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Resolution - 2004-R0470 - Invitation To Bid For Contract Number 001-04_VK - Utility Contractors Of America - 09_28_2004 (3)
Resolution No . 2004—RO470 September 28, 2004 Item No. 23A RESOLUTION WHEREAS, the City of Lubbock is contemplating construction of a storm water drainage facility in the City; and WHEREAS, the City of Lubbock has received multiple bids to its Invitation to Bid regarding such project; and WHEREAS, the City of Lubbock is required to award the bid to the lowest responsible bidder; NOW, THEREFORE, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF LUBBOCK: THAT the City Council of the City of Lubbock, after considering the experience, manpower, equipment, supervisory abilities, business judgment, efficiency, reliability, reputation, safety record, and capacity to,perform the work of the bidders, finds that the lowest responsible bidder for Invitation to Bid Number 001- 04/VK is Utility Contractors of America, Ltd. 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 the Contract regarding Invitation to Bid Number 001-04/VK, by and between the City of Lubbock and Utility Contractors of America, Ltd., and any other related documents. Said Contract is attached hereto as Exhibit "A" and incorporated in this Resolution as if fully set forth herein and shall be included in the minutes of the Council. Passed by the City Council this 28th day of AL, MAYUK ATTEST: Q n�t� - Rebecca Garza, City Secretary APPROVED AS TO CONTENT: Victor Kilman, rchasing Manager APPROVED AS TO FORM: Richard K. Casner First Assistant City Attorney ke/ccdocs/Agrmnt to Utility Contractors Res September 29, 2004 No Text r 01258500 ADDENDUM NO.5 € 08/04 YTB #Obl-04/VK; Qddendum::�5: L G. ` i=ar jroject60 dltiaiie Bassin unpaved areas, the inaremontai paillal� payment fattnts applied to _J the unPtbid pke will, ,a as follows for the stage,of construction for trenchless method: rent or bole:ekc�aiVated, but pipe`nat mstaiisd 0�2 Tend i7 or bare 4xcavated and pipe Installed 0 4 inetaiied and tunnel or bare`spae 9rautad Ripe ,intalletl #rx1 arc�ss shafts backfilied to tapsoii subgratle, I leakage testycurhpeted 0 Tapsorl ffistlld atess slits- Q $; _ Giading and cleanup complated 1,011 All requests for additional information or clarillop n must be subitted !It venting and directed te: , Victor Kalman, Purchasing Manager, City of Lubbock, P.Q. Bo c 2000,.Lubbook,Texas 79457 Questions may,ba faxed to (8( )775-2164 or mail to �kilm mail.oi:lu ocic.t� us ; THANK YOU, ( t r CI 1(0F VUD8OCK 'f>a161 f Victor KTan No Text No Text TTB #001-04/VK, Add'eixiurn a CRY of Lubbock _ Purchasing uePartrnent®E111®Ud�611 Room L04 Municipal Building g ITS # 001-04/Va H BBOCIC iAGE' DRAIN SOUTH LUIMPROVEMENT$. street 1625 130" Seet - Lubbock, Texas 79401 � PH: (806) 775-2167 Fax: (806)775-2164 �'//.nurchasina ci luhhnr.� rY No Text No Text No Text No Text No Text a �_ J �_ ❑_ .. _ � � L�--.r.� � - �� .. _ ter-.. No Text No Text No Text (Seal if Bidder is a Corporation) rp ) (Printed or Typed Name Yp ) ATTEST: r L' Company Secretary Address -� ' Bidder acknowledges receipt of the following addenda: ¢ city,, - � County Addenda No. Date No. Date ' State Zip Code pAddenda Addenda No. Date Telephone: Fax: Addenda No. Date 4 . iUVNUBE Firm: an Black American Native American His anic American Asian Pacific American I Other (Specify) 2 No Text No Text L No Text No Text BASE BID, PACKAGE I PIPE — MATERIALS ®N SHEET GI2 OF Dl[YAVVIIVaJS Item Approx. No.Quantity Unit Description of Item and Unit Price Totaj 6 702 LF 42 Inch Approved Base Bid Type Storm Sewer Pipe, furnished ' and installed in a tunnel or bore, complete, in place, for the unit - k price per linear foot of Dollars and Cents 7 3,917 LF 36-Inch Approved Base ]Bid Type StormSewerPipe, furnished- and installed at contractor's option of method, complete, in . place, for the unit price per linear foot of Dollars M and Cents ($ 1 $ s 8 1,929 LF 36-Inch Approved Base Bid Type Storm Sewer Pipe, furnished -' and installed in a tunnel or bore, complete, in place, for the unit J - -m - price per linear foot of: r :! Dollars and Cents ($ $ - ' 9 1,354 LF 30-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed at contractor's option of method complete, ' p m place, for the unit price per linear foot of: g Dollars r and Cents ($ y 10 380 LF 30-Inch Approved Base Bid e S Type tone Sewer Pipe, furnished = and installed in a tunnel or bore, complete, in place, for the unit ' price per linear foot of: £� Dollars ((� and Cents ($ $ 11 98 LF 24-Inch Approved Base Bid Type Storm Sewer Pipe, (for stub - outs), furnished and installed at contractor's option of method, complete, in place, for the unit linear price per foot of Dollars and Cents ($ 1 ' 01238500. EXHIBIT "A"-- BID SUBMITTAL 06/04 PAGE = 3 No Text rB -41 BASE BID, PACKAGE I = PIPE MATERIALS ON SHEET G12 OF IlD]t1AWIN : ; Item Approx. Unit Description of Item and Unit Price r' No. Quantity 12 79 LF 24-Inch Approved Base Bid Type Storm Sewer Pipe, famished, and installed in a tunnel or bore, complete, in place, for the unit price per linear foot of Dollars and Cents ($ ) 13 48,120 LF Trench Safety System and Tunnel or Bore Access Shaft Excavation Protection, complete, in place, for the unit price per linear foot of storm sewer pipe installed of: Dollars Cents and ($ 14 200 - LF Trench and Tunnel Dewatering, for the unit price per linear foot r` of storm sewer pipe installed of: Dollars r� and Cents ($, ) $ `— 15 45 EA Type 1 Manholes, furnished and installed, complete, in place, for the unit price per each of: Dollars Cents ($ ) $ and 16 4 EA Type 2 Manholes, furnished and installed, complete, in place, for the unit price per each of: Dollars Cand Cents ($ ) I _ EA Headwall and Wingwall for Line T, complete, in place, for the unit price per each of: Dollars ; and Cents ($ ) $ �i 01258500 " EXHIBIT "A!'— BID SUBMITTAL = 06L04 No Text No Text No Text BASE BID, PACKAGE 1- PIPE MATERIALS ON S]E][]E]ET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total j� No. Quantity u 24 273 LF: 36-inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed in tunnel or bore, complete, in place, for the unit . price per linear foot of: - Dollars and $ Cents_ ( � $ 25 4,414 LF Trench Safety System and Tunnel or Bore Access Shaft Excavation Protection, complete, in place, for the unit price per Lt linear foot of storm sewer pipe installed of: j Dollars and Cents ($ i 26 9 EA Type 1 Manholes, furnished and installed, complete, in place, for the unit price per each of Dollars and Cents ($ $ - 27. 1 EA Type 2 Manholes, furnished and installed, complete, in place, for the unit price per each of Dollars .l ;. and Cents ($ � 28 1 EA Lake Inlet for Line C, complete, in place, for the unit price per each of: t �t Dollars and Cents ($ l 29 1000 LF Trench and Tunnel Dewatering, for the unit price per -linear foot of storm sewer pipe installed of Dollars and Cents ($ ) $ 30 I . ' EA Cofferdams, installation, removal, and dewatering, for the unit price per each of i Dollars Cents :C and ($ ) -$ T 01258500 .: EXHIBIT "A" — BID SUBMITTAL '"` . P) 06/04 No Text BASE BID, PACKAGE I — PIPE MATERIALS ON SHEET G12 OF IlDRAl3"Qa Item No. Approx. Unit Description of Item and Unit Price Quantity 31 1 LS Traffic Control, complete, in place, for the lump sum price of f.r Dollars and - Cents - 32 11,600 Sy Reestablish Golf Course Vegetation by Sodding, complete, in ' place, for the_ unit price per square yard of F F Dollars ._ and Cents Subtotal Base id-- Line C LINE E $ 33 225 LF 24-Inch Approved Base Bid_ Type Storm Sewer Pipe, furnished and installed at contractor's option of method, complete, in place, for the unit price per linear foot of Dollars and Cents 34 210 LF 24-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed in a tunnel or bore, complete, in place, for the unit ` price per linear foot of Dollars and Cents ($ - ` 35 435 LF Trench Safety System and Tunnel or Bore Access Shaft - Excavation Protection, complete, in place, for the unit price per linear foot of storm sewer pipe installed of Dollars . , . and Cents ($ ) t 4 O1258500 EXHIBIT "A" — BID SUBMITTAL No Text �., _ .....,.u..., .., a —A nv ITa A, IVLKrniw `LYIN ORME E a %X A,& 'LfP into-w111."a m Approx. Unit Description of Item and Unit Price To �. Ouantity 37 38 39 40 _z mt LINE G 435 LF Trench and Tunnel Dewatering, for the unit price per linear. foot- of storm sewer pipe installed of: Dollars and Cents 1 - EA Lake Inlet for Line E, complete, in place, for the unit price per each of: Dollars and Cents ($ ) $ 1 EA Cofferdams, installation, removal, and dewatering, for the unit price per each of: Dollars and - Cents ($ ) $ 350 SY Reestablish Vegetation by Sodding, complete, in place, for the - unit price per square yard of: _Dollars and Cents ($ ) $. 2400 SY Reestablish Vegetation by Seeding, complete, in place, for the unit price per square yard of: Dollars and Cents ($ ) $ Subtotal Base Bid - Line E No Text r rrB BASE BIID, PACKAGE I— ]PIPE MATERIALS ON SHEET G12 OIF (DRAWINGS Item Approx. Unit Description of Item and Unit Price Ti ` No. Quantity 42 94 LF Trench Safety System and Tunnel or Bore Access Shaft 4— Excavation Protection, complete, in place, for the unit price per "r linear foot of stone sewer pipe installed of - and. Cents ($ ) $ 43 1 EA Lake Inlet for Line G, complete, in place, for the unit price per each of: Dollars _.. ,.l and._ - - - - - - Cents ($ ) $ 44 1 EA Cofferdams, installation, removal, and dewatering, for the unit >ir - price per each of: , :l- Dollars = and Gents ($ ) $ 1... 45 1050 SY Reestablish Vegetation by Seeding, complete, in place, for the unit price per square yard of: Dollars. and Cents ($ 1 $ Subtotal Base Bid - Line Qa LINE H 46 934 LF 24-Inch Approved Base Bid Type Stone Sewer furnished YPPipe, and installed at contractor's option of method, complete, in r place, for the unit price per linear foot of: - L Dollars [ ' and Cents 41 934 LF Trench Safety System and Tunnel or Bore Access Shaft ' Excavation Protection, complete, in place, for the unit price per linear foot of storm sewer pipe installed of. r Dollars ,. E and Cents ($ 0125860.0 EXHIBIT "A" —BID SUBMITTAL 06/04 [1 No Text No Text C #Wl i)4NK, Addenum *3 UST OF SUBCONTRACTORS Minority owned Yes No 1. El f.? I� 3. {� u 4. !� iJ 5. n t� 8, i ❑ 7, U C� Q Q Q � d f' a� No Text No Text No Text No Text No Text No Text No Text No Text No Text tatype 2MH?' L nexiDie wau pipe. ! ne inrust uium ism auumun tv {liNa polio rauvu u; tait- 5: The 94" storm sewer out of. MH-T26 (sta 360+60) is $3' deep.: Are not all sewers In excess of 45' deep Installed by tunnel? No tunnel item Is listed In the bid schedule. shown s Ans. Yes, it should be tunneled. 79 L.1=:will be removed from Item #11 and will be h wn a a new line item in a final Exhibit "A" of the Sid Submittal in an upcoming addendum. S. The manhole table on sheet C14 has 49 manholes on the "T" line (44pe 2; 45 �- type 1). The proposal lists 47 - type 9 manholes. Where are the additional type 1 manholes? Ana. There should only be 45 — type 1 manholes on Line T. This will be reflected In a final Exhibit °A" of the Bid Submittal in an upcoming addendum. 7. Does the pay item for trench dewatering only apply to external trench groundwater dewatering systems (i.e. well points or deep wells)? If lumping, as defined In 02317,1.3.L.2.a or b-Is used, will this qualify as trench dewatering? L Ana. Sumping does not qualify as a dewatering pay item in bid item for trench and tunnel dewatering. Sumping is permissible to remove surface water "intrusion and seepage, with seepage as defined in specification Section 02317,1 3.1. The bid item for trench and tunnel dewatenng are for systems to control groundwater, and those systems are external to the excavation and excavation work zone, specification Section 02317,1.$.H and Section 02240. S. What restoration (if any) is required In disturbed unpaved areas In the road right of way from Station 169+61 to Station Eil 338+007 < Ana. If the area is.actively farmed, then it meets the row crop definition. Otherwise It shall be defined as range. For the reach from Station 169+81 to Station 339+00, within the roadway right -of --way, vegetation restoration is not required. This applies only to this reach between these stations and within the roadway right-of-way. f rrB.#001-04-VK, Addendum.:�� t 9. What restoration Is required In disturbed unpaved areas In the road right of way from Station. 340+88 to Station 3$1+80?. Ans. If the operations disturb land that is actively farmed, then it meets the row crop definition. Otherwise it shall be defined as range. For the reach from Station 340+88 to Station 391+80, within the roadway right-of-way, vegetation restoration is not.: j required: This applies only to this reach.between these stations and within the roadway right-of-way. . 10. Is the concrete mix requirement for the cast -in -place nonreinforced concrete pipe the same as for the previous City of Lubbock drainage project? Ans. No. 11. The trench width shown on the plan sheet C11 is O.D. + 5'. 0" maximum for precast reinforced concrete pipe, and O.D. + i 41- 0" maximum for the flexible wall pipe. Shouldn't the two trench details be the same permissible maximum trench width, i.e. O.D. + the same maximum footage? Ans. No. The maximum trench widths for flexible pipe and precast reinforced concrete pipe will remain as shown on plan sheet C11. �� Qi�� ll tell f'roefi the pleas w�liere' etnsteri is sre 6`�nuss1410 witiipetnt llo� lkimg s��lhe ,- by Stor'rri sewer prpeline `designation on sheet G12 of No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text PART 1- GENERAL 1.1 SUMMARY A. This_ section refers to establishment of asses for ark and nin a areas damaged or ¢' p g removed by'construction-activities. All park areas are to be resod -using approved methods and materials. All range areas are tQ. be re -sod or re seeded using approved methods }and materials..Where re -seeding is specified, the Contra - orlias the option of either re..see- ing OI: re -sodding, or a mixture,of both methods; in accordance. with the ;pecifcations. Where the Contractor elects to re seed,; he has the option of either planting seed,with a drill •" . methods, in accordance with or planting seed. through hydroseeding, or .a mixture of both--methods,-- these• specifications. Disturbed .areas � or submergence m- parks that art --barren of vegetation immediately priort - onstructicia of storm sewexs, inlets,, outlets,: tunnel access shafts, - etc. : aremot required to b - _seeded or sodded. v, 1.2 REI -AM. DOCUIIREN I'S A. Drawings and general provisions of the ;Contract; including General and Special Conditions and Specification Sections;,apply to this Secti" B., Related Sections include the -following: 1, Section 02300 Earthwork 2.; r . Section 02317 Excavation and Backfll_for Utilities _ 3. Section 02318 Borrow Section 0230 Utlli Backfill lYlateriais ty a 1:3 � DEFINITIONS A: Finish Gxade; Elevation of finished surface of planting soil, B. - Manufactured Soil; Soih produced off site by homogeneo ' sly blending mineral:. --soils or sand with stabilized organic soil #mendments•to p"roduce topsoil or planting soil._ fr C:. Planting Soil; Native or imported topsoil, manufactured topsoil, or surface soil modified to became topsoil, mixed with soil amendments. D. Subgrade; ;Surface or elevation of subsoil remaining after completing excavation, or top surface of a fill or backfi11 immediately •beneath planting soil. E.: Golf Course: Area to be disturbed by construction activities across -the Lakeridge Country Club GolfCourse.. For the purposes ofmeeting toe re=eetation requirements for: this r"o ect, the olf course shall be -defined as, the co idar for Lme •C ;Lake 91 from STA 31+05 to STA 44+W grid the corridor for Line E:(Lake -00) -from STA. 2+50 to STA 405. F. Range; Area to be disturbed by construction activities across City of Lubbock property - alongthe trunk line, near the Yellow %louse Canyon. For the ,pu oses of ,meeting the ._ re -vegetation requirements required under this -project, "range shall be defined as that reach of the project from •Station 23+00 (the .project downstream outlet area at. Yellovyhouse ,s Canyon) to approximate 50+1Q (the western'boundary.fence of tle City of Lubbock property that is parallel. -to the BNSF``railroad tracks). Also, the corridors for -Line G and Line H (Lakes 87`and- 85, respectively) will be classified m4ange _grass.:. 01258500 LAWNS AI GRASSES -02T - 3 04/04 - " $4� rrB #0()1-04-VK, Addendum #1 G. Park: A formally designated park by: the City of Lubbock - as indicated on the plans,.storm water conveyance and storage, easements within lake areas (with lake area as defined in specification Section <01140 'paragraph � pars a h 1.5.D , storm water storage impoundment easements, and surface channel easements or right-of-wa "s that serve t conveyances between lake areas. All areas outside of the areas defined as golf course- and', range in paragraphs 13.E and 1.3.F shall -be considered as parks for purposes of re - vegetation. jl, s H: Row Crop: Area to be disturbed by construction activities where the land is being used for active.farming. For the purposes of meeting the re -vegetation requirements for this project, row crop shall be defined as the corridor for Line T between STA 53+75, and STA 339+00. ' The area must be actively farmed in order to meet this defmition; otherwise, it shall be defined as range as described in paragraph L3.F. 1.4 SUBMITTALS A. Product Data; For each type of product indicated.. B. Certification of Grass Seed: From seed vendor for each -.grass -seed monostand_or mixture stating the botanical and common name and percentage by weight of each species and variety, and percentage of purity g p ty, germination, and weed seed. Include the year of Production and date of packaging. -' 1. Certification of each seed mixture for turfgrass, identifying source, including name and telephone number of supplier. 2- Certification that any trees, sod or seed are comin to be fire ant free. g from nurseries `:that are certified C. Product Certificates: For soil amendments and: fertilizers, signed byproduct manufacturer. D- Qualification Data; For landscape installer, I E. Planting Schedule:_ Indicating anticipated planting dates for each type of planting. F. Preconstruction Condition Documentation; J; Prior to construction in any park or range area,' submit video tape or photographic evidence that shows all areas to be disturbed. This will provide the documentation f o the "preconstruetipn" condition of these areas. 1.5 QUALITY ASSURANCE _ A. Installer Qualifications: Aqualified landscape in whose work has resulted in successful park and range grass establishment. 4 1. Installer's Field Supervision: Require-InstallerF�' to mamtam an experienced full-time upervisor on Project site when planting is in progress, ` 1.6 DELIVERY, STORAGE, AND I DUNG .a A: Seed: Deliver seed in original sealed, labeled, and undamaged containers. `B. Sod: Harvest, deliver, store, 'and handle sod according to requirements in TPI's "Specifications for Turfgrass Sod Materials" -and---"Specifications 1 for Turfgrass Sod Transplanting and Installation" in its "Guideline Specifications to Turfgrass:Sodding." - - k� -7 01258500LAWNS AND C3ASSESR 04/04/04 . .. 02920 - 4 - � L vNcrakiyttb annual tyx re ,sod •are; soon as pr L-8 � OLD COURSI fCE - A: -Begin. me etani rif c rra #001-04-VK, Addendum #1 3. LIV PARK: MAINTENANCE A. Begin maintenance immediately after each area is planted and, continue until an acceptable stand of grass- is established, but for not less than the following periods: _ 1. Sodded Lawns: 30 calendar days from date of Substantial Completion: B. Maintain and- establish grass by watering, fertilizing, weeding, mowing, trimming, ,. replanting, and other operations. Roll, regrade, and replant bare or eroded areas and- P remulch to produce a uniformly smooth surface-. . C. Watering: Provide and maintain temporary piping, hoses; and lawn -watering equipment to convey water from sources and to keep area uniformly moist to a depth of 4 inches. .41 1. Schedule watering to prevent wilting, puddling, -erosion, and displacement of seed or mulch. ;Lay out temporary watering system to avoid' Valking -over muddy or newly - ; planted areas. 2. Water grass at a minimum rate of I inch per week. D. Mow grass as soon- as -top growth is tall enough -to cut.' Repeat mowing to maintain specified height without cutting more than 40-pe-rcent of grass height. Remove no more ' than 40 percent of grass -leaf growth in initial or subsequent mowings. Do -not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet. _Schedule initial and subsequent mowings to maintain the following grass height: 1. Mow grass 1-1/2 inch to 2 inches high. E. Park Sodding Postfertilization: Apply fertilizer after initial mowing and when grass is dry. 1. Use fertilizer that will provide actual nitrogen of at least 1, lb%1000 sq. ft. to lawn t g area.. 1.11 ROW CROP MAINTENANCE A. Restore row crop soils to original condition:,and grades upon completion of storm sewer pipe construction. , -B. Coordination with landowners via the -City of Lubbock's Right -of -Way Agent can be made to define restoration efforts:- C. Any deviation from these specifications shall be documented in writing in letter from the landowners. PART 2 - PROIDUCTS 2.1 SEED A. Grass Seed: Fresh, clean, dry, new -crop seed complying with AOSA's "Journal of Seed Technology; Rules for Testing Seeds" for purity and germination tolerances., B. Seed Species:; Seed of grass species as follows, with not less than 95 percent germination, not less than 85 percent pure seed, and not more than 0.5 percent weed seed: - 1. Buffalograss (Buchloe dactyloides) 2.2 . TURFGRAS$ SOD - A. Turfgrass Sod- Approved, complying -with TPI's "'Specifications. for Turfgrass Sod _ Materials" in its "Guideline Specifications to Turfgmss Sodding." Furnish viable sod of uniform density.; color, and texture, strongly rooted, and capable of vigorous growth and development when planted. . 01258500 LAWNS AND GRASSES 02920 - b 04/04 =. -. ° J : :. Ij curse Area. Match existing turf (TifwaY 419)-' Cortpositlon:- 20 percent. nitrogen; _14 percent phosphcirous, 'and 10 percent potasiunn, by weight. n`B #001-04-M Addendum #1 rT C. Adjacent ,Subgrades: If grasses are to be planted -in areas unaltered or undisturbed by excavating, grading, or surface soil stripping operations; but were` affected by stockpiling, vehicular traffic or other ancillary activity relating, to construction operations, prepare -surface--soil-as follows: 1. Loosen surface soil -to a depth of at least- of 4 inches. a. Apply fertilizer directly. to. sub"grade before .loosening at a bulk rate of 400 pounds per acre. _.¢ 2. Remove stones larger than one inch hi any dimension and sticks; "roots,. trash, -and _ other extraneous matter. 3. Legally dispose of -waste material, including grass, vegetation,; -and tuff, off Owner's property- D. Finish GradingArade planting areas to a smooth, uniform surface plane with loose - uniformly fine texture. Grade to within plus or -minus 1/2 inch of finish elevation. Roll and rake, remove ridges, and fill depressions to meet finish grades. Limit fine grading to areas that cambe planted"in the immediate future. E. Moisten prepared lawn areas before planting of soil is dry. Water thoroughly and 411ow surface to dry before planting. Do not create muddy soil. F. Restore areas if eroded or otherwise disturbed after finish grading and before planting. " G, Restore any special subgrade encountered in golf course areas, 3.4 SEEDING OF RANGE -GRASSES A. Sow seed with drill specifically designed -for of seed to; be used. g hype u d. Do .not broadcast or drop seed when wind velocity is excessive.` Evenly distribute seed by sowing equal quantities in two directions at right -angles to each -other, 1, Do not use wet seed or seed that is moldy or otherwise damaged. T, , -B., Sow seed at the rate -of 20 lb. of pure live seed (pls) per acre. C. Roll lightly, and water with fine spray. 3.5 IIYDROSEEDING A. Hydroseeding: Mix specified seed, fertilizer, and fiber mulch in water, using equipment specifically designed for hydroseed application. Continue mixing until uniformly blended _ ` _ into homogeneous slurry suitable for hydraulic application. 1. Mix slurry with nonasphaltic or asphalt -emulsion tackifier. 2. Apply slurry uniforml to all areas to be seeded -`in -a o - Y ne step process: . 3.6 SODDING OF PARKS AND GOLF COURSE; l: A. Lay sod within 48 hours of harvesting.. Do not lay sod if dormant or if ground is frozen or muddy. { B. Lay sod to form a solid mass with tightly fitted=joints-. Butt ends and sides of sod; do not stretch ` or overlap. Stagger sod strips or.pads- to offset joints in adjacent courses. Avoid damij age to subgrade or sod during installation. 'Tamp and roll lightly to ensure contact with f subgrade, eliminate,air pockets, and form a smooth surface. Work sifted soil of fine sand ` into minor cracks between_ pieces of sod; remove excess to avoid smothering .sod and adjacent grass, 1, Lay,sod across angle.of slopes exceeding three horizontal to one vertical. 4 2, Anchor sod on slopes exceeding six horizontal to �. one vertical with wood pegs or staples spaced -as recommended by sod manufacturer but not less than 2 anchors per p sod strip to prevent slippage. . 01258500 04/04 :LAWNS'AND GRASSES E920 = 8 4 H.. Water newly planted areas and keep moist until new grass is established. 3:8 ,. ; SA'LIFACTORY PARRS; GOI:F COURSE :AND RANGES A, . Satisfactory Seeded. Range: At end of maintenance period, a :healthy, uniform, close -stand of grass- has _been established,. free, of ,weeds and :surface irregularities, °with coverage - exceeding, 90 percent . over- any 1 Q, sit. ft. (0;92" sq. m) :and bare spots not exceeding s 5---by S inches, - B : Satisfactory sodded park, golf course or range: At er�d of maintenance- period, a healthy, well=rooted, even -colored, viable stand of grass -has been estatilisl�ed, free of weeds, open joints, bare areas, and surface irregularities. - C. Reestablish park, :golf course or.range grasses that dd not comply with requirements -and _ f : continue maintenance grasses are satisfactory to the Ownerfi - 3,9 = CLEANUP AND. PROTECTION . {, A.. Promptly remove soil and debris created by landscape work from paved areas. =Clean whecis of vehicles before leaving. situ to avoid tracking .soil onto roads, walks, or other paved areas. B... Erect barricades and warming signs as required to protect newly planted areas from -traffic. T. Maintain barricades throughout maintenance-penod and rennove afterlawin is established O. Remove erosion -control measures after grass estal- Whment period in accordance with the _ Storm Water Pollution Prevention Plan.. END OF SECTION 02920 012585W . - LAWNS AND GRASSES 02920 - 9 04/04 . . .. I .. . i t `, ,. �'� .' � .. j�� �. i � .. 'i I CITY OF LUBBOCK INVITATION TO BID FOR TITLE: SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT - PACKAGE #1 ADDRESS: LUBBOCK, TEXAS ITB NUMBER: 001-04NK PROJECT NUMBER: 293-90141 CONTRACT PREPARED BY: PURCHASING DEPARTMENT No Text INDEX ' 1. NOTICE TO BIDDERS 2. GENERAL INSTRUCTIONS TO BIDDERS c_ 3. BID SUBMITTAL — BID FOR UNIT PRICE CONTRACTS EXHIBIT A 4. PAYMENT BOND 5. PERFORMANCE BOND 6. CERTIFICATE OF INSURANCE 7. CONTRACT 8. GENERAL CONDITIONS OF THE AGREEMENT 9. Y._ CURRENT WAGE DETERMINATIONS 10. SPECIFICATIONS No Text NOTICE TO BIDDERS No Text NOTICE TO BIDDERS l ITB #001-04NK 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 3:00 o'clock p.m. on the 3rd day of August, 2004, or as changed by the issuance of formal addenda to all planholders, E ' to furnish all labor and materials and perform all work for the construction of the following described project: "SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT — PACKAGE #1 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 ensure 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 3:00 o'clock p.m. on the 3`d day of August. 2004, and the City of Lubbock City Council will consider the bids on the 12 day of August , 2004, 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 superior. 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 fifteen (15) 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-mandptory pre -bid conference on the 22Ad day of June, 2004 at 10:00 o'clock a.m., in the Committee Room 103, 1625 13' Street, Lubbock, Texas. Bidders may view the plans and specifications without charge at Lubbock City Hall, 1625 131h Street, Lubbock, Texas, Purchasing Department, Room L-04. Plans and specifications may be obtained by the bidder for a $ 210.00 (Two Hundred Ten Dollars) non-refundayle fee per set. Plans and specifications may be obtained from Parkhill, Smith and Cooper, Inc., 4222 85 h Street, Lubbock, Texas 79423, Phone: (806) 473-2200. Plans and specifications will be shipped at the bidder's expense. If bidder requires overnight or second day expedited method parcel shipment, the bidder will incur shipping charges and must furnish the name of the service to be used and the bidder's account number. 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 ADA Coordinator at (806) 775-2018 at - least 48 hours in advance of the meeting. CITY OF LUBBOCK VICTOR KILMAN PURCHASING MANAGER No Text GENERAL INSTRUCTIONS TO BIDDERS No Text GENERAL INSTRUCTIONS TO BIDDERS 1 BID DELIVERY TIME & DATE 1.1 The City of Lubbock is seeking written and sealed competitive bids to furnish SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT — PACKAGE #1 per the attached specifications and contract documents. Sealed bids will be received no later than 3:00 o'clock p.m. on the Td day of August, 2004 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 #001-04NK, SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT — PACKAGE #1" 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 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 10:00 a.m., June 22 2004 in the Committee Room 103 1625 13 Street 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. F 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 of Lubbock Purchasing Department 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. l L, No Text 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. 4.3 Notices of any discrepancies or omissions in these plans, specifications, or contract documents, shall be given to the Purchasing Manager and a clarification obtained before the bids are received, and if no such notice is received by the Purchasing Manager prior to the opening of bids, then It shall be deemed that the bidder 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. i If bidder does not notify Purchasing Manager 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. 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 i 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 CON FIDENTIAUPROPRIETARY is not in conformance with the Texas Open i 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 UTILIZATION OF LOCAL BUSINESS RESOURCES Prospective bidders are strongly encouraged to explore and implement methods for the utilization of local resources, and to outline in their bid submittal how they would utilize local resources. IF] I _,..j 9 CONFLICT OF INTEREST 9.1 The bidder shall not offer or accept gifts or anything of value nor enter into any business arrangement with any i employee, official or agent of the City of Lubbock. 2 9.2 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. 10 CONTRACT DOCUMENTS 10.1 All work covered by the contract shall be done in accordance with contract documents described in the General Conditions. 10.2 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 t_ contemplated by said contract documents. 11 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. 12 BIDDER INQUIRIES AND CLARIFICATION OF REQUIREMENTS r 12.1 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) calendar days before the bid closing date. A review of such notifications will be made. 1 .2, NO BIDDER SHALL REQUEST ANY INFORMATION VERBALLY. ALL REQUESTS°FOR ADDITIONAL INFORMATION OR CLARIFTB) ICATION CONCERNING THIS IN TO BID (IMUST BE SUBMITTED IN WRITING NO`;LATER THAN FIVE m CALENDAR DAYS PRIOR TO THE BID CLOSING DATE AND ADDRESSED TO: City of Lubbock 1625 13'h Street Lubbock, Texas 79401 Fax: (806) 775-2164 Email: vkilman@mylubbock.us 13 TIME AND ORDER FOR COMPLETION 13.1 The construction covered by the contract documents shall be substantially completed within One Thousand Four Hundred Forty (1440) CONSECUTIVE CALENDAR DAYS from the date specified in the Notice to Proceed issued by the City of Lubbock to the successful bidder. 13.2 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 ensure completion of the project within the time specified. 14 PAYMENT All payments due to Contractor shall be made in accordance with the provisions of the General Conditions of the contract documents. 15 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. 3 16 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 sufficiently complete 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. 17 GUARANTEES 17.1 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 S workmanship, at no cost to the Owner (City of Lubbock). 17.2 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 calculations will be recognized and accommodated and will not, in any way, 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. 17.3 The obligations contained herein apply to products and services provided by the Contractor, its sub- contractor or any third parry 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, it's right pertaining to termination or default. 17.4 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. 18 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. 19 PROTECTION OF THE WORK The Contractor shall be responsible for the care, preservation, conservation, and protection of all materials, j 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. (d) Workers' Compensation Experience Rating on the bidder's insurance letterhead. f.' (e) The bidder's OSHA Form 300A, "Summary of Work Related Injuries and Illnesses" for the immediately preceding three years. .. 4 20 TEXAS STATE SALES TAX 20.1 This contract is issued by an organization that qualifies for exemption provisions pursuant to provisions of Article 20.04 of the Texas Limited Sales, Excise and Use Tax Act. 20.2 The Contractor must obtain a limited sales, excise and use tax permit that shall enable him to buy the materials to be incorporated into the work without paying the tax at the time of purchase. 21 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. This includes City of Lubbock Water Utilities, Lubbock Power & Light and the City's Parks Department. 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 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. 22 BARRICADES AND SAFETY MEASURES I 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 y barricades, signs, and lights shall not cease until the date of issuance to Contractor of City's certificate of acceptance of the project. 23 EXPLOSIVES 23.1 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 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. 23.2 Explosive materials shall not be stored or kept at the construction site by the Contractor. _ 23.3 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. 24 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 and until substantial completion 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. 25 INSURANCE 25.1 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 i 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 5 No Text 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 before contract execution. 25.2 PROOF OF COVERAGE SHALL BE FURNISHED TO THE CITY OF LUBBOCK IN THE FORM OF A CERTIFICATE OF INSURANCE. THE INSURANCE CERTIFICATES FURNISHED SHALL NAME THE CITY OF LUBBOCK, PARKHILL, SMITH AND COOPER, INC., HUGO REED AND ASSOCIATES, INC., THE STAUBACH COMPANY AND BURLINGTON NORTHERN SANTA FE RAILWAY COMPANY AS ADDITIONAL INSUREDS AND PROVIDE A WAIVER OF SUBROGATION IN FAVOR OF THE CITY OF LUBBOCK AS REQUIRED BELOW, 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. 26 LABOR AND WORKING HOURS 26.1 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. 26.2 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. 26.3 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 roe or life. 9 9 property rtY 26.4 This section may be further clarified in Section 01140— Work Restrictions. 27 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 6 particular classification as set forth in the schedule of general prevailing rate of per diem wages included in these contract documents. 28 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. 29 PREPARATION FOR BID 29.1 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. 29.2 If the bid is submitted by an individual, his name must be signed by him or his duly authorized agent. If a firm, association, or partnership submits a bid, 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 a company or corporation submits the bid, 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. 29.3 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). 29.4 Bid submittals may be withdrawn and resubmitted at any time before the time set for opening of the bids, but no bid may be withdrawn or altered thereafter. ` 29.5 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. 30 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. :as (g) Special Conditions (if any). (h) Specifications. (i) Insurance Certificates. 0) 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. ,.� � r._._�__ _... ..-_-_� �.._._.� � �..,�.__, 31 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 bidder's bid may be deemed not to meet specifications or the bid may be rejected 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 (f) The safety record of the Contractor and proposed Sub -Contractors. 32 BID AWARD 32.1 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 for Bid Items 1 through 49. 32.2 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. 32.3 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. 32.4 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. 32.5 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. 32.6 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. BID SUBMITTAL u u ��, �i �i r� ;i BID SUBMITTAL UNIT PRICE BID CONTRACT DATE: 11 NLa a S i ITB #001-04/VK, Addendum #3 PROJECT NUMBER: #001-04/VK - SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT — PACKAGE #1 Bid of Wt A 1 yr fit 171,Nli1-Iq A yr '. (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 the SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT — PACKAGE #1 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 in Exhibit "A". The bidder binds himself on acceptance of his bid to execute a contract and any required bonds, according to the accompanying forms, for performing and completing the said work within the time stated and for the prices stated in Exhibit "A" of this bid. 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 1,440 (ONE THOUSAND FOUR HUNDRED FORTY) 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 $3,200.00 (THREE THOUSAND TWO HUNDRED DOLLARS) for each consecutive calendar day in excess of the time set forth herein above for completion of this project, all as more fully set forth in the general conditions of the contract documents. Bidder understands and agrees that this bid submittal shall be completed and submitted in accordance with instruction number 28 of the General Instructions to Bidders. Bidder understands that the Owner reserves the right to reject any or all bids and to waive any formality in the bidding. The Bidder agrees that this bid shall be good and may not be withdrawn for a period of sixty-five (65) calendar days after the scheduled dosing time for receiving bids. The undersigned Bidder hereby declares that he has visited the site of the work and has carefully examined the plans, specifications and contract documents pertaining to the work covered by this bid, and he further agrees to commence work on or before the date specified in the written notice to proceed, and to substantially complete the work on which he has bid; as provided in the contract documents. Bidders are required, whether or not a payment or performance bond is required, to submit a cashier's check or certified check issued by a bank satisfactory to the City of Lubbock, or a bid bond from a reliable surety company, payable without recourse to the order of the City of Lubbock in an amount not less than five percent (5%) of the total amount of the bid submitted as a guarantee that bidder will enter into a contract, obtain all required insurance policies, and execute all necessary bonds (if required) within fifteen (15) days after notice of award of the contract to him. ire #001-04/VK,Addendum #3 Enclosed with this bid is a Cashier's Check or Certified Check for Dollars ($ ) or a Bid Bond in the sum of 54 0/' 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 (if any) with the Owner within fifteen (15) 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. FAILURE OF THE BIDDER TO INCLUDE BID SECURITY WITH THE BID SUBMITTAL SHALL CONSTITUTE A NONRESPONSIVE BID AND RESULT IN DISQUALIFICATION OF THE BID SUBMITTAL. 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 J"j r_ Addenda No. 7- Date.li!,gam e' Addenda No. 3 Date121 ? 'v,/ Addenda No. Date. , n 9c=/ fiAAIV L' -5 f3 i �`�Gq / Date:Uo;_ i A7zgd Signature X (Printed r Typed Name) Compa�&%/ y `s Address city, County County State Zip Code Telephone: g'0,6 - %qv2 !.3 /V Fax: f _ - 13h.67 P 9S MMBE Firm: Woman Black American Native American Hispanic American Asian Pacific American Other (Specify) rrB #001-04/VK, Addendum #3 EXHIBIT "A" - BID SUBMITTAL BID # 001-04/VK BASE BID ITEMS — PAGES 2 —10 01258500 EXHIBIT "A" — BID SUBMITTAL PAGE - 1 06/04 i EXHIBIT "A" BID SUBMITTAL BID NO.001-041VK ITB #001-04/VK, Addendum #3 BASE BID, PACKAGE 1— PIPE MATERIALS ON SHEET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total Amount No. Quantity I I LS Mobilization/Demobilization including insurance, performance and payment bonds, move-in/move-out costs, project sign, preparation of NOI, and IJOT, complete, for the lump sum price '01)J)w Dollars and Cents ($ �(���G�G� ,. 2 69 ) $ 2 1 LS Stormwater Pollution Prevention Plan measures furnished and installed, measures, including plan preparation, inspections, maintenance, preparation of NOI and NOT, complete, for the lu sum price of- i ,v✓. Dollars and Cents ($ S DOJO d (J ) $ S �lJ® 0 0 LINE T 3 30,410 LF 54-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed at contractor's option of methodcomplete, in place, for the unit price per linear foot of: ! /1liy�/t✓% /�,! >It, Dollars and A/ 67 Cents ($ 3_3 (1 f> G, ) $ /il (� .� � �o!% .. eai 4 6,425 LF 54-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed in a tunnel or bore, complete, in place, for the unit pn/;ee er linear foot of: SC-4-1 / Dollars andCents ($ 225, ga 5 2,826 LF 42-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed at contractor's option of method complete, in place, for the unit "price per linear foot of /h11-e— .V lyir Y> Dollars and All Cents ($ 3 ,� 5.. as ) $ 9 01258500 EXHIBIT "A" — BID SUBMITTAL PAGE - 2 06/04 rM #001-04/VK, Addendum #3 BASE BID, PACKAGE 1— PIPE MATERIALS ON SHEET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total Amount No. Quantity 6 702 LF 42-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed in a tunnel or bore, complete, in place, for the unit pri !ce er linear foot of: kw&eO r,a y j Dollars and1Vd Cents ($ / �lC. �l� ) $ 7 3,917 LF 36-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed at contractor's option of method, complete, in place, for the unit price per linear foot of: /wd �!/4/°l� 7 /•' 7r./ Dollars and P-29 Cents $ 8 1,929 LF 36-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed in a tunnel or bore, complete, in place, for the unit price per linear foot of: Sea l v 4444',ew' % Dollars and Ala Cents.