, and disposal of the resulting materials. 3.3 EXCAVATION AND EMBANKMENTS 3.3.1 Introduction Work covered under these technical specifications is related to the following items: (1) Roadway Excavation 62 -Iwl (2) Borrow (3) Ditch Excavation (4) Embankment Fill (5) Select Material + (6) Granular Embankment Fill 3.3.2 General A. These specifications shall govern the construction and completion of cuts, embankments, slopes, ditches, channel changes, and incidental work all in reasonably close conformity with the alignment, grade, and cross-sections shown on the plans or as established by the Engineer and Representative. " The work shall be conducted so that the terrain outside the limits of slopes will not be disturbed except where approved by the Engineer and Representative. r•+ B. All areas requiring placement of embankment or removal of excavation shall be scarified and recompacted to a minimum depth of 9 inches below .., the bottom of the finish grade. Recompaction shall be treated as embankment placement and shall follow the specification herein for placement. The Engineer and Representative and Railroad Company Representative will evaluate any areas where the compaction requirements could not be satisfied and will direct additional scarification and recompaction if necessary. 3.3.3 Description A. Excavation 1. Classification a. When bids for excavation are taken on an "Unclassified" basis, ,., no recognition will be made for classification of any kind. b. When bids are taken on a "Classified" basis, it is the intent of these specifications that all excavated material will be r" classified as "Rock" or "Common" by the Engineer and Representative while the work is in progress. In special cases, other classifications may be specified in the invitation to bid, such as: peat, topsoil, etc. 2. Rock Excavation a. Rock excavation shall include all rock in ledges, and bedded, cemented and conglomerate deposits exhibiting the physical characteristics and difficulty of rock removal as determined by the Engineer and Representative. The fact that blasting may be resorted to by the Contractor shall not, of itself, entitle the material to be classified as "Rock." b. Materials from rock excavation which are to be used in embankments shall be processed so as to produce a well- """ 63 graded fill material which will permit the placing of layers not to exceed 24 inches in thickness as per Section 3.6, or as otherwise approved by the Engineer and Representative. 3. Common Excavation Unless other classifications are specified in the invitation to bid, "Common Excavation" shall include all materials that cannot be classified as "Rock". B. Embankment Fill 1. It is the intent of these specifications that all suitable materials from roadway, cut ditch, channel, or other excavation, other than surface ditch, be used so far as practicable in forming embankments, dikes, or similar facilities. 2. When the areas staked for excavations are insufficient or unsuitable to form the embankments, the deficiency shall be obtained by widening cuts or borrowing at points as directed by the Engineer and Representative. Such cut widening beyond the limits of the designated and staked excavation section and other borrow excavation shall be considered as incidental to embankment and the cost of the work shall be included in the unit price for embankment. 3. Stakes set beyond the limits of standard or designated excavation sections for the purpose of assisting Contractor in establishing limits of cut widening or borrow shall not constitute a standard, designated, or staked section for pay purposes. 3.3.5 Materials A. Select Material 1. Select material shall be limited to non -expansive, non -swelling soils meeting the following criteria: Maximum Allowable Percent Liquid Limit Passing No. 200 Sieve (Test Method ASTM D 4318) (Test Method ASTM D 1140) Greater than 50 30% Between 30 and 50 40% Less than 30 50% 2. The plasticity index of select material as determined in accordance with ASTM Designation: D 4318 shall not exceed 15 percent. B. Granular Embankment Fill 1. Granular embankment fill shall consist of crushed stone or gravel meeting the following quality requirements: Sodium Sulfate Soundness, 5 cycle 25% Maximum Loss 64 . �, (Test Method ASTM C 88) Los Angeles Abrasion 45% Maximum Loss (Test Method ASTM C 13 1) Deleterious Substances (shale, clay 10% Maximum lumps, coal, soft and unsound fragments) 2. Granular embankment fill shall be uniformly graded from coarse to fine and shall meet the following gradation requirements: Sieve Size Percent Passing 3'1 100 No. 4 45-85 No. 16 25-65 No. 50 10-30 No. 200 0-15 3.3.7 Execution A. Roadway Excavation 1. Disposal of Excess Material a. Excavation in excess of that needed to make the embankments according to the plans and specifications shall be used to widen embankments, flatten slopes, or be deposited in spoil banks, at locations and in height and form as directed by the Engineer and Representative. Payment for such excess material placed outside of the limits of the staked embankment section shall be in excavation only. b. Stakes set beyond the limits of standard or designated embankment sections for the purpose of assisting Contractor in establishing limits of disposal areas shall not constitute a standard, designated, or staked section for pay purposes. Pot 2. Waste a. At the discretion of the Engineer and Representative and with ..r his written consent, the Contractor may waste excavated materials in a manner and location approved by the Engineer and Representative. b. If the Contractor should desire to waste off of the right-of- way, he may do so only with the written approval of the Engineer and Representative. Before entering on the property, the Contractor must obtain easement, license, permission or other means to release use of the property from landowner or his authorized agent. Such agreement shall be submitted to the Engineer and Representative in writing. Such agreement shall be at the Contractor's expense. +f 3. Haul a. Transporting excavated material shall be considered as merely "" 65 incidental to the grading work. No direct payment will be made for so-called overhaul. b. Vehicles used for hauling shall be satisfactory to the Engineer and Representative and shall be sufficient in number and capacity to meet the project schedule for the work involved. The Contractor shall route his hauling equipment over the grade in such a manner as to maintain uniform compaction across the roadway. 4. Overbreak and Slides a. Properly licensed and approved Contractors are required for all blasting operations. Excessive blasting or "overshooting" will not be permitted. The Engineer and Representative shall have authority to require the Contractor to discontinue any method of blasting which leads to overshooting, is dangerous to the public, destructive to property or natural features, or, in the opinion of the Engineer and Representative, causes excessive rock damage to the finished excavation slope. Preshear or cushion techniques shall be used when called for on the plans, noted in the special provisions, or directed by the Engineer and Representative. b. Any material outside the specified cross section that is shattered or loosened by blasting shall be removed at the Contractor's expense. C. Material outside the design slopes that is deemed unstable by the Engineer and Representative because of its natural formation shall be removed and paid for as excavation of the proper classification. d. Slides that, in the judgment of the Engineer and Representative, are unavoidable shall be measured and paid for as excavation according to the classification in which the material is found after the slide occurs. 5. Finishing Excavated Slopes All excavated slopes, including roadway, channel, road, and borrow pit adjacent to embankment, shall be trimmed accurately to authorized cross sections. When, in the judgment of the Engineer and Representative, a true slope cannot be made in rock or other material, an irregular slope approximating the design slope will be permitted. No loose material shall be left on the sides or in the bottom of any excavation. This work shall be considered incidental to excavation, and direct payment for such work will not be made. 1. No borrowing will be permitted except as shown on the plans or as instructed by the Engineer and Representative in writing. No borrowing will be permitted except in materials approved by the Engineer and Representative. Borrow pits shall be left in neat and regular shapes and shall be excavated to drain as directed by the Engineer and Representative. 66 t 2. If the Contractor should desire to borrow off of the right-of-way, he may do so only with the written approval of the Engineer and Representative. Before entering the other property, the Contractor must obtain easement, license, permission or other means to release use of the property from landowner or his authorized agent. Such agreement shall be submitted to the Engineer and Representative in writing. -. C. Ditch Excavation When ordered by the Engineer and Representative, intercepting surface ditches shall be made at the top of excavations and at the foot of embankments, or at other locations where conditions make them desirable. The cross section and location of such ditches shall be as directed by the Engineer and Representative; ditch outlets shall diverge sufficiently from adjoining works to prevent erosion damage. Material excavated shall be placed without compaction on the downhill side of the excavation. This should be performed in one operation, such as may be accomplished by a motor grader or bulldozer. Payment for such ditches shall be in excavation only. D. Rock Excavation Below Subgrade r 1. When directed by the Engineer and Representative, rock or other similarly hard material shall be removed to specified depth below subgrade and backfilled with compacted materials approved for roadbed. 2. Unless otherwise specified, rock shall be removed to a depth of 1 foot below subgrade and backfilled by the method as shown on the plans or in the special provisions. 3. If developed in well -graded sizes with a maximum dimension of no - greater than 4 inches, the fines from the rock excavation may be used for backfill. Backfill placement procedures shall be as specified above. 4. If rock excavation does not yield sufficient fines acceptable to the Engineer and Representative, select material shall be used for backfilling. 5. Select material will be used to level off the bottom of the excavation so track can be laid without damage to ties. If select material for backfilling and material qualifying as sub -ballast is not available within the length of the longest haul of excavation to embankment on the project, the Railroad Company may elect to train haul same, at its expense, or have the Contractor truck haul material to the site. If !^ truck hauling by the contractor is required, payment shall be in accordance with the contract unit rates for subballast. 6. The select material excavated from the designated undercut section and fines from rock excavation used to backfill the designated undercut section will be paid for at the same unit prices that apply to roadway grading. 7. Additional select material as may be required beneath the designated P., 67 undercut section due to the roughness of rock excavation shall be considered as incidental to excavation, and direct payment for this material will not be made. E. Subgrade and Embankment Foundation Preparation 1. Embankment Foundation Preparation The Contractor shall remove the first 4 inches of topsoil. After removal of the top crust, the topsoil shall be plowed and scarified to a depth of 9 inches along the full width of the embankment foundation. This soil shall be replaced and compacted to 95 percent of the maximum dry density as determined by the ASTM D 698. If the ground elevation is to be increased, a maximum soil lift of 9 inches shall be used with each soil lift, compacted to a density such that the compacted dry density is 95 percent of the maximum dry density as determined by ASTM D 698. This work shall be considered incidental to embankment, and direct payment for such work will not be made. 2. Excavation Base Preparation The Contractor shall remove the first 4 inches of topsoil. After removal of the top crust, the topsoil shall be plowed and scarified to a depth of 9 inches along the full width of the excavation foundation. This soil shall be replaced and compacted to 95 percent of the maximum dry density as determined by the ASTM. This work shall be considered incidental to excavation, and direct payment for such work will not be made. 3. Improvement of Subgrade Where naturally soft, loose, or excessively moisture soils are encountered at subgrade elevation in excavations or in foundations for embankments less than 3 feet high, the Engineer and Representative may require that one or more of the following improvement techniques be used in order to establish a firm, stable subgrade or foundation: (1) Removal and Replacement When directed by the Engineer and Representative, the soils shall be removed to a depth detemnined by the Engineer and Representative. The area of overexcavation shall be backfilled with material suitable for embankment and compacted to a density of not less than that specified for earth fill embankments. Payment for excavating the soils will be made in accordance with the contract unit price for excavation. Payment for backfilling and compacting with suitable soils will be made at the contract unit price for embankment. (2) Use of geosynthetics When directed by the Engineer and Representative, geotextiles "~ and/or geogrids shall be placed over the soft or wet soils to provide reinforcement and stability. The type and weight of geosynthetic material shall be as specified by the Engineer and 68 Representative. (3) Soil Treatment/Modification - - In special situations as shown on the plans, noted in the special provisions, or directed by the Engineer and Representative, treatment of the soils using lime, fly ash, or another additive to stabilize or condition wet soils may be used. Use of fly ash or another additive shall be in accordance with all applicable federal, state, and local environmental regulations. The additives may be applied directly to the ground and blended using the most effective method available, or the additives and soil may be blended on stable ground and worked into the soft or wet soil soils. Use of additives for soil treatment or modification shall not be interpreted as a lime- or cement -stabilized subgrade. Payment for soil treatment or modification shall be at contract unit prices. 4. Embankments on Swampy Ground Embankments that are to be constructed across low or swampy ground and that will not support the weight of trucks or other hauling equipment will receive special consideration for construction. Such considerations may include, but are not limited to: (a) removal and replacement of unstable material; (b) displacement of unstable - material by surcharging with rock or granular material to provide a stable base; (c) placing a woven geotextile fabric or geogrid and the placement (dumping) of material, preferably rock, in a uniformly distributed layer of a thickness not greater than that necessary to support the equipment while placing subsequent layers. The Engineer and Representative will approve the method to be used and will specify any type and thickness of geosynthetic material to be used. F. Roadway Embankment 1. General a. Roadway embankment shall be constructed as shown on the plans, as noted in the specifications or special provisions, or as instructed by the Engineer and Representative. Embankment ^^ material and depths of different embankment materials shall be as shown on the plans, as noted in the special provisions, or as instructed by the Engineer and Representative. b. In general, it is desirable that the upper portion of all embankments be constructed of predominantly coarse-grained soils (i.e., select or granular embankment materials). Soil with .,� a high plasticity (Unified Soils Classifications of CH, MH, or OH) should not be used in the upper portions of embankments unless stabilized using lime or cement stabilization. Other soils containing significant percentages of fine-grained soils -- (USCS classifications CL, ML, SC, SM, GC, and GM) are potentially susceptible to pumping or frost heaving and exhibit poor drainage characteristics. The use of these soils in the -°' upper portions of embankments should be avoided unless they are stabilized or used in conjunction with a hot -mix asphalt .•, 69 roadbed or granular embankment. The most desirable materials to be used in the upper portions of embankments are well -graded sands and gravels (SW and GW classifications). These soils are well drained, have good compaction characteristics, and are not susceptible to frost heave or pumping - c. Wherever an embankment is to be placed on or against an existing slope steeper than four horizontal units to one vertical unit, such slope shall be cut into steps as the construction of new embankment progresses. Such steps shall have a horizontal dimension of not more than 3 feet and a vertical rise of 1 foot. 2. Earth Fill a. Embankments built of soil material or material consisting of gravel or small pieces of rock 6 inches or less in maximum dimension shall be placed, using conditioned material when necessary, and compacted until the required degree of compaction is obtained thoroughly and uniformly throughout the layer. No stones larger than 3 inches in diameter will be permitted within the top 12 inches of roadway embankment. b. Embankments shall be constructed in layers containing only the amount of material that will ensure sufficient and uniform compaction, but in no case shall any layer or lift exceed 8 inches after compaction. Each successive lift or layer shall be carefully leveled and completely and uniformly compacted over the full width of the embankment before a successive layer is placed. C. Compaction requirements for earth embankments are as follows. For embankments less than 3 feet high, all lifts shall be compacted to a density of not less than 95 percent of the standard laboratory density at a moisture content within -1 to +3 percentage points of the optimum moisture content. For embankments greater than 3 feet high, all lifts placed within the top 3 feet (below top of subgrade) of the embankment shall be compacted to a density of not less than 95 percent of the standard laboratory density at a moisture content within -1 to +3 percentage points of optimum moisture content. Below a depth of 3 feet, all lifts shall be compacted to a density of not less than 95 percent of the standard laboratory density. The standard laboratory density and optimum moisture content shall be the maximum density and optimum moisture as determined in accordance with ASTM Designation: D 698 (Standard Proctor Test). d. Embankment material that does not contain sufficient moisture to permit the required compaction shall have water added in sufficient quantity to obtain the specified compaction. Material containing excessive moisture shall be aerated until the material is near optimum moisture content before being compacted. When it is necessary to add water, it shall be thoroughly and uniformly mixed with the material before compaction, using equipment and methods approved by the 70 I Engineer and Representative. When it is necessary for the Contractor to furnish water, he shall provide means for adequate and proper distribution. The quantity of water used shall not exceed the maximum amount that will permit the equipment to obtain the required densities, and at no time shall free water be allowed to stand on the surface of a fill. e. At the option of the Contractor, excavation areas and borrow sources may be watered prior to excavating the material. Moisture content of pre -watered excavation shall be brought to near optimum before compaction in the embankment. f. Earth fills shall be uniformly compacted to the required densities using methods and equipment best suited for the material encountered. g. With the approval of the Engineer and Representative, the Contractor may construct embankment during freezing - weather. For this purpose, the Contractor shall provide the necessary amount of earth moving and compacting equipment to provide a continuous operation during freezing weather on - both excavation and embankment areas. The Contractor shall control his operations to ensure that no frozen material is placed in the fills and that the material placed is completely compacted before freezing. If materials freeze before the required compaction is obtained, the placing of fills shall stop and the frozen material shall be removed at the Contractor's expense before filling resumes. h. Select material may be required, when shown on the plans, noted in the special provisions, or directed by the Engineer and Representative, for the upper portion of the embankment and to backfill excavations to the top of subgrade. The top of the select material shall be placed on a slope in accordance with plans. 1) If, in the opinion of the Engineer and Representative, suitable materials for select material are available within the limits of excavation, the Engineer and Representative shall select the materials to be used and payment for placement of the select material will be at contract prices for embankment. 2) When, in the opinion of the Engineer and Representative, select materials are not available within the above described haul limits, select material may be imported from locations shown on the plans, in the special provisions, or as directed by the Engineer and Representative. Payment will be at contract prices, if established, or by special provision. 3) Select material shall, when practicable, be hauled directly from excavation to its final position in the subgrade prism When shown on the plans, noted in the special provisions, or when in the opinion of the Engineer and Representative it is not possible to haul select material directly from the excavation to its final 71 location, select material shall be excavated and placed in stockpiles for use at designated locations. Such work will be considered incidental to excavation, and no separate payment will be made for such stockpiling and subsequent placement in embankment. i. When shown on the plans, noted in the special provisions, or directed by the Engineer and Representative, either parts or all of the embankment shall be constructed of granular embankment fill. The materials required for granular embankment fill are described above. Placement and compaction of granular embankment fill shall be in accordance with the requirements for earth fill. Rock Fill a. Embankments built of materials comprised predominantly of _. rock larger than 6 inches in maximum dimension shall be constructed by placing the material in layers not exceeding the maximum size of the rock present, but in no case shall the thickness of layers exceed 24 inches. The maximum size of any individual rock shall not exceed 16 inches in any one dimension, or as approved by the Engineer and Representative. The material shall be dumped from the _ hauling equipment on top of the layer being constructed and then pushed ahead over the face of the layer by the spreading equipment. Dumping of rock fill material directly onto uncompacted areas will not be permitted. b. Layers shall extend along the full width of the roadbed, and a dense, solid embankment shall be created for the full width by distributing the larger stones over the area and filling the areas between them with fine material sufficient to fill the interstices. Each layer shall be compacted by routing the spreading equipment and the loaded hauling equipment over the entire width of the fill until compaction is obtained. G. Finishing and Trimming All cuts, embankments, and ditches shall be left in a neatly trimmed condition to the specified widths, elevations, and slopes. Waste and stockpile areas shall be left in a neatly trimmed condition to the satisfaction of the Engineer and Representative. The finished roadway surface shall be compacted and finished to a true surface with no depressions that will hold water or prevent proper drainage. The finished top of subgrade shall conform to the grades shown on the plans with a tolerance of plus or minus 0.10 feet from the profile grade; it shall also be uniform and free from sharp breaks in the surface. 3.3.6 Measurement and Payment A. Excavation Measurement 72 6@ Excavation will be measured by the cubic yard of proper classification within the designated and staked excavation sections. Materials excavated outside of the designated sections or from borrow pits will not be measured. 2. Measurement of More than One Classified Material a. When "Rock," "Common," or other classifications specified in the invitation to bid are removed from the same excavation, the volumes shall be the actual acceptable measured quantity of each classification removed from within the limits of the staked excavation section, if it is reasonably possible to determine in such manner. b. When, in the judgment of the Engineer and Representative, it is impracticable, because of mixture of materials, to measure the actual cubic content of each kind of material, the Contractor and the Engineer and Representative shall agree upon payment provisions prior to proceeding with work. The Engineer and Representative shall, from time to time, make such measurements as will best aid him or her in arriving at a just and equitable conclusion as to the proper percentage of the materials of the different classifications in the entire excavation, and the Engineer and Representative shall so separate and classify the different materials. 3. Payment Excavation shall be paid for at the contract unit price per cubic yard of excavation of proper classification within the designated sections. This price shall be considered full compensation for famishing all labor, materials, tools, equipment, supplies, supervision, and incidentals necessary for excavating, loading, transporting, and depositing materials in embankment, spoil bank, stockpile, or other designated location by whatever method is adopted, including all permissions and permitting for haul operations. B. Embankment 1. Measurement Embankment of the various types, as specified, will be measured by the cubic yard in the space occupied within the designated and staked embankment sections. No payment will be made for the volume of material bladed off the top of roadway embankments outside of the roadbed limits. 2. Payment Embankments shall be paid for at the contract unit price per cubic yard of embankment of proper type within the designated section. This price shall be considered full compensation for furnishing all labor, materials, tools, equipment, supplies, water for compaction, supervision, and incidentals necessary for excavating, loading, transporting, and depositing borrow material when required; loading, transporting, and depositing select material from stockpile when required; loading, transporting, and distributing water; spreading, 73 aerating if necessary, and compacting the embankment material; and finishing the embankment sections to the designated line and grades. 3.4 LIME- OR FLY ASH -STABILIZED SUBGRADE 3.4.1 Introduction These specifications cover the construction of one or more courses of a mixture of soil, hydrated lime, fly ash, and water in reasonably close conformity with the — lines, grades, thicknesses, and cross sections shown on the plans or established by the Engineer and Representative. 3.4.2. Materials — A. Hydrated Lime 1. Hydrated lime shall consist of a dry powder consisting essentially of calcium hydroxide (Ca(OH)Z) or a mixture of calcium hydroxide, magnesium oxide (MgO), and magnesium hydroxide (Mg(OH)Z), which are the active constituents of lime. The use of quicklime (CaO) will not be allowed. 2. Lime Concentration a. For high calcium or dolomitic hydrated lime, the minimum total oxide content (CaO + MgO) shall be 90 percent, on a non-volatile basis. The hydrate shall not contain more than 5 percent carbon dioxide if sampled at the lime plant, or 7 percent carbon dioxide if sampled at the destination. Determination of total oxide and carbon dioxide contents shall _ conform to ASTM Designation: C 25. b. For high calcium -hydrated lime, the minimum available lime (CaO) content shall be 90 percent, on a non-volatile basis, as determined by the "Rapid Sugar" test, ASTM Designation: C 25. 3. The gradation of hydrated lime shall be such that a minimum of 75 percent will pass a #200 sieve when tested under the provisions for wet sieving in ASTM Designation: C 110. A. Fly Ash Fly ash -stabilization of the subgrade may be used when the fly ash material and the method of placement of the fly ash material are approved by the Engineer and Representative. The use of fly ash shall be in accordance with all applicable federal, state, and local environmental regulations. B. Water Water shall be reasonably clear and free from deleterious quantities of oil, acid, sugar, vegetable matter, and salt. D. Soil 1. The soil shall be a reactive soil. Reactive soils are defined as those 74 soils which, when mixed thoroughly with at least 3 percent lime and then compacted and cured for 48 hours at 120° F, will exhibit a ,.- strength gain of at least 50 psi greater than that obtained from similarly prepared untreated control specimens. 2. In general, lime reacts readily with most plastic soils containing fine- grained clay or clay -gravel. Such soils range in Plasticity Index (P.I.) from 10 to greater than 50. Soils with a P.I. lower than 10 do not generally react as readily with lime. Soil with a low P.I. should contain at least 15 percent material finer than the #200 sieve in order to be treated with lime. 3. For non -plastic and low P.I. soils that are unresponsive to lime, a Pozzolan (second additive) is needed to produce the necessary lime - silica reaction. Fly ash is the most commonly used Pozzolan for this purpose. 3.4.3 Execution A. General 1. Lime or fly ash stabilization shall not commence at any time that the ground or air temperature is below 40° F. 2. If fly ash stabilization is used, the plans, the special provisions, or the Engineer and Representative shall govern the Contractor as to methods of placement, mixing, finishing, and curing. 3. It is required to secure a completed course of treated material containing a uniform lime mixture that is free from loose or ... segregated areas, is of uniform density and moisture content, and has a smooth surface. The Contractor shall regulate the work sequence, use the proper amount of lime, maintain the work, and rework the courses as necessary to meet the above requirements. B. Equipment ,... Equipment necessary for the proper construction of the work shall be on the project site and in good working condition before construction operations may begin. The Contractor shall at all times provide sufficient equipment to enable continuous execution of the work. The Engineer and Representative shall have the right to reject equipment that is incapable of producing the required results, or that cannot be properly calibrated or controlled. C. Preparation of Subgrade Prior to beginning any lime stabilization, the subgrade shall be compacted ^" and shaped to reasonably conform to the lines, grades, and cross sections as shown on the plans or established by the Engineer and Representative. D. Preparation of Materials f 1. The prepared subgrade shall be scarified to the depth and width required for the stabilized section. The material thus obtained shall be partially pulverized. The depth of scarification shall be carefully - controlled and the blading operations conducted in a manner such 75 that the surface below the scarified material remains undisturbed and conforms to the established cross section. 2. The Contractor may elect to use a cutting and pulverizing machine that, at the same time, will loosen and remove the material within the section to be stabilized. This method will be permitted only where a machine is provided that will cut the material uniformly to the proper depth and has cutters that will plane the bottom of the section to a smooth surface over the entire width of the cut. 3. Any unsuitable material and/or stones with a diameter larger than 3 inches shall be removed prior to the application of lime. E. Lime Application 1. The rate of lime application shall be as shown on the plans, as noted in the special provisions, or as directed by the Engineer and Representative, and it shall be based on tests of the soil to be stabilized. 2. Spreading equipment shall distribute the lime uniformly and without excessive loss. No equipment except water trucks and equipment used for spreading and mixing shall be permitted to pass over the spread lime until it is mixed. Any procedure resulting in excessive loss or displacement of lime shall be discontinued immediately. Lime shall be applied only on areas where the fust mixing operations can be completed during the same working day. During the time interval between application and mixing, lime that has been exposed to the open air for a period of 6 hours or more or has experienced excessive loss due to watering or blowing will not be accepted for payment. _ 3. Lime may be applied dry or as a slurry. Dry lime shall not be applied when wind conditions are such that blowing lime becomes objectionable. A motor grader shall not be used to spread the dry lime. Lime that is mixed in a slurry shall be applied the same day it is mixed. The slurry shall contain a minimum of one ton of lime to each 500 gallons of water, so the dry solids content of the slurry will be between 31 percent and 40 percent. Use of compressed air for mixing or agitation of the slurry will not be permitted. F. Preliminary Mixing and Curing The soil, lime, and water shall be mixed until a uniform mixture is obtained in which all non -slaking clods and lumps are reduced to a maximum of 2 inches. During this operation, enough water shall be added to raise the moisture content of the soil -lime mixture to at least 5 percent above optimum moisture content. The mixed material shall then be shaped to the approximate designated section, compacted lightly to seal the surface, and allowed to cure for a minimum period of 48 hours, or for a longer period when so directed by the Engineer and Representative. The material shall be maintained in a moist condition. G. Final Mixing 1. Following the required period of preliminary curing and mixing, pulverization shall continue until all of the non -slaking clods are 76 broken down to pass a 1 -inch screen and at least 60 percent pass a #4 sieve. During the operation, the mixture shall be maintained between _. optimum moisture content and 5 percent above optimum moisture content. 2. At the option of the Contractor, subject to approval by the Engineer and Representative, preliminary mixing, curing, and final mixing may be performed at the excavation site. r� H. Compaction 1. The same day the final mixing is completed, the mixture shall be placed and compacted to a density of at least 95 percent of the maximum standard density. The maximum standard density shall be as determined by ASTM Designation: D 698 (Standard Proctor). Light sprinkling may be required during laying operations to •* maintain the specified moisture content. Compaction shall be accompanied with sufficient blading to eliminate all irregularities. 2. Layers up to and including 8 inches compacted thickness may be mixed and compacted in one course. Layers of over 8 inches compacted thickness shall be mixed and compacted in two or more separate courses of approximately equal thickness. Specified density shall be obtained on the lower course prior to beginning compaction on any subsequent course. I. Finishing After the final course of material has been compacted, it shall be made to conform reasonably to the required lines, grades, and cross sections shown on the plans. The completed section shall then be rolled with a pneumatic roller sufficiently light to prevent hairline cracking. I Curing and Protection The mixture shall be cured for a period of 7 days by lightly sprinkling the surface with water at frequent intervals to prevent drying. No vehicles or equipment other than sprinkling equipment will be permitted on the roadbed during the curing period. 3.4.4 Measurement and Payment A. Measurement Lime- or fly ash- stabilized subgrade of the designated cross section and thickness shown on the plans will be measured by the square yard to neat lines stabilized in accordance with these specifications. Water will not be measured for payment. B. Payment Lime- or fly ash -stabilized subgrade shall be paid for at the contract price per square yard of lime- or fly ash -stabilized subgrade. These prices shall be considered full compensation for furnishing all labor, materials, tools, equipment, supplies, water for compaction, supervision, and incidentals necessary to complete the work in accordance with these specifications. "." 77 3.5 HOT -MIX ASPHALT ROADBED 3.5.1 Introduction These specifications cover construction of a hot -mix asphalt (HMA) layer placed directly on top of the subgrade. When specified, the HMA layer takes the place of granular subballast and geotextile fabric, or other stabilization technique. The primary benefits of the HMA layer include improving the load distribution to the subgrade, waterproofing the subgrade and creating more uniform subgrade _ support, and confining the ballast and providing separation from the subgrade. 3.5.2 Materials A. Asphalt Unless otherwise shown on the plans, the asphalt shall be AC -10 or AC -20 viscosity graded asphalt cement and shall meet the applicable requirements of ASTM Designation: D 3515. B. Aggregate The aggregates shall meet the applicable sections of ASTM Designation: D 3515 with a gradation as follows: Sieve Size Percent Passing 1-1/2 in. 100 1 in. 90-100 1/2 in. 70-90 No. 4 40-65 _ No. 8 28-48 No. 50 7-20 No. 200 3-8 C. Asphalt Mixture 1.The Marshall mix properties for the asphalt mixture shall be as follows. Property Range Compaction (blows) 50 Stability, N (min.) 3375 Flow, mm 3.8-6.4 Percent Air Voids 1-3 Percent Voids Filled 80-90 2. The asphalt content shall be in the range of 4 percent to 10 percent. 3. The asphalt production facility shall be capable of producing a mix meeting the specified mix properties and shall have sufficient capacity to produce the anticipated volume of asphalt mix. 3.5.3 Execution A. Application Temperatures 78 �, Asphalt shall not be applied to the soil when the air temperature in the shade is less than 40° F, unless otherwise permitted by the Engineer and _ Representative. Work shall be suspended during rain or when the mix is wet. B. Subgrade Preparation Prior to the beginning of any asphalt stabilization, the subgrade shall be compacted and shaped in conformance with the lines, grades, and cross sections as shown on the plans or established by the Engineer and Representative. The subgrade shall be free of ruts, depressions, and loose material. C. Equipment Equipment necessary for the proper construction of the work shall be on the project site and in good working condition before construction operations may begin. The Contractor shall at all times provide sufficient equipment to enable continuous execution of the work. The Engineer and Representative shall have the right to reject equipment that is incapable of producing the required results, or that cannot be properly calibrated or controlled. D. Placement and Compaction 1. The asphalt mix shall be hauled by truck from the mix plant. The temperature of the mix when leaving the plant shall not be less than 290° F, and the trucks shall be covered to minimize temperature loss. The mix shall be placed using either a standard highway asphalt paver or back -dumped from trucks and spread with a bulldozer blade. Procedures for spreading and compaction of the mix shall minimize temperature loss. The temperature of the mix shall not be allowed to fall below 200° F prior to obtaining the required compaction. 2. The asphalt mix shall be placed in lifts not exceeding 4 inches in compacted thickness. The layer shall be compacted using pneumatic roller or steel drum vibratory compactors. The layer shall be compacted to a minimum of 95 percent of the theoretical maximum density determined in accordance with ASTM Designation: D 2041. 3. The top surface of the compacted layer shall be finished to a true surface with no depressions that will hold water or prevent proper drainage. The finished top of subgrade shall conform to the grades shown on the plans with a tolerance of plus or minus 1/2 inch; however, for full depth designs, where the ties are placed directly on top of the HMA layer, the tolerance of the finished surface shall be plus or minus 1/4 inch. 3.5.4 Measurement and Payment A. Measurement HMA roadbed will be measured by the square yard of HMA mixture placed in accordance with these specifications within the neat lines shown on the plans. B. Payment P"% 79 Payment for HMA roadbed will be made at the contract unit price per square yard of HMA roadbed fiunished and placed. This price shall be considered full compensation for furnishing all labor, materials, tools, equipment, supplies, supervision, loading, hauling, placing, compacting, and incidentals necessary to complete the work in accordance with these specifications. 3.6 CEMENT -STABILIZED SUBGRADE 3.6.1 Introduction Cement -stabilized subgrade shall contain a mixture of soil, water, and Portland cement that is uniformly mixed, compacted, finished, and cured in accordance with these specifications, and it shall conform to the lines, grades, thickness, and typical cross section(s) as shown on the plans or noted in the special provisions. 3.6.2 Materials A. Cement Portland cement shall conform to the requirements of ASTM Designation: C 150. B. Water Water shall be reasonably clear and free from any deleterious substances. C. Soil The type of soil to be cement -stabilized shall be determined by soil classification. The selected soil may be the soil encountered in the existing subgrade, or soil secured from approved sources. Existing subgrade soil shall contain not more than 5 percent of gravel and stone retained on a 3 - inch sieve. Any additional soil from approved sources shall pass a 2 -inch sieve. D. It is required to secure a completed course of treated material containing a uniform cement mixture free from loose or segregated areas, of uniform density and moisture content, and having a smooth surface. The Contractor shall regulate the sequence of his work, use the proper amount of cement, maintain the work, and rework the courses as necessary to meet the above requirements. E. Equipment Equipment necessary for the proper construction of the work shall be on the project site and in good working condition before construction operations may begin. The Contractor shall at all times provide sufficient equipment — to enable continuous execution of the work. The Engineer and Representative shall have the right to reject equipment that is incapable of producing the required results, or that cannot be properly calibrated or controlled. -� F. The soil shall be pulverized so that, at the completion of moist -mixing, 100 percent by dry weight passes a 1 -inch sieve and a minimum of 80 percent passes a No. 4 sieve, exclusive of gravel or stone retained on those sieves. 80 3.6.6 Execution A. Preparation of Subgrade 1. The embankment and/or excavation section(s) shall be brought to grade and shaped as shown on the plans and as required herein. 2. The subgrade shall be graded and shaped as required to construct the ,• soil cement section in conformance with the lines, grades, and thickness as shown on the plans. Soft or yielding subgrade shall be compacted and made stable before construction shall proceed. """" B. Cement Application 1. Cement shall not be spread or mixed when the air temperature is 7 below 40° F and falling; but may be spread or mixed when the air temperature is above 35° F and rising. The temperature shall be taken in the shade and away from artificial heat. Cement shall be spread or mixed only when weather conditions, in the opinion of the Engineer and Representative, are suitable. No cement or soil cement mixture shall be spread when the soil or subgrade is frozen. PW 2. Portland cement shall be spread uniformly on the soil at the rate specified by the Engineer and Representative. If a bulk cement spreader is used, it shall be positioned by string lines during spreading to insure a uniform distribution of cement. 3. Cement shall be applied to an area only such that the spreading, mixing, compaction, and finishing of the soil and cement can be .� continuous and also completed within 6 hours of the cement application. 4. At the time of cement application, the percentage of moisture content in the soil shall not exceed the quantity that will permit uniform and intimate mixing of soil and cement during dry mixing operations, and it shall not exceed the specified optimum moisture content for the soil cement mixture. 5. No equipment, except that used in spreading and mixing, will be allowed to pass over the freshly spread cement until it is mixed withthe soil. C. Mixing 1. After the cement has been applied, it shall be dry -mixed with the soil. Mixing shall continue until the cement has been sufficiently blended with the soil to prevent the formation of cement balls when water is applied. Any mixture of soil and cement that has not been compacted and finished shall not remain undisturbed for more than 30 minutes. 2. Immediately after the dry mixing of soil and cement is complete, water shall be uniformly applied and incorporated into the mixture as necessary. The Contractor shall provide a water supply system with pressure distribution equipment that will assure the continuous application, within 3 hours, of all mixing water required on the 81 section being processed. Care shall be exercised to ensure proper moisture distribution at all times. After all mixing water has been applied, mixing shall continue until a uniform and intimate mixture of soil, cement, and water has been obtained. D. Compaction and Finishing At the start of compaction, the moisture percentage, based on oven - dry weights, of the mixture and of non -pulverized soil lumps shall not be below the specified optimum moisture content or more than 2 percentage points above it, and it shall be less than that quantity which will cause the soil cement mixture to become unstable during compaction and finishing. If the uncompacted soil and cement mixture is wetted by rain so that the average moisture content exceeds the tolerance given above at the time of final compaction, the entire section shall be reconstructed in accordance with this specification. 2. The specified optimum moisture content and density shall be determined in the field by compacting representative samples of soil cement mixture in a 4 -inch diameter mold using a 5.5 pound hammer (ASTM Designation: D 698). After final compaction, the soil and cement subgrade shall have a uniform density of not less than 95 percent of the maximum density as determined by the test specified above. 3. Prior to the beginning of compaction, the mixture shall be in a loose condition for its full depth. The loose mixture shall then be uniformly compacted to the specified density within 2 hours. 4. After the soil and cement mixture is compacted, water shall be uniformly applied as needed and thoroughly mixed in with a spike tooth harrow or equal. The surface shall then be reshaped to the required lines, grades, and cross section and then lightly scarified to loosen any imprint left by the compacting or shaping equipment. The resulting surface shall be thoroughly rolled with a pneumatic tire roller and then "clipped," "skinned," or "tight bladed" by a power grader to a depth of approximately 1/4 inch, removing all loose soil cement from the section. The surface shall then be thoroughly compacted with the pneumatic roller, adding small increments of moisture as needed during rolling. If Plus No. 4 aggregate is present in the mixture, then one complete coverage of the section with the steel wheel roller shall be made immediately after the "Clipping" operation. When directed by the Engineer and Representative, surface finishing methods may be varied from this procedure, provided a dense uniform surface, free of surface compaction planes, is produced. The surface material must be maintained at its specified optimum moisture content during all finishing operations. Surface compaction and finishing shall be done in such a manner so as to produce within two hours a smooth, closely -knit surface, free of cracks, ridges, or loose material and conforming to the crown, grade, and line as shown on the plans. E. Construction Joints At the end of each day's construction, a straight transverse construction joint 82 F. shall be formed by cutting back into the completed work to form a true vertical face free of loose or shattered material. Soil and cement sections for large, wide areas shall be built in a series of parallel lanes of convenient length and width meeting the approval of the Engineer and Representative. Curing 1. After the soil and cement has been finished as specified herein, it shall be protected against drying by one of the curing methods listed below for a period of at least 7 days. If more than one lift is required, each lift shall cure 24 hours before placing the next lift. Curing material shall be applied as soon as possible, but not later than 24 hours after the completion of finishing operations of the final lift. The finished soil and cement shall be kept continuously moist until one of the following curing methods is employed: a. Sprinkling Method: Maintain cement -stabilized subgrade in a thorough and continuously moist condition by sprinkling. b. Moist Earth Method: Apply a 2 -inch layer of earth on the completed cement stabilized subgrade, and maintain in a moist condition. C. Asphalt Membrane Method: Apply an asphalt membrane to the cement -stabilized subgrade immediately after it is completed. The asphalt membrane material shall consist of emulsified or liquid asphalt. When the asphalt membrane is applied, the stabilized surface shall be smooth, dense, and free from all loose and extraneous material. The asphalt shall be uniformly applied to the surface of the completed soil and cement at the rate of approximately 0.2 gallons per square yard with proven heating and distributing equipment to provide a complete surface seal without runoff. If the Contractor uses this method, it shall be his or her responsibility to protect the asphalt membrane from being picked up by traffic. The asphalt membrane may remain in place when the proposed surface or other base courses are placed. 2. The Contractor shall maintain the curing material or method during the seven-day protection period so that all of the soil and cement will be covered effectively during this period. 3. Finished portions of soil and cement that are traveled on by equipment used in constructing an adjoining section shall be protected in such a manner as to prevent equipment from marring or damaging completed work. 4. The soil and cement shall be protected from freezing for 7 days after its construction and until it has cured. G. Completed portions of soil and cement subgrade may be opened to construction equipment and to all traffic after the seven day curing period, provided the soil and cement has cured sufficiently to prevent marring or distortion of the surface by equipment or traffic. H. The Contractor will be required to maintain the soil and cement subgrade in 83 good condition until all work has been completed and accepted. Maintenance will include immediate repair to any defects that may occur. The Contractor shall perform such maintenance at his or her own expense. Faulty work shall be replaced for the full depth and length as specified by the Engineer and Representative. 3.6.4 Measurement and Payment A. Measurement Soil and cement -stabilized subgrade of the designated cross section and thickness shown on the plans will be measured by the square yard to neat lines of Type I cement applied and accepted in accordance with this specification. Water will not be measured for payment. B. Payment Soil and cement stabilized subgrade will be paid for at the contract price per square yard of soil and cement -stabilized subgrade. 3.7 SUBBALLAST 3.7.1 Introduction Work covered under these technical specifications is related to subballast. 3.7.2 Description When shown on the plans or in the special provisions, subballast shall be placed directly onto the finished subgrade in order to provide a roadbed finish such that preservative impregnated fibers on the underside of ties will not be penetrated or crushed during track construction. Two types of subballast are defined. Type 1 subballast is a coarse-grained pervious aggregate base material; Type 2 subballast is a fine-grained impervious aggregate base material. 3.7.3 Materials A. Subballast shall conform to AREMA Standards for gradation and materials. It shall consist of crushed rock with a minimum of one fractured face meeting the quality requirements of ASTM Designation: D 1241 and approval of the Engineerand the Representative. B. Type 1 (pervious) subballast shall be uniformly graded and shall meet the following gradation requirements: Sieve Size Percent Passing 2" 100 1" 90-100 3/4" 50-84 No. 10 26-50 _ No. 40 12-30 No. 200 0-10 C. Type 2 (impervious) subballast shall be uniformly graded and shall meet the — following gradation requirements: 84 r*± 85 Sieve Size Percent Passing 3/4" 100 3/8" 90-100 No. 4 65-90 No. 16 20-50 No. 100 10-20 No. 200 7-15 D. If acceptable to the Engineerand the Representative, the subballast may conform to the gradation specified for aggregate base by the State Department of Transportation for the state in which the work is to be performed and which most nearly matches the gradation of Type 1 or Type 2 Subballast, as specified. 3.7.4 Execution A. Subballast shall be placed only when weather conditions are not detrimental to the quality of the finished subballast. Hauling and placing of subballast Will not be permitted when doing so will rut or deform the finished subgrade. B. Each lift of subballast shall be compacted to a density of not less than 95 percent of the maximum dry density determined by ASTM Test Designation: D 698 (Standard Proctor). Contractor shall place subballast in two 6 -inch lifts. C. The subballast shall be trimmed to the lines and grades shown on the plans and shall be maintained in a condition or manner acceptable to the Engineer and Representative until the final completion and acceptance of all work under this Contract. Any irregularities that develop in the subballast section during construction operations and prior to laying track shall be filled and compacted to a smooth and even surface that is true to the subgrade elevations without any additional cost to the Railroad Company. 3.7.5 Measurement and Payment A. Measurement Subballast will be measured in cubic yards of each type of subballast acceptably placed within the neat lines shown on the plans. No allowance for shrinkage or compaction will be allowed. B. Payment Payment for subballast will be made at the contract unit price per cubic yard of the type of subballast furnished and placed. This price shall be full compensation for furnishing all labor, materials, tools, equipment, supplies, supervision, crushing, loading, hauling, placing, compacting, wetting, drying, trimming, and all other items required to complete the work in accordance with the plans and specifications. 3.8 GEOSYNTHETICS 85 3.8.1 Introduction Work covered under these technical specifications is related to the following items: (1) Geotextiles (2) Geogrids 3.8.2 Geotextiles A. Description Geotextiles are typically used to provide a separation and stabilization layer between natural subgrade materials and subballast materials. Geotextiles are manufactured fabrics composed of woven or non -woven filaments of polypropylene, polyester, or polyethylene. B. Materials 1. The geotextile fabric shall be resistant to ultraviolet radiation. Non- woven fabric may be needle punched, heat -bonded, resin -bonded, or a combination thereof. 2. Unless otherwise indicated on the plans or special provisions, the geotextile fabrics shall comply with the following physical characteristics: Physical Property Test Method Minimum Value Grab Tensile Strength ASTM D 4632 200 pounds (Note 1) Grab Elongation @ Break ASTM D 4632 12% (Note 1) Mullen Burst Strength ASTM D 3786 450 psi (Note 2) Trapezoidal Tear Strength ASTM D 4533 75 lb (Note 2) Weight ASTM D 3776 20.0 oz/yd2 Notes: 1. For woven fabric, test results shall be referenced to orientation with warp or weave, whichever the case may be. Both woven and non -woven fabric shall be tested wet. 2. Test results may be obtained by manufacturer's certification. C. Execution 1. Geotextiles shall be placed between the finished subgrade and subballast in the manner and locations shown on the plans or as directed by the Engineer and Representative. Immediately before geotextile placement, the entire subgrade shall be graded to remove ruts, depressions, or extrusions in order to provide a firm, uniform surface true to the lines, grades, and cross sections shown on the plans. 2. The fabric shall be unrolled directly over the area indicated on the plans. Fabric may be installed either by hand, or by mechanical methods if the surface is not rutted. The fabric shall be laid loosely and free of tension, stress, folds, wrinkles, or creases. 86 - 3. The fabric shall be placed with the long dimension parallel to the centerline of the tracks, unless otherwise directed by the Engineer and Representative. Fabric of insufficient width or length to fully cover the specified area shall be lapped a minimum of 24 inches. Upslope rolls shall lap over the top of downslope rolls. 4. Placement of subballast or other granular material on the fabric shall be accomplished in such a manner to prevent tearing or shoving of the _ cloth. 5. Fabric that, due to failure of the Contractor to comply with these provisions, is damaged during installation or subsequent placement of granular material shall be repaired or replaced at the Contractor's expense, including the costs of removal and replacement of the granular material. 6. Torn fabric may be patched in place by cutting and placing a piece of the same fabric over the tear. The dimensions of the patch shall be at least 24 inches larger than the tear in each direction, and the patch shall be weighted or otherwise secured to prevent the granular material from causing lap separation. D. Measurement and Payment 1. Measurement Geotextile will be measured by the square yard of geotextile fabric placed in accordance with these specifications. 2. Payment Geotextile will be paid for at the contract unit price per square yard for geotextile. This price shall be considered full compensation for furnishing all materials, equipment, and labor, and all required operations for the installation of the geotextile fabric. 3.8.3 Geogrids A. Description Geogrids are used to provide reinforcement for embankments over weak foundation soils. The purpose of the geogrid reinforcement is to reduce lateral spreading and differential settlement and to improve the stability of embankments constructed over such soils. Geogrids are manufactured materials consisting of two sets of straight ribs intersecting at right angles and forming an open structure. Geogrids are composed of polyethylene or polypropylene polymers or of high tenacity polyester fibers or yarns. B. Materials 1. Geogrids shall be manufactured either by drawing a perforated polymer sheet in one or two perpendicular directions to form an open structure or by joining perpendicular polymer strands through bonding, weaving, knitting, or other process. 