($ /X2 00 -5 $- OD J 9 1,354 LF 30-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed at contractor's option of method, complete, in place, r the unit price per linear foot of: Dollars and Ao /a Cents ($ �, 1),' ) $ S g� , Leo 10 380 LF 30-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed in a tunnel or bore, complete, in place, for the unit p ce per linear foot of: / e- /1VJWAg%' ,Qk u/I/ Dollars r and A`f, Cents ($ S9z e0_ ) $ P,2D / �'O, zv 11 98 LF 24-Inch Approved Base Bid Type Storm Sewer Pipe, (for stub - outs), furnished and installed at contractor's option of method, complete,, in place, for the unit prices per linear foot of: Dollars and IVV Cents ($ 45� $ / �� as 01258500 EXHIBIT "A" — BID SUBMITTAL PAGE - 3 06/04 r B #001-04/VK, Addendum #3 BASE BID, PACKAGE 1—PIPE MATERIALS ON SHEET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total Amount No. Quantity 12 79 LF 24-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed in a tunnel or bore, complete, in place, for the unit price per linear foot of: Dollars andZZi2 Cents ($ cal �. �(� I $ ry 13 48,120 LF Trench Safety System and Tunnel or Bore Access Shaft Excavation Protection, complete, in place, for the unit price per linear foot of storm sewer pipe installed of: Dollars and /V Cents ($ 420 1 $ 14 200 LF Trench and Tunnel Dewatering, for the unit price per linear foot of storm sewer pipe installed of: 7rJ / Dollars and /A(% Cents ($ 45�5-' ey 15 45 EA Type 1 Manholes, furnished and installed, complete, in place, for the unit price per each of. -- Dollars and ��(� Cents ($ 16 4 EA Type 2 Manholes, furnished and installed, complete, in place, for the unit price per each of: Dollars and /!iU Cents ($ ll17l,'Oe- O ) $ 17 1 EA Headwall and Wingwall for Line T, complete, in place, for the unit price per each of: (%rVZ h4ll,, Dollars and Ad Cents ($ 4WO Z'L? 01258500 EXHIBIT "A" — BID SUBMITTAL PAGE - 4 06/04 n'B #001-04/VK, Addendum #3 BASE BID, PACKAGE 1— PIPE MATERIALS ON SHEET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total Amount No. Quantity 18 1 EA Cofferdams, installation, removal, and dewatering, for the unit price per each of Dollars and 0 Cents ($ 13 rill' ) $ 19 1 LS Traffic Control, complete, in place, for the lump sum price of:_ k 4y / /� t !> �?'!Y b Dollars and .4V6% Cents ($ Wz> 00 ) $ 5PAV, Z10 20 29,575 SY Reestablish Vegetation by Seeding, complete, in place, for the unit price per square yard of: dy)e Dollars and 1)1/ 4 _Cents ($ 21 1 EA Storm Water Sampling Station, complete, in place, for the unit price epper each of. j;;,/ rkV4441'0 Dollars and lVd Cents ($ S, ODG�_ !70 $_5510'�9 410 22 377 LF Tunnel Liner Plate, complete, in place, for unit price per linear foot of: 1/ ,541e11/ Dollars and Nr% Cents ($ /��.> D© ) $ )Foc Subtotal Base Bid - Line T $� l✓!� 5,9 LINE C 23 4,141 LF 36-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed at contractor's option of method, complete, in place, for thef unit price per linear foot o ` d � w."1114 S�-°L��ril Dollars and A/62 Cents d 01258500 EXHIBIT "A" — BID SUBMITTAL PAGE - 5 06/04 TrB #001-04/VK, Addendum #3 BASE BID, PACKAGE 1— PIPE MATERIALS ON SHEET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total Amount No. Quantity 24 273 LF 36-inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed in tunnel or bore, complete, in place, for the unit price er linear foot of:.�Cc9�,ti i1v�Llr-C,�J 4 dV 1 Dollars / r and yC� Cents ($ 1 �� $ l � / G" (� at;' 25 4,414 LF Trench Safety System and Tunnel or Bore Access Shaft Excavation Protection, complete, in place, for the unit price per linear footofstorm sewer pipe installed of. / 1 '42 Dollars and /U 0 Cents ($ �Z eY ) $ �, 6W 26 9 EA Type 1 Manholes, furnished and installed, complete, in place, for the nit price per each of. Dollars and 4/0 Cents ($_ %JG7��< 0G'/ $& O 27 1 EA Type 2 Manholes, furnished and installed, complete, in place, for the unit price per each of. Dollars f� and Cents 7 0 28 1 EA Lake Inlet for Line C, complete, in ptrfor the unit price per each of: e- ffOl�S�y� Dollars and Cents $ 29 1000 LF Trench and Tunnel Dewatering, for the unit price per linear foot of storm sewer pipe installed of. S 1 r(44 J'-4/ t' Dollars and _Afft2 Cents ($. (�S D�% ) $ J 30 1 EA Cofferdams, installation, removal, and dewateri> for the unit price per each of. ` ;d h4wY5zil.,-2 Dollars / and Cents ($ 3 S� cw Vo ) $ 01258500 EXHIBIT "A" — BID SUBMITTAL PAGE - 6 06/04 rrB #001-04/VK, Addendum #3 BASE BID, PACKAGE 1— PIPE MATERIALS ON SHEET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total Amount No. Quantity 31 1 LS Traffic Control, completes, in place, for the lump sum price of:_ Dollars and A/d Cents ($ �. Jd 1 $ ? ! �:r . zov— 32 11,600 SY Reestablish Golf Course Vegetation by Sodding, complete, in place, for the unit price per square yard of: Dollars and ! 42 Cents ($ /� ��� ) $�OQ. r�© v Subtotal Base Bid - Line C $ LIlVE E �=- 33 225 LF 24-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed at contractor's option of method, complete, in place, for the unit price per linear (foot of. /li/NG�L� Iv`/lt�l�T!✓C� Dollars and /V Cents ($ /c�0 Y $ l O 2�_ 1 34 210 LF 24-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed in a tunnel ore, complete, in place, for the unit price per linear foot of: /✓G A J/./ y Dollars and Cents ($- -�d ,'O� $ Ar,2.50. �a 35 435 LF Trench Safety System and Tunnel or Bore Access Shaft Excavation Protection, complete, in place, for the unit price per linear foot of storm sewer pipe installed of Dollars and Cents ($) $ 01258500 EXHIBIT "A" — BID SUBMITTAL PAGE - 7 06/04 ITB #001-04/VK, Addendum #3 BASE BID, PACKAGE 1— PIPE MATERIALS ON SHEET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total Amount No. Quantity 36 435 LF Trench and Tunnel Dewatering, for the unit price per linear foot of storm sewer pipe of %installed Dollars and , f1✓, % Cents $ 37 1 EA Lake Inlet f9r Line E complete, in place, for the it price per each of 1h1r-_1 kW'61'?z9 Dollars and ._1�2 Cents($ $ 38 1 EA Cofferdams, installation. removal, and dewatering, for the unit price per each of: %lv 0 /fl'ifi e-e7 Dollars and Cents ($ ��Q �/�.. z2d ) $ 39 350 SY Reestablish Vegetation by Sodding, complete, in place, for the unit ccee per square yard of: yV Dollars and Cents ($ y (�'!> 1 $�OU �© 40 2400 SY Reestablish Vegetation by Seeding, complete, in place, for the unit price per yard of. /square v �Jti Dollars and L- It,, Cents ($ 3 ) $ Subtotal Base Bid - Line E $ LINE G 41 94 LF 24-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed at Contractor's option of method, complete, in place, for the unit price per linearfootof: Dollars p and /Z�E'� Cents($ 5%SS 0z'-' $1D 35eq, c7o 01258500 EXHIBIT "A" — BID SUBMITTAL PAGE - 8 06/04 1lB #001-04/VK, Addendum #3 BASE BID, PACKAGE I - PIPE MATERIALS ON SHEET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total Amount No. Quantity 42 94 LF Trench Safety System and Tunnel or Bore Access Shaft Excavation Protection, complete, in place, for the unit price per linear foot of storm sewer pipe installed of: �/ r'yl %✓ Dollars and ,/t//� Cents ($ ?47 W $ �Z 43 1 EA Lake Inlet for ine G, comp ete, in place, for the unit price per fe each o� 1 �u�Ort/ Dollars and IL-,lJ Cents ($ k $� 44 1 EA Cofferdams, installa�tigD, removal, and dewatering, for the unit price per each of %h"e"' i 4n /A'tto Dollars and /+� I�_Cents ($ �, ©,(�d 2 $V j ,W A aO 45 1050 SY Reestablish Vegetation by Seeding, complete, in place, for the unit price per square yard of: y"Va Dollars and c,, Cents ($ 3J ) $ /_36-5� Ia Subtotal Base Bid - Line G $ c2ki LINE H �`- 46 934 LF 24-Inch Approved Base Bid Type Storm Sewer Pipe, furnished and installed at contractor's option of method, complete, in place, for the unit price per linear foot of r%ti"L Dollars and /y�1 Cents($ J�5 L,0 ) $ �, d5w 47 934 LF Trench Safety System and Tunnel or Bore Access Shaft Excavation Protection, complete, in place, for the unit price per linear foot of stone sewer pipe installed of: ,.— q_ i) Dollars and A(% Cents ($ -*2• _�7d ) $ 01258500 EXHIBIT "A" - BID SUBMITTAL PAGE - 9 06/04 r B #001-04/VK, Addendum #3 BASE BID, PACKAGE 1- PIPE MATERIALS ON SHEET G12 OF DRAWINGS Item Approx. Unit Description of Item and Unit Price Total Amount No. Quantity 48 1 EA Type 2 Manholes, complete, in place, for the unit price per each -- of: Dollars and f✓d Cents ($ ..) 49 1 EA Lake Inlet for Line H, complete, in place, for the unit price per each of. e 4u.,la-zia / h ail,✓, Dollars and !V Cents ($ Az 00 ) $ / fe lwa_ 50 1 EA Cofferdams, installation, removal, and dewatering, for the unit priceper each of: Dollars and .mac, Cents ($ �d-C1 $ 51 10,400 SY Reestablish Vegetation by Seeding, complete, in place, for the unit price per square yard of: Dollars and ) Xd f44 Cents ($ 4 3y ) $ 3 S1,2 ©v Subtotal Base Bid - Line H TOTAL BASE BID (Items 1 through 51, Inclusive) $ K �9g ysS G� Breakdown of Materials and Labor Incorporated into the Project, Total Materials to be incorporated into the Project, $ / 0 Uaa Q/1G� �v Total Labor, superintendence, equipment, supplies, etc., as necessary to construct the Project, TOTAL BASE BID, (should agree with Total Base Bld above) $, /, 1 [� These lines provided to assist the Bidder in incorporating late changes to the bid, such as reductions or increases to pipe prices. For payment purposes, the deduction or addition will be applied as required in Section 01020. Unit prices shall be unaffected by the change. Deduct to be applied only to Base Bid Addition to be applied only to Base Bid S-Z 10 TOTAL BASE BID. (with add/deduct) $,7? - 01258500 EXHIBIT "A" - BID SUBMITTAL PAGE - 10 06/04 LIST OF SUBCONTRACTORS 1. 2. 3. 4. 5. 6. 7. s. s. 10. ITB #001-04/VK, Addendum #3 Minority Owned Yes No ❑ ❑ u u u u u ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ l TTB #001-04/VK, Addendum #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. ac or (Signature) xyx Co ractor (Print) CONTRACTOR'S FIRM NAME: au,, i �,yf. s / kiLe Xs (Pri t or Type ) CONTRACTOR'S FIRM ADDRESS: %// -6. A 5Y- Name of Agent/Broker: Address of Agent/Broker: 3`10 % Y f, City/State/Zip: c%IZe, & /Y,9 s ?ciy/G' Agent/Broker Telephone Number. O %% Date: 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 #001-04/VK - SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT — PACKAGE #1 SAFECO' BID BOND Conforms with The American Institute of Architects, A.I.A. Document No. A-310 KNOW ALL BY THESE PRESENTS, That we, UTILITY CONTRACTORS OF AMERICA LTD. and the SAFECO INSURANCE COMPANY OF AMERICA SAFECO Insurance Company PO Box 34526 Sea!113. WA 98124-1526 as Principal, hereinafter called the Principal, of Seattle, Washington , a corporation duly organized under the laws of the State of Washington , as Surety, hereinafter called the Surety, are held and firmly bound unto CITY OF LUBBOCK, TEXAS as Obligee, hereinafter called the Obligee, in the sum of 5%of Bid Amount ------------------------------------------------------------------ Dollars ($ 5% of Bid Amount ) , for the payment of which sum well and truly to be made, the said Principal and the said Surety, bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, the Principal has submitted a bid for SOUTH LUBBOCK DRAINAGE IMPROVEMENT PROJECT PACKAGE #1(MAIN TRUNK LINE) ITB #001-04NK PROJECT NO. 293-90141 NOW, THEREFORE, if the Obligee shall accept the bid of the Principal and the Principal shall enter into a Contract with the Obligee in accordance with the terms of such bid, and give such bond or bonds as may be specified in the bidding or Contract Documents with good and sufficient surety for the faithful performance of such Contract and for the prompt payment of labor and material furnished in the prosecution thereof, or in the event of the failure of the Principal to enter such Contract and give such bond or bonds, if the Principal shall pay to the Obligee the difference not to exceed the penalty hereof between the amount specified in said bid and such larger amount for which the Obligee may in good faith contract with another party to perform the Work covered by said bid, then this obligation shall be null and void, otherwise to remain in full force and effect. Signed and sealed this 3RD day of August , 2004 i UTILITY CONTRACTORS OF AMERICA, LTD. (Seal) Principal Witness _I. MARL A ILL Witness $-00541SAEF 12/00 Title SAFECO INJ8VAANCE C03490,6' OF AMERICA By 4_ OWARD COWAN Atiurnev-in-Fact BA FF SAFECO INSURANCE COMPANY OF AMERICA GENERAL INSURANCE COMPANY OF AMERICA HOME OFFICE: SAFECO PLAZA SEATTLE, WASHINGTON 98185 No. 11561 KNOW ALL BY THESE PRESENTS: That SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA, each a Washington corporation, does each hereb appoint nT ♦ r ff#ff#fff#####fff#f#f##f####f#ff#ff######ff#af#ffi##ff###fHOWARD COWAN; MARLA HILL; Lubbock, Texasfff###ff####f#f#f#f#fs####f##s#####fffffff##fi#iRf*y# its true and lawful attomey(s)-in-fact, with full authority to execute on its behalf fidelity and surety bonds or undertakings and other documents of a similar characte issued in the course of its business, and to bind the respective company thereby. IN WITNESS WHEREOF, SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA have each executed ani attested these presents this 2nd day of March , 2000 _4_;�jp (6 4X04&6&V4 R.A. PIERSON, SECRETARY W. RANDALL STODDARD, PRESIDENT CERTIFICATE Extract from the By -Laws of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA: "Article V, Section 13. - FIDELITY AND SURETY BONDS ... the President, any Vice President, the Secretary, and any Assistant Vice President appointed for tha purpose by the officer in charge of surety operations, shall each have authority to appoint individuals as attomeys-in-fact or under other appropriate titles with authority tc execute on behalf of the company fidelity and surety bonds and other documents of similar character issued by the company in the course of its business... On an, instrument making or evidencing such appointment, the signatures may be affixed by facsimile. On any instrument conferring such authority or on any bond o undertaking of the company, the seal, or a facsimile thereof, may be impressed or affixed or in any other manner reproduced; provided, however, that the seal shall no be necessary to the validity of any such instrument or undertaking." Extract from a Resolution of the Board of Directors of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA adopted July 28, 1970. "On any certificate executed by the Secretary or an assistant secretary of the Company setting out, (i) The provisions of Article V, Section 13 of the By -Laws, and (iH) A copy of the power-of-attomey appointment, executed pursuant thereto, and (iii) Certifying that said power-of-attomey appointment is in full force and effect, the signature of the certifying officer may be by facsimile, and the seal of the Company may be a facsimile thereof." I, R.A. Pierson, Secretary of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA, do hereby certify that the foregoing extracts of the By -Laws and of a Resolution of the Board of Directors of these corporations, and of a Power of Attorney issued pursuant thereto, are true ant correct, and that both the By -Laws, the Resolution and the Power of Attorney are still in full force and effect. IN WITNESS WHEREOF, I have hereunto set my hand and affixed the facsimile seal of said corporation this d0®rR.r'a---- 00RPORNE �j SEAL SEAL t�2'S OF WA51h'^o �dl� of S-0974/SAEF 7198 3RD day of AUGUST R.A. PIERSON, SECRETARY 2004 O Registered trademark of SAFECO Corporatia 3000 PD BOND CHECK BEST RATING LICENSED IN TEXAS DATE 4&LO L By 1:2L PAYMENT BOND No Text BOND NO. 6253624 STATUTORY PAYMENT BOND PURSUANT TO SECTION 2253.021(a) OF THE TEXAS GOVERNMENT CODE (CONTRACTS MORE THAN $25,000) UTILITY CONTRACTORS OF AMERICA, KNOW ALL MEN BY THESE PRESENTS, that LTD. (hereinafter called the Principal(s), as Principal(s), and SAFECO INSURANCE COMPANY OF AMERICA (hereinafter called the Sur e{{� sll as Sure are held and firmly bound unto the City of Lubbock (hereinafter called the OSV4 FIVE 1 LLION SIX HUNDRED NI Obligee), in the amount of I�-525.).lawful money of the United States for the paymen whereo , esaid rinapa and ure bin t emel heirs, administrators, executors, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, the Principal has entered into a certain written contract with the Obligee, dated the 28TH day of SEPTEMBER , 20 04 , to BID #001-04/VK - SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT PACKAGE 4l1 (MAIN TRUNK LINE) 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 28TH day of SEPTEMBER 2004 . SAFECO INSURANCE COMPANY F AMERICA Sur;itle) *By HOWARD COWAN ATTORNEY -IN -FACT UTILITY CONTRACTORS OF AMERICA, (Company Name) LTD. Bv: (Printed Name) (Sign t re) (Title) is The undersigned surety company represents that it is duly qualified to do business in Texas, and hereby designates HOWARD COWAN 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. SAFECO INSURANCE COMPANY OF Surety AMERICA * By. 3 (Title) HOWARD COWAN ATTORNEY -IN -FACT sa Approved as to form: City of Lubbock r ' By: c 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. 2 EXHIBIT B IMPORTANT NOTICE TO SURETY BOND CUSTOMERS REGARDING THE TERRORISM RISK INSURANCE ACT OF 2002 As a surety bond customer of one of the SAFECO insurance companies (SAFECO Insurance Company of America, General Insurance Company of America, First National Insurance Company, American States Insur- ance Company or American Economy Insurance Company), it is our duty to notify you that the Terrorism Risk Insurance Act of 2002 extends to "surety insurance". This means that under certain circumstances we may be eligible for reimbursement of certain surety bond losses by the United States government under a formula established by this Act. Under this formula, the United States government pays 90% of losses caused by certified acts of terrorism that exceed a statutorily established deductible to be paid by the insurance company providing the bond. The Act also establishes a $100 billion cap for the total of all losses to be paid by all insurers for certified acts of terrorism. Losses on some or all of your bonds may be subject to this cap. This notice does not modify any of the existing terms and conditions of this bond, the underlying agreement guaranteed by this bond, any statutes governing the terms of this bond or any generally applicable rules of law. At this time there is no premium change resulting from this Act. Sb248 2/03 ,131 SAFECO" State of Texas Surety Bond Claim Notice In accordance with Section 2253.021(f) of the Texas Government Code and Section 53.202(6) of the Texas Property Code, any notice of claim to the named surety under this bond(s) should be sent to: SAFECO Surety Adams Building 4634 154th PL NE Redmond, WA 98052 Mailing Address: SAFECO Surety PO Box 34526 Seattle, WA 98124 Phone: (425) 376-6535 Fax: (425) 376-6533 www.SAFECO.com - � SAFECO" POWER SAFECO INSURANCE COMPANY OF AMERICA GENERAL INSURANCE COMPANY OF AMERICA OF ATTORNEY HOME OFFICE: SAFECO PLAZA SEATTLE, WASHINGTON 98185 No. 11561 KNOW ALL BY THESE PRESENTS: That SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA, each a Washington corporation, does each hereby appoint ssssssss*s:ssssssssssssssssssssssss***s**s*sss*ss*s*s**ss*HOWARD COWAN; MARLA HILL; Lubbock,Texas****ssssssssssssssssssss***s*s*sssss*ssssssssss*ss** its true and lawful attomey(s)-in-fact, with full authority to execute on its behalf fidelity and surety bonds or undertakings and other documents of a similar character -- issued in the course of its business, and to bind the respective company thereby. IN WITNESS WHEREOF, SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA have each executed and attested these presents this 2nd day of March 2000 —4a �. Yoh 4m4&464 R.A. PIERSON, SECRETARY W. RANDALL STODDARD, PRESIDENT CERTIFICATE Extract from the By -Laws of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA: "Article V, Section 13. - FIDELITY AND SURETY BONDS ... the President, any Vice President, the Secretary, and any Assistant Vice President appointed for tha± -- - purpose by the officer in charge of surety operations, shall each have authority to appoint individuals as attomeys-in-fact or under other appropriate titles with authority tc execute on behalf of the company fidelity and surety bonds and other documents of similar character issued by the company in the course of its business... On and instrument making or evidencing such appointment, the signatures may be affixed by facsimile. On any instrument conferring such authority or on any bond of undertaking of the company, the seal, or a facsimile thereof, may be impressed or affixed or in any other manner reproduced; provided, however, that the seal shall no be necessary to the validity of any such instrument or undertaking." Extract from a Resolution of the Board of Directors of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA adopted July 28, 1970. "On any certificate executed by the Secretary or an assistant secretary of the Company setting out, (i) The provisions of Article V, Section 13 of the By -Laws, and (ii) A copy of the power-of-attomey appointment, executed pursuant thereto, and (iii) Certifying that said power-of-attomey appointment is in full force and effect, the signature of the certifying officer may be by facsimile, and the seal of the Company may be a facsimile thereof." I, R.A. Pierson, Secretary of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA, do hereby certify that the foregoing extracts of the By -Laws and of a Resolution of the Board of Directors of these corporations, and of a Power of Attorney issued pursuant thereto, are We am correct, and that both the By -Laws, the Resolution and the Power of Attorney are still in full force and effect. IN WITNESS WHEREOF, 1 have hereunto set my hand and affixed the facsimile seal of said corporation SEAL Fof IVAStn S-0974/SAEF 7/98 this 28TH day of SEPTEMBER 2004 CORPORATE SEAL . X R.A. PIERSON, SECRETARY ® Registered trademark of SAFECO Corporatio 312/00 PC BOND CHECK BEST RATING PERFORMANCE BOND No Text BOND NO. 6253624 STATUTORY PERFORMANCE BOND PURSUANT TO SECTION 2253.021(a) OF THE TEXAS GOVERNMENT CODE (CONTRACTS MORE THAN $100,000) UTILITY CONTRACTORS OF AMERICA, KNOW ALL MEN BY THESE PRESENTS, that LTD. (hereinafter called the Principal(s), as Principal(s), and SAFECO INSURANCE COMPANY OF AMERICA (hereinafter called the Sure sj as Suret�s� are held and firmly bound unto the City of Lubbock (hereinafter called the Obligee), in the amount o FIVE I LION SIX HUNDRED NI A ,699,455.50} lawful money of the United States for the payment whereo , e sa rriMp"a and ure y bin�mNel e , their heirs, administrators, executors, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, the Principal has entered into a certain written contract with the Obligee, dated the28THday of SEPTEMBER , 2d)4, to BID #001-04/VK - SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT - PACKAGE #1 (MAIN TRUNK LINE) 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 this28TH day of SEPTEMBER , 20 04. SAFECO.'IN.S RANCE COMP OF AMERICA UTILITY CONTRACTORS OF AMERICA, Surety (Company Name) LTD. By: By: ( itle) HOWARD COWAN (Prin a ) ATTORNEY -IN -FACT (SidnAture) (Title) 1 The undersigned surety company represents that it is duly qualified to do business in Texas, and hereby designates HOWARD COWAN 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. SAFECO INSURANCE COMPANY OF Su;rety AMER .CA .Btle) HOWARD COWAN ATTORNEY -IN -FACT Approved as to Form City of Lubbock ay: 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. _a i'' CERTIFICATE OF INSURANCE No Text ACORDM CERTIFICATE OF LIABILITY INSURANCE 09/`30/20o PRODUCER (972) 771-4071 FAX (972) 771-4695 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION K & S Insurance Agency ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE P 0 Box 277 HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. 701 Justin Road Rockwa I I , TX 75087 INSURERS AFFORDING COVERAGE NAIC # .INSURED Ut i I i ty Contractors Of Amer i ca , I nc . INSURERA: Bituminous Insurance Companies DBA: Utility Contractors of America, Ltd. INSURERS: Interstate Fire & UCA, Management, Inc. INSURER C: 4611 85th Street INSURER D: Lubbock, Texas 79424 INSURER E: :OVERAGE 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. INSR NDWL TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMBS GENERAL LIABILITY CLP3196168 09/05/2004 09/05/2005 EACH OCCURRENCE $ 1,000,000 X COMMERCIAL GENERAL LIABILITY S 300,000 DAMAGE TO RENTED CLAIMS MADE a OCCUR $ 10,000 MED EXP (Any one person) A $ 1,000,000 PERSONAL & ADV INJURY GENERAL AGGREGATE _ $ 2,000.000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMPIOP AGG $ 2,000,000 POLICY X PRO- JEGT LOC AUTOMOBILE LIABILITY CAP3196169 09/05/2004 09/05/2005 COMBINED SINGLE LIMIT ANY AUTO (Ea accident) $ 2,000.000 BODILY INJURY ALL OWNED AUTOS $ lx� SCHEDULEO AUTOS (Per Penton) A HIRED AUTOS BODILYINJURY $ NON-OWNEDAUTOS (Per acddent) PROPERTY DAMAGE $ .....— (Per accident) GARAGE LIABILITY AUTO ONLY . EA ACCIDENT $ OTHER THAN 'EA ACC ANY AUTO S AUTO ONLY: AGG S EXCESSIUMBRELLA LIABILITY UM01606233 09/05/2004 09/05/2005 EACH OCCURRENCE $ 5,000,000 X OCCUR CLAIMS MADE AGGREGATE S 5,000,000 B E S IDEDUCTIBLE X RETENTION $ 5 , 00 $ WORKERS COMPENSATION AND WC3196167 09/05/2004 09/05/2005 X WC STATU- ER TORY LIMITS ER EMPLOYERS' LIABILITY E.L. EACH ACCIDENT $ 1,000,000 A ANY PROPRIETOR/PARTNER/EXECUTIVE _ E.L DISEASE -EA EMPLOYE $ 1,000,000 OFFICEWMEMBER EXCLUDED? H yes. describe under SPECIAL PROVISIONS below ... - E.L. DISEASE - POLICY LIMIT - $ 1,000,000 OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES / EXCLUSIONS ADDED BY ENDORSEMENT / SPECIAL PROVISIONS ity of Lubbock, its officers, agents and employees arkhiII, Smith and Cooper, Inc., Hugo Reed and Associates, Inc., The Laubach Company and Burlington Northern Santa Fe Railway Company as Additional Insured ith a Waiver of Subrogation in favor of the City of Lubbock as required by written contract. E: South Lubbock Drain Improvement City of Lubbock 1625 13Lh Stroet Lubbock, TX 79457 ACORD 25 (2001/08) I+ArvLCL_t.A I IVn SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL --j,Q_ DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED REPRESENTATIVE � ^ U, ,/r Richard Daiker-1/CHERYL i/+)it(aL1 �N{LM^IL. ©ACORD CORPORATION 1988 IMPORTANT If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WANED, subject to the term and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer ruts to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the Issuing Insurer(s), authorized representative or producer, and the certificate holder, nor does It afiirmailvely or negatively amend, extend or alter the coverage afforded by the policies listed thereon. ACORD 25 (200IM8) No Text r. ACORA INSURANCE BINDER 09/ DATE 0/2004 IRIS BINDER 13 A TEMPORARY INSURANCE CONTRACT, SUBJECT TO THE CONDITIONS SHOWN ON THE REVERSE SIDE OF THIS FORM. PRODUCER = . (972)771-4071 FAX (972)771-4695 K & S Insurance AgencyDATE P 0 Box 277 701 Justin Road Rockwall, TX 7 5087 COMPANY Bituminous Insurance Companies BNDERS B04093007433 EFFECTIVE I qE 09/30/2004 X 12:01 AM PM 11/30/2004 X IZ01AM NOON THIS SMER IS ISSUED TO E1(TEND COVERAGE IN THE ABOVE NAMED COMPANY PER EXPt21NGPOLICY M CODE: SS73 SW CODE. AGENCY p0011982 DESCRIPTION OF OPPRATOONEHICLEBIPROPERTYpnducipLoewon) INSURED The City of Lubbock 1625 13th Street Lubbock, TX 79457 COVERAGES LIMITS TYPE OF *=RANCE COVERAGEWORIIS DEDUCTIBLE CONS % AMOUNT PROPERTY CAUSES OF LOSS BASIC a BROAD a SPEC GENERAL LYIBRJIY GALGENERAL LIA81LffY LCLAJMSMADE N OCCUR s & Contractors RETRODATE FOR CLAIMS MADE EACH OCCURRENCE $ 1,000,000 FIRE DAMAGE (Any one fte) $ MED EXP (Aoy a v pereon) $ PERSONAL& AM INJURY $ GENERA -AGGREGATE $ 2,000,000 PRODUCTS-COMPIOPAGG $ AUTOMOBILE LVIBLITY ANY AUTO ALL OWNED AUTOS SCHEDULEDAUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT $ BODILY INJURY (Per peraon) $ BODILY INJURY (Par accident) $ PROPERTY DAMAGE $ MEDICAL PAYMENTS $ PERSONAL INJURY PROT $ UNINSURED MOTORIST $ S AUTO PHYSICAL DAMAGE DEDUCTIBLE COLLISION: OTHER THAN COL- ALLVEHICLES SQIMULED VEHICLES ACTUAL CASH VALUE $ STATEDAMOUNT OTHER GARAGE LIABLnY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN AUTO ONLY: EACH ACCIDENT S AGGREGATE $ EXCESS LIABILITY UMBRELLA FORM OTHER THAN UMBRELLA FORM REM DATE FOR CLAIMS MADE EACH OCCURRENCE $ AGGREGATE $ SELF4NSURED RETENTION $ WORKER'S COMPENSATION AND EYPLOYEWS LIABLRY WC STATUTORY LIMITS E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMB $ g pFEES MONSl OOTTHER COVERAGES $ TAXES $ ESTIMATED TOTAL PREMIUM S NAME S ADDRESS MORTGAGEE I I ADDITIONAL INSURED I- PAYEE Ij�I LOAN aI AUTHORMW REPRESEMTATTYE Richard Daiker-1/0HERYL eArnRn MRPARA n CONDITIONS This Company bids the Idnd(s) of insurance stipulated on the reverse side. The Insurance is subject to the terms, conditions and limitations of the polioWes) in current use by the Company. This binder may be candled by the Insured by surrender of this binder or by Written notice to the Company stating when cancellation will be effective. This binder may be cancelled by the Company by notice to the Insured in accordance with the policy conditions. This binder is cancelled when replaced by a policy. If this binder is not replaced by a policy, the Company is entitled to charge a premium for the binder according to the Rules and Rates in use by the Company. Applicable In Callfomla When this form la used to provide Insurance In the amount of one million dollars ($1,000,000) or more, the title of the form Is changed from "Insurance Binder" to "Cover Note'. Applicable In Delaware The mortgagee or Obligee of any mortgage or other instrument given for the purpose of creating a lien on real property shall accept as evidence of Insurance a written binder issued by an authorized insurer or its agent If the binder includes or is accompanied by. the name and address of the borrower, the name and address of the lender as loss payee; a description of the insured real property; a provision that the binder may not be canceled within the term of the binder unless the lender and the insured borrower receive written notice of the cancel- lation at least ten (10) days prior to the cancellation; except In the case of a renewal of a policy subsequent to the dosing of the loan, a paid receipt of the full amount of the applicable premium, and the amount of insurance coverage. Chapter 21 Title 25 Paragraph 2119 Applicable In Florida Except for Auto Insurance coverage, no notice of cancellation or nonrenewal of a binder is required unless the duration of the binder exceeds 60 days. For auto insurance, the insurer must give 5 days prior notice, unless the binder Is replaced by a policy or another binder in the same company. Applicable In Nevada Any person who refuses to accept a binder which provides overage of less than $1,000,000.00 when proof Is required: (A) Shall be fined not more than $500.00, and (B) Is liable to the party presenting the binder as proof of Insurance for actual damages sustained therefrom. 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 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 shall be the following text provided by the commission on the sample notice, without any additional words or changes: PROOF OF COVERAGE SHALL BE FURNISHED TO THE CITY OF LUBBOCK IN THE FORM OF A CERTIFICATE OF INSURANCE. THE INSURANCE CERTIFICATES FURNISHED SHALL NAME THE CITY OF LUBBOCK AS AN ADDITIONAL INSURED AND PROVIDE A WAIVER OF SUBROGATION IN FAVOR OF THE CITY OF LUBBOCK, 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. No Text 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 P ( ) legal requirement for coverage, to verify whether your employer has provided the required coverage, or to report an employer's failure to provide coverage." and i (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 H U Q H Z O U h M1 �� Y t w m•. ! e w..-.. w+ '., a _....o w .w 'wr.�._w-+— 4� ...am... ®� mow, � i 4u--.w.+mr w-._a.... a M. w+ww�.r w_ — _ .—w' ----,� i �� r (. CONTRACT STATE OF TEXAS COUNTY OF LUBBOCK THIS AGREEMENT, made and entered into this 28TH day of SEPTEMBER, 2004 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 UTILITY CONTRACTORS OF AMERICA LTD. of the CITY OF WOLFFORTH, COUNTY OF LUBBOCK and the STATE OF TEXAS 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 #001-04NK — SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT — PACKAGE #1 (MAIN TRUNK LINE) - $25,699,455.50 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 the bid submitted therefore, subject to additions and deductions, as provided in the contract documents and to make payment 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. CI" By AIIC51: City Se retary APPRO AS CONT NT: = ner's R resentativ APPROVED AS TO FORM: y Attorney 1 CONTRACTOR: UTILITY CONTRACTORS OF AMERICA, LTD. By: IV PRINT NAME: TITLE: COMPLETE ADDRESS: Utility Contractors of America, Ltd. 972 Highway 62 Wolfforth, Texas 79382 ATTEST: Corporate Secretary No Text No Text 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 UTILITY CONTRACTORS OF AMERICA, LTD. 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 iinspectors 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. 8. 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 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 conformitywith 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 m 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, r Contractor shall suspend its work in order to permit Owner's Representative to comply with this requirement, but L 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 L 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 l 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 ensure 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, L 16. modifications and/or amendments to the contract dov Representative and Contractor. ' Unless otherwise specified herein, 611 loss, expehse'0 to 6e Bane, or frorri tha notion of"the elements, or:fr6h work; shall be sustained and home by the Contractor 18. CHARACTER OF WORKERS The Contraotor agrees to empioy'orily orderly end con work` required under this contraot, to do;the work; and inform Contractor. fn writing that'any man ormen on 4 incomppterit, `unfaithful; disorderly, or otherwise unacc Mph shaii be discharged from the work arid'shall not Representative's written consent. ' 3 zr any -' damage to Contactor arising out of the nature of the work i any unforeseen dir_cumstance and the prosecution of the at its own cost and expense'. tipetent workers, skillful in the performance m the type of agrees that'whenever the rwner's Representative shall e work, are; in Owner's f epresehtatiVe's sole opinion, eptable to -Owner man or Igaln.'be enipiayed on the work without, the Owner's 19. CONSTRUCTION PLANT The Contractor shall provide all labor, tools, equipment, machinery and materials necessary in the prosecution and fl! 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 Necessarysanitary 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 r), 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 1 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 comple#ion. 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 r 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 00er 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 maybe required bylaw or the contract documents. if any such work which is required to be, inspected, tested, or approved is covered up without written approval or t- 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 falls to meet the requirements of any such tests, inspections or approvals, and any work which meets the requirements of any such4 tests or approvals but does not meet the requirements of the contract documents shall be considered defective, t 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 0wner'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 contempiated`as here`ina6' set forth shall be at Contractor's expense. 4 No Text 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 Owners 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 Contractors 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, 7-1 B. Owner's and Contractor's For bodily injuries; lnoiud ? Limit. This policy shall b+ C. Comprehensive AutoMo ' The Contrsotor shall hav, Bodily Injury/Property Da Subrogation Required) is of not.less than; 8. No Text 10. Bysigning this Contractor providing or causing to be provided a cerhflcate of coverage, the Contractor is representing to the governmental entity that ail empioyees,of the Contractor who will provide services on the project will be covered by worker's compensation coverage for the duration of the project, tha# the coverage will, be based on proper reporting of classification codes and payroll amounts, and,that allcoverage;agreements will be filed with the appropriate insurance carrier or, in the case of a elf, -insured, wi#h the coOnmission's. Olvision of Self -Insurance Regulation. Providing false or misleading Information may subject the Contractor to administrative penalties, craminal`penal# es, civil penes, or other civil a ion$. 11. The Contractor's failure to comply with any of these provisions is a breach of contract by the Contractor which entities 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. Prof .o of Co e a g e v r 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;forkh (1) The name and address of the Insured.i (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 pollcy may be canceled only by mailing written notice to the named insured at the address shown in the bid specifications. (6):1 A provision that written notice shall be given to the Clty ten da prior to any chap a in or ys ' cancellation of the policies shower 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. f (9) A Contractor shall; (a) provide coverage for its employees providing services on a project, for the duration of the Ell 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 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 10 t�e No Text (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 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. 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 indemnity 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 12 provided by the. contract documents: Cam., pie#iort'of the work described herein is. reasonable time for the d iple#ion of the Bai a, tamng Into . :consideration the average'ciimatio range andoonditions end usual 66stdai conai#Iaprevailing fcl:ti is locality, the amount is fixed and agreed upon bjr`and between the CaritCector, and the Qwner`beoause the actual damages the Ownar. would sustain' h such event would be diffiouit and/or impossible to estimate; boweveC, the amOYnt agreatl upon herain is a reasonable far asf pf.the amount neceagary tojrsnder just compensat onrtp' nor, and is expressly agreed to, be not dsproportona#eb aotuai damsge as measured at timef breach IT ISI=URTHER AGRrz DD AND IJNDFSTO'C7t� �EfWN THE 1ONTRA�Oi AND lWllwl THATTIME IS O THE ESSNC dF THIS C(NtRAGT. 13' 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 n the bid; provided, also, that where "the Owner is having other work done, either by contract `or by its own force, the Owner's Representative may direct the time and manner .of constructing work done under this contract so that conflicts will be avoided and the 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. TIMEOF 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, Owners 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 publlo enemy, fire or flood. Any request for extension shall be in writing with the written request;for same setting forth all justifications, indetail, 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. (26) 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 Or, 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.- 14 No Text ........._ 43. SUBSTANTIAL COMPLETION 1 Contractor shall give Owner's Representative written notice of substantial completwn Within thirty-one (31) ' working days after the Contractor has given the Owner's Representative written notice that the work has been a substantially completed, the Owner's Representative and/or the Owner shall inspect the work and within said time, if the work lie 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 sh>aiiil proceed "with d�ligerlce to'fnally 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 [ j 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, Owner shall pay to the Contractor on or before the 31 st harking day after the date of certification of final completion, the balance due Contractor under the terms of this agreement, Neither the certification of final completion nor the Tina( 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 replacemer)t if Contractor does not remove and replace any such conderinred work within a reasonable time after a written notice by the t7wner, or the :Owner's Representative, `Owner may remove and;repl00 kat Contractor's expenpe 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 completionby 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 arty certification to such extent as may be necessary to protect itself from loss on account of: (a) Defective work not remedied and/or Work riot performed. (b) Claims filed or reasonable: evidence indicating possible filing of claims. (c) Damage to another contractor When the above grounds are removed, or the Contractor provides . 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 furtlt'or 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.Ownses Representate has given any direction, order or instruction to which the Can#motor 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 16....� (a) f (b) {IIIMVI NIIV VV11111 MVO, VMVII. IIvvM.vM vM. bound therefore. Should the cost to.cl would have been the cost to complete; credited therewith': In the event ;the Owner`s f epreserifaW'6 elecf have been finally completed, the "Contractor ar provided in,psragraph 44 hereinabove set lent accounts, cartifled'#o by Ownery 4004sentafi Contractor and his Surety, if applicable, where { shall ,pay the balance due as reflected by said C to complete the works as.descrik�ed above, when the.work shall I his Surety_'shali be so notified and certification of.completion as shall be issued A complete itemized eta#emerXt of #hQ contract e as being correct shall then'be prepared and delivered to n the Contractor or his Surety, or the Owner as"the case may be, tatement within-30 days after the date of certification of completion 17 it 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, 17 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, oois, materials or supplies left on the site of the work shall be turned over to the Contractor and/or his Surety, �f,applicabie: 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 1 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. 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, equlty,'contract or otherwise, inciuding.but not limited to, liquidAW damages, as; provided in paragraph 34, hereinabove set forth: 49. LIMITATION'ON,CLONTRACTOR'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. BON S The Contractor is 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 $16000 and the Contractor is 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 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." it is 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. 18 the request of contractor is not grantee, or gtnerwise riot responaea to, ny uwnerc 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, Cc ensuring that all personnel Involved in the Project are (i) trained for the.level of expo nAr nrmanna hf thu Antinnrl enntemnlated by this Contract and. in narticular. In all a - to- 7"l ""- vn�,rwu.. er w r . ...rvw.v .., u).w. �...,....r,+..w .., .....�.. ,. �. .�.�. �..... ,.. ..�. ..... — .r�r. ....�. �.� asbestos; and (11) 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. C L.� L 19 No Text CURRENT WAGE DETERMINATIONS RE: RESOLUTION NO.2002-R0483, NOVEMBER 14, 2002 Craft Acoustical Ceiling Installer Air Conditioner Installer Air Conditioner Installer -Helper Asbestos Worker Asbestos Supervisor Bricklayer Bricklayer -Helper Carpenter Carpenter -Helper Cement Finisher Drywall Hanger Electrician Electrician -Helper Equipment Operator -Heavy Equipment Operator -Light Fire Sprinkler Fitter -Journey Fire Sprinkler Fitter -Apprentice Floor Installer Glazier Insulator-Piping/Boiler Insulator -Helper Iron Worker Laborer -General Mortar Mixer Painter Plumber Plumber -Helper Roofer Roofer -Helper Sheet Metal Worker Sheet Metal Worker -Helper Welder -Certified EXHIBIT A City of Lubbock Building Construction Trades Prevailing Rates Hourly Rate 11.50 12.00 7.50 9.00 12.50 12.50 7.00 11.00 7.00 9.00 11.00 15.00 8.00 10.00 9.00 18.00 10.00 9.50 10.50 10.50 7.00 11.00 6.00 6.00 9.50 12.50 7.00 9.00 7.00 10.00 7.00 11.00 1 I EXHIBIT B Paving and Highway Construction Prevailing Wage Rates Craft Hourly Rate Asphalt Heaterman 9.00 Asphalt Shoveler 7.50 Concrete Finisher 9.00 Concrete Finisher -Helper 7.50 Electrical Repairer -Equipment 12.50 Flagger 6.50 Form Setter 8.00 r Form Setter -Helper 6.50 Laborer -General 6.00 Laborer -Utility 6.75 Mechanic 9.00 Mechanic -Helper 7.00 Power Equipment Operators Asphalt Paving Machine 9.00 Bulldozer 9.00 Concrete Paving Machine 9.00 Front End Loader 9.00 Heavy Equipment Operator 9.00 Light Equipment Operator 8.00 6 Motor Grader Operator 10.25 Roller 7.00 Scraper 7.50 Tractor -Trailer 8.50 Truck Driver -Heavy 8.00 Truck Driver -Light 7.00 EXHIBIT C Prevailing Wage Rates Overtime Rate 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. 