87 2. Unless otherwise indicated on the plans or special provisions, geogrids shall comply with the following physical characteristics: Physical Property Test Method Minimum Value Tensile Strength (5% strain) ASTM D 4595 1,500 lb/ft Tensile Strength (Ultimate) ASTM D 4595 2,600 lb/ft Weight ASTM D 5261 9.0 oz/yd' Modulus @ 2% Strain ASTM D 4595 15,000 lb/ft Notes: 1. Test results may be obtained by manufacturer's certification. C. Execution 1. A geotextile separator layer shall be placed between the finished subgrade and the geogrid in the manner and locations shown on the plans or as directed by the Engineer and Representative. 2. The geogrid shall be unrolled directly over the area shown on the plans with its stronger direction perpendicular to the embankment centerline. 3. Joints in the longitudinal direction of the embankment centerline shall be connected or overlapped as shown on the plans or as directed by the Engineer and Representative. The joint strength shall equal or exceed the strength of the geogrid material. The minimum overlap of geogrids perpendicular to the embankment centerline shall be not less than 12 inches. 4. The geogrids shall be pre -tensioned prior to backfilling in such a manner that the geogrid material is free from any wrinkles. 5. The backfill material placed over the geogrids shall be as shown on the plans or shall be material meeting the requirements of Section Subballast. 6. Placement of subballast or other granular material on the fabric shall be accomplished in such a manner to prevent tearing or wrinkling of the geogrid material. 7. Geogrid material that, due to failure of Contractor to comply with these provisions, is damaged during installation or subsequent placement of granular material shall be repaired or replaced at the Contractor's expense, including the cost of removal and replacement of the granular material. D. Measurement and Payment 3. Measurement Geogrid will be measured by the square yard of geogrid placed in accordance with these specifications. 4. Payment Geogrid will be paid for at the contract unit price per square yard for 88 geogrid. This price shall be considered full compensation for furnishing all materials, equipment, and labor, and all required operations for the installation of the geogrid material. r OWN .O, "'" 89 SECTION 4 — STRUCTURAL EXCAVATION AND BACKFILL 4.1 INTRODUCTION 4.1.1 Introduction Work covered under these technical specifications is related to the following items: (1) Protective Shoring (2) Cofferdams (3) Structure Excavation (4) Structure Backfill (5) Structure Drain Pipe (6) Pervious Backfill Material 4.2 DESCRIPTION 4.2.1 Protective Shoring A. Protective shoring shall consist of providing protection to railroad track or other areas designated on the plans due to an adjacent excavation. B. Protective shoring shall be designed, constructed, and removed in — accordance with the Engineer and Representative's approval and subject to Railroad's approval. C. Protective shoring shall be constructed of Engineer and Representative- rt� approved structural components consisting of timber, standard steel sheet pile sections, structural steel sections, cylindrical metal shells or combination of the above. D. The Contractor shall submit drawings and design calculations showing the proposed design, method of construction, removal, as well as other details left open to choice and not fully detailed on the plans. These drawings and design computations, stamped by a licensed professional Engineer in the state where the work is to be done, shall be submitted to the Engineer and Representative and approved prior to the start of construction. This approval shall not relieve the Contractor of responsibility for the protective shoring. E. Design of protective shoring shall consider Cooper E 80 live load surcharge for excavations adjacent to railroad tracks. Refer to the AREA Manual for Railway Engineer and Representative, Chapter 8, Part 20 for methods to determine lateral pressure values for railroad surcharge loading. F. A safety factor of one and one half (1.5) shall be used in the design of temporary protective shoring. A safety factor of two (2.0) shall be used in the design of permanent protective shoring. 90 _, 4.2.2. Cofferdams A. A cofferdam is defined as any temporary or removable structure constructed to hold the surrounding earth, water, or both, out of the excavation, whether the structure is formed of timber, steel, concrete, or a combination thereof. B. Cofferdams for placing concrete or other required construction shall consist of watertight enclosures surrounding excavations that cannot be kept free of water by pumping and/or diverting water by the use of sheeting or dikes. C. When cofferdams are not specified in the contract documents and conditions are encountered where the excavation for the structure cannot be kept free of water for concrete placement by pumping and/or diverting water by the use of sheeting or dikes, the Contractor, with the written permission of the Engineer and Representative, will be permitted to construct a cofferdam D. When specified in the contract, the cofferdams shall be designed, constructed, and removed in accordance with the Engineer and Representative's approval. When not specified in the contract and site conditions warrant, as determined by the Engineer and Representative, cofferdams may be added to the contract upon written approval of the Engineer and Representative. E. Cofferdams shall be constructed of Engineer and Representative- approved structural components consisting of timber, standard steel sheet pile sections, structural steel sections, cylindrical metal shells or combination of the above. Earthen embankments or dikes will not be classified as cofferdams. F. The Contractor shall submit drawings and design calculations showing the proposed design, method of construction, removal, as well as other details left open to choice and not fully detailed on the plans. These drawings and design computations, stamped by a licensed professional Engineer in the state where the work is to be done, shall be submitted to the Engineer and Representative and approved prior to the start of construction. This approval shall not relieve the Contractor of responsibility for the cofferdam 4.2.3 Structure Excavation A. Structure excavation shall consist of excavation for the construction of foundations for all structures other than drilled shaft foundations or pipe culverts. B. This work includes All required pumping, bailing or sloping for drainage; the construction and removal of all sheeting, shoring, and bracing required to support and de - water the excavations; removal and disposal of all material removed from the excavation including old structures or the portions thereof, and clearing and grubbing as required for construction of the structure. 4.2.4 Structure Backfill A. Structure backfill shall consist of furnishing, placing, and compacting backfill material around structures to the lines designated on the plans or specified or directed by the Engineer and Representative. 91 4.2.5 Structure Drain Pipe Structure drain pipe shall consist of furnishing and placing underdrain pipe, granular fill and geotextile fabric behind bridge abutments, wingwalls, and retaining walls in accordance with the details shown on the plans and this section. 4.2.6 Pervious Backfill Material Pervious backfill material shall consist of furnishing and placing pervious backfill material behind bridge abutments, wingwalls, and retaining walls in accordance with details shown on the plans and this section. 4.3 MATERIALS 4.3.1 Protective Shoring Protective shoring materials shall be in accordance with the Contractor's drawings and approved by the Engineer and Representative. 4.3.2 Cofferdams Cofferdam materials shall be in accordance with the Contractor's drawings and approved by the Engineer and Representative. 4.3.3 Structure Backfill Structural backfill shall be made using materials indicated on the plans, in the special provisions, or as approved by the Engineer and Representative, and may be obtained from excavation or other sources. Backfill material shall be free from stones or lumps of such size as to interfere with compaction, frozen lumps, wood, or other extraneous material. 4.3.4 Structure Drain Pipe A. Asphalt -coated perforated galvanized steel underdrain pipe shall be in accordance with details shown in the plans and these specifications. B. Granular fill material around structure drainpipe shall be as specified within this section. C. Geotextile fabric for structure drainpipe shall be woven or non -woven fabric. The filaments for woven or non -woven fabric shall be polypropylene, polyester, or polyethylene. The filaments must be dimensionally stable (i.e., filaments must maintain their relative position with respect to each other) and resistant to delamination. The filaments must be free from any chemical treatment or coating that might significantly reduce porosity and permeability. Non -woven fabric may be needle - punched, heat -bonded, resin -bonded, or combinations thereof. The physical properties for woven or non -woven fabric shall conform to the following: Test Method Property Requirement ASTM D 3776 Minimum Weight (oz/yd2) 3.50 92 ASTM D 4632 Minimum Wet Grab Tensile Strength 100 (Note 1) (lbs.) ASTM D 4632 Minimum Grab Elongation at Break 20 (Note 1) Corps of Engrs. Minimum Equivalent Opening Size Nonwoven 30 (Note 1) CW02215 (EOS No.) Woven 50 (Note 2) Notes: !"^ 1. For woven fabric, test results shall be referenced to orientation with warp or fill, whichever the case may be. 2. Manufacturer's certification to meet test requirements. 4.3.5 Pervious Backfill Material Pervious backfill material shall consist of crushed rock or crushed gravel, or combinations thereof. Pervious backfill material shall conform to the following grading requirements: Sieve Sizes Percentage Passing 1-1/2 inch 100.00 1 inch 90-100 3/4 inch 40-85 1/2 inch 10-40 3/8 inch 0-15 ..R No. 4 0-5 4.4 EXECUTION 4.4.1 Protective Shoring rte+ A. The Contractor is responsible for designing, providing, installing, maintaining, and removing the protective shoring when specified on the plans or by the Engineer and Representative. Installation or excavation shall not begin without the prior approval of the Engineer and Representative. B. The limits of the excavation shall not extend beyond the approved limits without permission from the Engineer and Representative. C. The Engineer and Representative shall be notified of any conditions not in agreement with the plans including any weak or soft soils. 4.4.2 Cofferdams A. Cofferdams for foundation construction shall, in general, be carried below the bottom of footings, except in solid rock, where cofferdams shall be seated into rock, sealed, and excavation continued to bottom of footing elevation. The inside dimensions of the cofferdam shall in no case be less than the plan footing dimensions. B. When conditions, in the judgment of the Engineer and Representative, render it impractical to de -water a cofferdam, the Engineer and Representative may require the Contractor to place a concrete seal at the .,, 93 base of the excavation to such dimensions as will permit pumping and de- watering of the excavation. C. No component of the cofferdam shall extend into the substructure concrete without written permission of the Engineer and Representative. 4.4.3 Execution of Structural Excavation A. General 1. Excavation shall conform to the lines and grades shown on the plans, or as directed by the Engineer and Representative. Excavation shall include removal of all materials encountered, regardless of their nature. 2. Prior to excavation, the area to be excavated shall be cleared and grubbed in accordance with the procedures described in Section, Clearing and Grubbing. 3. Excavated material will be classified as "Structure Excavation Common" or "Structure Excavation Rock." "Structure Excavation Rock" shall include excavation of all rock in ledges, and bedded, cemented, and conglomerate deposits exhibiting the physical characteristics and difficulty of rock removal as determined by the v Engineer and Representative. "Structure Excavation Rock" shall also include removal of the portions of existing structures that cannot be loosened by the use of a pick. All other excavated material will be classified as "Structure Excavation Common." 4. Excavated material not suitable for backfill, or excess excavated material, shall be disposed of by the Contractor at a location and in a manner directed or approved by the Engineer and Representative. B. Protection of Excavations 1. The Contractor is responsible for designing, providing, installing, and removing protective sheeting, shoring, cofferdams, or other elements required in order to provide stable and dry excavations for all structures. Protection and shoring of excavations shall, as a minimum, be as required by applicable standards and regulations, including 29CFR Part 1926, Subpart P - Excavations, Trenching, and Shoring of OSHA's Standards and Interpretations. If requested by the Engineer and Representative, the Contractor shall submit detailed plans for protection and support of excavations to the Engineer and Representative prior to construction. Installation or construction of excavation protection or support elements, including cofferdams, shall not begin without the prior approval of the Engineer and Representative. 2. The Contractor shall, by means of dikes, sheeting, cofferdams, pumps, or other measures, keep the excavations free of water at all times. Placing of concrete in or under water will not be permitted, except when specifically directed by the Engineer and Representative. C. Excavations for Spread Footing Foundations 94 Om 1. Immediately prior to placing concrete for spread footing foundations founded in common material, the bottom of the excavations shall be trimmed to the required level. All loose, spongy, or frozen material existing at the base of foundations shall be removed and replaced with clean gravel or other suitable material as directed by the Engineer and Representative. The amount of time during which the excavation for spread footings is. allowed to remain open prior to placing concrete shall be minimized. Water shall not be allowed to stand on the base of excavations for spread footings. 2. Spread footing foundations founded in rock shall be excavated to the required lines and grades, and the bottom of the excavations shall be finished to a rough surface. All soil, water, and loose and unsound rock shall'be removed prior to placing the concrete foundation. 3. After each excavation is completed, the Contractor shall notify the Engineer and Representative. No concrete shall be placed until the Engineer and Representative has approved the excavation and the character and condition of the foundation material. D. Excavations for Pile -supported Foundations 1. Excavations shall be approximately completed to the bottom of structure elevation prior to driving any piles. No piles for any foundation shall be driven until the Engineer and Representative has approved the excavation. All excess or loose material remaining in the excavation after pile driving is completed shall be removed to the elevation of the bottom of the structure. 2. After all piles are driven, the Contractor shall notify the Engineer and Representative. No concrete shall be placed until the Engineer and Representative has approved the excavation and the character and condition of the foundation material. E. Excavations Within Channels 1. When excavation encroaches upon a live streambed or channel, unless otherwise permitted, no excavation shall be made outside of caissons, cribs, cofferdams, steel piling, or sheeting, and the natural streambed adjacent to the structure shall not be disturbed without permission from the Engineer and Representative. If any excavation or dredging is made at the site of the structure before caissons, cribs, or cofferdams are sunk or are in place, the Contractor shall, without extra charge, after the foundation base is in place, backfill all such excavation to the original ground surface or riverbed with material satisfactory to the Engineer and Representative. Material temporarily deposited within the flow area of streams from foundation or other excavation shall be removed and the stream flow area freed from obstruction thereby. 4.4.4 Structure Backfill A. Backfilling shall consist of placing and compacting the necessary fill within the limits specified. Fill required above the ground surface as it existed prior to any excavation is considered as embankment. The backfill shall be constructed up to the ground surface as it existed prior to any excavation, unless the original ground surface is higher than the proposed finish 95 elevation of roadway surface, stream banks, or channels. B. All bracing, forms, and rubbish shall be removed prior to placing the backfill. Unless sheeting and shoring is to remain in place, it shall be removed in such a manner to prevent loosening unexcavated material. C. Backfill shall not be placed until the structure has been approved for backfilling by the Engineer and Representative. Backfill shall not be placed against concrete walls or piers until the concrete has cured for 14 days, or until test cylinders show the strength to be approximately equal to the design strength, whichever is the lesser time. D. Backfill material shall be placed in uniform horizontal layers not exceeding 8 inches in thickness before compaction. The backfill shall be brought up uniformly on all sides of the structure. The backfill shall be compacted to the density shown on the plans, in the special provisions, as specified for the adjacent ground, or to a minimum of 95% of the maximum dry density determined in accordance with the Standard Proctor compaction test (ASTM Designation: D 698) if not otherwise specified. 4.4.5. Structure Drain Pipe Structure drain pipe shall be enclosed by uncompacted granular fill surrounded by geotextile fabric. The installation of the structure drain pipe shall be in accordance with details shown on the plans and specifications herein. 4.4.6 Pervious Backfill Material Pervious backfill material shall be placed behind bridge abutments, wingwalls and retaining walls to the lines, grades and elevations shown on the plans or as directed by the Engineer and Representative. Pervious backfill material shall be placed in layers along with and by the same methods specified for structure backfill. Pervious backfill material at any one location shall be approximately the same grading, and at locations where the material would otherwise be exposed to erosion shall be covered with at least a 12 inch layer of earthy material approved by the Engineer and Representative. 4.5 MEASUREMENT AND PAYMENT 4.5.1 Protective Shoring A. Measurement Protective shoring, when specified on the plans or as directed by the Engineer and Representative, will be measured as individual units complete in place. B. Payment Protective shoring shall be paid for at the contract price per unit as designated on the plans. This price shall include full compensation for protective shoring design and plans and for furnishing all labor, materials, tools and equipment necessary for the construction of the protective shoring and its subsequent removal, when required. 4.5.2 Cofferdams 96 4.5.3 I A. Measurement Cofferdams, when specified on the plans or as directed by the Engineer and Representative, will be measured as individual units complete in place. B. Payment Cofferdams shall be paid for at the contract price per unit as designated on the plans. This price shall include full compensation for cofferdam design and plans and for furnishing all labor, materials, tools and equipment necessary for the construction of the cofferdam and its subsequent removal. No extra compensation will be allowed for a cofferdam of excessive size. Structure Excavation A. Measurement B. Structure excavation will be measured by the cubic yard. The limits for measurement of structure excavation will be in accordance with the following provisions: The upper limit shall be the original ground surface as it existed prior to the start of the construction operations, except, where structure excavation is performed within channel excavation area or roadway excavation area, said roadway or channel excavation shall be assumed to have been completed, the upper limit shall be the planes of the bottom and side slopes of said areas excavated as shown on the plans or as directed by the Engineer and Representative. Channel and roadway sections which are required beyond the limits of the structure will be considered to be continuous through the structure. The bottom and side slopes of this extension of the channel shall form the upper limit of the structure excavation. The lower limit shall be the bottom of the structure as shown on the plans or as specified by the Engineer and Representative. The lateral limits shall be vertical planes 2 feet outside of the foundation lines. Excavation outside of the above defined limits will not be included in structure excavation quantities. Payment 1. Structure excavation shall be paid for at the contract unit price per cubic yard for structure excavation of the proper classification. This price shall include full compensation for furnishing all labor, materials, tools and equipment, and doing all the work involved in making the excavation and disposing of the resulting excavated material as specified, including the furnishing and installation or construction of all sheeting, shoring and other facilities necessary to the excavation operations, and their subsequent removal if required. 2. As directed by the Engineer and Representative, unsuitable materials found below the elevation of bottom of structure as shown on the plans will be removed and paid for as structure excavation. If, in the opinion of the Engineer and Representative, the unsatisfactory materials below the bottom of the structure are the result of negligence on the part of the Contractor, due to allowing water to stand on earth foundations, overshooting rock excavations, or from other causes, the unsatisfactory material shall be removed and replaced in a manner specified by the Engineer and Representative, and no compensation will be allowed for the work. 97 3. No compensation will be made for the removal and disposal of swell material resulting from the driving of piles in an excavation. 4.5.4 Structure Backfill A. Measurement Structure backfill will be measured by the cubic yard. The limits for measurement of structure backfill will be that volume of structure excavation and roadway excavation or channel excavation, as shown on the plans or specified by the Engineer and Representative, which is below the finish elevation of roadway surface or stream banks and channel flow line or below the elevation of ground surface as it existed before any excavation was made, and is not occupied by the structure. Backfill required beyond the limits of measured structure excavation, roadway excavation, and channel excavation will not be included in structure backfill quantities. B. Payment 1. Structure backfill shall be paid for at the contract unit price per cubic yard. This price shall include full compensation for furnishing all labor, materials, tools and equipment, water for compaction if required, and doing all work involved in furnishing, placing, and compacting the material in place as specified, and applying water necessary for compaction. No payment will be made for any so- called overhaul. 2. Compacted backfill or crushed rock, if specified by the Engineer and Representative, required to replace unsuitable materials excavated below the elevation of bottom of structure as shown on the plans when unsuitable materials are not the result of Contractor's negligence, will be paid for as structure backfill. be included in structure backfill quantities. 3. Structure backfill shall be paid for at the contract unit price per cubic yard. This price shall be considered full compensation for furnishing all labor, materials, tools and equipment, water for compaction if required, and performing all work involved in furnishing, placing, and compacting the material in place as specified and applying water necessary for compaction. No payment will be made for any so- called overhaul. 4. Compacted backfill or crushed rock, if specified by the Engineer and Representative, required to replace unsuitable materials excavated below the elevation of bottom of structure as shown on the plans when unsuitable materials are not the result of Contractor's negligence, will be paid for as structure backfill. 5. No payment will be made for backfilling foundations up to the bottom of plan structures when the Contractor has negligently excavated below plan elevation. 4.5.5 Structure Drain Pipe A. Measurement 98 r-, r� Structure drain pipe will be measured by the linear foot of acceptable pipe of the various diameters in place. ;. B. Payment Structure drain pipe shall be paid for at the contract unit price per linear foot of pipe of the various diameters in place. This price shall be considered full compensation for furnishing all materials, equipment, tools, labor and incidentals necessary to install the pipe, granular fill and geotextile fabric, as well as for completion of the work. 4.5.6 Pervious Backfill Material A. Measurement Pervious backfill material will be measured by the cubic yard in place �.. within the designated sections shown on the plans. B. Payment Pervious backfill material shall be paid for at the contract unit price per cubic yard of material in place. This price shall be considered full compensation for constructing or excavating the roadbed embankment behind bridge abutments, wingwalls, and retaining walls to the designated section shown on the plans; any special compaction required; furnishing the material; and placing the material to the designated sections shown on the plans. r.. 99 SECTION 5 — DRILLED SHAFT FOUNDATIONS 5.1 INTRODUCTION 5.1.1 Introduction Work covered under these technical specifications is related to drilled shaft foundations. 5.1.2 Description These specifications shall govern the construction of foundations consisting of reinforced concrete drilled shafts with or without bell footings of the size and at the locations shown on the plans. 5.2 MATERIALS 5.2.1 Concrete All concrete shall be in accordance with the following requirements: A. If casings are to be removed, the concrete shall contain a Type B retarding — admixture in accordance with the current ASTM Designation: C 494, which has the approval of the Engineer and Representative. The admixture shall retard the initial set of the concrete a minimum of two hours and a maximum of four hours. B. The concrete slump at the time of placement shall be not less than four inches nor more than six inches. — 5.2.2 Steel Casing A. ASTM A 283, Grade C; ASTM A 36; or ASTM A 444, corrugated steel; as specified or as shown on the plans. B. Furnish full penetration welds meeting AWS D1.1 requirements for vertical �. joints in non -corrugated permanent casings. C. Provide casings of sufficient strength to withstand handling stresses, concrete pressure, and surrounding earth and/or fluid pressures. 5.3 EXECUTION _. 5.3.1 Excavation A. Ground elevations shall be brought to finished grade wherever possible prior to drilling for the shafts. When drilled shafts are required through embankments at bridge ends, the embankment shall be placed and compacted as required by Section, Excavation and Embankments prior to drilling for shafts. B. The Contractor shall perform all excavation required for the shafts and bell footings, when required, through whatever substances encountered to the dimensions and grades shown on the plans or as determined by the Engineer 100 and Representative. Shafts and bells may be excavated by manual or mechanical methods. Blasting methods shall be used only with permission of the Engineer and Representative and when used shall be so conducted as to avoid disturbance of formations below or outside the limits of the proposed excavation. ems* C. No shaft excavation shall be made within fifteen feet of an uncased shaft filled with concrete that has been cast less than 24 hours. 5.3.2 5.3.3 5.3.4 D. The plans indicate the depth or elevation at which satisfactory bearing capacity is expected to be developed. If satisfactory material is not found at plan elevation, the bottom of shafts may be raised or lowered as determined by the Engineer and Representative to comply with the design requirements. E. In order that the Engineer and Representative may judge the adequacy of the material at the plan elevations of the shaft bottoms, the Contractor, if requested, shall make soundings extending not more than ten feet below the proposed grade. These soundings shall be paid for as "Force Account Work. The Contractor shall have no right of claim for extra compensation because of delay of work while soundings are being taken. F. Remove from bottom of drilled shafts loose material or free water existing in quantities sufficient to cause settlement or affect concrete strength as determined by the Engineer and Representative. Excavate shaft bottoms to a level plane, as approved by the Engineer and Representative. If bottoms are sloping rock, excavate to a level plane or step with maximum step height less than one-quarter the width or diameter of the bearing area. G. All excess material from excavation and other debris from construction shall be removed from the site and disposed of as directed by the Engineer and Representative. The surroundings shall be left in a clean, neat, and presentable condition. Bell Footing Before bell footings are excavated, the foundation at the plan elevation must be determined adequate by the Engineer and Representative. The bottom of the bell footings shall be thoroughly cleaned of all loose material. Construction Tolerances A. The center of the top of each shaft shall not vary from its design location by more than 1/24 of the shaft diameter or three inches, whichever is less. B. Each shaft shall not be out of plumb by more than 1.5 percent of the length nor more than 12.5 percent of shaft diameter, whichever is less. C. The bottom of the shafts and bell footings shall be horizontal, or as approved by the Engineer and Representative, with the area of the bottom bearing area not less than that specified on the drawings, or as approved by the Engineer and Representative. D. The shaft diameter shall be at least that specified on the drawings, or as approved by the Engineer and Representative. Steel Casing " 101 A. Casings will be required for shaft excavations when shown on the plans or when necessary to prevent caving of material above the bottom of the shaft, of to shut off seepage water. The inside dimension of the casing shall not be less than the nominal„ shaft, diameter; otherwise, the diameter of the casing and the drilled excavation are left to the discretion of the Contractor. Make the excavation diameter small enough in relation to the casing diameter that it creates a minimum void space outside the casing. However, the entire excavation shall be filled with concrete, with no other backfill material allowed around the casing. No extra compensation will be provided for the concrete required to fill an oversize casing or oversize excavation. B. Casings, if they are to be removed, shall be removed in sections as the shaft is filled with concrete, keeping a concrete head of not more than five feet nor less than two feet above the bottom of the casing. Extraction of the casing shall be at a slow, uniform rate, and the pull shall be in a truly vertical direction and shall be done while concrete is still fluid and plastic and before initial set. Casings shall be smooth and well oiled to facilitate removal. Check concrete level prior to, during, and after withdrawing casing to confirm that separation of shaft concrete has not occurred. Care shall be exercised so as to preclude any upward movement of the concrete or reinforcing steel, as an upward movement of one inch or more shall be cause for rejection and removal of the entire shaft. 5.3.5 Inspection A. The Contractor shall provide suitable safe access, full depth protective casings, and electric lighting for the Engineer and Representative to inspect the completed foundation excavation before any concrete is placed. If necessary because of depth, provision shall be made for pumping fresh air into the shaft. No gasoline driven or other internal combustion engines will be permitted in the excavation. B. Each drilled shaft shall be checked for toxic and explosive gases prior to personnel entering. If gas is found, ventilate,with forced air until safe for entry, complying with all OSHA confined space regulations, or follow alternate procedures approved by the Engineer and Representative. C. If test results indicate the stratum is not capable of providing the required service load bearing pressure, adjustments shall be made. These may include, but are not limited to, advancing the shaft length as directed by the Engineer and Representative and repeating the preceding steps, or enlarging the bell diameter for the appropriate bearing pressure, as determined by the Engineer and Representative. 5.3.6 Placement of Reinforcing Steel A. The longitudinal bars and spiral reinforcement or lateral ties shall be assembled and tied into a rigid unit prior to placement. Reinforcement shall not be tack welded. B. When placed in position, the lower end of each bar shall rest on a precast concrete spacer block. Side spacer blocks of concrete shall be placed at suitable intervals to ensure accurate location of the steel throughout its length. C. Bars shall be placed as shown on the plans with cover of not less than three 102 r inches where exposed to soil and not less than four inches in cased shafts where the casing is to be withdrawn. D. Splices in reinforcement shall be as shown on the plans or as approved by the Engineer and Representative. E. The minimum clear distances between spiral reinforcement or lateral ties shall be four inches, and not less than three times the bar diameter nor three times the maximum aggregate size for vertical bars if concrete cannot be vibrated. F. Reinforcing steel shall not be placed until concreting operations are to be started. Reinforcement shall be placed before concreting begins. G. If the shaft is lengthened, the longitudinal bars and lateral reinforcement required in the upper portion of the shaft shall be extended to the bottom unless otherwise shown on the plans. These bars shall be lap spliced. Any splices required shall be in the lower portion of the shaft, i.e., the extended bars located at the bottom of the shaft. H. The minimum length of steel required for lap with column steel shall be maintained. Unless prohibited on the plans, dowel bars may be used if the proper lap length is provided both into the shaft and into the column. All dowel bars shall be adequately supported and may be inserted after concrete placement. 5.3.7 Placement of Concrete A. Unless otherwise noted, the proportioning, mixing, transporting, placing, curing, and finishing of the concrete shall be as per Section, Concrete Construction. B. Uncased or belled excavations shall not be left open overnight; fill uncased or belled excavations before workday is completed. C. At the time concrete is placed, the excavation shall be free from accumulated seepage water in excess of two inches in depth as well as any loose material. D. Concrete placement shall begin immediately after excavation is complete and approved by the Engineer and Representative, and reinforcing steel is in place. Placement shall be continuous throughout the length of the bell footing (when used), and the shaft or between designated construction joints. Allow only the necessary intervals for rodding concrete and pulling casings. E. Free fall concrete may be used if there is no water in the shaft excavation and provided it is directed through a hopper equipped with a tube, elephant trunk, or equivalent to prevent segregation of materials, such that fall is vertical down center of shaft without hitting sides or reinforcing. The tube shall be in sections to permit the discharge end to be raised as the shaft is filled. F. Concrete shall be of such workability as to require no vibrating and a minimum amount of rodding in the shaft length below three feet from the top. 103 G. The top three feet of concrete shall be vibrated. Temporary casings shall be withdrawn before vibrating begins. 5.4 MEASUREMENT AND PAYMENT 5.4.1 Drilled Shafts A. Measurement Drilled shafts shall be measured by the linear foot in place of acceptable shafts of the specified diameter measured from the bottom of the approved excavation to the top of shaft elevation, as shown on the plans or designated by the Engineer and Representative. B. Payment Drilled shafts shall be paid for at the contract unit price per linear foot in place of acceptable drilled shafts of the specified diameter. This price shall include full compensation for all excavation; furnishing, placing, and removing any required casings; furnishing and placing all reinforcing steel and concrete; forming, finishing, and curing the concrete; removing excess material; and furnishing all tools, labor, equipment, and incidentals to complete the work. No extra payment will be made for filling oversize _ excavations or for casings left in place. 5.4.2 Bell Footings A. Measurement Bell footings will be measured by the cubic yard of volume within the _ authorized bell footing and outside the shaft diameter. B. Payment Bell footings shall be paid for at the contract unit price per cubic yard in place of acceptable bell footing of the specified dimensions. This price shall include full compensation for all under -reamed excavation; furnishing and placing all concrete; and for furnishing all tools, labor, equipment, and incidentals to complete the work. No extra payment will be made for filling oversize excavations. 104 SECTION 6 - CONCRETE CONSTRUCTION x 6.1 INTRODUCTION 6.1.1 Introduction - Work covered under these technical specifications is related to concrete construction. 6.1.2 Description A. These specifications cover the construction of concrete structures and the concrete portion of other structures. B. All concrete construction shall be in accordance with the design requirements and details shown on the plans or as directed by the Engineer and Representative. 6.2 MATERIALS 6.2.1 Cement A. Portland cement and air -entraining Portland cement shall conform to the requirements of ASTM Designation: C 150. One or more of the following types shall be used as specified on the plans, in the special provisions, or by the Engineer and Representative: 1. Type I and Type IA For general use where alkali water or soil is not prevalent and for small masses of concrete. 2• Type II and Type IIA For use when moderate sulfate resistance or when moderate heat of �** hydration is desired. In Nebraska, Kansas, Iowa, and other locations where the presence of alkali reactive aggregate is a possibility, low alkali Type II or Type IIA shall be used with the alkali equivalent of the cement not exceeding 0.6 percent as measured by the percentage of Sodium Oxide (NA20) plus 0.658 times the percentage of Potassium Oxide (K20), unless both coarse and fine aggregates are determined to be innocuous when tested in accordance with ASTM Designation: C 289, Standard Test Method for Potential Alkali -Silica Reactivity of Aggregates (Chemical Method). The percentage of Sodium Oxide and Potassium Oxide shall be determined in accordance with ASTM Designation: C 114. 3. Type III and Type IIIA .�, For use where high early strength is required. !. 4. Type IV 1 •r For use when low heat of hydration is desired. +�+ 105 5. Type V For use when high sulfate resistance is desired. B. Unless otherwise specified on the plans or in the special provisions or approved in writing by the Engineer and Representative, Type II or Type IIA cement shall be used. 6.2.2 Concrete Admixtures A. Air -entraining agent conforming to the requirements of ASTM Designation: C 260 shall be added to normal Portland cement at the mixer for all concrete unless otherwise directed. The air -entraining agent used shall be a type which will control the entrainment of air within the limits specified, and it shall be compatible with the cement used. B. Admixtures, except air -entraining agents, that alter the normal properties of _ concrete, either for densifying, cement dispersion, retarding, accelerating, plasticizing, or coloring, shall be used only upon the written permission of the Engineer and Representative. Acceptable evidence must be presented concerning the material proposed for use, showing that the material will perform in the manner claimed and that the strength, coloring, appearance, and durability of the concrete will not be adversely affected. Admixtures containing chloride ions shall not be used. _ 6.2.3 Fine Aggregate A. Fine aggregate shall consist of natural sand, other approved inert materials with similar characteristics, or a combination thereof. Grains shall be free from adherent coatings. Lightweight fine aggregate shall not be used. Except as noted in Paragraphs .B and C, fine aggregates shall be graded within the limits specified below. FINE AGGREGATE GRADATION Sieve Size Total Passing - Percentage by Weight 3/8 In. 100 No.4 95-100 No. 8 80-100 No. 16 50-85 No. 30 25-60 No. 50 10-30 No. 100 2-10 B. The minimum percentages shown above for material passing the No. 50 and No. 100 sieves may be reduced to 5 and 0, respectively, if the aggregate is to be used in air -entrained concrete containing more than 420 pounds of cement per cubic yard, or in non -air -entrained concrete containing more than 520 pounds of cement per cubic yard, or if an approved mineral admixture is used to supply the deficiency in percentages passing these sieves. Air -entrained concrete is considered here to be concrete containing air -entraining cement or an air -entraining agent and having an air content of more than three percent. C. The fine aggregate shall have no more than 45 percent retained between any two consecutive sieves of those shown in Paragraph 6.2.3.A, and its 106 1. Does not apply to manufactured sand produced from blast furnace slag. 2. For manufactured sand, if the material finer than the No. 200 sieve consists of the dust of fracture, essentially free from clay or shale, these limits do not apply. G. Fine aggregate shall be free of injurious amounts of organic impurities. Except as provided herein, aggregates subjected to the test for organic impurities in accordance with ASTM Designation: C 40 and producing a color darker than the standard shall be rejected. 1. A fine aggregate failing in the test may be used, provided that the discoloration is due principally to the presence of small quantities of coal, lignite, or similar discrete particles. 2. A fine aggregate failing in the test may be used, provided that, when tested for the effect of organic impurities on strength of mortar, the relative strength at seven and 28 days, calculated in accordance with ASTM Designation: C 87, are not less than 95 percent. s+ H. Fine aggregate for use in concrete that will be subject to wetting, extended exposure to humid atmosphere, or contact with moist ground shall not contain any materials that are deleteriously reactive with the alkalies in the cement in an amount sufficient to cause excessive expansion of mortar or concrete; however, if such materials are present in injurious amounts, the 107 fineness modulus shall be not less than 2.3 nor more than 3.1. rD. For continuing shipments of fine aggregate from a given source, the fineness modulus shall not vary more than 0.20 from the base fineness modulus. Fine aggregate with a fineness modulus exceeding this limit shall be rejected or, at the option of the Engineer and Representative, may be accepted provided suitable adjustments are made in concrete proportions to compensate for the difference in grading. E. The fineness modulus of an aggregate is the sum of the percentages of a sample retained on each of a specified series of sieves divided by 100, using the following standard sieve sizes No. 100, No. 50, No. 30, No. 16, No. 8, ..k No. 4, 3/8 in., 3/4 in., 1-1/2 in. and larger, increasing in the ratio of 2 to 1. F. The amount of deleterious substances in fine aggregate shall not exceed the limits specified below. FINE AGGREGATE DELETERIOUS SUBSTANCES Maximum Percentage Item by Weight Clay Lumps 1.0 Coal and Lignite 0.5 (Note 1) Material finer than No. 200 sieve: 3.0 (Note 2) Concrete subject to abrasion All other classes of concrete 5.0 (Note 2) Notes: 1. Does not apply to manufactured sand produced from blast furnace slag. 2. For manufactured sand, if the material finer than the No. 200 sieve consists of the dust of fracture, essentially free from clay or shale, these limits do not apply. G. Fine aggregate shall be free of injurious amounts of organic impurities. Except as provided herein, aggregates subjected to the test for organic impurities in accordance with ASTM Designation: C 40 and producing a color darker than the standard shall be rejected. 1. A fine aggregate failing in the test may be used, provided that the discoloration is due principally to the presence of small quantities of coal, lignite, or similar discrete particles. 2. A fine aggregate failing in the test may be used, provided that, when tested for the effect of organic impurities on strength of mortar, the relative strength at seven and 28 days, calculated in accordance with ASTM Designation: C 87, are not less than 95 percent. s+ H. Fine aggregate for use in concrete that will be subject to wetting, extended exposure to humid atmosphere, or contact with moist ground shall not contain any materials that are deleteriously reactive with the alkalies in the cement in an amount sufficient to cause excessive expansion of mortar or concrete; however, if such materials are present in injurious amounts, the 107 fine aggregate may be used with the low alkali Type II and Type IA cement as described above. I. Fine aggregate shall be of such quality that when made into a mortar and subjected to the mortar strength test prescribed in ASTM Designation: C 87, the mortar shall develop a compressive strength not less than that developed by a mortar prepared in the same manner with.the same cement and graded standard sand having a fineness modulus of 2.40 ± 0.10. The graded sand shall conform to the requirements of ASTM Designation: C 778. J. Fine aggregate subjected to five cycles of the soundness test in accordance with ASTM Designation: C 88 shall have a weighted average loss not greater than 10 percent when sodium sulfate is used or 15 percent when magnesium sulfate is used. K. Sampling and testing shall be in accordance with ASTM Designation: C 33 and the following standard methods of ASTM: Item ASTM Designation Surface Moisture in Fine Aggregate C 70 Specific Gravity and Absorption of Fine Aggregate C 128 Petrographic Examination of Aggregates C 295 Standard Sand C 778 Potential Alkali Reactivity of Aggregates C 1260 6.2.4. Coarse Aggregate A. Normal weight coarse aggregate shall consist of crushed stone, crushed gravel, crushed slag, other approved inert materials with similar — characteristics, or a combination thereof, having hard, strong, durable pieces free from adherent coatings. Lightweight coarse aggregate shall not be used. B. Crushed slag shall be rough cubical fragments of air-cooled iron -blast - furnace slag, which, when conforming to the grading to be used in the concrete, shall have a compact weight of not less than 70 lb/ft3. It shall be obtained only from sources approved by the Engineer and Representative. C. Coarse aggregate shall be graded within the limits specified in the table below for the designated sizes. 108 _. D. The maximum size of aggregate shall not be larger than 1/5 of the narrowest dimension between forms of the member for which the concrete is used, nor larger than 1/2 of the minimum clear space between reinforcing bars. E. The amount of deleterious substances in coarse aggregate shall not exceed the limits specified below. COARSE AGGREGATE DELETERIOUS SUBSTANCES Maximum Percentage Item _ by Weight Clay Lumps 0.25 Soft Particles 5.00 Chert that will readily disintegrate 1.00 (soundness test, five cycles) Material finer than No. 200 sieve 1.00 (Note 1) Coal and Lignite 1.00 (Note 2) ... Notes: 1. In the case of crushed aggregates, if the material finer than the No. 200 sieve consists of the dust of fracture, essentially free from clay or ,., shale, this percentage may be increased to 1.5. 2. This requirement does not apply to blast furnace slag coarse aggregate. F. Coarse aggregate for use in concrete that will be subject to wetting, extended exposure to humid atmosphere, or contact with moist ground shall . r not contain any materials that are deleteriously reactive with the alkalies in the cement in an amount sufficient to cause excessive expansion of mortar or concrete; however, if such materials are present in injurious amounts, the "' 109 COARSE AGGREGATE GRADATION Nominal Size Total Passing -Percentage by Weight Size No. (Sieves with Sq. Openings) 4 in. 31/2 in. 3 in. 21/2 in. 2 11/2 1 3/4 in. 1/2 in. 3/8 in. No. No. No. 16 in. in. in. 4 8 1.00 3 1/2-1 1/2 in. 100.0 90- --- 25-60 --- 0-15 --- 0-5 --- --- --- _-- 0 100 2.00 2 1/2-1 1/2 in. --- --- 100.0 90- 35-70 0-15 --- 0-5 -- 0 100 3.00 2-1 in. --- --- --- 100.0 90- 35-70 0-15 --- 0-5 --- --- --- -- ." 0 100 357.0 2 in. -No. 4 --- --- --- 100.0 95- --- 35-70 --- 10-30 --- 0-5 --- 0 0 100 4.00 1 1/2-3/4 in. --- --- -- --- 100.0 90- 20-55 0-15 --- 0-5 --- --- --- "�` 0 100 467.0 11/2-No.4 --- --- --- --- 100.0 95- -- 35-70 --- 10-30 0-5 --- --- 0 0 100 56.00 13/8 in. --- --- --- --- --- 100.0 90- 40-85 10-40 0-15 0-5 --- --- 0 100 57.00 1 in. -No. 4 --- --- --- --- --- 100.0 95- --- 25-60 --- 0-10 0-5 --- 0 100 67.00 3/4 in. -No. 4 --- --- --- --- --- --- 100.0 90- --- 20-55 0-10 0-5 --- "�"" 0 100 7.00 1/2 in. -No. 4 --- --- --- --- --- --- --- 100.0 90- 40-70 0-15 0-5 --- 0 100 8.00 3/8 in. -No. 8 --- --- -- --- --- --- --- --- 100.0 85- 10-30 0-10 0-5 �,.0 100 D. The maximum size of aggregate shall not be larger than 1/5 of the narrowest dimension between forms of the member for which the concrete is used, nor larger than 1/2 of the minimum clear space between reinforcing bars. E. The amount of deleterious substances in coarse aggregate shall not exceed the limits specified below. COARSE AGGREGATE DELETERIOUS SUBSTANCES Maximum Percentage Item _ by Weight Clay Lumps 0.25 Soft Particles 5.00 Chert that will readily disintegrate 1.00 (soundness test, five cycles) Material finer than No. 200 sieve 1.00 (Note 1) Coal and Lignite 1.00 (Note 2) ... Notes: 1. In the case of crushed aggregates, if the material finer than the No. 200 sieve consists of the dust of fracture, essentially free from clay or ,., shale, this percentage may be increased to 1.5. 2. This requirement does not apply to blast furnace slag coarse aggregate. F. Coarse aggregate for use in concrete that will be subject to wetting, extended exposure to humid atmosphere, or contact with moist ground shall . r not contain any materials that are deleteriously reactive with the alkalies in the cement in an amount sufficient to cause excessive expansion of mortar or concrete; however, if such materials are present in injurious amounts, the "' 109 coarse aggregate may be used with low alkali Type II or Type IA cement as described above. G. Coarse aggregate subjected to five cycles of the soundness test in accordance with ASTM Designation: C 88 shall have a weighted average loss not greater than 12 percent when sodium sulfate is used or 18 percent when magnesium sulfate is used. H. Coarse aggregate, when subjected to the abrasion resistance test in accordance with ASTM Designation: C 131 or C 535, shall show a loss of weight not more than the following: 1. For concrete subject to severe abrasion such as concrete in water, precast concrete piles, paving for sidewalks, platforms for roadways, floor wearing surfaces, and concrete cross or bridge ties, the loss of weight shall not exceed 40 percent. 2. For concrete subject to medium abrasion such as concrete exposed to the weather, the loss of weight shall not exceed 50 percent. 3. For concrete not subject to abrasion, the loss of weight shall not exceed 60 percent. I. Sampling and testing shall be in accordance with ASTM Designation: C 33 and the following standard methods of ASTM: Item ASTM Designation Specific Gravity and Absorption of Coarse Aggregate C 127 Petrographic Examination of Aggregates C 295 Potential Alkali Reactivity of Aggregates C 1260 6.2.5 Water A. Water used in mixing and curing concrete, including free water on aggregates, shall be potable and free from any pronounced taste, odor, or color that would indicate the presence of oils, acids, alkalis, salts, sugars, vegetable matter, or other substances that may be deleterious to concrete or reinforcement, and it shall not contain more than 1,000 parts per million of chlorides as Cl or more than 1,000 parts per million of sulfates as SO4. B. If there is any question regarding compliance with the requirements of Paragraph 6.2.5.A., water shall be tested in accordance with ASTM Designations: D 512 and D 516. 6.2.6 Reinforcement A. All steel bars for reinforcement shall be deformed bars and shall conform to the requirements of ASTM Designation: A 615, Grade 60 or A706 unless otherwise shown on the plans or specified by the Engineer and Representative. Reinforcing steel to be structurally welded as indicated on the plans shall comply with ASTM Designation: A 706. B. Spiral reinforcement shall be hot -rolled plain round rod or cold drawn wire. The plain round rod shall conform to the requirements of ASTM 110 m Designation: A 615, Grade 60, and the wire shall conform to the requirements of ASTM Designation: A 82. C. Fabricated deformed steel bar mats shall conform to the requirements of the ASTM Designation: A 184, Grade 60. D. Welded plain steel wire fabric shall conform to the requirements of ASTM Designation: A 185. Welded intersections shall not be spaced further apart than twelve inches in the direction of primary flexural reinforcement. E. Welded deformed steel wire fabric shall conform to the requirements of ASTM Designation: A 497. Welded intersections shall not be spaced further apart than sixteen inches in the direction of primary flexural reinforcement. F. Reinforcement shall be fabricated in accordance with Chapter 7 of the C.R.S.I. Manual of Standard Practice. Standard bending tolerances are applicable unless otherwise specified on the plans. Reinforcement shall be bent cold to conform accurately to the dimensions and shapes shown on the approved working drawings. Bends shall be made accurately in a suitable bending machine. Unless otherwise specifically approved, bars shall be shop bent before shipment and shall not be bent in the field. Reinforcement " shall not be straightened or rebent in a manner that will injure the material. 6.2.7 Membrane Curing Compound Liquid membrane -forming curing compounds shall conform to the requirements of ASTM Designation: C 309. The compound may be clear (may contain a fugitive dye), white pigmented, or light gray as specified by the Engineer and Representative. Compounds for use in curing bridge decks to be waterproofed shall have a resin base and shall not contain oil, wax or pigment. 6.2.8 Asphalt Expansion Board Asphalt expansion board shall be suitable for concrete construction and shall be smooth, flat, and sufficiently rigid to permit installation. 6.2.9 Waterstops A. Except where otherwise indicated on the plans, waterstops may be manufactured from natural or synthetic rubber or from polyvinylchloride. B. Field splices in rubber waterstop shall be either vulcanized or made with a rubber splicing union of the same stock as the waterstop. Field splices in polyvinylchloride waterstops shall be in accordance with the manufacturer's recommendations. 6.2.10 Storage of Materials A. Cement The Contractor shall provide suitable means for storing and protecting the cement against dampness. Cement that, for any reason, has hardened or become partially set, or that contains lumps of caked cement, will be rejected and not used in the work. Different brands or different types of cement from the same mill, or the same brand or type from different mills shall be separated and kept in such manner as to permit easy access for proper inspection and identification of each shipment. Cement shall be used in the same order as it is received. B. Aggregates 1. Fine and coarse aggregates shall be stored separately and in such a manner as to avoid the inclusion of dirt and other foreign material in the concrete. Aggregates shall be unloaded and piled in such manner as to maintain the uniform grading of the sizes. Stockpiles of coarse aggregates shall be built in horizontal layers, not by end dumping, to avoid segregation. 2. A hard base shall be provided to prevent contamination from underlying material, and overlap of the different sizes shall be prevented by suitable walls or ample spacing between piles. Stockpiles shall not be contaminated by swinging aggregate -filled buckets or clams over the various stockpiled aggregate sizes. Crushed slag shall be wetted down when necessary to ensure a moisture content of not less than three percent. C. Reinforcement Reinforcement shall be stored upon platforms, skids, or other supports so as to avoid contact with the ground. If reinforcement is to remain in storage on the site for more than one month, it shall be covered to protect it from weather. If reinforcement accumulates, heavy rust, dirt, mud, loose scale, paint, oil, or any other foreign substance during storage, it shall be cleaned before being used. Severe deterioration of this kind may be a basis for rejection. 6.2.11 Falsework A. The Contractor shall submit, if required, detailed plans, stamped by a licensed professional Engineer and Representative in the state where the work is to be done, for falsework for examination by the Engineer and Representative. If such plans are not satisfactory to the Engineer and Representative, the Contractor shall make such changes in them as may be required, but it is understood that the Engineer and Representative's concurrence in the use of the plans as submitted or corrected shall in no way relieve the Contractor of responsibility for obtaining satisfactory results. B. In the case of very long spans where no intermediate supports are possible, the probable deflection in the forms due to the weight of the fresh concrete shall be taken into account so that the finished members shall conform accurately to the desired line and grade. If adequate foundation for shores cannot be secured, trussed supports shall be provided. C. For calculating the strength of falsework, a weight of 150 lb/ft3 shall be assumed for the concrete. The design of the falsework shall take into _ account the weight of the concrete and other loads incidental to the construction operations. All falsework shall be designed and constructed to provide the necessary rigidity and to support the imposed loads without appreciable settlement or deformation. The Contractor shall make allowance for the deflection of forms as well as for shrinkage and - 112 6.2.12 Forms A. Forms shall conform to the shape, lines, grade, and dimensions of the concrete as called for on the plans. The shape, strength, rigidity, cleanness, mortar tightness, and surface smoothness of reused forms shall be maintained at all times. Forms that, in the opinion of the Engineer and Representative, are unsatisfactory in any respect shall not be reused. B. Lumber may be used to form unexposed surfaces if approved by the Engineer and Representative. C. Plywood or metal forms shall be used to form exposed surfaces. D. Forms shall be smooth and mortar tight. The forms shall be so constructed as to be removable in sections without marring or damaging the surface of the concrete. E. Metal forms shall be of such thickness that they remain true to shape. All fasteners in contact with concrete shall be countersunk. F. Joints in forms shall be horizontal or vertical, and forms shall be sufficiently tight to prevent mortar leakage. They shall be properly braced or tied together so as to maintain the desired position and shape during and after placing concrete. G. Suitable moldings or bevels shall be placed in the angles of forms to round �a or bevel the edges of the concrete, including both sides of expansion board, unless otherwise directed by the Engineer and Representative. P" 113 settlement of falsework, in addition to the allowance for the amount of dead load deflection and camber shown on the plans. A method satisfactory to the Engineer and Representative shall be used to detect any settlement that may occur during the placing of the concrete. D. Falsework bents shall generally be founded upon piles driven to a capacity sufficient to support the load without appreciable settlement. If the soil is firm and well compacted, the Contractor may, as an alternate, place falsework bents upon concrete footing or mud sills large enough that the pressure on the soil will not exceed the allowable bearing value determined by the Contractor and approved by the Engineer and Representative. When requested by the Engineer and Representative, the Contractor shall demonstrate by suitable load tests that the soil bearing values assumed for the design of the falsework do not exceed the supporting capacity of the soil. Or the Contractor may support falsework from the piers or abutments, �., provided sleeves for any tie bolts can be cast into the concrete and the method proposed meets the approval of the Engineer and Representative. Sleeves or other appurtenances cast into the concrete shall be constructed so as to permit their removal to a depth of at least 1-1/2 inches from the face without injury to the concrete. Drilling into existing piers or abutments that are to remain as a part of the final structure will not be permitted for the support of falsework. The Engineer and Representative may require the ..