3 I SPECIFICATIONS 1, Project Manual City of Lubbock, Texas South Lubbock Drainage Improvements Package #1 May 2004 PSC Project #: 01258500 Parkhill, Smith & Cooper, Inc. Engineers 0 Architects ■ Planners SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT — PACKAGE #1 TECHNICAL SPECIFICATIONS ITB NO. 001-04NK PROJECT NO.293-90141 In accordance with Section 131.166 of the Texas Engineering Practice Act and Board Rules, the professionals listed below are responsible for the specification sections that are listed to the left of their professional seal. Where more than one professional is shown for certain specification sections, then those professionals share joint responsibility for those specification sections. All specification sections contained herein as listed on the Technical Specifications Table of Contents. Section 01356 Section 03300 P. . OF TF`jq`111+ �'pZE OF 7F,`j-�`1111 5. low *: * 1 R.P. McMILLEN MICHAEL G. KEENUM ........... ..................:...� ....................... 52683 88543 lcs' . C N S. '%� I C E N `? S- z oq 5I ZL/ P�E OF Tekgr11+ * ..... / JASON L. SWOFFORD �. ............. 87911 OF T ek�S 111 GREGORY A. HORNE ................................ 83489 1�\S/ONAL EN — ,2 6-. 01258500 04/04 No Text TABLE OF CONTENTS DIVISION 0 - BIDDING REQUIREMENTS AND CONTRACT INFORMATION SpecialConditions........................................................................................................................... 8 DIVISION 1- GENERAL REQUIREMENTS 01020 Measurement and Payment.............................................................................................................. 5 01027 Applications for Payment................................................................................................................ 2 01028 Change Order Procedures................................................................................................................ 3 01039 Coordination and Meetings.............................................................................................................. 2 01100 Summary of Work............................................................................................................................ 2 01140 Work Restrictions............................................................................................................................ 5 01310 Progress Schedules.......................................................................................................................... 2 01322 Photographic Documentation.......................................................................................................... 2 01330 Submittal Procedures....................................................................................................................... 5 01356 Storm Water Pollution Prevention Plan (SWP3)............................................................................2 01400 Quality Requirements ...................................................................................................................... 4 01420 References........................................................................................................................................ 5 01500 Temporary Facilities and Controls.................................................................................................. 6 01555 Barricades, Signs and Traffic Handling..........................................................................................1 01576 Waste Material Disposal................................................................................................................. 2 01600 Product Requirements...................................................................................................................... 2 01700 Contract Closeout............................................................................................................................ 2 DIVISION 2 - SITE WORK 02082 Pre -cast Concrete Manholes and Vaults.......................................................................................... 5 02084 Frames, Grates, Rings and Covers.................................................................................................. 3 02221 Removing Existing Pavements........................................................................................................ 2 02231 Tree and Plant Protection................................................................................................................. 5 02240 Dewatering.......................................................................................................................................3 02260 Excavation Support and Protection................................................................................................. 4 02300 Earthwork.........................................................................................................................................9 02317 Excavation and Backfill for Utilities............................................................................................... 9 02318 Borrow............................................................................................................................................. 3 02320 Utility Backfill Materials................................................................................................................. 5 02371 Riprap Protection ................................. 02425 Tunnel Excavation and Primary Liner............................................................................................. 9 02426 Storm Sewer Pipe in Tunnels........................................................................................................... 2 02430 Tunnel Grout.................................................................................................................................... 6 02441 Microtunneling and Pipe -Jacked Tunnels....................................................................................... 8 02448 Pipe and Casing Augering for Sewers............................................................................................. 4 02533 Acceptance Testing for Storm Sewers...........................................................................................10 02631 Storm Sewers................................................................................................................................... 5 01258500 TABLE OF CONTENTS PAGE - 1 04/04 I 02632 Cast -in -Place Headwalls and Wingwalls......................................................................................... 2 02635 Centrifugally Cast Fiberglass Pipe.................................................................................................. 5 02638 Reinforced Concrete Pipe................................................................................................................ 4 02741 Hot -Mix Asphalt Paving...............................................................................................................13 02751 Portland Cement Concrete Pavement............................................................................................12 02764 Pavement Joint Sealants.................................................................................................................. 5 02920 Lawns and Grasses.......................................................................................................................... 7 DIVISION 3 - CONCRETE 03300 Cast -In -Place Concrete..................................................................................................................13 03301 Cast -In -Place Non -Reinforced Concrete Pipe................................................................................. 8 DIVISION 4 - MASONRY Not Used DIVISION 5 - METAL 05500 Metal Fabrications........................................................................................................................... 5 05530 Gratings............................................................................................................................................3 DIVISION 6 - WOOD AND PLASTICS Not Used DIVISION 7 - THERMAL AND MOISTURE PROTECTION Not Used DIVISION 8 - DOORS AND WINDOWS Not Used DIVISION 9 - FINISHES Not Used DIVISION 10 - SPECIALTIES Not Used 01258500 TABLE OF CONTENTS PAGE - 2 04/04 No Text DIVISION 11- EQUIPMENT 11296 Elastomeric Check Valves............................................................................................................... 2 DIVISION 12 - FURNISHINGS Not Used DIVISION 13 - SPECIAL CONSTRUCTION Not Used DIVISION 14 - CONVEYING SYSTEMS Not Used DIVISION 15 - MECHANICAL Not Used DIVISION 16 - ELECTRICAL Not Used APPENDIX A Storm Water Pollution Prevention Plan Skeleton 01258500 TABLE OF CONTENTS PAGE - 3 04/04 I] No Text No Text No Text No Text No Text No Text No Text No Text No Text No Text SECTION 01020 MEASUREMENT AND PAYMENT PART 1- GENERAL 1.1 SCOPE A. This section covers the method of measurement and payment of the items required for the construction of the project. The unit price bid on each item stated in the Bid Form shall include furnishing all labor, superintendence, machinery, materials, equipment and incidentals necessary to complete the various items of work in accordance with the plans and specifications. Cost of work or materials shown on the plans and called for in the specifications for which no separate payment is made shall be included in the bid price on the various pay items. Payment on the various items will be made as provided by the General Conditions of the Agreement and Special Conditions of the Agreement. 1.2 MOBILIZATION A. Payment will be made at the lump sum price bid for Mobilization for the project. This lump sum price to be paid prior to substantial completion will be a maximum of 5% of the total amount bid for the project. Any amount bid above the 5% of the total bid for the project will be eligible for payment upon substantial completion of the entire project. Partial payment can be requested under this item. A request for 25% of the amount that is eligible for payment at the beginning of the project (i.e., 25% of the amount equal to 5% of the total bid amount) can be made upon approval of the pipe submittal and the storm sewer pipe laying schedule. A request for the remaining portion of the total amount that is eligible for payment at the beginning of the project can be made in a maximum of 25% increments for the following three months. Partial payments for mobilization are subject to the retainage amount specified in the contract documents. 1.3 STORM SEWER LINES IN TRENCH OR TUNNEL A. Payment will be made at the unit price bid for the listed diameters of storm sewer pipe, furnished and installed by any allowable method. The quantity of pipe eligible for payment shall be the actual linear footage of pipe furnished and installed in accordance with the plans and specifications, including pipe lengths and pipe reducers to accommodate check valves. This item shall include all items associated with the installation of the storm sewer pipe that do not have a separate pay item identified. This includes but is not limited to the storm sewer pipe, the trench excavation, the compacted backfill, any special bedding or backfill, tunneling or boring pit excavation and backfill, pavement demolition, pavement repair, pavement recycling, pavement markings, hauling, site security, protection of existing utilities, tunnel excavation, tunnel liner plate, tunnel grout, testing of lines, project cleanup and any changing surface and/or subsurface conditions. Measurement shall be made to the nearest foot from manhole center to manhole center, or to the pipe end if no manhole, without deduction for diameter of manhole. Where tee branches are indicated, measurement will be from the center line of the main pipe to the end of the tee branch. 01258500 MEASUREMENT AND PAYMENT 01020 - 1 04/04 t' B. Where called for on the plans, the price for short segments of larger diameter pipe and reducer sections of pipe shall be considered to be included in the unit bid prices bid for the applicable line segment. C. Where pipe is placed on a horizontal curve, and the Owner and Contractor agree, the plan length of curve from point of curvature to point of tangency may be used to define the payment length along curved portions of storm sewers. If Owner and Contractor do not agree to plan length for curve distance, then Contractor shall furnish field surveys that tie - points of curvature, points of tangency, degree of curve, and deflection angle to the actual field installation. This curve length must agree with field -measured distance. D. Incremental partial payment factors will be applied to unit bid price as follows for the stage <M1 of construction where the project crosses paved areas: Tunnel or trench excavated, but pipe not installed 0.2 Tunnel or trench excavated and pipe installed 0.45 Pipe installed and backfilled to street subgrade or tunnel pipe grouted 0.55 Pipe installed and backfilled to street subgrade, leakage test completed 0.60 Street base installed 0.70 Street surface course installed 0.95 Cleanup from paving operations 1.00 E. For project conditions crossing unpaved areas, the incremental partial payment factors applied to the unit bid price will be as follows for the stage of construction: Tunnel or trench excavated, but pipe not installed 0.2 Tunnel or trench excavated and pipe installed 0.45 Pipe installed and backfilled to topsoil subgrade or tunnel pipe grouted 0.55 Pipe installed and backfilled to topsoil subgrade, leakage test competed 0.60 Topsoil installed 0.85 Grading and cleanup completed 1.00 1.4 TRENCH AND TUNNEL GROUNDWATER DEWATERING A. Payment will be made at the unit price bid for Trench and Tunnel Groundwater Dewatering. The quantity eligible for payment shall be the actual linear footage of trench or tunnel that is dewatered in accordance with the plans and specifications. This item shall include all of the extra cost associated with the dewatering measures. If no dewatering measures are taken, or dewatering measures are taken but conditions do not warrant the measures, then the quantity will be considered zero linear feet. No payment will be made for work areas subject to surface water. Place the cost of dewatering surface water in the appropriate item related to that work. 1.5 TRENCH AND TUNNEL OR BORE ACCESS SHAFT SAFETY SYSTEM A. Payment will be made at the unit price bid for Trench and Tunnel Access Shaft Safety System, furnished and installed. The quantity eligible for payment shall be the actual linear footage measured for installed portions of storm sewer pipe. No deduction will be made for manholes or pipe in tunnel. Trench and Tunnel or Bore Access Shaft Safety System must be in accordance with the plans and specifications to be eligible for payment. Payment will not be made under this item where the Engineer determines that there was a lack of evidence that a Trench and Tunnel or Bore Access Shaft Safety System was used, such as no trench box, no sloping of trench walls, no trench shoring and so forth. If no worker t 01258500 MEASUREMENT AND PAYMENT 01020 - 2 04/04 protection is furnished and installed, then quantity will be considered zero linear feet, and no payment will be made to the Contractor under this item. 1.6 MANHOLES (ALL TYPES) A. Payment will be made at the unit price bid for manholes of each type furnished and installed. This item shall include but is not limited to the manhole base, the riser sections, excavation, any special bedding and backfill, pavement demolition, recycling and repair, the ring and cover, any grade rings, any special item required for watertight manholes, check valves where applicable, all other appurtenances, the connection of the manhole to the main line and any lateral lines, and other incidental work. The quantity eligible for payment shall be the total number of manholes furnished and installed in accordance with the plans and specifications. 1.7 LAKE INLET STRUCTURES A. Payment will be made at the unit price bid for each lake inlet structure furnished and installed. This item shall include but is not limited to the excavation required for the inlet structure, the excavation required for the associated permanent erosion control, the excavation required for any final grading, the bedding and backfill, the reinforced concrete with form liners, access rings and covers, gratings and hatches, check valves as applicable, all other appurtenances, permanent erosion control including rock riprap and geotextile fabric, and connection to the storm sewer pipe. The quantity eligible for payment shall be the number of lake structures furnished and installed in accordance with the plans and specifications. 1.8 STORMWATER SAMPLING STATION A. Payment will be made at the unit price bid for each stormwater sampling station furnished and installed. This item shall include but is not limited to the excavation required for the station structure, the bedding and backfill, reinforced concrete, gratings and hatches, stairs, and PVC pipe connections to the storm sewer pipe. The quantity eligible for payment shall be the number of stormwater sampling stations furnished and installed in accordance with the plans and specifications. 1.9 HEADWALLS AND WINGWALL A. Payment will be made at the unit price bid for each headwall and wingwall furnished and installed. This item shall include but is not limited to the excavation required for the headwall and wingwall structure, the excavation required for the associated permanent erosion control, the excavation required for any final grading, the bedding and backfill, the reinforced concrete with form liners, all other appurtenances, permanent erosion control including rock riprap and geotextile fabric, and connection to the storm sewer pipe. The quantity eligible for payment shall be the number of headwall and wingwalls furnished and installed in accordance with the plans and specifications. 1.10 COFFERDAMS A. Payment will be made at the unit price bid for each cofferdam installed, dewatered and removed. Partial payment can be requested for this item. After the installation of the cofferdam and dewatering of the work site, a request can be made for up to 60% of the 01258500 MEASUREMENT AND PAYMENT 01020 - 3 04/04 total amount. The remaining 40% will be paid upon completion of the work being protected and subsequent removal of the cofferdam. Additional maintenance dewatering may be required after the initial dewatering at no additional compensation. The quantity eligible for payment shall be the number of cofferdams installed, dewatered and removed in accordance with the plans and specifications. The dewatering of cofferdams shall include surface or ground waters that intrude such that work would be impeded without the dewatering measures. 1.11 TRAFFIC CONTROL A. Payment will be made at the lump sum price for Traffic Control measures furnished and installed including, but not limited to, installation and removal of temporary paving, signage, barricades, channelization devices and work zone pavement markings. Partial payment will be made on a pro-rata basis based on the percent of storm line completed and in place for the Traffic Control associated with each proposed storm sewer line, inlets and outlets inclusive. The sum of the partial payments made for Traffic Control on any individual proposed storm sewer line shall not exceed 85%, subject to the specified retainage, of the lump sum price bid for Traffic Control for the individual proposed storm=j sewer line until such time as the inlets and outlets for that line are complete and accepted by the Owner, including grading, cofferdam removal and vegetation establishment. No partial payment shall be made for partial Traffic Control measures. Payment shall not be 'r made under this item where the Engineer determines that there was a lack of evidence that Traffic Control was used, or if the Engineer determines that the measures installed do not meet the requirements of the plans and specifications. No additional compensation will be allowed where Traffic Control is required because of work being remedied due to not r meeting plans and specifications. 1.12 VEGETATION RESTORATION (SEEDING AND SODDING) A. Payment will be made at the unit price bid for vegetation restoration by seeding or sodding as specified, furnished, installed and properly maintained. This item shall include but not be limited to the seed or sod, the proper preparation of the soil, and the adequate watering and fertilization until the vegetation is established. The quantity eligible for payment shall be the number of square yards of seeding or sodding, furnished, installed and maintained in accordance with the plans and specifications. Partial payment can be requested for this item. After the installation of the vegetation restoration measures, a request can be made for up to 60% of the total payment accrued. After the Engineer determines that the vegetation has been established, a request for the remaining 40% can be made. No additional payment will be made under this item for work that is being replaced due to noncompliance with the contract documents or for inadequate maintenance. 1.13 STORMWATER POLLUTION PREVENTION PLAN A. Payment will be made at the lump sum price bid for Stormwater Pollution Prevention Plan measures, furnished, installed, and properly maintained. Partial payment can be requested r for this item. This partial payment will be determined by the percentage of the total storm sewer project that is accepted for payment. Payment will be made for up to 60% of the total amount for the segment of pipe that is being requested. The remaining 40% will be t paid upon final stabilization and removal of the respective measures. No payment will be made for measures that are not in compliance with the TPDES permit. In such circumstance, this amount will be reduced by a percentage of the pipe that was installed 01258500 MEASUREMENT AND PAYMENT 01020 - 4 04/04 with the noncompliant measures. If this reduction is made, then the amount ultimately paid x- a under this item will be less than 100% of the amount bid. a 1.14 DEDUCTIONS AND ADDITIONS INDICATED ON DEDUCTION AND/OR ADDITION LINES OF THE BID FORM A. Where a deduction or an addition to the total bid price has been placed on the Bid Form by the Bidder, such deduction or addition shall be applied to the partial payments on a pro-rata basis. The pro -rated amount applied shall be based on the planned total length of pipe to be installed for the entire project as shown in the Bid Form, and as awarded by the Owner. The percent of the entire project pipe -length awarded which is completely installed in accordance with the plans and specifications at the time of each partial payment shall determine the pro-rata amount applied. This pro-rata application of the deduction or addition to the total bid shall be applied to each partial payment until the addition or deduction has been fully accounted. Any addition or reduction remaining at the close of the project shall be applied to the final partial payment upon final Owner acceptance of the work. No deduction or addition indicated by the Bidder shall subsequently be used to change the unit prices entered on the bid form. PART 2 - MATERIALS Not Used PART 3 - EXECUTION Not Used END OF SECTION 01020 01258500 MEASUREMENT AND PAYMENT 01020 - 5 04104 �_1 SECTION 01027 APPLICATIONS FOR PAYMENT PART 1 - GENERAL 1.1 SECTION INCLUDES A. Procedures for preparation and submittal of Applications for Payment. 1.2 RELATED SECTIONS A. Agreement: Contract Sum/Price and unit prices. B. General Conditions: Progress Payments and Final Payment. C. Section 01020 — Measurement and Payment. D. Section 01028 - Change Order Procedures: Procedures for changes to the Work. E. Section 01330 - Submittal procedures. F. Section 01700 - Contract Closeout. 1.3 FORMAT A. EJCDC 1910-8-E - Application for Payment including continuation sheets when required, or Owner forms, or Owner -approved form of the Contractor. B. For each item, provide a column for listing: Item Number; Description of work; Scheduled Value, Previous Applications; Work in Place; Authorized Change Orders; Total Completed; Percentage of Completion; Balance to Finish; and Retainage. 1.4 PREPARATION OF APPLICATIONS A. Present required information in typewritten form. B. Execute certification by signature of authorized officer. C. Use data from approved Schedule of Values. Provide dollar value in each column for each line item for portion of work performed and for stored products. D. List each authorized Change Order as an extension on continuation sheet, listing Change Order number and dollar amount as for an original item of Work. E. Prepare Application for Final Payment as specified in Section 01700. 1.5 SUBMITTAL PROCEDURES A. Submit four copies of each Application for Payment. B. Submit an updated construction schedule with each Application for Payment. Payment will not be made until an up-to-date schedule is received. C. Payment Period: Submit at intervals stipulated in the Agreement. 1.6 SUBSTANTIATING DATA A. When Engineer requires substantiating information, submit data justifying dollar amounts in question. 01258500 APPLICATIONS FOR PAYMENT 01027 - 1 04/04 B. Provide one copy of data with cover letter for each copy of submittal. Show Application number and date, and line item by number and description. PART 2 - PRODUCTS Not Used PART 3 - EXECUTION Not Used END OF SECTION 01258500 APPLICATIONS FOR PAYMENT 01027 - 2 04/04 l.� 1 SECTION 01028 CHANGE ORDER PROCEDURES PART 1-GENERAL 1.1 SECTION INCLUDES A. Submittals. B. Documentation of change in Contract Sum/Price and Contract Time. C. Change procedures. D. Stipulated Price change order. E. Unit price change order. F. Time and material change order. G. Execution of change orders. H. Correlation of Contractor submittals. 1.2 RELATED SECTIONS A. Document - General Contract Conditions. B. Section 01027 - Applications for Payment. C. Section 01330 - Submittal Procedures. D. Section 01600 - Product Requirements. E. Section 01700 - Contract Closeout. 1.3 SUBMITTALS A. Submit name of the individual authorized to receive change documents, and be responsible for informing others in Contractor's employ or Subcontractors of changes to the Work. B. Change Order Forms: EJCDC 1910-8-B Change Order, Owner's form, or other form approved by Owner. 1.4 DOCUMENTATION OF CHANGE IN CONTRACT SUMIPRICE AND CONTRACT TIME A. Maintain detailed records of work done on a time and material basis. Provide full information required for evaluation of proposed changes, and to substantiate costs of changes in the Work. B. Document each quotation for a change in cost or time with sufficient data to allow evaluation of the quotation. C. Provide additional data to support computations: 1. Quantities of products, labor, and equipment. 2. Taxes, insurance and bonds. 3. Overhead and profit. 4. Justification for any change in Contract Time. 5. Credit for deletions from Contract, similarly documented. 6. If subcontracted, provide subcontractor documentation according to General Contract Conditions and this specification. Show Contractor markup on subcontractor changes. D. Support each claim for additional costs, and for work done on a time and material basis, with additional information: 1. Origin and date of claim. 01258500 CHANGE ORDER PROCEDURES 01028 - 1 04/04 l 2. Dates and times work was performed, and by whom. 3. Time records and wage rates paid. a" , 4. Invoices and receipts for products, equipment, and subcontracts, similarly documented. Show Contractor markup on subcontractor work. 1.5 CHANGE PROCEDURES # A. The Engineer will advise of minor changes in the Work not involving an adjustment to Contract Sum/Price or Contract Time as authorized by the Contract by issuing supplemental instructions by letter. B. The Engineer may issue a Proposal Request which includes a detailed description of a proposed change with supplementary or revised Drawings and specifications and a change in Contract Time for executing the change. Contractor will prepare and submit an estimate within 7 days. C. The Contractor may propose a change by submitting a request for change to the Engineer, describing the proposed change and its full effect on the Work, with a statement describing the reason for the change, and the effect on the Contract Sum/Price and Contract Time with full documentation and a statement describing the effect on Work by separate or other contractors. Document any requested substitutions in accordance with Section 01600. 1.6 CONSTRUCTION CHANGE AUTHORIZATION A. Engineer may issue a document, signed by the Owner, instructing the Contractor to proceed with a change in the Work, for subsequent inclusion in a Change Order. B. The document will describe changes in the Work, and will designate method of determining any change in Contract Sum/Price or Contract Time. C. Promptly execute the change in Work. 1.7 STIPULATED PRICE CHANGE ORDER A. Based on Proposal Request and Contractor's maximum price quotation or Contractor's request for a Change Order as approved by Engineer. 1.8 UNIT PRICE CHANGE ORDER A. For pre -determined unit prices and quantities, the Change Order will be executed on a fixed unit price basis. B. For unit costs or quantities of units of work which are not pre -determined, execute Work under a Construction Change Authorization. C. Changes in Contract Sum/Price or Contract Time will be computed as specified for Time and Material Change Order. 1.9 TIME AND MATERIAL CHANGE ORDER A. Submit itemized account and supporting data after completion of change, within time limits t` indicated in the Conditions of the Contract. B. Engineer will determine the change allowable in Contract Sum/Price and Contract Time as provided in the Contract Documents. z C. Maintain detailed records of work done on Time and Material basis. D. Provide full information required for evaluation of proposed changes, and to substantiate costs for changes in the Work. 01258500 CHANGE ORDER PROCEDURES 01028 - 2 04/04 1.10 EXECUTION OF CHANGE ORDERS A. Execution of Change Orders: Engineer will issue Change Orders for signatures of parties as provided in the Conditions of the Contract. 1.11 CORRELATION OF CONTRACTOR SUBMITTALS A. Promptly revise Schedule of Values and Application for Payment forms to record each authorized Change Order as a separate line item and adjust the Contract Sum/Price. B. Promptly revise progress schedules to reflect any change in Contract Time, revise sub -schedules to adjust time for other items of work affected by the change, and resubmit. C. Promptly enter changes in Project Record Documents. PART 2 - PRODUCTS Not Used PART 3 - EXECUTION Not Used END OF SECTION 01258500 CHANGE ORDER PROCEDURES 01028 - 3 04/04 No Text 1 SECTION 01039 COORDINATION AND MEETINGS PART1-GENERAL 1.1 SECTION INCLUDES A. Coordination. B. Progress meetings. C. Preconstruction meeting. 1.2 RELATED DOCUMENTS A. Drawings, General Contract Conditions, Special Provisions and Division 1 - General Requirements apply to work of this Section. 1.3 COORDINATION A. Coordinate scheduling, submittals, and work of the various Sections of the Specifications to assure efficient and orderly sequence of installation of interdependent construction elements. B. Coordinate completion and clean up of Work of separate Sections in preparation for Substantial Completion. C. After Owner occupancy of premises, coordinate access to site for correction of defective Work and Work not in accordance with Contract Documents, to minimize disruption of Owner's activities. 1.4 PRECONSTRUCTION MEETING A. Engineer will schedule a meeting with the required attendees. B. Attendance Required: Owner, Engineer, Contractor and major Subcontractors. C. Agenda: 1. Distribution of executed Contract Documents. 2. Submission of list of Subcontractors, list of products and progress schedule. 3. Designation of personnel representing the parties in Contract and the Engineer. 4. Procedures and processing of field decisions, submittals, substitutions, applications for payments, proposal request, Change Orders and Contract closeout procedures. 5. Schedules. 6. Scheduling activities of construction testing lab. 7. Use of premises by Owner and Contractor. 8. Owner's requirements. 9. Construction facilities and controls provided by Owner. 10. Survey layout. 11. Security and housekeeping procedures. 12. Procedures for testing. 13. Procedures for maintaining record documents. 14. Inspection and acceptance of equipment or improvements put into service during construction period. 15. Other items as deemed necessary by Owner or Engineer. 01258500 COORDINATION AND MEETINGS 01039 - 1 04/04 p.7 D. Engineer will record minutes and distribute copies to participants. 1.5 PROGRESS MEETINGS A. Schedule and administer meetings throughout progress of the Work at maximum bi-weekly intervals. B. Engineer will make arrangements for meetings, prepare agenda with copies for participants, preside at meetings. C. Attendance Required: Job superintendent, major Subcontractors and suppliers, Engineer, as appropriate to agenda topics for each meeting. D. Agenda: 1. Review minutes of previous meetings. 2. Review of Work progress. 3. Field observations, problems, and decisions. 4. Identification of problems which impede planned progress. 5. Review of submittals schedule and status of submittals. 6. Review of off -site fabrication and delivery schedules. 7. Maintenance of progress schedule. 8. Corrective measures to regain projected schedules. 9. Planned progress during succeeding work period. 10. Coordination of projected progress. 11. Maintenance of quality and work standards. 12. Effect of proposed changes on progress schedule and coordination. 13. Other business relating to Work. E. Engineer will record minutes and distribute copies to participants. PART 2 - PRODUCTS Not Used PART 3 - EXECUTION Not Used END OF SECTION 01258500 COORDINATION AND MEETINGS 01039 - 2 04/04 SECTION 01100 SUMMARY OF WORK PART 1- GENERAL 1.1 SECTION INCLUDES A. Work covered by Contract Documents. B. Contract. C. Work sequence. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and other Division 1 Specification Sections, apply to this Section. 1.3 WORK COVERED BY CONTRACT DOCUMENTS A. Project Identification: Project consists of South Lubbock Drainage Improvements. 1. Project Location: Lubbock, Texas. - 2. Owner: City of Lubbock, Texas. B. Work Summary 1. Project consists of approximately 12 miles of gravity flow stormwater pipeline ranging in internal diameter from 24 inches to 54 inches; connecting lateral branch lines from playa lake inlet structures and conveying the water via the trunk line to Yellowhouse Canyon. 2. The work includes: a. Rigid wall and/or flexible wall pipe installation. b. Manhole installation. C. Inlet structures (reinforced concrete with form liner pattern finish). d. Outlet headwall and wingwalls. e. Grading and erosion protection around inlets and outlet. f. Street repair. 3. Requirements: a. Tunneling or boring and jacking is required for: 1) All depths to bottom of pipe bedding greater than 45 feet. 2) All Texas Department of Transportation right-of-way crossings. 3) 98'h Street & Avenue P intersection. 4) 98'h Street & Indiana Avenue intersection. 5) 98'h Street & Quaker Avenue intersection. 6) 98'h Street and Slide Road intersection. 7) Portions of Lakeridge Golf Course at Lakes 90 and 91. 8) All railroad crossings. 9) All major city right-of-way crossings. 10) All major utility crossings. 11) All other locations identified in the drawings. b. Sheet pile cofferdams will be allowed for all lake -area work. C. Dewatering of lakes exterior to cofferdams to elevations below post -project elevations shown on the drawings will not be permitted. 01258500 SUMMARY OF WORK 01100 - 1 vy. 04/04 d. Open trench excavation will be limited to 2,640 feet unrepaired trench, but unrepaired trench must be trafficable. e. Open trench excavation not backfilled to grade will be limited to 200 linear feet along the trench axis unless otherwise approved by the Owner. f. Notify the Engineer at least 14 calendar days prior to starting excavation work in each storm sewer segment coming from playa lakes. 1.4 CONTRACT A. Project will be constructed under a general construction contract. PART 2 - PRODUCTS Not Used PART 3 - EXECUTION Not Used END OF SECTION 01100 01258500 SUMMARY OF WORK 01100 - 2 04/04 SECTION 01140 WORK RESTRICTIONS PART 1-GENERAL 1.1 SECTION INCLUDES A. Use of premises. B. Special scheduling requirements. C. Working period. D. Utility cutovers and interruptions. E. Noise restrictions. F. Occupancy requirements. 1.2 RELATED DOCUMENTS A: Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 1 Specification Sections, apply to this Section. 1.3 USE OF PREMISES A. Use of Site: Limit use of premises to work in areas indicated. Do not disturb portions of site beyond areas in which the Work is indicated. 1. Limits: Confine construction operations to within the limits of the construction easement or right-of-way as shown on plans. In parks, in storm water storage and impoundment easements, and in other open areas, work is limited to a corridor of 100-foot total width along the proposed alignment, unless otherwise shown on the drawings, without prior approval from the Engineer, the Owner, and/or the easement property owner. Special attention is called to the extra coordination and work restrictions required at Lakeridge Country Club Golf Course. See Section 02231 — Tree and Plant Protection. 2. Driveways and Entrances: Keep driveways and entrances serving premises clear and available to employees, and emergency vehicles at all times, except when construction is immediately at that vicinity. Do not use these areas for parking or storage of materials. a. Schedule construction to minimize obstruction of driveways and entrances. b. Provide commercial and industrial occupants with at least one (1) driveway suitable to traffic in and out of the location when obstructions are inevitable. Some additional requirements are noted on the plans for some affected driveways. C. Driveways for residents who are handicapped in residential areas shall be kept in service to the extent feasible. Provide alternate assistance or access while driveway or street is blocked at any handicapped individual's residence. 1.4 SPECIAL SCHEDULING REQUIREMENTS A. Have materials, equipment, and personnel required to perform the work at the site prior to the commencement of the work. 01258500 WORK RESTRICTIONS 01140 - 1 04/04 B. Permission to interrupt any utility service shall be requested in writing a minimum of 14 calendar days prior to the desired date of interruption. C. The work under this contract requires special attention to the scheduling and conduct of the j work in connection with existing operations. Identify on the construction schedule each factor which constitutes a potential interruption to operations. 1.5 WORKING PERIOD .= A. Working Hours - Regular working hours shall be within an 11 hour period between 7:00 a.m. and 6:00 p.m., Monday through Friday, and an eight hour period between 9:00 a.m. and 5:00 p.m. on Saturday. Saturday work shall be restricted to those activities that do not require observation by the Owner. The Owner reserves the right, at the Owner's discretion, to not allow work when it interferes with holiday times and traffic. No work shall be performed on the following holiday periods or days: 1. New Year's Day (observed) 2. Memorial Day Holiday (observed) 3. Independence Day Holiday (observed) 4. Labor Day Holiday (observed) 5. Thanksgiving Day Holiday plus the day before and the three days following Thanksgiving Day. 6. Christmas week. If Christmas Day falls on a Saturday, this will be defined as the week leading to Christmas Day. If Christmas Day falls on a Sunday, this will be defined as the week following Christmas Day plus the Friday and Saturday prior to Christmas Day. B. Work Outside Regular Hours - Work outside regular working hours requires Owner's approval. Make application 21 calendar days prior to such work to allow arrangements to be made by the Owner for inspecting the work in progress, giving the specific dates, hours, location, type of work to be performed, contract number and project title. Based on the justification provided, the Owner may approve work outside regular hours. During periods of darkness, the different parts of the work shall be lighted in a manner approved by the Owner. Lighting shall be such that it does not cause nuisance conditions. C. The drawings contain specific requirements that affect certain areas of the work. D. Work within residential and lake areas will be restricted to Monday through Friday unless tunneling operations are in progress in a residential or lake area. Tunneling operations, once started, may proceed 24-hours per day if required to prevent a "lock up" of the carrier pipe in an unlined tunnel bore, until the specific drive between two adjacent access shafts is complete. A tunnel drive using a tunnel boring machine may not be started on a Wednesday unless the drive can be completed by close of work hours on the following Friday. The same restriction applies to boring and jacking operations. Lake areas are defined as the playa lakes where inlet structures and headwalls and wingwalls will be located and extending in all directions to adjacent street curbs. 1.6 NOISE RESTRICTIONS A. 75 dB limit at face of nearest structure during normal daylight hours. B. 65 dB limit at face of nearest structure during evening and nighttime hours in or near residential areas and for 24-hour working conditions that have received Owner approval. Evening and nighttime hours shall be defined as 6:00 p.m. to 7:00 a.m. C. Contractor shall keep on site OSHA -approved hand portable sound measurement ` ' equipment for both the Owner's and the Contractor's use for measuring noise levels. i t_ 01258500 WORK RESTRICTIONS 01140 - 2 04/04 1.7 WORK SEQUENCE RESTRICTIONS A. The work, in general, shall be conducted from Yellowhouse Canyon upstream to Slide Road. However, the upstream tunneled segment at Slide Road (approximately STA 551 +00) shall be constructed within the first 6 months of the project. Water shall not be conveyed from an upstream lake via storm sewers constructed under this contract until such time as all downstream storm sewers constructed under this contract are fully functional. B. Trench dewatering operations and ground water control operations shall not discharge more than five acre-feet (1.63 million gallons) of water to a lake that does not have its storm sewer and inlet in place for conveying the discharge water away from the lake. C. The upstream end of each pipe segment at each lake shall not be placed closer than 40 feet from its horizontal position end point until all downstream storm sewers are in place and fully functional. The upstream end of the pipe shall be capped or plugged until such time as its associated inlet structure can be constructed; however, the joint shall remain fully useable and without damage once the cap or plug is removed. D. Multiple pipe storm sewer segments may be constructed; however work shall be restricted to four concurrently active work sites. A work site performing only cleanup or maintenance activities will not count toward the four concurrent sites. E. Only sheet pile type of cofferdam construction is permissible. Closed cell, earthen dikes or other types of cofferdams shall not be used. F. The top elevation of one or two sheets of the sheet pile cofferdam may be set near, but not below, post -project water surface elevation shown on the plans for the applicable lake to aid in water surface drain -down after a storm event, and thus reduce delays in construction. G. Construction materials and debris in lake areas below flood elevations of the lakes shall be weighted, removed daily, or otherwise prevented from becoming floating hazards should precipitation runoff enter the lake areas. H. Contractor shall make every effort not to impede the water quality of any lake area due to construction debris. 1.8 ADVANCE NOTICE A. Contractor shall provide a minimum of five days advance written notice of construction to businesses and residences along the construction route. B. The advance written notice shall be in the form of a single -page flyer to be placed by hand by the Contractor's forces in mailboxes, door handles or handed to applicable individuals at each route building. C. The text for the advance written notice will be provided by the Owner in written form and electronic form. D. Reproduction shall be at the Contractor's expense. E. Distribution shall be at the Contractor's expense. F. Single -page flyers shall be of a paper or post -card color other than white to direct the recipient's attention to the information. G. The text shall contain the anticipated beginning date of inconvenience to the recipient and the anticipated duration of that inconvenience. H. The dates shall encompass the duration of driveway inconveniences and potential noise to the recipients on a single city block (i.e., the dates and durations shall reflect the time that the city block of interest will be affected by non-trafficability). 01258500 WORK RESTRICTIONS 01140 - 3 04/04 I', 1.9 SEISMOGRAPHS F' A. The Contractor shall place seismographs to measure earth surface vibrations along the route of construction as construction progresses. B. No seismograph shall be located more than 75 feet from trench excavation, trench backfill, access shaft excavation, access shaft backfill, boring and jacking, tunneling, microtunneling, or cased auger boring operation. C. Seismographs are not required at storm sewer inlet or outlet locations, or within lake areas where existing structures are more than 100 feet from the location of the construction operations in paragraph B above. D. Seismographs are not required where operations involve surface work for pavement flexible base, asphalt stabilized base, hot mix asphalt pavement, portland cement concrete pavement, joint sealing, site clean-up, or hauling, provided that vibratory compaction equipment is not used. E. Seismograph traces shall be labeled with dates, and with location of the seismograph trace by line designation and base line station plus offset to nearest one foot. F. Seismograph records shall be maintained on site and made available to the Owner during normal work hours. The Owner shall not be prohibited from, nor charged for, making copies of the seismograph records. Such copies shall be at Owner's expense. 1.10 RAILWAY COMPANY COORDINATION AND DAMAGES A. Burlington Northern Santa Fe (BNSF) Railway Company 1. Contractor shall give written notice five (5) calendar days prior to performing construction across BNSF Railway Company's right-of-way. 2. Written notice shall be to the local Roadmaster at: Roadmaster 500 Main Street P.O. Box 2469 Lubbock, Texas 79408 Telephone (806) 765-3955 3. Four (4) copies of the Contractor's written notice to the BNSF Roadmaster shall be furnished to the Engineer at the same time that such notice is sent to the Roadmaster. 4. Contractor is responsible for damage to railway caused by construction operations. 1.11 WATER FOR CONSTRUCTION A. Obtaining water for construction is Contractor's sole responsibility. i B. Water is available from the potable water system of the City of Lubbock for construction purposes. The Contractor is responsible for all charges and arrangements for water consumption from the potable water system. The Contractor shall make such arrangements directly with the City of Lubbock Water Utilities Department. The City will not furnish potable water free of charge for the construction work. Contractor is responsible for any required metering and hauling. C. Water from park area lakes shall not be used for construction unless construction operations are being performed within the boundary of the lake area. Lake area is defined in paragraph 1.5.D. -` D. This section does not preclude Contractor from seeking other water sources for use in construction. Such water sources shall meet the purity requirements for the intended use. Such arrangements for water from other sources are the responsibility of the Contractor. c; 01258500 WORK RESTRICTIONS 01140 - 4 04/04 c 4 I I 1.12 CORPS OF ENGINEERS PERMITS A. The Owner has made application to the U.S. Army Corps of Engineers for permits for construction work within wetland areas and within waters of the United States. B. The Contractor shall not disturb lake areas or the primary channel of the Yellowhouse Canyon until such time as the Owner receives the permits. C. No claims by the Contractor for additional compensation will be approved where Corps of Engineers permits or the lack thereof, are cited as the reason for claiming additional compensation. 1.13 ACCESS ROAD A. This paragraph applies to the private access roads that give access to outlet T and STA 23+45.67 to STA 51+45 Line T. 1. Access to the work shall be through the gate located at the south end of Peach Street. B. The Contractor shall provide videotape documentation (in triplicate) of the asphalt -paved entrance roads and road parallel to the railway. Provide visual reference such as yard sticks, tape measures, etc., when documenting pavement conditions such as cracking, shoving, rutting, ragged edges, etc. This road has conveyed truck traffic for several years without much deterioration. The condition of the road will be inspected after Contractor's heavy equipment activity is complete on the property. Damage to the pavement which is evidenced by deteriorated conditions above that documented prior to construction shall be repaired by replacement of the asphalt surface course, asphalt stabilized base, flexible caliche base, and subgrade as required by the Engineer. Such replacement shall be at no additional cost to the Owner. The roads will be considered as a thoroughfare pavement section for pavement rebuild purposes. Such rebuild shall include subgrade preparation, base materials and asphalt surface. Rebuild width shall be the original entrance road width, with length as directed by the Engineer. Truck axle loads on the roads shall not exceed equivalent axle loadings for interstate highway load limits as follows: 1. Dual wheel tandem unit — 36,000 pounds. 2. Single axle dual wheel — 16,000 pounds. 3. Single axle, single wheel — 8,000 pounds. 4. Total unit, 2 axle, one of which has dual wheels — 24,000 pounds. 5. Total unit, 3 axle, single -wheel front axle plus tandem — 44,000 pounds. 6. Total unit, single axle dual semi -trailer with single axle dual truck tractor — 40,000 pounds. 7. Total unit, tandem unit semi -trailer with single axle dual truck tractor — 60,000 pounds. 8. Total unit, tandem unit semi -trailer with tandem unit truck tractor — 80,000 pounds. 9. The only exceptions to these weight limits are when the excavation equipment is delivered to begin work or is removed from the site at the end of work at the site. C. Excavation equipment, especially tracked equipment, shall not operate on or across paved roads without protective devices placed under the wheels or tracks of such equipment. PART 2 - PRODUCTS Not Used 01258500 WORK RESTRICTIONS 01140 - 5 04/04 PART 3 - EXECUTION 3.1 WORK AREA LIMITS A. Prior to any construction, the Contractor shall mark the areas that need not be disturbed under this contract. Isolated areas within the general work area which are to be saved and protected shall also be marked or fenced. Monuments and markers shall be protected before construction operations commence. Where construction operations are to be conducted during darkness, the markers shall be visible. The Contractor's personnel shall be knowledgeable of the purpose for marking and/or protecting particular objects. END OF SECTION 01140 01258500 WORK RESTRICTIONS 01140 - 6 04/04 SECTION 01310 PROGRESS SCHEDULES PART 1- GENERAL 1.1 SECTION INCLUDES A. Format. B. Content. C. Revisions to schedules. D. Submittals. 1.2 RELATED SECTIONS A. Section 01100 - Summary of Work. B. Section 01027 - Applications for Payment. C. Section 01330 - Submittal Procedures. 1.3 FORMAT A. Sequence of Listings: The chronological order of the start of each item of Work. B. Scale and Spacing: To provide space for notations and revisions. C. Sheet Size: Minimum 8 1/2 x 11 inches. D. Submit only if requested by Engineer or Owner at preconstruction or partnering conference. E. Maintain monthly updates to schedule. 1.4 CONTENT Show complete sequence of construction by activity, with dates for beginning and completion of each element of construction. A. Identify each item by specification Section number. B. Provide sub -schedules to define critical portions of the entire Schedule. C. Show accumulated percentage of completion of each item, and total percentage of Work completed, as of the first day of each month. D. Provide separate schedule of submittal dates for shop drawings, product data, samples, and dates reviewed submittals will be required from Engineer. Indicate decision date for selection of finishes. 1.5 REVISIONS TO SCHEDULES A. Indicate progress of each activity to date of submittal, and projected completion date of each activity. B. Identify activities modified since previous submittal, major changes in scope, and other identifiable changes. C. Provide narrative report to define problem areas, anticipated delays, and impact on Schedule. Report corrective action taken, or proposed, and its effect. 01258500 PROGRESS SCHEDULES 01310 - 1 04/04 1.6 SUBMITTALS A. Submit initial Schedules within 10 days after date established in Notice to Proceed. After review, resubmit required revised data within 10 days. B. Submit revised Progress Schedules with each Application for Payment. C. Submit the number of opaque reproductions which Contractor requires, plus two copies which will be retained by Engineer. 1.7 DISTRIBUTION A. Distribute copies of reviewed Schedules to project site file, Subcontractors, suppliers, and other concerned parties. B. Instruct recipients to promptly report, in writing, problems anticipated by projections indicated in Schedules. PART 2 - PRODUCTS Not Used PART 3-EXECUTION Not Used END OF SECTION 01258500 PROGRESS SCHEDULES 01310 - 2 04/04 SECTION 01322 PHOTOGRAPHIC DOCUMENTATION PART 1- GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and other Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes administrative and procedural requirements for the following: 1. Preconstruction photographs. 2. Periodic construction photographs. 3. Preconstruction videotapes. 4. Periodic construction videotapes. B. Related Sections include the following: 1. Division 1 Section "Unit Prices" for procedures for unit prices for extra photographs. 2. Division 1 Section "Submittal Procedures" for submitting construction photographs. 1.3 SUBMITTALS A. Submit three complete sets of preconstruction photographs or videotape to Engineer. All three sets will be retained by the Owner and the Engineer. 1. Identification: On back of each print or videotape, provide an applied label or rubber-stamped impression with the following information: a. Name of Project. b. Name and address of photographer. C. Name of Engineer. d. Name of Contractor. e. Date photograph was taken. f. Description of vantage point, indicating location, direction (by compass point), and elevation or story of construction. 2. Digital Images: Submit a complete set of digital image electronic files with each submittal of prints. Identify electronic media with date photographs were taken. Submit images that have the same aspect ratio as the sensor, uncropped. 3. Transcript: Prepared on 8-1/2-by-11-inch (A4) paper, punched and bound in heavy- duty, 3-ring, vinyl -covered binders. Mark appropriate identification on front and spine of each binder. Include a cover sheet with the same label information as the corresponding videotape. Include name of Project and date of videotape on each page. PART 2 - PRODUCTS Not Used 01258500 PHOTOGRAPHIC DOCUMENTATION 01322 - 1 04/04 PART 3 - EXECUTION 3.1 PHOTOGRAPHS, GENERAL A. Field Office Prints: Retain one set of prints of preconstruction photographs in the field office at Project site, available at all times for reference. Identify photographs the same as for those submitted to Engineer. 3.2 CONSTRUCTION PHOTOGRAPHS A. Preconstruction Photographs: Before starting construction, take color photographs of Project site and surrounding properties from different vantage points, or as directed by Engineer. 1. Take photographs to show existing conditions adjacent to the property before starting the Work. 2. Take photographs of existing structures either on or adjoining the property to accurately record the physical conditions at the start of construction. B. Periodic Construction Photographs: As needed to document damage either directly related to or inadvertently related to the Contractor's operations, photograph the area in question and provide to Engineer. 3.3 CONSTRUCTION VIDEOTAPES, GENERAL A. Narration: Describe scenes on videotape by audio narration by microphone while videotape is recorded. Include description of items being viewed, recent events, and planned activities. Describe vantage point, indicating location, direction (by compass point), and elevation or story of construction. 3.4 CONSTRUCTION VIDEOTAPES A. Preconstruction Videotape: Before starting construction, record videotape of Project site and surrounding properties from different vantage points, or as directed by Engineer. 1. Show existing conditions on and adjacent to Project site before starting the Work. 2. Show existing structures either on or adjoining Project site to accurately record the physical conditions at the start of construction. 3. Existing condition videotapes shall cover the entire project route. 4. Show protection efforts by Contractor. B. Periodic Construction Documentation: As needed to document damage either directly related to or indirectly related to the Contractor's operations, videotape the area in question and provide to Engineer. END OF SECTION 01322 01258500 PHOTOGRAPHIC DOCUMENTATION 01322 - 2 04/04 SECTION 01330 SUBMITTAL PROCEDURES PART 1- GENERAL 1.1 SUMMARY A. This Section includes administrative and procedural requirements for submitting Shop Drawings, Product Data, Samples, and other miscellaneous submittals. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and other Division 1 Specification Sections, apply to this Section. 1.3 DEFINITIONS A. Action Submittals: Written and graphic information that requires Owner's or Engineer's responsive action. Submittals may be rejected for not complying with requirements. B. Informational Submittals: Written information that does not require Owner's or Engineer's approval. Submittals may be rejected for not complying with requirements. 1.4 SUBMITTAL PROCEDURES A. General: Electronic copies of CAD Drawings of the Contract Drawings will not be provided by Owner or Engineer for Contractor's use in preparing submittals. B. Coordination: Coordinate preparation and processing of submittals with performance of C. 110 construction activities. 1. Coordinate each submittal with fabrication, purchasing, testing, delivery, other submittals, and related activities that require sequential activity. 2. Coordinate transmittal of different types of submittals for related parts of the Work so processing will not be delayed because of need to review submittals concurrently for coordination. a. Owner and Engineer reserve the right to withhold action on a submittal requiring coordination with other submittals until related submittals are received. Submittals Schedule: Comply with requirements in Division 1 Section "Progress Schedules" for list of submittals and time requirements for scheduled performance of related construction activities. Processing Time: Allow enough time for submittal review, including time for resubmittals, as follows. Time for review shall commence on Owner's or Engineer's receipt of submittal. 1. Initial Review: Allow 15 days for initial review of each submittal. Allow additional time if processing must be delayed to permit coordination with subsequent submittals. Owner or Engineer will advise Contractor when a submittal being processed must be delayed for coordination. 2. If more than five submittals are transmitted for review within any five-day period, the time allowed for review will be increased to 21 days. 01258500 04/04 SUBMITTAL PROCEDURES 01330 - 1 3. Concurrent Review: Where concurrent review of submittals by Engineer's consultants, Owner, or other parties is required, allow 21 days for initial review of each submittal. 4. If intermediate submittal is necessary, process it in same manner as initial submittal. 5. Allow 15 days for processing each resubmittal. Each resubmittal will count toward the submittal count in any five-day period in paragraph 1.4.D.2 above. 6. No extension of the Contract Time will be authorized because of failure to transmit submittals sufficiently in advance of the Work to permit processing. E. Identification: Place a permanent label or title block on each submittal for identification. 1. Indicate name of firm or entity that prepared each submittal on label or title block. 2. Provide a space approximately 4 x 8 inches on label or beside title block to record Contractor's review and approval markings and action taken by Owner or Engineer. 3. Include the following information on label for processing and recording action taken: a. Project name. b. Date. C. Name and address of Owner. d. Name and address of Contractor. e. Name and address of subcontractor. f. Name and address of supplier. g. Name of manufacturer, if different than supplier. h. Unique identifier, including revision number. i. Number and title of appropriate Specification Section. j. Drawing number and detail references, as appropriate. k. Other necessary identification. F. Deviations: Highlight, encircle, or otherwise identify deviations from the Contract Documents on submittals. G. Additional Copies: Submit specified number of copies to Owner or Engineer. Submit additional copies if required by Contractor for his work. Unless additional copies are required for final submittal, and unless Owner or Engineer observes noncompliance with provisions of the Contract Documents, initial submittal may serve as final submittal if approved by Owner or Engineer. H. Transmittal: Package each submittal individually and appropriately for transmittal and handling. Transmit each submittal using a transmittal form. Owner and/or Engineer will discard submittals received from sources other than Contractor. 1. On an attached separate sheet, prepared on Contractor's letterhead, record relevant information, requests for data, revisions other than those requested by Owner or Engineer on previous submittals, and deviations from requirements of the Contract Documents, including minor variations and limitations. Include the same label information as the related submittal. 2. Include Contractor's certification stating that information submitted complies with requirements of the Contract Documents.- 3. Transmittal Form: Use Contractor's business transmittal form. Provide locations on form for the following information: a. Project name. b. Date. C. Destination (To:). E d. Source (From:). e. Names of subcontractor, manufacturer, and supplier. f. Category and type of submittal. g. Submittal purpose and description. 01258500 SUBMITTAL PROCEDURES 01330 - 2 04/04 h. Submittal and transmittal distribution record. i. Remarks. j. Signature of transmitter. I. Distribution: Furnish copies of final submittals to manufacturers, subcontractors, suppliers, fabricators, installers, authorities having jurisdiction, and others as necessary for performance of construction activities. J. Use for Construction: Use only final submittals with mark indicating action taken by Owner or Engineer in connection with construction. PART 2 - PRODUCTS 2.1 ACTION SUBMITTALS A. General: Prepare and submit Action Submittals required by individual Specification Sections. 1. Number of Copies: Submit five copies of each submittal, unless otherwise indicated. -, The five copies will be retained by the Owner or Engineer. Any additional copies that the Contractor may need for his operations will be in addition to the five copies required. B. Product Data: Collect information into a single submittal for each element of construction and type of product or equipment. 1. If information must be specially prepared for submittal because standard printed data are not suitable for use, submit as Shop Drawings. 2. Mark each copy of each submittal to show which products and options are _ applicable. 3. Include the following information, as applicable: a. Manufacturer's product specifications. b. Manufacturer's installation instructions. C. Standard color charts. d. Manufacturer's catalog cuts. e. Printed performance curves. f. Compliance with recognized testing agency standards. g. Application of testing agency labels and seals. h. Notation of coordination requirements. C. Shop Drawings: Prepare Project -specific information, drawn accurately to scale. Do not base Shop Drawings on reproductions of the Contract Documents or standard printed data. 1. Preparation: Include the following information, as applicable: a. Dimensions. b. Identification of products. C. Fabrication and installation drawings. �..1 d. Schedules. e. Design calculations. f. Compliance with specified standards. _n g. Notation of coordination requirements. h. Notation of dimensions established by field measurement. 2. Sheet Size: Submit Shop Drawings on sheets at least 8-1/2 by 11 inches but no larger than 24 by 36 inches. 3. Number of Copies: Submit five blue- or black -line prints of each shop drawing submittal. Owner and Engineer will retain all five prints. 01258500 SUBMITTAL PROCEDURES 01330 - 3 04/04 i� D. Samples: Prepare physical units of materials or products, including the following: 1. Samples for Initial Selection: Submit manufacturer's color charts consisting of units , or sections of units showing the full range of colors, textures, and patterns available. i a. Refer to individual Specification Sections for requirements for Samples that illustrate workmanship, fabrication techniques, details of assembly, connections, operation, and similar construction characteristics. ' 2. Disposition: Maintain sets of approved test panels at Project site, available for quality -control comparisons throughout the course of construction activity. Test panels may be used to determine final acceptance of construction associated with each set. a. Samples that may be incorporated into the Work are indicated in individual Specification Sections. Such Samples must be in an undamaged condition at time of use. b. Test panels that are not designated as Owner's property, are the property of Contractor. Regardless of property ownership, test panels shall not be removed until approved to do so by the Engineer. 2.2 INFORMATIONAL SUBMITTALS A. Manufacturer's Instructions: Prepare written or published information that documents manufacturer's recommendations, guidelines, and procedures for installing or operating a product or equipment. Include name of product and name, address, and telephone number of manufacturer. Include the following, as applicable: 1. Preparation of substrates. 2. Required substrate tolerances. 3. Sequence of installation or erection. 4. Required installation tolerances. 5. Required adjustments. 6. Recommendations for cleaning and protection. B. Manufacturer's Field Reports: Prepare written information documenting factory -authorized service representative's tests and inspections. Include the following, as applicable: 1. Name, address, and telephone number of factory -authorized service representative making report. 2. Statement on condition of substrates and their acceptability for installation of product. 3. Statement that products at Project site comply with requirements. 4. Summary of installation procedures being followed, whether they comply with requirements and, if not, what corrective action was taken. 5. Results of operational and other tests and a statement of whether observed performance complies with requirements. 6. Statement whether conditions, products, and installation will affect warranty. 7. Other required items indicated in individual Specification Sections. C. Insurance Certificates and Bonds: Prepare written information indicating current status of insurance or bonding coverage. Include name of entity covered by insurance or bond, limits of coverage, amounts of deductibles, if any, and term of the coverage. D. Construction Videotapes: Comply with requirements in Division 1 Section "Photographic Documentation". 01258500 SUBMITTAL PROCEDURES 01330 - 4 04/04 PART 3 - EXECUTION 3.1 CONTRACTOR'S REVIEW A. Review each submittal and check for compliance with the Contract Documents. Note corrections and field dimensions. Mark with approval stamp before submitting to Owner or Engineer. B. Approval Stamp: Stamp each submittal with a uniform approval stamp. Include Project name and location, submittal number, Specification Section title and number, name of reviewer, date of Contractor's approval, and statement certifying that submittal has been reviewed, checked, and approved for compliance with the Contract Documents. 3.2 OWNER'S AND ENGINEER'S ACTION A. General: Owner or Engineer will not review submittals that do not bear Contractor's approval stamp and will return them without action. B. Action Submittals: Owner or Engineer will review each submittal, make marks to indicate corrections or modifications required, and return it. Owner or Engineer will stamp each submittal with an action stamp and will mark stamp appropriately to indicate action taken, as follows: 1. No exception taken. 2. Make corrections noted. 3. Revise and resubmit. 4. Rejected. 5. The submittal stamp by the Owner or Engineer will also contain the following: a. Checking is only for general conformance with the design concept of the project and general compliance with the information given in the contract documents. Any action shown is subject to the requirements of the plans and specifications. Contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; and performing his work in a satisfactory manner. C. Informational Submittals: Owner or Engineer will review each submittal and will not return it, or will reject and return it if it does not comply with requirements. D. Submittals not required by the Contract Documents will not be reviewed and may be discarded. END OF SECTION 01330 01258500 SUBMITTAL PROCEDURES 01330 - 5 _. 04/04 r SECTION 01356 STORM WATER POLLUTION PREVENTION PLAN (SWP3) PART 1- GENERAL 1.1 GENERAL A. The Contractor shall implement the Storm Water Pollution Prevention measures specified in this section and shown on the drawings in a manner which will meet the requirements of the Texas Pollution Discharge Elimination System (TPDES) General Permit No. TXR150000. The Contractor shall be responsible for any fines or penalties assessed by the Texas Commission on Environmental Quality (TCEQ) for failure to make required inspections, failure to properly document those inspections, failure to adequately implement the Storm Water Pollution Prevention measures specified or shown on the drawings in a manner to adequately control pollutants, and/or any other fines or penalties assessed by TCEQ for failure to comply with any part of the permit requirements. The Contractor shall submit a Notice of Intent and a Notice of Termination independently of the Owner. B. The document provided in Appendix A is to serve as a skeleton for the Storm Water Pollution Prevention Plan and is provided only as a convenience to the Contractor. It is the Contractor's responsibility to ensure that his Storm Water Pollution Prevention Plan is in full compliance with the TPDES permit. The Contractor shall modify the document as necessary to show implementation plans, dates of construction activities, best management practices, inspection reports, and any other information pertinent to the plan or otherwise required to ensure that the plan remains in compliance with permit. C. Fines levied against the Owner by the TCEQ for the Contractor's failure to comply with and maintain the SWP3 shall be paid by the Contractor. PART 2 - PRODUCTS 2.1 COMPONENTS FOR SILT FENCES A. Filter Fabric 1. The geotextile shall comply with the requirements of ASTM D 4439, and shall consist of polymeric filaments which are formed into a stable network such that filaments retain their relative positions. The filament shall consist of a long -chain synthetic polymer composed of at least 85 percent by weight of ester, propylene, or amide, and shall contain stabilizers and/or inhibitors added to the base plastic to make the filaments resistant to deterioration due to ultraviolet and heat exposure. Synthetic filter fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range of 0 to 120 degrees F. The filter fabric shall meet the following requirements: 01258500 STORM WATER POLLUTION PREVENTION PLAN (SWP3) 01356 - 1 04/04 FILTER FABRIC FOR SILT FENCE PHYSICAL PROPERTY TEST PROCEDURE REQUIREMENT Grab Tensile ASTM D 4632 100 lbs. min. Elongation ASTM D 4632 30% max. Trapezoid Tear ASTM D 4533 55 lbs. min. Permittivity ASTM D 4491 0.2 sec — 1 AOS (U.S. Std. Sieve) ASTM D 4751 20-100 B. Silt Fence Stakes and Posts 1. The Contractor may use either wooden stakes or steel posts for fence construction. Wooden stakes utilized for silt fence construction shall have a minimum cross section of 2 inches by 2 inches when hardwood is used and 2 inches by 4 inches when pine is used, and shall have a minimum length of 4 feet. Steel posts (standard "U" or "T" section) utilized for silt fence construction shall have a minimum weight of 1.33 pounds per linear foot and a minimum length of 4 feet. C. Identification Storage and Handling I. Filter fabric shall be identified, stored and handled in accordance with ASTM D 4873. 2.2 COMPONENTS FOR STRAW BALES A. Straw Bales 1. The straw in the bales shall be stalks from oats, wheat, rye, barley, rice, or from grasses such as byhalia, bermuda, etc., furnished in air dry condition. The bales shall have a standard cross section of 14 inches by 18 inches. All bales shall be either wire -bound or string -tied. The Contractor may use either wooden stakes or 3/8" rebar to secure the straw bales to the ground. Wooden stakes utilized for this purpose shall have minimum dimensions of 2 inches x 2 inches in cross section and shall have a minimum length of 3 feet. Rebar utilized for securing straw bales shall have a minimum diameter of 3/8" and a minimum length of 3 feet. PART 3 - EXECUTION 3.1 STORM WATER POLLUTION PREVENTION PLAN A. The Contractor has been provided a skeleton in Appendix A which may be used by the Contractor for the development of the SWP3. Contractor must keep a copy of the SWP3 on site at all times. ' B. A completed Notice of Intent (NOI) form must be submitted a minimum of 48 hours prior to start of construction. No work will be permitted until NOI is filed. C. Contractor shall maintain SWP3 in accordance with the TPDES permit to ensure that the SWP3 reflects current project conditions and remains in compliance with the TPDES permit. 01258500 STORM WATER POLLUTION PREVENTION PLAN (SWP3) 01356 - 2 04/04 i 1 I D. A completed Notice of Termination (NOT) form must be submitted prior to finalization of this contract. E. The Contractor shall furnish Owner with copy of NOT and NOT. END OF SECTION 01356 01258500 STORM WATER POLLUTION PREVENTION PLAN (SWP3) 01356 - 3 04/04 No Text i. SECTION 01400 QUALITY REQUIREMENTS PART 1- GENERAL 1.1 SUMMARY A. This Section includes administrative and procedural requirements for quality assurance and quality control. B. Testing and inspecting services are required to verify compliance with requirements specified or indicated. These services do not relieve the Contractor of responsibility for compliance with the Contract Document requirements. 1. Specific quality -control requirements for individual construction activities are specified in the sections that specify those activities. Requirements in those Sections may also cover production of standard products. 2. Specified tests, inspections, and related actions do not limit Contractor's quality - control procedures that facilitate compliance with the Contract Document requirements. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and other Division 1 Specification Sections, apply to this Section. B. Divisions 2 through 16 Sections for specific test and inspection requirements. 1.3 DEFINITIONS A. Quality -Assurance Services: Activities, actions and procedures performed before and during execution of the Work to guard against defects and deficiencies and ensure that proposed construction complies with requirements. B. Quality -Control Services: Tests, inspections, procedures, and related actions during and after execution of the Work to evaluate that completed construction complies with requirements. Services do not include contract enforcement activities performed by Engineer. 1.4 SUBMITTALS A. Qualification Data: For individuals employed by Contractor who will perform testing as required by the various specification Sections, submit at least 30 days prior to being used t- on the project the capabilities and experience of such individuals and the types of tests that the individual will perform. For outside testing agency employed by Contractor, submit at least 30 days prior to being used on the project the name, address and manager of such testing agency and the types of tests that the agency will perform. Such testing agency shall be acceptable to Owner prior to being used on the project. B. Reports: Prepare and submit written reports within 14 days following the date of the test that include the following: 1. Date of issue. 2. Project title and number. 01258500 QUALITY REQUIREMENTS 01400 - 1 04/04 P , e d 3. Name, address and telephone number of testing agency. If individual mploye by Contractor, use Contractor's name, address and telephone number. , 4. Dates and locations of samples and tests. 5. Names of individuals making tests. ' 6. Description of the work and test method. 7. Identification of material, product and specification Section. 8. Complete test or inspection data. 9. Test results and interpretation of test results. 10. Ambient conditions at time of sample taking and testing. 11. Comments and opinion on whether tested work complies with the Contract _} Document requirements and the applicable specification Section. 12. Name and signature of individual performing the test if employee of Contractor, or name and signature of testing agency responsible person. 13. For failing tests, recommendations on retesting unless specification Sections provide procedure for retesting. C. Professional Engineer Qualifications: Where a Professional Engineer is required in the specification Sections, this means a Professional Engineer who is legally qualified to practice in the jurisdiction where the project is located and who is experienced in providing engineering services of the kind indicated. D. Testing Agency Qualifications: An agency with the experience and capability to conduct ' testing indicated, as documented by ASTM E548, and that has the capability and experience in the types of tests to be performed. E. Preconstruction Testing: Testing agency shall perform preconstruction testing with - specified requirements for performance and test methods. The Contractor shall not perform preconstruction testing except through a third -party testing agency. F. Testing Agency Responsibilities: Submit certified written report of each test and similar Quality Assurance service to Contractor. Interpret tests and state in each report whether tested work complies with or deviates from the Contract Documents. 1.5 QUALITY CONTROL A. Owner Responsibilities: Where quality -control services are indicated as Owner's or Engineer's responsibility, such services may be performed by Owner's own forces or by a qualified testing agency to perform these services. 1. Owner or Engineer will furnish Contractor with names, addresses and telephone numbers of testing agencies engaged by Owner. 2. Owner may elect to have own forces, or a third -party testing agency, observe and report on competency of Contractor's personnel performing quality control testing, inspect and report on Contractor's quality control testing equipment and the j calibration of that equipment, and inspect and report on Contractor's procedures for quality assurance of construction materials tests and test reports. The Owner shall notify the Contractor of reported deficiencies revealed by the above inspections and - observations. The Contractor shall correct such deficiencies. Should such deficiencies remain uncorrected, then the amount of the work represented by the deficiencies will be deemed as not conforming to the requirements of the contract documents and the specifications. B. Contractor Responsibilities: Provide quality control services required in the various specification Sections. 1. Where third -party testing agency is engaged by Contractor, notify testing agency sufficiently in advance of the time and date when work that requires testing will be performed. 01258500 QUALITY REQUIREMENTS 01400 - 2 04/04 2. Contractor shall not engage the same testing agencies as the Owner, unless the Owner agrees in writing to such engagement. 3. Where testing is indicated as Contractor's responsibility, submit certified written reports in duplicate of each testing service, whether performed by Contractor's personnel or Contractor -engaged testing agency. Such reports shall include failing tests and retests. 4. Testing requested by Contractor and not required by Contract Documents are Contractor's responsibility. 5. Cooperate with Owner and Engineer for Owner's testing of work. Once the Owner or Engineer has given prior notification to the Contractor that confirmation testing by the Owner is to be performed, the Contractor shall provide or leave in place trench shields, ladders, elevators, lifts, or other equipment or temporary construction related to safety, access, and ingress -egress such that the Owner's testing representative can have safe accessibility to the specific site to be tested. Failure to provide these items when confirmation testing is scheduled shall be considered prima facie evidence that the work does not meet specifications and the Owner has the option of withholding payment for the work quantity that the test would ' represent. 6. Where Contractor's personnel are performing tests, provide individuals with appropriate equipment to perform the tests in accordance with the test method requirements. Provide alternate equipment where the specified test method cannot be applied, and where alternative test methods and equipment must be employed to provide the necessary quality control. C. Retesting: Regardless of whether original tests were Contractor's responsibility, provide quality -control services, including retesting, for construction that revised or replaced work that failed to comply with requirements established by the Contract Documents. D. Testing Agency Responsibilities: Cooperate with Engineer and Contractor in performance of duties. Provide qualified personnel and necessary equipment to perform required tests - and inspections. 1. Notify Engineer and Contractor promptly of irregularities or deficiencies observed ( in the work during performance of its services. 2. Interpret tests and inspections and state in each report whether tested and inspected work complies with or deviates from requirements. 3. Submit a certified written report, in triplicate, of each test, inspection, and similar quality -control service through Contractor. 4. Do not release, revoke, alter, or increase requirements of the Contract Documents or - approve or accept any portion of the Work. 5. Do not perform any duties of Contractor. E. Associated Services: Cooperate with agencies performing required tests, inspections, and similar quality -control services, and provide reasonable auxiliary services as requested. Notify agency sufficiently in advance of operations to permit assignment of personnel. Provide the following: 1. Access to the Work. 2. Incidental labor and facilities necessary to facilitate tests and inspections. 3. Adequate quantities of representative samples of materials that require testing and inspecting. Assist agency in obtaining samples. 4. Facilities for storage and field -curing of test samples. _ 5. Additional associated services required of Contractor for testing access are listed in the specification Sections. 6. Delivery of samples to testing agencies. 1 01258500 QUALITY REQUIREMENTS 01400 - 3 04/04 7. Preliminarydesign mix proposed for use for material mixes that require control b � P P q Y testing agency. 8. Security and protection for samples and for testing and inspecting equipment at Project site. F. Coordination: Coordinate sequence of activities to accommodate required quality assurance and quality control services with a minimum of delay and to avoid necessity of }}} removing and replacing construction to accommodate testing and inspecting. 1. Schedule times for tests, inspections, obtaining samples, and similar activities. G. Schedule of Tests and Inspections: Prepare a preliminary schedule of tests, inspections, and similar quality -control services required by the Contract Documents. Submit schedule within 30 days of date established for Notice to Proceed. 1. Distribution: Distribute schedule to Owner, Engineer, testing agencies, and each party involved in performance of portions of the Work where tests and inspections J are required. PART 2 - PRODUCTS Not Used PART 3 - EXECUTION 3.1 REPAIR AND PROTECTION A. General: On completion of testing, inspecting, sample taking, and similar services, repair damaged construction and restore substrates and finishes. 1. Provide materials and comply with installation requirements specified in other Sections of these Specifications. Restore patched areas and extend restoration into adjoining areas in a manner that eliminates evidence of patching. B. Protect construction exposed by or for quality -control service activities. C. Repair and protection are Contractor's responsibility, regardless of the assignment of responsibility for quality -control services. END OF SECTION 01400 01258500 QUALITY REQUIREMENTS 01400 - 4 04/04 I SECTION 01420 REFERENCES PART1-GENERAL 1.1 SECTION INCLUDES A. This section of the specifications includes: 1. Summary of Industry Standards. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and other Division 1 Specification Sections, apply to this Section. 1.3 DEFINITIONS A. General: Basic Contract definitions are included in the Conditions of the Contract. B. "Approved": The term "approved," when used to convey Owner's or Engineer's action on Contractor's submittals, applications, and requests, is limited to Owner's or Engineer's duties and responsibilities as stated in the Conditions of the Contract. C. "Directed": Terms such as "directed," "requested," "authorized," "selected," "approved," "required," and "permitted" mean directed by Owner or Engineer, requested by Owner or Engineer, and similar phrases. D. "Indicated": The term "indicated" refers to graphic representations, notes, or schedules on Drawings or to other paragraphs or schedules in Specifications and similar requirements in the Contract Documents. Terms such as "shown," "noted," "scheduled," and "specified" are used to help the user locate the reference. E. "Regulations": The term "regulations" includes laws, ordinances, statutes, and lawful orders issued by authorities having jurisdiction, as well as rules, conventions, and agreements within the construction industry that control performance of the Work. F. "Provide": The term "provide" means to furnish and install, complete and ready for the intended use. G. "Installer": An installer is the Contractor or another entity engaged by Contractor as an employee, Subcontractor, or Sub -subcontractor, to perform a particular construction operation, including installation, erection, application, and similar operations. H. "Project site" is the space available for performing construction activities. 1.4 INDUSTRY STANDARDS A. Applicability of Standards: Unless the Contract Documents include more stringent requirements, applicable construction industry standards have the same force and effect as if bound or copied directly into the Contract Documents to the extent referenced. Such standards are made a part of the Contract Documents by reference. 01258500 REFERENCES 01420 - 1 04/04 B. Conflicting Requirements: If compliance with two or more standards is specified and the standards establish different or conflicting requirements for minimum quantities or quality levels, comply with the most stringent requirement. Refer uncertainties and requirements that are different, but apparently equal, to Owner or Engineer for a decision before-' proceeding. 