�, Contractor to use screw jacks or hardwood wedges to take up any settlement in the form work, either before or during the placing of the concrete. 6.2.12 Forms A. Forms shall conform to the shape, lines, grade, and dimensions of the concrete as called for on the plans. The shape, strength, rigidity, cleanness, mortar tightness, and surface smoothness of reused forms shall be maintained at all times. Forms that, in the opinion of the Engineer and Representative, are unsatisfactory in any respect shall not be reused. B. Lumber may be used to form unexposed surfaces if approved by the Engineer and Representative. C. Plywood or metal forms shall be used to form exposed surfaces. D. Forms shall be smooth and mortar tight. The forms shall be so constructed as to be removable in sections without marring or damaging the surface of the concrete. E. Metal forms shall be of such thickness that they remain true to shape. All fasteners in contact with concrete shall be countersunk. F. Joints in forms shall be horizontal or vertical, and forms shall be sufficiently tight to prevent mortar leakage. They shall be properly braced or tied together so as to maintain the desired position and shape during and after placing concrete. G. Suitable moldings or bevels shall be placed in the angles of forms to round �a or bevel the edges of the concrete, including both sides of expansion board, unless otherwise directed by the Engineer and Representative. P" 113 H. The inside of forms shall be coated with form oil or other approved bond breaking material or thoroughly wetted, except in freezing weather, immediately before the concrete is placed. Where oil is used, it shall be applied to the forms before they are placed. I. Forms used in casting concrete bridge floors shall be removed. Permanent metal concrete deck forms may be used only when specified on the plans or in the special provisions or approved in writing by the Engineer and Representative. Metal forms shall be at least 18 -gage in thickness, perforated to provide exposure of not less than ten percent of the undersurface of the concrete for evaporation and drainage, galvanized, and designed to withstand loads imposed during concrete placement. K. Temporary openings shall be provided at the base of column and wall forms, and at other points where necessary, to facilitate cleaning and inspection immediately before depositing concrete. Forms for walls or other thin sections of considerable height shall be provided with openings or other devices which will permit the concrete to be placed in a manner to avoid accumulation of hardened concrete on the forms or reinforcement. L. Tie rods, bolts, and anchorages within the forms shall be constructed so as to permit their removal to a depth of at least 1-1/2 inches from the face without injury to the concrete. Wire ties, when permitted by the Engineer and Representative, shall be cut back at least 1/2 inch from the face of the concrete upon removal of the forms. All fittings for metal ties shall be of such design that, upon their removal, the cavities left will be of the smallest practicable size. M. When forms appear to be unsatisfactory in any way, either before or during the placing of concrete, the Engineer and Representative shall order the work stopped until the defects have been corrected. If forms develop any defects, such as bulging or sagging, after the concrete has been deposited, that portion of the work shall be removed and reconstructed as directed by the Engineer and Representative without additional compensation to the Contractor. 6.2.13 Proportioning Concrete A. General 1. Concrete for all purposes shall be composed of cement, aggregates, and water of the qualities herein specified and in the required proportions. These ingredients shall be well mixed and brought to a proper consistency. The proportions in which these materials are to be used for different parts of the work shall be as required to produce the specified properties and approved by the Engineer and Representative from time to time during the progress of the work, and as analyses and tests are made of samples of the aggregate and the resulting concrete. In general, the proportions shall be designed to produce a concrete of maximum practicable economy. 2. All concrete shall be air -entrained unless otherwise directed by the Engineer and Representative. The entrained air may be produced through the use of air -entraining cement, by the addition of an air - 114 entraining admixture at -the concrete mixer, or through a combination of both. The method used shall have the approval of the Engineer and Representative. 3. The minimum 28 -day compressive strength of 6 inch by 12 inch cylinders made and cured in compliance with ASTM Designation:, C 31 and tested in accordance with ASTM Designation: C 39 shall be as follows for the various classes of concrete: Class Minimum 28 Dav Streneth 20 2,000 psi 25 2,500 psi 30 3,000 psi 35 3,500 psi 40 4,000 psi 50 As specified on the plans or in the special provisions B. Measurement of Materials 1. The unit of measure for cement shall be the pound. 2. Material shall be measured by weighing. The apparatus provided for weighing the aggregates and cement shall be suitably designed and constructed for this purpose. The accuracy of all weighing devices shall be such that successive quantities can be measured to within one percent of the desired amount. The mixing water shall be measured by volume or by weight. The water -measuring device shall be susceptible to control accuracy to plus or minus one-half percent. 3. The accuracy of the material -weighing and water -measuring devices shall be subject to check at all times. The Contractor shall provide suitable weights approved by the Engineer and Representative for this purpose and shall assist the Engineer and Representative in - making all tests. D. Minimum Cement Content Unless otherwise authorized in writing by the Engineer and Representative, the cement content of concrete shall be not less than that shown in the table below and specified in Section 6.4.I. MINIMUM CEMENT CONTENT Class of Concrete Minimum Cement Content (Pounds per Cubic Yard of Concrete) 20 420 25 470 30 515 35 560 40 and 50 610 115 D. Water -Cement Ratio 1. The proportioning of materials for the class of concrete specified or shown on the plans shall be based on the requirements for a plastic and workable mix. The water -cement material ratio by weight of the mix shall not exceed that specified in Table 6. WATER -CEMENT RATIO In salt water or when sulfate concentration in soil or Class of In Fresh ground water exceeds 0.2% Concrete In Air Water (Note 1) 20 0.69 0.65 0.65 25 0.60 0.56 0.56 30 0.53 0.48 0.48 35 0.49 0.45 0.45 40 0.44 0.40 0.40 50.00 To be determined by test. Notes: 1. Type II, IA or V cement must be used. -� 2. The required concrete compressive strength shall be as shown on the plans or specified by the Engineer and Representative. 3. Concrete compressive strengths at 28 days, shown in the previous two tables, shall be attained in seven days when Type III cement is used. 4. Free water content of the aggregates shall be included in the total water in determining the water -cement ratio. 5. Moisture in the aggregate shall be measured by methods satisfactory to the Engineer and Representative, which will give results within one pound for each 100 pounds of aggregate. E. Air Content of Air -Entrained Concrete 1. The volume of entrained air in concrete shall be within the limits shown below: AIR -ENTRAINMENT Maximum Size Air Content Coarse Aggregate (Inches) (% by Volume) 1-1/2, 2 or 2-1/2 4 to 6 3/4,1 5 to 7 3/8,1/2 6 to 8 2. The air content shall be determined by one of the following methods: a. The gravimetric method, ASTM Designation: C 138. 116 r b. The volumetric method, ASTM Designation: C 173. C. The pressure method, ASTM Designation: C 231. F. Workability 1. The mixture shall be such as to produce concrete that can be worked readily into the comers and angles of the forms and around the reinforcement without excessive vibration, or without permitting the materials to segregate or free water to collect on the surface. The workability may be controlled by adding or deducting fine or coarse aggregate or both, but in no case shall the amount of coarse aggregate be such as to produce harshness in placing or honeycombing in the structure. 2. Admixtures shall not be used for the purpose of promoting workability, unless specifically authorized by the Engineer and Representative. G. Slump Desired and maximum slump as determined by ASTM Designation: C 143 shall be as listed below or as specified by the Engineer and Representative: MAXIMUM SLUMP Type of Structure Desired Maximum Massive sections 1-1/2 in. 2-1/2 in. Floors laid on ground and bridge decks 1-1/2 in. 3 in. Plain footings, caissons and substructure walls 1-1/2 in. 3 in. Heavy reinforced walls, slabs and beams 3-1/2 in. 4-1/2 in. Ordinary reinforced slabs, beams, columns and 3 in. 4 in. walls Thin reinforced sections 3-1/2 in. 4-1/2 in. Concrete placed under water See Section 6.4.I.7 H. Testing Concrete 1. The Contractor shall assist the Engineer and Representative in making all tests. 2. Unless otherwise specified by the Engineer and Representative, four 6 -inch diameter by 12 -inch test cylinders shall be made for each 250 cubic yards of concrete deposited, and on no job shall less than four cylinders be made, nor less than four per day, for each design of mix being placed. Test cylinders shall be made and cured in accordance with ASTM Designation: C 31. 3. These cylinders shall be tested in accordance with ASTM Designation: C 39. 4. The air content of freshly mixed air -entrained concrete shall be checked at least twice daily for each class of concrete. Changes in air content above or below the amount specified shall be corrected by 117 adjustments in the mix design or quantities of air -entraining material being used. 6.3 EXECUTION 6.3.1 Placing Reinforcement A. Reinforcement shall not be straightened or re-bent in a manner that will injure the material. Bars with kinks or bends not shown on the plans shall not be used. Heating of reinforcement will be permitted only when the entire operation is approved by the Engineer and Representative. Bars partially embedded in concrete shall not be field bent except as shown in the plans or specifically permitted. B. All reinforcement shall be set in the positions shown in the plans and held securely in place. Placement tolerances of reinforcement shall be in accordance with Chapter 8 of the CRSI Manual of Standard Practice. Reinforcement bars shall not be placed by sticking or floating them into place during or immediately after placement of the concrete. C. No concrete shall be deposited until the Engineer and Representative has inspected the placing of the reinforcement and given permission to place concrete. All concrete placed in violation of this provision shall be rejected and removed. D. Reinforcing bar supports and their selection and placement, unless otherwise provided, shall be in accordance with Chapter 3 of the C.R.S.I. Manual of Standard Practice. Wire bar supports shall be Class 1, plastic protected bar supports. Bars in the bottom of footings and slabs shall be supported on precast concrete blocks with adequate bearing area, using doweled blocks where required. Precast concrete blocks shall have a compressive strength equal to or greater than the specified compressive strength of the concrete being placed. Pebbles, stones, building bricks, and wood blocks shall not be used for bar supports. 6.3.2 Mixing Concrete A. General 1. The concrete shall be mixed only in the quantity required for immediate use. Concrete that has developed an initial set shall not be used. 2. The first batch of concrete materials placed in the mixer shall contain a sufficient excess of cement, sand, and water to coat the inside of the drum without reducing the required mortar content of the mix. Upon the cessation of mixing for a considerable period, the mixer shall be thoroughly cleaned. 3. Concrete may be mixed at the site of construction, at a central point, or wholly or in part in truck mixers. 4. Retempering concrete by adding water or by other means shall not be permitted. Concrete that is not within the specified slump limits at 118 r time of placement shall not be used. 5. The production of concrete shall meet the applicable requirements of ASTM Designation: C 94. B. Machine Mixing 1. Unless otherwise authorized by the Engineer and Representative, the mixing of concrete shall be done in a batch mixer of approved type that will ensure a uniform distribution of the material throughout the mass. The equipment at the mixing plant shall be so constructed that all materials (including the water) entering the drum can be accurately measured in accordance with Paragraph 6.3.13.B. The water -measuring device shall be controlled from a case that can be kept locked. The mixer shall be equipped with an attachment for ,. automatically locking the discharge lever until the batch has been mixed the required time. After all materials are in the mixer, the entire contents of the drum shall be discharged before recharging. The volume of the mixer materials per batch shall not exceed the manufacturer's rated capacity of the mixer. 2. At a stationary plant, mixing of each batch shall continue not less than the periods shown below, during which time the drum shall rotate at a peripheral speed of about 200 feet per minute. The mixing periods shall be measured from the time when the materials (including the water) are in the drum a. For mixers of a capacity of 1 cubic yard or less - 1-1/2 minutes. _ b. For mixers of capacities greater than 1 cubic yard - the time of mixing shall be increased 25 seconds for each cubic yard capacity or fraction thereof above one cubic yard. 3. Pick-up and throw -over blades in the drum of the mixer which are worn down 3/4 inch or more in depth shall be replaced with new blades when directed by the Engineer and Representative. C. Truck Mixing 1. Truck mixers shall be an approved design revolving drum type in good condition and shall be 'capable of thoroughly mixing the concrete materials and of discharging the materials without segregation. All solid materials for the concrete shall be accurately measured according to Paragraph 6.3.13.B., and charged into the drum at the proportioning place. The truck mixer shall have a tank y for carrying the mixing water and a device for giving positive control of the amount of water added. No water shall be added until the mixer is at the job site unless authorized by the Engineer and Representative. If the water is added and the batch mixed in transit, the truck mixer shall have an approved revolution counter to provide ` a means of verifying the amount of mixing obtained. The size of the batch shall not exceed the rated capacity of the mixer. 2. When the concrete is mixed in a truck mixer that is loaded to its dw, 119 maximum capacity, the number of revolutions of the drum at mixing speed shall not be less than 70 nor more than 100. If the batch is at least one-half cubic yard less than maximum capacity, the number of revolutions at mixing speed may be reduced to not less than 50. All revolutions after 100 shall be at agitating speed. 3. Mixing shall begin within 15 minutes after the cement has been added to either the water or the aggregate, and it shall be completed and the concrete deposited within 1-1/2 hours after the cement has been so added. In hot weather a lesser time, in accordance with Paragraph 6.4.3.H.5, may be specified by the Engineer and Representative. 4. Pick-up and throw -over blades in the drum of the mixer which are worn down 3/4 inch or more in depth shall be replaced with new blades when directed by the Engineer and Representative. D. Truck Agitator 1. Truck agitators shall be of an approved design revolving drum type or an approved design stationary trough type with blades revolving about an axis parallel to the axis of the trough. The truck agitator, when fully loaded, shall be capable of maintaining the mixed concrete in a thoroughly mixed and uniform mass, and of discharging the concrete without segregation. 2. Time allowed for depositing concrete shall be limited according to Paragraph 6.4.2.C.3. E. Time of Hauling Mixed Concrete Concrete transported in hoppers or other non -agitating types of containers shall be discharged at the job within 20 minutes, or as specified in Paragraph 6.4.3.H.5., after the cement has been combined with the water. Such handling is to be used only in specific instances and will require special approval of the Engineer and Representative. 6.3.3 Placing Concrete A. General Before beginning placement of concrete, hardened concrete and foreign materials shall be removed from the inner surfaces of the mixing and conveying equipment. Before depositing any concrete, all debris shall be removed from the space to be occupied by the concrete. Forms, if constructed of wood, shall be thoroughly wetted (except in freezing weather) or oiled. Reinforcement shall be thoroughly wetted and secured in position and approved by the Engineer and Representative. Where concrete is to be placed on a rock foundation, all loose rock, clay, mud, etc., shall be removed from the surface of the rock. Water shall be removed from the space to be occupied by the concrete before concrete is deposited, unless otherwise directed by the Engineer and Representative. Any flow of water into an excavation shall be diverted through proper side drains to a sump or removed by other approved methods that will avoid washing the freshly deposited concrete. If directed by the Engineer and Representative, water 120 0 vent pipes and drains shall be filled by grouting or other means after the concrete has thoroughly hardened. B. Handling and Placing Concrete 1. Concrete shall be handled from the mixer or, in the case of ready mixed concrete, from the transporting vehicle to .the place of final deposit as rapidly as practicable by methods that will prevent the separation or loss of the ingredients. It shall be deposited in the forms, starting at the low end for structures on a grade, as nearly as practicable in its final position to avoid re -handling. It shall not have a free fall of more than four feet unless otherwise permitted by the Engineer and Representative. It shall be deposited so as to maintain, until the completion of the unit, a plastic surface approximately horizontal. Forms for walls or other thin sections of considerable height shall be provided with openings in a manner that will avoid accumulations of hardened concrete on the forms or metal reinforcement. Under no circumstances shall concrete that has been partially hardened be deposited in the work. In mass concrete, including bridge substructures, concrete shall be placed in horizontal layers, the thickness of which generally should not exceed twelve inches. When it is necessary in an emergency to place less than a complete horizontal layer in one operation, such layer shall terminate at a vertical bulkhead. 2. Water gain is characterized by an accumulation of water at the surface. Whene'ver' water gain appears in the poured concrete, the succeeding batches must be placed sufficiently dry to correct the over -wet condition by the reduction of the water cement ratio without changing the proportions of the other ingredients. 3. In order to allow for shrinkage or settlement, at least two hours shall elapse after placing concrete in walls or columns before depositing concrete in beams or slabs supported thereon, unless otherwise specified or shown on the plans. If the columns are structural steel encased in concrete, the lapse of time to allow for shrinkage or settlement need not be observed. 4. Concrete in beams and slabs shall be placed in one continuous operation for each span, unless otherwise provided. Concrete shall be deposited uniformly for the full length of the span and brought up evenly in horizontal layers. S. "'No concrete shall be'ptaced in the superstructure until the pier forms have been stripped sufficiently to determine the character of the concrete in the piers, and the load of the superstructure shall not be allowed to come upon abutments, piers, and column bents until they have been in place at least seven days, unless otherwise permitted by the Engineer and Representative. 6. The top flange of girders shall be cleansed of all grease, oil, and dirt before deck concrete is placed. 7. Pneumatic placing of concrete shall not be permitted without the specific approval of the Engineer and Representative. ",' 121 C. Chuting When concrete is conveyed by chuting, the plant shall be of such size and design as to ensure a virtually continuous flow in the chute. The chute shall be of metal or metal -lined. The shape and horizontal angle of the chute shall allow the concrete to flow without separation of the ingredients. The delivery end of the chute shall be as close as possible to the point of deposit. When the operation is intermittent, the chute shall discharge into a hopper. The chute shall be kept clean and free from coatings of hardened concrete -" by thoroughly flushing with water before and after each run; the water used for this purpose shall be discharged outside the forms. The chute must be properly baffled or hooded at the discharging end to prevent separation of the aggregates. D. Pumping Concrete 1. The pump and all appurtenances shall be designed and arranged so that the specified concrete can be transported and placed in the forms without segregation. The pump shall be capable of developing a working pressure of at least 300 psi, and the pipeline and fittings shall be designed to withstand twice the working pressure. Aluminum pipe shall not be used, and aluminum shall not be used for any part of the system that will come into contact with fresh concrete. 2. Where it is necessary to lay the pipe on a downgrade, a reducer shall be placed at the discharge end of the pipe to provide a choke and thus produce a continuous flow of concrete. When the type of pump is such that it discharges the concrete in small batches, or "belches," a baffle box shall be provided into which the concrete shall be discharged. This box should be of metal, about two feet square with open sides so as to permit the concrete to flow into the forms at right angles to the line of discharge. 3. The pipe shall be not less than six inches nor more than eight inches outside diameter, and the line shall be laid with as few bends as possible. When changes in direction are necessary, they shall be made with bends of 45 degrees or less. The maximum distance of delivery of concrete by pumping shall be 1,000 feet horizontally and _ 100 feet vertically, unless otherwise specifically permitted by the Engineer and Representative. 4. When pumping is completed, the concrete remaining in the pipeline, if it is to be used, shall be ejected such that there will be no contamination of the concrete or separation of the ingredients. If water is used, it must be discharged outside of the forms. 5. On important work, duplicate pumping equipment and additional pipe shall be provided to prevent delay due to breakdown of equipment. E. Compacting 1. All concrete, except concrete placed under water and concrete 122 otherwise exempt, shall be consolidated by mechanical vibration immediately after placement. 2. The vibration shall be internal. However, external form vibrators may be used for thin sections when the forms have been designed for external vibration. 3. Vibrators shall be of approved type and design and of a size appropriate for the work. They shall be capable of transmitting vibration to the concrete at frequencies of not less than 4,500 impulses per minute. 4. The Contractor shall provide a sufficient number of vibrators to properly compact each batch immediately after it is placed in the forms. The Contractor shall also have at least one spare vibrator immediately available in case of breakdown. The number and type of vibrators shall be subject to approval of the Engineer and Representative. 5. Vibrators shall be manipulated so as to thoroughly work the concrete around the reinforcement and embedded fixtures and into the corners and angles of the forms. Vibration shall be applied at the point of deposit and in the area of freshly deposited concrete. The vibrators shall be inserted and withdrawn out of the concrete slowly and in a vertical position. The entire depth of each lift shall be vibrated, allowing the vibrator to penetrate approximately four inches into the preceding lift. It shall be withdrawn completely from the concrete before being advanced to the next point of application. The vibration shall be of sufficient duration and intensity to thoroughly consolidate the concrete, but shall not be continued so as to cause segregation, honeycombing, or accumulations of water or laitance at the surface. Vibration shall not be continued at any one point to the extent that localized areas of grout are formed. Application of vibrators shall be at points uniformly spaced and not farther apart than 1.5 times the radius over which the vibration is visibly effective. 6. Vibration shall not be applied directly to, or through the reinforcement to sections or layers of concrete which have hardened to the degree that the concrete ceases to be plastic under vibration. «� Vibrators shall not be used to push or transport concrete in the forms laterally. row 7. Vibration shall be supplemented by such spading as is necessary to ensure smooth surfaces and dense concrete along form surfaces and in corners and locations impossible to reach with the vibrators. 8. When approved by the Engineer and Representative, concrete for small noncritical elements may be consolidated by the use of suitable rods and spades. F. Continuous Deposition Concrete shall be deposited continuously and as rapidly as safe practice permits until the unit of operation, approved by the Engineer and Representative, is completed. Construction joints in addition to those !..�+ 123 provided on the plans will not be allowed unless authorized by the Engineer and Representative, and, if so authorized, they shall be made as directed by the Engineer and Representative. G. Placing Concrete in Cold Weather 1. General When the atmospheric temperature is 40° F or lower or is forecast to drop below that temperature within 24 hours of the time concrete is to be placed, special methods shall be used in producing, placing, protecting, and curing concrete. These special methods shall be followed during all such cold weather work and shall be specifically �. approved by the .Engineer and Representative for each type of construction before concreting will be permitted to start. Notwithstanding such approval by the Engineer and Representative, the Contractor shall assume all risk connected with placing concrete under cold weather conditions and shall retain full responsibility for proper results. Should concrete placed under such conditions prove unsatisfactory, it will be rejected and shall be removed and replaced with satisfactory concrete. No allowance shall be made for removing and replacing the defective concrete. Rate of placing concrete in structures with an appreciable vertical dimension shall be controlled to prevent excessive pressure on lower portions of forms. 2. Production a. Adequate equipment for heating the concrete materials shall be provided. No ingredient that is frozen or contains ice shall be placed in the mixer. b. Concrete ingredients shall be heated to produce concrete having temperature at time of delivery of not less than 60° F nor greater than 90° F. A temperature of 70° F is preferred. C. Heating shall be accomplished by heating the aggregates, the mixing water, or both. When the water temperature is above 165° F, the aggregate shall be premixed with the water for at least one minute before the cement is added. Cement shall not be mixed with water or aggregates having a temperature above 100° F. 3. Placing and Finishing Concrete shall not come in contact with forms and equipment containing ice or snow. If required by the Engineer and Representative, the formed area shall be covered and an air temperature of 50° F maintained for 24 hours on all surfaces against which the concrete is to be placed. During placing and finishing, the temperature of concrete shall be maintained between 50° F and 70° F. Troweling shall be delayed in order to avoid bringing an excess of fines to this surface. 4. Protection 124 g. After thermometers are placed, the apertures in forms shall be covered in a way to closely simulate the protection afforded by the forms. h. In determining the temperatures at angles and comers of a structure, thermometers should be placed not more than eight inches from the angles and corners. i. In determining temperatures of horizontal surfaces, thermometers shall rest upon the surface under the protection covering normal to section involved. j. When protection from cold is needed to ensure meeting these specification requirements, all necessary covering or housing materials must be delivered at the site of the work before concreting is started and must be effectively applied or installed, together with such added heat as may be necessary without depending in any way upon the heat of hydration during the first 24 hours after concrete with Type I, IA, II or IA portland cement is placed, or the first 18 hours when Type III or IIIA is used. k. When heat is supplied by steam or salamanders, covering or housing of the structure shall be placed so as to permit free circulation of air above and around the concrete within the 125 a. When freezing temperatures are forecast, facilities meeting the approval of the Engineer and Representative shall be provided M" prior to beginning concrete placement that are capable of maintaining the ambient air temperature at the surface of the concrete or forms at not less than 50° F for 5 days or 70° F for three days. Protective measures shall be maintained for at least four days beyond the period specified above. During this period, the concrete temperatures shall not be allowed to drop below 40° F. + b. Sudden cooling (a temperature change in excess of 20° F in any 24 hour period) of ambient air temperature at the surface of the concrete of forms will not be permitted. - C. Insulated forms may be used when approved by the Engineer and Representative. Conditions shall be such that the internal concrete temperature will not rise above 130° F and sudden cooling at the end of the protection period will not be allowed. d. During the entire protection period, adequate means shall be _. provided to prevent loss of moisture from the concrete surface. e. The temperature of concrete surfaces shall be determined by thermometers placed against the surface of the concrete. f. Provision shall be made in form construction to permit the removal of small sections of forms so thermometers may be placed against concrete surfaces of locations designated by the Engineer and Representative. g. After thermometers are placed, the apertures in forms shall be covered in a way to closely simulate the protection afforded by the forms. h. In determining the temperatures at angles and comers of a structure, thermometers should be placed not more than eight inches from the angles and corners. i. In determining temperatures of horizontal surfaces, thermometers shall rest upon the surface under the protection covering normal to section involved. j. When protection from cold is needed to ensure meeting these specification requirements, all necessary covering or housing materials must be delivered at the site of the work before concreting is started and must be effectively applied or installed, together with such added heat as may be necessary without depending in any way upon the heat of hydration during the first 24 hours after concrete with Type I, IA, II or IA portland cement is placed, or the first 18 hours when Type III or IIIA is used. k. When heat is supplied by steam or salamanders, covering or housing of the structure shall be placed so as to permit free circulation of air above and around the concrete within the 125 enclosure, but to the exclusion of air currents from without; however, where salamanders are used, sufficient ventilation shall be provided to carry off gases. Special care shall be exercised to exclude cold drafts from angles and comers and from all projecting reinforcement. 1. When salamanders are used, water vessels.. must be placed over them or other means must be provided to maintain a high humidity within enclosures, or else all exposed surfaces of concrete must be kept continuously wet during the heating period. H. Placing Concrete in Hot Weather 1. In hot weather, suitable provisions shall be taken to reduce the temperature of the concrete coming from the mixer by cooling the mixing water or aggregates or both so that the temperature of the concrete when deposited shall not exceed 90° F. Temperatures above 80° F require approval of the Engineer and Representative. 2. Stockpiled aggregates shall be saturated, and the surface shall be kept moist by intermittent sprinkling or continuous fog spray. 3. Mixing water shall be kept cool by adequate protection of storage tanks and piping. Supply lines shall be shaded, insulated, or buried. 4. When necessary to produce and maintain concrete at an acceptable temperature, chopped or crushed ice shall be added directly into the mixer, up to the limit of 50 percent by weight of the total water required. Ice shall be added at a rate and in a manner that it will be completely melted during the mixing period. Chilled mixing water will be acceptable in lieu of chopped or crushed ice. 5. The maximum time interval between the addition of cement to the mixing water or aggregates and the depositing of the concrete shall not exceed the following (unless a longer interval is approved in writing by the Engineer and Representative): Air or Concrete Temperature Maximum Time (Whichever is Higher) Non -Agitated Concrete Up to 80°F 20 Minutes Over 80°F 15 Minutes Agitated Concrete 90°F or above 30 Minutes 80°F to 89°F 45 Minutes 70°F to 79°F 60 Minutes 40°F to 69°F 90 Minutes 6. Wet curing shall be carried out in accordance with Paragraph 6.3.7.B, and exposed unformed concrete shall be protected from wind and direct sun when so directed by the Engineer and Representative. Membrane curing, in accordance with Paragraph 6.3.7.C, if approved 126 r -e by the Engineer and Representative, may be used after 24 hours of initial wet curing. I. Depositing Concrete Under Water 1. When it is necessary to deposit concrete under water, the methods, equipment, materials, and proportions of the mixture to be used shall be submitted to and shall be approved by the Engineer and Representative before the work is started. 2. Concrete shall not be placed in water having a temperature below 35° F. The temperature of the concrete, when deposited, shall not be less than 60° F nor more than 100° F. 3. The concrete shall contain not less than 660 pounds of cement per cubic yard. The concrete shall contain an anti -washout admixture, Master Builders Rheamac UW450, or equal, in the quantity recommended by the manufacturer. 4. Aggregate for this work shall be strong, durable, and of exceptionally good quality. The maximum size of aggregate preferably shall be two inches and shall not exceed three inches. The coarse aggregate shall be well graded in such proportions that the weight of the coarse aggregate shall be not less than 1.25 nor more than 2.0 rimes that of the fine aggregate. 5. Cofferdams or forms shall be sufficiently tight to reduce the flow or current of water to ten feet per minute through the space into which concrete is to be deposited. Cofferdams or forms in still water shall be sufficiently tight to prevent loss of mortar through the walls. Pumping will not be permitted while concrete is being placed, nor until 24 hours thereafter. 6. Concrete shall be deposited continuously until it is brought to the required height. While depositing, the top surface shall be kept as nearly level as possible and the formation of seams avoided. 7. The method to be used for depositing concrete under water shall be one of the following, preferably pumping: a. Tremie The tremie shall be watertight and large enough to allow a free flow of concrete. It shall be kept filled with concrete at all times while depositing. The concrete shall be discharged and spread by moving the tremie so as to maintain a nearly uniform flow and avoid dropping the concrete through water. If the charge is lost while depositing, the tremie shall be withdrawn and refilled. The slump of concrete shall be maintained between five and seven inches. b. Drop Bottom Bucket The top of the bucket shall be open. The bottom doors shall open freely downward and outward when tripped. The bucket 127 shall be completely filled and slowly lowered to avoid backwash. It shall not be dumped until it rests on the surface upon which the concrete is to be deposited and when discharged shall be withdrawn slowly until well above the concrete. The slump of concrete shall be maintained between four and six inches. c. Pumping Once placement has started, the discharge end of the hose shall be kept embedded in fresh concrete and moved laterally to maintain a nearly level surface of concrete. d. Bags Bags of at least one cubic foot capacity, of jute or other coarse cloth, shall be filled about two-thirds full of concrete and securely tied. They shall be placed carefully in header -and - stretcher courses so that the whole mass is interlocked. Bags used for this purpose shall be free from deleterious materials. The slump of concrete shall be maintained between three and five inches. 8. To minimize the formation of laitance, great care shall be exercised to disturb the concrete as little as possible while it is being deposited. Upon completion of a section of concrete, all laitance shall be entirely removed before work is resumed. J. Concrete in Alkali Soils or Alkali Waters 1. Concrete in alkali soils or waters shall be placed in such a manner as to minimize the number of horizontal or inclined seams, or work planes. Wherever possible, placing shall be continuous until completion of the section or until the concrete it at least 18 inches above ground or water level. Corrosive waters or soils shall be kept from contact with the concrete during placement and for a period of at least 72 hours thereafter. 2. The depth of protection for all reinforcement in concrete exposed to alkali soils or water, including supports, ties, and stirrups, shall be a minimum of three inches at all plane or curved surfaces and four inches near the comers of exposed members. 6.3.4 Bonding Before new concrete is placed against hardened concrete, the surface of hardened concrete shall be cleaned by abrasive blast cleaning to the extent that clean aggregate is exposed and all laitance removed. Immediately before new concrete is placed, the surfaces shall be wetted and standing water removed. Bonding agents may be used if approved in writing by the Engineer and Representative. 6.3.5 Joints A. Instructions given on the plans as to location and construction of joints shall be strictly followed. 128 6.3.6 B. When the structures or portions of the structures are designed to be monolithic, they shall be cast integrally. C. The procedure specified in Paragraph 6.3.4 for bonding new concrete to old shall be followed in the formation of all joints. The reinforcement shall continue through the joint. For concrete without reinforcement, shearing strength shall be provided by means of a concrete key, dowel bars, or both, as the Engineer and Representative may direct. D. Exposed reinforcement bars intended for bonding with future extensions shall be effectively protected from corrosion. Surface Finish A. General 1. Surface finish is a term used to denote the process or method of mixing, placing, and treating concrete to produce a desired appearance and texture of the surface. 2. The requirements of the sections of these specifications relating to materials, forms, mixing, curing, conveying, depositing, and protection of concrete shall apply except as they may be modified by these special requirements. 3. The same brand of cement, the same kind and size of aggregates, the same proportions and type of finish shall be used where it is desired to duplicate texture and appearance on any showing surface. 4. Unless otherwise shown on the plans or in the special provisions, surface mortar shall be the basis of the surface finish. The coarse aggregate shall be worked back from the forms so as to bring a full surface of mortar against the forms without voids or aggregate pockets. As soon as the forms are removed, any fins or other projections on the surface shall be carefully removed, offsets leveled, and voids or damaged places immediately saturated with a slurry of water and cement and repaired by filling with a concrete mortar, or dry pack as directed by the Engineer and Representative. Plastering shall not be permitted. The repaired area shall be cured and finished as necessary to provide an appearance as close as possible to that of the adjacent concrete. B. Special Surface Finishes Special surface finishes, when called for on the plans or in the special provisions, shall be obtained by the methods noted below for the required finish. 1. Rubbed Finish The thoroughly cured concrete surface shall be completely wetted, and rubbed or ground with carborundum or other abrasive until it presents a uniform and smooth appearance. Cement mortar may be used in the rubbing, but the surface shall not be brush coated with cement or grout 129 after rubbing. 2. Scrubbed Finish The forms shall be removed before the concrete surface has fully hardened. The surface shall then be_ completely wetted and scrubbed with stiff fiber or wire brushes, using water freely until the surface film of mortar is removed and the aggregate uniformly exposed. The surface shall then be rinsed with clean water. If portions of the surface have become too hard to scrub in equal relief, dilute hydrochloric acid (commercial acid diluted with 4 to 10 parts water) may be used to facilitate the scrubbing, with the acid being removed from the finished surface with clean water. _ 3. Sandblasted Finish The thoroughly cured concrete surface shall be sandblasted with hard, sharp sand until the aggregate is in uniform relief. 4. Tooled Finish The thoroughly cured concrete surface shall be dressed with tools to a uniform texture and even face. The tools ordinarily used are electric, air or hand tools, to give various textured surfaces such as hand -tooled, rough or fine pointed, crandalled, or bush hammered, as specified or as selected from sample surfaces. 5. Sand -Floated Finish The forms shall be removed before the concrete surface has fully hardened. The surface shall then be wetted and fine sand rubbed into the surface with a wood float using a uniform circular motion until the resulting finish is even and uniform. C. Unformed Exposed Surfaces 1. Unformed exposed surfaces, including bridge seats, bridge decks and walks, and box culvert inverts, shall receive a wood float finish unless otherwise shown on the plans or directed by the Engineer and Representative. 2. Walks and box culvert inverts shall then be given a broom finish transverse to the direction of the walk or culvert. The stiffness of the bristles and the time at which the surface is finished shall be such as to leave well defined brush marks. The brush shall be kept clean at all times to avoid depositing mortar picked up during previous strokes. 3. Bridge seats shall be finished level with a wood float. Final bridge seat elevation shall be within 0.01 foot of plan elevation. The finished bridge seat shall show no deviation in excess of 1/8 inch from the testing edge of a 10 -foot straight edge operated in any direction on the bridge seat surface. Top surfaces shall be thoroughly worked and floated by hand with a wood float to leave a fine, clean, smooth, sandy texture. Top surface of abutments and piers which are 130 not covered by bearings shall slope to drain away from bearings at approximately 1/8 inch per foot. 4. In finishing bridge decks, the Contractor shall use the proper combination of revibration or refloating finishing techniques, fog sprays during finishing, or other procedures to eliminate or minimize the development of surface shrinkage cracks. 6.3.7 Concrete Curing A. General 1. The Contractor shall inform the Engineer and Representative of the methods proposed for curing; provide the proper equipment and material in adequate amounts; and have the proposed methods, equipment and material approved prior to placing concrete. 2. Upon removal of forms, surface defects shall be repaired the same day as specified in Paragraph 6.3.6.A.4, and exposed surfaces shall then immediately be protected with a curing treatment equal to that provided for unformed surfaces. 3. Inadequate curing and/or facilities shall be cause for the Engineer and Representative to delay all concrete placement on the job until remedial action is taken. B. Wet Curing I When not otherwise specified, all concrete surfaces, when not protected by forms, must be kept constantly wet for a period of not less than seven days after concrete is placed when Type I, IA, II or IA Portland cement is used, or not less than three days when Type III or IIIA Portland cement is used. 2. The wet curing period for all concrete that will be in contact with brine drip, sea water, salt spray, alkali or sulfate -bearing soils or water, or similar destructive agents, shall be increased to 50 percent more than the periods specified for normal exposures. Salt water and corrosive waters and soils shall be kept from contact with the concrete during placement and for the curing period. 3. The use of curing water, burlap, canvas, or other materials that discolor the concrete or contain deleterious substances will not be permitted. 4. When wood forms are left in place during the curing, they shall be kept sufficiently damp at all times to prevent openings at the joints and drying of the concrete. 5. Inspection shall be made of all exposed surfaces at intervals by the Engineer and Representative, and job records will be kept indicating whether surfaces were wet at times of inspection. C. Membrane Curing 131 Membrane curing or membrane curing following preliminary wet curing may be used. Materials shall be in accordance with this specification and shall not be applied during rainfall. 2. On structures in hot and dry climates, where appearance is not important, a white pigmented compound shall be used to reflect heat during the curing period. 3. The compound shall be applied at the coverage rate of 150 or 200 square feet per gallon to all exposed concrete surfaces except areas where concrete or other material is to be bonded, such as construction joints and areas to be dampproofed or waterproofed. 4. The compound shall be sprayed on exposed surfaces as soon as the surface water has disappeared. Spraying equipment shall be of the pressure tank type with provision for continual agitation of the contents during application. If forms are removed during curing period, the concrete shall be sprayed lightly with water and the moistening continued until the surface will not readily absorb more water. The compound shall then be sprayed or brushed on the concrete surface as soon as moisture film has disappeared. Should the film become damaged from any cause within the required curing period, the damaged portions shall be immediately repaired with additional compound. 6. The continuity of the coating must be until the 14th day after the concrete has been placed when Type I, IA, II or IA portland cement is used, or until the 7th day when Type III or IIIA portland cement is used. 6.3.8 Removal of Forms and Falsework A. Before the removal of forms, concrete shall have attained sufficient strength to endure such removal without being damaged. Forms shall be removed carefully so that neither the forms nor the tools used in their removal will deface the concrete. Forms carrying no loads may be removed after 48 hours to facilitate finishing in weather of temperatures above 60° F. If the temperature is below 60° F, but above 42° F, this time shall increase to four days. In weather of a temperature below 42° F, the forms shall be left in place a longer period as determined by the Engineer and Representative, depending on the weather encountered. B. Falsework shall not be removed until such time as the concrete supported by it is able to sustain itself and any load that is likely to come upon it with absolute safety to the concrete. Falsework supporting cast -in-place concrete, and forms supporting concrete slabs or beams shall remain in place until test cylinders show that the concrete has attained the design strength and also until at least fourteen days have elapsed from the time concrete placement is completed, exclusive of days in which the temperature falls below 42° F. If high -early -strength Portland cement is used, this period may be reduced as directed by the Engineer and Representative. The Contractor shall leave falsework in placed for a longer period of time when required by the Engineer and Representative. No 132 superimposed load, either dead or live, will be allowed upon the structure during the period the falsework is required to remain in place. C. Falsework shall be removed in such a manner as to permit the concrete to take uniformly and gradually the stress due to its weight. D. Forms shall be removed in such a manner as not to injure.. the concrete. In all cases the Contractor is responsible for, and must repair at his own expense, any damage arising from inadequate forms or falsework, or from the premature removal of same. 6.4 MEASUREMENT AND PAYMENT 6.4.1 Cast -in -Place Concrete A. Measurement 1. The quantities of cast -in-place concrete of the various classifications will be measured by the cubic yard in place. The dimensions used for measurement will be those shown on the plans or as authorized in writing by the Engineer and Representative. 2. The quantity of concrete involved in fillets, scorings or chamfers one square inch or less in cross sectional area will be neglected. 3. No deductions will be made for embedded reinforcement, embedded portions of steel bearing piles, drains, or expansion joint material. Deductions will be made for the portions of concrete piles, timber piles, steel pipe piles and structural steel embedded in the concrete. The volume of timber piles will be assumed to be 1.0 cubic foot per linear foot of pile. B. Payment 1. Cast -in-place concrete shall be paid for at the contract unit price per cubic yard of concrete in place of the proper classification. This price shall be full compensation for furnishing all materials, for all equipment, tools, falsework, forms, bracing, labor, surface fmish, curing, and all other items of expense required to complete the concrete work shown on the plans, with the exception of reinforcement. This price shall also include the cost and installation of apron plates, expansion joints, joint fillers, waterstop and drains, other than structure drain pipe, when required. 2. The above provisions for payment shall not be interpreted to provide payment for concrete in precast piles, drilled shafts, or precast concrete members. 6.4.2 Reinforcement A. Measurement 1. Acceptable reinforcement incorporated in the concrete will be measured in pounds based on the total computed weight for the sizes 133 and lengths of bars or fabric as shown on the plans or as authorized in writing by the Engineer and Representative. The weight of deformed bars shall be computed from the unit weights specified in ASTM Designation: A 615; the weight of plain bars shall be computed from the theoretical weights of round bars; and the weight of fabric computed from the theoretical weight of plain wire. 2. No allowance will be made for clips; wire, separators, wire chairs, weld metal or other material used in fabricating the reinforcement or fastening it in place. 3. When laps are made for splices other than those shown on the plans for the convenience of the Contractor, the weight of extra steel will not be included. B. Payment 1. Reinforcement steel shall be paid for at the contract unit price per pound of reinforcement in place of the proper classification. This price shall be full compensation for fiunishing all materials and for all equipment, tools, bending, fabricating, welding and for placing the reinforcement; for all clips, wire, separators, wire chairs or other material used for fastening the reinforcement in place; and for all labor and incidentals necessary to complete the work. 2. The above provisions for payment shall not be interpreted to provide payment for reinforcement in precast concrete piles, drilled shafts, or precast concrete members. 134 i SECTION 7 - WATERPROOFING 7.1 INTRODUCTION 7.1.1 Introduction Work covered under these technical specifications is related to the following items: (1) Bridge Deck Waterproofing (2) Dampproofmg (3) Joint Waterproofing 7.1.2 Description A. Bridge Deck Waterproofing 1. These specifications shall govern the waterproofing of concrete and steel bridge decks using rubberized asphalt with plastic film membrane protected by two layers of 1/2 inch thick asphaltic panels, all in conformance with details shown on the plans. 2. Deck waterproofing shall not be done when ambient, substrate, or material temperatures are below 40° F or above 100° F; when wet or damp surfaces will restrict the full bonding of materials; or when it is not possible to obtain fust -class workmanship. 3. After the deck waterproofing work has started, no vehicular or equipment traffic shall be allowed on the bridge until after the work is complete and an adequate ballast cushion has been placed on the deck. The waterproofing shall be protected against damage from any source. B. Dampproofmg 1. When called for on the plans, the dirt side of structures shall be dampproofed using one asphaltic prime coat and two coats of hot asphalt. 2. All dampproofing materials shall be applied when temperature is above 40° F and rain is not likely before completion of the application. C. Joint Waterproofing 1. When called for on the plans, the construction joint between the footing and neat work of piers, abutments, and retaining walls shall be primed and waterproofed with two layers of treated fabric eighteen inches wide, alternated with three coats of hot asphalt. 2. All joint waterproofing materials shall be applied when temperature is above 40° F and rain is not likely before completion of the application. 135 7.2 MATERIALS 7.2.1 Bridge Deck Waterproofing Materials A. Rubberized Asphalt with Plastic Film Membrane The membrane shall be not less than 0.060 inch thick and shall meet the requirements of AREA Manual, Chapter 29, Part 2, Article 2.3.9. B. Primer, Mastic and Semi -Mastic These materials shall be as recommended by the membrane manufacturer. C. Asphaltic Panels Asphaltic panels shall be 1/2 inch thick, not less than three feet wide by six feet long, and they shall meet the requirements of AREA Manual, Chapter 29, Part 2, Article 2.4.7. 7.2.2 Dampproofmg and Joint Waterproofing Materials A. Asphaltic Primer Asphaltic primer shall meet the requirements of ASTM Designation: D 41. B. Asphalt Asphalt for dampproofing and joint waterproofing shall be Type 2 and meet the requirements of ASTM Designation: D 449. C. Asphalt Treated Cotton Fabric Asphalt treated cotton fabric for joint waterproofing shall meet the requirements of ASTM Designation: D 173. D. Others approved by the Engineer and Representative. 7.2.3 Storing Material A. Waterproofing materials shall be stored in a manner to preclude damage. These materials shall be kept dry at all times and shall be stored in a warm area prior to use in cold weather and out of direct sunlight in hot weather. B. Asphaltic panels shall be stored so as to prevent warping and breaking. 7.3 EXECUTION 7.3.1 Bridge Deck Waterproofing A. Surface Preparation 1. General Decks shall be clean, dry, smooth, and free of fins, sharp edges, loose 136 material, oil, and grease. Grinders shall be utilized, if necessary, to remove protrusions that would puncture the waterproofing membrane. rM+ 2. Concrete Decks Concrete decks shall have a wood float finish and shall cure for not less than seven days before waterproofing application. Surfaces shall be free of form release agents and wax base curing compounds; if these contaminants are present, they shall be removed by abrasive blast cleaning. 3. Steel Decks Joints between steel deck plates shall be filled with hot -poured asphalt or a filler approved by the Engineer and Representative. �., 4. Final Cleaning The area to be waterproofed shall be thoroughly swept, vacuumed, or A air blown to remove all dust, dirt, and loose foreign material. After the deck is clean, it shall be maintained in a clean condition until completion of waterproofing. •. B. Application of Membrane 1. Primer Primer shall be applied to concrete decks with a brush or roller at a rate of 250 to 350 square feet per gallon until the surface is completely coated. Primer shall dry one hour or more until tack-free prior to application of membrane. If not covered with membrane within 36 hours, the surface shall be re -primed. Steel decks shall not be primed. n 2. Joints Construction and control joints shall be covered by 16 -gage galvanized sheet metal, of the width shown on the plans, centered on the joint. Joints in sheet metal shall be lapped two inches, and corners of sheet metal shall be rounded to a 1/2 -inch radius. rte* An inverted strip of membrane (plastic side down) six inches wider than the sheet metal shall be centered over the sheet metal and the joint. This shall be covered over with a full width of membrane placed rubberized asphalt side down and centered on the joint prior to placing membrane over the entire deck surface. 3. Corners Inside corners shall be filled with a 1/2 -inch fillet of mastic. All inside and outside corners shall receive an initial 12 -inch wide strip of membrane placed rubberized asphalt side down and centered along the axis of the corner. 