1. Minimum Quantity or Quality Levels: The quantity or quality level shown or specified shall be the minimum provided or performed. The actual installation may - comply exactly with the minimum quantity or quality specified, or it may exceed the minimum within reasonable limits. To comply with these requirements, indicated numeric values are minimum or maximum, as appropriate, for the context of requirements. Refer uncertainties to Owner or Engineer for a decision before proceeding. C. Abbreviations and Acronyms for Industry Organizations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Names, telephone numbers, and Web site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents. AASHTO American Association of State Highway and (202) 624-5800 Transportation Officials A.A www.aashto.orQ ACI American Concrete Institute/ACI International (248) 848-3700 - www.aci-int.orQ ACPA American Concrete Pipe Association (972) 506-7216 www.concrete-pipe.org Al Asphalt Institute (859) 288-4960 IA www.asphaltinstitute.org t" AIA American Institute of Architects (The) (800) 242-3837 www.aia.org AISC American Institute of Steel Construction, Inc. (800) 644-2400 www.aisc.orQ (312) 670-2400 AISI American Iron and Steel Institute (202) 452-7100 www.steel.orQ ANSI American National Standards Institute (212) 642-4900 www.assi.org ASCE American Society of Civil Engineers (800) 548-2723 www.asce.org (703) 295-6300 , ASTM American Society for Testing and Materials (610) 832-9585 www.astm.org AWWA American Water Works Association (800) 926-7337 www.awwa.or (303) 794-7711 01258500 REFERENCES 01420 - 2 04/04 CDA Copper Development Association Inc. (800) 232-3282 www.copper.org (212) 251-7200 CLFMI Chain Link Fence Manufacturers Institute (301) 596-2583 www.chainlinkinfo.com CRSI Concrete Reinforcing Steel Institute (847) 517-1200 www.crsi.org CSI Construction Specifications Institute (The) (800) 689-2900 www.csinet.ore (703) 684-0300 EJMA Expansion Joint Manufacturers Association, Inc. (914) 332-0040 www.eima.org FM Factory Mutual System (See FMG) FMG FM Global (401) 275-3000 (Formerly: FM - Factory Mutual System) www.fmglobal.com GRI Geosynthetic Research Institute (610) 522-8440 www.drexel.edu/gri NRMCA National Ready Mixed Concrete Association (301) 587-1400 www.nrmca.orQ NSA National Stone, Sand and Gravel Association (800) 342-1415 www.ag rg_egates.org (703) 525-8788 PCI Precast/Prestressed Concrete Institute (312) 786-0300 www.pci.org SDI Steel Deck Institute (847) 458-4647 www.sdi.orR TPI Turfgrass Producers International (800) 405-8873 www.turfgrasssod.org (847) 705-9898 UL Underwriters Laboratories Inc. (800) 704-4050 www.ul.com (847) 272-8800 01258500 REFERENCES 01420 - 3 04/04 i" D. Abbreviations and Acronyms for Code Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name -, of the entities in the following list. Names, telephone numbers, and Web site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents. BOCA BOCA International, Inc. (800) 2144321 www.bocai.orz (708) 799-2300 CABO Council of American Building Officials (See ICC) IAPMO International Association of Plumbing and (909) 4724100 Mechanical Officials (The) www.iapmo.org ICBO International Conference of Building Officials (800) 284-4406 www.icbo.org (562) 699-0541 ICC International Code Council (703) 9314533 (Formerly: CABO - Council of American Building Officials) www.iccsafe.or� SBCCI Southern Building Code Congress International, (205) 591-1853 Inc. www.sbcci.orQ E. Abbreviations and Acronyms for Government Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. Names, telephone numbers, and Web site addresses are subject to change and are believed to be accurate and up-to-date as of the date of the Contract Documents. CE Army Corps of Engineers (601) 634-2355 CRD Standards www.usace.g=.mil CFR Code of Federal Regulations (888) 293-6498 www.access.gpo.gov/nara/cfr (202) 512-1530 EPA Environmental Protection Agency (202) 260-2090 www.epa.gov FED -STD Federal Standard (See FS) FS Federal Specification (Available from DOD, GSA, and NIBS) 01258500 REFERENCES 01420 - 4 04/04 NIST National Institute of Standards and Technology (301) 975-6478 www.nist.gov OSHA Occupational Safety & Health Administration (800) 321-6742 (See CFR 29) (202) 219-5000 www.osha.gov TCEQ Texas Commission on Environment Quality (806) 796-7092 www.tceg.state.tx.us (512) 239-1000 PART 2 - PRODUCTS Not Used PART 3 - EXECUTION Not Used END OF SECTION 01420 01258500 REFERENCES 01420 - 5 04/04 No Text r SECTION 01500 TEMPORARY FACILITIES AND CONTROLS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and other Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes requirements for temporary facilities and controls, including temporary utilities, support facilities, and security and protection facilities. B. Temporary utilities include, but are not limited to, the following: 1. Drainage water service. 2. Sanitary facilities, including toilets, wash facilities, and drinking -water facilities. Provide separate male and female sanitary facilities. 3. Electric power service. 4. Telephone service. C. Support facilities include, but are not limited to, the following: 1. Temporary roads and paving. 2. Dewatering facilities and drains. 3. Project identification and signs. 4. Field offices. S. Storage and fabrication sheds. 6. Cofferdams. 7. Construction aids and miscellaneous services and facilities. D. Security and protection facilities include, but are not limited to, the following: 1. Environmental protection. 2. Stormwater control. 3. Tree and plant protection. 4. Site enclosure fence. 5. Security enclosure and lockup. 6. Barricades, warning signs, and lights. 7. Security guard. E. Related Sections include the following: 1. Division 1 Section 01356, "Stormwater Pollution Prevention". 2. Division 1 Section 01555, "Barricades, Signs and Traffic Handling". 3. Division 2 Section "Dewatering" for disposal of ground water at Project site. 4. Division 2 Section "Hot -Mix Asphalt Paving" for construction and maintenance of asphalt paving for temporary roads and paved areas. 1.3 USE CHARGES ,. A. General: Cost or use charges for temporary facilities are not chargeable to Owner or Engineer and shall be included in the Contract Sum. Allow other entities to use temporary services and facilities without cost, including, but not limited to, the following: 1. Owner. 01258500 TEMPORARY FACILITIES AND CONTROLS 01500 - 1 04/04 2. Owner's forces. 3. Engineer. 4. Resident Project Representative. 5. Testing agencies. 6. Personnel of authorities having jurisdiction. B. Sewer Service: Pay sewer service use charges for sewer usage by all parties engaged in construction at project site if Contractor connects to City sewer system. C. Water Service: Pay water service use charges, whether metered or otherwise, for water used by all entities engaged in construction activities at Project site. D. Electric Power Service: Pay electric power service use charges, whether metered or otherwise, for electricity used by all entities engaged in construction activities at Project site. 1.4 QUALITY ASSURANCE A. Tests and Inspections: Arrange for authorities having jurisdiction to test and inspect each temporary utility before use. Obtain required certifications and permits. 1.5 PROJECT CONDITIONS A. Conditions of Use: The following conditions apply to use of temporary services and facilities by all parties engaged in the Work: 1. Relocate or remove temporary services and facilities as required by progress of the Work. PART 2 - PRODUCTS 2.1 MATERIALS A. General: Provide new materials. Undamaged, previously used materials in serviceable condition may be used if approved by Owner or Engineer. Provide materials suitable for use intended. B. Pavement: Comply with Division 2 Section 02741 "Hot -Mix Asphalt Paving". C. Portable Chain -Link Fencing: Minimum 2-inch 9-gage, galvanized steel, chain -link fabric fencing; minimum 6 feet high with galvanized steel pipe posts; minimum 2-3/8-inch- OD line posts and 2-7/8-inch- OD corner and pull posts, with 1-5/8-inch- OD top and bottom rails. Provide galvanized steel bases for supporting posts. D. Water: Potable. PART 3 - EXECUTION 3.1 INSTALLATION, GENERAL A. Locate facilities where they will serve Project adequately and result in minimum interference with performance of the Work. Relocate and modify facilities as required. B. Provide each facility ready for use when needed to avoid delay. Maintain and modify as required. 3.2 TEMPORARY UTILITY INSTALLATION 01258500 TEMPORARY FACILITIES AND CONTROLS 01500 - 2 04/04 A. General: Engage appropriate local utility company to install temporary service or connect to existing service. Where utility company provides only part of the service, provide the remainder with matching, compatible materials and equipment. Comply with utility company recommendations. 1. Provide adequate capacity. 2. Obtain easements to bring temporary utilities to Project site where Owner's ., easements or property cannot be used for that purpose. B. Sewers and Drainage: If sewers are available, provide temporary connections to remove effluent that can be discharged lawfully. If neither sewers nor drainage facilities can be lawfully used for discharge of effluent, provide containers to remove and dispose of effluent off -site in a lawful manner. 1. Filter out excessive soil, construction debris, chemicals, oils, and similar contaminants that might clog sewers or pollute waterways before discharge. 2. Connect temporary sewers to municipal system as directed by sewer department officials. 3. Maintain temporary sewers and drainage facilities in a clean, sanitary condition. After heavy use, restore normal conditions promptly. C. Sanitary Facilities: Provide temporary toilets, wash facilities, and drinking -water fixtures. Comply with regulations and health codes for type, number, location, operation, and maintenance of fixtures and facilities. 1. Disposable Supplies: Provide toilet tissue, paper towels, paper cups, and similar disposable materials for each facility. Maintain adequate supply. Provide covered waste containers for disposal of used material. D. Electric Power Service: Install electric power service underground, unless overhead service must be used. Provide main service disconnect and overcurrent protection at convenient location in conformance with National Electrical Code. E. Telephone Service: Provide temporary telephone service throughout construction period _. for common -use facilities used by all personnel engaged in construction activities. Install separate telephone line for each field office. 1. Provide additional telephone lines for the following: a. In field office with more than two occupants, install a telephone for each additional occupant or pair of occupants. b. Provide a dedicated telephone line for each facsimile machine and computer with modem in each field office. 2. At each telephone, post a list of important telephone numbers. a. Police and fire departments. b. Ambulance service. C. Contractor's home office. d. Contractor's field office. e. Contractor's emergency contact number. f. "On -call" personnel. g. Engineers' office. h. Owner's office. ., i. Principal subcontractors' field and home offices. 3. Provide an answering machine or voice mail service on superintendent's telephone. 4. Furnish superintendent with electronic paging device for use when away from field office, or provide a portable cellular telephone with voice mail capability for superintendent's use in making and receiving telephone calls when away from field office. 01258500 TEMPORARY FACILITIES AND CONTROLS 01500 - 3 04/04 f' 3.3 SUPPORT FACILITIES INSTALLATION A. General: Comply with the following: 1. Locate field offices, storage sheds, sanitary facilities, and other temporary construction and support facilities for easy access. Submit location of these facilities to Owner for approval. 2. Maintain support facilities until near Substantial Completion. Remove before Substantial Completion. B. Traffic Controls: Provide temporary traffic controls at junction of temporary roads with Ty, public roads. Include warning signs for public traffic and "STOP" signs for entrance onto �- public roads. Comply with requirements of authorities having jurisdiction. C. Dewatering Facilities and Drains: Comply with requirements in applicable Division 2 Sections for temporary drainage and dewatering facilities and operations not directly associated with construction activities included in individual Sections. Where feasible, use same facilities. Maintain Project site, excavations, and construction free of water. D. Project Identification and Temporary Signs: Prepare Project identification signs with the information listed below. Install signs to inform public and persons seeking entrance to -1 Project. Do not permit installation of unauthorized signs. Submit the layout and dimensions of the sign to the Owner. The sign and lettering shall be of sufficient size to be visible and legible at 100 feet distance. 1. Project sign to include the following information. List all items on separate lines of the sign. a. City of Lubbock, Texas b. Capital Improvements C. South Lubbock Drainage Improvements Project � d. Contractor: (include name of contractor and location of their main t_ headquarters) e. Engineer: Parkhill, Smith & Cooper, Inc., Lubbock, Texas f. Hugo Reed and Associates, Inc., Lubbock, Texas g. Project Serving the Citizens of Lubbock, Texas 2. Engage an experienced sign painter to apply graphics for Project identification signs. 3. Prepare temporary signs to provide directional information to construction personnel and visitors. 4. Construct signs of exterior -type Grade B-B high -density concrete form overlay plywood. Support on posts or framing of preservative -treated wood or steel. 5. Paint sign panel and applied graphics with exterior -grade alkyd gloss enamel over exterior primer. E. Waste Disposal Facilities: Provide waste -collection containers in sizes adequate to handle waste from construction operations. Containerize and clearly label hazardous, dangerous, or unsanitary waste materials separately from other waste. 1. If required by authorities having jurisdiction, provide separate containers, clearly labeled, for each type of waste material to be deposited. F. Common -Use Field Office: Provide an insulated, weathertight, air-conditioned field office for use as a common facility by all personnel engaged in construction activities; of ~' sufficient size to accommodate required office personnel and meetings of 10 persons at Project site. Keep office clean and orderly. 1. Furnish and equip offices as follows: a. Desk and four chairs, four -drawer file cabinet, a plan table, a plan rack, and bookcase. b. Water cooler and private toilet complete with water closet, lavatory, and ; medicine cabinet with mirror. 01258500 TEMPORARY FACILITIES AND CONTROLS 01500 - 4 04/04 ?_ t T G. Storage and Fabrication Sheds: Provide sheds sized, furnished, and equipped to accommodate materials and equipment involved, including temporary utility services as needed. Sheds may be open shelters or fully enclosed spaces on -site. 3.4 SECURITY AND PROTECTION FACILITIES INSTALLATION A. Tree and Plant Protection: Comply with requirements in Division 2 Section "Tree and Plant Protection". B. Site Enclosure Fence: When excavation begins, install portable chain -link enclosure fence with lockable entrance gates. Locate where determined sufficient to accommodate construction operations and to protect the site. Install in a manner that will prevent people, dogs, and other animals from easily entering site except by entrance gates. C. Security Guard: Provide a uniformed security guard at all construction sites when site is left unattended. This requirement applies 24 hours a day 7 days a week including weekends and holidays. D. Barricades, Warning Signs, and Lights: Comply with standards and code requirements for erecting structurally adequate barricades. Paint with appropriate colors, graphics, and warning signs to inform personnel and public of possible hazard. Where appropriate and needed, provide lighting, including flashing amber lights. 3.5 OPERATION, TERMINATION, AND REMOVAL A. Supervision: Enforce strict discipline in use of temporary facilities. To minimize waste and abuse, limit availability of temporary facilities to essential and intended uses. B. Maintenance: Maintain facilities in good operating condition until removal. Protect from damage caused by freezing temperatures and similar elements. 1. Maintain operation of temporary enclosures, heating, cooling, humidity control, ventilation, and similar facilities on a 24-hour basis where required to achieve indicated results and to avoid possibility of damage. 2. Prevent water -filled piping from freezing. Maintain markers for underground lines. Protect from damage during excavation operations. C. Termination and Removal: Remove each temporary facility when need for its service has ended, or no later than Substantial Completion. 1. Materials and facilities that constitute temporary facilities are the property of Contractor. Owner reserves right to take possession of Project identification signs. 2. Remove temporary paving not intended for or acceptable for integration into permanent paving. Where area is intended for landscape development, remove soil and aggregate fill that do not comply with requirements for fill or subsoil. Remove materials contaminated with road oil, asphalt and other petrochemical compounds, and other substances that might impair growth of plant materials or lawns. Repair or replace street paving, curbs, and sidewalks at temporary entrances, as required by authorities having jurisdiction. 3. At Substantial Completion, clean and renovate permanent facilities used during construction period. Comply with final cleaning requirements. END OF SECTION 01500 01258500 TEMPORARY FACILITIES AND CONTROLS 01500 - 5 04/04 I SECTION 01555 BARRICADES, SIGNS AND TRAFFIC HANDLING PART 1- GENERAL 1.1 DESCRIPTION A. This Item shall govern for providing, installing, moving, replacing, maintaining, cleaning and removing upon completion of work, all barricades, portable barriers, signs, portable changeable message signs, cones, lights and other such type devices and of handling traffic as indicated on the plans or as directed by the Engineer or Owner. PART 2 - PRODUCTS 2.1 BARRICADES, SIGNS AND DEVICES A. All barricades, signs and other types of devices listed above shall conform to details shown on the plans or those indicated in the Texas Manual on Uniform Traffic Control Devices (TMUTCD). All traffic control devices shall be crashworthy according to the guidelines set forth in the National Cooperative Highway Research Program (NCHRP) Report 350. 2.2 CONCRETE TRAFFIC BARRIERS A. Concrete traffic barriers may be concrete barriers as shown on the drawings or may be other concrete or water -filled traffic barriers that have proven performance and meet all desirable evaluation criteria of National Cooperative Highway Research Program Report 350 (NCHRP 350) for vehicle speeds of the adjacent roadway. Application of the barrier or barrier system shall be in accordance with the manufacturer's recommendations. 2.3 TEMPORARY PAVEMENT MARKINGS A. Materials, handling and installation shall be in accordance with Texas Department of Transportation Standard Specifications for Construction of Highways, Streets and Bridges, 1993 (TxDOT) Item 662. B. Layout, color and placement shall conform with the TMUTCD and be verified by the Owner's representative before installation. PART 3 - EXECUTION 3.1 GENERAL A. For this project a Traffic Control Plan (TCP), responsive to the TMUTCD, has been established by the Engineer. The Contractor may propose his own TCP. Contractor - proposed major modifications to the Traffic Control Plan shall bear the seal of a Registered Professional Engineer. If his plan is approved in writing by the Engineer or Owner, it may be used. Prior to beginning work, the Contractor shall designate, in writing, a competent person who will be responsible and available on the project site or in the immediate area to insure compliance with the TCP. 01258500 BARRICADES, SIGNS AND TRAFFIC HANDLING 01555 - 1 04/04 �I t 3.2 MAINTENANCE A. All retroreflective traffic control devices such as barricades, vertical panels, signs, etc., r, shall be maintained by cleaning, replacing or a combination thereof such that during darkness and rain the retroreflective characteristics shall equal or exceed the retroreflective characteristics of traffic industry standard reflective panels. .5 END OF SECTION 01555 01258500 BARRICADES, SIGNS AND TRAFFIC HANDLING 01555 - 2 04/04 �_t SECTION 01576 WASTE MATERIAL DISPOSAL PART 1- GENERAL 1.1 SECTION INCLUDES A. Disposal of waste material and salvageable material. 1.2 RELATED SECTIONS A. Section 02240 — Dewatering. B. Section 02300 — Earthwork. C. Section 02317 — Excavation and Backfill for Utilities. 1.3 SUBMITTALS A. Submittals shall conform to requirements of Section 01330 — Submittal Procedures. B. Obtain and submit disposal permits for proposed disposal sites if required by local ordinances. C. Submit a copy of written permission from property owner, along with description of property, prior to disposal of excess material adjacent to the Project. Submit a written and signed release from property owner upon completion of disposal work. Both written permission and signed release shall include hold -harmless clauses naming the City of Lubbock, Texas; Parkhill, Smith & Cooper, Inc. and Hugo Reed and Associates, Inc. as the entities to be held harmless in any subsequent legal proceeding. Both property permissions and signed releases shall be attested to by a notary public. PART 2 - PRODUCTS Not Used PART 3 - EXECUTION 3.1 SALVAGEABLE MATERIAL A. Excavated Material: When indicated on drawings, load, haul, and deposit excavated material at a location or locations shown on drawings outside the limits of Project. B. Asphalt Pavement and Asphalt Stabilized Base: Conform to requirements in Section 02221 — Removing Existing Pavements. C. Other Salvageable Materials: Conform to requirements of individual Specification Sections. D. Coordinate the delivery of salvageable material to a specified location with the Engineer. 01258500 WASTE MATERIAL DISPOSAL 01576 - 1 04/04 3.2 EXCESS MATERIAL A. Vegetation, rubble, broken concrete, debris, asphaltic concrete pavement, excess soil, and other materials not designated for salvage, shall become the property of the Contractor and shall be removed from the job site and legally disposed of at a proper facility such as the West Texas Region Disposal Facility (WTRDF). B. Excess soil may be deposited on private property adjacent to the Project if approved by the Owner and when written permission is obtained from property owner. See Paragraph 1.3 C above. C. Waste materials shall be removed from the site on a daily basis, such that the site is maintained in a neat and orderly condition. D. Excess material may be disposed at the West Texas Region Disposal Facility. There will be a tipping fee of $26.25 per ton for construction debris and for excess uncontaminated soil. For a complete list of fees associated with the West Texas Region disposal Facility, please go to the City's website at http://solidwaste.ci.lubbock.tx.us/disposaI/disfees.htm. There will also be a fee of $15.00 per load for every truck that is not covered properly when coming to the landfill. All tipping fees shall be considered to be included in the Contractor's bid prices in accordance with specification Section 01020. END OF SECTION 01258500 WASTE MATERIAL DISPOSAL 01576 - 2 �. 04/04 t. SECTION 01600 PRODUCT REQUIREMENTS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and other Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes the following administrative and procedural requirements: product delivery, storage, and handling; manufacturers' standard warranties on products; special warranties; product substitutions; and comparable products. B. Related Sections include the following: 1. Division 1 Section "References" for applicable industry standards for products specified. 2. Divisions 2 through 16 Sections for specific requirements for warranties on products and installations specified to be warranted. 1.3 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle products using means and methods that will prevent damage, deterioration, and loss, including theft. Comply with manufacturer's written instructions. 1. Schedule delivery to minimize long-term storage at Project site and to prevent overcrowding of construction spaces. 2. Coordinate delivery with installation time to ensure minimum holding time for items that are flammable, hazardous, easily damaged, or sensitive to deterioration, theft, and other losses. 3. Deliver products to Project site in an undamaged condition in manufacturer's original sealed container or other packaging system, complete with labels and instructions for handling, storing, unpacking, protecting, and installing. 4. Inspect products on delivery to ensure compliance with the Contract Documents and to ensure that products are undamaged and properly protected. 5. Store products to allow for inspection and measurement of quantity or counting of units. 6. Store materials in a manner that will not endanger Project structure. 7. Store products that are subject to damage by the elements under cover in a weathertight enclosure above ground, with ventilation adequate to prevent condensation. 8. Comply with product manufacturer's written instructions for temperature, humidity, ventilation, and weather -protection requirements for storage. 9. Protect stored products from damage. 01258500 PRODUCT REQUIREMENTS 01600 - 1 04/04 1.4 PRODUCT WARRANTIES A. Warranties specified in other Sections shall be in addition to, and run concurrent with, other warranties required by the Contract Documents. Manufacturer's disclaimers and limitations on product warranties do not relieve Contractor of obligations under requirements of the Contract Documents. PART 2 - PRODUCTS 2.1 COMPARABLE PRODUCTS A. Where products or manufacturers are specified by name, submit the following, in addition to other required submittals, to obtain approval of an unnamed product: 1. Evidence that the proposed product does not require extensive revisions to the Contract Documents, that it is consistent with the Contract Documents and will produce the indicated results, and that it is compatible with other portions of the Work. 2. Detailed comparison of significant qualities of proposed product with those named in the Specifications. Significant qualities include attributes such as performance, weight, size, durability, visual effect, and specific features and requirements indicated. 3. Evidence that proposed product provides specified warranty. 4. List of similar installations for completed projects with project names and addresses and names and addresses of engineers and owners, if requested. 5. Samples, if requested. PART 3 - EXECUTION Not Used END OF SECTION 01600 LJ 01258500 PRODUCT REQUIREMENTS 01600 - 2 04/04 SECTION 01700 CONTRACT CLOSEOUT PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings, General Contract Conditions, Special Conditions and Division 1 - General Requirements apply to work of this Section. 1.2 SECTION INCLUDES A. Closeout procedures. B. Final cleaning. C. Adjusting. D. Project record documents. E. Operation and maintenance data. F. Warranties. 1.3 RELATED SECTIONS A. Section 01500 — Temporary Facilities and Controls. 1.4 CLOSEOUT PROCEDURES A. Submit written certification that Contract Documents have been reviewed, Work has been inspected, and that Work is complete in accordance with Contract Documents and ready for Engineer's inspection. B. Provide submittals to Engineer that are required by governing or other authorities. C. Submit final Application for Payment identifying total adjusted Contract Sum, previous payments, and sum remaining due. 1.5 FINAL CLEANING A. Execute final cleaning prior to final inspection. B. Clean site; sweep paved areas, rake clean landscaped surfaces. C. Remove waste and surplus materials, rubbish, and construction facilities from the site. D. Repair, patch and touch-up marred surfaces to match adjacent finishes. 1.6 ADJUSTING A. Adjust operating Products and equipment to ensure smooth and unhindered operation. 1.7 PROJECT RECORD DOCUMENTS A. Maintain on site, one set of the following record documents; record actual revisions to the Work: 1. Contract Drawings. 01258500 CONTRACT CLOSEOUT 01700 - 1 04/04 2. Specifications. 3. Addenda. 4. Change Orders and other Modifications to the Contract. 5. Reviewed shop drawings, product data, and samples. B. Store Record Documents separate from documents used for construction. C. Record information concurrent with construction progress. D. Specifications: Legibly mark and record at each Product section description of actual Products installed, including the following: 1. Manufacturer's name and product model and number. 2. Product substitutions or alternates utilized. 3. Changes made by Addenda and Modifications. E. Record Documents and Shop Drawings: Legibly mark each item to record actual construction including: 1. Measured horizontal and vertical locations of underground utilities and appurtenances, referenced to permanent surface improvements. 2. Field changes of dimension and detail. 3. Details not on original Contract Drawings. 4. Changes made by addenda and modification. F. Submit documents to Engineer as line segment installation is completed and with claim for final Application for Payment. 1.8 WARRANTIES A. Provide duplicate notarized copies. B. Execute and assemble documents from Subcontractors, suppliers, and manufacturers. C. Provide Table of Contents and assemble with metal prong binder in durable plastic presentation cover. D. Submit prior to final Application for Payment. E. For items of Work delayed beyond date of Substantial Completion, provide updated submittal within ten days after acceptance, listing date of acceptance as start of warranty period. F. Provide Affidavit of Bills Paid as required by General Contract Conditions and Owner. PART 2 - PRODUCTS Not Used PART 3 - EXECUTION Not Used END OF SECTION 01700 01258500 CONTRACT CLOSEOUT 01700 - 2 04/04 SECTION 02082 PRE -CAST CONCRETE MANHOLES AND VAULTS PART 1- GENERAL 1.1 SECTION INCLUDES A. This section of the specifications pertains to pre -cast concrete manholes and related items. 1.2 RELATED SECTIONS A. Drawings and general provisions of the contract, including General and Special Conditions and other Division 1 specifications, apply to this section. B. Section 02635 — Centrifugally Cast Fiberglass Pipe. C. Section 02638 — Reinforced Concrete Pipe. D. Section 02317 — Excavation and Backfill for Utilities. E. Section 02084 — Frames, Grates, Rings, and Covers. 1.3 REFERENCES A. ASTM A 307 - Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile. B. ASTM C 443 - Standard Specification for Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets. C. ASTM C 478 - Standard Specification for Precast Reinforced Concrete Manhole Sections. D. ASTM C 857 — Minimum Structural Design Loading for Underground Precast Concrete Utility Structures. E. ASTM C 858 — Underground Precast Concrete Utility Structure. F. ASTM C 1107 - Packaged Dry, Hydraulic -Cement Grout (Nonshrink). G. ASTM C 1244 — Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. H. ASTM D 698 - Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft3) I. ASTM D 2997 - Specification for Centrifugally Cast Fiberglass (Glass -Fiber -Reinforced Thermosetting Resin) Pipe 1.4 SUBMITTALS A. Conform to requirements of Section 01330 - Submittal Procedures. B. Submit manufacturer's data and details of following items for approval: 1. Shop drawings of manhole sections and base units and construction details, including reinforcement, jointing methods, materials, and dimensions. 2. Summary of criteria used in the manhole design including, as a minimum, material properties, loadings, load combinations, and dimensions assumed. Include certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and design criteria as established in Paragraph 2.1 E of this Specification. 3. Shop drawings of precast concrete vault, including reinforcement, jointing, methods, materials, and dimensions. 01258500 PRE -CAST CONCRETE MANHOLES AND VAULTS 02082 - 1 04/04 i f 4. Summary of criteria used in the vault design including, as a minimum, material properties, loadings, load combinations, and dimensions assumed. Include certification from manufacturer that precast manhole design is in full accordance with ASTM C 857 and ASTM C 858 latest revisions, except as modified herein and on the drawings for internal pressure requirements. 5. Materials to be used for pipe connections at manhole/vault walls. 6. Materials to be used for stubs and stub plugs, if required. 7. Manufacturer's data for pre -mix (bag) concrete, if used for channel inverts and benches. 8. Material to be used for sealing of riser joints. 1.5 DELIVERY, STORAGE AND HANDLING A. Deliver number of units needed in a timely manner to the project site to ensure installation continuity. Each section or part of manhole shall be labeled with the manhole designation from the drawings to which that section or part belongs. Each section or part shall be labeled prior to being shipped from the manufacturer's plant. Any manhole section arriving from the manufacturer without a manhole designation applied to it shall not be unloaded. B. Store and handle the units at the project site to prevent cracking, distortion, staining, or other physical damage, and so that markings are visible. Lift and support units at designated lift points. C. Deliver anchorage items that are to be embedded in other construction before starting such work. Provide setting diagrams, templates, instructions, and directions, as required, for installation. PART 2 - PRODUCTS 2.1 PRE -CAST CONCRETE MANHOLES A. Provide manhole sections, base sections, and related components conforming to ASTM C 478, except as modified herein and on the drawings for internal pressure requirements. Provide base riser section with integral floors, unless shown otherwise. Provide adjustment rings which are standard components of the manufacturer of the manhole sections. Mark date of manufacture and name or trademark of manufacturer on inside of barrel. Mark outside and inside of barrel with manhole designation from the drawings as required in paragraph 1.5.A. B. Provide reinforced concrete risers constructed from 60-inch-diameter standard reinforced concrete manhole sections unless otherwise indicated on Drawings. Combine various lengths of manhole sections to total the correct height with the fewest joints. Wall sections shall be designed for depth and loading conditions as required in Paragraph 2.1 E, but shall not be less than 6 inches thick. Base section shall have a minimum thickness of 12 inches under the invert. In situations where the depth from the ground surface to the flowline of the pipe is less than 15 feet, 48 inch diameter standard reinforced concrete manhole sections may be used for the riser. Each riser section shall be numbered and labeled inside and outside from base to top cone section with the sequence of manhole stakeout. C. Provide eccentrically reducing cone tops to receive cast iron frames and covers designed to support an H-20 loading, unless indicated otherwise. 01258500 PRE -CAST CONCRETE MANHOLES AND VAULTS 02082 - 2 04/04 D. Provide precast concrete vaults as indicated on plans, conforming to ASTM C 857 and ASTM C 858 latest revision. Vault should be of Type VCP 8080, or as shown on plans, as manufactured by Vaughn Concrete Products, or approved equal. Openings shall be precast as shown on plans. Conform to manufacturer's guidelines for clear cover between pipe O.D. and vault wall. E. Design Loading Criteria: The manhole walls, transition slabs, cone tops, and manhole base slab shall be designed, by the manufacturer, to the requirements of ASTM C 478 for the depth as shown on Drawings and to resist the following loads. 1. AASHTO H-20 loading applied to the manhole cover and transmitted down to the transition and base slabs. 2. Unit soil weight of 120 pcf located above all portions of the manhole, including base slab projections. 3. Lateral soil pressure based on saturated soil conditions producing an at -rest equivalent fluid pressure of 100 pcf. 4. Internal liquid pressure based on a unit weight of 62.4 pcf for the full height of the manhole. 5. Dead load of manhole sections fully supported by the transition and base slabs. F. The minimum clear distance between any two wall penetrations shall be 12 inches, half the diameter of the smaller penetration, or as specified by the manufacturer, whichever is most stringent. G. For sealants used between concrete riser sections, refer to Section 02082, 2.7 B. H. Lifting holes in manhole sections and bases are not permissible unless such openings can be made watertight under 15 psi internal pressure, with only minor weeping over 15 psi internal pressure. Such watertightness shall be proven by a hydrostatic test of four hours duration. I. Manhole sections must withstand an internal pressure, without backfill and without exceeding allowable stress in wall reinforcement, as follows: 1. Total hydrostatic head of 34.5 feet if manhole height exceeds 34.5 feet. 2. If manhole height is less than 34.5 feet in height, the lower one-third of the manhole height must withstand 15 psi internal pressure. Above one-third the manhole height, the internal pressure may be reduced at the rate of 2.31 feet of rise equal to 1 psi pressure reduction. J. Where internal pressure requirements cannot be met, use ASTM C76 Class III pipe with stress in wall reinforcement not to exceed 16 Ksi. K. Provide ASTM C443 joints for all ASTM C76 riser sections. 2.2 CAST -IN -PLACE CONCRETE A. Conform to requirements of Section 03300 — Cast -in -Place Concrete. B. Channel Inverts: Concrete for inverts not integrally formed with manhole base shall be either 5 sack premix (bag) concrete or Class A concrete, with a minimum compressive strength of 4000 psi. 2.3 REINFORCING STEEL A. Reinforcing steel shall conform to requirements of Section 03300 — Cast -in -Place Concrete. 2.4 MORTAR t.. A. Conform to requirements of ASTM C 270, Type S using Portland Cement. 01258500 PRE -CAST CONCRETE MANHOLES AND VAULTS 02082 - 3 04/04 2.5 MISCELLANEOUS METALS A. Provide gray -iron frames, rings, and covers conforming to requirements of Section 02084 — Frames, Grates, Rings and Covers. 2.6 PIPE TO MANHOLE/VAULT CONNECTIONS FOR STORM SEWERS A. For smooth wall pipe (Fiberglass), attach a 360° pullout prevention flange as shown on drawings. B. Grout space between the pipe and manhole -wall conforming to ASTM C 1107 for all pipe materials. 2.7 SEALANT MATERIALS A. Provide sealing materials between precast concrete adjustment ring and manhole cover frame, such as ConSeal CS-202 Butyl Sealant or approved equal. B. Seal joints between sections with ConSeal CS-202 Butyl Sealant or approved equal conforming to ASTM C 990. C. Provide rubber gaskets for ASTM C443 joints. 2.8 BACKFILL MATERIALS A. Backfill materials shall conform to the requirements of Section 02317 - Excavation and Backfill for Utilities. 2.9 NON -SHRINK GROUT A. Provide prepackaged, inorganic, flowable, non -gas -liberating, non-metallic, cement -based grout requiring only the addition of water. B. Grout shall meet the requirements of ASTM C 1107 and shall have a minimum 28-day compressive strength of 7000 psi. PART 3 - EXECUTION 3.1 EXAMINATION A. Verify that lines and grades are correct. B. Determine if the subgrade, when scarified and recompacted, can be compacted to 95 percent of maximum Standard Proctor Density according to ASTM D 698 prior to placement of foundation material and base section. If it cannot be compacted to that density, the subgrade shall be moisture conditioned until that density can be reached or shall be treated as an unstable subgrade. 3.2 MANHOLE BASE SECTIONS AND FOUNDATIONS A. Scarify and compact base material to 95% ASTM D698 standard proctor density. If the subgrade cannot be compacted to the required density or if it contains organic materials, then excavate to stable subgrade, then backfill with lean concrete backfill to required elevation. 01258500 PRE -CAST CONCRETE MANHOLES AND VAULTS 02082 - 4 04/04 3.3 PRE -CAST MANHOLE SECTIONS A. Install sections, joints, and gasket material in accordance with manufacturer's printed recommendations. B. Install precast adjustment rings above tops of cones as required to adjust the finished elevation and to support the manhole frame. C. Seal any lifting holes with non -shrink grout where lifting holes have been allowed by the Engineer. Pressure and leakage requirements in paragraph 2.1 apply. D. Do not incorporate manhole steps in manhole sections. 3.4 PIPE CONNECTIONS AT MANHOLES A. Ensure that the pipe will not pull out of manhole by using flange or corrugations as shown on plans. B. Grout all space between pipe and manhole wall with non -shrink grout. Coat receiving surfaces with an epoxy bonding agent. 3.5 INVERTS FOR STORM SEWERS A. Construct invert channels to provide a smooth flow transition waterway with no disruption of flow at pipe -manhole connections. Conform to following criteria: 1. Slope of invert bench: '/2 inch per foot minimum; 1 inch per foot maximum 2. Depth of bench to invert shall be equal to '/s the largest diameter pipe, entering the manhole. 3. Invert slope through manhole: 0.10-foot drop across manhole with smooth transition of invert through manhole, unless otherwise indicated on Drawings. B. Form invert channels with concrete if not integral with manhole base section. For direction changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts. 3.6 MANHOLE FRAME AND ADJUSTMENT RINGS A. Combine precast concrete adjustment rings so that the elevation of the installed casting cover matches the pavement surface. Seal between adjustment ring and the precast top section with approved sealant material. Seal between adjustment rings with approved sealant material. Set the cast iron frame on the adjustment ring in a bed of approved sealant. The sealant bed shall consist of two beads of sealant, each bead having minimum dimensions of 1/2-inch thick and 3/4-inch wide. B. For manholes in unpaved areas, top of frame shall be set flush with existing ground line unless otherwise indicated on Drawings. In unpaved areas, encase the manhole frame in mortar or non -shrink grout placed flush with the face of the manhole ring and the top edge of the frame. Provide a rounded corner around the perimeter. 3.7 BACKFILL A. Place and compact backfill materials in the area of excavation surrounding manholes in accordance with requirements of Section 02317 - Excavation and Backfill for Utilities. Provide cement stabilized backfill material, as specified for the storm sewer pipe, from manhole foundation up to an elevation 12 inches over each pipe connected to the manhole, 01258500 PRE -CAST CONCRETE MANHOLES AND VAULTS 02082 - 5 04/04 unless otherwise shown on the drawings. Provide trench zone backfill, as specified for the adjacent utilities, above the cement stabilized backfill. Provide cement stabilized backfill to a greater depth if required by the manhole manufacturer. 3.8 TESTING A. Vacuum test manhole according to ASTM C 1244. Refer to Section 02533 — Acceptance Testing For Storm Sewers. 3.9 PROTECTION A. Protect manholes from damage until work has been finally accepted. Repair damage to manholes at no additional cost to Owner. END OF SECTION 02082 01258500 PRE -CAST CONCRETE MANHOLES AND VAULTS 02082 - 6 04/04 SECTION 02084 FRAMES, GRATES, RINGS, AND COVERS PARTI- GENERAL 1.1 SECTION INCLUDES A. This section of the specifications covers gray iron castings for use as manhole frames and lids, gratings, and rings. 1.2 RELATED SECTIONS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specification sections, apply to this section. B. Section 02082 — Pre -cast Concrete Manholes and Vaults. C. Section 03300 — Cast -in -Place Concrete. D. Section 05500 — Metal Fabrications. E. Section 05530 — Gratings. 1.3 REFERENCES A. AASHTO - American Association of State Highway and Transportation Officials Standard Specification for Highway Bridges. B. ASTM A 48 - Specification for Gray Iron Castings. C. ASTM A 615 - Standard Specification for Deformed Billet -Steel Bars for Concrete Reinforcement. D. AWS - D 12.1 Welding Reinforcing Steel. 1.4 SUBMITTALS A. Submit product data in accordance with Section 01330 Submittal Procedures. B. Submit copies of manufacturer's specifications, load tables, dimension diagrams, anchor details, and installation instructions. C. Submit shop drawings for fabrication and installation of casting assemblies that are not included in Drawings. Include plans, elevations, sections and connection details. Show anchorage and accessory items. Include setting drawings for location and installation of castings and anchorage devices. PART 2 - PRODUCTS 2.1 GENERAL CASTINGS A. Castings for frames, grates, rings and covers shall conform to ASTM A 48, Class 35. Provide locking covers if indicated on Drawings. B. Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. z 01258500 FRAMES, GRATES, RINGS, AND COVERS 02084 - 1 04/04 C. Fabricate castings to conform to the shapes, dimensions, and with wording or logos shown on the Drawings. Standard dimensions for manhole covers are 24 inches in diameter. Cast dimensions may vary by +/- 1/16 inch per foot. Weight shall not vary from published weight by more than +/- 5 percent. D. Castings shall be clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 2.2 FRAMES AND COVERS FOR MANHOLES A. Where indicated on the drawings, provide manhole frames and covers, East Jordan Iron Works 2040 manhole lid and ring with Type 5 pick bar, labeled "storm sewer", with a minimum weight of 280 lbs, or approved equal. 2.3 SPECIAL FRAMES AND COVERS FOR MANHOLES r A. Where indicated on the drawings, provide watertight manhole frames and covers with a minimum of four one -inch anchor bolt holes in the frame flange. Supply watertight manhole covers and frames meeting Neenah R-1916-D (335 pounds), Neenah R-1916-E (410 pounds), Neenah R-1916-F (330 pounds), Neenah R-1916-F1 (375 pounds), or equal to fit cone section and adjustment rings, and to allow for anchor bolts extending into the cone section. Frame and cover shall be suitable for internal low pressure storm water service to 20 pounds per square inch internal pressure. j B. Anchor lid with manufacturer's recommended size, number, and strength of bolts and nuts. ) C. Lid to be stamped "Storm Sewer". D. Anchor frame with 7/8-inch Hilti stainless steel bolt or stainless steel threaded rod with washer and nut. Embed anchor bolts a minimum of three inches into concrete cone section of manhole, exclusive of length required to penetrate adjustment rings. Use a minimum of four bolts evenly spaced on the frame circumference. Minimum pullout force per bolt to be 3,000 pounds in tension. Use anchor bolts equal to Hilti HVA System or Hilti Kwik Bolt II System. Total anchor bolt length dependent on frame thickness and number of grade rings. Top nuts, after tightening, shall leave at least three full threads of the bolt showing above the nut. 2.4 CASTINGS FOR INLET STRUCTURES A. Where indicated on the drawings, provide manhole frames and covers, East Jordan Iron Works 2141 with 135 lb. lid, or approved equal. B. Where indicated on drawings for "stair step" inlets, provide slab type frame and grate with anchor flange, Neenah R-3340-D or approved equal. C. Where indicated on the drawings for "tower" inlets, provide slab type ring and grate, East Jordan Iron Works V-3600-5 or approved equal. PART 3 - EXECUTION 3.1 INSTALLATION A. Install castings according to approved shop drawings, instructions given in related specifications, and applicable directions from the manufacturer's printed materials. 01258500 FRAMES, GRATES, RINGS, AND COVERS 02084 - 2 04/04 1 I 1 B. Set castings accurately at required locations to proper alignment and elevation. Keep castings plumb, level, true, and free of rack. Measure location accurately from established lines and grades. Brace or anchor frames temporarily in formwork until permanently set. C. At inlets, wedge the manhole covers and grates with hammered -in -place metal wedges to prevent removal unless wedges are first removed. Metal wedges must be removable by sledge hammer. END OF SECTION 02084 01258500 FRAMES, GRATES, RINGS, AND COVERS 02084 - 3 04/04 ao.�,._.i �.......� L.-�..-ti +' ate_.- _+ s�..w..-� �r�.._._.; :�--� C___-___r SECTION 02221 REMOVING EXISTING PAVEMENTS PART 1-GENERAL 1.1 SECTION INCLUDES A. This section of the specifications covers the removal of existing pavements. Included, but not limited to the following are: concrete paving, asphaltic paving, concrete curb and/or gutter, miscellaneous items. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and other Division 1 Specification Sections, apply to this Section. B. Section 02300 — Earthwork. C. Section 02317 — Excavation and Backfill for Utilities. D. Section 02741— Hot -Mix Asphalt Paving. E. Section 03300 — Cast -in -Place Concrete. 1.3 REGULATORY REQUIREMENTS f A. Conform to applicable codes for disposal of debris. Refer to Section 01576 — Waste Material Disposal. B. Coordinate removal work with utility companies. PART 2 - PRODUCTS Not Used PART 3 - EXECUTION 3.1 PREPARATION A. Obtain advance approval from Engineer for dimensions and limits of removal work. B. Identify known utilities below grade. Stake and flag locations. C. Prior to removal of any concrete curb and gutter, Contractor shall survey the section of curb and gutter to determine existing grades and elevations. Submit survey field notes to the Engineer prior to removal of curb and gutter. All curb and gutter will be installed to the original grades and elevations unless otherwise approved by the Owner and Engineer. 3.2 PROTECTION A. Protect the following from damage or displacement: I 1. Adjacent public and private property. 2. Trees, plants, and other landscape features designated to remain. '! 3. Utilities designated to remain. 01258500 REMOVING EXISTING PAVEMENTS 02221 - 1 04/04 4. Pavement and utility structures designated to remain. 5. Bench marks, monuments, and existing structures designated to remain. 3.3 REMOVALS A. Remove pavements and structures by methods that will not damage underground utilities. Do not use a drop hammer near existing underground utilities. B. Minimize amount of earth loaded during removal operations. C. Where existing pavement is to remain, make straight saw cuts in existing pavement to } provide clean breaks prior to removal. Do not break concrete pavement or base with drop .F hammer unless concrete or base has been saw cut to a minimum depth of 2 inches. D. Where street and driveway saw cut locations coincide or fall within 3 feet of existing construction or expansion joints, break out to existing joint.,.3 E. Remove sidewalks and curbs to nearest existing dummy, expansion, or construction joint. F. Any existing concrete which is damaged or destroyed beyond the neat lines so established shall be replaced at the Contractor's expense. G. Remaining concrete shall be mortared to protect the reinforcing steel and provide a neat clean appearance. H. Where reinforcement is encountered in the removed portions of structures to be modified, a minimum of 1-foot of steel length shall be cleaned of all old concrete and left in place to tie 1 into the new construction where applicable. I. Salvaged asphalt pavement and asphalt stabilized base inside the city limits shall be i salvaged and delivered to stockpile area at 84`" Street and Avenue P. Salvage to depth - indicated in drawings and general notes. Material shall be crushed to a maximum diameter of 2-inches. J. Salvaged asphalt pavement east of Avenue P shall be delivered to County of Lubbock stockpile location on the south side of 980' Street at the intersection with Guava Avenue. 3.4 BACKFILL A. Backfill of removal zones shall be in accordance with requirements of Section 02300 — Earthwork or 02317 — Excavation and Backfill for Utilities as applicable to the specific portion of the work. 3.5 DISPOSAL A. Remove from the site debris resulting from work under this section in accordance with requirements of Section 01576 — Waste Material Disposal. END OF SECTION 02221 01258500 REMOVING EXISTING PAVEMENTS 02221 - 2 1 04/04 SECTION 02231 TREE AND PLANT PROTECTION PART 1 - GENERAL 1.1 SECTION INCLUDES A. Tree and plant protection. 1.2 RELATED SECTIONS A. Section 02260 — Excavation Support and Protection B. Section 02300 — Earthwork C. Section 02317 — Excavation and Backfill for Utilities D. Section 02318 — Borrow E. Section 02320 — Utility Backfill Materials 1.3 REFERENCE A. ANSI A300 — Tree, Shrubs, and Other Woody Plants Maintenance — Standard Practice. B. ASTM D448 — Standard Classification for Sizes of Aggregate for Road and Bridge Construction. C. ASTM D 5268 — Standard Specification for Topsoil Used for Landscaping Purposes. 14 SUBMITTALS ., A. Submittals shall conform to requirements of Section 01330 — Submittal Procedures. B. Submit qualification data for firms and persons to demonstrate their capabilities and experience with tree and plant protection. Include lists of completed projects with project names and addresses, names and addresses of Engineers and Owners, and other information specified. C. Submit certification from a qualified arborist that trees indicated to remain have been protected during construction according to recognized standards and that trees were promptly and properly treated and repaired when damaged. D. Submit maintenance recommendations from a qualified arborist for care and protection of trees affected by construction during and after completing the Work. E. Submit a damage assessment from a qualified arborist describing any damage to trees and shrubs that occur during construction. Include recommendations on appropriate course of action to restore vegetation to its preconstruction condition. F. Submit a detailed description of the tree and plant protection measures to be taken. G. Submit a detailed preconstruction survey of the preconstruction condition of trees, shrubs, and grassed areas potentially impacted by the work. Prior to starting any onsite construction activities, the Contractor and the Engineer and Owner's representative shall make a joint condition survey after which the Contractor shall prepare a brief report indicating on a layout plan the condition of trees, shrubs and grassed areas immediately adjacent to work sites and adjacent to the assigned storage area and access routes as applicable. Include a complete photographic or video record of all existing trees, shrubs and grassed areas. This report will be signed by the Engineer, Owner's representative and the Contractor upon mutual agreement as to its accuracy and completeness. 01258500 TREE AND PLANT PROTECTION 02231 - 1 04/04 1.5 QUALITY ASSURANCE A. Work shall be performed by an experienced tree service firm that has successfully completed tree protection and trimming work similar to that required for this Project and that will assign an experienced, qualified arborist to Project site on a full-time basis during execution of the Work. B. Work shall be performed under the supervision of an arborist certified by the International Society of Arboriculture or licensed in the jurisdiction where Project is located. C. Prune indicated trees and shrubs according to ANSI A300, "Trees, Shrubs, and Other Woody Plant Maintenance — Standard Practices," unless more stringent requirements are indicated. If no trees or shrubs are indicated to be removed, replaced or pruned, then such removal, replacement or pruning shall be considered to be at Contractor's convenience with no additional compensation. The Owner must approve all trees or shrubs not indicated for removal, replacement or pruning. D. Before installing tree protection and/or trimming, a meeting with representatives of authorities having jurisdiction, Owner, Engineer, consultants, and other concerned entities including the City of Lubbock Parks Department may be required to review tree protection and trimming procedures and responsibilities. Notify participants at least three working days before convening meeting. Record discussions and agreements and furnish a copy to each participant. PART 2 - PRODUCTS 2.1 MATERIALS A. Drainage fill as needed shall be selected crushed stone, or crushed or uncrushed gravel, washed, ASTM D 448, Size 24, with 90 to 100 percent passing a 2-1/2-inch sieve and not more than 10 percent passing a 3/4-inch sieve. B. Topsoil shall be fertile, friable, surface soil, containing natural loam and complying with ASTM D 5268. Provide topsoil that is free of stones larger than 1 inch in any dimension and free of other extraneous or toxic matter harmful to plant growth. Obtain topsoil only from well -drained sites where soil occurs in depth of 4 inches or more; do not obtain from bogs or marshes. C. Filter fabric shall be manufacturer's standard, nonwoven, pervious, geotextile fabric of polypropylene, nylon, or polyester fibers. D. Temporary fencing shall consist of wood posts and rails arranged as indicated on the drawings. Substitutions of materials used in fence construction shall be as noted on the drawings. PART 3 - EXECUTION 3.1 PROJECT CONDITIONS A. Preserve and protect existing trees and plants to remain from foliage, branch, trunk, or root damage that could result from construction operations. B. Prevent following types of damage: 1. Compaction of root zone by foot or vehicular traffic, or material storage. 01258500 TREE AND PLANT PROTECTION 02231 - 2 04/04 r 2. Trunk damage from equipment operations, material storage, or from nailing or bolting. 3. Trunk and branch damage caused by ropes or guy wires. 4. Root poisoning from spilled solvents, gasoline, paint, and other noxious materials. 5. Branch damage due to improper pruning, trimming or striking with construction equipment. 6. Damage from lack of water due to: a. Cutting or altering natural water migration patterns near root zones. b. Failure to provide adequate watering. Contractor to provide supplemental watering of landscaping during construction once every seven days during the growing season where natural water migration patterns near root zones have been cut or altered, whether permanent or temporary. 7. Damage from alteration of soil pH factor caused by depositing lime, concrete, plaster or other base materials near roots. 8. Cutting of roots larger than 1 '/s inches in diameter. 3.2 PREPARATION A. Install temporary fencing located as indicated or outside the drip line of trees and shrubs to protect remaining vegetation from construction damage. B. Protect tree root systems from damage due to noxious materials caused by runoff or spillage while mixing, placing, or storing construction materials. Protect root systems from flooding, eroding, or excessive wetting caused by dewatering operations. C. Do not store construction materials, debris, or excavated material within the drip line of remaining trees. Do not permit vehicles or foot traffic within the drip line; prevent soil compaction over root systems. D. Do not allow fires under or adjacent to remaining trees or other plants. E. Contractor to provide supplemental water to areas being served by a sprinkler system that is taken out of service during construction. 3.3 EXCAVATION A. Install shoring or other protective support systems to minimize sloping or benching of excavations. B. Do not excavate within drip line of trees, unless otherwise indicated. C. Where excavation for new construction is required within drip line of trees, hand clear and excavate to minimize damage to root systems. Use narrow -tine spading forks and comb soil to expose roots. 1. Relocate roots in backfill areas where possible. If encountering large, main lateral roots, expose roots beyond excavation limits as required to bend and relocate them without breaking. If encountered immediately adjacent to location of new construction and relocation is not practical, cut roots approximately 3 inches back from new construction. 2. Do not allow exposed roots to dry out before placing permanent backfill. Provide temporary earth cover or pack with peat moss and wrap with burlap. Water and maintain in a moist condition. Temporarily support and protect roots from damage until they are permanently relocated and covered with soil. 3. Do not cut main lateral roots or taproots; cut only smaller roots that interfere with installation of utilities. Cut roots with sharp pruning instruments; do not break or chop. 01258500 TREE AND PLANT PROTECTION 02231 - 3 _ 04/04 3.4 REGRADING A. Where new finish grade is indicated below existing grade around trees, slope grade away from trees as recommended by qualified arborist, unless otherwise indicated. 1. Prune tree roots exposed during grade lowering. Do not cut main lateral roots or taproots; cut only smaller roots. Cut roots with sharp pruning instruments; do not break or chop. B. Where existing grade is 6 inches or less below elevation of finish grade, fill with topsoil. Place topsoil in a single uncompacted layer and hand grade to required finish elevations. C. Where existing grade is more than 6 inches, but less than 12 inches, below elevation of finish grade, place drainage fill, filter fabric, and topsoil on existing grade as follows: 1. Carefully place drainage fill against tree trunk approximately 2 inches above elevation of finish grade and extend not less than 18 inches from tree trunk on all sides. For balance of area within drip -line perimeter, place drainage fill up to 6 inches below elevation of grade. 2. Place filter fabric with edges overlapping 6 inches minimum. 3. Place fill layer of topsoil to finish grade. Do not compact drainage fill or topsoil. Hand grade to required finish elevations. 3.5 TREE PRUNING A. Prune remaining trees affected by temporary and new construction. B. Prune remaining trees to compensate for root loss caused by damaging or cutting root system. Provide subsequent maintenance during Contract period as recommended by qualified arborist. C. Prune trees according to ANSI A300 and as recommended by qualified arborist. D. Cut branches with sharp pruning instruments; do not break or chop. E. Chip branches removed from trees. Dispose of chips to West Texas Region Disposal Facility or recycle to landscaping company. 3.6 TREE REPAIR AND REPLACEMENT A. Promptly repair trees damaged by construction operations within 24 hours. Treat damaged trunks, limbs, and roots according to written instructions of the qualified arborist. B. With prior approval from the Owner, remove and replace dead and damaged trees that the qualified arborist determines to be incapable of restoring to a normal growth pattern. 1. When trees other than those designated for removal are destroyed or badly damaged as a result of construction operations, remove and replace with same size, species, and variety up to and including 8 inches in trunk diameter. Trees larger than 8 inches in diameter shall be replaced with an 8 inch diameter tree of the same species and variety and total contract amount will be reduced by an amount determined from the following formula: 2. 0.7854 x D2 x $38.00 where D is diameter in inches of tree or shrub trunk measured 12 inches above grade. 3. Tree replacements shall not be considered for acceptance until survival through two growing seasons has been accomplished. �l 01258500 TREE AND PLANT PROTECTION 02231 - 4 04/04 3.7 DISPOSAL OF WASTE MATERIALS A. Burning is not permitted. B. Remove excess excavated material, displaced trees, and excess chips from Owner's property. For materials not recycled, dispose at West Texas Region Disposal Facility. END OF SECTION 02231 01258500 TREE AND PLANT PROTECTION 02231 - 5 04/04 No Text F SECTION 02240 DEWATERING PART 1- GENERAL 1.1 SUMMARY A. This Section includes construction dewatering. 1.2 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specifications, apply to this section. B. Section 02260 — Excavation Support and Protection. C. Section 02300 — Earthwork. D. Section 02317 — Excavation and Backfill for Utilities. 1.3 PERFORMANCE REQUIREMENTS A. Dewatering Performance: Design, provide, test, operate, monitor, and maintain a dewatering system of sufficient scope, size, and capacity to control ground water flow into excavations and permit construction to proceed on dry, stable subgrades. 1. Work includes removing dewatering system when no longer needed. 2. Maintain dewatering operations to ensure erosion is controlled, stability of excavations and constructed slopes is maintained, and flooding of excavation and damage to structures are prevented. 3. Prevent surface water from entering excavations by grading, dikes, or other means. 4. Accomplish dewatering without damaging existing buildings adjacent to excavation. 1.4 SUBMITTALS A. Photographs or videotape, sufficiently detailed, of existing conditions of adjoining construction and site improvements, prior to beginning dewatering operations, that might be misconstrued as damage caused by dewatering operations. B. Record drawings at Project closeout identifying and locating capped utilities and other subsurface structural, electrical, or mechanical conditions encountered. C. Submit a ground and surface water control plan in accordance with requirements in this section. 1.5 QUALITY ASSURANCE A. Installer Qualifications: Engage an experienced installer to assume engineering responsibility and perform dewatering who has specialized in installing dewatering systems similar to those required for this Project and with a record of successful in-service performance. 1 01258500 DEWATERING 02240 - 1 ._ 04/04 B. Professional Engineer Qualifications: A professional engineer who is legally qualified to practice in the jurisdiction where the Project is located and who is experienced in providing engineering services for designing dewatering systems that are similar to those indicated for this Project in material, design, and extent. 1. Engineering Responsibility: Engage a qualified professional engineer to prepare or supervise the preparation of data for the dewatering system including drawings, testing program, test result interpretation, and comprehensive engineering analysis that shows the system's compliance with specified requirements. C. Regulatory Requirements: Comply with water disposal requirements of authorities having jurisdiction. i 1.6 PROJECT CONDITIONS A. Project Site Information: A geotechnical report has been prepared for design of this Project and is available for information only. The report is not part of the Contract Documents. The opinions expressed in this report are those of the geotechnical engineer and represent interpretations of the subsoil conditions, tests, and results of analyses conducted by the geotechnical engineer. Owner will not be responsible for interpretations or conclusions drawn from this data by Contractor. 1. Contractor shall be responsible for additional test borings and conduct other exploratory operations as may be necessary for designing the dewatering operations. B. Survey adjacent structures and improvements, employing a qualified professional engineer or surveyor, establishing exact elevations at fixed points to act as benchmarks. Clearly identify benchmarks and record existing elevations. 1. During dewatering, resurvey benchmarks weekly, maintaining an accurate log of surveyed elevations for comparison with original elevations. Promptly notify Engineer if changes in elevations occur or if cracks, sags, or other damage is evident in adjacent construction. PART 2 - PRODUCTS 1 Not Applicable i PART 3-EXECUTION 3.1 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations. 1. Prevent surface water and subsurface or ground water from entering excavations, from ponding on prepared subgrades, and from flooding site and surrounding area. 2. Protect subgrades and foundation soils from softening and damage by rain or water accumulation. B. Install dewatering system to ensure minimum interference with roads, streets, walks, and other adjacent occupied and used facilities. 1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities outside of immediate project work area without permission from Owner and 01258500 DEWATERING 02240 - 2 04/04 �_f authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by governing regulations. 2. Provide discharge aeration device if less than 500 feet from receiving water body. 3.2 DEWATERING A. Install dewatering system utilizing wells, well points, or similar methods complete with pump equipment, standby power and pumps, filter material gradation, valves, appurtenances, water disposal, and surface -water controls. B. Before excavation below ground -water level, place system into operation to lower water to specified levels and then operate it continuously until drains, sewers, and structures have been constructed and fill materials have been placed, or until dewatering is no longer required. C. Provide an adequate system to lower and control ground water to permit. excavation, construction of structures, and placement of fill materials on dry subgrades. Install sufficient dewatering equipment to drain water -bearing strata above and below bottom of foundations, drains, sewers, and other excavations. 1. Do not permit open -sump pumping that leads to loss of fines, soil piping, subgrade softening, and slope instability. D. Reduce hydrostatic head in water -bearing strata below subgrade elevations of foundations, drains, sewers, and other excavations. 1. Maintain piezometric water level a minimum of 24 inches below surface of excavation. E. Dispose of water removed from excavations in a manner to avoid endangering public health, property, and portions of work under construction or completed. Dispose of water in a manner to avoid inconvenience to others. Provide sumps, sedimentation tanks, and other flow -control devices as required by authorities having jurisdiction. If dewatering system discharge point is less than 500 feet from receiving water body, route discharge through aeration device such that air is entrained in the water. F. Provide standby equipment on -site, installed and available for immediate operation, to maintain dewatering on a continuous basis if any part of system becomes inadequate or fails. If dewatering requirements are not satisfied due to inadequacy or failure of dewatering system, restore damaged structures and foundation soils at no additional expense to Owner. 1. Remove dewatering system from Project site on completion of dewatering. Plug well holes in accordance with requirements of the Texas Water Well Drillers Regulations and the High Plains Underground Water Conservation District. G. Damages: Promptly repair damages to adjacent facilities caused by dewatering operations. END OF SECTION 02240 01258500 DEWATERING 02240 - 3 04/04 ELL SECTION 02260 EXCAVATION SUPPORT AND PROTECTION PART 1 - GENERAL 1.1 SECTION INCLUDES This section of the specifications covers trench safety systems and excavations equal to or greater than five feet in depth. All excavation work performed for the project shall also comply with US Department of Labor Rules 29 CFR, OSHA Part 1926, Subpart P and all State and Local codes. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and Division 1 Specification Sections, apply to this Section. B. Section 02317 — Excavation and Backfill for Utilities. 1.3 SUBMITTALS A. Conform to Section 01330 — Submittal Procedures. B. Prior to, or at the Pre -Construction Conference, the Contractor shall submit to Owner a "Trench Safety System Plan" sealed by a Professional Engineer registered in the State of Texas. Notice to Proceed with construction will not be issued by Engineer until Contractor has submitted a "Trench Safety System Plan" to Owner. The Trench Safety System Plan shall, at a minimum, conform to OSHA standards for sloping of sides, utilization of trench boxes, and/or utilization of shoring, sheeting and bracing methods. 1.4 QUALITY ASSURANCE A. The Contractor shall be responsible for complying with the requirements of the specifications, drawings and all applicable codes. The Contractor shall immediately notify the Engineer of any unforeseen field conditions which might affect the integrity of the trench safety system. B. Installer Qualifications: Engage an experienced installer to assume engineering responsibility and perform work of this Section who has specialized in installing excavation support and protection systems similar to those required for this Project and with a record of successful in-service performance. The Contractor shall be responsible for complying with all trench safety requirements and for the safety of trench and excavations. C. Professional Engineer Qualifications: A professional engineer who is legally qualified to practice in the jurisdiction where the Project is located and who is experienced in providing engineering services for designing excavation support and protection systems that are similar to those indicated for this Project in material, design, and extent. 1. Engineering Responsibility: As needed by the Contractor to assure worker safety and compliance with OSHA regulations, the Contractor shad] be responsible for engaging a qualified professional engineer to prepare or supervise the preparation of data for the excavation support and protection system including drawings and comprehensive engineering analysis that shows the systems compliance with specified requirements. 01258500 EXCAVATION SUPPORT AND PROTECTION 02260 - 1 04/04 1.5 PROJECT CONDITIONS A. Prior to starting trench excavations, the Contractor shall examine all site conditions and note any conditions in existing pavements, structures and other items which may be adversely affected by trenching operations. Prepare a written list of all such conditions and submit the list to the Engineer. During trenching operations note any changes which occur to existing pavements or structures and submit a written report to the Engineer of all such changes. B. Project Site Information: A geotechnical report has been prepared for this Project and is available for information only. The report is not part of the Contract Documents. The opinions expressed in this report are those of the geotechnical engineer and represent interpretations of the subsoil conditions, tests, and results of analyses conducted by the geotechnical engineer. Owner will not be responsible for interpretations or conclusions drawn from this data by Contractor. 1. Contractor shall be responsible for additional test borings and conduct other exploratory operations as may be necessary for designing the excavation safety systems. C. Survey adjacent structures and improvements, employing a qualified surveyor; establish exact elevations at fixed points to act as benchmarks. Clearly identify benchmarks and record existing elevations. 1. During installation of excavation support and protection systems, regularly resurvey benchmarks, maintaining an accurate log of surveyed elevations for comparison with original elevations. Promptly notify Engineer if changes in elevations occur or if cracks, sags, or other damage is evident in adjacent construction. 1.6 EXISTING UTILITIES A. Prior to starting trench excavations, chart and field locate all existing utilities. Notify owners of all utilities of work to be performed. Protect all existing utilities from damage. Provide additional support for utility lines which cannot span trench width. Do not interrupt existing services without written approval by the Engineer and the utility owner. PART 2 - PRODUCTS 2.1 MATERIALS A. Materials need not be new but must be in serviceable condition. B. Structural Steel: ASTM A 36. C. Steel Sheet Piling: ASTM A 328 or ASTM A 572 D. Wood: Soft or hard wood as required by design. E. Aluminum: Type 1061-T6, thickness as required by design. 01258500 EXCAVATION SUPPORT AND PROTECTION 02260 - 2 04/04 t PART 3 - EXECUTION 3.1 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards that could develop during excavation support and protection system operations. 1. Shore, support, and protect utilities encountered. B. Install excavation support and protection systems to ensure minimum interference with roads, streets, walks, and other adjacent occupied and used facilities. 1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by governing regulations. C. Locate excavation support and protection systems clear of permanent construction and to permit forming and finishing of concrete surfaces. D. Monitor excavation support and protection systems daily during excavation progress and for as long as excavation remains open. Promptly correct bulges, breakage, or other evidence of movement to ensure excavation support and protection systems remain stable. E. Promptly repair damages to adjacent facilities caused by installing excavation support and protection systems. 3.2 TRENCHING PROCEDURES Provide shoring systems in accordance with the Contractor's submitted design to adequately resist earth pressures. A. Proceed with work in an orderly fashion. Install trench bracing systems as soon as possible after opening trenches. Do not allow workers in trench prior to installing trench bracing systems. B. Backfill trenches as soon as possible after completion of work. C. Stockpile excavated materials at three feet away from edge of trench. D. Maintain barricades and signage as required by State and Local codes to protect open excavations. i,. E. Do not allow surface water to enter excavations. Properly grade areas adjacent to trench excavations to control surface drainage away from excavations. F. If cut back method is allowed by Owner and is employed, maintain a clear distance of three feet from edge of cut to avoid allowing loose material to enter trench. Cut back method may not be used where there is insufficient work area to employ it. G. Do not operate heavy equipment except for trench digging or pipe laying equipment within twenty feet of edge of excavation. Haul trucks, if needed, may operate closer than twenty feet to trench edge provided the Contractor deems it safe to do so. 01258500 EXCAVATION SUPPORT AND PROTECTION 02260 - 3 04/04 3.3 REMOVAL AND REPAIRS A. Remove excavation support and protection systems when construction has progressed sufficiently to support excavation and bear soil and hydrostatic pressures. Remove in stages to avoid disturbing underlying soils and damaging structures, pavements, facilities, and utilities. 1. Repair or replace, as approved by Engineer, adjacent work damaged or displaced by removing excavation support and protection systems. END OF SECTION 02260 01258500 EXCAVATION SUPPORT AND PROTECTION 02260 - 4 04/04 SECTION 02300 EARTHWORK PART 1 - GENERAL 1.1 SECTION INCLUDES A. This section of the specifications refers to general excavation of various materials at storm sewer inlets, storm sewer outlets, channel grading, subgrade preparation related to paving, topsoil placement, and other miscellaneous grading items. For trenching -specific earthwork, refer to Section 02317 — Excavation and Backfill for Utilities. 1.2 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specifications, apply to this section. B. Related Sections include the following: 1. Section 01400 — Quality Requirements. 2. Section 01500 - Temporary Facilities and Controls. 3. Section 02231 — Tree and Plant Protection. 4. Section 02240 - Dewatering. 5. Section 02260 - Excavation Support and Protection. 6. Section 02317 — Excavation and Backfill for Utilities. 7. Section 02318 —Borrow. 8. Section 03300 - Cast -in -Place Concrete. 1.3 REFERENCES AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM C 136 (2001) Sieve Analysis of Fine and Coarse Aggregates ASTM D 422 (1963; R 2002) Particle -Size Analysis of Soils ASTM D 698 (2000a) Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft — lb/ft). ASTM D 1140 (2000) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve ASTM D 1556 (2000) Density and Unit Weight of Soil in Place by the Sand - Cone Method ASTM D1586 (1999) Penetration Test and Split -Barrel Sampling of Soils ASTM D 2487 (2000) Classification of Soils for Engineering Purposes (Unified Soil Classification System) 01258500 EARTHWORK 02300 - 1 04/04 ASTM D 2922 (2001) Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth) ASTM D 3017 (2001) Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) ASTM D 4318 (2000) Liquid Limit, Plastic Limit, and Plasticity Index of Soils 1.4 DEFINITIONS A. Backfill: Soil materials used to fill an excavation. B. Base Course: Layer placed between the subbase course and asphalt paving. C. Borrow: Satisfactory soil imported from off -site for use as fill or backfill. D. Excavation: Removal of material encountered above subgrade elevations. 1. Additional Excavation: Excavation below subgrade elevations as directed by Engineer. Additional excavation and replacement material will be paid for according to Contract provisions for changes in the Work. 2. Bulk Excavation: Excavations more than 20 feet in width and pits more than 30 feet in either length or width, and not associated with trenching for pipe installation. 3. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated dimensions without direction by Engineer. Unauthorized excavation, as well as remedial work directed by Engineer, shall be without additional compensation. E. Fill: Soil materials used to raise existing grades. F. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface. G. Subbase Course: Layer placed between the subgrade and base course for asphalt paving, or layer placed between the subgrade and a concrete pavement or walk. H. Subgrade: Surface or elevation remaining after completing excavation, or top surface of a fill or backfill immediately below subbase, drainage fill, or topsoil materials. I. Utilities: Include on -site underground pipes, conduits, ducts, and cables. J. Suitable Material: Suitable soil materials are those meeting specification requirements. Unsuitable soils meeting specification requirements for suitable soils after treatment with lime or cement are considered suitable, unless otherwise indicated. K. Unsatisfactory Materials: Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; backfills from previous construction; and material classified as satisfactory which contains root and other organic matter or frozen material. The Engineer shall be notified of any contaminated materials. L. Cohesionless and Cohesive Materials: Cohesionless materials include materials classified in ASTM D 2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. Testing required for classifying materials shall be in accordance with ASTM D 4318, ASTM C 136, ASTM D 422, and ASTM D 1140. M. Degree of Compaction: Degree of compaction required is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D 698 abbreviated as a percent of laboratory maximum density. Procedure A, B or C shall be applied as applicable along with corrections according to ASTM D 4718. For free draining soils, use maximum reference density according to ASTM D 4253. 01258500 EARTHWORK 02300 - 2 04/04 4_ N. Topsoil: Material suitable for topsoils obtained from offsite areas or the top 3 feet of excavated material shall be defined as clean and uncontaminated soils capable of sustaining plant life. 1.5 SUBMITTALS A. Material Reports 1. Classification according to ASTM D 2487 for each site of borrow soil material. 2. Laboratory compaction curve according to ASTM D 698 for each on -site or borrow soil material. 1.6 QUALITY ASSURANCE A. Geotechnical Testing and Construction Material Agency Qualifications: An independent testing agency qualified according to ASTM E 329 to conduct soil materials and construction materials testing. Where rock definition is in dispute, the independent testing agency shall also meet the requirements of ASTM E 329 for rock definition testing, participate in the American Association of Laboratory (A2LA) accreditation program, and be under the direction of a licensed Professional Engineer licensed in the State of Texas with a minimum of 5 years in the inspection and testing of geotechnical and construction materials. PART 2 - PRODUCTS 2.1 SOIL MATERIALS A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations. Refer to Section 02318 — Borrow. B. Satisfactory Soils: ASTM D 2487 soil classification groups GW, GP, GM, SW, SP, and SM, or a combination of these group symbols; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter. Satisfactory soils should have a liquid limit of 45 maximum and a plasticity index of 15 maximum. C. Unsatisfactory Soils: ASTM D 2487 soil classification groups GC, SC, ML, MH, CL, CH, OL, OH, and PT, or a combination of these group symbols. 1. Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of optimum moisture content at time of compaction. D. Backfill and Fill: Satisfactory soil materials. E. Subbase: Satisfactory soils. F. Flexible Base: 1. The material for flexible base shall consist of crushed caliche (limestone, calcareous clay particles, conglomerate, gravel, or other approved granular materials) produced from oversized quarried aggregate, sized by crushing and produced from a naturally occurring single source. No blending of sources and/or additive materials will be allowed. The material source shall be subject to approval by the Engineer. If material characteristics within the approved source change, the material shall be subject to retesting and re -approval prior to continued use. The Contractor shall not change material sources without approval by the Engineer. 01258500 EARTHWORK 02300 - 3 04/04 2. Flexible base material shall conform to the following test requirements: Sieve Analysis Sieve Size 2-1/2" 1-3/4" 7/8" '/z" #4 #40 % retained 0 0-10 10-35 30-50 45-65 70-85 Atterberg Limits Material passing the No. 40 sieve shall be known as "Soil Binder" and shall meet the following requirements: Liquid Limit 45 maximum Plasticity Index 15 maximum and 3 minimum Linear Shrinkage 10 maximum Wet Ball Mill When tested in accordance with Tex- 116-E (Wet Ball Mill) the material shall have a value not to exceed 55. The percent of material passing the No. 40 sieve shall not increase by more than 25 during the test. G. Subgrade: Subgrade material for concrete or asphalt construction shall consist of suitable native soil or off site soil, free from vegetation or other objectionable matter. All unstable or objectionable material shall be removed from the subgrade and replaced with approved material. The material shall be suitable for forming a stable embankment and shall meet the following requirements: Liquid Limit 45 maximum Plasticity Index 15 maximum Linear Shrinkage 2 min — 10 max Subgrade material which does not meet the above requirements may be conditioned with lime or caliche screenings. The conditioning shall produce a uniform subgrade material which meets all of these specified subgrade requirements. 2.2 ACCESSORIES A. Warning Tape: Acid- and alkali -resistant polyethylene film warning tape manufactured for marking and identifying underground utilities uncovered during prosecution of the work, 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility; colored as follows: 1. Red: Electric. 2. Yellow: Gas and oil. 3. Orange: Telephone and other communications. 4. Blue: Water systems. 5. Green: Sewer systems. B. Warning tape to be placed within 3 feet of ground surface. 01258500 EARTHWORK 02300 - 4 04/04 i PART 3 - EXECUTION 3.1 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations. B. Protect subgrades and foundation soils against freezing temperatures or frost. C. Provide erosion -control measures to prevent erosion or displacement of soils and discharge of soil -bearing water runoff or airborne dust to adjacent properties and walkways. 3.2 EXPLOSIVES A. Explosives: Obtain written permission from authorities having jurisdiction before bringing explosives to Project site or using explosives on Project site. 1. Do not damage adjacent structures, property, or site improvements or weaken the bearing capacity of rock subgrade when using explosives. 2. Explosives shall not be used on the project except as a last resort when other construction methods have failed to perform satisfactorily. 3.3 STRIPPING OF TOPSOIL A. Topsoil will be separately excavated, stored, and used for surface finish in preparation for seeding, sodding, or other planting, only where topsoil is definitely superior for grass and plant growth as compared with the remainder of the excavated material. In general, this shall be considered as the top 3 feet of excavated material. Surface soil that is a heavy clay, predominantly sandy, or is lean in grass -and plant -growth qualities, will not be saved. The hauling, spreading, smoothing, and maintenance of the topsoil in preparation for the seeding and planting operations are generally considered under a separate section, and therefore are not considered in this specification. B. Special consideration is required for topsoil salvage in cultivated farm land. See Section 02317 — Excavation and Backfill for Utilities, and Section 02320 — Utility Backfill Materials. 