4. Membrane �,, 137 Membrane shall be laid with laps parallel to the long direction of the deck. If there is a deck slope normal to the laps, membrane shall be laid from the low point to the high point across the fall line so that the laps shed water as do shingles on a roof. Membrane shall be rolled onto the surface using care to eliminate any wrinkles or air spaces so that a smooth surface results. Succeeding strips of membrane shall be laid with a minimum 2 -1/2 -inch side or end overlap. 5. Sealing Seams The 2 -1/2 -inch overlap shall be rolled down firmly and completely using a rubberized wheel -type roller weighing approximately 100 pounds. 6. Sloping or Vertical Surfaces Membrane applied to sloping or vertical surfaces shall be rolled down firmly over the entire area covered. 7. Sealing Edges Outside edges of membrane shall be rolled as specified in Paragraphs 3.1.B.5 and 3.1.B.6 and shall be finished with a trowelled bead of mastic. 8. Drains and Protrusions Areas within six inches of drains and protrusions shall receive a double layer of membrane; and mastic shall be liberally applied to the seams as well as the contact area between the membrane and drain or protrusion. 9. Inspection of Membrane A careful inspection of the membrane shall be made, and any holes, tears, misaligned or wrinkled seams, or other discontinuities shall be patched with a piece of membrane extending at least 2-1/2 inches beyond the imperfection. C. Application of Membrane Protection 1. General The protective cover shall be placed over the membrane as soon as is possible within 24 hours after the membrane has been laid. Dirt and other foreign material shall be removed from the surface of the membrane before the protective cover is placed. 2. Membrane Protection Bond Coat Asphaltic panels on horizontal surfaces shall be laid without bond coat. Semi -mastic shall be used to bond asphaltic panels to sloping and vertical surfaces. The bond coat shall be applied with a brush at a rate of 50 square feet per gallon to completely coat the surface. 138 r Asphaltic panels shall be placed while the bond coat is still tacky. 3. Asphaltic Panels The first layer of asphaltic panels on the horizontal surface shall be laid with joints staggered not less than eighteen inches, and a second layer of asphaltic panels shall be laid with joints staggered not less than eighteen inches from the joints in the first layer. Following application of the bond coat, one layer of asphaltic panels shall then be placed and rolled firmly on any sloping or vertical surfaces. All joints in asphaltic panels shall be laid tight and completely sealed with semi -mastic, 4. Ballast Placement Within 48 hours of placing membrane protection, and prior to placing any wheels from vehicular or equipment traffic onto the bridge deck, a minimum 4 -inch thick layer of ballast shall be dumped and spread uniformly covering the asphaltic panels. Care shall be taken to ensure that asphaltic panels are not shifted from their placed position. 5. Exposure Protection Where edges or protrusions of asphaltic panels are exposed to prolonged sunlight exposure, —coat exposed areas with Fiber Aluminum Roof Coating meeting ASTM Designation: D 2824, Type 2 at a rate of twelve square feet per gallon (1/8 inch thickness). 7.3.2 Dampproofmg A. Surface Preparation After all surface defects have been repaired and the curing requirements met, the specified clean and dry concrete surfaces shall be primed using material meeting the requirements of Paragraph 7.2.2.A at a coverage rate of 1-1/4 gallons per 100 square feet. The prime coat may be brushed or sprayed on and, when necessary, may be thinned with mineral spirits up to 15 percent to facilitate application; however, no increase in area over that to be covered by the unthinned primer will be permitted. The application of primer shall be allowed to cure properly before applying the hot asphalt. B. Application After the prime coat is dry, the hot asphalt meeting the requirements of Paragraph 7.2.2.B shall be applied in two separate coats at a coverage rate of four gallons per 100 square feet for each coat. The asphalt shall be heated to not more than 350° F to permit uniform covering. The direction of application of the second coat shall be at 90 degrees to the direction of application of the first coat, using care to ensure that the surface of the concrete is completely sealed. C. Backfilling A minimum drying time of 24 hours is required before backfilling. Cover or backfill within 72 hours after application. Backfill with care to avoid damage to dampproofed areas. Backfill shall not be placed until the 139 structure has been inspected by the Engineer and Representative and approved for backfilling. 7.3.3 Joint Waterproofing r A. Surface Preparation The asphaltic prime coat shall be applied in accordance with Paragraph 7.3.2.A. B. Application After the prime coat is dry, 18 -inch wide treated fabric meeting the requirements of Paragraph 7.2.2.0 shall be centered over the construction joint and laid into a four gallons per 100 square feet mopping of hot asphalt meeting the requirements of Paragraph 7.2.2.B. This same procedure shall be followed in applying the second layer of treated fabric, after which a final mopping of hot asphalt at the same rate shall be applied. Splices in the treated fabric shall be lapped a minimum of two inches. 7.4 MEASUREMENT AND PAYMENT 7.4.1 Bridge Deck Waterproofing A. Measurement Bridge deck waterproofing will be measured by the square yard of surface that is waterproofed in accordance with the plans or as directed by the Engineer and Representative. B. Payment Bridge deck waterproofing shall be paid for at the contract unit price per square yard of acceptable bridge deck waterproofing in place. This price shall include full compensation for furnishing all materials, including galvanized sheet metal and waterproofing retainer assemblies at ends of concrete decks, unless otherwise specified, and for all labor, tools, equipment, supervision, and incidentals necessary to complete the work in accordance with the plans and specifications. 7.4.2 Dampproofing A. Measurement Dampproofing will be measured by the square yard of surface area designated on the plans or directed by the Engineer and Representative to be dampproofed. B. Payment Dampproofing shall be paid for at the contract unit price per square yard of dampproofing in place. This price shall include full compensation for furnishing all materials, unless otherwise specified, and all equipment, tools, labor and incidentals necessary to apply the dampproofing and complete the work. 140 7.4.3_ Joint Waterproofing P" A. Measurement Joint waterproofing will be measured by the linear foot of joint between the neat work and the footing which is designated on the plans or by the Engineer and Representative to be waterproofed. B. Payment Joint waterproofing shall be paid for at the contract unit price per linear foot of waterproofing in place. This price shall include full compensation for furnishing all materials, unless otherwise specified, and all equipment, tools, labor and incidentals necessary to apply the waterproofing and complete the work. r� 141 SECTION 8 — DRAINAGE STRUCTURES 8.1 INTRODUCTION 8.1.1 Introduction Work covered under these technical specifications is related to the following items: (1) Prefabricated Corrugated Steel Pipe and Pipe -Arches (2) Bituminous Coated Corrugated Steel Pipe and Pipe -Arches - (3) Corrugated Aluminum Alloy Pipe (4) Corrugated Structural Steel Plate Pipe, Pipe -Arches, and Arches — (5) Earth Boring and Jacking Culvert Pipe (6) Steel Tunnel Liner Plates (7) Reinforced Concrete Culvert Pipe (8) Reinforced Concrete Box Culverts (9) Inlets 8.1.2 Description These specifications shall govern the fabricating, furnishing, and installation of pipe culverts of the types and construction stated in Paragraph 8.1.1, all in accordance with these specifications, the special provisions, and the details shown on the plans. The size, type, wall thickness, coating/paving requirements, and location of pipe culverts will be shown on the plans or as directed by the Engineer and Representative. Where corrugated pipe is referred to in these specifications, the same shall include corrugated steel pipe, corrugated steel pipe -arch and corrugated aluminum alloy pipe unless otherwise noted. Corrugated aluminum pipe -arch shall not be used. Where structural steel plate pipe is referred to in these specifications, the same shall include structural steel plate pipe -arch unless otherwise noted. Structural aluminum alloy plate pipe and pipe -arch shall not be used. Where pipe is referred to in these specifications, all of the above noted acceptable types of pipe are included unless otherwise noted. 8.2 MATERIALS 8.2.1 Prefabricated Corrugated Steel Pipe and Pipe Arches A. Prefabricated corrugated steel pipe and pipe -arches shall be aluminized steel pipe, bituminous -coated galvanized steel pipe, or uncoated galvanized steel 142 -- 0" a.; pipe as specified on the plans or in the special provisions. B. Fabrication and materials shall be in accordance with Chapter 1, Part 4, Section 4.3 of the AREA Manual for Railway Engineering, except as specified hereinafter: I. Article 4.3.1.2 Fabricator may furnish either Class I or Class II corrugated steel pipe or pipe -arch with either applicable type seam for Class II pipe or pipe -arch when class or seam type is not specified. 2. Article 4.3.3 When step beveled ends are specified on corrugated steel pipes, the vertical step at the top and the bottom of the pipe is to be one quarter of the pipe diameter in height. 3. Article 4.3.3.1 The following table shall govern in lieu of Table 4.3.1 - Corrugations: CORRUGATIONS Min. Inside Class Diameter Nominal Size Max. Pitch Radius I 811-48" 2-2/3" x 1/2" 2-3/4" 11/16" I 54"-96" 3" x 1" 3-1/4" 9/16" II 6"-10" 1-1/2" x 1/4" 1-7/8" 9/32" II 12"-48" 2-2/3" x 1/2" 2-3/4" 11/16" II 54"-120" 3" x 1" 3-1/4" 9/16" II 54"-120" 5" x 1" 5-1/4" 1-9/16" Notes: 1. Pitch is measured at right angles to the corrugation. 2. Depth shall not overrun by more than 5%. 4. Article 4.3.4 a. For Class II corrugated steel pipe and pipe -arch, the ends of individual pipe sections shall be re -rolled to form circumferential corrugations extending at least two corrugations from the pipe end. b. Bands with projections shall not be furnished. C. Two-piece bands shall be furnished when the corrugated steel pipe diameter or pipe -arch span exceeds 42 inches. d. Bolts for coupling bands shall be 6 inches long and threaded 143 8.2.2 8.2.3 within 1 inch of the head. 5. Article 4.3.5.4 — a. In Table 4.3.5, corrugated steel pipe -arch with 2-2/3 inches by 1/2 inch corrugations in sizes greater than 57 inches by 38 inches shall not be furnished. b. In Table 4.3.6, corrugated steel pipe -arch in sizes smaller than 60 inches by 46 inches shall not be furnished. 6. Shipping a. Corrugated steel pipe and pipe -arch having invert paving shall be shipped with paving at bottom. b. Blocking shall be placed between all corrugated steel pipe or pipe -arch sections when loaded to prevent longitudinal movement during shipment. This blocking is in addition to the customary straps to the floor surface. Bituminous Coated Corrugated Steel Pipe and Pipe Arches Bituminous coated galvanized corrugated steel pipe and pipe -arches shall be in accordance with Chapter 1, Part 4, Section 4.4.1 of the AREA Manual for Railway Engineering. Corrugated Aluminum Alloy Pipe Fabrication and materials shall be in accordance with Chapter 1, Part 4, Section 4.5 of the AREA Manual for Railway Engineering, except as specified hereafter: 1. Article 4.5.1.2 Fabricator may furnish either Class I or Class II corrugated aluminum alloy pipe with either applicable type seam for Class II pipe when class or seam type is not specified. 2. Article 4.5.3 When step brushed ends are specified on corrugated aluminum alloy pipes, the vertical step at the top and the bottom of the pipe is to be one quarter of the pipe diameter in height. 3. Article 4.5.3.2 The following table shall govern in lieu of Table 4.5.3: 144 CORRUGATIONS Pitch Minimum Pitch Maximum Depth Class Diameter (Note 1) (Note 1) (Note 2) I 12"-30" 2-1/4" 2-3/4" 1/2" I 36"-72" 2-3/4" 3-1/4" 1" 1I 611,8",10" 1-3/8" 1-7/8" 1/4" II 12"-30" 2-1/4" 2-3/4" 1/2" II 36"-72" 2-3/4" 3-1/4" l" Notes: 1. The pitch shall be measured at right angles to the corrugations. s� 2. The depth shall not underrun by more than 5 percent. 4. Article 4.5.4 a. Bands with proportions shall not be furnished. b. Bolts for coupling bands shall be 6 inches long and threaded within 1 inch of the head. C. Coupling bonds utilizing a slip seam shall not be furnished. 8.2.4 Corrugated Structural Steel Plate Pipe, Pipe Arches, and Arches Fabrication and materials shall be in accordance with Chapter 1, Part 4, Section 4.6 of the AREA Manual for Railway Engineering, except as specified hereinafter: A. Article 4.6.3.1 Circumferential seams shall be staggered. ,. B. Article 4.6.4.1 When step beveled ends are specified on pipes, the vertical step at the top and the bottom of the pipe is to be one quarter of the pipe diameter in height. 8.2.5 Earth Boring and Jacking Culvert Pipe - Reinforced Concrete pipe used for earth boring and jacking shall be in accordance with Chapter 1, Part 4, Section 4.2 of the AREA Manual for Railway Engineering, except as specified hereafter: A. Joints shall be double o -ring gaskets with steel or fiberglass bell bands. B. Pipe shall have straight outside walls without bell modification. 8.2.6 Steel Tunnel Liner Plates n Fabrication and materials shall be in accordance with Chapter 1, Part 4, Section �*, 145 4.16 of the AREA Manual for Railway Engineering, except as specified hereinafter: A. Article 4.16.1.2 Two -flanged tunnel liner plates shall be used. 8.2.7 Reinforced Concrete Culvert Pipe A. The materials for reinforced concrete culvert pipe shall meet the — requirements of the following specifications for the classes and sizes specified: Material ASTM Designation Circular Pipe C 76 Arch Pipe C 506 Elliptical Pipe C 507 D -Load C 655 B. Sections of reinforced concrete pipe shall be furnished with holes and U - bolts for fastening the sections together. 8.2.8 Reinforced Concrete Box Culverts A. Reinforced Concrete Box culverts shall be precast concrete box culverts. B. Box culverts beneath track shall be designed and fabricated in accordance with Chapter 8, Part 13 of the AREA Manual for Railway Engineering. 1. The live load for each track shall be Cooper E 80. — 2. Box culvert designs shall be submitted to the Engineer and Representative for acceptance. C. Box culverts that do not pass beneath tracks shall be in accordance with details shown in the plans. D. Bedding and installation of all box culverts shall be as shown on the plans. 8.2.9 Aluminized Steel Pipe The materials of aluminized steel pipe (ASP) shall conform to AASHTO M 36 Type IR fabricated from aluminized type 2 steel conforming to AASHTO M 274, 16 gauge for 24 -inch diameter and 14 gauge for 36 -inch diameter pipe with 3/4" x 3/4" x 7-1/2" corrugations. 8.2.10 End Finish A. Unless shown otherwise on the plans or in the special provisions, the type of end finish on pipes and pipe -arches is to be as follows: 1. Corrugated Pipe: 36 -inch dia. to 66 -inch dia., inclusive- ends square. 72 -inch dia. to 90 -inch dia., inclusive - ends beveled to match — embankment slope. 96 -inch dia. to 120 -inch dia., inclusive - ends 146 ., 2. step beveled to match embankment slope. The height of the step bevel is to be one quarter of the pipe diameter. Structural Steel Plate Pipe: All diameters - end step beveled to match embankment slope. The height of the step bevel is to be one quarter of the pipe diameter. 3. Corrugated Steel Pipe -Arch: All sizes - ends square 4. Structural Steel Plate Pipe -Arch: 6 feet -1 inch by 4 feet -7 inch to 9 feet -6 inch by 6 feet -5 inch, inclusive ends square. 9 feet -9 inch by 6 feet -7 inch to 12 feet -6 inch by 7 feet -ll inch, inclusive - ends beveled to top of comer plates to match embankment slope. 5. Reinforced Concrete Culvert Pipe: Pipe may be either bell and spigot, or tongue and groove design unless otherwise specified. B. The type of end finish on box culverts will be as shown on the plans End finishes for box culverts beneath roadways shall have safety pipe runners as shown on the plans. 8.2.11 Vertical Elongation A. All corrugated pipe and structural steel plate pipe 48 inch diameter and larger, except where used as a liner, shall be formed in the fabricating plant to a five percent (5%) vertical elongation. B. Pipe -arches shall not be strutted or vertically elongated. 8.2.12 Handling A. Material shall be handled to final position in such a manner as to prevent its damage. Corrugated pipes or structural steel plate materials shall not be dropped to, or dragged over, the ground, but shall be handled with rolling slings, on skids, or with cranes. B. Corrugated steel pipe, when paved, shall be stored with paved invert at bottom C. Corrugated steel pipe may be asphalt coated and paved, and any damage to coating or paving shall be repaired by the Contractor applying two coats of bituminous materials supplied by the Contractor. No extra payment will be allowed for this repair material or work unless authorized in writing by the Engineer and Representative. D. Bent or otherwise damaged corrugated pipe or structural steel plate materials shall be straightened and repaired, if feasible and as directed by the Engineer and Representative, before being placed in final position. No extra payment will be allowed for this work unless authorized in writing by the Engineer and Representative. E. Materials must be properly stored if extended time will elapse prior to instaIlation. Pipe coatings or pipe materials affected by UV rays or temperature extremes should be stored under a protective shelter until they r■* 147 can be properly installed. In the case of structural steel plate pipes, plates should be stored in a manner where moisture will drain rather than collect in the plates. Protected storage is preferred. Stacking plates to provide proper drainage and ventilation helps prevent storage stains. F. Culvert pipes shall be handled carefully to avoid damaging the protective or metallic coatings and denting the metal, or changing its shape in any manner. The use of lifting lugs is encouraged when such use will minimize possible damage to the pipe. G. Precast concrete units or elements shall be assembled in accordance with the manufacturer's instructions. All units or elements shall be handled with reasonable care and shall not be rolled or dragged over gravel or rock. Care shall be taken to prevent the units from striking rock or other hard objects during placement. Cracks in an installed precast concrete culvert whose widths exceed 0.01 inch will be appraised by the Engineer and Representative. Cracks determined to be detrimental shall be sealed by a method approved by the Engineer and Representative. 8.3 EXECUTION 8.3.1 Foundation Preparation A. Corrugated Pipe and Structural Steel Pipe The foundation shall be a smoothed and compacted surface conforming to bottom of pipe grade or camber and will hereafter be referred to as the foundation line. The foundation bed shall be free of boulders, tree stumps, cut-off piling, and other projections. Suitable camber to allow for settlement of pipe due to consolidated of foundation material will be provided when required. Shaping to pipe contour is not required. 2. When acceptable foundation material is present, the width of the foundation line shall be a minimum of 4 feet plus the pipe diameter or pipe -arch span. For multiple pipes the above width shall be increased by the sum of the distances between pipe or pipe -arch centers. Where there is solid rock or other unsuitable material, such as boulders, or unstable material that may deform the pipe during minor settlement, at the foundation line, it will be necessary to provide suitable bedding for pipes. Such work will only be undertaken at the specified direction of the Engineer and Representative. 4. Where bedding is found necessary, natural material shall be excavated, with vertical sides, to a depth of 1 foot or more below the foundation line as directed by the Engineer and Representative and backfilled with selected material to the foundation line. The width of excavation and bedding backfill shall be the pipe diameter or pipe - arch span in solid rock and boulders, and in other unsuitable material, the width shall be three pipe diameters or pipe -arch spans for single pipes, and for multiple pipes, this width shall be increased by the distances between pipe or pipe -arch centers. 148 r 6. Where an unsuitable material (peat, muck, etc.) is encountered at or below invert elevation during excavation, the necessary subsurface exploration and analysis shall be made and corrective treatment shall be performed as directed by the Engineer and Representative. 7. For Class B or Class C Beddings, the subgrade should be undercut and replaced with compacted granular material, if necessary, so that a firm foundation, free of protruding rocks, is provided. Special care may be necessary with a Class A or other unyielding foundation to cushion the pipe from shock when blasting can be anticipated in the area. Bedding classes are in accordance with Chapter 8, Part 10 of the AREA Manual for Railway Engineering. 8.3.2 Foundation Protection The Contractor shall, by use of diversion ditches, dikes, or other means, keep the foundations free of water at all times after the work is started and until the embankment is placed over the pipe. Any channel work necessary to allow free flow through the pipe shall be completed before the embankment is placed. 8.3.3 Placing Corrugated Pipe A. Where two or more pipes are used, there shall be a minimum of 3 feet, or 149 B. Reinforced Concrete Culvert Pipe I Trenches shall be excavated in accordance with the bank stability requirements to a width sufficient to allow for proper jointing of the pipe and thorough compaction of the bedding and backfill material under and around the pipe. Where feasible, trench walls shall be vertical. Maximum trench width shall be in accordance with the plans or special provisions, or as specified by the Engineer and Representative. The completed trench bottom shall be firm and clean for its full length and width. 2. If rock strata, boulders, tree stumps, cut-off piling, or other projections are encountered under the culvert within the limits of the required bedding, these projections shall be removed and replaced with bedding material. 3. Where specifically requested, the pipe trench bottom may be cambered longitudinally to provide for expected settlement. If camber of the pipe trench is required, the indicated camber will be shown on the plans or in the special provisions. 4. Where specified on the plans or in the special provisions, the r+ excavation for a pipe to be placed within embankment fill shall be made after the embankment has been completed to a specified height above the top of the pipe. 5. If the foundation is incapable of supporting the pipe loads, an adequate support shall be supplied be excavating the unstable soil and backfilling with compacted material, or by such other means as may be specified or approved by the Engineer and Representative. 6. Where an unsuitable material (peat, muck, etc.) is encountered at or below invert elevation during excavation, the necessary subsurface exploration and analysis shall be made and corrective treatment shall be performed as directed by the Engineer and Representative. 7. For Class B or Class C Beddings, the subgrade should be undercut and replaced with compacted granular material, if necessary, so that a firm foundation, free of protruding rocks, is provided. Special care may be necessary with a Class A or other unyielding foundation to cushion the pipe from shock when blasting can be anticipated in the area. Bedding classes are in accordance with Chapter 8, Part 10 of the AREA Manual for Railway Engineering. 8.3.2 Foundation Protection The Contractor shall, by use of diversion ditches, dikes, or other means, keep the foundations free of water at all times after the work is started and until the embankment is placed over the pipe. Any channel work necessary to allow free flow through the pipe shall be completed before the embankment is placed. 8.3.3 Placing Corrugated Pipe A. Where two or more pipes are used, there shall be a minimum of 3 feet, or 149 one-half pipe diameter or pipe -arch span, clear distance between them, whichever is greater. Where practicable, in the opinion of the Engineer and Representative, a space of 10 feet may be provided between pipes to facilitate the compaction of fill material around the pipes with heavy equipment. B. Pipe having riveted seams shall be laid with outside laps of circumferential joints pointing upstream, longitudinal laps on the sides, and asphalt paving on the flow line. C. Pipe sections shall be firmly joined together with connecting bands. All dirt or other foreign materials must be kept out from between pipe and band. Outside connecting bands should be slipped over the end of one section, and the adjoining section brought within 1 inch of the first. Band shall be made to fit snugly and equally on each pipe section and bolted to produce a right joint. The lower half of two-piece connecting bands for pipe having riveted seams may be furnished already connected to one of the pipe sections, and in such cases the end having the fixed half band shall be placed downstream. Band couplers and pipe ends under the bands may be lubricated with oil or solvent, which has been approved by the Engineer and Representative. Excess asphalt at joints may be removed by an application of heat, if necessary. D. At locations where the existing corrugated pipe is to be extended with new pipe, the joining end of the existing pipe shall be free of breaks, cracks, or other defects. If, in the judgment of the Engineer and Representative, the end of the existing corrugated pipe is not suitable for making a proper joint, the Contractor shall, as directed by the Engineer and Representative, remove or trim the amount of pipe necessary to allow the making of an approved joint. Such removal and/or trimming will be considered incidental to the cost of the pipe, and no direct payment will be made therefor. E. Pipe -arches shall not be strutted. F. An identification tag, supplied by manufacturer, shall be attached inside each pipe at the upstream end, near the top. 8.3.4 Field Strutting of Corrugated Pipe A. When the distance from base of rail to top of pipe will be less than the dimensions given in the following table, corrugated pipes shall be field strutted by the Contractor using Contractor -supplied material. Pipe Diameter (in) Base of Rail to Top of Pipe (ft) 48 4.0 54 to 66, incl. 4.5 72 to 96, incl. 5.0 102 to 108, incl. 5.5 114 to 120, incl. 6.0 B. Struts shall be placed after embankment is compacted to top of corrugated pipe, but before any embankment is placed over the pipe. No equipment 150 shall pass over the corrugated pipe until the struts are in place and three feet of embankment is in place over the pipe. C. Struts shall consist of 6 inch by 6 inch longitudinal timbers at the invert and top of corrugated pipe separated by 6 inch by 6 inch timber posts at 3 -foot centers. Struts shall be shimmed tight using hard wood wedges nailed securely in position. Placement of struts shall be limited to the portion of corrugated pipe located within 12 feet of centerline of tracks. D. Unless otherwise directed by the Engineer and Representative, struts shall be left in place until track -laying is completed, after which Company forces will remove the struts. E. The furnishing and placing of field strutting material shall be considered incidental to pipe placement, and no direct payment will be made for it. 8.3.5 Placing Structural Steel Plate Pipe A. Structural steel plate pipe shall be erected at the site, in accordance with detailed plans or instructions from the Engineer and Representative. B. Where two or more structural steel plate pipes are used, they shall be a minimum of one-half pipe diameter or one-third pipe -arch span apart. Where practical, in the opinion of the Engineer and Representative, a space of 10 feet may be provided between pipes to facilitate compacting fill material around the pipe with heavy equipment. C. Structural steel plate pipes may be made up of corrugated plates of variable gages. The invert plate may be two gages heavier than the plates for the sides and top of the pipe section, and plates of heavier gage may be used in the center sections than at the end sections of the pipe. An erection diagram will. be provided and must be followed without exception. D. Strutting of structural steel plate pipe, if required, shall be as directed by the Engineer and Representative. E. Structural steel plate pipes are to be assembled at the site with as few bolts as possible until all plates are in place. Three or four untightened bolts near the center of each plate along the longitudinal and circumferential seams are sufficient; after several rings have been assembled, the remaining bolts can be inserted, the comer bolts being the last. Bolts are to be tightened progressively from one end of the structure to the other after assembly has been completed, and they shall be check -tightened in the same manner to be sure none are left loose. All bolts shall be tightened with proper tools (either hand or power wrenches), initially to a minimum of 100 ft -lb and a maximum of 300 ft -lb of torque. F. Where heavy camber is necessary, erection procedures may be modified, but only as specifically approved by the Engineer and Representative for each such case. G. At locations where the existing structural steel plate pipe is to be extended with new plates, the joining end of the existing pipe shall be free of breaks, cracks, or other defects. The Contractor shall remove existing beveled plates so that extension can be made using standard plates. Such removal PPR 151 will be considered incidental to the cost of the pipe, and no direct payment will be made for it. H. An identification tag, supplied by manufacturer, shall be attached inside each pipe at the upstream end, near the top. I. Bolt holes for culvert extensions can be initially flame -cut; then they shall be reamed to the specified hole size. 8.3.6 Placing Reinforced Concrete Culvert Pipe and Reinforced Concrete Box Culverts A. Laying shall begin at the downstream end of the culvert. The bell or groove end of the section shall be placed upstream. No culvert shall be put into service until a suitable outlet is provided for the water. B. Elliptical pipe shall be placed with the vertical axis within five degrees of a vertical plane through the longitudinal axis of the culvert. C. Bedding and placement, specified on the plans or in the special provisions, shall conform to one of the Bedding Classes illustrated in Figures 10.4.2.2A through 10.4.2.2E of Chapter 8, Part 10 of the AREA Manual for Railway Engineering. When pipe cannot be placed on a prepared surface but must instead be placed on an unprepared surface, the bedding shall be considered to be Class D Bedding. Class D Bedding should only be used for emergency work, and is not permitted for permanent installations unless authorized by the Engineer and Representative. For typical Class D Bedding see Figures 10.4.2.2A and 10.4.2.2C. D. When bell pipe is used, a shallow excavation shall be made underneath the bell; this excavation should be deep enough that the bell does not rest on the bedding material. E. Proper facilities shall be provided for hoisting and lowering the sections of culvert into the trench without disturbing the prepared foundation or the sides of the trench. F. The ends of the section shall be carefully cleaned before the section is jointed. Sections shall be joined so that the ends are fully entered and the inner surfaces are flush and even. G. Joints shall comply with the details shown on the plans or specified in the special provisions. Each joint shall be sealed to prevent infiltration of soil fines or water, as required by the contract documents. H. Sections shall be fastened together with U -bolts, as shown on the plans or noted in the special provisions. 8.3.7 Backfill and Embankment — Corrugated Pipe and Structural Steel Plate Pipe A. Backfill Around Pipes When the pipe foundation line is below natural ground, compacted backfill shall be placed, in accordance with Paragraph 3.8.B, around the pipe in the area within the limits of the embankment section which was removed as channel excavation. The upper limit of this backfill shall be the top of pipe 152 W elevation or the elevation of natural ground surface as it existed before any excavation was made, whichever is lower. Embankment above natural ground shall be placed in accordance with Paragraph 8.3.8.B. When the upper limit of backfill is the top of pipe elevation, a 3 -foot depth of material shall be placed above the pipe without compaction. This material shall be compacted in accordance with Paragraph 8.3.83 at the time the roadbed receives its final finish. B. Embankment Around Pipes 1. The placing of embankment around pipes is to be started with the approval of the Engineer and Representative and only after assembly and erection work has been completed in every detail. Embankment material to be placed around pipe must be approved by the Engineer and Representative. 2. Embankment under the haunches, along each side fora minimum width equal to the pipe diameter, and over the pipe is to receive special handling in both placement and compaction, and is to be made before the adjacent roadbed embankment is placed. Embankment around pipes shall be brought up in compacted layers with a depth of less than six inches before compaction on both sides of the pipe, while at the same time keeping the fill at the same elevation on both sides. . 3. Embankment shall be hand -tamped directly under the haunches throughout the width, beyond the reach of machine compacting equipment. Compaction methods and equipment shall be approved by the Engineer and Representative. 4. The embankment directly above the pipe for a distance of one-third the pipe diameter, but not less than 3 feet, is to be placed without compaction. S. Where the distance from subgrade to top of pipe is less than three feet, the excess material shall be left in place until the roadbed receives its final finish. 6. Care must be taken to prevent water from leaking through the fill or along the side of the pipe. When granular materials have been used for bedding or backfill, the ends of such material must be sealed against infiltration. This can be done by using impervious embankment material for three feet at both ends of the pipe. 8.3.8 Backfill and Embankment — Reinforced Concrete Culvert Pipe and Reinforced Box Culvert A. General 1. The backfill around the culvert shall be placed as indicated on the plans or in accordance with the bedding requirements illustrated in Figures 10.4.2.2A through 10.4.2.2E of Chapter 8, Part 10 of the AREA Manual for Railway Engineering and other requirements of these specifications. 153 2. All culverts that are to carry track load shall have the backfill thoroughly compacted to a minimum density of 95 percent as determined by ASTM Designation: D 698 and as specified elsewhere in the special provisions for adjacent embankment. Where the pipe is placed on a shaped subgrade, extreme care shall be taken not to over -excavate the shaped surface, so point loading will not occur on the pipe bottom 4. Cement stabilized backfill shall be used for backfill in locations indicated on the plans. Cement stabilized backfill shall contain aggregate, water, and a minimum of seven percent Portland cement, based on the dry weight of the aggregate. Aggregate shall be crushed caliche or sand and gravel. B. Embankment Bedding 1. Where rock or non-compressible foundation material is encountered, the hard, unyielding material should be excavated below the elevation of the concrete cradle (Class A Bedding) or the bottom of - the pipe or pipe bell (Class B & C Beddings). The depth of the excavation should be at least six inches, or one half inch for each foot of fill over the top of the culvert, whichever is greater, but it should not be more than three fourths of the diameter (or horizontal span) of the culvert. 2. For the Negative Projecting Embankment Condition, the width of the excavation, Bd, should be at least 1.5 times the outside width of the pipe, B.. For thorough filling and compaction of the void space under the pipe haunch, the excavation should also have a minimum depth two feet greater than the outside diameter of the pipe. C. Induced Trench Bedding The Induced Trench method shall not be used when the pipe is subjected to track loading. 2. When the Induced Trench method is used, the embankment shall be completed as required in Paragraph 3.9.0 and as illustrated in Figure 10.4.2.2E, to a height above the pipe equal to the vertical outside diameter of the pipe plus one foot. A trench with a width equal to the outside horizontal diameter of the pipe, a depth equal to the vertical outside diameter of the pipe, and a length as shown on the plans shall then be excavated to within one foot of the top of the pipe, with the trench walls made as nearly vertical as possible. This trench shall be loosely filled with highly compressible material. Construction of the embankment above the pipe shall then proceed in a normal manner using regular fill material. 3. The length of the Induced Trench method shall be shown on the plans or specified by the Engineer and Representative. 4. When the Alternate Induced Trench method is used, the embankment shall be constructed in a normal manner to a height above the culvert bedding elevation equal to twice the outside diameter of the pipe. A 154 i trench, as required, shall then be excavated, with the walls as nearly vertical as possible, and with the pipe bedded and backfilled to one foot above the pipe as called for in Paragraph 3.9.C. The remaining portion of the trench shall then be loosely filled with highly compressible material. Construction of embankment shall then proceed in a normal manner. S. In no case shall the length of compressible material extend to the ends of the culvert. 6. Rock fill shall not be dumped over the culvert without a sufficient cushion of earth to prevent the pipe from breaking. 8.3.9 Earth Boring and Jacking Culvert Pipe A. General 1. 2 Materials shall be in accordance with Paragraphs 8.2.5.A. or 8.2.5.B. Pipe damaged in jacking or boring operations shall be repaired in place to the satisfaction of the Engineer and Representative. Pipe damaged beyond repair shall be removed and replaced. Repair or removal and replacement of damaged pipe shall be done at the Contractor's expense. 3. Excessive voids shall not be permitted in the jacking process. If the installation process results in significant voids, grout plugs shall be installed in pipe, and all voids between the outside of the pipe and inside surface of the excavation shall be filled by pressure grout as soon as possible after installation is complete. The grout mix shall be approved by the Engineer and Representative. B. Jacking 1. Heavy-duty jacks suitable for forcing the pipe through the embankment shall be provided. In operating jacks, even pressure shall be applied to all jacks used. A suitable jacking head, as well as suitable bracing between the jacks and the jacking head, shall be provided so pressure will be applied to the pipe uniformly around the ring of the pipe. Joint cushioning material of plywood or other material may be used as approved by the Engineer and Representative. Plywood cushioning material shall be a minimum of 3/4 inch thick. Cushioning rings may be made up of single or multiple pieces. A suitable jacking frame or backstop shall be provided. The pipe to be jacked shall be set on guides and properly braced together to support the pipe section and to direct the pipe in the proper line and grade. The whole jacking assembly shall be placed so it lines up with the direction and grade of the pipe. In general, the embankment material shall be excavated just ahead of the pipe, the material removed through the pipe, and the pipe forced through the embankment with jacks, into the space thus provided. 2. The excavation for the underside of the pipe, for at least one-third of the circumference of the pipe, shall conform to the contour and grade of the pipe. Over -excavation, to allow not more than two inches of 155 clearance, may be provided for the upper half of the pipe. This clearance shall be tapered to zero at the point where the excavation conforms to the contour of the pipe. Over -excavation in excess of 1 inch shall be pressure grouted the entire length of the installation. 3. The distance that the excavation shall extend beyond the end of the pipe depends on the character of the material, but it shall not exceed two feet. This distance shall be decreased when directed by the Engineer and Representative. 4. Preferably, the pipe shall be jacked from the lower, or downstream, end. The final position of the pipe shall not vary from the line and grade shown on the plans, or established by the Engineer and _ Representative, by more than 1/8 inch in one foot. The variation shall be regular and in one direction, and the final flow line shall be in the direction shown on the plans. S. The Contractor may use a cutting edge of steel plate around the head end of the pipe extending a short distance beyond the end of the pipe with inside angles or lugs to keep the cutting edge from slipping back onto the pipe. 6. Work should be performed continuously to minimize the tendency of the material to "freeze" around the pipe. C. Boring 1. The boring shall proceed from a pit provided for the boring equipment and workmen. The location of the pit shall be approved by the Engineer and Representative. The boring shall be done mechanically, with either the pilot hole or the auger method. 2. When the pilot hole method is used, an approximately 2 -inch pilot hole shall be bored the entire length of the crossing and checked for line and grade on the opposite end of the bore from the work pit. This pilot hole shall serve as the centerline of the larger hole to be bored. 3. When the auger method is used, a pipe of the appropriate diameter and equipped with a cutter head shall be used to mechanically perform the excavation. Augers shall be of sufficient diameter to convey the excavated material to the work pit. 4. Excavated material shall be disposed of by the Contractor, as approved by the Engineer and Representative. The use of water or other fluids in connection with the boring operation will be permitted only to the extent necessary to lubricate cuttings; jetting will not be permitted. 5. In unconsolidated soil formations, a gel -forming colloidal drilling fluid consisting of at least ten percent of high grade, carefully processed bentonite may be used to consolidate cuttings of the bit, seal the walls of the hole, and furnish lubrication for subsequent removal of cuttings and immediate installation of the pipe. 156 r 8.3.10 6. Allowable variation from line and grade shall be as specified in Paragraph 8.3.10.B.4. Overcutting in excess of one inch shall be remedied by pressure grouting the entire length of the installation. Steel Tunnel Liner Plates A. General 1. This specification covers the installation of tunnel liner plates in tunnels constructed by conventional tunnel methods as well as the installation of tunnel liner plates inside existing tunnels, culverts, or structures. For the purposes of these specifications, tunnels excavated by full face, heading and bench, or multiple drift procedures are considered conventional methods. Liner plates used with any construction procedure utilizing a full or partial shield, a tunneling machine, or other piece of equipment which will exert a force upon the liner plates for the purpose of propelling, steering or stabilizing the equipment are considered special cases and are not covered by these specifications. 2. This work shall consist of. (a) furnishing cold formed steel tunnel liner plates conforming to Paragraph 2.6 and of the sizes and dimensions required on the plans and (b) installing such plates at the locations designated on the plans or by the Engineer and Representative and in conformity with the lines and grades established by the Engineer and Representative. The completed liner shall consist of a series of steel liner plates assembled with staggered longitudinal joints. 3. All plates shall be connected by bolts on both longitudinal and circumferential seams or joints and shall be fabricated to permit complete erection from the inside. 4. Grout holes two inches or larger in diameter shall be provided as shown on the plans to permit grouting as the erection of tunnel liner plates progresses. B. Installation 1. Liner plates shall be assembled in accordance with the Manufacturer's instructions. 2. Coated plates shall be handled so as to prevent bruising, scaling, or breaking of the coating. Any plates that are damaged during handling or placing shall be replaced at the Contractor's expense, except small areas with minor damage, which may be repaired by the Contractor as directed by the Engineer and Representative. 3. Voids between the liner plate and the tunnel wall or existing tunnel, culvert, or structure shall be force -grouted. The grout shall be forced through the grouting holes in the plates with such pressure that all voids will be completely filled. The grout mix and the frequency of grouting shall be approved by the Engineer and Representative. 4. Full compensation for backpacking or grouting shall be considered as 157 included in the contract price paid, and no separate payment will be made for it. 8A MEASUREMENT AND PAYMENT 8.4.1 Pipe Culverts A. Measurement Pipe culverts of the various types and sizes will be measured along the pipe centerline, at the invert, by the linear foot in place. B. Payment 1. Payment for furnishing and installing the respective culvert will be made at the contract unit price per linear foot for the size and type of structure indicated on the plans or as directed by the Engineer and Representative. This payment will constitute full compensation for furnishing, unless otherwise specified, transporting, unloading, storing, and handling all connections, collars, coating, bedding and bedding material, trenching, excavation, placement, compaction, backfill, care and diversion of water, and shoring. This payment will _ also constitute full compensation for all incidental labor and material necessary to complete the construction of pipe culverts as required by the specifications and plans. 2. Payment for structure drain pipe is provided for in Section, Structure Excavation and Backfill. 8.4.2 Earth Boring and Jacking Culvert Pipe A. Measurement Corrugated steel pipe and smooth steel pipe bored and/or jacked in place will be measured along the pipe centerline by the linear foot in place. B. Payment Corrugated steel pipe and smooth steel pipe bored and/or jacked in place shall be paid for at the contract unit price per linear foot of the types and sizes in place. This price shall be considered full compensation for furnishing, unless otherwise specified, all excavation, backfilling, disposal of surplus material, unloading, storing and transporting the pipe. This price ~� shall also be considered full compensation for furnishing all tools, equipment and labor to bore and/or jack the pipe in place and grout along the pipe when necessary. — 8.4.3 Steel Tunnel Liner Plates A. Measurement Steel tunnel liner plates will be measured along the centerline of the assembled plates by the linear foot in place. 158 a+. 159 - A. Measurement End finishes of the various types and sizes will be measured in place as B. Payment Steel tunnel liner plates shall be paid for at the contract unit linear price per foot of the types and sizes in place. This price shall be considered full •» compensation for furnishing, unless otherwise specified, all labor, tools, equipment, supplies, supervision, and incidentals necessary for unloading, storing, and transporting the plates; placing the plates; removal and disposal of material resulting from excavation; force -grouting the voids; and completing the work in accordance with the plans, special provisions, and these specifications. 8.4.4 Box Culverts 3. Aprons and toe walls A. Measurement Box culverts of the various types and sizes will be measured along the box centerline at the invert by the linear foot for each barrel in place. B. Payment rte+ Safety end treatments will not be paid for directly but will be subsidiary Payment for furnishing and installing the respective culvert will be made at the contract unit price per linear foot for size of structure indicated on the •+ plans or as directed by the Engineer and Representative. This payment will constitute full compensation for famishing, transporting, unloading, storing and handling, connections, collars, coating, bedding and bedding material, trenching, excavation, placement, compaction, backfill including cement stabilized backfill, care and diversion of water, shoring, and all incidental labor and materials necessary to complete the construction of box culverts as required by the plans and specifications. 8.4.5 End Finishes a+. 159 - A. Measurement End finishes of the various types and sizes will be measured in place as follows: 1. Headwalls •» Headwalls will not be paid for directly but will be subsidiary to culvert installation. 2. Wingwalls Wingwalls will not be paid for directly but will be subsidiary to culvert installation. 3. Aprons and toe walls Aprons and toe walls will not be paid for directly but will be subsidiary to culvert installation. 4. Safety End Treatments Safety end treatments will not be paid for directly but will be subsidiary a+. 159 to culvert installation. 5. Safety pipe runners -- Safety pipe runners will be paid for by the linear foot measured along the centerline of each pipe runner in place. _ B. Payment Payment for furnishing and installing the various elements of respective end treatments will be made at the contract unit price for the various elements as described in paragraph 4.5.A. Payment will constitute full compensation for furnishing, transporting, unloading, storing and handling, connections, hardware, coating, excavation, placement, compaction, backfill, care and diversion of water, shoring, and all incidental labor and materials necessary to compete the construction of end finishes as required by the specifications and plans. 8.4.6 Inlets A. Measurement Inlets of the various types and sizes will be measured by each in place. B. Payment Payment for furnishing and installing the respective inlet will be made at the contract unit price per each for the various types and sizes of inlets shown on the plans or as directed by the Engineer and Representative. This payment will constitute full compensation for furnishing, transporting, - unloading, storing, handling, connections, coating, excavation, placement, compaction, backfill, grates, hardware, care and diversion of water, shoring, and all incidental labor and material necessary to complete the construction of inlets.as required by the specifications and the plans. 160 SECTION 9 - RAILROAD SPECIFICATIONS N" 9.1 INTRODUCTION 9.1.1 References The publications listed below form a part of this specification to the extent POW referenced. The publications are referred to in the text by basic designation only. AMERICAN RAILWAY ENGINEERING AND MAINTENANCE OF WAY ASSOCIATION (AREMA, formerly AREA) AREA MRE (1995) Manual for Railway Engineering (Fixed Properties) with most recent revisions. AREA PTWP (1995) Portfolio of Trackwork Plans AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM C 88 (1990) Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate ASTM C 117 (1995) Materials Finer than 75 micrometer (No. 200) Sieve in Mineral Aggregates by Washing ASTM C 127 (1988; R 1993) Specific Gravity and Absorption of Coarse Aggregate ASTM C 131 (1989) Resistance to Degradation of Small—Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine ASTM C 136 (1995a) Sieve Analysis of Fine and Coarse Aggregates ASTM C 142 (1978; R 1990) Clay Lumps and Friable Particles in Aggregates ASTM C 535 (1989) Resistance to Degradation of Large -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine - ASTM C 702 (1993) Reducing Samples of Aggregate to Testing Size ASTM D 75 (1987; R 1992) Sampling Aggregates ASTM D 566 (1993) Dropping Point of Lubricating Grease ASTM D 1241 (1968; R 1994) Materials for Soil -Aggregate Sub -base, Base, and Surface Courses ASTM D 1683 (1990a) Failure in Sewn Seams of Woven Fabrics ASTM D 3776 (1985; R 1990) Mass Per Unit Area (Weight) of Woven Fabric ASTM D 3786 (1987) Hydraulic Bursting Strength of Knitted Goods and Nonwoven Fabrics — Diaphragm Bursting Strength Tester Method » 161 ASTM D 4354 (1989; R 1994) Sampling of Geosynthetics for Testing ASTM D 4355 (1992) Deterioration of Geotextiles from Exposure to ultraviolet Light and Water (Xenon -Arc Type Apparatus) ASTM 4491 (1992) Water Permeability of Geotextiles by Permittivity ASTM D 4533 (1991) Trapezoid Tearing Strength of Geotextiles ASTM D 4595 (1986; R 1994) Tensile Properties of Geotextiles by the Wide - Width Strip Method ASTM D 4632 (1991) Grab Breaking Load and elongation of Geotextiles ASTM D 4716 (1987) Constant Head Hydraulic Transmissivity (In -Plane Flow) of Geotextiles and Geotextile Related Products ASTM D 4751 (1993) Determining Apparent Opening Size of a Geotextile ASTM D 4759 (1988; R 1992) Determining the Specification Conformance of Geosynthetics ASTM D 4791 (1995) Flat or Elongated Particles in Coarse Aggregate _ ASTM D 4833 (1988) Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products ASTM E 11 (1995) Wire -Cloth Sieves for Testing Purposes ASTM F 405 (1993) Corrugated Polyethylene (PE) Tubing and Fittings ASTM F 512 (1993) Smooth -Wall Poly (Vinyl Chloride) (PVC) Conduit and Fittings for Underground Installation AMERICAN WELDING SOCIETY (AWS) AWS D1.1 (1994) Structural Welding code— Steel AMERICAN WOOD -PRESERVERS' ASSOCIATION (AWPA) AWPA C6 (1995) Cross Ties Switch Ties Preservative Treatment by Pressure Processes AWPA M2 (1995) Standard for Inspection of Treated Timber Products AWPA M6 (1995) Brands Used on Forest Products AWPA P2 (1995) Standard for Creosote Solutions FEDERAL RAILROAD ADMINISTRATION (FRA) FRA Regulation 49 CFR Part 209 Railroad Safety Enforcement Procedure 162 -- STATE OF TEXAS TEXAS M.U.T.C.D. (1980) Texas Manual on Uniform Traffic Control Devices WEST TEXAS & LUBBOCK RAILROAD Operation and Safety Rules and Regulations 9.1.2 Submittals The Engineer and Representative's approval is required for submittals with a "GA" designation; submittals having an "FIO" designation are for information only. A. Wood Ties; FIO B. C. Name of the tie manufacturer, Rail Tie Association membership, the wood species proposed, and product data for the ties to be furnished, including the type of seasoning to be utilized, prior to ordering the ries. New Continuous Welded Rail; GA. Joint Bars; FIO. Compromise Joint Bars; FIO. Manufacturer's data on new rail, including: rail weight, rail section, drilling, rail length, date rolled, and the name of the mill where the rail was rolled. For relay rail, the required information shall include weight, section, lengths, and the name of the supplier. The maximum allowable vertical wear on the rail head and the maximum allowable horizontal wear on the side on the rail shall be provided. The design of the joint bars and compromise joint bars proposed to be furnished with each rail section shall also be provided. Miscellaneous Track Materials; FIO 163 FRA Regulation 49 CFR Part 213 Track Safety Standards FRA Regulation 49 CFR Part 214 Railroad Workplace Safety FRA Regulation 49 CFR Part 216 Special Orders and Emergency Order Procedures: Railroad Track, Locomotive and Equipment. FRA Regulation 49 CFR Part 217 Railroad Operating Rules FRA Regulation 49 CFR Part 219 Control of Alcohol and Drug Use. FRA Regulation 49 CFR Part 225 Railroad Accidents/Incidents: Report Classification, and Investigation. FRA Regulation 49 CFR Part 233 Signal System Reporting Requirements. FRA Regulation 49 CFR Part 234 Grade Crossing Signal System Safety. FRA Regulation 49 CFR Part 236 Rules, Standards, and Instructions Governing the Installation, Inspection, Maintenance, and Repair of Signal and Train Control Systems, Devices, and Appliances. STATE OF TEXAS TEXAS M.U.T.C.D. (1980) Texas Manual on Uniform Traffic Control Devices WEST TEXAS & LUBBOCK RAILROAD Operation and Safety Rules and Regulations 9.1.2 Submittals The Engineer and Representative's approval is required for submittals with a "GA" designation; submittals having an "FIO" designation are for information only. A. Wood Ties; FIO B. C. Name of the tie manufacturer, Rail Tie Association membership, the wood species proposed, and product data for the ties to be furnished, including the type of seasoning to be utilized, prior to ordering the ries. New Continuous Welded Rail; GA. Joint Bars; FIO. Compromise Joint Bars; FIO. Manufacturer's data on new rail, including: rail weight, rail section, drilling, rail length, date rolled, and the name of the mill where the rail was rolled. For relay rail, the required information shall include weight, section, lengths, and the name of the supplier. The maximum allowable vertical wear on the rail head and the maximum allowable horizontal wear on the side on the rail shall be provided. The design of the joint bars and compromise joint bars proposed to be furnished with each rail section shall also be provided. Miscellaneous Track Materials; FIO 163 Manufacturer's data for all track materials to be furnished. D. Crossing Material or Surface; FIO Within 30 days of the Notice to Proceed, the brand name of the pre - manufactured crossing material or crossing surface material proposed for use along with manufacturer's literature concerning the product, and for built -in-place crossings, the type of materials to be used along with manufacturer's literature. E. Components or Products; FIO Performance data for components or products proposed as an equivalent to those herein specified. The Contracting Officer's written approval is required for any such equivalent type component or product proposed to be used. F. As -Built; FIO One set of reproducible originals of the final as -built drawings for each automatic crossing protection installation prior to final acceptance by the Contracting Officer. The materials and methods used to produce these drawings shall meet the requirements of this specification and shall result in drawings that are easy to revise without damage to the drawing. G. Materials and Equipment; FIO A complete schedule of the materials proposed for installation within sixty (60) days of receiving the Notice to Proceed, and before installation of the materials, the schedule shall include a list of equipment proposed for the work. H. Crossing Material or Surface; FIO Detailed installation procedure for the pre -manufactured crossing material or crossing surface material proposed for use within thirty (30) days of receiving the notice to proceed. I. Thermite Welding Procedures and Electric Butt Welding; GA A detailed statement covering the step-by-step procedures to be employed in making the welds, including a complete description of each of the items listed below, as applicable, and any other essential characteristics included in the welding procedure. Contractor shall make electric butt welds in plant for welding strands and thermite or equal for field welding strands at ends. The Contractor may set up a portable butt welding plant on site subject to the approval of the Engineer and Representative and Railroad. 1. The manufacturer's trade name for the welding process. 2. The method used for cutting and cleaning the rail ends. Flame cutting of rail ends will not be allowed. 3. The minimum and maximum spacing between rail ends. 164 _ , 165 4. The method used for maintaining the rails in alignment during welding. 5. The method used for preheating, including time and temperature. 6. The tapping procedure, including the minimum time required to coot the weld under the mold insulation. 7. The method used, including a description of special tools and equipment, for removing the upset metal and finishing the weld to the final contour. 8. Quality control procedures to be allowed (Testing Weld Ultrasonically after Completion). 9. The contractual agreements with and subcontractor employed by the Contractor in doing the work. 10. All welds must be tested. " J. Wood Ties; FIO Certified test and inspection reports for crossties and switch ties subsequent to treatment and at least seven calendar days prior to any ries being installed in track. Test and inspection reports shall contain the information required by Part 7 of AWPA M2. K. Examination of Geotextile; FIO Independent testing laboratory's certified test reports for geotextiles, including necessary analysis and interpretation. These reports shall provide results of the laboratory testing performed on samples of the geotextile material delivered to the job site. Test reports shall be submitted at least five (5) working days prior to the installation of the geotextile. L. Ultrasonic Test; FIO Results of the ultrasonic rail testing. Results shall list defects and rail stationing. M. Wood Ties; FIO Certificates of compliance prior to any ries being installed in track. N. Ballast; FIO Certificates of Compliance for the ballast materials to be installed in this project. O. Materials and Equipment; FIO Manufacturer's certificates of conformance for the following materials: (1) Rail �•+ (2) Tie plates 165 9.1.3 9.1.4 (3) Track bolts, nuts, and spring washers (4) Joint bars �. (5) Rail anchors (6) Track spikes (7) Turnouts (8) Pre -manufactured road crossings and/or crossing surfaces (9) Rail welding process P. Record of Field Weld, FIO A welding record of each field weld on the form attached at the end of this section. The original copies of the form bearing the signatures and initials of personnel involved shall be submitted as part of the Project Record Documents. Q. Record of Rail Laying Temperature, FIO A rail laying temperature record of section of rail shall be collected for each _ section of rail installed. Any forms created to document this rail laying temperature shall bear the signatures and initials of personnel involved and shall be submitted as part of the Project Record Documents. Qualifications A. Track Construction Track construction shall be performed under the direction of qualified and competent supervisory personnel experienced in railroad construction. B. Welding Welding shall be performed under the direct supervision of an experienced _. welding supervisor or foreman. Project / Site Conditions Regarding Temporary Work A. During construction, suitable road and crossing protection with all necessary lights, signs, drainage, and other appurtenances required for safe public and local travel shall be provided. Suitable temporary fences shall be erected and maintained where required to prevent trespass upon work or damage to adjoining property. Drainage shall be maintained, and accumulation of water that might affect the stability of the roadbed shall not be permitted. B. Contractor shall conform to M.U.T.C.D. rules and regulations. 9.2 MATERIALS 9.2.1 Delivery, Storage, and Handling of Materials 166 A. Materials and Samples i 1. The Engineer and Representative will notify the Contractor of the materials approved or disapproved. Disapproved materials that have w. already been delivered to the project site shall be promptly segregated from the approved materials and removed from the "^ premises. If materials are disapproved, acceptable replacement materials shall be provided at no additional cost to the Railroad Company. Initial approval by the Contracting Officer will not prevent the removal and replacement of materials that are materially defective or materials not meeting this specification that are discovered during construction and/or routine quality control/quality assurance operations. B. Geotextiles 1. Geotextiles shall be shipped and stored in their original ultraviolet resistant cover until the day of installation. Geotextiles shall be stored in such a manner as to be protected from vandalism, temperatures greater than 60° C, 140° F, dirt, dust, mud, debris, moisture, sunlight, and ultraviolet rays. Geotextiles delivered to the project site shall be clearly labeled on the material cover to show the manufacturer's name, brand name, fabric type, location and date of manufacture, lot identification, width, and length. 9.2.2 Ballast MINIMUM PROPERTY REQUIREMENTS FOR BALLAST Property Maximum Value Minimum Value Test Method Percent passing 0.075 sieve 1.0 percent ----- ASTM C 136 (No. 200 Sieve) ASTM C 117 raw Bulk Specific gravity Rock --- 2.60 ASTM C 127 Blast furnace slag ---- 2.30 Absorption Rock 2.0 percent ---- ASTM C 127 Blast furnace slag 5.0 percent ---- Clay lumps and friable 0.5 percent ---- ASTM C 142 particles Degradation Soundness 35 percent ---- ASTM C 535 r* Sodium sulfate - 5 cycles 10 percent ---- ASTM C 88 Flat or elongated particles 5 percent ---- ASTM D 4791 9.2.3 Joint Bars POO Joint bars shall be of the size, shape, and punching pattern to fit the rail being joined. ,„.,, 167 A. New joint bars may be used with new rail prior to welding. If used, they shall be the 36 -inch "toeless" type with head to match rail section. New joint bars shall conform to the requirements of "Specifications For High - Carbon Steel Joint Bars" or "Specifications For Quenched Carbon -Steel Joint Bars and Forged Compromise Joint Bars" found in Chapter 4, Part 2 of AREA MRE for the joint bar and assemblies recommended in Chapter 4, Part 1 of AREA MRE. B. Compromise joint bars shall conform to the requirements of "Specifications For Quenched Carbon -Steel Joint Bars and Forged Compromise Joint Bars" found in Chapter 4, Part 2 of AREA MRE. 9.2.4 Grease A. Grease for lubricating moving parts in turnouts and other trackwork shall have the following typical characteristics: Calcium Soap, percent 9.0 Solids Additive (Graphite), percent 11.5 Penetration, ASTM D 217 at 25° C worked 340 Penetration, ASTM D 217 at 77° F worked 340 Dropping Point ASTM D 566 at 25° C 101/214 Dropping Point ASTM D 566 at 77° F 101/214 Oil Viscosity, mm2/record cSt at 40° C 818 ASTM D 445 SUS at 100° F SUS at 100° F 379 B. Other types of grease or lubricating oil may be used providing that the grease or oil has been used successfully by local commercial railroads and has the approval of the Engineer and Representative. 9.2.5 Oil for Corrosion Protection Oil for protecting rail and other track materials from corrosion, except joints, shall conform to the following general specifications: Asphalt, 100 penetration ASTM D 402 Minimum 45 percent Flash point, minimum 55° C 130° F ASTM D 1310 Viscosity, kinematic, 60° C 140° F ASTM D 2171 480 to 700 mm2 /s 480 to 700 centistokes 9.2.6 Rail New continuous welded rail shall comply with the following: A. Rail Lengths New CWR shall be a 11 5R (115 lb/yd section) or heavier and shall conform the specifications in Chapter 4, Parts 1 and 2 of AREA MIZE that were in effect at the time of its manufacture. New CWR shall be provided in 1440'± lengths. 168 o, 4 B. Rail Drilling New rail shall be provided with the rail ends drilled (a maximum of two - back holes only) at the end of each strand. Drilling shall be uniform and to the patterns specified. 9.2.7 Tie Plates ,wA Tie plates shall be AREA Plan 8, 7-3/4" by 14", 8 -hole punch tie plates for 5 -1/2 - inch base rail. 9.2.8 Wood Ties 1. Wood crossties except at road crossings Wood ties shall be sawed, and shall be not less than 7 inches thick and 9 inches wide. The length shall be 8.5 feet. 169 A. Species shall be Ash, or Red and White Oak. Switch ries shall be Ash or Oak. Conditioning and seasoning shall conform to the requirements of AWPA C6 for the individual wood species. Ties shall be well seasoned. Prior to preservative treatment, wood ties shall be dried to the oven dry moisture content, or less, as specified in paragraph 3.14 of AWPA C6. The wood may be air dried, vapor dried, or boultonized. Ties that are to be dried by artificial means shall be conditioned and treated as soon as possible after sawing but in no case more than 30 days later. The temperature used for boultonizing shall be as high as possible but in no case less than 94° C (200° F). Vapor dried ties shall be transferred from drying cylinders to _ - treatment cylinders as quickly as possible to avoid heat loss in the seasoned ties. Ties shall be pressure treated in accordance with Chapter 3, Part 6 of AREA MRE by the empty cell process with a 60/40 creosote/coal tar solution (Grade C) in accordance with AWPA P2 to a minimum retention of 8 lb/ft3 of wood. The Contractor shall record treatment as specified in AWPA M2. Treated ties shall be permanently marked or branded by the producer in accordance with AWPA M6. Ties shall be produced by a member of the Railway Tie Association. All ties shall be incised on all four sides in the pattern specified in AREA MRE, Chapter 3, Part 6 prior to treatment. Splits shall not be longer than 4 inches and not wider than 1/4 inch at either end. Splits longer than 4 inches but not longer than the width of the face in which the split appears shall be acceptable if specified anti - splitting devices are installed with the splits compressed. Any required 0" adzing and drilling for spikes shall be performed prior to treatment. The Contractor shall notify the Contracting Officer at least 15 days prior to the shipment of any treated ties or timbers from the manufacturer's plant to provide the Railroad Company the opportunity to inspect the materials ^^ before shipment. When inspections of onsite materials result in product rejection, the Contractor shall promptly segregate and remove rejected material from the premises. The Railroad Company may also charge the Contractor any additional cost of inspection or test when prior rejection �•. ' makes reinspection or re -testing necessary. B. Crossties Wood crossties shall conform to Chapter 3, Part 1 of AREA MRE for grade ties. 1. Wood crossties except at road crossings Wood ties shall be sawed, and shall be not less than 7 inches thick and 9 inches wide. The length shall be 8.5 feet. 169 2. Wood crossties at road crossings Wood ties shall be sawed, and shall not be less than 7 inches thick and 9 inches wide. The length shall be 9 feet, unless recommended otherwise by the manufacturer of crossing surface materials. C. Switch Ties Switch ties shall conform to Chapter 3, Part 2 of AREA MRE and shall be sawed 7 inches thick and 9 inches wide. The length and quantities shall be as shown in the plans or special provisions. D. Tie Plugs Tie plugs shall fit holes from which spikes are drawn. The plugs shall comply with Chapter 3, Part 1 of AREA MRE and shall be treated in accordance with Chapter 3, Part 6 of AREA MRE. 9.2.9 Anti -Splitting Devices Crossties and switch ries shall be equipped with anti -splitting devices of the type specified regardless of whether the wood has shown any tendency to split. Products used shall conform to Chapter 3, Part 1 of AREA MRE. Anti -splitting devices shall be applied in accordance with Chapter 3, Part 1, Section 10 of AREA MRE. Crossties shall be equipped on each end with gang nails (nail end plates). Switch ries shall be equipped with gang nails. 9.2.10 Turnouts and Track Crossings The component parts of the turnouts to be famished shall be the products of manufactures regularly engaged in the manufacture of such products, and the components shall essentially duplicate items that have been in satisfactory use at least two years prior to bid opening. The parts need not all be made by the same manufacturer, but each turnout shall be the product of a single firm. Switch assemblies, stands, frogs, and guardrail assemblies shall conform to the requirements of AREA PTWP. A. Rail and Joint Bars Rail, joint bars, and miscellaneous track materials used in turnout and track crossing construction shall be furnished and installed as part of the complete turnout or crossing. Rail and other track materials used in turnout and track crossing construction shall be 115 RE. B. Frogs, Switches, Guardrails and Appurtenances Frogs, switches, guardrails and appurtenances shall be new materials suitable for use in heavy tonnage main track. Materials used in the turnout shall be of the same weight and section. Materials shall be in good condition and free from excessive rust, dirt, and other foreign materials. The rail weight and section shall be 115 RE. 1. Switches Switches for new turnout construction or complete turnout replacement shall be No. 10 with 16'-6" reinforced straight switch points with graduated risers generally conforming to AREA PTWP 170 0 171 r■+ Plan Number 112. Switch materials used to relieve defective materials shall be as indicated below: a. Switch points shall be new. Switch point detail shall be AREA PTWP Plan No 221, Detail 4000 or 6100. b. Switch rods and connecting rods shall be new. C. Gage plates, switch plates, slide plates, and heel plates shall be new. Rail braces shall be adjustable. For all turnouts, all rail } braces shall be of the same design. d. Heel blocks shall be either cast of forged steel and be new. New heel block bolt assemblies shall be provided and shall be heat treated. The heel joint bars shall be new and manufactured for the purpose. Bolts with spring lock washers ,., of proper size and length shall be furnished and installed in every bolt hole in every heel block. e. Switch tie bar rods shall be new, insulated type. 2. Frogs Frogs shall be railbound manganese in the sizes indicated. a. Frogs shall be new. Cracked, broken, or used frog castings shall not be used. Cracked or broken frog castings that have been repaired by welding are not acceptable and shall not be used. ,., b. Frog bolts, nuts, lock washers, and headlocks shall all be new. C. Frog base plates shall be new and shall be used in lieu of twin hook flange plates on all turnouts. 3. New Rails Guard rails shall be a minimum of 11 feet in length and shall be new. Guard rails shall be of any of the following designs: Tee rail per AREA PTWP Plan No. 504, solid manganese steel per AREA PTWP Plan No. 510, or an acceptable hook flange design. Guard rails bolted to the running rails shall be equipped with fillers. When fillers are installed or repaired, new bolt assemblies shall be used. All bolts, nuts, and associated hardware shall be new. Clamped guard rails shall be equipped with block wedges, filler wedges, and cotter keys. Guard rail plates are required and shall be new. 4. Hook Plates Hook plates shall not be used. Frog base plates are required. 5. Switch Stands a. New switch stands shall conform to AREA PTWP Plan 251- 64 and shall be low -stand type. Switch stand shall be positive - action (rigid) with adjustable connecting rods. 0 171 b. Each stand shall be equipped with one of the following switch lamps as indicated on the project plans. (1) Reflecting Type Approved reflecting switch lamps fitted with standard commercial -type double red and white reflecting lenses but without day signal targets. (2) Reflecting Type and Daylight Disk Approved reflecting switch lamps fitted with standard commercial -type double red and white reflecting lenses, and with day signal targets. (3) Illuminated Type Approved illuminated lamps with primary battery, battery housing, and cable. C. Tie bar rods shall be insulated. T I Turnouts shall be properly insulated using glued joints, approved by the Engineer and Representative and railroad, welded into the track. 6. Rail Braces Rail braces shall be fixed type and shall be of standard manufacturer. 9.2.11 Grade Crossings — A. Crossing Material or Surface Roadway widths shall be as indicated in the contract drawings. Crossing materials or surfaces shall comply with the following: 1. Precast concrete panels for grade crossings shall be constructed of reinforced concrete having a minimum 28 -day compressive strength of 5,000 psi. Precast crossing panels shall be the product of a company regularly engaged in the manufacture of such panels. Materials shall be approved by the Engineerand the Representative. B. Rail Rail shall be 115 RE CWR. C. Ties Ties within the road crossing and for at least 20 feet on either side of the crossing shall be hardwood and shall be as specified. Tie spacing shall conform to the grade crossing manufacturer's recommendation but shall not exceed 20 inches from centerline to centerline. D. Track Materials 172 .wa For pre -manufactured crossing surfaces or systems, tie plates, spikes or other rail fasteners, rail anchors, and other track materials shall conform to the manufacturer's recommendations. Unless specified by the crossing manufacturer, track materials shall be as specified. E. Threaded Fasteners and Screw Spikes Threaded fasteners for use in grade crossings shall be of the sizes and lengths specified by the grade crossing manufacturer or as indicated for built -in-place crossings. Screw spikes shall have a minimum ultimate - tensile strength of 60,000 psi and shall be galvanized for corrosion. F. Pipe for Subdrains e* Pipe for subdrains shall be 6 -inch diameter, corrugated, perforated polyethylene complying with ASTM F 405. 9.2.12 Miscellaneous Track Materials A. Spikes s�* Track spikes shall be new and conform to Chapter 5, Part 2 of AREA MRE. Track spikes shall be 6 inches by 5/8 inch. B. Bolts, Nuts, and Spring Washers New track bolts, nuts, and spring washers shall be used throughout the "^ project for new rail. 1. Bolts and Nuts The various rail, joint bars, and rail drillings require various lengths and diameters of bolt assemblies. The Contractor shall determine the number of bolt assemblies of each size required. All bolt diameters " shall be the largest possible for a given rail drilling and joint bar punching. Bolts shall be the proper length for the joint bar to allow at least one full bolt tread to extend past the outside of the nut. Track bolts and nuts shall conform to Chapter 4, Part 2 of AREA MRE. A Track bolts shall be long enough to leave at least two threads - exposed after the nut is tightened. ... 2. Spring Washers C. i Spring washers and nuts shall be sized to ensure that the spring washer develops its full reactive force and does not jam into the joint bar hole. Spring washers shall be of a size to fit the bolt and nut used and shall conform to Chapter 4, Part 2 of AREA MRE and Section M12 of AREA PTWP. Rail Anchors Where special tools are required to install or remove anchors, the Contractor shall furnish a minimum of one tool for each 5,000 anchors or fraction thereof, not to exceed five tools per job. Rail anchors for new installations shall be new. Sizes shall conform to the various sizes of rail on the project as well as "Specifications for Rail 173 9.2.13 9.3 EXECUTION 9.3.1 Anchors" in Chapter 5, Part 7 of AREA MRE. Anchors may be a drive -on type approved by the Engineerand the Representative. Suggested Manufacturer: True Temper. D. Gage Rods New gage rods shall be the double -clamp style manufactured in conformance with "Specifications for Special Trackwork" of AREA MRE. The double clamp style gage rods shall be threaded on both ends and equipped with four malleable steel casting clamps to rigidly hold both sides of the base of both rails. All gage rods shall be insulated. E. Derails New derails shall be of the standard design. Derails shall be of all -steel construction and shall be designed to be permanently spiked to a crosstie. Derails shall be either one-way or two-way as indicated. For ascending grades, derails shall be either the sliding type or the hinged type. For grades descending to the main line, derails shall be of the double switch point type. When the type of derail requires a derail stand, connecting rod, and operating mechanism for proper operation, the derail and all necessary components shall be provided as a unit. The locations, sizes, and directions of derails shall be as indicated on the design drawings. Welding Kits Kits for thermite type rail welds shall be approved by the Contracting Officer before use. Ballast Ballast shall be placed to the lines and grades indicated on the plan, conforming to the typical sections shown on the plans. Ballast shall not be placed on soft, muddy, or frozen areas. Where the prepared subgrade (roadbed) is soft, muddy, rutted, exhibits severe depressions, or is otherwise damaged, the ballast shall not be placed until the damaged subgrade has been repaired and the area has been approved by the Contracting Officer. A. Ballast Placement Ballast shall be AREA Number 4A, except where walkways are required. Number 5 ballast shall be used near turnouts to provide a smooth walking surface for railroad employees. Walkways shall conform to the typical section on the plans. B. Ballast Distribution On new track construction, ballast shall not be distributed until the subballast has been approved by the Engineerand the Representative and the skeleton track has been constructed. No payment will be made for ballast that is distributed without the Contracting Officer's approval. a. Ballast distribution shall be to the depth indicated and may be distributed from either trucks or railroad cars. 174 r�+ r+� b. Forming of ruts that would impair proper roadway drainage shall be prevented when distributing ballast from trucks and off track equipment. Any ruts formed greater than one inch in depth shall be leveled and graded to drain. C. Ballast shall be unloaded as close as possible to the point of use so that unnecessary handling is prevented. Excess ballast shall be picked up and redistributed at the Contractor's expense. If additional ballast is required for dressing, it shall be added by the Contractor at no increase in unit price. d. No ballast cars shall be released until they have been inspected. C. Ballast Below Ties For new construction, ballast below the tie, the shoulder ballast, and the r ballast in the tie cribs shall be, placed subsequent to the rail and tie installation. For surfacing existing track, the ballast shall be placed subsequent to rail and tie replacements. 9.3.2 Track Construction Track construction not covered specifically herein shall be in accordance with AREA recommendations and recommended practices. A. Unloading the Materials The use of picks in the handling of ries will not be permitted. Rails shall be unloaded from cars with an approved derrick or crane and placed with the head up without dropping them, and with sufficient support under the base. Rails of proper length shall be distributed as necessary for road crossings, switches, joint spacing, and other special conditions. B. Ties Standard center -to -center spacing of crossties shall be 19 1/2 inches. Switch ties shall be spaced as indicated on the drawings. Ties shall be laid perpendicular to the centerline of the track with the grain up (heartwood side down). The best ries shall be used as the rail joints. The ends of ties on one side of the track shall be parallel to the rail so that the center of the tie will be on the approximate centerline of the track. The ends shall be aligned on the inside of curves, and the alignment shall continue on that side until reaching a curve in the opposite direction. On double tracks, the ties shall be aligned on the inside of curves and shall continue on that side until reaching a curve in the opposite direction. On double tracks, the ries shall be aligned on the outside ends. The top surface of ties shall provide full bearing for the tie plates. Adzing shall be restricted to that necessary to provide a sound true bearing for the tie plate. Adzing new ties is not permitted. On existing track to be rehabilitated, adzing shall be restricted. Adzing in excess of 0.2 inch shall not be permitted. Where adzing is necessary, completely saturate the cut surface with creosote or other approved preservatives. C. Tie Plates e 175 Tracks shall be fully tie -plated. Tie plates shall be free of dirt and other foreign material when installed. Tie plates shall be placed so a rail will have full bearing on a plate, and a plate will have full bearing on a tie. Tie plates shall be set at right angles to the rail with the outside shoulder against the base of the rail, and they shall be centered on the ties. Canted tie plates shall be installed so as to cant the rail inward. No tie plate shoulders or spike heads are permitted to remain under the rail. D. Rail The base of the rail and the surface of the tie and tie plate shall be free of dirt and other foreign materials prior to laying rail. 1. Laying Rail Rail shall be laid without bumping or striking to standard gage (4 feet 8-1/2 inches between a point 5/8 inch below the top of each rail) on tangents and on curves up to 12 degrees. For curves 12 degrees and greater the gage shall be widened 1/8 inch for each increment of 2 degrees, to a maximum of 4 feet 9 inches, in accordance with the table below. The track shall be gaged at every third tie as spikes are being driven. TRACK GAGE FOR HIGH DEGREE OF CURVATURE Degree of Curvature per 100 -ft chord Equal to or But Equal To Greater Than or Less Than Track Gage (Deg - Min) (Deg — Min) (Ft — In.) 0-00 12-00 4-8-1/2 ^, 12-01 14-00 4-8-5/8 14-01 16-00 4-8-3/4 16-01 18-00 4-8-7/8 18-01 20-00 4-9 a. Gaps between rail ends in insulated joints should only be sufficient to permit insertion of standard end posts. _. b. A standard rail thermometer shall be used to determine the rail temperature. The thermometer shall be laid close to the web on the side of the rail base which is shaded from the sun's rays in advance of the laying operation and left there long enough to accurately record the temperature. The Contractor Quality Control Representative shall see that rail temperature is checked frequently. All thermometers shall be calibrated against the Engineer and Representative's rail thermometer, which must be accurately calibrated and will be considered as the standard. 2. Cutting Rail Only rail saws shall be used to cut rail. New holes shall be drilled. Holes shall not be burned in rail under any circumstances. Holes cut with a torch will not be acceptable. When drilling of rail is necessary, all chips and burrs shall be removed before applying joints. 176 0 r 9 If spikes are withdrawn, the holes shall be swabbed with creosote and plugged with creosoted tie plugs of proper size to fit the hole. If spikes are withdrawn, and spikes are to be reinserted in the existing spike holes, the holes shall be swabbed with creosote and plugged with creosoted tie plugs prior to re -driving the spikes. Tie plugs shall not be installed in pre -bored holes unless spikes have been driven and withdrawn. H. Rail Anchors 177 E. Joint Bars Joint bars shall be clean. Rail joints shall be installed so bars are not cocked between the base and head of the rail. Bars shall be properly seated in the rail and the full number of correctly sized bolts, nuts, and spring washers installed. Bolts shall be placed with nuts alternately on inside and outside of rail. A corrosion -resistant lubricant shall be applied to the bolt threads prior to application of nuts. Bolts shall be tightened to a torque of ,. approximately 350 ft -lb, beginning at the center of the joint and working both ways to the ends of the joint. After the track has been in service, but before acceptance of the work, all bolts shall be checked and re -tightened to a torque of approximately 300 ft -lb. Rail of different sections shall be connected by properly fitting compromise joint bars. The mismatch for compromise joints for either tread surface or on the gage side shall not exceed 1/8 inch. Defective joint bars designated on the contract drawings, ,.. discovered by the Contractor during track repair operations, or as identified by the Contracting Officer shall be replaced with acceptable joint bars. F. Spiking k _ _ 1. Spiking Procedures r"M Rail shall be spiked promptly after being laid. Spikes shall be started and driven vertically and square with the rail. Spikes shall be driven to allow an approximately 1/8- to 3/16 -inch space between the underside of the spike and the top of the rail base. In no case shall spikes be overdriven or straightened while being driven. Spikes shall not be installed through the slots in skirted -type, slotted joint bars (angle bars). No spikes shall be driven against the ends of joint bars. 2. Number of Spikes Four rail -holding spikes shall be used on each tie on tangents and curves less than three degrees. Spikes on the gage side of the running rail shall be placed directly across from each other, and the spikes on the field side of the running rail shall be placed directly across from each other. This pattern shall be held consistent. On curves three degrees or greater, but not more than five degrees, six spikes shall be used on each tie, with the spikes as shown in the design documents. Curves five degrees or greater, but not more than six degrees, shall be spiked with eight spikes per tie, with the spikes - `located as shown in the design documents. Eight rail -holding spikes shall be used on each tie through road crossings. Curves six degrees and greater shall be spiked with ten spikes per tie, with the spikes located as shown in the design documents. G. Tie Plugs r 9 If spikes are withdrawn, the holes shall be swabbed with creosote and plugged with creosoted tie plugs of proper size to fit the hole. If spikes are withdrawn, and spikes are to be reinserted in the existing spike holes, the holes shall be swabbed with creosote and plugged with creosoted tie plugs prior to re -driving the spikes. Tie plugs shall not be installed in pre -bored holes unless spikes have been driven and withdrawn. H. Rail Anchors 177 Rail anchors shall be used on all track and turnouts. Box anchor every tie in tangents and curves less than three degrees and every fie in curves over three degrees. Box anchor every fie and every rail in turnouts, and box anchor every fie for five rail lengths on each side of field welds and crossings. The rail anchors shall be spaced in an approximately uniform fashion along the rail length. Rail anchors shall be installed to the gage side of the rail against the same fie face on opposite rails. Rail anchors shall grip the base of the rail firmly and shall have full bearing against the face of the tie. Rail anchors shall not be moved by driving them along the rail. Rail shall be anchored immediately after spiking and before the rail has experienced a significant temperature change. I. Turnouts Turnouts and crossovers shall be located as indicated on the drawings. Switch, frog, and guardrail assemblies shall be complete. Stock rails shall be accurately bent. Changes in rail weight or section will not be permitted within the limits of the switch ries. Headblocks shall be at right angles to the main track and shall be securely spiked in place. Except where directed otherwise, switch stands shall be installed so that when the switch is set for the normal position, the connecting rod keeps the points closed with a pulling force. Switches shall be properly adjusted. Switch components and slide plates shall be lubricated. Derails Derails shall be properly installed where indicated. The derails shall be placed so that derailed equipment will not foul other tracks. Installation shall be in accordance with the manufacturer's instructions. Where no specific installation instructions are available for salvaged derails, reinstallation shall be in accordance with good track construction practice to insure proper performance of their intended function. K. Superelevation Curves shall be superelevated for a 25 -mph track speed, as shown on the drawings, unless otherwise directed by the Engineer and Representative and railroad. Superelevation shall be obtained by raising the outside rail of the curve. The inside rail shall be maintained at grade. The maximum superelevation will be 2 1/2 inches. Full superelevation shall be carried throughout each curve, unless otherwise directed or shown on the drawings. Superelevation runoff must be at a uniform rate and must extend at least the full length of the spirals. The normal rate of superelevation runoff will be 1/2 inch in 31 feet, with the prior approval of the Engineer and Representative. L. Preliminary Surfacing The preliminary alignment and surfacing gangs shall follow the unloading of the ballast. Rail renewal, tie renewal, bolt tightening, and ballast placement shall be complete prior to commencement of surfacing and alignment work. The Contractor must use a laser -equipped tamper for lining the track. Lifts 178 a. After being aligned, the track shall be brought to grade and # surface in lifts not exceeding four inches each. After each lift, the ballast shall be tamped. When using jacks, they shall be placed close enough together to prevent undue bending of rail or stress of rail and joint. Both rails shall be raised at one time and as uniformly as possible, except where superelevation is required. The track shall be so lifted that, after a period of not less that five train operations after the last lift, it will be necessary to give the track a final lift of between one and two inches to bring it to grade. b. In areas where major track resurfacing is not required, the Contractor shall perform a "skim lift" tamping operation to ensure that the ties are adequately tamped, the ballast section is adequately compacted and dressed, and minor deficiencies in surface and alignment are corrected. The raise in skim lift areas will be one inch or less and usually will not require that additional ballast be placed. C. A 2 -inch raise shall provide an average 2 -inch raise in the P" track being surfaced. d. A 4 -inch raise shall provide an average 4 -inch raise in the track being surfaced, and it shall be made in at least two lifts not to exceed two inches per lift. e. A 6 -inch raise shall provide an average 6 -inch raise in the "^ track being surfaced, and shall be made in at least two lifts. The initial lift shall not exceed four inches, and the final lift shall not exceed 2-1/2 inches. 2. Tamping The raising and tamping of track shall be performed with an automatic, vibratory, squeeze type power tamper with 16 tamping heads, capable of raising both rails simultaneously and maintaining cross -level. The equipment to be used for surfacing operations will PW be subject to approval by the Contracting Officer. Every tie in the track shall receive two or more full insertions of the tamping heads. Ballast shall be power -tamped under both sides of the ties from each end to a point 12 inches inside each rail for 8 -ft ties, 15 inches inside each rail for 8 -ft -6 -in ties, 18 inches inside each rail for 9 -ft ties. The center shall be filled with ballast, but tamping shall not be permitted in the center of the tie between the above stated limits. Both ends of the ties shall be tamped simultaneously, and tamping inside and outside of the rail will be done at the same time. Regardless of the kind of ballast or the kind of power tamper used, tamping tools shall be worked opposite each other on the same tie. Ballast under switch ties and road crossing ties shall be tamped the entire length of each - tie. All ties shall be tamped to provide solid bearing against the base of the rail after the track or turnout is raised to grade at final surfacing. All down ties shall be brought up to the base of rail and machine tamped. The resultant track surface and alignment shall be both uniform and smooth. Tamping of track in snow or frozen ballast conditions will not be permitted. 3. Re -spiking of Ties 179 After tamping has been completed and the jacks removed, all ties pulled loose shall be replaces to their original position, re -spiked and re -tamped to provide full bearing against the rail. 4. Runoff of Track Raises After runoff at the end of a raise shall not exceed 1/2 inch in 31 feet of track unless otherwise approved by the Contracting Officer. 5. Horizontal Realignment Horizontal realignment of curved track shall be established by the Contractor using manual or mechanical means, as described in the AREA MRE Chapter 5, Part 3 article titled, "String Lining of Curves by the Chord Method." M. Final Surfacing After preliminary surfacing has been completed, grade and line stakes shall be checked and the track brought to grade and alignment. 1. Final Tamping Track shall be brought to grade and the ballast re -tamped in the manner described for preliminary surfacing, except that the tamping distance inside the rail shall be decreased from 12 to 10 inches for 8 - ft ties, 15 to 13 inches for 8 -ft -6 in ries, and from 18 to 16 inches for 9 -ft ties. 2. Final Alignment The track shall be given a final aligning conforming to the established track centers. 3. Final Dressing (Regulating) After the final alignment of the new track is completed, the ballast shall be dressed to the section indicated. After final dressing, ballast shall not cover the tops of the ties or the base of the rail. Ballast shall not be wind -rowed at the heads of the crossties. The portion of the subgrade outside the ballast line shall be left with a full, even surface and the shoulder of the subgrade properly dressed to the indicated section so as to provide proper drainage away from the track. 4. Surplus Ballast Surplus ballast remaining after final surfacing and dressing of the ballast section shall be distributed or otherwise disposed of as directed by the Contracting Officer. N. Cleanup Upon completion of the work, the Contractor shall remove from the project area all rubbish, waste, and discarded materials generated by the work. Areas where the Contractor has worked, including, but not limited to, 180 181 project areas, material storage sites, and borrow or disposal areas, shall be # left in a clean, well -graded, and well -drained condition. Where track construction and rehabilitation operations result in deposition - of materials along the track shoulders that would impede the free drainage of the geotextile and track structure, the Contractor shall remove the material. Where undercutting operations leave fouled shoulder materials that impede free drainage of the geotextile and the track structure, the shoulder materials shall be removed, and the ballast shoulders shall be reconstructed using the materials and dimensions as indicated. O. Final Adjustments Sixty calendar days after the track has been accepted and put into operation, the Contractor shall perform necessary resurfacing adjustments to leave the track in alignment and on grade, including regulating ballast as necessary. P. Tolerances for Finished Track Completed track shall meet the following tolerances. Track not meeting the tolerances specified below shall be repaired to meet those requirements at no additional cost to the Railroad Company. ,,. 1. Gage Track gage shall be within plus or minus 1/8 inch of standard gage. 2. Alignment Alignment shall be measured as the deviation of the mid -offset of a 62 -ft line, with the ends of the line at points on the gage side of the line rail, 5/8 inch below the top of the railhead. Either rail may be used for the entire length of the tangent. The outside rail in a curve is always the line rail. Alignment on tangents shall not deviate from uniformity more than 1/4 inch. Alignment on curves shall not deviate from uniformity more than 1/4 inch. PI, 3. Track Surface - a. The runoff at the end of a raise shall not exceed 1/4 inch in any 31 feet of rail. b. The deviation from design profile on either rail at the mid - ordinate of a 62 -ft chord shall not exceed 1/4 inch. C. Deviation from design elevations on spirals shall not exceed 1/4 inch. .. d. Deviation from zero cross level at any point on tangent or from designated superelevation on curves or spirals shall not exceed 1/4 inch. e. The difference in cross level between any two points less than 62 feet apart on tangents and curves between spirals shall not exceed 1/4 inch. 4. Guard Face Gage 181 Guard face gage is the distance between the guard lines measured across the track at right angles to the gage line, and it is measured at the point of frog on both sides of the turnout. The design value for guard face gage is 52-3/4 inches. Guard face gage shall be within plus or minus 1/8 inch of the design value. 5. Guard Check Gage Guard check gage is the distance between the gage line of a frog and the guard line of its guard rail, or guarding face, measured across the track at right angles to the gage line. The design value for guard check gage is 54-5/8 inches. Guard check gage shall be within plus or minus 1/8 inch of the design value. 9.3.3 Turnouts and Track Crossing Switch points/stock rails, rail joints, frog castings, and other parts of the turnout that must fit together shall fit properly and be of the proper match. Both rail ends at all rail joints throughout the turnout and at the joints at the frog shall be matched both on the top (thread portion) and on the gage side of the rail. Rail end welding and grinding are not acceptable to achieve a good match. The Contractor shall weld all joints in turnouts. A. Placing of Ballast Ballast shall be placed as required and the turnout brought to proper grade in a minimum of three lifts. The initial lift shall not exceed four inches. The final lift shall not exceed two inches, and all tracks shall be brought into final alignment at the same time. Ballast level in cribs beneath the connecting rod, switch point rail, and switch rods shall be at least four inches below any steel. B. Switch Ties Switch ties shall be installed at a uniform spacing according to the plan. In no case shall the end of a switch tie be within 14 inches of a spike. Switch ries shall not be inter -laced, where one tie penetrates the crib area of another tie. 9.3.4 Highway Crossings Highway and other crossings within the project shall be constructed as indicated on the contract drawings. A. Subgrade For new construction, the subgrade in the crossing area and for 20 feet beyond each end of the crossing shall be bladed to a level surface and compacted to at least 90 percent CE55 maximum dry density for cohesive materials or 95 percent CE55 maximum dry density for non -cohesive materials. Drainage areas shall be cleaned and sloped away from the crossing in both directions along the track and the roadway. Drainage requirements shall be installed as required, as shown on plans. B. Geotextile Installation 182 �. r Geotextile shall be placed between the subgrade and the ballast section in the crossing area and for 20 feet beyond each end of the crossing. 1. Preparation Surfaces on which geotextiles will be placed shall be prepared in �-+ - accordance with the applicable portions of this specification and shall be free of irregularities such as sags, caving, erosion, or vegetation. Any irregularities shall be corrected to ensure continuous, intimate contact of the geotextile with the whole surface. Any loose material or debris shall be removed prior to geotextile placement. 2. Placement a. When geotextile is to be installed in an existing track following removal of the ballast by undercutting or plowing. Special care shall be taken to remove as many of the large ballast particles that remain on the roadbed surface as possible. b. The geotextile shall be carefully placed on the prepared surface with the long dimension parallel to the prepared surface. The geotextile shall be placed free of wrinkles, folds, creases, and tension. The geotextile shall be held in place by pins until it is completely covered. The geotextile shall be covered immediately after placement in track. The maximum exposure time for the geotextile, from removal of the protective shipping cover to placement of the ballast/subballast cover materials which prevent exposure to sunlight, shall be two consecutive days. C. The minimum overlap of geotextile panels shall be 36 inches. If several geotextile units are placed with the required overlap prior to the placement of the subballast, the overlap distance of each overlap shall be checked as placement of subballast approaches the overlap. The Contractor shall ensure that the required overlap exists when geotextile is covered. d. The geotextile shall remain free of any contamination such as mud, dust, sediment, debris, etc. that will impair its function. Contaminants shall be removed without damage to the geotextile or to the prepared surface at the Contractor's expense. If the geotextile is damaged, its function impaired by the cleaning efforts, or if it cannot be properly cleaned, the Contractor shall repair the prepared surface, if necessary, and replace the damaged or impaired geotextiles with geotextile meeting requirements of this specification. Equipment shall not operate in direct contact with the geotextile. Surface drainage shall be directed away from the geotextile installation area as much as possible to prevent accumulation of mud, debris, and sediment. 3. Placement of Cover Material Placement of cover material in contact with the geotextile shall be performed in a manner that ensures intimate contact of the geotextile with the prepared surface and with the cover material. The �.., 183 placement shall be performed without damage to the geotextile, including tears, punctures, or abrasion. 4. Equipment Operations on the Cover Material A minimum depth of eight inches of cover material shall be placed over the geotextile before equipment is allowed to operate on the covered geotextile. Equipment operations on the covered geotextile shall be limited to those necessary for track construction, and in no case shall equipment turning be allowed on the covered geotextile. 5. Minimum Ballast Depth The minimum depth of ballast between the bottom of the tie and the top of the geotextile shall be 12 inches. 6. Tamping Operations Tamping of ballast materials shall be performed by setting the tamping force and insertion depth to the minimum necessary to adequately tamp the track. The tamper operator shall monitor the depth of tamping and limit the depth to prevent detrimental effects of the tamper feet on the geotextile. 7. Double Layers Double layers of geotextile shall not be allowed, except for splicing overlaps at seams. C. Ballast Placement and Surfacing Ballast shall be placed and tamped as specified in paragraph Track Construction and Out -of -Phase Relay, except in crossings, where the ballast between the ties shall be thoroughly compacted with a vibratory compactor or by other approved method after each raise. The ballast is to be tamped for the entire length of the crossties for highway crossings. The track shall receive final alignment and surfacing prior to placement of the crossing surface. Final surfacing shall bring the track to the final grade and alignment as indicated on the contract drawings. Where the crossing involves two or more tracks, the top of the rail for all tracks shall form a plane with the adjacent roadway surface. The top of rail elevation shall be two to four inches above the surrounding pavement elevation, with a smooth transition of pavement. The ballast in the cribs and on the shoulders shall be compacted using a vibratory plate compactor or other approved method. D. Ties Hardwood ties shall be used. Spacing shall be a minimum of 19-1/2 inches from centerline of tie to centerline of tie. For pre -manufactured grade crossings, ries shall conform to the manufacturer's recommendations for the type of grade crossing surface materials being used. E. Tie Plates, Spikes, and Anchors All ties within the crossing and for 20 feet beyond each end of the crossing shall be fully tie plated and spiked with four rail -holding spikes per tie 184 r plate. Rubber tie pads shall be installed between the tie and tie plate on all ties within the crossing area and for 20 feet beyond each end of the crossing. - F. Rail Rail within the crossing area, and for 20 feet beyond each end of the crossing area, shall be, at a minimum, 115 lb/yd. Rail shall be protected from corrosion by application of an approved rust inhibitor. Bolted joints shall not be permitted in any Type 2, Type 3, Type 4, or Type 5 crossing or within 20 feet of either edge of the crossing surface. Bolted joints shall be eliminated by shop or field welding the joints to form continuous rail throughout this area. G. Lining and Surfacing Rail shall be spiked to line and the track mechanically tamped and surfaced to the grade and alignment of the existing track and roadway. Where the crossing involves two or more tracks, the tops of rail for all tracks shall be brought to the same plane. H. Crossing Surface A The surface of the highway shall be in the same plane as the tops of the rail for a distance of two feet outside of the rails for either single or multiple - track crossings. A smooth transition shall be made between the crossing surface and the adjoining pavement. Type 4A crossings and crossing materials shall be installed in accordance with the crossing manufacturer's instructions. Tie spacings and track materials used in the crossing shall be in accordance with the installation instructions and manufacturer's recommendations. I. Signs and Signals The type and location of railroad -highway crossing warning signs and signals shall conform to the requirements of FHWA SA -89-006 Part VIII. 1. Location and Positioning of Signs Signs for both highway and railroad track installation shall be located and erected as shown. Unless otherwise shown, signs shall be erected so that sign face is vertical and at a deflection angle of 87 degrees from the center of the highway lane or track which the sign P" serves and facing the direction of travel Where lanes or tracks are on curves, sign faces shall be on a deflection angle of 87 degrees to the tangent to the curve. Care shall be exercised in the erection of all signs to eliminate or minimize specular reflections. After installation �* is completed, the signs will be inspected during the day and at night by the Contracting Officer. If specular reflections are apparent on any sign, its positioning shall be adjusted to eliminate or minimize this condition. This adjustment, and any subsequent adjustments, shall be at no additional cost to the Railroad Company. 2. Traffic Control 185 During installation of highway signs, the Contractor shall provide for the safe and expeditious movement of traffic through the work area. A schedule of lane closures, work zone safety and traffic control, and related items shall be provided. Traffic control shall conform to the M.U.T.C.D. J. Crossing Flangeways 1. General Upon completion of the grade crossing installation, the flangeways through the crossing shall be a minimum of two inches deep and between 2-1/2 and 3 inches wide. The Contractor shall ensure that adequate flangeways are provided prior to installation of the final crossing surface. 2. Flangeway Filler Except for Type I crossings, all open crossing flangeways shall be filled with manufactured flexible rubber filler as indicated in the drawings. 3. Clean Grade Crossing Flangeways Where grade crossing flangeways are obstructed (filled in), the Contractor shall remove foreign material to provide flangeways on the gage side of the rails that are a minimum of two inches deep and 2-1/2 inches wide. 9.3.5 Installation of Miscellaneous Track Materials A. Tie Plates T Tie plates shall be furnished to the work sites as required. Excess tie plates remaining at the conclusion of the contract, shall remain the property of the Contractor and shall be delivered to a storage site and stacked as directed by the Engineer and Representative and railroad. B. Rail Anchors Rail anchors shall be delivered to the work sites are required. Excess rail anchors shall remain the property of the Contractor and shall be delivered to the designated storage site and stored in approved containers. C. Gage Rods 1. Rods Per Rail Length Three gage rods shall be installed per 39 -ft rail length on all curved — track with a curvature greater than ten degrees. 2. Installation of Rods in The Crib and Closure Rail One gage rod shall be installed in each of the three cribs immediately ahead of the switch point of all turnouts. Two gage rods shall be installed on the curved closure rail, on ahead of the heel block joint, and the other ahead of the toe of the frog in all turnouts. 186 187 D. Installation of Joint Bars Joint bars shall be installed with their full number of bolt assemblies, unless otherwise noted. Bars shall be properly seated on the rail and the bolts tightened beginning at the center of the point and working toward the ends of the bars, alternating between rails. Bolts used shall be of the proper diameter and length for the rail and joint bars at the joint. The use of extra washers to shim out track bolt nuts is prohibited. Bolts with nuts shall be placed alternatively on the inside and outside of the rail. - 9.3.6 Thermite Welding Procedures .-+ - Thermite welding procedures shall comply with the following paragraphs: A. End Preparation Rails to be welded shall meet the requirements of Paragraph 1, "Specifications for Fabrication of Continuous Welded Rail," given in Chapter 4, Part 2 of AREA MRE. The rail ends shall be aligned in accordance with paragraph Gap and Alignment. Rail ends shall show no steel defects, dents, or porosity before welding. Bolt holes shall not be made in or permitted to remain in the ends of the rail to be welded. One handling hole may be made in each end of a welded string. Rail ends containing such holes shall be cut off during track construction. Rail which must be cut for any reason shall be cut square and clean by means of approved rail saws or abrasive cutting wheels in accordance with Chapter 5 " of AREA MRE, article, "Recommended Practice For Use of Abrasive Wheels". 1. Cleaning The rails to be welded shall be cleaned of grease, oil, dirt, loose scale, and moisture, to a minimum of six inches back from the rail ends, including the railhead surface. The rails shall be cleaned with a wire brush to completely remove dirt and loose oxide and with an oxygen -acetylene torch to remove grease, oil and moisture. A power s., grinder with an abrasive wheel shall be used to remove scale rust, burs, lipped metal and mill brands which would interfere with the fit of the mold for two inches on each side of the ends. 2. Gap and Alignment The minimum and maximum spacing between rail ends shall be as specified by the rail welding kit manufacturer and the approved .• welding procedures. a. The ends of the rails to be welded shall be properly gapped and aligned to produce a weld that shall conform to the alignment tolerances below. Alignment of rail shall be done on the head of the rail. The rail gap and alignment shall be held without change during the complete welding cycle. .� b. Vertical alignments shall provide for flat running surfaces. Any difference in height of the rails shall be at the base. 187 C. Horizontal alignments shall be laid in such a manner that any difference in the width of rail heads shall occur on the field side. Horizontal offsets shall not exceed 0.04 inch in the head and/or 0.12 inch in the base. 13. Surface Misalignment Tolerance Combined vertical offset and crown camber shall not exceed 0.04 in/ft at 315° C (600° F) or less. Combined vertical offset and dip camber shall not exceed 0.01 in/ft at 315° C (600° F) or less. C. Gage Misalignment Tolerance Combined horizontal offset and horizontal kink camber shall not exceed 0.04 in/ft at 315° C (600° F) degrees or less. D. Thermite Welding Welding shall be done in accordance with Chapter 4, Part 2 of AREA MRE, articles "Thermite Welding — Rail Joints" and "Specifications for Fabrication of Continuous Welded Rail", except as modified by these specifications. All welds shall be visually inspected at the time of welding. 1. Thermite Weld Preheating The rail ends shall be preheated prior to welding to a sufficient temperature and for a sufficient amount of time, as indicated in the approved welding procedures, to insure full fusion of the weld metal to the rail ends without cracking of the rail of weld. 2. Thermite Weld Cooling The molds shall be left in place after tapping for enough time to permit complete solidification of the molten metal as well as proper slow cooling to prevent cracking and form a complete weld with proper hardness and ductility. E. Weld Finishing and Tolerances Welded joints in the finished track shall be brought to a true surface and alignment by means of a proper grinding or planing machine (shear). Finish grinding shall be performed with an approved grinder operated by a skilled workman grinding evenly and leaving the joints in a smooth and satisfactory condition. Finishing shall eliminate all cracks. The completed weld shall be finished by mechanically controlled grinding in conformance with the following requirements: a. A fnishing deviation of not more than plus or minus 0.01 inch of the parent section of the rail head surface will be allowed. The gage side of the rail head shall be finished to plus or minus 0.01 inch of the parent section. b. Welds produced by welding kits that are specially designed to produce reinforced welds need not be ground in the finishing area except as necessary to remove fns, burrs, cracks, etc. F. Weld Quality 188 i Each completed weld must be tested, must have full penetration and complete fusion, and must be entirely free of cracks or fissures. Welds shall meet the acceptance criteria given in'AWS D1.1. G. Weld Numbering The Contractor shall semi -permanently mark a sequential weld number on the rail immediately adjacent to the weld using a quality lead paint marker at the time the weld is made. Welds shall be numbered sequentially in the order in which they are made. Defective welds that are replaced shall be assigned a new sequential number by adding a letter to the defective weld number (e.g., defective weld 347 would be replaced by 347A). H. Spiking The proper gage, as indicated in this section, shall be verified immediately prior to spiking. 1. Insertion of New Ties New ties shall be inserted in track with the heartwood down, square to the line of the rails. mom+ - a. Ties shall be inserted so that the average tie spacing in any one rail length does not exceed 19-1/2 inches, and so that the maximum spacing between any two ties does not exceed 24 inches and the minimum spacing is not less than 18 inches. b. Crosstie position at field welds shall result in a "suspended joint" arrangement, unless otherwise directed by the Engineer and Representative. 2. Positioning of Tie Plates Tie plates shall be positioned on the tie such that the shoulder has full bearing against the base of the rail. The plate shall be centered on the tie width, except that the plate shall be positioned up to 1/2 inch off -center, if necessary, to avoid spiking into an existing tie split. The Contractor shall ensure that all tie plates in the track are canted. Canted and flat tie plates shall not be mixed within a given stretch of track. 3. Track Gage Track gage shall be set at the time of spiking. a. Tangent Track For track rehabilitation or spot rail replacement on tangent, the track shall be re -gaged if the existing gage is less than 56 inches or is equal to or greater than 57-1/2 inches. These sections of track shall be re -gaged to conform to the gage of the adjacent track, but the gage after re -gaging shall be between 56-1/4 and 57 inches. b. Curved Track r" 189 Curved track shall be gaged per AREA recommendations. 