3.4 FROZEN MATERIAL A. Soils shall not be placed on a foundation which contains frozen material, or which has been subjected to freeze -thaw action. This prohibition encompasses all foundation types, including the natural ground, all prepared subgrades (whether in an excavation or on an embankment) and all layers of previously placed and compacted earth fill which become the foundations for successive layers of earth fill. All material that freezes or has been subjected to freeze -thaw action during the construction work, or during periods of temporary shutdowns, such as, but not limited to, nights, holidays, weekends, winter shutdowns, or earthwork operations, shall be removed to a depth that is acceptable to the Engineer and replaced with new material. Alternatively, the material will be thawed, dried, reworked, and recompacted to the specified criteria before additional material is placed. The Engineer will determine when placement of fill or backfill shall cease due to cold weather. The Engineer may elect to use average daily air temperatures, and/or physical observation of the soils for his determination. Embankment material shall not contain frozen clumps of soil, snow, or ice. 01258500 EARTHWORK 02300 - 5 04/04 3.5 EXCAVATION FOR WALKS AND PAVEMENTS A. Excavate surfaces under walks, pavements and golf cart paths to indicated cross sections, elevations, and grades. 3.6 EXCAVATION FOR UTILITY TRENCHES A. Refer to Section 02317 — Excavation and Backfill for Utilities. 3.7 SUBGRADE PREPARATION A. Subgrade shall be prepared in conformance with the lines and grades shown on the plans, or as directed by the Engineer, by scarifying and compacting to a minimum of 95% of Standard Proctor Density at a moisture content within 2% of optimum. Subgrade shall be constructed in maximum of 6 inch lifts. The total thickness of the subgrade shall be 12 inches minimum for thoroughfares and streets greater than 36 feet in width and 6 inches minimum for all other streets, or as indicated on plan sheets. The compaction method for subgrade shall provide for each lift to be compacted to the specified density using appropriate equipment. After each section of subgrade is complete, tests will be made by Contractor with respect to moisture and density using nuclear testing equipment. At any time the Engineer may require proof rolling to test the uniformity of compaction. Any fill placed within existing or proposed street right-of-way in execution of an approved cut and fill plan shall meet these requirements for materials and construction. Subgrade not covered with base material within 7 days of completion may be subject to retesting and reprocessing as determined by the Engineer. 3.8 FLEXIBLE BASE CONSTRUCTION A. Areas behind curbs shall be backfilled and leveled with approved topsoil prior to placing base material. B. Approved flexible base material shall be hauled in vehicles of uniform capacity and dumped evenly along the project length for processing and compaction. Processing shall be accomplished in multiple lifts of 3 inches compacted thickness. Each course shall be wetted and rolled as required to produce a uniform compaction of 95% of Standard Proctor Density at a moisture content 1% to 2% below optimum. C. Completed flexible base shall be cured for at least 7 days before finishing. During the curing period the street may be opened to traffic. The base shall be maintained by blading, watering, or other methods until the wearing surface is placed. D. The compacted flexible base shall be finished and shaped immediately preceding the application of the surface treatment. All loose or unconsolidated material shall be removed and the surface moistened and rolled with a steel wheel roller. All irregularities, depressions, or weak spots which develop shall be corrected by scarifying, adding or removing material as required, reshaping, and recompacting, or other methods approved by the Engineer. E. Any deviation in the surface of the finished base in excess of 3/8 inch from the established grade or true cross-section, using a 10 foot long straight edge, shall be corrected as provided above. 01258500 EARTHWORK 02300 - 6 04/04 3.9 STORAGE OF SOIL MATERIALS A. Stockpile satisfactory excavated soil materials. Stockpile soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover or spray with dust suppressant to prevent windblown dust. 1. Stockpile soil materials away from edge of excavations. Do not store within drip line of trees. 3.10 UTILITY TRENCH BACKFILL A. Refer to Section 02317 — Excavation and Backfill for Utilities. 3.11 FILL A. Preparation: Remove vegetation, topsoil, debris, unsatisfactory soil materials, obstructions, and deleterious materials from ground surface before placing fills. B. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so d fill material will bond with existing material. C. Place and compact fill material in layers to required elevations as follows: 1. Under grass and planted areas, use satisfactory soil material. 2. Under walks and pavements, use satisfactory soil material. 3. In cultivated farm fields, see Section 02317 — Excavation and Backfill for Utilities and Section 02320 — Utility Backfill Materials. 3.12 MOISTURE CONTROL A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill layer before compaction to within 2 percent of optimum moisture content. 1. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost or ice. 2. Remove and replace, or scarify and air-dry, otherwise satisfactory soil material that exceeds optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight. 3.13 COMPACTION OF FILLS A. Place fill materials in layers not more than 6 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand -operated tampers. B. Compact soil to not less than the following percentages of maximum dry unit weight according to ASTM D 698: 1. Under walkways, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill material at 95 percent. 2. Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill material at 95 percent. 01258500 EARTHWORK 02300 - 7 04/04 3.14 TESTING A. Testing Agency: Contractor shall perform field quality control testing in conformance with Section 01400 — Quality Requirements. Owner may conduct independent testing. B. Allow testing agency to inspect and test subgrades and each fill or backfill layer. Proceed with subsequent earthwork only after test results for previously completed work comply with requirements. C. Testing agency will test compaction of soils in place according to ASTM D 1556 and ASTM D 2922, as applicable. Tests will be performed at the following locations and frequencies: 1. Paved Areas: At subgrade and at each compacted fill layer, at least one test for every 5000 sq. ft. or less of paved area, but in no case fewer than three tests. 2. Trench Backfill: Refer to Section 02317 — Excavation and Backfill for Utilities. D. When testing agency reports that subgrades, fills, or backfills have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace soil to depth required; recompact and retest until specified compaction is obtained. Contractor shall be responsible for paying for failing tests conducted by Owner. Such failing tests shall include pro-rata technician time charges, pro-rata mileage expense and other pro -rated agency charges. 3.15 GRADING A. General: Uniformly grade areas to a smooth surface free from irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated. 1. Provide a smooth transition between adjacent existing grades and new grades. 2. Cut out soft spots, fill low spots, and trim high spots to comply with required surface tolerances. B. Site Grading: Finish subgrades to required elevations within the following tolerances: 1. Lawn or Unpaved Areas: Plus or minus 1 inch. 2. Walks: Plus or minus 1 inch. 3. Pavements: Plus or minus 3/8 inch. 4. Golf Course: Match preconstruction grades and smoothness. 5. Golf Cart Path: Match preconstruction grades and smoothness. 3.16 PROTECTION A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris. B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions. 1. Scarify or remove and replace soil material to depth as directed by Engineer; reshape and recompact. C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing. 1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to the greatest extent possible. 01258500 EARTHWORK 02300 - 8 04/04 i 3.17 DISPOSAL OF SURPLUS AND WASTE MATERIALS A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off Owner's property according to Section 01576 —Waste Material Disposal. END OF SECTION 02300 01258500 EARTHWORK 02300 - 9 04/04 SECTION 02317 EXCAVATION AND BACKFILL FOR UTILITIES PART 1- GENERAL 1.1 SECTION INCLUDES A. This section of the specifications includes information on excavation, trenching, foundation, embedment, and backfill for installation of utilities, including storm sewers, manholes and other pipeline structures. 1.2 RELATED SECTIONS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specification sections apply to this section. B. Section 01400 — Quality Requirements. C. Section 01500 —Temporary Facilities and Controls. D. Section 01555 — Barricades, Signs and Traffic Handling. E. Section 02082 — Pre -cast Concrete Manholes and Vaults. F. Section 02221— Removing Existing Pavements. G. Section 02231— Tree and Plant Protection. H. Section 02240 — Dewatering. I. Section 02260 — Excavation Support and Protection. J. Section 02300 — Earthwork. K. Section 02318 - Borrow L. Section 02320 — Utility Backfill Materials. 1.3 DEFINITIONS A. Pipe Foundation: Suitable and stable native soils that are exposed at the trench subgrade after excavation to depth of bottom of the bedding as shown on the Drawings, or foundation backfill material placed and compacted in over -excavations. B. Pipe Bedding: The portion of trench backfill that extends vertically from top of foundation up to a level line at bottom of pipe, and horizontally under 1/3 of the pipe O.D. C. Haunching: The material placed on either side of pipe from the foundation to the springline of the pipe for rigid wall pipe, and horizontally from one trench sidewall to opposite sidewall, excluding the bedding section as shown on the plans. For flexible wall pipe, the haunching material extends to a minimum of 12" above the top of the pipe. D. Initial Backfill: The portion of trench backfill that extends vertically from the top of haunching or cement stabilized backfill up to a level line immediately below pavement subgrade, and horizontally from one trench sidewall to opposite sidewall. E. Pipe Embedment: The portion of trench backfill that consists of bedding, haunching and initial backfill. F. Trench Zone: The portion of trench backfill that extends vertically from top of pipe embedment up to a line immediately below pavement subgrade or up to final grade when not beneath pavement. G. Backfill: Suitable material meeting specified quality requirements, placed and compacted under controlled conditions. 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 1 04/04 H. Ground Water Control Systems: Installations external to trench, such as well points, eductors, or deep wells. Ground water control includes dewatering to lower ground water, intercepting seepage which would otherwise emerge from side or bottom of trench excavation, and depressurization to prevent failure or heaving of excavation bottom. Refer to Section 02240 - Dewatering. I. Seepage: Water intrusion from groundwater into an excavation or trench via the sidewalls and floor of the excavation or trench such that sidewall material and excavated floor material are not displaced by hydraulic pressure or flow, and the flow rate of groundwater intrusion is such that the excavation or trench will accumulate more than a 3-inch depth in the floor of the excavation or trench in a 24-hour period if not removed by pumping, bailing or other methods, or not intercepted by an external groundwater dewatering system. J. Surface Water Control: Diversion and drainage of surface water runoff and rain water away from trench excavation. Rain water and surface water accidentally entering trench shall be controlled and removed as a part of excavation drainage. K. Excavation Drainage: Removal of surface water in trench by sump pumping or other approved means. L. Trench Conditions are defined with regard to the stability of trench bottom and trench walls of pipe embedment zone. Maintain trench conditions that provide for effective placement and compaction of embedment material directly on or against undisturbed soils or foundation backfill, except where structural trench support is necessary. 1. Dry Stable Trench: Stable and substantially dry trench conditions exist in pipe embedment zone as a result of typically dry soils or achieved by ground water control (dewatering or depressurization) for trenches extending below ground water level. 2. Stable Trench with Seepage: Stable trench in which ground water seepage is controlled by excavation drainage. a. Stable Trench with Seepage in Clayey Soils: Excavation drainage is provided in lieu of or to supplement ground water control systems to control seepage and provide stable trench subgrade in predominately clayey soils prior to bedding placement. b. Stable Wet Trench in Sandy Soils: Excavation drainage is provided in the embedment zone in combination with ground water control in predominately sandy or silty soils. 3. Unstable Trench: Unstable trench conditions exist in the pipe embedment zone if ground water inflow or high water content causes soil disturbances, such as sloughing, sliding, boiling, heaving or loss of density. M. Subtrench: Subtrench is a special case of benched excavation. Subtrench excavation below trench shields or shoring installations may be used to allow placement and compaction of foundation or embedment materials directly against undisturbed soils. Depth of a subtrench depends upon trench stability and safety as determined by the Contractor. N. Trench Dam: A placement of low permeability material in pipe embedment zone or foundation to prohibit ground water flow along the trench. O. Over -Excavation and Backfill: Excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below top of foundation as shown on Drawings, and backfilled with foundation backfill material. P. Foundation Backfill Materials: Natural soil or manufactured aggregate of controlled gradation, to control drainage and material separation. Foundation backfill material is placed and compacted as backfill to provide stable support for bedding. Q. Trench Safety Systems include both protective systems and shoring systems as defined in Section 02260 — Excavation Support and Protection. 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 2 04/04 R. Trench Shield (Trench Box): A portable worker safety structure moved along the trench as work proceeds, used as a protective system and designed to withstand forces imposed on it by cave-in, thereby protecting persons within the trench. Trench shields may be stacked if so designed or placed in a series depending on depth and length of excavation to be protected. S. Shoring System: A structure that supports sides of an excavation to maintain stable soil conditions and prevent cave-ins, or to prevent movement of the ground affecting adjacent installations or improvements. 1.4 REFERENCES A. ASTM D 558 - Test Methods for Moisture -Density Relations of Soil Cement Mixtures. B. ASTM D 698 - Test Methods for Moisture -Density Relations of Soils and Soil -Aggregate Mixtures Using 5.5-1b (2.49-kg) Rammer and 12-in. (304.8-mm) Drop. C. ASTM D 1556 - Test Method for Density in Place by the Sand -Cone Method. D. ASTM D 2487 - Classification of Soils for Engineering Purposes. E. ASTM D 2922 - Test Method for Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth). F. ASTM D 3017 - Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth). G. ASTM D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. H. TxDOT Tex-101-E - Preparation of Soil and Flexible Base Materials for Testing. I. TxDOT Tex-110-E - Determination of Particle Size Analysis of Soils. J. Federal Regulations, 29 CFR Part 1926, Standards -Excavation, Occupational Safety and Health Administration (OSHA). 1.5 SCHEDULING A. Schedule work so that pipe embedment can be completed on the same day that acceptable foundation has been achieved for each section of pipe installation, manhole, or other structures. 1.6 SUBMITTALS A. Conform to Section 01330 - Submittal Procedures. B. Submit a written description for information only of the planned typical method of excavation, backfill placement and compaction, including: 1. Sequence of work and coordination of activities. 2. Selected trench widths. 3. Procedures for foundation and embedment placement, and compaction. 4. Procedure for use of trench boxes and other premanufactured systems while assuring specified compaction against undisturbed soil. C. Submit a ground and surface water control plan in accordance with requirements in this Section and Section 02240 - Dewatering. D. Submit backfill material sources and product quality information in accordance with requirements of Section 02320 - Utility Backfill Materials. E. Submit record of location of storm sewer as installed, referenced to survey control points. Include locations of utilities encountered that are not shown on drawings or rerouted for the convenience of the Contractor. Give stations, NAD 83 state plane coordinates, NAVD 88 elevations, inverts, and gradients of installed storm sewer. F. Submit field density tests of trench backfill. 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 3 04/04 G. Submit laboratory density compaction curves for each material. 1.7 TESTS A. Perform backfill material source qualification testing in accordance with requirements of Section 02320- Utility Backfill Materials. B. Perform field density tests of trench backfill representative of each 500 linear feet of trench and each one -foot of lift thickness. C. Once within pavement subgrade depth under paved areas, perform field density tests of subgrade at the frequency specified in Section 02300 — Earthwork. D. The Owner will perform his own check of field densities at random intervals at Owner's expense for passing tests. Failing tests will be charged to the Contractor. PART 2 - PRODUCTS 2.1 EQUIPMENT A. Perform excavation with hydraulic excavator or other equipment suitable for achieving the requirements of this Section. B. Use only hand -operated tamping equipment until a minimum cover of 12 inches is obtained over pipes, conduits, and ducts. Do not use heavy compacting equipment until adequate cover is attained to prevent damage to pipes, conduits, or ducts. Do not use vibratory equipment until 5 feet of cover over pipes, conduits and ducts is obtained. Do not use vibratory equipment if adjacent structures are affected. C. Use trench shields or other protective systems or shoring systems which are designed and operated to achieve placement and compaction of backfill directly against undisturbed native soil. 2.2 MATERIAL CLASSIFICATIONS A. Embedment and Trench Zone Backfill Materials: Conform to classifications and product descriptions of Section 02320 - Utility Backfill Materials. PART 3 - EXECUTION 3.1 INSTALLATION A. Install flexible pipe to conform to the trench details shown in the drawings. B. Install rigid pipe to conform with the trench details shown in the drawings. 3.2 PREPARATION A. Establish traffic control to conform with requirements of Section 01555 — Barricades, Signs and Traffic Handling and the drawings. B. Perform work to conform with applicable safety standards and regulations. Employ a trench safety system as specified in Section 02260 — Excavation Support and Protection. C. Immediately notify the agency or company owning any existing utility line which is damaged, broken, or disturbed. Obtain approval from the Owner and agency for any repairs or relocations, either temporary or permanent. 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 4 04/04 D. Remove existing pavements and structures, including sidewalks and driveways, to conform with requirements of Section 02221 - Removing Existing Pavements. E. Install and operate necessary dewatering and surface water control measures to conform with Section 02240 - Dewatering. F. Maintain permanent benchmarks, monumentation, and other reference points. Unless otherwise directed in writing, replace those which are damaged or destroyed. 3.3 PROTECTION A. Protect trees, shrubs, lawns, existing structures, and other permanent objects outside of grading limits and within the grading limits as designated on the Drawings, and in accordance with requirements of Section 02231 - Tree and Plant Protection. B. Protect and support above -grade and below -grade utilities which are to remain. C. Restore damaged permanent facilities to pre -construction conditions unless replacement or abandonment of facilities are indicated on the Drawings. D. Take measures to minimize erosion of trenches. Do not allow water to pond in trenches. Where slides, washouts, settlements, or areas with loss of density or pavement failures or potholes occur, repair, recompact, and pave those areas at no additional cost to Owner. 3.4 EXCAVATION A. Perform excavation work so that pipe, conduit, and ducts can be installed to depths and alignments shown on the Drawings. Avoid disturbing surrounding ground and existing facilities and improvements. B. Determine trench excavation widths using the following schedule as related to pipe type: Minimum Trench Maximum Trench Type Width, Feet Width, Feet Flexible Pipe O.D. + 2'-0" O.D. + 4'-0" Rigid Pipe O.D. + 2'-0" O.D. + 5'-0" In situations where benching of trench is required for lowering excavator below grade, minimum bench width should be 22'-0" to allow the excavator to make a 90' pivot unless Contractor chooses to "walk" the excavator on a ramp into and out of the trench. C. Salvage topsoil in unpaved areas for later re -introduction into surface of trench. In park, roadside ditch and golf course areas, topsoil will be considered to be the soil above the uppermost calcium carbonate caliche layer. In rangeland and cultivated farm land, topsoil shall be considered to be the uppermost five feet of soil, or less if a calcium carbonate caliche layer is encountered at less than five-foot depth. Depth of topsoil may vary. Excavate topsoil and keep separate from other excavated soil. Excavate with smooth -lip excavator bucket if necessary to avoid intermixing with caliche and undesirable soils. Stockpile topsoil separately from other excavated materials. D. Use sufficient trench width or benches above the embedment zone for installation of well point headers or manifolds and pumps where depth of trench makes it uneconomical or impractical to pump from the surface elevation. Provide sufficient space between shoring cross braces to permit equipment operations and handling of forms, pipe, embedment and backfill, and other materials. E. Upon discovery of unknown utilities, badly deteriorated utilities not designated for removal, or concealed conditions, discontinue work at that location. Notify the Engineer and obtain instructions before proceeding. 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 5 04/04 F. Shoring of Trench Walls. L.' 1. Install Special Shoring in advance of trench excavation or simultaneously with the trench excavation, so that the soils within the full height of the trench excavation walls will remain laterally supported orted at all times. ' 2. For all types of shoring, support trench walls in the pipe embedment zone throughout the installation. Provide trench wall supports sufficiently tight to prevent washing the trench wall soil out from behind the trench wall support. 3. Unless otherwise directed by the Engineer, leave sheeting driven into or below the pipe embedment zone in place to preclude loss of support of foundation and embedment materials. Leave rangers, walers, and braces in place as long as required -% to support sheeting, which has been cut off, and the trench wall in the vicinity of the pipe zone. rc 4. Employ special methods for maintaining the integrity of embedment or foundation material. Before moving supports, place and compact embedment to sufficient depths to provide protection of pipe and stability of trench walls. As supports are moved, finish placing and compacting embedment. k 5. If sheeting or other shoring is used below top of the pipe embedment zone, do not disturb pipe foundation and embedment materials by subsequent removal. Maximum thickness of removable sheeting extending into the embedment zone shall be the equivalent of a 1-inch-thick steel plate. Fill voids left on removal of supports with compacted backfill material. G. Use of Trench Shields. When a trench shield (trench box) is used as a worker safety device, the following requirements apply: 1. Make trench excavations of sufficient width to allow shield to be lifted or pulled freely, without damage to the trench sidewalls. IA 2. Move trench shields so that pipe, and backfill materials, after placement and compaction, are not damaged nor disturbed, nor the degree of compaction reduced. 3. When required, place, spread, and compact pipe foundation and bedding materials beneath the shield. For backfill above bedding, lift the shield as each layer of backfill is placed and spread. Place and compact backfill materials against undisturbed trench walls and foundation. 4. Maintain trench shield in position to allow sampling and testing to be performed in a safe manner. 5. Contractor shall provide trench shield for Owner's tests within the trench as required in paragraph 3.1 LB. 3.5 HANDLING EXCAVATED MATERIALS A. Use only excavated materials which are suitable as defined in this Section and conforming with Section 02320 - Utility Backfill Materials. Place material suitable for backfilling in stockpiles at a distance from the trench to prevent slides or cave-ins. B. When required, provide additional backfill material conforming with requirements of Section 02318 - Borrow. C. Do not place stockpiles of excess excavated materials on streets and adjacent properties. Protect excess stockpiles for use on site. Maintain site conditions in accordance with Section 01500 - Temporary Facilities and Controls. D. Protect topsoil from intermixing with undesirable materials. 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 6 04104 d_. 3.6 GROUND WATER CONTROL A. Implement ground water control according to Section 02240 - Dewatering. Provide a stable trench to allow installation in accordance with the Specifications. 3.7 TRENCH FOUNDATION A. Excavate bottom of trench to uniform grade to achieve stable trench conditions and satisfactory compaction of foundation or bedding materials. B. Install trench dams of cement stabilized backfill at every 200 ft. of trench length between manholes and between manholes and inlets as shown on plans. Do not place trench dams closer than 25 feet from manholes. 3.8 PIPE EMBEDMENT, PLACEMENT, AND COMPACTION A. Immediately prior to placement of embedment materials, the bottoms and sidewalls of trenches shall be free of loose, sloughing, caving, or otherwise unsuitable soil. B. Place embedment including bedding, haunching, and initial backfill as shown on Drawings. C. For pipe installation, manually spread embedment materials around the pipe to provide uniform bearing and side support when compacted. Do not allow materials to free -fall from heights greater than 24 inches above top of pipe. Perform placement and compaction directly against the undisturbed soils in the trench sidewalls, or against sheeting which is to remain in place. D. Do not place trench shields or shoring within height of the embedment zone unless means to maintain the density of compacted embedment material are used. If moveable supports are used in embedment zone, lift the supports incrementally to allow placement and compaction of the material against undisturbed soil. E. Do not damage coatings or wrappings of pipes during backfilling and compacting operations. When embedding coated or wrapped pipes, do not use crushed stone or other sharp, angular aggregates. F. Place haunching material manually around the pipe and compact it to provide uniform bearing and side support. If necessary, hold small -diameter or lightweight pipe in place with sand bags or other suitable means during compaction of haunch areas and placement beside the pipe. Remove sandbags and other suitable means prior to backfilling where these items are located. G. Shovel in -place and compact embedment material using pneumatic tampers in restricted areas, and vibratory -plate compactors or engine -powered jumping jacks in unrestricted areas. Compact each lift before proceeding with placement of next lift. Water tamping and water jetting are not allowed. H. For cement stabilized backfill, vibrate with concrete vibrator to consolidate material under haunches. Use minimum two-inch diameter vibrator, vibrate backfill continuously along entire length of pipe leaving no unconsolidated lengths or areas. If compaction is required to fill all voids with cement stabilized backfill, then hand operated tampers may be used. 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 7 04/04 r-, z 3.9 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION A. Place backfill for pipe or conduits and restore surface as soon as practicable. Leave only the minimum length of trench open as necessary for construction. Maximum allowed open trench is limited to 200 feet unless otherwise approved by the Owner. Maximum unrepaired pavement surface shall be limited to 4 city blocks (approximately 2,640 feet), where a "block" is taken as the maximum dimension of 660 feet. B. Where damage to completed pipe installation work is likely to result from withdrawal of sheeting, leave the sheeting in place. Cut off sheeting 1.5 feet or more above the crown of the pipe. Remove trench supports within 5 feet from the ground surface. C. Place trench zone backfill in lifts and compact by methods selected by the Contractor. Fully compact each lift before placement of the next lift. 1. Cement Stabilized Backfill/Lean Concrete Backfill a. Place in depths as shown on plans. b. Use vibratory equipment to ensure placement under the haunches of the pipe. C. Backfilling of the remaining trench depth after cement stabilized backfill has been placed shall not commence until the in -place cement stabilized backfill has attained a penetration resistance reading of at least 30 when measured with a soil penetrometer according to ASTM D 1558 and using a one -tenth square -inch needle. This equates to a penetration resistance of approximately 300 pounds per square inch. This is not a strength requirement for the cement stabilized backfill, but a measure of the degree of curing of the cement stabilized backfill. After a penetrometer reading of 30 is obtained on the cement stabilized backfill, then compacted backfill operations may commence. The Contractor shall furnish and have on site a calibrated ASTM D 1558 soil penetrometer with one -tenth square -inch needle. The Contractor shall take no less than four penetrometer readings, equally spaced on both sides of the pipe (8 readings total) in accordance with ASTM D 1558, for each day's trench length that is planned for controlled density backfill operations. Such readings shall be taken prior to commencing backfill operations. 2. Pea Gravel a. Place in depths as shown on plans. b. Use vibratory equipment or shovel -slicing to ensure placement under the haunches of the pipe. 3. Native Material/Borrow Material a. Maximum lift thickness determined by Contractor to achieve uniform placement and required compaction, but not exceeding 6 inches. b. Compaction by trench sheep's foot or by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698. Use of vibratory equipment limited as specified in paragraph 2.1.B. C. Moisture content within 2% of optimum determined according to ASTM D 698. 4. Topsoil a. Maximum lift thickness determined by Contractor to achieve uniform placement and required compaction, but not exceeding 6 inches. b. Compaction by sheep's foot, by steel wheel roller or by vibratory equipment to a minimum of 95 percent of the maximum dry density determined r according to ASTM D 698. Use of vibratory equipment limited as specified in paragraph 2.1.B. C. Moisture content within 2% of optimum determined according to ASTM D 698. 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 8 04/04 1 5. Bedding Material a. Sand bedding shall be loosely placed in trench as shown on drawings. 3.10 MANHOLES, JUNCTION BOXES, AND OTHER PIPELINE STRUCTURES A. Meet the requirements of adjoining utility installations for backfill of pipeline structures, as shown on the Drawings. 3.11 FIELD QUALITY CONTROL A. Test for material source qualifications as defined in Section 02320 - Utility Backfill Materials. B. Provide excavation and trench safety systems at locations and to depths required for testing and retesting during construction at no additional cost to Owner. C. Tests will be performed by Contractor on a minimum of three different samples of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics, in accordance with Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is a noticeable change in material gradation or plasticity. D. At least three tests for moisture -density relationships will be performed initially for backfill materials in accordance with ASTM D 698. Additional moisture -density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity. E. In -place density tests of compacted pipe foundation, embedment and trench zone backfill soil materials will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions. 1. A minimum of one test for every 500 linear feet of compacted trench zone backfill material for each 12 inches of backfill. 2. Density tests will be distributed among the placement areas. Placement areas are: foundation, bedding, haunching, initial backfill and trench zone. 3. The number of tests will be increased if inspection determines that soil type or moisture content are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density, as specified. 4. Density tests may be performed at various depths below the fill surface by pit excavation. Material in previously placed lifts may therefore be subject to acceptance/rejection. 5. Two verification tests will be performed adjacent to in -place tests showing density less than the acceptance criteria. Placement will be rejected unless both verification tests show acceptable results. 6. Recompacted placement will be retested at the same frequency as the first test series, including verification tests. F. Recondition, recompact, and retest at Contractor's expense if tests indicate Work does not meet specified compaction requirements. For hardened cement stabilized backfill with nonconforming density, core and test for compressive strength at Contractor's expense. G. Acceptability of crushed rock compaction will be determined by inspection. 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 9 04/04 3.12 DISPOSAL OF EXCESS MATERIAL A. Dispose of excess materials in accordance with requirements of Section 01576 - Waste Material Disposal END OF SECTION 02317 01258500 EXCAVATION AND BACKFILL FOR UTILITIES 02317 - 10 04/04 j ` SECTION 02318 BORROW PART 1. GENERAL 1.1 SECTION INCLUDES t i A. This portion of the specifications shall consist of the removal and proper utilization of materials secured from sources obtained by the contractor and approved by the Engineer. 1.2 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specification sections apply to this section. B. Related Sections include the following: 1. Section 01400 — Quality Requirements. 2. Section 02300 - Earthwork. 3. Section 02317 - Excavation and Backfill for Utilities. 4. Section 02260 - Excavation Support and Protection. 5. Section 02920 - Lawns and Grasses. 1.3 REFERENCES AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM C 136 (2001) Sieve Analysis of Fine and Coarse Aggregates ASTM D 422 (1963; R 2002) Particle -Size Analysis of Soils ASTM D 698 (2000a) Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft3) ASTM D 1140 (2000) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve s ASTM D 1556 (2000) Density and Unit Weight of Soil in Place by the Sand - Cone Method ASTM D 2487 (2000) Classification of Soils for Engineering Purposes (Unified Soil Classification System) ASTM D 2922 (2001) Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth) ASTM D 3017 (2001) Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) ASTM D 4318 (2000) Liquid Limit, Plastic Limit, and Plasticity Index of Soils 01258500 BORROW 02318 - 1 04/04 1.4 DEFINITIONS A. Refer to Section 02300 — Earthwork and Section 02317 — Excavation and Backfill for Utilities. 1.5 SUBMITTALS A. Material Reports I. Classification according to ASTM D 2487 of borrow soil material. 2. Laboratory compaction curve according to ASTM D 698 for borrow soil material. PART 2 - PRODUCTS 2.1 MATERIALS A. Class A (Select Borrow): This material shall consist of sand or other suitable granular material, free from vegetation or other objectionable matter and reasonably free from lumps of earth, and when tested by ASTM laboratory methods, shall meet the following requirements: 1. The liquid limits shall not exceed 45. 2. The plasticity index shall not be less than 4 nor more than 15. B. Class B: This material shall consist of suitable non -swelling (soils with a plasticity index less than 20) earth material such as loam, clay or other such materials that will form a stable embankment. C. Topsoil: This material shall consist of approved topsoil material and shall be clean, friable soil capable of supporting plant life. This material shall also be free of stones and all other debris. Topsoil for a particular location shall closely match the original topsoil removed from that particular location in terms of color, Atterberg limits and texture. PART 3 - EXECUTION 3.1 METHODS OF CONSTRUCTION A. Prior to commencing this work, all erosion control and environmental measures required shall be in place. B. Use all suitable materials removed from excavation insofar as practicable. C. All complicated excavation grade work shall conform to the established alignment, grades, and cross-section required of the Contractor by the borrow pit owner. D. Contractor shall arrange for borrow from one of the following sources: 1. Existing borrow pit. 2. New borrow pit. 3. Surplus excavated material from a site which has a site development permit. 4. Borrow from an existing playa lake. If this playa lake is located within the Lubbock ETJ a cut and fill plan will be required and must be approved prior to any excavation. E. Contractor shall notify Engineer 3 weeks prior to opening pit to permit necessary testing for approval of materials. All borrow sites shall comply with the requirements of the permit. 01258500 BORROW 02318 - 2 04/04 ': f F. During construction, keep borrow sources drained insofar as practicable to permit final cross sections to be taken, when required. G. Maintain borrow sites to minimize the impact on the appearance of the natural topographic features and at no time create a potential hazard to the public. 01258500 04/04 END OF SECTION 02318 BORROW 02318-3 No Text SECTION 02320 UTILITY BACKFILL MATERIALS PART 1- GENERAL 1.1 SECTION INCLUDES A. This Section of the specifications covers materials related to the backfill of utilities. Included are the following: 1. "Concrete" sand. 2. Cement stabilized backfll. 3. Lean concrete backfll. 4. Native soil materials. 5. Topsoil. 6. Borrow material. 7. Pea Gravel. 1.2 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specifications, apply to this section. B. Section 02300 — Earthwork. C. Section 02317 — Excavation and Backfill for Utilities. D. Section 02318 —Borrow. 1.3 DEFINITIONS A. Refer to Section 02317 — Excavation and Backfill for Utilities. 1.4 REFERENCES A. ASTM C 33 - Specification for Concrete Aggregate. B. ASTM C 40 - Test Method for Organic Impurities in Fine Aggregates for Concrete. C. ASTM C 123 - Test Method for Lightweight Pieces in Aggregate. D. ASTM C 131 - Test Method for Resistance to Degradation of Small -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. E. ASTM C 136 - Test Method for Sieve Analysis of Fine and Coarse Aggregates. F. ASTM C 142 - Test Method for Clay Lumps and Friable Particles in Aggregates. G. ASTM D 698 — Test Method for Laboratory Compaction Characteristics of Soil Using - Standard Effort (12,400 ft-lb/ft3). H. ASTM D 1140 - Test Method for Amount of Materials in Soils Finer Than No. 200 Sieve. I. ASTM D 2487 - Classification of Soils for Engineering Purposes (Unified Soil Classification System). J. ASTM D 2488 - Standard Practice for Description and Identification of Soils (Visual -Manual Procedure). K. ASTM D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. L. ASTM D 4643 - Method for Determination of Water (Moisture) Content of Soil by the M. Microwave Oven Method. TxDOT Tex-101-E Preparation Soil Flexible Base Materials for Testing. - of and 01258500 UTILITY BACKFILL MATERIALS 02320 - 1 04/04 N. TxDOT Tex- 104-E - Test Method for Determination of Liquid Limit of Soils (Part 1) O. TxDOT Tex-106-E - Test Method - Methods of Calculating Plasticity Index of Soils. P. TxDOT Tex-110-E - Determination of Particle Size Analysis of Soils. 1.5 SUBMITTALS A. Conform to requirements of Section 01330 - Submittal Procedures. B. Submit a description of source, material classification and product description, production method, and application of backfill materials. C. Submit test results for samples of off -site backfill materials to comply with Paragraph 2.2, Materials Testing and Section 02318 - Borrow. D. Before stockpiling materials, submit a copy of temporary easement or approval from landowner for stockpiling backfill material on private property. E. For each delivery of material, provide a delivery ticket which includes source location. 1.6 TESTS A. Perform tests of sources for off -site backfill material in accordance with Paragraph 2.2 and Section 02318 - Borrow. B. Verification tests of backfill materials may be performed by the Owner, at Owner's expense; however, failing tests will be charged to the Contractor and deducted from Contractor's progress payments. PART 2 - PRODUCTS 2.1 MATERIAL DESCRIPTIONS A. "Concrete" Sand 1. Coarse -grained, well -graded, sand (natural, manufactured, or a combination of both) conforming to requirements of ASTM C33. 2. Gradation shall conform to ASTM C136 and the following limits. SIEVE PERCENT PASSING 3/8" 100 No. 4 95 to 100 No. 8 80 to 100 No. 16 50 to 85 No. 30 25 to 60 No. 50 10 to 30 No. 100 2 to 10 01258500 UTILITY BACKFILL MATERIALS 02320 - 2 04/04 G B. Cement Stabilized Backfill 1. Cement content 2 sack mix per cubic yard. 2. Water —to -cement ratio = .6 to 0.75 with slump not to exceed three (3) inches. 3. Maximum aggregate size shall not exceed 1.5-inch diameter for backfilling pipe sizes 48 inches and greater in diameter. 4. Maximum aggregate size shall not exceed one -inch diameter for backfilling pipe sizes less than 48 inches in diameter. C. Lean Concrete Backfill 1. Cement content 4 sack mix per cubic yard. 2. Water/cement ratio = .53. D. Native Soil Material for Backfill 1. Provide backfill material that is free of stones greater than 6 inches, free of roots, waste, debris, trash, organic material, unstable material, non -soil matter, hydrocarbon or other contamination. E. Topsoil 1. Provide topsoil material that is free of stones greater than 1-inch, free of roots, waste, trash, debris, organic material, unstable material, non -soil matter, hydrocarbon or other contamination. Cultivated farm land topsoil shall be free of rocks. 2. Surface should be made clear of rock and other debris before planting in accordance with Section 02920 — Lawns and Grasses. 3. Use topsoil material salvaged under Section 02317 — Excavation and Backfill for Utilities of excavated material for topsoil backfill. This material shall be set aside to prevent mixing with other excavated material. Topsoil is only required in non -paved areas. F. Borrow 1. Refer to Section 02318 — Borrow. 2. Use Class A borrow under roadways and Class B elsewhere as specified in Section 02318 — Borrow. Pea Gravel 1. Pea gravel shall be free of waste, trash, debris, organic material, unstable material, or other non -gravel matter. 2. Pea gravel shall be graded within the following limits: SIEVE PERCENT PASSING 1/z" 100 3/8" 85 to 100 No. 4 10 to 30 No. 8 0 to 10 No. 16 0 to 5 H. It is the intent that materials excavated from trench or cut and cover operations be used as backfill in the same general open cut location. There is not a specification limit on liquid limit, plastic limit or plasticity index for native materials removed from a trench and then used as backfill in that same trench. Native backfill materials shall meet the requirements of paragraph 2.1.D. Where material must be imported to bring a trench to grade, then the 01258500 UTILITY BACKFILL MATERIALS 02320 - 3 04/04 r_.., material requirements of paragraph 2.1.F.2 shall be followed. Where street flexible base is involved, the flexible base shall meet the requirements of Section 02300. T Where cuttings or spoil from excavation operations have been mixed with carrier fluids that contain additives (such as those by Baroid Drilling Fluids, Cetco, Cross Tech, Federal Summit Drilling Fluids, Kem-Tron, Parchem, Polymer Drilling Systems, Wyo-Ben, and others), such cuttings or spoil shall be considered as unsuitable for backfill and shall not be used for backfill. Where cuttings or spoil have been mixed with water only, such cuttings or spoil may be used for backfill provided the material's water content can be satisfactorily reduced to optimum and specified compaction density can be achieved. 