9.3.7 Sampling and Testing Sampling and testing shall be the responsibility of the Contractor. Sampling and testing shall be performed by an approved commercial testing laboratory or by the Contractor, subject to approval. If the Contractor elects to establish testing facilities, approval of such facilities shall be based on compliance with ASTM D 3740. No work requiring testing will be permitted until the Contractor's facilities have been inspected and approved. The first inspection of the facilities will be at the expense of the Railroad Company, and any subsequent inspections required because of failure of the first inspection shall be at the expense of the Contractor. Such costs will be deducted from the total amount due the Contractor. A. Ballast and Subballast Samples Periodic sampling and testing of ballast and subballast materials shall be performed to ensure continued compliance with this specification. During construction, one representative sample of the ballast and subballast material shall be taken from each 2,000 tons of ballast and subballast delivered to determine the materialgradation. For each 10,000 tons, or fraction thereof, of ballast delivered, an additional amount of material shall be obtained in order to perform the quality and soundness tests specified. Samples for material gradation, quality, and soundness tests shall be taken in accordance with ASTM S 75. Test samples shall be reduced from field samples in conformance with ASTM C 702. Samples sizes shall be sufficient to provide the minimum sample sizes required by the designated test procedures. If any individual sample fails to meet the gradation requirement, placement shall be halted and immediate corrective action taken to restore the specified gradation. If any individual sample fails to meet the specified quality and soundness requirements, placement shall be halted and immediate corrective action taken to restore the specified quality. B. Ballast and Subballast Tests 1. Sieve Analyses Sieve analyses shall be made in conformance with ASTM C 117 and ASTM C 136. Sieves shall conform to ASTM E 11. 2. Bulk Specific Gravity and Absorption Bulk specific gravity and absorption tests shall be made in conformance with ASTM C 127. 3. Percentage of Clay Lumps and Friable Particles The percentage of clay lumps and friable particles shall be determined in conformance with ASTM C 142. 4. Degradation Resistance Resistance to degradation of materials shall be determined in conformance with ASTM C 131 and ASTM C 535. Materials with gradations having 100 percent passing the 1 -inch sieve shall be tested in conformance with ASTM C 131. Materials having gradations 190 f"" r it with particles larger than one inch shall be tested in conformance with ASTM C 535. . 5. Soundness Test Soundness tests shall be made in conformance with ASTM C 88. 6. Percentage of Flat or Elongated Particles The percentage of flat or elongated particles shall be determined in conformance with ASTM D 4791. C. Tie Testing The Contractor shall be responsible for the quality of the treated ties. Each tie shall be permanently marked or branded by the producer in accordance with AWPA M6. Each treated wood tie shall be inspected, in accordance with AWPA M2, for conformance with the specified AWPA standards. The 100 percent inspection shall be performed by an independent inspection agency approved by the Engineer and Representative. Inspection shall be " made at the wood treatment site. The agency's report of inspection shall accompany delivery of the ties. D. Examination of Geotextile The Contractor shall sample the geotextile upon delivery to the project site. Sampling procedures used shall be those detailed in ASTM D 4759 and ASTM D 4354, with the number of the sample units selected from TABLE II of ASTM D 4354. An independent testing laboratory shall perform the index property tests specified in TABLE II on each of the sample units and determine conformance with the minimum requirements of TABLE H. Conformance shall be determined in accordance with ASTM D 4759. Geotextile seams expected to perform a reinforcement function shall be tested in accordance with ASTM D 4595. The Engineer and Representative may examine any geotextile for defects, damage, or nonconformance prior to installation. Any geotextile that does not meet the minimum property requirements of paragraph Geotextile or that is determined to be damaged or defective shall be removed from the site and replaced with additional geotextile that meets the requirements of this specification at no additional cost to the Railroad Company. 9.3.8 Inspection and Field Testing Quality control inspection and testing shall be performed by the Contractor. A. Track Inspection shall be performed to ensure that all the requirements of these specifications are met. Bolted joints shall be inspected for loose bolts and for smooth transitions between rails of different sections. Rail, tie plates, and ties shall be checked to ensure that the rail is properly seated and has full bearing on the tie plate and tie. Upon completion of construction, measurements of track gage, cross level, and alignment shall be taken and recorded at least once every 500 feet of track centerline length. A copy of these measurements shall be provided to the Engineer and Representative. �a B. Welded Joints — Visual Inspection opt 191 Each welded joint shall be thoroughly inspected by the Contractor in the presence of the Engineer and Representative after removal of the mold and grinding of excess metal. The Contractor shall pay particular attention to surface cracking, slag inclusion, gas pockets, and lack of fusion. The Contractor shall correct or replace, at no extra cost, any weld found defective. The method of correction shall be as approved by the Engineer and Representative. C. Thermite Weld Joints Testing Following the visual inspection, each weld shall be ultrasonically inspected. The method of inspection and acceptance shall be in accordance with AWS D 1.1. The Contractor shall correct or replace all defective welds at no additional cost. The method of correction shall be as approved by the Engineer and Representative. Ultrasonic testing shall be performed by the Contractor after the rail has been installed in track. The testing will determine whether or not each weld meets the criteria specified. Welds that the Engineer and Representative determines to be unacceptable shall be cut out of the rail and replaced with a section of new rail and two new welds. Saw cuts shall be made at least six inches from the centerline of the faulty weld. Replacement welds and replacement rails shall be provided at the expense of the Contractor. Replacement welds shall be renumbered as indicated. Replacement welds made in track shall be re -tested. D. Inspection of Geotextile At the direction of the Engineer and Representative, the Contractor shall remove the cover material from the geotextile at three locations so the geotextile may be inspected for damage. At each location, the cover material shall be removed to expose a 4 by 4 -foot section of the geotextile. If punctures, tears, improper installation, other impairment or damage are found within this section, additional sections shall be excavated to determine the extent of the damage. All damaged geotextile shall be repaired or replaced and recovered with ballastlsubballast at the Contractor's expense. Inspection of geotextile at crossings should be performed only at the discretion of the Engineer and Representative. E. Testing for Defects Upon completion of the track construction, the Contractor shall have the rail tested by ultrasonic methods. Ultrasonic testing shall be done by a contractor who is normally engaged in this type of testing and who has a minimum of five years' experience. The Contractor shall schedule a rail testing machine and notify the Engineerand the Representative of the type of machine and schedule. Contractor -furnished rails that are found to be defective shall be removed and replaced by the Contractor at no additional cost. Contractor -furnished joint bars and compromise joint bars found to be cracked or broken shall be removed and replaced at no additional cost. The Contractor shall notify the Engineerand the Representative at least seven days in advance of testing. 192 RECORD OF FIELD WELD INSTALLATION WELD NUMBER FINAL INSTALLED LOCATION 'TRACK STATION RAIL L. R. (Circle) DATE TIME AM / PM (Circle) AIR TEMPERATURE OF. RAIL TEMPERATURE OF. WELD KIT MANUFACTURER WEATHER RAIL GAP (NEAREST 1/16 IN.) RAIL CUT REQUIRED? YES NO (Circle) BACK RAIL MANUFACTURER USED RAIL? YES NO (Circle) YEAR/MONTH ROLLED HEAT NUMBER AHEAD RAIL MANUFACTURER USED RAIL? YES NO (Circle) YEAR/MONTH ROLLED HEAT NUMBER REMARKS: ULTRASONIC TEST DATE AND RESULTS KIT MFG, REPRESENTATIVE PRESENT WELDING FORMAN (Initial) ENGINEER AND REPRESENTATIVE'S REPRESENTATIVE PRESENT RECORDER (Initial) (Signed) RECORDER (Initial) (Signed) 193 9.4 MEASUREMENT AND PAYMENT Each bid item will be measured in the unit listed in the Bid Schedule. Measured materials must be actually used or installed in the completed work. No measurement will be made for wasted materials or materials used for the convenience of the Contractor. The quantities thus determined will be paid for at their respective unit prices as shown in the Unit Price Schedule. This payment will constitute full compensation for furnishing materials, equipment, and labor and incidentals necessary to complete the work required, as well as for removing and properly disposing of replaced materials. Any required work or materials, such as lubricants and creosote, which are not listed on the Unit Price Schedule, shall be considered subsidiary to the items listed, and their cost shall be included in the costs for the listed items. Bid items are self-explanatory except as described below. 9.4.1 Track Track will be paid for on a unit price for "Furnish and Install Track" of constructed track per track foot of installed rail. Payment will include furnishing, cutting, and drilling, installing and delivering all material necessary to complete the track construction. 9.4.2 Joint Bars Joint bars will be included within the "Furnish and Install Track" bid item. 9.4.3 Compromise Joints Compromise joints will be included within the "Furnish and Install Track" bid item 9.4.4 Turnouts Turnout construction will be measured and paid for at the contract unit price for R "Install New Turnouts." Each turnout shall include the complete switch, switch stand, connecting rod, switch rods, attachments, switch points, slide plates, rail braces, frog, fillers, joint bars and track bolts for the switch and frog, switch ries, and all other required items including rail, rail anchors, standard tie plates, and spikes. Ballast will be paid for at the unit price for ballast. The pay limit for turnout construction begins at the center of the No. "0" tie at the front of the turnout to the last long switch tie of the rear of the turnout. 9.4.5 Crossties and Switch Ties Crossties will be included within the "Furnish and Install Track" bid item Switch ties will be included with the "Install New Turnout" bid item 9.4.6 Geotextiles Geotextile quantities will included within the "Furnish and Install Roadway Crossing" bid item. Payment for materials used in laps, seams, or extra lengths such as anchorage and for associated equipment, such as securing pins along with the associated materials, equipment, labor, and operations, is included in the contract and shall not be paid for separately. Materials must be actually used or installed in the completed work. 9.4.7 Subballast 194 Subballast measurements shall be based upon certified scale tickets. Payment for subballast material will be made at the contract unit price per net metric ton of each gradation acceptably furnished and placed and compacted on the track bed for "Furnish, Place, and Compact Subballast." 9.4 .8 Track Spikes , Track spikes will be included within the "Furnish and Install Track" bid item 9.4.9 Track Bolt Assembles Track bolt assemblies will be included within the "Furnish and Install Track" bid item 9.4.10 Tie Plates Tie plates will be included within the "Furnish and Install Track" bid item 9.4.11 Rail Anchors Rail anchors will be included within the "Furnish and Install Track" bid item. 9.4.12 New Gage Rods New gage rods will be included within the "Furnish and Install Track" bid item 9.4.13 New Derails New derails will be measured and paid for at the contract unit price per each No. 10 new derail acceptably furnished and installed under the bid item "Furnish and Install New Derails." 9.4.14 Rail Welding Rail welding will be included within the "Furnish and Install Track" bid item No payment will be made for replacement rails or replacement welds found unacceptable by ultrasonic testing. 9.4.15 Track Construction Track construction is defined as the initial construction of track or total reconstruction of track from the top of subgrade up. This pay item is included within the "Furnish and Install Track" bid item, and all plant, equipment, and labor necessary to install rail, ties, and track materials and construct the track in accordance with this specification. Track construction will be measured and paid for by the linear track foot for construction acceptably performed. a. Minor shifting of existing track associated with the replacement of turnouts, or shifting less than three feet, is considered to be minor work incidental to related lining and surfacing work. b. Where track construction abuts a turnout, the pay limit for construction of various items will be the center of No. "0" tie in front of the turnout and the last long switch tie at the rear of the turnout. C. Rail, ties, and other track materials for use in track construction shall be included for measurement and payment under the contract unit price for 195 9.4.16 9.4.17 furnishing and installing the completed track assembly. Ballast and subballast shall be measured and paid for at the contract unit prices for "Furnish and Install Ballast" and "Furnish, Place, and Compact Subballast." Grade Crossing Surface Installation Grade crossing surface installation will be measured by the linear track foot of crossing surface acceptably installed and paid for at the contract unit prices for the items listed below: TYPE DESCRIPTION 4A CONCRETE: PRECAST CROSSING PANELS/SYSTEMS Ultrasonic Testing of Rail Ultrasonic testing will be measured by the linear track foot and will be paid for as `Ultrasonic Testing." 196 SECTION 10 - RAIL WELDING 10.1 INTRODUCTION 10.1.1 Description A. This section specifies materials, equipment and labor, provided by Contractor as required, to weld together the abutting ends of all rail. Rail ends shall then be welded together using an Electric -Flash Butt Welding Process. Ends of each strand of CWR will require rail ends to be welded together using a thermite welding process after rail is laid/track constructed. B. Welds 1. Electric -Flash Butt Welding Process a. Holland Company b. Plasser American Corporation C. Any other company (Railroad or Contractor) or process must be approved by the Engineerand the Representative. 2. Thermite Welding Process a. Boutet b. Orgothermite C. Any other company (Railroad or Contractor) or process must be approved by the Engineerand the Representative. C. Related Work Specified Elsewhere 1. Section 9, General Track Construction 2. Section 13, Special Track Work v 3. Section 14, Ballasted Track Construction 10.1.2 References The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN RAILWAY ENGINEERING ASSOCIATION (AREA) Manual for Railway Engineering Specifications for Steel Rail; Fabrication of Continuous Rail; Thermite Welding Rail Joints AMERICAN WELDING SOCIETY (AWS) AWS: D1.1 la► 197 AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) _ ASTM: E 10, E 142, E 164, E 709 10.1.3 Submittals The Contractor shall submit the following for approval by the Engineer and Representative: A. Procedures 1. Include a complete description of each of the following items: -" a. The manufacturer's trade name for the welding process. b. The method used for cutting and cleaning the rail ends. C. The method used for maintaining the rail ends in alignment during welding. d. The method used for preheating the rail, including time and temperature. e. The tapping procedure for Thermite Welds, including the minimum time required to cool the weld under the mold insulation. f. The method used, including a description of special tools and equipment, for removing the upset metal and finishing the weld to the final contour. g. The manufacturer's recommended procedure for welding heat- treated rail, if different from requirements for standard rail. h. Method for controlling smoke, fumes and sparks from welding within indicated requirements. i. Quality Control Procedures. B. Certification 1. Welding Supervision for Thermite Welds a. Qualify each welding foreman and crew through a representative of the welding process manufacturer. Certifications must be submitted to the Engineer and Representative prior to any welds being performed. b. Have the rail welding process manufacturer witness the first satisfactory five welds made by each crew. Welding crews that produce more than ten percent defective welds will be barred from further work until re -qualified by the manufacturer and an Railroad Company welding supervisor. 198 1 C. All welding performed will be under the direct supervision of an experienced rail welding Supervisor or Foremen. C. Calibrations 1. All calibration equipment and calibration methods. D. Documentation 1. Prepare, maintain and submit to the Engineer and Representative a "Record of Field Weld" (form included at end of Section) indicating welding foreman, rail temperature, weather conditions, date and time of weld, station location, and Thermite kit manufacturer if applicable. 10.2 MATERIALS 10.2.1 Rail A. Rail for welding will be as specified in Section 9, "General Track Construction." B. Rail lengths less than 16'-6" shall not be used, except as directed by the Engineer and Representative. 10.2.2 Rail Welding Kits A. All Thermite welds shall be performed using the Thermite weld process (preheated type), as approved by the Engineer and Representative. 1. Standard rail molds and standard charges should be used when Thermite welding rails of the same size. 2. Compromise rail molds and the standard charge for the heavier rail should be used to Thermite weld rails of dissimilar size (e.g. 136 RE to 119 RE). B. Unless otherwise shown or specified, all rail welding shall conform to the Thermite rail welding kit manufacturer's recommended standards when welding heat-treated rail. 10.3 EXECUTION 10.3.1 Electric Flash Butt Welding Process Electric -flash butt welds must be performed during the installation of the welded rail on the project. The welding task will require the welding together of the 1,440 -ft strand ends after the rail has been laid in its final location. The welding process must be completed in accordance with the following requirements: A. Alignment of rails in the welding machine will be done on the head of the rail. 1. Vertical alignment shall provide for a flat running surface. Any difference of height of rails shall be at the base. 199 2. Horizontal alignments should be laid such that any difference in the width of heads of new rails should be divided equally on both side of the head. Where the difference, when divided, exceeds 0.040 inch and the gage side is predetermined, it may be desirable to align the gage side of the head, allowing any different in the width of heads to occur on the field side. For relay rails, horizontal alignments should be laid in such a manner that the webs will be straight, and any difference in the width of the heads may be finished by grinding. 3. Horizontal offsets shall not exceed 0.040 inch in the head and/or 0.125 inch in the base. B. Surface Misalignment Tolerance 1. Vertical Crown Camber at ambient temperature shall not exceed 0.060 inches. 2. Vertical Offset at ambient temperature shall not exceed 0.030 inches. 3. No Dip camber shall be allowed. 4. The hot weld tolerance at the inspection station will vary and should be established by practice. C. Gage Misalignment Tolerance Combined Horizontal Off -set and Horizontal Kink Camber at ambient temperature shall not exceed .060 inch. D. A finishing deviation of not more than plus or minus 0.005 inch of the parent section of the rail head surface should be allowed. E. The sides of the rail head should be finished to plus or minus 0.010 inch of the parent section. The bottom of rail base should be finished to within 0.010 inch of the lowest rail. F. The web zone (underside of head, web, top of base, both fillets each side), shall be finished to within 1/8 inch of parent contour or closer but shall not be deeper than parent section. Finishing shall eliminate all cracks. G. All notches created by offset conditions or twisted rails shall be eliminated by grinding to blend the variations. H. All fins on the weld due to grinding and/or shear drag shall be removed prior to final inspection. I. All welds giving fault indication in magnetic particle inspection shall be rejected. I All rails used for electric flash butt welds shall have the scale removed down to bright metal in those areas of the rails where the welding current - carrying electrodes contact the rail. The weld and adjacent rail for a distance clearing the electrodes shall be rejected if in the areas of electrode _ contact there is not more than 95 percent of the mill scale removed. Rails f showing evidence of electrode burns shall be rejected. An electrode burn is considered to exist where the metal has been displaced. —. 200 K. All electric -flash butt welds shall be forged to the point of refusing further plastic deformation and shall have_a minimum upset of 1/2 inch, with 5/8 inch as standard. L. If flashing on electric -flash butt welds is interrupted because of malfunction or external reason, with less than 1/2 inch of flashing distance remaining before upsetting, rails shall be clamped in machine and flashing initiated again. M. Whenever possible, grinding shall be performed immediately following welding and at an elevated temperature. When grinding must be performed .. , at ambient temperature, care must be taken to avoid grinding burns and metallurgical damage. N. Where jagged, notched, or badly mismatched cuts are made by cutting torch on rails for electric -flash butt welding, the mismatched end faces shall be pre -flashed to an even or mated condition before setting up rails for preheating and final flashing. This shall be done to assure that the entire surfaces of rail ends are uniformly flashing immediately preceding upsetting. Torch cutting of rail is not allowed for any reason. O. When a weld is torch cut for re -weld, or when a rail is cropped by torch cutting, the weld must be made as soon as possible, but not to exceed 15 minutes after cutting, to prevent deep thermal cracks from forming on the cut rail end faces. If this cannot be done, the rail ends must be cut back a minimum of three inches before making the weld. Torch cutting of rail is not allowed for any reason. P. It is recommended that a straightening press be included in a welding production line to help achieve or improve upon the alignment of items B, n C and D. Q. It is recommended that a chart recorder be used with each welding production line to monitor the significant welding parameter. Calibration should be made daily for each recorder. 10.3.2 Thermite Welding Process Thermite welding process shall conform to the following requirements: A. The preferred gap for all weights or rail is one inch; however, a maximum gap of 1-1/8 inch is permissible. - B. When drilling an end bolt hole in rail to be welded, the distance from end of rail to edge of end bolt hole must be at least 1-7/8 inch. C. Do not weld rail with damaged, elongated, or improperly drilled bolt holes. D. If the gap between rail ends is too small, cut the ends to proper gap. It is preferable to use a saw to make this cut. Line up rail using wedges so rails line up within 0.060 inches, as measured with a 36 -inch straightedge and taper gage. E. Clean the rail for a distance of four inches from end with a torch and wire rush until area is free of grease, rust, and other material. 201 F. Space ties to at least 4-1/2 inches to five inches from the end of the rail. This permits easy application and packing of the base plate. G. Clean steel base plates and jackets so base brick and side molds fit freely. H. Place the side molds in the proper jackets so the pin inside the jacket fits in the recess in the balk of the mold at the bottom I. Apply refractory paste to edge of the base brick along the small gap between the brick and the metal base only. Clamp the base plate to the rail making sure the rail ends are exactly centered in the recess in the brick base. J. Tighten screws only enough to hold bottom mold firmly against the base of the rail. K. Fit the side molds one at a time, centering them over the gap at the top and the bottom of rail. L. Place molds in firm contact with the rail. M. Cover the molds so no packing sand or other matter may accidentally fall in. N. Use premixed luring sand to pack molds so all seams and joint cracks are covered with a minimum layer. O. After packing molds, start preheating within ten minutes. P. Heat crucible with a gasoline preheating unit or with an approved torch until steam stops escaping from the square holes of the metal crucible shall. and until the outside of the shell is hot to the touch. If placing new crucible in service, clean crucible and run 1/2 charge through to assure that all moisture is eliminated and liner is coated with slag. Q. If the time between welds is two hours or more, reheat the crucible. The need to- reheat varies with weather conditions, but it is critical when working in wet or cold weather. R. Pour the bag of oxide charge carefully over the top opening of the pipe to ensure that the charge reaches the center of the thimble top. Prevent any inward movement of the insulating material when gently removing the pipe after filling. Empty the entire bag of oxide into the crucible and make, by hand, a cone-shaped mound. Do not attempt to make a weld with a punctured oxide charge, because a portion of the moisture may have been lost. Each charge contains several alloying ingredients that are measured individually for each charge. Using a partial charge or adding a portion of a different charge can seriously affect the chemistry of the weld. S. Preheat using a gasoline preheating unit, or a special oxy-propane torch tip and stand. T. Preheat for five to eight minutes, depending on the section being welded, the weather conditions, the method of preheating, and the condition of the preheating equipment. Adjust the time slightly, according to what a visual inspection indicates. 202 "' 203 U. Fix the crucible support clamp to the rail, making sure it is tight, straight up and down, and about three inches from the edge of the mold clamp. V. Place the crucible support on the rail clamp so that the crucible sits straight, approximately one inch above the top of the molds. Heat rail ends and molds evenly. W. When preheating with a torch, center it, making sure it is straight and it is set 1-1/2 inch to 1-3/4 inch above head of rail. This applies for all sizes of rail. X. Make sure the web glows a bright red/orange with no signs of "sweating" or melting. Y. Make sure the ball and base glow just a dull red and that they have no apparent black areas. Z. If the rail shows signs of melting, cut the torch back. Do not decrease the time. AA. If rail is not hot enough, either turn up the torch or increase the time to two minutes. r-� BB. After preheating, place the diverting plug in the top of the mold. CC. Align the crucible over center of mold, and ignite the charge. DD. After completing the pour, remove the crucible and stand. EE. Do not move slag basin until three minutes after the pour. FF. Set the slag basin only in a level, dry area. This area must be free of water, snow, and ice. Do not dump slag basin until its contents have completely solidified. GG. Break the top of mold off 4-1/2 to five minutes after pouring. HH. Shear top and risers. II. Remove base plate. JJ. Because moving the rail too soon can tear or bend the weld, allow at least ten minutes before removing wedges after the pour, KK. Properly dispose of all waste material from the welding process. Note: When welding during rain or heavy snow, carefully cover the work so moisture cannot fall on molds, crucible, or molding materials. Any moisture in the mold causes a porous, defective weld. Any moisture in the charge causes a violent reaction, which may cause injury to workers nearby. Moisture on the rail causes a temperature drop that in turn causes enough movement to pull the weld apart, unless the rail is securely held by a rail -puller. Also, there is a danger of moisture causing hot steel to splash out of the crucible. LL. While the weld is still warm, finish grind weld to conform to the size and shape of the adjacent rail. "' 203 10.3.3 10.3.4 MM. After finishing grinding, re -space and re -spike ties so ties are away from edges of the weld. Never place tie plates directly under a weld. Replace anchors no closer than one inch from the weld. NN. Handle molds and base bricks with care, at all rimes in order to prevent breakage and to keep them dry. 00. Store Thermite oxide charges only in dry places. Never use a Thermite oxide charge that is wet, has been wet, or is even suspected of containing moisture. Record of Welds A. Mark a sequential weld number on the rail immediately adjacent to the weld using a quality lead paint marker at the time the weld is made. B. Number welds sequentially in the order in which they are made. C. The Engineer and Representative will provide the Contractor with the initial weld number. D. When defective welds are replaced, assign a new sequential number to the new weld by adding a letter to the defective weld number. _ Weld Quality Control A. Inspection 1. Each weld must be checked using a 36 -inch straight edge and a taper gage to verify vertical and horizontal alignment. Vertical alignment will be measured along the centerline of the rail head. Horizontal alignment will be measured 0.625 inches (5/8") below the top of the rail. Surface and gage misalignment tolerances must meet criteria as specified in Part 3.1 above. 2. Visually ensure that each completed weld has full penetration and complete fusion and is entirely free of cracks and fissures. B. Weld Testing 1. All personnel who will be performing welding tests must be qualified — in accordance with AWS D1.1. 2. All welds will be tested .at the time of welding. 3. Each weld must be tested using the dry powder magnetic particle method in accordance with ASTM E709, "Dry Powder Magnetic Particle Inspection." 4. A welding record, similar to the example included at the end of this section, shall be prepared and submitted to the Engineer and Representative for all welds or welding performed. C. Final Rail and Weld Testing 204 .. 1. Ultrasonic tests will be performed by the Contractor upon installation of rails in final track position. a. Railroad Company-approved independent weld testing laboratory will be used. b. Entire rails and welds will be tested. At the time of testing, the testing service shall mark their findings as to acceptability or rejection of the weld itself. 2. All welds made by the Contractor and determined to be faulty in the ultrasonic inspection will be marked to be cut out and re-welded by the Contractor. Minimum rail length used to replace welds will be 16 feet 6 inches. +^�+ 10.4 MEASUREMENT AND PAYMENT 10.4.1 Measurement Oak The work specified in this section will be considered incidental to the construction of the track system. 10.4.2 Payment No payment will be specified for track welding. All welds are considered incidental to the construction of the track system and should be included within the '" track construction bid item SECTION 11- OTHER TRACK MATERIALS 11.1 INTRODUCTION 11.1.1 Description A. The Work of this Section consists of furnishing and installing miscellaneous Other Track Materials (OTM), including (but not limited to): track spike; track bolts, nuts, and spring washers; joint bars; compromise joint bars; tie plates; rail anchors; insulated gauge plates, insulated switch rods; brace plates; and steel boxes. B. Related Work Specified Elsewhere — 1. Section 9, Railroad Specifications 2. Section 12, Track Conditions 11.1.2 References The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN RAILWAY ENGINEERING ASSOCIATION (AREA) Manual for Railway Engineering (AREA Manual) Portfolio of Trackwork Plans (AREA Portfolio) AMERICAN WELDING SOCIETY (AWS) AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) AMERICAN ASSOCIATION OF RAILROADS (AAR) AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) 11.1.3 Submittals A. The Contractor shall submit Certificates of Compliance for all signal and — track materials furnished under this Contract. B. If requested by the Engineer and Representative, the Contractor shall submit samples of new and/or used track materials that are proposed for use on this Project. 11.2 MATERIALS 11.2.1 Track Spikes 206 The Contractor shall supply new track spikes conforming to the requirements of the AREA Manual, Chapter 5, Part 2, Section 2. 1, "Specifications for Soft Steel Track Spikes" or Section 2.2, "Specifications for High Carbon Steel Track r Spikes". Spikes shall be 6 inch by 5/8 inch and conform to the dimensions specified in the AREA Manual, Chapter 5, Part 2, Section 2.3, "Design of Cut Track Spike". Track spikes shall be delivered to the Job Site in Engineer and Representative -approved containers (kegs). 11.2.2 Track Bolts, Nuts, and Spring Washers The Contractor shall supply track bolts, nuts, and spring washers conforming to the following requirements: 207 A. Track Bolts and Nuts Track bolts and nuts shall be new and shall conform to the dimensions ., specified in the AREA Manual, Chapter 4, Part 1, Section 1.3, "Rail Drilling, Bar Punching, and Track Bolts", and Section 1.4, "Design for Track Bolts and Nuts". Track bolts and nuts shall conform to the requirements of the AREA Manual, Chapter 4, Part 2, Section 2.9, "Specifications for Heat Treated Carbon Steel Track Bolts and Carbon Steel Nuts". t.. B. Spring Washers Spring Washers shall be new and shall conform to the requirements of the AREA Manual, Chapter 4, Part 2, Section 2. 10, and Section M12, "Spring Washers" and AREA Portfolio, Plan No. 100, "Specifications for Special Trackwork" ,., 11.2.3 Tie Plates The Contractor shall supply new double -shouldered, canted tie plates conforming to the following requirements: A. Size Tie plates shall be AREA Plan 8, 7 3/4 -inch by 14 -inch, 8 -hole punch tie plates for 5 -1/2 -inch base rail. B. New Tie Plates New tie plates shall conform to the requirements of the AREA Manual, Chapter 5, Part 1, Section 1. 1, "Specifications for Steel Tie Plates". 11.2.4 Rail Anchors The Contractor shall supply all rail anchors required for this Project. Rail anchors shall be new Channeloc-type tail anchors manufactured by Chemtron True Temper. Rail anchors shall be sized to conform to the rail section used. Tail anchors shall conform to the AREA Manual, Chapter 5, Part 7, Section 7. 1, "Specifications for Rail Anchors." 11.2.5 Joint Bars - Joint bars, if required, shall be supplied by the Contractor. Joint bars shall be new and of the size, shape, and punch necessary to fit the rail sizes and sections being 207 joined. Joint bars shall conform to the requirements of the AREA Manual, Chapter 4, Part 2, Section 2.8, "Specifications for Quenched Carbon -Steel Joint Bars, Microalloyed Joint Bars, and Forged Compromise Joint Bars." Only factory -designed and -produced joint bars shall be used to join rails. 11.2.6 Compromise Joint Bars Compromise joint bars, if required, shall be supplied by the Contractor. Compromise joint bars shall be new and of the size, shape, and punch necessary to fit the rail sizes and sections being joined. Compromise joint bars shall conform to the requirements of the AREA Manual, Chapter 4, Part 2, Section 2.8, "Specifications for Quenched Carbon -Steel Joint Bars, Microalloyed Joint Bars, and Forged Compromise Joint Bars". Only factory -designed and -produced (forged or cast) compromise joint bars shall be used to join rails of different sizes and/or sections. 11.2.7 Insulated Joints Insulated joints shall be Allegheny Rail Products, Inc. Toughcoat Joint, or an approved equal. 11.2.8 Insulated Gauge Plates A. Insulated gauge plates shall conform to AREA Portfolio of Trackwork Plans and AREA Manual for Railway Engineering, except as modified herein. Insulated gauge plates shall consist of welded shoulder design for spring clip connections to hold rail in place. B. Rail stops as required for adjustable braces and shoulders for non -threaded resilient clips shall be welded to their respective plates. All welds shall conform to American Welding Society Standards. All steel for use with the top plate shall conform to ASTM A36. Holes in steel plates shall be drilled through each plate perpendicular to its face and shall be clean cut without torn or ragged edges. Plates shall conform to the listed tolerances, and tolerances shall not be cumulative. 1. The thickness of the plate shall to be to a tolerance of +1/32 inch. 2. The special trackwork plate, when placed on a horizontal support, shall not have a middle ordinate greater than 0.001 inch per inch of length when a wire stringline or straight edge is placed from one end of the fastener to the other end on the concave side; the middle ordinate is - determined by measuring the distance between the plate surface and the stringline or straight edge. Surface downsweep or upsweep shall be uniform. 3. Hole dimensions shall be within +1/32 inch. 4. Hole centerline locations shall be within a tolerance of+1/16 inch. 5. The thickness of plate rail stops and riser plates shall be to a tolerance of+1/32 inch. 6. The edge of rail stops and riser plates parallel and adjacent to the base of the running rail shall be straight to a tolerance of +1/32 inch. 208 7. The transverse dimensions of rail stops shall be to a tolerance of ±1/32 inch. 8. Dimensions, except those listed above, shall be to a tolerance of ±1/8 inch. Steel boxes shall be furnished to house bootlegs and narrow band shunts in paved M* track and shall be of the proper height to match the top of the adjacent running rail. �..w Steel boxes shall be capable of supporting AASHTO HS -20 loads. Boxes shall be seam welded and ground smooth. Boxes shall be painted with ANSI 61 Gray, air- dry enamel. Boxes shall be Progressive Rail Services Shunt Box Drawing Number 9812901SMD-1-3 and Bootleg Box Drawing number 98012901SMD-1-4 or approved equal. 113 EXECUTION 11.3.1 Track Spikes Track spikes shall be installed as specified in Section 12, Track Construction. Excess spikes remaining at the conclusion of the Contract shall be placed in �* container(s) and removed from the job site. . 209 C. Rail braces shall be boltless and adjustable for use with non -treaded resilient clips. ,;.. D. Turnout gauge shall be 4 feet 8 1/2 inches. E. Insulation for gauge plates will be a flat cross ply non -woven fiberglass reinforced epoxy resin as manufactured by 3-M or equivalent. The assembly shall use a 3/4 -inch swag fastener collar. 11.2.9 Insulated Switch Rods A. All switch rods shall be insulated, constructed, assembled, and tested in accordance with AAR Manual Part 116, Signal Section Specification 216- 46, "Assembly and Test of Insulated track Fittings." The position of all nuts shall be maintained by 1/4 -inch cotter pins. B. Switch rods shall be 1-1/4 inch by 2-1/2 inch bar stock of sufficient length for each rod to extend under the stock rail in either thrown position. C. Switch rod No. 1 shall be designed to attach a conventional connecting rod. Connecting rod bolt shall be vertical in the installed position. Switch rod shall be drilled to accept a 1 -1/8 -inch diameter connecting rod bolt. D. Clearance gap between the top of the vertical switch rod and the base of stock rail shall be 1/16 to 3/16 inch. 11.2.10 Brace Plates Brace plates shall have rail braces that are boltless and adjustable for use with non - threaded resilient clips. Brace plates shall conform to the applicable requirements given for insulated gauge plates. 11.2.11 Steel Boxes Steel boxes shall be furnished to house bootlegs and narrow band shunts in paved M* track and shall be of the proper height to match the top of the adjacent running rail. �..w Steel boxes shall be capable of supporting AASHTO HS -20 loads. Boxes shall be seam welded and ground smooth. Boxes shall be painted with ANSI 61 Gray, air- dry enamel. Boxes shall be Progressive Rail Services Shunt Box Drawing Number 9812901SMD-1-3 and Bootleg Box Drawing number 98012901SMD-1-4 or approved equal. 113 EXECUTION 11.3.1 Track Spikes Track spikes shall be installed as specified in Section 12, Track Construction. Excess spikes remaining at the conclusion of the Contract shall be placed in �* container(s) and removed from the job site. . 209 11.3.2 Tie Plates The plates shall be installed as specified in Section 12, Track Construction. Excess tie plates remaining at the conclusion of the Contract shall be removed from the job site. 11.3.3 Rail Anchors -- Rail anchors shall be installed in accordance with the requirements of Section 12, Track Construction. Excess rail anchors remaining at the conclusion of the Contract shall be removed from the job site. 11.3.4 Bolts, Nuts, and Spring Washers A. The various rail, joint bars, and rail drillings require various lengths and diameters of bolt assemblies. The Contractor shall determine the number of bolt assemblies of each size required. In general, all bolt diameters shall be the largest possible for a given rail drilling and joint bar punching. Bolts shall be the proper lengths for the joint bars to allow at least one full bolt thread to extend past the outside of each nut. Spring washers and nuts shall be of sufficient size to insure that spring washers develop their full reactive forces and do not jam in the joint bar holes. B. Bolt assemblies, if required, shall be delivered in approved containers (kegs). C. Bolt assemblies shall be installed as specified in Section 12, Track Construction. —� 11.3.5 Joint Bars Joint bars shall be installed in accordance with the requirements of Section 12, Track Construction. 11.3.6 Compromise Joint Bars Compromise joint bars shall be installed in accordance with the requirements of Section 12, Track Construction. 11.3.7 Insulated Joints Insulated joints shall be installed in accordance with the requirements of Section — 12, Track Construction. 11.3.8 Insulated Gauge Plates Insulated gauge plates shall be installed in accordance with the requirements of Section 12, Track Construction. 11.3.9 Insulated Switch Rods Insulated switch rods shall be installed in accordance with the requirements of Section 12, Track Construction. 11.3.10 Brace Plates 210 Brace plates shall be installed in accordance with the requirements of Section 12, Track Construction. 11.3.11 Steel Boxes Steel boxes shall be installed in accordance with the requirements of Section 12, Track Construction. ,. 11.4 MEASUREMENT AND PAYMENT ...: 11.4.1 Measurement There will be no separate measurement for the work in this section. 11.4.2 Payment There will be no separate payment for the work in this section. r- r- r r 211 SECTION 12 TRACK CONSTRUCTION 12.1 INTRODUCTION 12.1.1 Description A. The work in this section consists of the installation of miscellaneous track components as shown on the Contract Drawings and as specified herein. B. Related Work Specified Elsewhere 1. Section 9, Railroad Specifications 2. Section 10, Rail Welding 3. Section 13, Other track Materials 12.1.2 References The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN RAILWAY ENGINEERING ASSOCIATION (AREA) Manual for Railway Engineering (AREA Manual) Portfolio of Trackwork Plans ( AREA Manual) 12.1.3 Submittals A. The Contractor shall submit Certificates of Compliance for Contractor - furnished materials incorporated in the work as specified in the related sections. B. The Contractor shall submit detailed information concerning the type, model, age and condition of equipment to be used for the work. This submittal is for the information of the Engineer and Representative. C. The Contractor shall submit a designation of line and profile rail. D. Material sources and test data reports as specified in the relevant sections. 12.2 MATERIALS 12.2.1 The Contractor shall supply all materials required for the proper and timely completion of the project as specified in the relevant sections. This includes the specific sections and other materials not specifically identified as Contractor - supplied in the relevant sections but required for the proper completion of the work to current industry standards. 12.2.2 Rail shall conform to the requirements of Section 9, Railroad Specifications. 12.2.3 Other track materials shall conform to the requirements of Section 13, Other Track Materials. 212 v�* 12.2.4 All other material as required for the proper completion of the work. k 12.3 EXECUTION 12.3.1 General Track construction shall conform to the requirements of the AREA Manual, Chapter 5, Part 4, Section 41, "Specifications for Track Construction," except as modified herein. 12.3.2 Sequence of Work A. The Contractor shall coordinate all work with affected utility companies, and any other Contractors working in or adjacent to the Project area. ^"^ B. The Contractor is not obligated to perform work in any particular sequence but should be prepared to explain reasons for work sequencing in any given portion of the Contract. a 12.3.3 Existing Facilities The Contractor shall conduct trackwork operations to avoid damage to existing ditches, drainage structures, fences, utilities, buildings and other structures (except where designated for removal in the Contract Drawings). All damages to existing facilities shall be repaired by the Contractor at the Contractor's expense. r 12.3.4 Tools and Equipment Tools used in track construction shall conform to the requirements of the AREA Manual, Chapter 5, Part 6, "Specifications and Plans for Track Tools," or an approved equivalent. All tools shall be calibrated as appropriate for use. 12.3.5 Rail Fastening A. Tie plates shall be positioned on the tie such that the shoulder has full bearing against the base of the rail. The plate should be centered on the tie width, except that the plate shall be positioned up to 1/2 inch off -center if necessary to avoid spiking into an existing tie split. B. The proper gauge shall be verified immediately prior to spiking. C. Spikes shall be started and driven vertically and square with the rail and shall have full bearing against the side of the rail base. Spikes shall not be over -driven; a gap of about 1/8 inch shall remain between the underside of the spike head and the top of the rail base. Spikes shall not be bent over or hit from the side to correct a crooked spike. D. Spikes shall not be driven through the spike notches of toed or skirted type joint bars, nor against the base of rail within six inches of a joint bar. Tie plates beneath rail joints shall be selected and applied so as to permit spiking through the tie plate on both sides of the rail at the outer edges of the joint bar toe. Spikes though the notches in the joint bars shall not be removed and re -spiked unless designated by the Engineer and Representative. 12.3.6 Rail Joints "" 213 12.3-6 Rail Joints Installation of insulated and non -insulated rail joint and bolt assemblies shall conform to the requirements of Section 11, Other Track Materials, and shall be prepared an installed as follows: A. The fishing area shall be cleaned of all mill scale, rust, and dirt by wire brushing, compressed air, solvents, or a combination of these or other methods. B. Metal rail expansion shims shall be used when laying rail (except insulated joints). Shim design shall be subject to the approval of the Engineer and Representative. Wood sticks shall not be acceptable. The Contractor shall have a large enough supply of each shim available to permit rail laying to progress without delay. C. Bolt Assembly Installation and Tightening: 1. Joint bars shall be installed with their full number of bolt assemblies unless otherwise noted. Bars shall be properly seated on the rail and the bolts tightened beginning at the center of the joint and working toward the ends of the bars, alternating between rails. Bolts used shall be of the proper diameter and length for the rail and joint bars at the joint. The use of extra washers to shim out track bolt nuts is prohibited. _ 2. Bolts shall be tightened to a level that will produce a bolt tension of 20,000 to 30,000 pounds. Bolts shall be tightened in sequence, beginning at the joint center and working outward. The nut is sufficiently tight when the spring washer (nutlock) is fully compressed and closed flat against the joint bar. Insulated joint bolts shall be tightened in accordance with the manufacturer's instructions. _ 12.3.7 Rail Anchoring A. Rail shall not be anchored until after the cross ties are tamped up and the ballast is properly dressed. B. Rail anchors shall be applied by methods approved by the anchor manufacturer. 12.3.8 Insulated Gauge Plates A. Gauge plates shall be installed at locations indicated on the Contract Drawings. All holes in the plate shall be fully spiked. B. After installation of the gauge plate, the plate shall be lubricated with a dry, graphite, insulating, film -type lubricant such as Dixon 500 or approved equal. C. After installation of the gauge plate, the switch shall be adjusted for complete and easy hand throwing to both the normal and reverse positions. 12.3.9 Insulated Switch Rods A. Insulated switch rods shall be installed at various locations as required. 214 -- B. After installation of the switch_ rods, the switch shall be adjusted for complete and easy hand throwing to both the normal and reverse positions. 12.3.10 Brace Plates Brace plates shall be installed at various locations as required. All holes in the plates shall be fully spiked. 12.3.11 Steel Boxes A. Steel boxes shall be installed at various locations as required and for narrow band shunts and track wire connections in paved track. Steel boxes shall be installed in accordance with the manufacturer's instructions. B. Steel boxes shall be installed such that the top surface of the box is located 1/4 inch below the top of rail. 12.3.12 Rail Plugs A. Rail plugs shall be installed at various locations as required and to replace insulated joints in welded rail. B. Minimum length of rail plugs shall be thirteen feet. Plugs shall be thermite welded at both rail ends. Plugs shall be 115 RE rail, and they shall be ground to match the profile of the existing adjacent rail ends. C. Rail shall be spiked and anchored as specified herein. Existing spike holes shall be plugged with treated tie plugs that are approved by the Engineerand the Representative. 12.4 MEASUREMENT AND PAYMENT 12.4.1 Measurement There will be no separate measurement of the work in this section. 129.4.2 Payment. There will be no separate payment of the work in this section. 215 SECTION 13 — SPECIAL TRACK WORK 13.1 INTRODUCTION 13.1.1 Description A. This section specifies the installing of the following special trackwork: 1. Turnouts and switch stands. 2. Switch point derails. 3. Sliding derails. A. Related work specified elsewhere: 1. Section 9, General Track Construction 2. Section 10, Rail Welding 3. Section 14, Ballasted Track Construction 13.1.2 References The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN RAILWAY ENGINEERING ASSOCIATION (AREA) Manual for Railway Engineering BNSF Railway Company standard Trackwork Plans FEDERAL RAILROAD AMINISTRATION (FRA) Track Safety Standards 13.1.3 Submittals Prepare and have approved a description of the procedures to be employed in the execution of the special trackwork installation at least thirty calendar days before beginning the work. Place particular emphasis upon alignment and clearances, as well as the methods for checking both. 13.2 MATERIALS _ 13.2.1 Delivery, Storage, and Handling A. Special track materials, as specified in this section, shall be furnished by the Contractor. B. Delivery of special track material to the project site for unloading shall be -- coordinated through the Engineer and Representative, the Railroad 216 r B. Derails Packaged hand -throw switch point derails will be fiunished and installed by the Contractor. Upon installation, derails will be tested to ensure their proper working condition. 13.3 EXECUTION 13.3.1 Special Track — Turnout and Derail Installation A. Install turnouts and derails as specified herein. B. Space and align ties within the limits of special trackwork as indicated in the Design Plans. Install ties with the wider heartwood face down. Do not adze ries without prior written approval. Place switch ties within a tolerance of +1/2 inch of the location shown, except that ries adjacent to switch rods are to be placed within +1/4 inch of the location shown. C. Prior to installing plates, clean plates and ties to ensure full bearing of the plates on the ries. Install plates, special plates, and insulated gage plates as indicated within the limits of special trackwork. 217 Company Representative, and the Contractor. It will be the responsibility of the Contractor to unload special track material and transport the material from the storage location to the track location. Material shall be organized and stored in a manner that will eliminate confusion, loss of, or damage to material. C. The Contractor will be responsible for any damages to or loss of material once all rail cars have arrived at the temporary storage site. No material u + may be dropped from the rail cars. D. Ballast shall be furnished by the Contractor. Delivery of this material to the project site for unloading shall be coordinated through the Engineer and Sol" Representative, the Railroad Company representative, and the Contractor. 13.2.2 Furnished Special Track Material ,.., A. Turnouts 1. Turnouts, including rail, switch points, frogs, special plates, clips, guards, OTM, rods, and switch stands, will be furnished by the Contractor. Each turnout will contain all material required to install E a turnout, except for welding material. Rail will be new, head - hardened, and furnished in welded rail strings on a rail train. 2. Standard hand -throw switch stands with connecting rods will be furnished by the Contractor and installed on all turnouts. Upon completion of the Contractor's work, switch stands will be tested to insure their proper working condition. All switch stands will be complete in every respect and the throw rods adjusted for proper throw, including grinding of stock rails, if such is necessary for positive closure of switch point against stock rail. Switch stands and latches shall be securely fastened to headblock ties using 5/8 -inch ` bolts. B. Derails Packaged hand -throw switch point derails will be fiunished and installed by the Contractor. Upon installation, derails will be tested to ensure their proper working condition. 13.3 EXECUTION 13.3.1 Special Track — Turnout and Derail Installation A. Install turnouts and derails as specified herein. B. Space and align ties within the limits of special trackwork as indicated in the Design Plans. Install ties with the wider heartwood face down. Do not adze ries without prior written approval. Place switch ties within a tolerance of +1/2 inch of the location shown, except that ries adjacent to switch rods are to be placed within +1/4 inch of the location shown. C. Prior to installing plates, clean plates and ties to ensure full bearing of the plates on the ries. Install plates, special plates, and insulated gage plates as indicated within the limits of special trackwork. 217 D. Fully spike the special trackwork plates using screw spikes at the plate holding locations as indicated. Screw spikes firmly to top of the plate. Field bore screw spike holes 3/8 inch in diameter such that the bored depth _ is a minimum of four inches and a maximum of five inches. E. Surfacing and Aligning 1. Surface, tamp, and align special trackwork as specified herein and in Section, "Ballasted Track Construction". 2. Uniformly tamp ballast under both sides of each tie directly under each running rail within a space fifteen inches inside either rail to the ends of the ties. Both tracks must be level through the switch tie area. 3. Bring the top of the ballast section to one inch below the top of tie throughout the special trackwork units. Ballast shall not be in contact with any rail or metallic rail appurtenances. 4. Provide a 4 -inch clearance below the connecting rods and tie bar rods at operating and switch rods. 5. Conform the width and slope of the shoulders to the sections as shown in the plans. F. Final Alignment 1. The final surface and alignment of the special trackwork shall be within the tolerances specified for ballasted track in Section, "General Track Construction". 2. After final surfacing and aligning, dress and compact the ballast to conform to the ballast sections indicated. 3. In the event that the subgrade outside the toe of the slope is fouled or disturbed as a result of the Contractor's operations, the Contractor must replace and re -slope those portions of the subgrade and/or ballast. 4. After ballast is dressed, walkway ballast is to be installed and dressed in accordance with typical section details. 13.3.2 Joints All joints are to be welded as described in Section, "Rail Welding". 13.3.3 Lubrication A. Lubricate sliding surfaces of all special trackwork assemblies with Dixon L- 5550 graphite or equivalent. B. Clean surfaces free of foreign materials before applying the lubricant in accordance with the manufacturer's recommendations. 13.3.4 Field Maintenance 218 A. Maintain and protect installed special trackwork materials until final acceptance. riB. Special trackwork must be fully spiked and fastened before any trains can be operated over the track. Any incompletely constructed track must be protected by placing a switch point clamp on the switch points, forcing direction of travel away from the incomplete track. 13.3.5 Walkway Ballast A. Walkway Ballast shall be placed in locations as indicated on the Contract Drawings. B. Walkway ballast shall be placed around switch stands and along both sides of turnouts to provide safe and adequate walkways as required by the Railroad Company. 13.4 MEASUREMENT AND PAYMENT 13.4.1 Measurement A. Work described in this section, including on-site transportation; unloading, storage and handling of the materials; installation of all materials; and other work as specified in this section, will be paid for as follows: 1. Turnouts . Work specified in this section will be measured by each turnout installed. Installation of frogs, switch points, turnout rails, OTM, No. 20 and No. 10 switch ties, switch stand, rods, plates, ballast, and turnout welds will not be separately measured (except as otherwise defined) for payment but will be considered incidental to turnout installation. 2. Switch point Derail Installation Work specified in this section will be measured by each derail installed. Installation of switch point, guard rails; OTM, stock rails, switch ties, switch stand, rods, plates, ballast, and derail welds will not be separately measured for payment but will be considered �-+ incidental to derail installation. B. All items in this section not specified for measurement are considered incidental to ballasted track construction and will not be separately measured for payment. C. All special trackwork must be in place; properly lined, tamped and surfaced, -* as required; and ready for operation before any measurement will be made. 13.4.2 Payment A. Payment will be made for the following items at the Contract unit price, which price shall be considered full compensation for all work, complete - in -place, described in this section and other related sections of the contract, as well as for all materials, tools, labor, equipment, and incidentals necessary to complete the work. 219 B. Payment will be made under: Pay Item #10 Turnout Installation Derail Installation 220 Pay Unit Each Each 14.2 MATERIALS 14.2.1 Delivery, Storage, and Handling Material for ballast will be furnished by the Contractor. Delivery of ballast to project side for unloading must be coordinated through the Engineer and Representative, the Railroad Company Representative, and the Contractor. ren 14.2.2 Furnished Materials The Railroad Company shall furnish no material for ballasted track construction. "� 221 G SECTION 14 - BALLASTED TRACK CONSTRUCTION 14.1 INTRODUCTION r,,,, 14.1.1 Description A. This section specifies constructing ballasted track on constructed subgrade. Ballasted track construction includes, but is not limited to, placing ballast, ^' distributing and lining ties, installing and welding running rail, raising and lining track, and other incidentals as specified herein. Track on ballasted deck bridges is included. B. Unless otherwise specified, trackwork within in the limits of ballasted special trackwork units is included in this section. C. Related work specified elsewhere: 1. Section 9, General Track Construction 2. Section 10, Rail Welding 3. Section 13, Special trackwork 14.1.2 References The publications listed below form a part of this specification to the extent .-, referenced. The publications are referred to in the text by basic designation only. A. AREA: "Manual for Railway Engineering" B. BNSF: "Railway Company Standard Plans" C. FRA: "Track Safety Standards" 14.1.3 Submittals ., A. Submit descriptions of the proposed tampers, liners, and other track laying equipment. Subject the track laying equipment to inspection and acceptance by the Engineer and Representative prior to and during its use. B. Submit a proposed schedule and process of ballast placement procedures. 14.2 MATERIALS 14.2.1 Delivery, Storage, and Handling Material for ballast will be furnished by the Contractor. Delivery of ballast to project side for unloading must be coordinated through the Engineer and Representative, the Railroad Company Representative, and the Contractor. ren 14.2.2 Furnished Materials The Railroad Company shall furnish no material for ballasted track construction. "� 221 14.2.3 Unfurnished Materials The Contractor shall furnish all material necessary for completion of project. 14.3 EXECUTION 14.3.1 Ballasting Skeletonized Track A. All ties, rail, OTM, turnouts, switch point derails, and all related track appurtenances shall be assemblies that are bolted, welded, spiked or otherwise secured as specified herein, and they shall be within a few inches of the proposed final alignment prior to commencement of ballasting work. B. Ballast shall be installed in two regulated lifts, not exceed five inches per lift, with a final "skin" lift performed with a laser controlled machine. Ballast shall be placed to depths as specified on the contract drawings. Cribs shall be filled with ballast to within one inch of the top of fie. C. The Contractor shall take care to ensure that no damage occurs to paving, structures, and other items -in-place. The Contractor shall repair or replace damaged items as specified by the Engineer and Representative. D. Ballast at turnouts and derails shall be placed as specified herein. E. Ballast shall be kept clean and free of foreign materials during handling and placing operations. F. No hand tamping with shovels or picks will be permitted unless authorized by the Engineer and Representative. G. Power tampers used in tandem shall be of the same type and shall have identical tamping heads to produce uniform compaction. 14.3.2 Ballast Compaction A. Compact ballast with approved equipment specifically designed to compact the crib and shoulder . as _outlined in this Section. Equipment must be capable of compacting cribs where special track work does not interfere with its operation. B. Compact ballast until the stones are firmly locked and the surface is true and unyielding, displaying no deformation or movement under the compaction. C. Apply the compacting tools to both the crib and shoulder for three to six seconds at each successive crib. D. The work face of the compacting tool shall be a minimum of nine inches by fourteen inches, with the 9 -inch parallel to the rail. The compactor shall have a minimum of eight crib compacting tools, two on each side of each rail. 14.3.3 Track Surfacing A. Following placement of final ballast, perform final track surfacing. 222 223 B. Cribs shall be filled with ballast prior to surfacing. ._ C. Ties shall be at the proper position and bearing against the rail. D. Finished ballast shall be mechanically dressed to provide the proper section as shown on the contract drawings. E. Walkway ballast is to be installed alongside each track as shown on the contract drawings. Walkway ballast shall be compact enough to provide a �,.., firm, even walkway. 14.4 MEASUREMENT AND PAYMENT 14.4.1 Measurement r� A. Work specified in this section will be measured in linear track-feet installed. B. Work described in this section including the unloading, on-site transportation, storage, and handling of materials furnished by the .• Contractor; installation of all materials and rail welds (excluding turnout and derail); and other works as specified in this section; it will not be separately measured for payment but will be considered incidental to the construction of ballasted track. C. For the purpose of payment, rail welds (excluding turnout and derail) will be separately measured for payment. All rail cropping, saw cutting, welding materials and equipment, and preparation work will not be separately measured for payment by will be considered incidental to the performing of welds. For the purpose of payment, each weld will be ., measured as either an electric-flash butt weld or a Thermite weld. 14.4.2 Payment A. Accepted quantities of ballasted track construction will be paid for at the contract unit price per linear track foot for each type as specified here under complete-in-place. a-� The contract unit price shall be considered full compensation for furnishing all materials (excluding materials furnished by the Railroad Company), tools, labor, equipment, and incidentals necessary to complete the work as .. specified in this section, other relevant sections of the specifications, and the plans. B. Payment will be made under: Pay Item Pay Unit Construct New Track Track-Foot ^�+ Thermite Welds Each 223 SECTI4ON 15 —GRADE CROSSING SIGNAL SYSTEM CONSTRUCTION 15.1 INTRODUCTION 15.1.1 Introduction The work in this section shall consist of the furnishing and installation of grade crossing signal warning systems as shown on the Contract Drawings and as otherwise required for the proper and timely completion of work. The work includes, but is not limited to: installation of new crossing 15.1.2 References The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN RAILWAY ENGINEERING AND MAINTENANCE ASSOCIATION (AREMA) r-, Manual of Railway Engineering (AREMA Manual) Portfolio of Trackwork Plans (AREA Portfolio) AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) AMERICAN ASSOCIATION OF RAILROADS (AAR) AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) National Electrical Code FEDERAL HIGHWAY ADMINISTRATION Manual on Uniform Traffic Control Devices FEDERAL RAILWAY ADMINISTRATION (FRA) Rules and Regulations Governing Railroad Signal and Train Control Systems Track Safety Standards TEXAS DEPARTMENT OF TRANSPORTATION (TxDOT) Texas Manual on Uniform Traffic Control Devices (MUTCD) 15.1.3 Submittals The work will not be considered complete until the Contractor has submitted the following test reports to the Engineer and Representative and the Railroad Representative: 224 "'_ r-' A. Completion of FRA Test 234.249 B. Completion of FRA Test 234.251 C. Completion of FRA Test 234.253 D. Completion of FRA Test 234.255 E. Completion of FRA Test 234.257 F. Completion of FRA Test 234.259 G. Completion of FRA Test 234.261 H. Completion of FRA Test 234.263 1. Completion of FRA Test 234.265 J. Completion of FRA Test 234.267 K. Completion of FRA Test 234.271 15.2 MATERIALS 15.2.1 General All other work, including adjoining rail, shall be guaranteed against defects in material and workmanship, damage caused by normal wear and tear excluded, for a period of two years from the date of final acceptance. 15.2.2 Signal Material The Contractor shall furnish the following materials: A. Crossing Controllers The Contractor shall supply either Harmon HXP-3R or Saftran GC -3000. The system shall be Dual Redundant, with as few relays as possible. The manufacture shall be solid state controllers to the greatest extent possible. B. Batteries Batteries for the signal system shall be Nickel -Cadmium and maintenance - free. Batteries should be approved by the Engineer and Representative and the Railroad representative. t"^ C. Bonds The Contractor shall supply Caldweld (or approved equal) tab style or head ems+ free style 6-1/2 inches by 3/6 inch railhead joint bonds and powder. D. Web Bonds r�, 225 The Contractor shall supply Caldweld (or approved equal) track connectors (part No. SBT13BU4A) or 1 -inch sleeves, powder, and 3/16 -inch Bondstrand for web welded track connections and joint bonds. E. Conduit The Contractor shall supply 4 -inch Schedule `A' PVC rigid conduit throughout, from case to gate. F. Cable The Contractor shall supply Tamaqua #6 (Part No. 376056) and 910 (Part No. 376055) (or approved equal) stranded insulated single conductor cable that meets AAR insulation requirements for underground wire and 3/16 - inch Bondstrand. G. Wire The Contractor shall supply Okonite "Tower and Case" insulated wire or equivalent. H. Eyelets The Contractor shall supply heavy duty railroad eyelets. I. Signal gates The Contractor shall supply Safetran (or approved equal) gate assemblies consisting of the following: 1. S-40 gate mechanism (or approved equal), with mounting hardware, counter weights, and gate arm support. 2. Aluminum mast of approximately eighteen feet high and five inches in diameter with aluminum base assembly. 3. FLX-12 (or approved equal), 2 -way flashing light assembly with three each 30-15 degree lenses in front, 70 degree lenses in back, IOV-25W bulbs, and aluminum hoods and backgrounds. 4. General Signal electronic bell. 5. Wind support brackets. 6. Crossbuck sign with high intensity sheeting and mounting hardware. I Gate arm will be National Electric Gate Co. (or approved equal) Alumi- Glass extendable roadway arm with lens -encapsulated high-intensity red and white sheeting and 4 -foot sleeve. Three 4 -inch diameter, metal rim gate lights will be attached with aluminum "I" brackets. Gate will be attached to gate mechanism with National Electric Gate Co (or approved equal) conversion bracket with fabricated adapter (part No. 681040). K. Signal foundation 226 227 The Contractor shall provide galvanized steel, pyramid foundations with leveling bolts, minimum 48 inches tall and 32 inches on each side. L. Shunts The Contractor shall supply the appropriate shunts. r- A Bootlegs ^- The Contractor shall supply rubber hose bootlegs. N. Gravel The Contractor shall provide for the delivery of fill gravel as needed. O. Seal Compound r-+ The Contractor shall provide sealing grout and/or duct seal. Form sealant is not to be used. 15.2.3 Signal House The Contractor shall supply PTMW Signal House or approved equal. A. The instrument house shall be six feet wide by six feet long. It shall be constructed of aluminum and insulated with ridged panels set into the wall, ceiling, and doors. The house is to have two doors. One door shall be the main entrance, and the other shall access the conduits, cables, and back of terminal board. The doors shall be reinforced with aluminum hat sections and located such that the utility access door is opposite the entrance door. r-- B. The doors shall be hinged and gasketed so they will provide a dustproof and weatherproof seal. Doors shall be provided with handles, hasps, and a three-point locking device securing the doors at the top, bottom and center. Doors shall be provided with a two -position retaining device to hold doors at 90 degrees and 180 degrees when door is open. Doors shall be equipped with filter louvers for ventilation. Each door handle shall be made in such a r-- manner as to be secured by a railroad signal lock and shall be strong enough that there is no movement due to flexing of any components that may allow a locked door to open. C. The instrument house shall have sufficient structural strength, without additional bracing, to permit lifting by overhead crane for loading, unloading, and placement on foundation piers with all equipment installed ,., and wired. Lifting lugs (or Engineer- and Representative -approved equal) shall be included to permit lifting by overhead crane. D. The hinges shall be equipped with a bronze or stainless steel hinge pin as well as pressure lubricating fittings and shall be lubricated by the manufacturer before the house is shipped. E. The terminal board shall consist of 3/4 -inch exterior CCPTS grade plywood or better. It shall be painted a light color and laid out to match the design of - the circuit plans. Each wire will pass through an individual reamed hole and terminate on an AAR terminal post. Plastic wireway is to be provided on the back of the terminal board for running internal wiring. 227 F. Wire ties are to be kept to a minimum Internal wiring shall run in plastic wireways or wireways integral to the house, such as upper raceways for overhead wires. G. All wiring and electronic components shall be labeled with printed tags to conform with 49 CFR 234. H. The floor shall be covered with rubber matting. I. A light switch with a 110 V 15A duplex outlet shall be mounted by the main access door. Another 110 V 12A duplex outlet shall be mounted on the opposite wall. Two 4 -foot florescent lights shall be mounted to the ceiling. J. Instrument house foundations shall be constructed of galvanized steel. Foundations shall be minimum of three feet tall and provide leveling bolts or telescoping legs. K. The house shall be provided with at least one shelf adjacent to the crossing controller and near a 100 V outlet. L. A wall -mounted legal size file pocket shall be provided above the self. M. Details for house and component layout are to conform to signal plans. Easytest wire eyelets shall be used where shown. N. Instrument house wire shall be No. 10 AWG 19 Strand and No. 14 AWG 19 Strand. Insulation and jacket shall conform to AAR Signal Manual, Part 10.3.2. Instrument house wire shall be "Tower and Case Blue," manufactured by The Okonite Company (or approved equal). O. All wires shall be terminated using molded terminal blocks per AAR Signal Manual, Part 14.1.5. P. All stranded wire shall be fitted with an approved type of insulated terminal at all points where the wires are to be terminated on terminal post. The terminal shall be attached to the wire with a tool recommended by the manufacturer of the terminal. The attached terminal will have no bare wire showing, nor will insulation on the terminal be cracked or broken. The terminal will be tightly attached to the wire so that it can not be pulled off without damaging the terminal. Q. Each wire termination shall be tagged with a white tube wire marker. Each wire shall be imprinted with the circuit name. R. The instrument house shall be equipped with a thermostatically controlled vent fan. The fan shall be mounted high in the wall or in the ceiling and vented to the outside in such a manner so that rain will not enter. S. At least one internal "Power Off " light shall be installed such that the light can be viewed from the tracks and the street. T. A Square D (or approved equal) circuit breaker box shall be installed to conform with the circuit plans. 228 r U. A "tell-tale" light shall be on each bungalow to show the system is working as a train approaches the crossing. 15.2.4 Power Service The Contractor shall furnish a new 220V 50A Square D (or approved equal) power service, complete with pole, meter base, breaker panel, and necessary attachments. The Contractor shall provide and connect the power service to the instrument case. Conduit will run from the breaker panel on the service pole to the breaker panel in the signal house. 153 EXECUTION 15.3.1 General A. This work consists of designing, furnishing, and installing grade crossing warning devices and control system to provide train detection, as described herein and as shown on the plans. This work shall include, but is not limited to , solid state track circuit and grade crossing equipment, 120/240 V electrical service, factory -wired Signal Instrument House (SIH), and bonding of track circuit joints. B. Rail track joints shall be double -bonded with exothermically welded rail head bonds. Track connections shall be stranded bonds. C. The design of the grade crossing control system shall be in accordance with the following: 1. Railroad -Highway Grade Crossing Handbook, FHWA-TS-86-215, US Department of Transportation. 2. Design Manual M22-01, Chapter 930, Washington State Department of Transportation. 3. MUTCD, ANSI D6.1. 4. AREA Manual for Railway Engineering for track speeds of 25 mph.. D. Signal Construction shall conform to the requirements of the AAR, except as modified herein. E. The Contractor shall be responsible for any loss or damage to equipment of material prior to date of acceptance. F. The Contractor shall, where necessary, replace any uninsulated switch point tie bar rods, uninsulated gage rods, uninsulated rail joints, and/or any uninsulated gage plates within the signals circuits at each location. Use all new material. G. The Contractor shall replace any unnecessary insulated rail joints with uninsulated rail joint bars and bond as required. If an unnecessary insulated rail joint occurs in a section of continuous welded rail, then the Contractor shall be required to replace the joint with a plug rail and weld the rail ends in accordance with these specifications. "" 229 H. The Contractor shall not disturb the ballast line while working in the area. ....... ..... If the ballast line is disturbed, the Contractor shall be responsible for returning the ballast line back to its original state. 15.3.2 Sequence of Work A. The Contractor shall coordinate all work with the City of Lubbock, TxDOT, Lubbock County, the Railroad, affected utility companies, and any other Contractors working in or adjacent to the Project area. B. The Contractor is not obligated to perform work in any particular sequence but should be prepared to explain reasons for work sequence in any given portion of the contract. 15.3.3 Existing Facilities The Contractor shall conduct signal construction operations to avoid damage to existing ditches, drainage structures, fences, utilities, buildings, and other structures (except where designated for removal in the Contract Drawings). All damages to existing facilities shall be repaired by the Contractor at the Contractor's expense. 15.3.4 Quality Control and Testing A. The Contractor shall make and record such tests as may be necessary to demonstrate to the satisfaction of the West Texas Lubbock Railroad that the installed apparatus is in accordance with requirements of these specifications. All test shall satisfy the requirements of 49 CFR 234 and the component manufacturer. B. If, in order to complete the requirements of this contract, it is necessary to affect effect changes to another signal location, the Contractor shall be responsible to ensure proper operation of that location including testing and observing train moves. C. Grounds Each circuit shall be kept free of any ground or combination of grounds that would permit a flow of current equal to or in excess of 75 percent of the release value of any relay or other electromagnetic device in the circuit, except circuits which include any track rail. D. Protection of insulated wire Insulated wire shall be protected from mechanical injury. The insulation shall not be punctured for test purposes. A splice in underground wire shall have insulation resistance at least equal to the wire spliced. E. Tagging of wires Each wire shall be tagged or otherwise so marked that it can be identified at each terminal. Tags and other marks of identification shall be made of insulating material and so arranged that tags and wires do not interfere with moving part of apparatus. F. Insulation resistance tests 230 Insulation resistance of wires and cables, except wires connected directly to track rails, shall be tested when wires, cables, and insulation are dry. Insulation resistance tests shall be made between all conductors and ground, and between conductors in each multiple conductor cable, and between conductors in trunking when wires or cables are installed. Insulation resistance of wire or cable must be higher than ten megaohms. G. Relays Relays shall be tested before they are put in service. Inspection of relays is to include the following: 1. Examine the outside of the relay and determine that there is not rust around the coil cores or back strap and that corrosion is not evident on the terminal posts, plug-in contacts, or connectors. Be sure that terminal posts or plug-in contacts are secure in relay and that all nuts on terminal posts are tight. 2. Examine gaskets and glass or plastic cover and determine that there is no bridge, the relay is properly sealed, and that relay is securely fastened to its case. 3. Determine that all parts inside the relay have a clean appearance, that they are free from rust and corrosion, and that there is no loose or foreign matter on the armature or pole pieces. 4. Inspect all visible screws within the relay and determine that they appear tight and that locks are properly bent where provided on screw heads. 5. Determine that there is at least a 1/8 -inch clearance between movable parts of the relay and its case. 6. For relays that have trunnions, disconnect the coil wire, hold the relay so that neutral contacts extend straight up, and determine that the neutral armature rotates freely on its trunnions as the relay is gently rocked. Note also that the neutral contacts are made squarely and virtually simultaneously, except where special contact adjustment is specified, and that adequate contact opening exists. Rock from side to side to determine there is a small amount of end play. Armature should slide freely on its trunnions within the limits of play and if the trunnions are clean, an audible click will be heard as the armature moves from one side to the other. 7. Determine that ribbons are not frayed, particularly at the points of attachment, and that they are well in the clear of other parts. 8. The drop away value for track relays is to be not less than 85 percent of the specified value and in no case less than 0.042 V for 1 -ohm relays, 0.09 V for 2 -ohm relays, or 0.128 V for 4 -ohm relays. 9. The drop away value for line relays is to be not less than 67 percent of the specified value. 10. The normal pick-up and working values are to be not more than 110 percent of the specified value. <231 11. As voltage is varied to determine operating values, contacts are to be observed to see that each movable contact has adequate wipe engaged with its mating fixed contact. All standard "break -before - make" contacts whose movable (heel) contacts are attached to a common armature should be in alignment. During transfer, visible openings between all heel contact fingers and the fixed contact fingers shall be maintained. H. Gate arms are to be counterbalanced to conform to manufacturer's specifications. �. I. Crossing electronics will be calibrated to manufacturer's specifications in accordance with circuit plan parameters and in conjunction with the West Texas and Lubbock Railroad. 15.3.5 Procedures A. All gate control conductors are to be installed in 4 -inch Schedule `A' PVC conduit from control house to gate junction base. B. The size and number of conductors shall be determined from circuit plans with 20 percent spares. C. All cut ends of conduit will be reamed and filed to prevent damage to insulation. D. The length of the cable runs will provide for ten extra feet at the control house. The conductors shall be taped together as they leave the conduit, placed in a neat and orderly manner up the wall, suspended from the ceiling, brought back down, and put through the appropriate hole in the backboard. E. All conductors shall be connected in the signal house using insulated 1/4 - inch ring eyelets, crimped with an appropriate tool. Make solid eyelet connectors in the field. F. All conductors shall be connected in the signal junction base using insulated 1/4 -inch ring eyelets, crimped with an appropriate tool. Make solid eyelet connectors in the field. G. All wire terminal posts shall be double -nutted with washers under and over eyelets, except easytest eyelets, which do not need washers. H. All openings around pipe, conductors, and cable wells shall be scaled with concrete grout and/or duct seal. I. All conductors shall be labeled with permanent typed vinyl tags. Labels shall conform with circuit plans. J. Wiring pattern in signal junction base shall conform with typical drawing on circuit plans. K. Foundation and gate shall be installed to conform to manufacture recommendations. L. Foundation bolts shall include leveling nuts, and conduit shall extend above foundation. 232 M. Gate mechanism and hardware shall be installed such that when completed, the gate can be twisted 90 degrees without disconnecting the flex conduit from the base. N. All steel hardware and components shall be painted silver. O. Signal hoods and backgrounds shall have an additional coat of flat black paint applied by brush. - P. Signal house shall be located level with top of ties and set back at least 25 feet from edge of street and at least fifteen feet from center of track. The entry door shall face the railroad tracks. Fill material shall be kept off of signal house. Q. Direct buried Bondstrand shall be used for track wires and shall conform with drawings. Track wire runs across the street shall utilize an additional pair of #6 conductors twisted together and pulled in the conduit with the gate control conductors. Bondstrand will be used from signal junction base to track. No sleeves will be allowed from signal house to track connection. R. Track wires shall be made up of twisted pairs. Wire shall be twisted together from signal house to base of bootlegs, with at least one twist per foot. S. Track wires shall be direct buried at least 36 inches below grade and shall enter the signal house through a 4 -inch PVC riser pipe. T. Conduit shall be buried 36 inches or more below natural ground and shall maintain at least 30 inches below the top of track ties. U. All rail joints shall be double bonded. One bond shall be a Cadweld (or approved equal) rail head bond. One bond shall be Bondstrand through the angle bar and web welded with Cadweld field -made sleeves or welded tract connections. V. All track connections shall be made with welded track connections. r. W. Backfill gravel shall be distributed so as to provide parking for a maintenance vehicle as well as fill around the signal structures. Grade will be maintained to allow adequate room to walk around all structures. 15.3.6 Tools The following tools, or approved equals, are required to be used while performing the work of this section. Approved equals may be substituted with the prior approval of the Engineer and Representative. A. Cadweld Joint Bond Welders: Cat. No. SBTB-T6-A or SBTB-T7-F and SBHF-T6-A or SBHF-T7-E. B. Cadweld Web Welders: Cat. No. SBTBOT21-C. ra C. Cadweld Hammer Die Cat. No. SBD -50. D. Rail Grinder compatible to Cadweld bonding systems, such as, Cadweld Cat. No. SBG145. 233 E. Crimping tool adequate to crimp insulated eyelets on #6 and smaller wire, such as, HiLine Part No. RC6220. F. Crimping tool adequate to crimp "J groove" sleeves and non -insulated eyelets on #6 wire, such as Nicopress 31 -Di crimping tool. G. Crimping tool adequate to crimp insulated, non -insulated, and flag terminals on # Ig to #10 wire. H. Wire labeling machine (see item C. under TESTING). 1. Megohmmeter insulation tester (see item D under TESTING). J. Relay test box (see item E. under TESTING). 15A MEASUREMENT AND PAYMENT 15.4.1 Measurement There will be no measurement of crossing signal system installation. The supply and installation of crossing signal system components, as required to construct the crossing signal system in accordance with the plans shown in the contract drawings shall be considered a single lump sum unit. 15.4.2 Payment A. There will be no separate payment for head and web bond installation, _ narrow band shunt installation, special trackwork insulation, or insulated joint installation or removal. These are considered incidental to the work specified in this section. B. The contract price for these items will be consideredend, and incidentals, full for as furnishing all labor, materials, tools, equipment, performing all work necessary to complete to the work specified. C. Payment for the proper installation of grade crossing signal systems shall be made at the lump sum price. _ 234 n SECTION 16 -ELECTRICAL GENERAL REQUIREMENTS All new crossing installations shall have their own individual AC electric power service. 16.1 INTRODUCTION - 16.1.1 Description A. Drawing use and interpretation: �. 1. Drawings are diagrammatic and indicate general arrangement of systems and equipment, except: a. Specific installation details. b. When specific dimensions are indicated for electrical equipment, it is intended that these be limiting dimensions. When proposed ,,.., equipment exceeds these limiting dimensions, advise Engineer and Representative. Features and functions of specified -_ equipment shall not be superseded by these limiting dimensions. 2. For exact locations of building elements, refer to dimensioned civil drawings. 3. Field measurements take precedence over dimensioned drawings. 4. Intention is to indicate size, capacity, approximate location, direction, and general relationship of one work phase to another, but not exact detail or arrangement. 16.1.2 Quality Assurance A. Perform all work in accordance with but not limited to: 1. Federal, state and local codes, regulations and ordinances. 2. Underwriter's (UL) code requirements. 3. NFPA-70 National Electrical Code (NEC). 4. (OSHA). .-� 5. All authorities having jurisdiction. 6. Factory Mutual System (FM) requirements. 7. Uniform Building Code (UBC). 16.1.3 Definitions A. Specification comparison: 1. Copy of specification annotated on line -by-line basis where proposed product or system differs from specified product or system. Any differences shall be explained. 235 16.2 MATERIALS 16.2.1 Use only prime quality, new materials, apparatus, and equipment. 236 2. Weatherproof (WP): Indicates rating suitable for wet or damp location. 16.1.4 Protection A. Provide covering and shielding for all equipment to protect from damage. B. Protect nameplates and similar equipment to prevent defacing. C. Repair, restore, or replace damaged, corroded, and rejected items. 16.1.5 Job Conditions A. Examine Contract Documents to determine how other work will affect execution of electrical work. B. Make arrangements for and pay for necessary permits, licenses, and inspections. C. Cause as little interference to or interruption of existing utilities and services as possible. Schedule work that will cause interference or interruption in advance with the Railroad, the Engineer and Representative, authorities having jurisdiction, and all affected trades. D. Determine and verify locations of all existing utilities on or near site. E. Provide temporary construction power and communications as required. F. Record drawings: 1. Keep a complete set of all electrical drawings in job site office for indicating actual installation of electrical systems and equipment. 2. Use this set of drawings for no other purpose. 3. Where any material, equipment, or system components are installed differently from that indicated, indicate differences clearly and neatly using ink or indelible pencil. 4. At project completion, submit record set of drawings. 16.1.6 Environmental Conditions A. Provide NEMA 4 enclosures for electrical equipment unless otherwise indicated. For conduit, see Section Raceways. C. For cable, see Section Wire and Cable — 600 Volt and Below. D. For boxes and fittings, see Section Boxes and Fittings E. For damp and wet locations, exterior applications, provide NEMA 4, stainless steel enclosures for electrical equipment. 16.2 MATERIALS 16.2.1 Use only prime quality, new materials, apparatus, and equipment. 236 237 16.2.2 Materials and equipment shall be current standard design, and made by manufacturers regularly engaged in their production. 16.2.3 Use UL -labeled electrical materials and fabricated assemblies. 16.2.4 Structural steel for supports: ASTM-A36/A36M. A. Galvanize members installed in areas of high humidity or condensation. B. Furnish other members with a shop coat of rust -inhibiting primer. C. Shop -fabricate for field assembly using bolts. D. Minimize field welding. r•- E. Retouch primer and galvanizing after field weld. 16.2.4 Rain hoods and counter flashings not exposed to view, stainless steel: Minimum 16 GA. 16.3 EXECUTION 16.3.1 General A. Use only thorough, highly skilled, experienced personnel. n�* B. When changes in location of any work are required, obtain approval of Engineer and Representative before making change. Make such changes are ., no extra cost. C. Do not change indicated sizes without written approval of the Engineer and Representative. D. Provide all necessary offsets and crossovers in conduits. 16.3.2 Excavating and Backfilling A. For excavating, trenching, and backfilling, see Section Underground Distribution. 16.3.3 Equipment Installation A. Install all equipment in accordance with manufacturer's recommendations. < B. Provide all necessary anchoring devices and supports. r- 1. Use structural supports suitable for equipment. 2. Check loadings and dimensions of equipment with shop drawings. C. Verify that equipment will fit support layouts indicated. Where substitute equipment is used, revise indicated supports to fit at no additional cost. !^ D. Install equipment to permit easy access for normal maintenance. 237 1. Maintain easy access to switches, pull boxes, etc. 2. Relocate items which interfere with access. 16.3.4 Field Quality Control A. Perform indicated test to demonstrate workmanship, operation, and performance. 1. Conduct tests in presence of Engineer and Representative and, if required, inspectors of agencies having jurisdiction. 2. Arrange of test dates in advance with Engineer and Representative, manufacturer, and installer. 3. Provide a minimum of 24 hours notice to all inspectors. 4. Furnish or arrange for use of electrical energy for tests. 5. Furnish all lubricating materials required for test. B. Repair or replace equipment and systems found inoperative or defective and retest them. 1. If equipment or a system fails a retest, replace it with products conforming with the contract documents. 2. Continue remedial measures and retests until satisfactory results are obtained. C. Test equipment and systems as indicated for each item, unless otherwise recommended by manufacturer. 16.3.5 Final Performance Test Perform panel load balance, short circuit, and freedom from ground, and ground test (including ground fault protection where provided. 16.3.6 Adjust and Clean A. Inspect all equipment and put in good working order. B. Clean all exposed and concealed items. 16.3.7 Startup A. Put all systems into satisfactory operation prior to final acceptance, at a time agreed to by the Contractor, the Railroad, the Engineer and Representative. B. Operate all systems in good working order for a period of five working days. 16.3.8 Identification and Labeling Nameplates 238 A. Provide engraced laminated nameplates with white lettering for electrical equipment. A. Provide black nameplate(s) for equipment fed by normal distribution system. B. Letters 1. 1/4 inch high for equipment with cover plate under 12 inches wide. 2. 1/2 inch high for equipment with cover plate over 12 inches wide. 3. Attach with stainless steel screws. 239 SECTION 17 - RACEWAYS 17.1 INTRODUCTION 17.1.1 Introduction Work covered under these technical specifications is related to raceways. 17.1.2 Description Conduit runs are diagrammatic. Verify locations in field. 17.2 MATERIALS 17.2.1 Acceptable manufacturers A. Steel conduit (Base) 1. Allied Tube & Conduit. 2. LTV Conduit. 3. Republic Steel Corporation. 4. Triangle Wire & Cable. 5. Wheatland Tube. B. PVC coated steel conduit (Base) 1. Robroy Industries. 2. Occidental Coating. 3. Schuller International. C. Neoprene coated flexible steel conduit (Base) 1. Anaconda. 2. Electri-Flex. 3. Kellems. D. PVC conduit (Base) 1. Carlon Electrical Products. 2. Ethyl. 3. Cantex. 4. Condux. 17.2.2 Conduit 240 A. Rigid steel conduit k_ Hot dipped, sherardized or galvanized after fabrication. B. Flexible steel conduit for motor and equipment connections a.. Galvanized with continuous copper content or separate grounding conductor. " Neoprene -coated type: With approved liquid -tight connectors; Anaconda Seal-Tite type LIA. C. Rigid PVC conduit High impact polyvinyl chloride, meeting minimum requirements of NEC. 1. Direct burial type Carlon Electric Products, Type 40. 2. Concrete encased burial type Carlon Electric Products, Type EB. 3. Mark each length clearly and durably with nominal trade size, type of material, and UL label. 3. Fittings PVC, solvent weld type, with connectors and threaded adapters as required. D. Stamp each length with name or trade mark of manufacturer and affix UL label. 17.2.3 Schedule Of Conduit Applications A. Use rigid Schedule `A' PVC conduit in following locations. y 1. Underground. 2. Outdoors. n� 3. In concrete. 4. Under concrete slabs on grade. B. PVC conduit will be used only as follows. 1. Exterior lighting: See Section Exterior Lighting. x 2. 45 degree and greater bends in PVC conduit runs shall be made with rigid steel conduit. C. Use no conduit smaller than 3/4 inch. Size conduit in accordance with NEC unless indicated larger. . 241 17.3 EXECUTION Underground Installations 17.3.1 Encase underground PVC conduits in a minimum of two inches of concrete where passing under roadways. 17.3.2 Steel conduits in contact with earth or a vapor barrier that are not completely encased in concrete shall be coated with two coats of asphaltum before installation (or use PVC coated steel conduit). 17.3.3 Install underground conduit a minimum of 30 inches below grade. Do not backfill before observation by Engineer and Representative. For concrete encasements, provide 30 inches of cover. 242 SECTION 18 - WIRE AND CABLE - 600 VOLT. AND BELOW 18.1 INTRODUCTION Work covered under these technical specifications is related to wire and cable 600 V and below. 18.2 MATERIALS 18.2.1 Acceptable manufacturers A. Splices and taps for smaller than No.6 AWG wire (Base) 1.3M. 2. Ideal Electric. 3. Heyco Molded Products. 4. Elastimold. 5. Buchanan Construction Products. B. Wire and cable for 600 V and below shall be Okonite or approved equal multiconductor underground cable. C. Size conductors to match over current protective device unless larger conductors are indicated. 18.2.2 Splices and taps for smaller than No.6 AWG wire A. 3M, "Scotchlok" or "Hyflex." B. Ideal "Wingnut" or "Wirenut." C. Heyco. D. Elastimold insulated conical spring -type connectors. 18.2.3 Splices and taps for No.6 AWG wire and larger Use compression connectors with pre -stretched insulation to equal insulation of wire being spliced. 18.2.4 Splices and taps — General Do not make splices and taps with crimp or indenter -type connectors. 18.2.5 Pulling lubricant Do not use cable pulling lubrication compound containing petroleum or other products which may deteriorate insulation. 18.2.6 Color -coding Color -code all conductors in accordance with NEC as follows: 243 A. Color -code all wiring. B. Use following colors in lighting and power wiring: 120/208 277/480 VOLT VOLT Phase 1 Black Brown Phase 2 Red Orange Phase 3 Blue Yellow Neutrals White White Ground Green Green C. Color coding of ends only will be acceptable for feeder phase conductors. D. Color coding of ends only will be acceptable for neutral and grounding conductors No. 4 and larger. 18.3 EXECUTION 18.3.1 Install all line voltage wiring in conduit. 18.3.2 Install no more than six conductors in one conduit. This excludes ground wire. The neutral conductor shall be considered as a current carrying conductor. 244 SECTION 19 - BOXES AND FITTINGS 19.1 INTRODUCTION Work covered under these technical specifications is related to boxes and fittings. 19.2 MATERIALS 19.2.1 Acceptable manufacturers: A. Corrosion resistant boxes and fittings (Base) 1. Crouse -Hinds Lighting. 2. Appleton Electric. B. Conduit fittings (Base) 1. T&B. 2. Appleton Electric. 3. Thomas & Betts. 4. Ragland Manufacturing. 5. O-7/Gedney. 6. ETP. C. PVC coated conduit fittings and boxes (Base) 1. Robroy Industries. 2. Occidental Coating. 19.2.2 Weatherproof receptacle boxes Corrosion resistant cast ferrous metal type, with threaded hubs and neoprene gasket; Crouse -Hinds Type FS. 19.2.3 Pull and junction boxes Code -sized galvanized steel boxes provided with plain blank removable covers held in place with screws unless otherwise indicated. Where sizes are not indicated, use 4 -inch square or NEC size. Use pre -cast pull boxes with H-20 lid rating for all underground installations. 19.2.4 Bushings Threaded, galvanized, malleable iron. 19.2.5 Bushings for conductors No.4 and larger 245 Separate insulated bushings. A. Use at all points where such conductors enter boxes, raceways, cabinets, auxiliary gutter etc., and all other points required by NEC. B. Do not use insulated throat connectors. 19.2.6 Grounding bushings With screw termination for green grounding wire. Provide for feeders to panelboards serving critical care areas, per NEC. 19.3 EXECUTION 19.3.1 Installation A. Thread fittings for rigid conduit and IMC. B. Install rigid conduits squarely into boxes. Rigidly clamp to box with locknut on outside and inside and provide bushing on inside. C. Fill unused punched-out openings in boxes with proper closures. D. Provide pull boxes or junction boxes in conduit runs where indicated or as required to facilitate pulling of wires or making of connections. Make covers of all boxes accessible. t 246 PA Pot SECTION 20 - UNDERGROUND DISTRIBUTION 20.1 INTRODUCTION 20.1.1 Introduction Work covered under these technical specifications is related to underground distribution. 20.1.2 Description A. System: B. 'Work not in contract Service transformer(s) will be provided by serving utility. C. Definitions 1. Unsuitable material Debris and/or soil material judged unsuitable by Engineer and Representative for support of slabs or other site improvements. 2. Engineer and Representative Soils Engineer and Representative employed by Railroad, empowered to conduct inspections and make approvals. 20.1.3 Quality Assurance A. Compaction density test Standard Proctor, ASTM -D698. B. Railroad will hire an independent soils laboratory to conduct in place moisture and density tests. 1. Contractor to pay for re -tests of materials failing initial tests. 2. Notify Railroads representative at least 48 hours prior to anticipated date of testing. 3. Contractor will pay additional cost if work is delayed due to his failure to notify Railroad's agent as specified above. C. Comply with all aspects of "Safety Rules & Regulations for Excavation" as promulgated by State law for the state in which excavation will occur. 20.1.4 Job Conditions A. Protect existing utilities and structures. B. Avoid overloading. Keep surcharge sufficient distance back from edge of excavation to prevent slides or caving. Maintain and vim excavated 247 materials in such a manner to be as little inconvenience as possible to public and adjoining property owners. C. Provide full access to public and private premises, to fire hydrants, at street crossings, sidewalks and other points as designated by Engineer and Representative to prevent serious interruption of travel. 20.2 MATERIALS 20.2.1 20.2.2 20.3 EXECUTION 20.3.1 20.3.2 Product Delivery, Storage and Handling A. Store conduit to avoid warping or deterioration. B. Store plastic conduit on flat surface protected from direct rays of sun. Backfill Material A. Backfill material 1. As approved by Engineer and Representative. 2. Free of rock, cobbles, roots, sod, organic matter, and frozen material. 3. Moisture content at time of placement: a. 3 percent plus/minus of optimum moisture content. b. Wet dry material, as required. C. Dry wet material, as required or: d. Furnish off site material at no additional cost to Railroad. Excavating And Trenching - General A. Remove and dispose of materials determined by Engineer and Representative to be unsuitable. B. Trench, backfill and compact for all underground utilities. Trench Excavation A. Excavate trenches by open cut method to depth indicated and necessary to accommodate the work. 1. Permission may be granted for tunnel work for crossing under crosswalks, driveways or existing utility lines. 2. Such tunnels are limited to 10 feet in length. B. Open no more than 300 linear feet of trench at one time, or less, as required by Engineer and Representative. Failure to comply may necessitate shutdown of entire project until backfilling is performed. 248 pow C. Avoid over -excavating below indicated grades unless required to remove r unsuitable material. D. Back -fill over -excavations in firmly compacted 6 -inch lifts. D. Trench size Excavate only enough width to accommodate free working space. 1. Cut trench walls vertically from bottom of trench to top of conduit. 2. Trench width at top of conduit may not exceed outside diameter of utility service by more than following dimensions: a. Overall Dimension of Utility Service, 33 inches and less; Excess Dimension, 16 inches. b. Overall Dimension of Utility Service, more than 33 inches; Excess Dimension, 24 inches. F. Keep trenches free of water. + G. Brace and sheet trenches as soil conditions dictate. Do not remove until backfilling has progressed to a stage that no damage to conduit will result due to removal. .•a 20.3.3 Backfilling A. Do not backfill until all tests are performed on the system show that it complies with specified requirements. B. Hand or pneumatic tamp backfill around and over pipe in lifts not exceeding 8 inches loose thickness. C. Compact to density specified so pipe will not be injured. D. Exercise care in backfilling operations to avoid displacing pipe joints either horizontally or vertically and to avoid breaking pipe. E. Do not water -flush for consolidation. 20.3.4 Compaction A. Compact all trench backfill in areas under paved roads, parking areas, sidewalks and other structures as directed by Engineer and Representative to at least 95 percent of maximum dry density. B. In locations where trench will not be under paved areas, compact backfill to a minimum of 90 percent of maximum dry density. C. Remove materials that cannot be compacted as specified. D. Replace with suitable material and compact. 20.3.5 Field Quality Control 249 Perform backfill density tests as directed by Engineer and Representative. Allow for one test per 100 feet, of trench. 250 SECTION 21- GROUNDING 21.1 INTRODUCTION 21.1.1 Introduction Work covered under these technical specifications is related to grounding. 21.1.2 Submittals Product data: Technical data on connectors. 21.2 MATERIALS 21.2.1 Acceptable manufacturers A. Exothermic weld kits (Base) Cadweld. B. Compression fittings (Base) Burndy. C. Other manufacturers as approved by Engineer and Representative. 21.2.2 Wire and cable See Section Wire and Cable — 600 Volt and Below. A. Main ground Copper conductor, sized as required by appropriate service grounding conductor table of NEC. B. Grounding copper conductor for non-metallic conduit and ducts Copper bar or insulated conductor, sized in accordance with NEC or as indicated. 21.2.3 Conduit See Section Raceways. 21.2.4 Grounding clamp connections Clean contact surfaces, tinned and sweated during bolting. 21.2.5 Grounding type insulated bushings See Section Boxes and Fittings. 251 21.3 EXECUTION 21.3.1 21.3.2 21.3.3 General A. Ground all neutral conductors, conduit systems, cabinets, equipment, frames, etc., in accordance with NEC and applicable codes. Main Ground A. Install main grounding conductor in steel conduit and connect to grounding electrode system using an exothermic weld or UL listed compression fitting. 1. Unless otherwise indicated, install main ground unspliced in exposed conduit. 2. Make connections easily accessible for inspection. 3. Provide grounding electrode system in accordance with NEC. 4. Resistance to earth of the grounding electrode system shall not exceed 25 ohms. B. Bond grounding conductor to conduit at entrance and exit. It shall be of the same type and quality as other conductors in project. Distribution A. All metallic raceway fittings and grounding clamps shall be tight to ensure that equipment grounding system will operate continuously. B. Do not solder grounding circuit connections. C. Where metallic conduits terminate without mechanical connection to metallic housing, provide each conduit with grounding -type insulated bushing. Connect each bushing to grounding bus in equipment with bare copper conductor. D. In nonmetallic conduits or ducts, maintain continuity of equipment grounding system by a bar or conductor installed and connected by an approved method to conductive non -current -carrying equipment at both ends. E. Ground all conduit, panelboards, receptacles, accessible fixtures, switchgear, transformers, motors and motor equipment. F. Make ground continuity positive throughout entire project. 252 SECTION 22 - PANELBOA"S 22.1 INTRODUCTION 22.1.1 Introduction 22.1.2 Submittals A. Shop drawings Identify panelboards by alphanumeric designation, with branch circuit breaker sizes and types indicated. B. Product data 1. Technical data on each type of panelboard. 2. Specification comparison. C. Contract closeout information Operating and maintenance data. 22.2 MATERIALS 22.2.1 Lighting and Power Panelboards A. Acceptable manufacturers 1. Panelboards Base: Same manufacturer for all panels on project. 1) Cutler Hammer/Westinghouse. 2) Square D. 3) Siemens Energy & Automation. 4) General Electric. 2. Cutler Hammer/Westinghouse types listed for quality and performance reference. B. All panelboards: Dead front type. 1. Provide with non -insulated_ equipment grounding terminal strip located in top or bottom gutter, including main grounding lug and individual terminals for 100 percent of panel circuits; increase gutter space accordingly for grounding strip. 2. Provide lighting panelboards with branch circuit connection to main bus arranged for sequence phasing. 253 3. Equip bus bars for panelboard with main lugs, main fused switch, or main circuit breaker, capacity as required or indicated. 4. Provide panelboard buses fully rated for specified interrupting rating. Series rating of panelboards and overcurrent protective devices is not acceptable. C. Circuit breaker panelboards 1. Bolted -on circuit breaker type. Plug-in circuit breakers are unacceptable. 2. All multi -pole breakers of single handle and common trip. 3. Provide shunt trip mechanism on breakers where indicated. 4. Provide ground fault protection as indicated coordinated with upstream devices. 5. Design so a combination of one, two and three pole circuit breaker can readily be assembled in the same panelboard. 6. Provide single common trim for multi -section panels. D. Lighting panelboards (600A maximum buses 277/480 V, 3 phase, 4 wire): Type PRL2. E. Circuit breakers Thermal -magnetic type unit construction, employing quick -make and quick -break toggle mechanisms for manual operation as well as automatic operation. 1. 1, 2, and 3 pole circuit breaker ratings In 277/480 V panelboards: Minimum 35,000 AIC symmetrical, or greater as indicated. 2. Handles with three positions: "OFF", "ON", and "TRIPPED". 3. When circuit breaker opens on overload or short circuit, operating handle shall automatically assume "TRIPPED" position and clearly indicate abnormal condition of circuit. 4. Units operable in any position and removable from front of panelboard without disturbing adjacent units. 5. Tandem or half-size circuit breakers not allowed. F. Cabinets Trim, door, and box of galvanized sheet steel, code thickness. 1. 5 -3/4 -inch deep with gutter space meeting NEC Article 384 requirements for wire termination space in panelboards. 2. Fasten trim to cabinet by means of approved adjustable clamps. 254 3. Equip door with chrome -plated combination lock and catch; supply two milled keys with each lock; key locks alike. 4. Provide directory frame on inside of door. 5. Finish: Primed, one coat gray lacquer. 6. Identify all circuit locations in each respective panel with load and location served. Directory shall be typed. 7. NEMA 4 rated. 22.3 EXECUTION 22.3.1 Installation A. Install as indicated and in accordance with manufacturer's recommendations and instructions. B. Support panelboard cabinets from unistrut cross members. 22.3.2 Labeling A. All panelboards shall be clearly labeled. Prior to installation, submit labeling scheme to Engineer and Representative for approval. B. Permanently post, at each panelboard, the conductor color -coding scheme required by NEC Article 210. `' 255 SECTION 23 - OVERCURRENT PROTECTIVE DEVICES 23.1 INTRODUCTON 23.1.1 Introduction Work covered under these technical specifications is related to overcurrent protective devices. 23.1.2 Submittals A. Product data 1. Technical data on each type of device. 2. Specification comparison. 3. Time -current curves for all devices on project. 4. Submit with associated panelboard, or other assembly. B. Project information Coordination analysis. 23.2 MATERIALS 23.2.1 General A. Acceptable manufacturers Overcurrent protective devices (Base) 1. Cutler Hammer/Westinghouse. 2. Square D. 3. Siemens Energy & Automation. 4. General Electric. B. Equipment and devices shall be made by the same manufacturer. C. Cutler Hammer/Westinghouse types listed for quality and performance reference. 23.2.2 Circuit Breakers, Molded case type Unit construction, quick make, quick break, manual and automatic operation, 3 positions: "on," 'off," and "tripped". "Tripped" condition shall be clearly indicated. All poles shall open and close simultaneously. Thermal magnetic type providing inverse time overload and instantaneous short circuit protection by means of a thermal magnetic element. Interchangeable trip as indicated below. 256 I A. 277/480V, 15A through 150A 1. 25,000 AIC - Type FD. 2. 65,000 AIC - Type HFD. - - - B. 480V, 100A through 400A 1. 35,000 AIC - Type KDB. 2. 65,000 AIC - Type HKD. 23.3 EXECUTION 23.3.1 Installation A. Install in panelboards as indicated. SECTION 24 - EXTERIOR SITE LIGHTING 24.1 INTRODUCTION 24.1.1 Introduction Work covered under these technical specifications is related to exterior site lighting. 24.1.2 Submittals A. Shop drawings _ For special assemblies. B. Product data 1. Lighting a. Names of manufacturers, cuts, catalog numbers and photometric performance data, and isofootcandle plots, where applicable, of all lighting fixtures to be used on project. b. Identify fixtures by Fixture Schedule number, including special notations for finishes, colors, and mountings. 2. Specification comparison. 24.2 MATERIALS 24.2.1 Acceptable manufacturers A. Luminaires (Base) As indicated on schedules. B. Contactors (Base) 1. Square D. 2. Cutler Hammer/Westinghouse. 3. General Electric. — 4. Allen-Bradley. 5. Cutler -Hammer. C. Selector switches (Base) 1. Allen-Bradley. 2. Cutler Hammer/Westinghouse. 3. Square D. 258 �" '�"" 259 4. General Electric. 5. Siemens Allis -ITE. 6. Cutler -Hammer. D. Photo cells and time switch (Base) 1. Tork. 2. Intermatic. " 3. Sangamo. 4. Paragon Electric. E. Rigid PVC conduit (Base) As specified in Section 16110. 24.2.2 Luminaire and pole assemblies r As scheduled. 24.2.3 Pole foundations As indicated. 24.2.4 Underground wiring A. Type XHHW or THW installed in rigid PVC conduit. B. Provide all wiring runs with separate green equipment grounding conductor, and ground all pole bases. 24.2.4 Ballasts for exterior HID and fluorescent lamps UL approved, high power factor, designed for -20° F temperature starting. 24.2.5 Pole wiring from base to ballast No. 12 type TW, each phase protected by a 30A, 600 V type Tron waterproof fuseholder, Bussmann "Limitron" type, size rating 3 -times load current. 24.2.6 Contactors Electrically held type, 12 poles, rated at 277 V AC, 30 ampere lighting load, 277 - volt operating coil, designed for fluorescent metal halide, high pressure sodium or mercury lamp loads. �. A. Provide NEMA 4 enclosure. B. Square D. 24.2.7 Exterior lighting control '�"" 259 Photo electric cells which will turn on circuits at sunset and time switch which will turn off circuits at time desired by Railroad and Representative. A. Time switch circuits to receive 277 V control voltage from photo electric cell. B. Control system: 277 volts. _ C. Control wiring: No. 12 AWG minimum. 24.2.8 Photo -cells 277 V, 60 cycles, enclosed weatherproof type for outdoor application. A. 1/2 -inch conduit entrance. B. Fail-safe operation. C. Provide time delay device to eliminate nuisance switching. G. Controls Temperature compensated, spectrum response permitting cell to face any direction except south. E. Provide unit with surge protection. F. Switch SPST rated for 1,800 VA ballast. G. Tork Model No.2104. 24.2.9 Time switch 277 V, 60 -cycle synchronous, motor operated, 24 -dial, one circuit type with switches rated 40 A at 277 V. A. 16 -hour electric rewind reserve power. B. NEMA 4 enclosure. C. Provide separate manual on and off levers and arrange terminals to receive 277 -volt control voltage from photo cell for on operation. D. Tork Model No.7302. 24.2.10 Time switch cabinet 12 by 12 by 6 -inch or as required hinged door, flush, steel, cabinet. A. Provide heavy-duty type H -O -A selector switch in door, and connect it to the control output lead from photo -cell to serve as master control. B. Selector switch: Similar to Allen-Bradley Bulletin 800 (277 V). 260 r C. Label selector switch Exterior Lighting with engraved black phenolic nameplate. D. NEMA 4 enclosure. 24.3 EXECUTION 24.3.1 Installation A. Install all lighting and wiring as indicated. B. Make conduit bends without injuring conduit or reducing internal diameter. C. Install photo cells, time switches and contactors as indicated. ,r r '"" 261 No Text F 1993 Specifications SPECIAL SPECIFICATION ITEM 3146 QUALITY CONTROL/QUALITY ASSURANCE OF HOT MIX ASPHALT 1. Description. This Item shall govern the construction of a base course, a level -up course, a surface course or any combination of these courses as shown on the plans. Each course must be composed of a compacted mixture of aggregate and asphalt material mixed hot in a mixing plant, in accordance with the typical sections and details shown on the plans and the requirements herein. (1) Quality Control: Contractor sampling, testing and inspection for operational control. - (2) Quality Assurance: Engineer sampling, testing and inspection activities to determine payment and to make acceptance decisions. (3) Verification Tests: Tests to verify accuracy of quality control, quality assurance and mixture design testing. (4) Referee Tests: Tests used to resolve differences between Contractor and Engineer test results. The Construction Division of TxDOT is designated as the referee laboratory. (5) Independent Assurance Program: An unbiased and independent evaluation of all the sampling and testing techniques used in the acceptance program. These activities are performed by the Engineer. The test results are not used for acceptance. 2. Certification and Reporting Requirements. All sampling and testing (Contractor and Engineer) will be conducted by personnel certified by the TxDOT-approved program. The certification level required for performance of each test shall comply with requirements shown in .. Table 7. The Contractor shall provide a list of certified personnel to be used on the. project prior to the beginning of production. An updated list shall be provided when personnel changes are made. The Contractor's certified Level IA HMA specialist shall be at the plant prior to the beginning of and during plant production operations. TxDOT's automated hot mix program will be used by the Engineer and the Contractor to record all test data and calculate all pay factors. The Engineer will provide the automated program to the Contractor. A diskette copy of the automated hot mix program shall be used by the Contractor to submit test results to the Engineer on a daily basis. The results of all quality control testing shall be plotted by the Contractor, and the results of all quality assurance testing will be plotted by the Engineer in accordance with Test Method TEX-233-F. 1-30 3146.000 5-99 The control chart shall be updated as soon as test results for each sublot becomes available. 3. Materials. Before mixing begins, the Contractor shall furnish to the project materials meeting the following requirements. Additional test requirements affecting the quality of individual materials or the paving mixture shall be required when shown on the plans. (1) Aggregate. The aggregate shall be composed of a coarse aggregate, a fine aggregate, and may include reclaimed asphalt pavement (RAP). The Contractor may use a mineral filler when necessary to meet the mixture design requirements. Samples of each aggregate shall be submitted for testing and approval. Approval must be completed prior to submission of the mixture design. Additional aggregate testing may be performed by the Engineer at any time during production. Aggregate from each source shall meet the quality requirements of: Table 1 and other requirements as specified herein. Aggregate quality testing will be performed by the Engineer. Aggregate may be sampled either before or after delivery to the plant or both as determined by the Engineer. The aggregate contained in RAP will not be required to meet Table 1 requirements. (A) Coarse Aggregate Stockpile. Coarse aggregate stockpile shall -- contain no more than 20 percent by weight of material passinc the No. 10 sieve. The aggregate shall be natural, lightweight or manufactured, and shall be of uniform quality throughout. When specified on the plans, certain coarse aggregate material may be allowed, required or prohibited. Lightweight aggregate is defined as expanded shale, clay or - slate produced by the rotary kiln method. Manufactured aggregate is defined as any aggregate other than natural or lightweight. Lightweight or manufactured materials with the -- same or similar gradation whose unit weights vary by more than 6.0 percent from that used in the mixture design may require a redesign, as determined by the Engineer. _ Gravel from each source, including the gravel aggregate from RAP, shall be so crushed as to have a minimum of 85 percent of the particles retained on the No. 4 sieve with two (2) or— more mechanically induced crushed faces, as determined by Test Method TEX-460-A (Part I). The material passing the No. 4 sieve and retained on the No. 10 sieve must be the, product of crushing aggregate that was originally retained or the No. 4 sieve. The polish value for the virgin coarse aggregate stockpiles used in the surface or finish course, when tested in accordance with Test Method TEX-438-A shall not be less than the value shown on the plans. Unless otherwise shown on the -- plans, the polish value requirement will apply only to 2-30 3146.000 5-99 ° Any contractor -owned RAP that is allowed to be used on the project shall remain the property of the Contractor, while stockpiled, and shall not be intermingled with state-owned RAP stockpiles. Any unused Contractor -owned RAP material shall be removed from the project site upon completion of the f 3-30 3146.000 5-99 aggregate used on travel lanes. For rated sources, r Construction Division's Rated Source Quality Catalog (RSQC) -will be used to determine polish value compliance. Blending of coarse aggregates to meet the polish value requirements will be allowed unless otherwise shown on the plans. When blending is allowed, the blended coarse aggregates shall contain non -polishing aggregates of at least 50 percent by volume retained on the No. 4 sieve for Types C, D, and coarse matrix high binder (CMHB) mixes, and at least 50 percent by volume retained on the No. 10 sieve for Type F mixes. Blending of coarse aggregates to meet polish value requirements shall be in accordance with Test Method TEX-438- A, Part II, Method B. Aggregates that do not meet the minimum polish value or RSQC requirement may be used provided that they meet skid acceptance criteria unless otherwise shown on plans. A list of aggregate sources with an acceptable skid history is available from the Engineer. (B) Reclaimed Asphalt Pavement (RAP). RAP is defined as a salvaged, milled, pulverized, broken or crushed asphalt pavement. The RAP to be used in the mix shall be crushed or broken to the extent that 100 percent will pass the 2 inch sieve. The Contractor has the option to use up to 20 percent RAP in surfacing mixtures and level -ups and up to 30 percent RAP in base course mixtures. Only RAP from designated state- ,,, owned sources may be used in surface mixtures. fi The stockpiled RAP shall not be contaminated by dirt or other objectionable materials. Unless otherwise shown on the plans, stockpiled, crushed RAP shall have either a decantation of five (5) percent or less or a plasticity index of eight (8) or less, when tested in accordance with Test - Method TEX-406-A, Part I, or Test Method TEX-106-E, respectively. This requirement applies to stockpiled RAP from which the asphalt has not been removed by extraction. ., The polish value of RAP aggregate will not be used in any determination of polish value specification compliance. When shown on the plans or when designated in a special provision, state-owned RAP sources are available to the Contractor. The approximate asphalt material content and .� asphalt cement properties will be shown on the plans. If the ,source is an existing stockpile material, the decantation or plasticity index will also be shown on the plans. ° Any contractor -owned RAP that is allowed to be used on the project shall remain the property of the Contractor, while stockpiled, and shall not be intermingled with state-owned RAP stockpiles. Any unused Contractor -owned RAP material shall be removed from the project site upon completion of the f 3-30 3146.000 5-99 project. Any unused state owned RAP shall be returned to the stockpile as directed by the Engineer. (C) Fine Aggregate Stockpile. Fine aggregate stockpiles shall be of uniform quality throughout. A maximum of 15 percent of the total virgin aggregate may be field sand or other uncrushed fine aggregate, unless a value less than 15 percent is shown on the plans. When specified on the plans, certain,. - fine aggregate material may be allowed, required or prohibited. Fine aggregate stockpiles shall meet the following gradation requirements when tested in accordance with Test Method Tex -200-F, Part II. PERCENT BY MASS PASSING THE 3/8" SIEVE 100. PASSING THE No. 10 SIEVE 70.0 - 100.0 -- PASSING THE No. 200 SIEVE 0.0 - 30.0 Unless otherwise shown on the plans, gravel fine aggregates, except for field sand shall not be allowed. Crushed gravel fine aggregates, when allowed, shall be the result of crushing aggregate that was originally retained on the No. 4 sieve. -- Except in CMHB mixtures, all fine aggregates except for field sand, shall be supplied from sources whose coarse aggregate ,,,, meet the Los Angeles Abrasion and magnesium sulfate soundness loss requirements. (D) Mineral Filler. Mineral filler shall consist of thoroughly dried stone dust. The use of fly ash will not be permitted. If other mineral filler is used, it must be approved by the Engineer. The mineral filler shall be free from foreign matter and meet the following gradation requirements when tested in accordance with Test Method TEX-200-F, Part II. PERCENT BY MASS PASSING THE No. 10 SIEVE 100 PASSING THE No. 200 SIEVE More than 30.0 (E) Baghouse Fines. The addition of fines collected by the baghouse or other air -cleaning or dust -collecting equipment is permitted. (2) Asphalt Material. (A) Asphalt Material. Asphalt material for the paving mixture shall be of the grade shown on the plans and shall meet the requirements of Item 300, "Asphalts, Oils And Emulsions." 4-30 3146.000 5-99. (B) Tack Coat. Asphalt materials_ shown on the plans or approved -by the Engineer shall meet the requirements'of Item 300, "Asphalts, Oils And Emulsions." 4. Job Mix Formula. A job mix formula (JMF) identifies the combined aggregate gradation and lists the percentage of each material component to be used in the mix. The JMFs are described in the following sections. For mixture Types A, B, C, D and F, the target laboratory molded density is 96.0 percent. For mixture Types CMHB-C or CMHB-F, the target laboratory density is 96.5 percent. When shown on the plans, the target laboratory molded density for any type of mixture may be " set at any value within the range of 96.0 to 97.0. These target lab densities apply to all JMFs. Development of Laboratory Mixture Design (JMF 1). JMF 1 is the laboratory mixture design developed by the Contractor's Level II certified specialist in accordance with Test Method TEX-204-F. JMF 1 shall use the project aggregates, asphalt material, and any other additives that are allowed or required. Creep, Hveem stability, gradation by washed sieve analysis in accordance with Tex -200-F, Part II and VMA properties shall conform to the requirements specified in Table 2 as determined in accordance with the Test Methods in Table 7. The mixture proposed for use shall be evaluated for moisture susceptibility in the mixture design stage by Test Method TEX-531-C, unless waived on the plans. Mixture approval criteria shall be in accordance with Item 301, "Asphalt Antistripping Agents." - The Contractor may select either lime or a liquid antistripping agent to reduce the moisture susceptibility of the aggregate. The addition of these antistripping agents shall be in accordance with Item 301, "Asphalt Antistripping Agents." The Engineer may waive testing for moisture susceptibility if a similar design using the same materials has proven satisfactory. When the antistripping additive type and rate are shown on the plans, then all moisture susceptibility testing requirements for mixture design will be waived, unless otherwise shown on plans. When it is suspected that there is a significant difference between the specific gravities for the individual aggregates, then the specific gravity shall be determined for all aggregates. r- If the specific gravity values differ by 0.300 or more, the mixture design shall be by the volumetric method, Test Method TEX-204-F, Part II. The Contractor's and.Engineer's responsibilities in development f_ and approval of JMF 1 are as follows: 5-30 3146.000 5-99 (A) Contractor Responsibilities. The Contractor shall develop -JMF 1 in accordance with Test Method TEX 204-F and requirements of Article 4, Subarticle (1). The Contractor shall submit to the Engineer all required worksheets, computer files and laboratory molded specimens for Hveem stability or creep testing. In the JMF l transmittal letter, the Contractor shall indicate if the Hveem stability, creep, and moisture susceptibility verification by the Engineer is to be conducted on trial batch or lab produced mixtures. All these tests must be conducted on the same mix, either trial batch or lab produced. Contractor is responsible for performing press correlation in accordance with Tex -206-F, Part II. Press correlation may be used during mix design. When the nuclear gauge is used for determining the asphalt content, then calibration samples prepared by the Contractor during the laboratory mixture design shall be retained by the Contractor for later use as necessary. The Contractor shall notify the Engineer of any changes in material sources. If a source changes at any point, a new laboratory mixture design shall be required unless otherwise approved by the Engineer. The Engineer may request a new laboratory mixture design if the asphalt material grade or �- formulation is changed. (B) Engineer Responsibilities. The Engineer will review the Contractor's mix design report and verify conformance with all aggregates, asphalt, additives and mixture specifications within 2 working days of JMF 1 submission. If the Contractor has elected to conduct the Hveem Stability, creep, and moisture susceptibility testing from a trial batch, and all specification requirements related to materials are met, the Engineer will authorize production of the trial batch - verification of JMF will be in accordance with Article 4.(2). If the Contractor has elected to conduct Hveem Stability, creep and moisture susceptibility testing on lab produced mixtures, then the Engineer will conduct Hveem stability or creep on molded specimens prepared by the Contractor or the Engineer as determined by the Engineer. The moisture susceptibility testing, when required, will be conducted on — samples prepared by the Engineer. All required testing must be completed within 10 working days from the submission of JMF 1 and all required materials. Further verification of JMF 1 is based on a plant produced mix accordance with Article 4.(2). The Engineer may use material samples collected by either the Engineer or the Contractor. The samples may be obtained at the plant or quarry as determined by the Engineer. Quarry samples shall be from materials produced for the project. The Engineer may elect to sample at both locations. — 6-30 3146.000 5-99 e (2) Verification of JMF I. The Contractor shall use the proposed JMF 1 to provide a plant -produced trial mixture for use in design verification testing, approval of JMF 1 and the'development of JMF 2. The trial mixture should be of sufficient quantity to ensure that a representative mixture is produced. All equipment 'and materials used in production of the trial mixture shall be those proposed for the project. when the plant is moved or a new plant is to be used, a new trial batch is required. All materials, labor and equipment furnished by the Contractor for the production of the trial mixture are subsidiary to the bid item.for hot mix and will not be paid for directly. The Engineer will sample and test to verify JMF 1 as follows: Design Requirement Mixture Source Tolerance Limit Combined Aggregate Trial Batch Table 2 and Table 3 Gradation requirements Asphalt Content Trial Batch + 0.5o from Target k Laboratory Molded Trial Batch + 1.0°s from Target Density VMA Trial Batch Table 2 (Production VMA) Hveem Stability Trial Batch or Table 2 Requirements Lab mix (1) Static Creep Trial Batch or Table 2 Requirements Lab mix (1) Moisture Trial Batch or Item 301, or as shown Susceptibility Lab mix (1) on plans (1) As determined by Contractor. -If JMF l is not approved, the Contractor shall produce additional trial mixtures, subject to the provision of this article. «-� (3) Referee Testing. Referee testing will be used to resolve differences between the Engineer and the Contractor when these differences exceed the allowable values shown in Table 4. In addition to the properties shown in Table 4, when the Engineer's tensile strength ratio or tensile strength for moisture conditioned specimens fails requirements and the Contractor's results meet requirements, referee testing is allowed. Referee r. test results will be provided within 10 workings days from receipt of samples at the referee laboratory. (4) Development of JMF 2. If JMF 1 is approved, the Contractor shall evaluate the test results of the trial batch and determine the optimum mixture ingredients for JMF 2. The Engineer will approve JMF 2 within one working day, provided that it meets the master grading limits shown in Table 2, the operational tolerance of JMF 1 for graduation listed in Table 3 and the asphalt content is within + 0.5. of JMF 1. (5) Development of JMF 3. JMF 2 will be used to produce Lot 1 and to 7-30 3146.000 5-99 5. develop JMF 3. Plant adjustments may be made during production of Lot 1 in order to develop JMF 3. Acceptance of the material will be in accordance with Article 8. Pay adjustments for Lot 1 will be in accordance with Article 10, except that the first 250 tons produced and placed will receive a 1.000 pay factor as - described under Subarticle -8. (2) and, Section 8. (5) (B) . The first 250 tons are not included in Lot 1. If for Lot l the difference exceeds the tolerances listed in Table 4, the Contractor and the Engineer must resolve the differences prior to beginning Lot 2. At the end of production of Lot 1, the Contractor shall submit the JMF 3 to the Engineer. The Engineer will approve the JMF 3 provided that it meets the master grading limits shown in Table -- 2, meets the operational tolerance of JMF 1 for gradation listed in Table 3, and that the asphalt content is within +/- 0.5 0 of JMF 1. JMF 3 must be such that the target lab density can be -, achieved. When aggregate blending is allowed and is used to achieve polish value, the bin percentage and stockpile gradation must be such that the polish value requirements are met. (6) Job Mix Formula Adjustment: At any time during the project, the.- Contractor he -Contractor may submit for the Engineer's approval a new laboratory mixture design as detailed in Subarticle 4.(1). Unless otherwise approved by the Engineer, plant -produced trial mixes will be required to verity the new laboratory mixture design as described in Subarticle 4.(2). The Contractor may adjust the job mix formula prior to beginning " a new lot provided that it meets the master gradation limits shown in Table 2 and the operational tolerance of JMF 2 for the gradation listed in Table 3. Also, the asphalt content must be — within ,+ 0.51 of JMF 2_._ The_new_job mix formula must be such that, the target lab density shown in Article 4, Job Mix Formula can be achieved. Equipment. (1) General. All equipment for the handling of all materials, mixing, placing and compacting of the mixture shall be maintainea in good repair and operating condition. In case of equipment malfunction, the Contractor shall cease production until defective equipment is repaired or replaced. (2) Mixing Plants. Automatic proportioning devices shall be requirec— for all plants and documentation as to their accuracy may be required by the Engineer. If a liquid or emulsified additive is to be introduced into the 8-30 3146.000 5-99 1-; asphaltic material at the mix plant, it shall be added to the asphalt line at the required rate by means of an in-line metering device. The Contractor shall demonstrate that the meter meets the requirements of Item 520, "Weighing and Measuring Equipment." - An in-line blending device is required to disperse the additive into the asphaltic material. A sampling port shall be provided on the asphalt line near the outlet of the additive blending ,. device so that the modified asphaltic material may be sampled. The measuring, blending, and sampling equipment and its location must be approved by the Engineer. (3) Fuel. When using fuel oil heavier than grade No. 2 or when using waste oil, the Contractor shall ensure that the fuel delivered to the burner is at a viscosity of 100 SSU or less, when tested in t." accordance with Test Method TEX-534-C. This viscosity ensures complete b1.urning of the 11 fuel. Higher viscosities may be allowed by the Engineer if recommended by the burner manufacturer. If necessary, the Contractor shall preheat the oil to maintain the required viscosity. The Contractor shall provide means for obtaining a sample of the fuel just prior to entry into the burner in order to perform the viscosity test. The Contractor shall perform this test or provide a laboratory test report that will establish the temperature of the fuel necessary to meet the viscosity requirements. There shall be an in-line thermometer to check the temperature of the fuel delivered to the burner. r Regardless of the burner fuel used, the burner or combination of burners and types of fuel used shall provide a complete burn of the fuel and shall not leave any fuel residue adhering to the heated aggregate. (4) Surge -Storage System and Scales. A_surge-storage system may be used to minimize the production interruptions during the normal day's operations. A device such as a gob hopper or other device designed to prevent segregation in the surge -storage bin shall be used. The mixture shall be weighed upon discharge from the surge -storage systema When a surge -storage system is used, scales shall be standard platform truck scales or other equipment such as weigh hopper (suspended) scales and shall conform to Item 520, "Weighing and Measuring Equipment." If truck scales are used, they shall be placed at a location approved by the Engineer. If other weighing equipment is used, the Engineer may require mass checks by truck scales for the basis of approval of the equipment. Temporarystoring or holding of the hot mix asphalt by the surge - storage system will be required for drum -mix plants during the normal day's operation. Overnight storage will not be permitted unless authorized on the plans or in writing by the Engineer. 9-30 3146.000 5-99 (5) Recording Device and Record Printer. The mixture shall be weighed for payment. If a surge -storage system'is used, an automatic recording device and a digital record printer shall be provided to indicate the date, project identification number, vehicle identification, total mass of the load, tare mass of the vehicle, the mass of asphaltic mixture in each load and the number of loads for the day, unless otherwise indicated on the _ plans. When surge -storage is not used, batch weights will be used as the basis for payment and automatic recording devices and automatic digital record printers in accordance with Item 520, "Weighing and Measuring Equipment," shall be required. (6) Laboratory. The Contractor shall establish, maintain and operate a laboratory. The laboratory shall be equipped to perform the tests indicated in this specification. All quality control testing shall be performed at the Contractor's on-site laboratory, unless otherwise approved by the Engineer. All test — equipment at the laboratory shall be calibrated and certified in accordance with Test Method TEX-237-F or the manufacturer's recommendations. The Engineer will verify that all the necessary equipment, materials and current test procedures are present and that all equipment meets these requirements prior to the production of hot mix asphalt. 6. Stockpiling, Storage and Feeding of Materials. (1) Storage and Heating of Asphalt Materials. The asphalt material storage capacity shall be ample to meet the requirements of the plant. Asphalt shall not be heated to a temperature in excess of that specified in Item 300, "Asphalts, Oils And Emulsions." All equipment used in the storage and handling of asphalt material shall be kept in a clean condition at all times and shall be operated in such a manner that there will be no contamination with foreign matter. The heating apparatus shall be equipped with a continuously recording thermometer and a 24-hour chart that will record the temperature of the asphalt material at the location of the highest temperature. _ Continuous recordings shall be made for asphalt material and hot mix asphalt temperatures. These recordings shall be made available to the Engineer on a daily basis. (2) Scalping Screen. A scalping screen shall be required after the cold feeds and ahead of the combined aggregate belt scales for all plants. (3) Plants Using Rap. If RAP is used, a separate cold bin shall be required. The RAP feed system shall be equipped to remove particles over 2 inches in size prior to the weighing device. There shall be adequate cold bin controls to provide a uniform amount of RAP to the mixture. — 10-30 3146.000 5-99 Positive mass measurement of RAP shall be provided by the use of >" belt scales or other approved devices or methods. RAP shall be mixed and blended so that there is no evidence of unseparated particles in the mixture as it leaves the mixer. 7. Construction Methods. 3- (1) General. It shall be the responsibility of the Contractor to F produce, transport, place and compact the specified paving mixture in accordance with the requirements herein. If at any time prior to placement on the roadway surface the temperature of the mixture falls below 212 F, the quantity of that mixture shall be determined to the satisfaction of the Engineer and removed from the project at the expense of the Contractor and no payment will be made for the mixture that is removed. 11-30 3146.000 �,, 5-99 (2) Adverse Weather Conditions. Unlessotherwise approved by the Engineer, asphalt mixture, when placed with a spreading and finishing machine, or tack coat shall not be placed when air temperature is below 50 F and is falling, but it may be placed when the air temperature is above 40 F and is rising. If a mixture is placed on a wet or damp surface and it doe's not bond "~ to the existing pavement, ravels, or has other surface irregularities, the mixture shall be removed or repaired to the satisfaction of the Engineer. Removal or repair shall be at the expense of the Contractor. (3) Tack Coat. Tack coat shall be used at the direction of the Engineer. The surface upon which the tack coat is to be placed shall be cleaned thoroughly to the satisfaction of the Engineer. A uniform application of tack coat shall be applied at a rate not to exceed 0.05 gallon residual asphalt material per square yard ., of surface area. In CMHB mixtures, the rate shall not exceed 0.07 gallon residual asphalt material per square yard of surface area. All contact surfaces of curbs and structures and all joints shall be painted with a thin, uniform application of tack coat. During the application of tack coat, care shall be taken to prevent splattering of adjacent pavement, curb and gutter and structures. The tack coat shall be rolled with a pneumatic tire roller when directed by the Engineer. (4) Transporting Hot Mix. The hot mix shall be hauled to the work ,�. site in tight vehicles previously cleaned of all foreign material. Diesel shall not be used as a truck bed release agent. - Any transporting operation that results in contamination of hot mix with foreign materials will not be allowed. (5) Windrow Pick -Up Equipment. Windrow pick-up equipment shall be such that substantially all the mixture deposited on the roadbed is picked up and loaded into the spreading and finishing machine. - The mixture shall not be contaminated with foreign material. The 11-30 3146.000 �,, 5-99 loading equipment shall be designed so that, without resorting to— hand o—hand finishing, it does not interfere with the spreading and finishing machine in obtaining the required line, grade and surface (6) Placing. The hot mix shall be dumped and spread on the approved prepared surface with a spreading and finishing machine. when properly compacted, the finished pavement shall be smooth, of uniform texture and density and shall meet therequirementsof the typical cross sections and the surface tests. In addition, the placing of the hot mix shall be done without tearing, shoving, gouging or segregating the mixture and without producing streaks in the mat. Adjacent to flush curbs, gutters and structures, the surface shall be finished uniformly high so that when compacted, it will' be slightly above the edge of the curb or structure. Construction joints of successive courses of asphaltic material shall be offset at least six (6) inches. Construction joints on surface courses shall coincide with lane lines or shall be as directed by the Engineer. (7) Compacting. The pavement shall be compacted thoroughly and uniformly with the necessary rollers to obtain the air voids and— cross section of the finished paving mixture meeting the requirements of the plans and specifications. The edges of the pavement along curbs, headers and similar structures or in such locations that will not allow thorough compaction with the rollers, shall be thoroughly compacted with lightly oiled tamps. Rolling with a trench roller may be required by the Engineer on widened areas, in trenches and in other limited areas. With the exception of the above requirements, and when specific air void requirements have not been voided by plan note, the type and size of compaction equipment and the rolling patterns used will be entirely at the discretion of the Contractor. Where specific air void requirements are voided, one (1) three - wheel roller, one (1) pneumatic -tire roller, and one (1) tandem roller shall be furnished for each compaction operation except as provided below or as approved by the Engineer. The use of a tandem roller may be waived by the Engineer when the surface is already adequately smooth and further steel -wheel rolling is shown to be ineffective. With approval of the Engineer, the Contractor may substitute a vibratory roller for the three -wheel roller and/or the tandem roller. Use of at least one (1) pneumatic -tire roller is required. Use of pneumatic tire rollers will not be allowed for CMHB mixtures if excessive pickup of fines by roller tires occurs. Additional or heavier rollers - shall be furnished if required by the Engineer. Rolling patterns 12-30 3146.000 5-99 that achieve maximum compaction shall be established by the Contractor as outlined in Test Method TEX-207-F, Part IV. For these conditions there will be no pay adjustment factor calculated for in-place air voids._ (8) Opening to Traffic. The compacted pavement shall be opened to traffic when directed by the Engineer. 8. Acceptance Plan. - (1) General. Acceptance of the hot mix will be based on the acceptance plan described herein. Random sampling of the hot mix shall be performed on a lot and sublot basis. (2) Production Lot. The Engineer will select the lot size. A production lot shall consist of 4_equal sublots. The maximum sublot size shall be 1000 tons or 650 cubic yards. Lot size can only be changed prior to the beginning of a lot. The first 250 tons of the first day production will be assigned a production pay factor of 1.000 to allow the Contractor to adjust the hot mix plant. The first 250 tons are not included in Lot 1. (A) Small Production Quantities: When the anticipated daily production is less than 500 tons, the Engineer may elect to either waive all sampling and testing requirements or follow the acceptance plan described in Subarticle 8.(2). If the Engineer elects to waive sampling and testing, both production and placement pay factors will be 1.000. If the Engineer elects to follow the _acceptance plan described in Subarticle 8.(2), and this results in less than four sublots for the job, pay adjustment will be in accordance with Subarticle 8.(2) (B), "Incomplete Lots (B) Incomplete Lots: If a lot is begun but cannot be completed such as on the last day of production or in other circumstances deemed appropriate by the Engineer, the lot may be closed out by the Engineer. Payment for the lot will be adjusted in accordance with Subarticle 10.(2). (3) Production Sampling. All sampling locations shall be determined by the random sampling procedure defined in Test Method TEX-225- F. The Engineer is responsible for establishing the random sample locations before lot production begins. Only the locations of the samples that will be taken by the Contractor will be disclosed to the Contractor. Hot mix shall be obtained from trucks at the plant in accordance with Test Method TEX-222-F. For each sublot, the Contractor x shall take one sample at the location randomly selected by the Engineer. In addition, for each lot the Engineer will randomly,_ r^ select at least two (2) sublots and take one (1) random sample from each selected sublot. Each sample will be split by the 13-30 3146.000 5-99 sampler into three equal portions in accordance with Test Method TEX-200-F. These portions will be labeled as Contractor, Engineer and referee and will be delivered to.the appropriate party's laboratory. Referee samples will be delivered to the Engineer. Unused samples will be discarded after the Contractor accepts pay adjustment factors for that lot. A sampling platform approved by the Engineer shall be provided by_ the Contractor. (4) Production Testing. Production testing responsibility is divided between the Engineer and the Contractor. The Engineer will determine lab density for each sublot, and the Contractor has the option to verify Engineer's test results on split samples provided by the Engineer. The Contractor shall determine -- compliance with operational tolerance using Contractor's samples, on all sublots and the Engineer will verify Contractor's test results. The Contractor can request referee testing should the difference between the Contractor's and. the Engineer's test results exceed the values shown in Table 4. All production testing by both the Engineer and the Contractor must be completed and reported within one working day of completion of the sublot (A) Lab Density. Density is a mixture design and pay factor parameter. The lab density is determined by the Engineer foz—. each sublot. It is determined in accordance with Test Methods TEX-207-F and TEX-227-F. When the Engineer obtains a sample from a sublot in accordance with Subarticle 8.(3), �- that sample will be used by the Engineer to determine the laboratory bulk specific gravity and the maximum theoretical specific gravity and to calculate the lab density. For sublots not sampled by the Engineer, the Contractor's split sample will be used by the Engineer to determine laboratory bulk specific gravity and maximum theoretical specific gravity and to calculate lab density. .(B) Gradation Test. Gradations shall be determined in accordance with Test Method TEX-200-F. Aggregates for gradation -. determination are obtained from one of, the following three (3 ) methods: * extraction (TEX-210-F) * cold feed/hot bin samples (TEX-229-F) * ignition oven (TEX-236-F) when cold feed samples are used for gradation testing, the Contractor shall supply a correlation as outlined in TEX-229- F. Correlation factors shall be_ verified by the Contractor' and approved by the Engineer once every five (5) production 14-30 3146.000 5-99 -1. days. Gradation testing shall be conducted by the Contractor for each sublot on samples taken by the Contractor. The Engineer will verify that the operational tolerances for gradation shown in Table 3 have been met. The minimum +* verification frequency will be one (1) Engineer's sample for every twelve (12) sublots. (C) Asphalt Content. The asphalt material content shall be determined in accordance with Test Method TEX-228-F or TEX-236-F. Asphalt content testing shall be conducted by the Contractor for each sublot on samples taken by the Contractor. The Engineer will conduct asphalt content testing on Engineer's samples on a minimum of one (1) for every four (4) sublots. If the asphalt content exceeds the operational tolerance shown in Table 3 on two (2) consecutive sublots per lot, based on the Engineer's test results or two (2) consecutive sublots per lot based on the Contractor's test results no production or placement bonus will be paid for that lot. _(D) HVEEM Stability. Hveem stability will be determined in accordance with Test Method TEX-208-F. Hveem stability testing is conducted by the Engineer a minimum of once per lot on specimens molded by the Engineer. (E) Moisture Susceptibility. Production verification testing after final approval of moisture susceptibility testing will use Test Method TEX-530-C and is required when anti -stripping additives are used, unless waived in the plans. In such cases, the Engineer will determine the location and frequency of sampling and will perform the test. -, - (F) operational Tolerances. The hot mix shall meet operational tolerances shown in Table 3 for each sublot When either the Contractor's or the Engineer's test results exceed the operational tolerances shown in Table 3 for three (3) consecutive tests for a single property, then the Contractor shall cease production until test _results or other information indicate, to the satisfaction of the Engineer, that the next material to be produced will meet the specified values The Contractor shall select the target discharge temperature of the mixture between 250 F and 350 F. The mixture, when discharged from the mixer, shall not vary from this selected temperature more than 25 F, but in no case shall the temperature exceed 360 F. (G) Individual Loads of Hot Mix. Individual loads of hot mix in the truck can be rejected by the Engineer. When a load of hot mix is rejected for reasons other than temperature as a 15-30 3146.000 5-99 stated in Subarticle 7.(1) and Section 8.(4)(F), the rejected load will be tested at the request of the Contractor. This request must be made within four (4) hours of rejection. If tests are within operational tolerances, payment will be made for the load. If test results are not within operational -- tolerances as shown in Table 3, no payment will be made for the load. The Engineer will perform sampling and testing. (S) Placement Lot. A placement lot shall consist of the area placed — in a production lot, excluding miscellaneous areas. A placement sublot shall consist of one fourth of the area of the placement lot. (A) Incomplete Placement Lots. An incomplete placement lot shall consist of the area placed in an incomplete production lot as— described in Section 8.(2)(B) excluding miscellaneous areas. For these lots, one placement sample location will be selected for each production sublot placed. (B) Miscellaneous Areas. Areas that are not generally subject to primary traffic such as driveways, mailbox turnouts, crossovers, gores and other similar areas are considered to be miscellaneous areas. The area placed during the first 250 tons of the first day's production is also a miscellaneous area. Shoulders and ramps are not considered miscellaneous -� areas. Miscellaneous areas are the only areas that are not eligible for random placement sampling locations, and will be assigned placement pay factor 1.000. (C) Level -Ups and Thin Overlays. For the purpose of calculating a placement pay adjustment factor, level -ups and thin overlays will be considered as miscellaneous areas. The - placement pay adjustment factor shall be 1.000 for any layer thickness designated on the plans less than 1 1/2 inches or for level -up areas. The Contractor will establish a rolling - pattern that will achieve in-place air voids in accordance with Subarticle 7.(7). Total adjusted pay (TAP) will be based on TAP 2 as shown in Subarticle 10.(4). (D) Shoulders and Ramps. Shoulders and ramps are not subject to in-place air voids determination unless otherwise shown on the plans. When shoulders and ramps are not subject to in- place air voids determination, then compaction shall be in accordance with Subarticle 7.(7). The Contractor may declare the shoulders and/or ramps as eligible for in-place air void testing and pay adjustments however, the Contractor must notify the Engineer in writing prior to beginning of the mix production. (6) Placement Sampling: The Engineer is responsible for determining the random sampling plan. The Contractor shall be responsible for obtaining two (2) cores side-by-side from each placement — sublot. The Engineer will witness the coring operation, and 16-30 3146.000 5-99 measurement of the core thickness. The Engineer will mark the 'cores for identification and return them to the Contractor for trimming. Immediately after obtaining the cores, the Contractor shall repair core holes in a manner approved by the Engineer. For Type A'and Type B hot mix, six (6) inch cores shall be obtained. For all other types of hot mix, four (4) inch or six (6) inch diameter cores shall be obtained. - The Contractor is responsible for trimming and delivering all cores to the Engineer within two working days following placement operations. If the layer thickness before trimming of any core in a sublot is 1 1/4 inch or less, the Contractor may elect not to include the air void determinations for that sublot and the pay factor for that sublot shall be 1.000. However, this decision must be made prior to trimming the cores and the cores in question must be delivered to the Engineer. (A) Sample Locations. One random sample location shall be determined for each placement sublot. The random sample location shall be determined in accordance with Test Method TEX-225-F. No random sample location shall be located within two (2) feet of a joint or pavement edge. The sample shall be taken within one (1) foot of the random location provided. Shoulders and ramps are always eligible for selection as a random sample location, however, if a random sample location ,., falls on a ramp or shoulder that is not eligible for testing of air voids, cores will not be taken for the sublot and a 1.000 pay factor will be assigned to that sublot. In case the random sample location falls in the travel lane portion of the sublot, then cores shall be taken and the pay adjustment factors determined in accordance with Article 10.(3) will be assigned to the entire sublot, shoulders and _ramps included.. (B) Placement Testing. The Engineer will determine placement pay adjustment factors by measuring in-place air voids in accordance with Test Method TEX-207-F and TEX-227-F. The theoretical maximum specific gravity used for in-place air voids determination will be the average of the values obtained for all sublots in the production lot tested by the Engineer. The average air void content of the two (2) cores shall be used to calculate a placement pay adjustment factor for each sublot tested. Placement pay adjustment factors shall be determined in accordance with Article 10. Paraffin coating will be used if required by Test Method TEX-207-F. If a paraffin -coated sample yields a higher 17-30 3146.000 5-99 specific gravity than the uncoated sample, then the test results from nonparaffin-coated cores will be used for placement pay factor determination. After determining air void contents the Engineer will return tested cores to the Contractor. The Contractor can request referee testing should the _ difference between the Contractor's and the Engineer's test results exceed the values shown in Table 4. (C) Ride Quality. Unless otherwise shown on the plans, ride quality will be required in accordance with Special Specification, "Ride Quality for Pavement Surfaces". (7) Irregularities or Segregation. If a pattern of surface irregularities including, but not limited to rutting, segregation, raveling, mat slippage, color, texture, roller marks, tears or uncoated aggregate particles is detected by the Contractor or the Engineer, the Contractor shall make an investigation into the causes and immediately take the appropriate corrective action. Placement may continue for no more than one (1) day of production only if appropriate action is being taken. If no appropriate corrective action is taken or if the problem exists after one (1) day, paving shall cease until the Contractor further investigates the causes and the Engineer approves further production to determine effectiveness of the corrective action. Segregated areas shall be corrected at the Contractor's expense as directed by the Engineer. Correction may include removal and replacement. Disputes will be resolved by the Construction Division. (8) Referee Tests. The TxDOT Construction Division will perform the — referee tests. Either the Engineer or the Contractor may request referee tests; however, all referee samples must be submitted to the Construction Division by the Engineer. Referee tests will be performed on every sublot for the lot(s) in question. These tests are final and will establish pay adjustment factors for the lot(s) in question. The Contractor shall pay only for referee tests the Contractor requests and for which the Engineer's test result is closer to the referee test result than that of the Contractor. _ (9) Independent Assurance Tests. Independent assurance tests as defined in Subarticle 1.(5) will be performed by the Engineer on all tests used for acceptance of the hot mix. 9. Measurement. The quantity of hot mix will be measured by the composite mass or composite volumetric method. 18-30 3146.000 5-99 (1) Composite Mass Method. Hot mix will _be measured by the cubic yard -of the composite hot mix of the type actually used in the completed and accepted work in accordance with the plans and specifications for the project. The composite hot mix is hereby defined as the asphalt, aggregate, RAP and additives as noted on the plans and/or approved by the Engineer. If mixing is done by a drum -mix plant, measurement will be made on scales as specified herein. If mixing is done by a weigh -batch plant or modified weigh -batch plant, measurement will be determined on the batch scales unless surge -storage is used. Records of the number of batches, batch design and the mass of the composite hot mix shall be kept. Where surge -storage is used, measurement of the material taken from the surge -storage bin will be made on truck scales or suspended hopper scales. (2) Composite Volumetric Method. Hot mix will be measured by the cubic yard of compacted hot mix of the type actually used in the completed and accepted work in accordance with the plans and specifications for the project. The composite hot mix is hereby defined as the asphalt, aggregate, RAP and additives as noted on the plans and/or approved by the Engineer. The volume of the composite hot mix shall be calculated by the ,., following formula: V W (62.4) (27) GA V = Cubic yard of compacted hot mix W = Total weight of hot mix in pounds GA = Average actual specific gravity of three (3) molded specimens as prepared by Test Method TEX-206-F and determined in accordance with Test Method TEX-207-F, using samples collected by the Engineer. If mixing is done by a drum -mix plant, the mass "W" will be determined by scales as specified herein. - If mixing is done by a weigh -batch plant or modified weigh -batch and surge -storage is not used, the mass "W" will be determined by ,., batch scales. Records of the number of batches, batch designs and mass of asphalt and aggregate shall be kept. Where surge- - - storage is used, measurement of the material taken from the surge -storage bin will be made on truck scales or suspended hopper scales. 10. Payment and Pay Adjustment Factors. (1) General. The work performed and materials furnished in 19-30 3146.000 5-99 accordance with this item and measured as provided under Article 9, "Measurement" will be paid for at the unit price bid for the "Hot Mix" of -the type specified and as determined in Article 10, "Payment and Pay Adjustment Factors." MEASUREMENT BID ITEM METHOD UNIT OF MEASURE Composite Mass Hot Mix Ton Composite Volumetric Hot Mix Cubic yard The payment based on the unit bid price shall be full compensation for quarrying, for furnishing all materials and additives, for freight involved, for sampling and testing, for all hot mix design(s), for all quality control, for all heating, for mixing, for hauling, for cleaning the existing base course or pavement, for tack coat, for placing, rolling and finishing hot mix, for transporting RAP, for transporting any excess RAP to locations shown on the plans, and for all manipulations, labor, tools, equipment and incidentals necessary to complete the work. All templates, straightedges, core drilling equipment, scales and other weighing and measuring devices necessary for the proper construction, measuring and checking of the work shall be furnished, operated and maintained by the Contractor at his expense. The Contractor's laboratory building and equipment shall be furnished, maintained, and operated by certified specialists at the Contractor's own expense. _ If the production or placement pay factor for three (3) consecutive lots is below 1.000, then the Contractor shall cease production until test results, or other information, indicate to the satisfaction of the Engineer that the next material to be produced will meet the specified values. (2) Production Pay Adjustment Factors: The "pay adjustment factor" for production is based on the lab density and will be determined using the Engineer's test results. A pay adjustment factor will be determined from Table 5 for each sublot using the deviation from target lab density defined in Article 4. The pay adjustment factor for the production lot will be the average of the pay adjustment factors for the sublots within that lot. Pay adjustments for incomplete production lots described under Section 8.(2)(B) will be calculated in accordance with Subarticle 10.(2) using the average of the production pay factors from all 20-30 3146.000 5-99 i ko . sublots sampled. If the random sampling plan did not result in collection of any samples, a production pay factor of 1.000 will be assigned to that lot. If the total pay adjustment factor for production for any lot is less than 1.000, the Contractor has the option to remove and replace the lot or agree to accept the lot at an adjusted unit price determined by the total pay adjustment calculation. If the pay adjustment factor for production for any sublot is less than 0.700, the Engineer will randomly choose the locations, within that sublot, of a minimum of five 6 -inch diameter cores, to be taken by the Contractor in the presence of the Engineer. The Engineer will submit the cores to the Construction Division where they will be re -molded on the Texas Gyratory Press. Laboratory molded bulk specific gravity and maximum theoretical specific gravity will be determined within ten working days of receipt, to determine the new pay adjustment factor of the sublot in question. If the new pay adjustment factor is less than 0.700 or greater, then the new pay adjustment factor will apply to that sublot. If the new pay adjustment factor is less than 0.700, the sublot will not be paid for by the Engineer, and the material shall be removed at the expense of the Contractor. Replacement material shall meet the requirements of this specification with payment made accordingly. (3) Placement Pay Adjustment Factors: The pay adjustment factor for a placement sublot shall be determined from Table 6 for the sublots that require air void measurement. For sublots that do not require air void measurement, the pay adjustment factor shall be 1.000. For sublots that contain areas which require air void measurements and areas which do not require air voids measurement, i.e. travel lanes and shoulders, a pay adjustment factor of 1.000 will be assigned to the entire sublot when the random sample location falls in an area not eligible for testing. When the random sample location does fall in an area eligible for testing, then a pay adjustment factor will be determined in accordance with this Subarticle and it will apply to the entire sublot. The pay adjustment factor for a placement lot shall be the average of the four (4) pay adjustment factors for the sublots within that lot. Pay adjustments for incomplete placement lots described under Section 8.(5)(A) will be calculated in accordance with this Subarticle using the average of the placement pay factors from all sublots sampled. If the random sampling plan did not result in collection of any samples, a placement pay factor of 1.000 will be assigned. If the total pay adjustment factor for placement for any lot is less than 1.000, the Contractor has the option to remove and replace the lot or agree to accept the lot at an adjusted unit price determined by the total pay adjustment calculation. If the pay adjustment factor for ,placement for any sublot is less than 0.700, the Engineer will randomly choose the locations, within 21-30 3146.000 5-99 that sublot, of four cores, to be taken by the Contractor in the presence of the Engineer. The Engineer will submit the cores to the Construction Division where they will be tested for bulk specific gravity within ten working days of receipt. The average of the four bulk specific gravities will be divided by the Engineer's average maximum theoretical specific gravity for that lot to determine the new pay adjustment factor of the sublot in -- question. If the new pay adjustment factor is 0.700 or greater, then the new pay adjustment factor will apply to that sublot. If the new pay adjustment factor is_less than 0.700, the sublot will not be paid.for by the Engineer, and the material shall be removed at the expense of the Contractor. Replacement material shall meet the requirements of this specification with payment made accordingly. (4) Total Adjustment Pay Calculation. Total adjustment pay (TAP) shall be based on the applicable pay adjustment factors for production and placement. For production only * TAP1 = A For production and placement TAP2 = A+B 2 A = Bid price x production lot quantity x pay adjustment factor for production B = (Bid price x placement lot quantity x pay adjustment factor for placement) + (Bid price x miscellaneous quantities x 1.000) * Applies only when placement of the mixture is not part of the contract. Pay adjustment factors shall be rounded to the thousandth place (e.g., 0.000). 22-30 3146.300 5-99 } r - TABLE 1. AGGREGATE QUALITY REQUIREMENTS - 23-30 3146.000 5-99 Manufactured or Requirement Test Natural Lightweight Method Aggregate A re ate COARSE AGGREGATE Dry, Loose Unit Weight, lb/cu.yd minimum TEX-404-A - 35.0 Pressure Slaking Value, maximum TEX-431-A - 4.0 Freeze Thaw Loss, percent, maximum TEX-432-A - 7.0 24 Hour Water Absorption, percent, maximum TEX-433-A - 12.0 Deleterious Material, percent, TEX-217-F maximum Part I 1.5 1.5 Decantation, percent, maximum TEX-217-F Part II 1.5 1.5 Los Angeles Abrasion, percent, maximum for mixture other than TEX-410-A 40 35 CMHB for CMHB Mixtures TEX-410-A 35 - Magnesium Sulfate Soundness Loss, TEX-411-A 30 5 cycle, percent, maximum Or as shown on Plans Polish Value TEX-438-A Shown on Shown on Plans Plans FINE AGGREGATE Linear Shrinkage, percent, maximum TEX-107-E Part II 3 3 COMBINED COARSE AND FINE AGGREGATES AND MINERAL FILLER Sand Equivalent Value, percent,TEX-203-F 45 45 minimum - 23-30 3146.000 5-99 TABLE 2. MIXTURE REQUIREMENTS MASTER GRADING (PERCENT PASSING BY MASS OR VOLUME) Sieve TYPE Size A Coarse Base B Fine Base C Coarse Surface D Fine Surface F Fine Mixture 1-1/2" 98.0-100.0 1-1/4" 95.0-100.0 1" 98.0-100.0 7/8" 70.0-90.0 95.0-100.0 98.0-100.0 5/8" 75.0-95.0 95.0-100.0 1/2" 50.0-70.0 98.0-100.0 3/8" 60.0-80.0 70.0-85.0 85.0-100.0 98.0-100.0 1/4" 95.0-100.0 No. 4 30.0-50.0 40.0-60.0 43.0-63.0 50.0-70.0 No. 10 20.0-34.0 27.0-40.0 30.0-40.0 32.0-42.0 32.0-42.0 No. 40 5.0-20.0 10.0-25.0 10.0-25.0 11.0-26.0 9.0-24.0 No. 80 2.0-12.0 3.0-13.0 3.0-13.0 4.0-14.0 3.0-13.0 No. 200 1.0-6.0 1.0-6.0 1.0-6.0 1.0-6.0 1.0-6.0 MIXTURE PROPERTIES VMA, Design 12.0 13.0 14.0 15.0 I 16.0 Minimum VMA, Production ( 11.0 12.0 13.0 14.0 ( 15.0 % Minimum HVEEM Stability, Minimum* 35* 35* 35* 35* 35* * Or as shown on plans. 24-30 3146.000 5-99 TABLE 2., MIXTURE REQUIREMENTS MASTER GRADING (PERCENT PASSING BY MASS OR VOLUME) (continued) Sieve Type Size CMHB-F CMHB-C Fine Coarse Surface Surface .-a 1-1/2" 7/811 98.0-100.0 5/811 95.0-100.0 1/2" 98.0-100.0 3/8" 85.0-100.0 50.0-70.0 ., 1/411 No. 4 40.0-60.0 30.0-45.0 r - No. 10 15.0-25.0 15.0-25.0 No. 40 6.0-20.0 6.0-20.0 No. 80 6.0-18.0 6.0-18.0 No. 200 5.0-8.0 5.0-8.0 MIXTURE PROPERTIES VMA, Design o Minimum 15.0 14.0 VMA, Production o Minimum 14.0 13.0 HVEEM -•, Stability, Minimum* Creep Slope 0.00000004 0.00000004 In/In/Sec Maximum Creep Stiffness 6,000 6,000 PSI Minimum Permanent Strain 0.0006 0.0006 .. In/In Maximum 25-30 3146.000 5-99 .�e TABLE 3. OPERATIONAL TOLERANCES OF CURRENT JOB MIX FORMULA Item Tolerance (Mass or Volume) Individual Percent Retained on each sieve No. 10 and larger Plus or Minus 5* Individual Percent Retained on each sieve smaller than No. 10 Plus or Minus 3* Asphalt Content ** Plus or Minus 0.3 ** HVEEM Stability (Except for CMHB) Minimum 35 - No Maximum Moisture Susceptibility, TEX-530-C Item 301 * When within these tolerances, the gradation of the mixture may fall outside the master grading limits for all sieves except passing No. 200. For the passing No. 200, any test result which is not within the master grading limit will be considered as exceeding the operational tolerance. ** Production of mixture to the project shall cease if the Asphalt Content deviates from the current Job Mix Formula by more than 0.5 percent for any sublot. TABLE 4. MAXIMUM ALLOWABLE DIFFERENCE BETWEEN CONTRACTOR AND ENGINEER TESTS TEST METHOD NO. TEST DESCRIPTION MAX. DIFFERENCE SIEVE ANALYSIS: Individual percent retained Plus or Minus 5.0 TEX-210-F for 5/8" sieves & larger TEX-200-F or TEX-236-F Individual percent retained Plus or Minus 3.0 for sieves smaller than 5/8" and larger than No. 200 Percent passing No. 200 sieve Plus or Minus 1.6 TEX-228-F or Asphalt Material Content Plus or Minus 0.3 TEX-236-F TEX-207-F In-place Air Voids Plus or Minus 1.0 TEX-207-F Laboratory Molded Air Voids Plus or Minus 1.4 TEX-227-F Theoretical Maximum Plus or Minus (Rice) Gravity 0.020 TEX-207-F Laboratory Molded Bulk Plus or Minus Specific Gravity 0.020 26-30 3146.000 5-99 TABLE S. PRODUCTION PAY ADJUSTMENT FACTORS FOR LAB DENSITY TABLE 6. PLACEMENT PAY ADJUSTMENT FACTORS FOR_IN-PLACE DENSITY In -Place Air Voids Pay Adjustment Factor In -Place Air Voids Pay Adjustment Factor In -Place Air Voids -Pay Adjustment Factor <2.6 No Pay 6.9 1.035 11.3 0.885 2.6 0.700 7.0 1.033 11,.4 0.880 2.7 0.738 7.1 1.032 11.5 0.875 2.8 0.775 7.2 1.030 11.6 0.870 2.9 0.813 7.3 1.028 11.7 0.865 3.0 0.850 7.4 1.027 11.8 0.860 3.1 0.860 7.5 1.025 11.9 0.855 3.2 0.870 7.6 1.023 12.0 0.850 _. 3.3 0.880 7.7 1.022 12.1 0.845 - 3.4 0.890 7.8 1.020 12.2 0.840 3.5 0.900 7.9 1.018 12.3 0.835 3.6 0.910 8.0 1.017 12.4 0.830 3.7 0.920 8.1 1.015 12.5 0.825 3.8 0.930 8.2 1.013 12.6 0.820 3.9 0.940 8.3 1.012 12.7 0.815 4.0 0.950 8.4 1.010 12.8 0.810 4.1 0.960 8.5 1.008 12.9 0.805 4.2 0.970 8.6 1.007 13.0 0.800 4.3 0.980 8.7 1.005 13.1 0.795 4.4 .0.990 8.8 1.003 13.2 0.790 4.5 1.000 8.9 1.002 13.3 0.785 4.6 1.010 9.0 1.000 13.4 0.780 4.7 1.020 9.1 0.995 13.5 0.775 4.8 1.030 9.2 0.990 13.6 0.770 4.9 1.040 9.3 0.985 13.7 0.765 - 5.0 1.050 9.4 0.980 13.8 0.760 5.1 1.050 9.5 0.975 13.9 0.755 5.2 1.050 9.6 0.970 14.0 0.750 5.3 1.050 9.7 0.965 14.1 0.745 5.4 1.050 9.8 0.960 14.2 0.740 5.5 1.050 9.9 0.955 14.3 0.735 5.6 1.050 10.0 0.950 14.4 0.730 5.7 1.050 10.1 0.945 14.5 0.725 5.8 1.050 10.2 0.940 14.6 0.720 5.9 1.050 10.3 0.935 14.7 0.715 6.0 1.050 10.4 0.930 14.8 0.710 6.1 1.048 10.5 0.925 14.9 0.705 6.2 1.047 10.6 0.920 15.0 0.700 6.3 1.045 10.7 0.915 >15.0 No Pa 6.4 1.043 10.8 0.910 6.5 1.042 10.9 0.905 6.6 1.040 11.0 0.900 - 6.7 1.038 11.1 0.895 6.8 1.037 1 11.2 0.890 28-30 3146.000 5-99 TABLE 7. TEST METHODS, TEST RESPONSIBILITY AND MINIMUM CERTIFICATION LE CERTIFICATION TEST CONTRACTOR TXDOT LEVEL „ 1. AGGREGATE TESTING SAMPLING TEX-400-A TEX-400-A IA WASHED SIEVE TEX-200-F, PART II - IA UNIT WEIGHT _ TEX-404-A ^' L.A. ABRASION TEX-410-A SOUNDNESS TEX-411-A PRESSURE SLAKE TEX-431-A POLISH VALUE TEX-438-A CRUSHED FACE COUNT TEX-460-A LINEAR SHRINKAGE TEX-107-E SAND EQUIVALENT TEX-203-F E^ 2. LABORATORY MIX DESIGN AND VERIFICATION DESIGN and JMF Changes TEX-204-F TEX-204-F II MIXING TEX-205-F TEX-205-F II .. MOLDING TEX-206-F TEX-206-F IA DENSITY AND VMA TEX-207-F TEX-207-F II TENSILE STRENGTH TEX-226-F TEX-226-F II RICE GRAVITY TEX-227-F TEX-227-F IA �- NUCLEAR GAUGE CALIBRATION TEX-228-F TEX-228-F II or I ` IGNITION OVEN CALIBRATION TEX-236-F TEX-236-F II or I BOIL TEST TEX-530-C TEX-530-C II TENSILE STRENGTH RATIO TEX-531-C TEX-531-C II STABILITY TEX-208-F CREEP TEX-231-F TABLE 7. TEST METHODS, TEST RESPONSIBILITY AND MINIMUM CERTIFICATION LE (continued) CERTIFICATION TEST CONTRACTOR TXDOT LEVEL 3. TRIAL MIX VERIFICATION APPROVED GYRATORY PRESS CORRELATION - IA SAMPLING TEX-222-F TEX-222-F IA MOLDING TEX. -206-F TEX-206-F IA DENSITY TEX-207-F TEX-207-F IA STABILITY TEX-208-F EXTRACTION TEX-210-F TEX-210-F IA — MOISTURE TEX-212-F IA RICE GRAVITY TEX-227-F TEX-227-F IA ASPHALT CONTENT(NUCLEAR) TEX-228-F TEX-228-F IA ASPHALT CONTENT (IGNITION) TEX-236-F TEX-236-F BOIL TEST TEX-530-C II TENSILE STRENGTH RATIO TEX-531-C II 4. PRODUCTION OPERATIONS RANDOM SAMPLING TEX-225-F IA SAMPLING TEX-222-F TEX-222-F IA ASPHALT CONTENT(NUCLEAR) TEX-228-F TEX-228-F IA "- ASPHALT CONTENT(IGNITION) TEX-236-F TEX-236-F EXTRACTION OR COLD FEED TEX-229-F TEX-229-F IA MOLDING TEX-206-F TEX-206-F IA LAB DENSITY TEX-207-F TEX-207-F IA RICE GRAVITY TEX-227-F TEX-227-F IA STABILITY TEX-208-F 5. ROADWAY OPERATIONS RANDOM SAMPLING TEX-225-F IB or I AIR VOIDS TEX-207-F TEX-207-F IB or I_ ESTABLISH ROLLING PATTERN TEX-207-F TEX-207-F IB RIDE MEASUREMENT TEX-1000-S TEX-1000-S IB 30-30 3146.000 5-99