2.2 MATERIAL TESTING A. Ensure that material selected, produced and delivered to the project meets applicable specifications and is of sufficiently uniform properties to allow practical construction and quality control. B. Source or Supplier Qualification. Perform testing, or obtain representative tests by suppliers, for selection of material sources and products. Provide test results for a minimum of three samples for each source and material type. Tests samples of processed materials from current production representing material to be delivered. Tests shall verify that the materials meet specification requirements. Repeat qualification test procedures each time the source characteristic changes or there is a planned change in source location or supplier. Qualification tests shall include, as applicable: 1. Gradation. Complete sieve analyses shall be reported regardless of the specified control sieves. The range of sieves shall be from the largest particle through the No. 200 sieve. 2. Plasticity of material passing the No. 40 sieve. 3. Los Angeles abrasion wear of material retained on the No. 4 sieve. 4. Clay lumps. 5. Lightweight pieces 6. Organic impurities C. Production Testing. Provide reports to the Engineer from an independent testing laboratory that backfill materials to be placed in the Work meet applicable specification requirements. D. Assist the Engineer in obtaining material samples for verification testing at the source or at the production plant. E. Native material requires testing only when questionable material is encountered. PART 3 - EXECUTION 3.1 SOURCES A. Use of material encountered in the trench excavations is acceptable, provided applicable specification requirements are satisfied. If excavation material is not acceptable, provide from other approved source. Top 3 feet of excavated material shall be used as topsoil. B. Identify off -site sources for backfill materials at least 21 days ahead of intended use so that ' the Engineer may obtain samples for verification testing. C. Obtain approval for each material source by the Engineer before delivery is started. If t sources previously approved do not produce uniform and satisfactory products, furnish materials from other approved sources. Materials may be subjected to inspection or additional verification testing after delivery. Materials which do not meet the requirements 01258500 UTILITY BACKFILL MATERIALS 02320 - 4 04/04 of the specifications will be rejected. Do not use material which, after approval, has become unsuitable for use due to segregation, mixing with other materials, or by contamination. Once a material is approved by the Engineer, expense for sampling and testing required to change to a different material will be at the Contractor's expense with no additional cost to the Owner. 3.2 MATERIAL HANDLING A. Establish temporary stockpile locations for practical material handling and control, and verification testing by the Engineer in advance of final placement. Obtain approval from landowner for storage of backfill material on adjacent private property. B. When stockpiling backfill material near the project site, use appropriate covers to eliminate blowing of materials into adjacent areas and prevent runoff containing sediments from entering the drainage system. C. Cement stabilized backfill and lean concrete backfill shall be consolidated upon placement by using concrete vibrators to ensure filling of voids, filling around and under haunches of pipe and filling of spaces between corrugations. Vibration shall not be applied to the utility pipe itself. D. Pea gravel shall be consolidated upon placement by using rodding or pneumatic vibratory methods. Shovel slicing shall be used as necessary to ensure filling of voids, filling around and under haunches of pipe and filling of spaces. 3.3 FIELD QUALITY CONTROL A. Quality Control 1. The Engineer may sample and test backfill at: a. Sources including borrow pits, production plants and Contractor's designated off -site stockpiles. b. On -site stockpiles. C. Materials placed in the Work. 2. The Engineer may resample material at any stage of work or location if changes in characteristics are apparent. B. Production Verification Testing: The Owner's testing laboratory will provide verification testing on backfill materials, as directed by the Engineer. Samples may be taken at the source or at the production plant, as applicable. Contractor shall cooperate with Owner and Engineer in allowing access to materials. END OF SECTION 02320 01258500 UTILITY BACKFILL MATERIALS 02320 - 5 04/04 ...._.._.. , ;-.. .._.. ..,...... ten_......, .,�........—� .,......,.�.,, r---,..._..� r,,....,�,......, �.,..,,.M,,. ,� a,�.,,..:,.,.,,.,,� �....,� �,.� Q� .._..,.�._.H .--.,,.-,-,, I SECTION 02371 RIPRAP PROTECTION PART1-GENERAL 1.1 SECTION INCLUDES A. The work shall consist of the construction of loose rock riprap revetments and blankets, including geotextile filter layers or bedding where specified or indicated. 1.2 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specification sections apply to this section. B. Section 01400 — Quality Requirements. C. Section 02300 — Earthwork. D. Section 02317 — Excavation and Backfill for Utilities. E. Section 02318 — Borrow. F. Section 02320 — Utility Backfill Materials. 1.3 SUBMITTALS A. Provide gradation curves for riprap to be used prior to any rock delivery. B. Laboratory test results for bulk specific gravity, absorption and sodium sulfate soundness at least 30 days prior to delivery of any rock. C. Name and location of rock source. D. Submit a sample of filter cloth and manufacturer's certification that it meets the requirements of this specification. 1.4 REFERENCES AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM C 88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate. ASTM C 127 Standard Test Method for Specific Gravity and Absorption of Course Aggregate (as modified in this specification section). ASTM D 3786 Hydraulic Bursting Strength of Knitted Goods and Nonwoven Fabrics: Diaphragm Bursting Strength Tester Method. ASTM D 4354 Sampling of Geosynthetics for Testing. ASTM D 4355 Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water (Xenon -Arc Type Apparatus). ASTM D 4491 Water Permeability of Geotextiles by Permittivity. 01258500 RIPRAP PROTECTION 02371 - 1 04/04 ASTM D 4533 Trapezoid Tearing Strength of Geotextiles. ASTM D 4632 Grab Breaking Load and Elongation of Geotextiles. ASTM D 4751 Determining Apparent Opening Size of a Geotextile. ASTM D 4759 Determining the Specification Conformance of Geosynthetics. ASTM D 4833 Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products. ASTM D 4873 Identification, Storage, and Handling of Geosynthetic Rolls. TEX 735-I Sampling Construction Fabrics. TEX 616-J Testing Construction Fabrics. PART 2 - PRODUCTS 2.1 MATERIALS A. Rock for loose rock riprap shall conform to the requirements of the U.S. Army Corps of Engineer's Lower Mississippi Valley Division standard riprap gradations under high turbulent flow. Specific weight of the stone shall be 155 lbs per cubic foot and the rock shall be placed in a 24" layer thickness. Percent Lighter By Weight Gradation Range (Pounds) Equivalent Spherical Size (Inches) 100% 200-80 16-12 50% 80-40 12-9 15% 40-10 9-6 B. Rock from designated sources shall be excavated, selected and handled as necessary to meet the quality and grading requirements of this specification. The rock shall conform to the specified grading limits when installed. C. Rock riprap shall be excavated, selected, and handled as necessary to meet the quality and grading requirements specified. Individual rock fragments shall be dense, sound and free from cracks, seams and other defects conducive to accelerated weathering. The rock fragments shall be angular to subrounded in shape. The least dimension of an individual rock fragment shall not be less than one-third the greatest dimension of the fragment. D. Rock riprap shall have the following properties: 1. Bulk specific gravity (saturated surface -dry basis) not less than 2.5 when tested in accordance with ASTM C 127. 2. Absorption not more than two percent when tested in accordance with ASTM C 127. 01258500 RIPRAP PROTECTION 02371 - 2 04/04 3. Weight loss in five cycles not more than 10 percent when sodium sulfate is used or 15 percent when magnesium sulfate is used when tested in accordance with ASTM C 88 modified as follows: a. The test sample shall not be separated into fractions. It shall consist of 5,000 +/- 300 grams of rock fragments, reasonably uniform in size and shape and weighing approximately 100 grams each, obtained by breaking the rock and selecting fragments of the required size. b. After the sample has been dried, following completion of the final test cycle and washing to remove the sodium sulfate or magnesium sulfate, the loss of weight shall be determined by subtracting from the original weight of the sample the final weight of all fragments that have not broken into three or more pieces. C. The report shall show the percentage loss of weight, list the sulfate solution used, and list the results of the qualitative examination. E. Geotextile 1. Geotextile shall conform to Texas Department of Transportation Geotextile Performance Requirements (Type 2) and shall be of type Maccaferri Mactex MX295 non -woven, or approved equal, typical equivalent sieve opening equal to 100. 2. The fabric shall be constructed exclusively of manmade thermoplastic fibers; shall be a non -woven geotextile fabric, and shall form a mat of uniform quality. 3. Fabric fibers may be continuous and oriented in a random pattern throughout the fabric. 4. The fabric shall be mildew resistant, rot -proof and shall be satisfactory for use in a wet soil and aggregate environment. 5. Packaging Requirements a. The fabric shall be packaged in rolls of the length and width specified. b. The fabric itself shall be uniformly wound onto suitable cylindrical forms or cores to aid in handling and unrolling. C. Each roll of fabric and the form or core upon which it is rolled shall be packaged individually in a suitable sheath, wrapper or container to help protect the geotextile from damage due to ultraviolet light and moisture - during normal storage and handling. 6. Tagging or Labeling a. Each roll shall be identified by a tag or label securely affixed to the outside of the roll on one end. This tag or label must list the following required information (examples of each are shown in parentheses): ' 1) A unique roll number, serially designated (Roll No. 31275). 2) Manufacturer's lot number or control numbers, if any (Lot 290, control 6750). 3) Name of fabric manufacturer (Afghan Fabrics). 4) Date of Manufacture (Jan. 16, 1987). 5) Brand name of the product ("Fabriweld"). 6) Manufacturer's style or catalog designation of the fabric, if any ("300-X"). 7) Roll width in millimeters (inches) (Width — 3810 millimeters [150 inches]). 8) Roll length in meters (yards) (Length — 91 meters [100 yards]). 9) Gross weight in kilograms (pounds) of entire package which is to include fabric core, wrapping and sheath or container identification tag, etc. (Gross — 67.00 kilograms [147 pounds]). 01258500 RIPRAP PROTECTION 02371 - 3 04/04 1 F G. 10) Tare weight in kilograms (pounds) of core, wrapping, sheath or container identification tag, etc. (Tare — 8.20 kilograms [18 pounds]). 11) Net weight in kilograms (pounds) of fabric alone (Net Weight — 59.0 kilograms [129 pounds]). Bedding shall be obtained from the designated sources and shall be selected to meet the quality and grading requirements of this specification. At least 30 days prior to changing source of approved rock riprap, the Contractor shall notify the Engineer in writing of the new sources from which he intends to obtain the material. The Contractor shall submit the gradation, tests and source name and location required in paragraph 1.3 and receive Engineer's approval prior to delivery of any material from the new source. Failure to obtain approval will result in rejection of the source and any material delivered. PART 3 - EXECUTION 3.1 SUBGRADE PREPARATION A. The subgrade surfaces on which the riprap and filter fabric are to be placed shall be cut or filled and graded to the lines and grades shown on the drawings. When fill to subgrade lines is required, it shall consist of approved materials and shall conform to the requirements of the specified class of fill. Subgrade shall be compacted to 95% density, according to ASTM D698, for a depth of six inches. B. Riprap shall not be placed until the foundation preparation is completed and the subgrade surfaces have been inspected and approved by the Engineer. 3.2 ROCK RIPRAP SAMPLE A. Prior to delivery of rock riprap for incorporation into the proposed works of improvement, the Contractor shall provide a sample load of rock weighing at least ten tons from the rock source and in the gradation specified. This rock sample shall be deposited on the construction or stockpile site at a location designated by the Engineer, and maintained at this location until the Engineer releases it for inclusion into construction. This sample shall be used as a source of reference for judging the gradation of the riprap being delivered to the project. Any difference of opinion between the Engineer and the Contractor concerning gradation of the riprap being delivered to the project shall be resolved by dumping and checking the gradation of one random truck load of riprap. In the event such additional checking procedure becomes necessary, the mechanical equipment, preparation of a sorting site, and labor needed to prove the gradation by weighing shall be provided by the Contractor at no additional compensation. If, at the time the rock is delivered to the construction site, separation or segregation of the smaller rock fraction from the larger rock fraction has occurred, the rock shall be reworked as necessary to insure a reasonably uniform distribution of the various rock sizes prior to placement of the rock. Due care shall be exercised during this reworking operation (if required) to prevent inclusion of earth or other undesirable materials in the riprap. Near the end of the placement of rock riprap on the project, the sample load of rock may be incorporated into the proposed works of improvement at the riprap locations indicated once the Engineer has released it. Due care shall be exercised to prevent the inclusion of earth or other undesirable materials in the riprap. 01258500 RIPRAP PROTECTION 02371 - 4 04/04 3.3 EQUIPMENT -PLACED ROCK RIPRAP A. The rock shall be placed by equipment on the surfaces and to the depths specified. The riprap shall be constructed to the full course thickness in one operation and in such a manner as to avoid serious displacement of the underlying materials. The rock shall be delivered and placed in a manner that will insure that the riprap in place shall be reasonably homogeneous with the larger rocks uniformly distributed and firmly in contact one to another with the smaller rocks and spalls filling the voids between the larger rocks. B. Riprap shall be placed in a manner to prevent damage to structures. Hand placing will be required to the extent necessary to prevent damage to the permanent works and achieve uniform distribution of the rock's gradation. C. Riprap shall be placed in such a manner that the underlying geotextile is not punctured or otherwise damaged or displaced. D. The uppermost surface of the riprap layer will be comprised mostly of the largest, heaviest rock to discourage vandalism associated with the smaller, hand -movable rock. 3.4 HAND -PLACED RIPRAP A. The rock shall be placed by hand on the surfaces and to the depths specified. It shall be securely bedded with the larger rocks firmly in contact one to another. Spaces between the larger rocks shall be filled with smaller rocks and spalls. Smaller rocks shall not be grouped as a substitute for larger rock. Flat slab rock shall be laid on edge. B. Hand -placed riprap shall be placed in such a manner that the underlying geotextile is not punctured or otherwise damaged or displaced. C. The uppermost surface of the riprap layer will be comprised mostly of the largest, heaviest rock to discourage vandalism associated with the smaller, hand -movable rock. 3.5 GEOTEXTILE A. Where the drawings specify geotextile, the filter material shall be spread uniformly on the prepared subgrade surfaces. B. Sampling and Testing Requirements 1. Samples for testing purposes shall be taken in accordance with Test Method "Tex-735-I, Sampling Construction Fabrics." 2. Testing shall be in accordance with the appropriate ASTM or Test Method "Tex-616-J, Testing Construction Fabrics." C. Basis for Rejection 1. Should any individual sample selected at random from 100 rolls, or fraction thereof, fail to meet any specification requirement, then that roll shall be rejected and two (2) additional samples shall be taken, one (1) from each of two (2) other additional rolls selected at random from the same 100-roll lot, or fraction thereof. 2. If either of these two (2) additional samples fail to comply with any portion of the specification, then the entire quantity of rolls represented by that sample shall be rejected. D. Installation 1. Subgrade Preparation: The surface underlying the geotextile shall be smooth and free of ruts or protrusions which could damage the geotextile. Subgrade materials and compaction requirements shall be in accordance with Section 02300 - Earthwork. 01258500 RIPRAP PROTECTION 02371 - 5 04/04 2. Placement: The Contractor shall request the presence of the Engineer during is handling and installation. Geotextile rolls which are damaged or contain , imperfections shall be repaired or replaced as directed. The geotextile shall be laid flat and smooth so that it is in direct contact with the subgrade. The geotextile shall also be free of tensile stresses, folds, and wrinkles. On slopes greater than 5 horizontal on 1 vertical, the geotextile shall be laid with the machine direction of the fabric parallel to the slope direction. 3. Geotextile panels shall be continuously overlapped a minimum of 12 inches. Where it is required that seams be oriented across the slope, the upper panel shall be lapped over the lower panel. The Contractor has the option of field sewing instead of t overlapping. 4. All filter cloth/concrete interfaces shall be made secure with adhesive. The adhesive shall not be injurious to either the concrete surface or the geotextile, and shall be s continuous throughout the interface both horizontally and vertically. 5. Seams shall be continuously sewn at the locations shown on the drawings. A flat seam with one row of a two -thread chain stitch shall be used unless otherwise recommended by the manufacturer. The minimum distance from the geotextile edge to the stitch line nearest to that edge shall be 3 inches unless otherwise recommended by the manufacturer. Quality assurance samples shall be taken at the request of the Engineer. The thread at the end of each seam run shall be tied off to prevent unraveling. Seams shall be on the top side of the geotextile to allow inspection. Skipped discontinuities be line stitches or shall sewn with an extra of stitching with a minimum of 18 inches of overlap. 1 6. The geotextile shall be protected during installation from clogging, tears, and other damage. Damaged geotextile shall be repaired or replaced as directed. Adequate U, ballast (e.g. sand bags) shall be used to prevent uplift by wind. The geotextile shall not be left uncovered for more than 14 days during installation. 7. Geotextile damaged during installation shall be repaired by placing a patch of the same type of geotextile which extends a minimum of 12 inches beyond the edge of the damage or defect. Patches shall be continuously fastened using a sewn seam or other approved method. The machine direction of the patch shall be aligned with the machine direction of the geotextile being repaired. Geotextile which cannot be �d repaired shall be replaced. 8. Geotextile shall not be covered prior to approval by the Engineer. The Contractor shall request the presence of the Engineer during covering of the geotextile. On side slopes, riprap shall be placed from the bottom of the slope upward. No equipment' shall be operated directly on top of the geotextile. Low ground pressure vehicles (all terrain vehicles (ATVs)) may be operated directly on top of the geotextile if approved by the Engineer. If ATVs are allowed to operate on top of the geotextile, they shall move at a rate of speed not exceeding 8 km/hour, travel in straight lines or large arcs, not start or brake abruptly, and not turn sharply. Refueling of ATVs shall not be performed on top of the geotextile. ?_ 3.6 TESTING A. The Contractor will perform such tests as deemed necessary to verify that the riprap, filter, and bedding materials and the completed work meet the requirements of the specifications. The Owner may perform confirmation tests. These confirmation tests are not intended to '. provide the Contractor with the information he needs to assure that the materials and workmanship meet the requirements of the specifications, and their performance will not relieve the Contractor of the responsibility of performing his own tests for that purpose. 01258500 RIPRAP PROTECTION 02371 - 6 04/04 r The Contractor shall provide access to the materials so that the Owner may take samples for testing purposes. 1'j END OF SECTION 02371 01258500 RIPRAP PROTECTION 02371 - 7 04/04 it] SECTION 02425 TUNNEL EXCAVATION AND PRIMARY LINER PART 1 - GENERAL 1.1 SECTION INCLUDES A. Tunnel construction by placement of a primary liner for installation of storm sewer pipe using a 2-pass method. Placement of the storm sewer pipe inside the tunnel constructed with a primary liner shall be in accordance with Section 02426 — Storm Sewer Pipe in Tunnels. B. Various construction methods for tunneling, including tunnel boring machine (TBM), hand tunneling, or shield. Liners include rib and lagging, steel liner plate, bolted steel liner, box tunnels, and segmented concrete. Liners may be expanded or grouted. Circular liners under railway right-of-way shall be 2-flange or 4-flange steel liner plate, and grouted in place. C. Contractor shall install liner types specified or as shown on the Drawings. Where not otherwise indicated, Contractor shall use techniques and liner methods appropriate for the prevailing ground conditions. 1.2 REFERENCE STANDARDS A. American Association of State Highway and Transportation Officials (AASHTO). B. American Railway Engineering Association (AREA) Manual for Railway Engineering. C. American Society for Testing and Materials (ASTM). 1. ASTM A 36 - Standard Specifications for Structural Steel. 2. ASTM A 283 - Standard Specifications for Low and Intermediate Tensile Strength Carbon Steel Plates. 3. ASTM A 307 - Standard Specifications for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength. 4. NFPA 70 — National Electrical Code D. Occupational Safety and Health Administration (OSHA). 1.3 DEFINITION A. Primary liner is the first tunnel support installed by the Contractor in a 2-pass method. B. Carrier pipe is the storm sewer pipe as specified in Section 02426 — Storm Sewer Pipe in Tunnels. C. Zone of Active Excavation. Area located within a radial distance about a surface point directly above the face of excavation equal to the depth to the bottom of excavation. D. Critical Structure. Any building, structure, bridge, pier, or similar construction partially or entirely located within a zone of active excavation. E. Tunnel Boring Machine (TBM). Mechanized and fully shielded excavating equipment that is steerable, guided and articulated, with man entry. F. Tunneling Methodology. A written description, together with supporting documentation that defines Contractor's plans and procedures for the tunneling operations. 01258500 TUNNEL EXCAVATION AND PRIMARY LINER 02425 - 1 04/04 G. Shield. Fabricated ground support, circular in section, providing a 360 degree protection to those working in it. Shield will have a cutting edge, and be equipped with independently operated hydraulic propulsion rams, allowing it to be steered. Liner is erected within a tail attached to the shield. H. Open Face. The face of a heading or tunnel which is unsupported during excavation (e.g., in hand mining or shield excavation). I. Closed Face. The face of a heading or tunnel which is provided support during the excavation process from a TBM, where the cutter head allows both partial exposure of the face and full closure, by means of hydraulically operated gates, also referred to as shielded face. 1.4 SUBMITTALS A. Make submittals in accordance with Section 01330 - Submittal Procedures. B. The following submittals are required: 1. Tunneling Methodology. A brief description of proposed tunnel methodology for review. The description should be sufficient to convey the following: a. Proposed method of tunnel construction and type of face support and lining system. Indicate proposed method for each pipeline segment. b. Manufacturer and type of tunneling equipment proposed; type of lighting and ventilation systems. C. Number and duration of shifts planned to be worked each day. Contractor shall comply with the provisions of Section 01140 — Work Restrictions. d. Sequence of operations. e. Location of access shafts and work sites. f. Method of spoil transportation from the face, surface storage, and disposal location. g. Method of installing pipe. h. Identification of critical utility crossings and special precautions proposed. i. Manufacturer and type of any chemical grout proposed. If cmentitious grout is proposed, furnish mix design. Cementitious grout shall have a compressive strength of not less than 1,000 psi. 2. Drawings and Calculations. Submit for record purposes, drawings and calculations for any tunnel support system designed by the Contractor. Drawings shall be adequate for construction, and include installation details. Documents must be signed and sealed by a Professional Engineer registered in the State of Texas. Calculations shall include clear statement of criteria used for the design, as described in Paragraph 1.5, Design Criteria, 3. Quality Control. Submit for review a brief description of quality control methods including: a. Method and frequency of survey control. b. Example of tunnel daily log. C. Instrumentation plan showing location and frequency of monitoring relative to critical structures within the zone of active excavation. d. Settlement survey plan (may be included in instrumentation plan). 4. Geotechnical Investigation. When geotechnical investigations are conducted by the Contractor, submit results to the Owner for record purposes. 01258500 TUNNEL EXCAVATION AND PRIMARY LINER 02425 - 2 04/04 5. Monitoring Plans: a. Instrumentation Monitoring Plan. Submit for review, a monitoring plan prior to construction, that includes a schedule of instrumentation design, layout of instrumentation points, equipment installation details, manufacturer's catalog literature, and monitoring report forms. b. Surface Settlement Monitoring Plan. Submit a settlement monitoring plan for review prior to construction. The plan shall identify the location of settlement monitoring points, reference benchmarks, survey frequency and procedures, and reporting formats. 6. Structures Assessment. Submit preconstruction and post -construction assessment reports for critical structures, namely those located within the zone of active excavation from the proposed tunnel centerline. Photographs or a video of any existing damage to structures in the vicinity of the storm sewer alignment shall be included in the assessment reports. 7. The readings of all monitoring shall be submitted to the Owner. 8. Daily Reports. The shift log as defined in Paragraph 3.4, Pipe jacked Tunneling Data, shall be maintained by the Contractor and must be made available to the Owner on request. The shift log shall contain the daily rate of advance. Where a tunnel boring machine is used, the monitored pressures for fluid circulation and jacking force shall also be recorded. 1.5 DESIGN CRITERIA A. The primary liner shall be designed by the Contractor's Professional Engineer for appropriate loading conditions and deflection criteria, including but not limited to: the overburden and lateral earth pressures; handling and installation stresses; loads imposed by the tunnel shield or tunnel boring machine thrust jacks; subsurface soil and water loads; grouting; and other conditions of service. Contractor shall be responsible for the design of the primary liner to carry construction loads in combination with overburden, earth and hydrostatic loads. B. The criteria to be used at railroad crossings shall be Cooper E-80 locomotive loading distributions in accordance with AREA specifications for culverts. In the design, account for additive loadings due to multiple tracks. Liner type for railroad crossings shall be as specified. C. The criteria for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO. HS-20 vehicle loading shall be used for all areas outside of railroad right- of-way. D. The liner system shall be compatible with any special requirements shown on the Drawings. E. Liner design shall conform to AASHTO "Design Specifications for Tunnel Liner Plate", Section 16. Because of the temporary nature of the tunnel liner and the various liner methods and materials available, such liner design and selection shall be performed by the Contractor or the primary liner supplier. The design shall be sealed by a professional engineer and submitted to the Engineer in accordance with paragraph 1.4.13.2 of this specification. Minimum factors of safety shall be those selected by the designing engineer, but in no case shall they be less than any factors of safety listed in the AASHTO specifications. Soil loads may be based on actual laboratory density compaction curves for the tunnel location. In lieu of such compaction curves, the minimum dry soil density shall not be less than 120 pounds per cubic foot. The design of the tunnel primary liner shall also withstand grouting pressures when the subsurface voids are grouted. 01258500 TUNNEL EXCAVATION AND PRIMARY LINER 02425 - 3 VS 04/04 PART 2 - PRODUCTS 2.1 TUNNEL LINERS A. Tunnel liners can be composed of steel liner plates bolted together, steel ribs with bolted steel liner plate lagging or steel ribs with timber lagging. Circular liners under railway right-of-way shall be 2-flange or 4-flange steel liner plate. B. Steel liner plate shall be manufactured from steel conforming to ASTM A 569, as manufactured by AK Steel Corporation, Commercial Intertech, Inc., Contech Construction Products, or equal, and certified by manufacturer for compliance with the ASTM designation. Steel liner plate shall be of 2-flange or 4-flange design. 1. Plates shall be punched for bolting on both longitudinal and circumferential seams for 4-flange plates. 2. Plates shall be punched for bolting on circumferential seams for 2-flange plates. 3. Plates shall be of uniform fabrication and those intended for one size and type of tunnel liner shall be interchangeable. 4. Material used for construction of liner plates shall be in good condition. 5. A sufficient number of bolted steel liner plates shall be equipped with grout holes furnished with plugs. 6. Grout holes shall be located near plate center and spaced sufficiently close for grouting the tunnel's exterior annular space. C. Steel ribs shall meet the requirements of ASTM Designation A36 or other ASTM designation specifically for structural steel. Bolts and nuts for joining steel rib circumferential sections shall conform to ASTM designations for the intended application. D. Bolts and nuts for joining steel liner plate shall conform to ASTM Designation A153 where possible. Where manufacturing, product application, design, or availability warrants variation from ASTM A153, the bolts and nuts proposed for use within a variance shall meet ASTM designation for such materials, finishes, and strength in the proposed application. E. Steel materials are not required to be galvanized or otherwise plated , with corrosion resistant material. F. Timber lagging shall be of the thickness, wood type and grade sufficient for the loads expected to be imposed and for the duration of support (including grouting of voids external to the tunnel liner) anticipated prior to completely grouting the annular space between the primary tunnel liner and the carrier pipe. 1. Timber material used for construction of timber lagging shall be in good condition. 2. A sufficient number of grout holes with plugs shall be provided in the lagging. PART 3 - EXECUTION 3.1 PREPARATION A. Use methods for tunneling operations that will minimize ground settlement. Select a , method which will control flow of water, prevent loss of soil into the tunnel, and provide s stability of the face under anticipated conditions. B. Conduct tunneling operations in accordance with applicable safety rules and regulations, OSHA standards, and Contractor's safety plan. Use methods which include due regard for safety of workmen, adjacent structures, utilities, and the public. C. Maintain clean working conditions inside the tunnel and shafts. 01258500 TUNNEL EXCAVATION AND PRIMARY LINER 02425 - 4 04/04 D. For tunneling under railroad embankments, highways, or streets, perform the installation so as to avoid interference with the operation of the railroads, highways, or streets, except as approved by the owner of the facility. E. Support the ground continuously in a manner to prevent loss of ground and keep the perimeters and faces of the tunnel stable. F. The completed primary tunnel lining shall have full bearing against the ground. The peripheral space between the support elements and the excavated surface shall be grouted or shall be closed by expanding the support elements against the ground to achieve full j bearing as the tunnel advances. G. Ground Conditions. The Contractor may perform additional exploration by geotechnical borings in advance of construction to define necessary parameters for design of the primary tunnel liner, planning and designing the ground water control system, and for selection of tunneling method and equipment to successfully complete each tunnel reach. H. The Contractor shall be aware that various existing soil borings, wells, where indicated on the Drawings, may coincide with the proposed tunnel alignment. These may or may not have been backfilled with grout and, therefore, caution should be used in tunneling through these locations. Contractor shall take mitigating measures to counter any effect these boreholes, wells may have on tunneling operations. 3.2 GROUND WATER CONTROL A. The Contractor shall provide the necessary ground water control measures to perform the work and to provide safe working conditions. B. Contractor shall anticipate that portions of the tunnel excavation may be below the ground water table and in cohesionless soils, even if not indicated on the soil borings, and in conditions which may require a ground water control system for the tunneling operations. Contractor shall install filter fabrics, backer rods and other means as necessary to prevent piping of fines into tunnel. The tunnel face may be submerged and affected by ponded water for an extended period of time in the vicinity of lake areas. The Contractor shall provide support and means to keep soils in place when submerged conditions prevail. C. If the Contractor chooses pumping installations to control the ground water level or installs a pervious liner through water bearing layers, the Contractor shall install and maintain an instrumentation system to monitor the water level and to detect any movement in adjacent structures and property. D. The dewatering system for tunnels shall remain in operation until the carrier pipe has been installed and the annular space is fully grouted and the grout has cured for at least 5 days, or until a watertight liner designed for hydrostatic pressures is installed. E. Tunneling for which ground water control is necessary shall not proceed until monitoring data indicate that the ground water control system is operating in accordance with the Contractor's plan. F. Groundwater control shall conform to the requirements of Section 02240 Dewatering. 3.3 EQUIPMENT A. The Contractor shall be responsible for selection of tunneling equipment which, based on past experience, has proven to be satisfactory for excavation of the soils to be encountered. B. The Contractor shall employ tunneling equipment that will be capable of handling the various anticipated ground conditions and which minimizes loss of soil ahead of the face and allows satisfactory support of the excavated face. 01258500 TUNNEL EXCAVATION AND PRIMARY LINER 02425 - 5 04/04 s II C. A TBM or shield shall conform to the shape of the tunnel with a uniform perimeter that is free of projections that could produce over excavation or voids. An appropriately sized over cutting head may be provided to facilitate steering. In addition it shall: 1. Be capable of full directional guidance. 2. Be capable of full face closure, or permit ready installation of breasting boards. 3. Be equipped with appropriate tail in which liner is erected. 4. Be capable of correcting roll. 5. Be designed to handle adverse ground conditions including ground water ingress. 6. Be equipped with visual display to show the operator actual position of TBM or shield relative to design reference. D. Air Quality. Provide equipment to maintain proper air quality of tunnel operations during construction in accordance with OSHA requirements. E. Enclose lighting fixtures in watertight enclosures with suitable guards. Provide separate circuits for lighting and other equipment. F. Electrical systems shall conform to requirements of National Electrical Code - NFPA70. 3.4 TUNNELING DATA A. Maintain shift logs of construction events and observations. The Owner shall have access to the Contractor's logs with regard to the following information: 1. Location of face by station and progress of tunnel drive during shift. 2. Hours worked per shift on tunneling operations. 3. Completed field forms for checking line and grade of the tunneling operation, showing achieved tolerance relative to design alignment. Steering control logs will generally be acceptable for shield or TBM driven tunnels. 4. Location, elevation and brief soil descriptions of soil strata and strata boundaries. 5. Ground water control operations and piezometric levels, ground water inflow location and rates. 6. Observation of any lost ground or other ground movement. 7. Any unusual conditions or events. 8. Reasons for operational shutdown in the event a drive is halted. 9. Time of grouting and pressure for grouting. 10. Advance rate per day and, for TBM, pressure applied for advancement. B. Primary liner shall be clearly marked with paint every 20 feet along the tunnel with distance in feet from centerline of the preceding shaft. 3.5 TUNNEL EXCAVATION AND PRIMARY LINER INSTALLATION A. Tunnel Excavation. L -A 1. Conduct tunneling operations in accordance with applicable safety rules and regulations, and Contractor's safety plan. Use methods which include due regard for safety of workmen, adjacent structures, utilities, and the public. 2. Tunnel excavation shall remain within the easements and rights -of -way indicated on the Drawings, to the lines and grades shown on the Drawings. The excavation shall be of sufficient size to allow the installation of the storm sewer pipe to the lines and grades indicated on the Drawings. 3. Open -face excavations: a. Keep the face breasted or otherwise supported and prevent falls, excessive raveling, or erosion. Maintain standby face supports for immediate use when needed. 01258500 TUNNEL EXCAVATION AND PRIMARY LINER 02425 - 6 04/04 t.. k 1 b. During shut -down periods, support the face of the excavation by positive means; no support shall rely solely on hydraulic pressure. j C. Prevent loss of material at face even under submerged conditions. 4. Closed -face excavation: a. Control volume of spoil removed. Determine that the advance rate and the q! excavation rate are compatible to avoid over excavation or loss of ground. b. When cutting head is withdrawn for any purpose, keep excavated face supported and stabilized. C. When the face of the machine is open for maintenance, monitor conditions that might threaten the stability of the heading. Take appropriate action to prevent or limit influx of soils and water which would threaten the stability of the heading. 5. Whenever there is an identified condition which could endanger the tunnel excavation or adjacent structures, operate continually for 24 hours a day, including weekends and holidays, without intermission until the condition no longer exists. B. Determination of primary liner size and section shall be the sole responsibility of the Contractor, unless otherwise shown on the drawings, to match the construction methods and equipment described in the tunneling methodology submittal. Tunnels shall be of v sufficient size to permit efficient excavation operations, to provide sufficient working space for placing the primary tunnel liner, and to allow for installation of the storm sewer pipe. C. Primary Liner Installation: 1. Contractor's method shall ensure full bearing of the soil against the primary liner without significant settlement or movement of the surrounding soil. Voids behind a nonexpandable liner (e.g., bolted steel liner plates) shall be grouted behind the nonexpandable liner. Box tunnel where the ground is excavated to a continuously true shape may be ungrouted. 2. When using a TBM or tunnel shield, advance the equipment only far enough to permit construction of one primary liner set, entirely within the equipment shield. 3. After grouting, deflection of liner shall be no more than allowable, nor shall the liner be distorted by excessive pressure. 4. No more than six linear feet along the axis of the tunnel may remain ungrouted at any given time. D. Grouting: Requirements pertaining to grout mix design and tunnel grouting are provided in Section 02430 - Tunnel Grout. 3.6 CONTROL OF TUNNEL LINE AND GRADE A. Construction Control. 1. The Contractor will establish the baselines indicated on the Drawings. Contractor shall check baselines at the beginning of the Work and report any errors or discrepancies to the Engineer. 2. Use the baselines to establish and maintain construction control points, reference lines, and grades for locating tunnel. 3. Establish control points sufficiently far from the face so as not to be affected by tunneling operations. B. Benchmark Movement. The Contractor shall ensure that if settlement of the ground surface occurs during construction which affects the accuracy of the temporary benchmarks, the Contractor shall detect and report such movement and reestablish temporary bench marks. The locations of the permanent monumentation benchmarks are indicated on the Drawings. 01258500 TUNNEL EXCAVATION AND PRIMARY LINER 02425 - 7 04/04 Advise the Engineer of any settlement affecting the permanent monumentation benchmarks. C. Line and Grade. 1. Maintain a means sufficient to check alignment and grade continuously. 2. Check the survey control for tunneling against an aboveground undisturbed reference at least once each week and once for each 250 feet of tunnel constructed. 3. When excavation is off line or grade, make alignment corrections to avoid reverse grades in gravity storm sewers. 4. Construct primary liner to such tolerances that permit the installation of sewer pipe to be completed to the tolerances given in Section 02426 — Storm Sewer Pipe in Tunnels. D. Earth Movement. The Contractor shall be responsible for damages due to settlement from any construction -induced activities or occurrences. 1. The Contractor shall survey the crown, invert, and springline on each side of the primary liner at 50-foot intervals, or a minimum of once per shift, or more frequently if line and grade tolerances have been exceeded, to ensure the alignment is within the tolerances specified. The survey shall be conducted immediately behind the tunnel excavation to allow immediate correction of misalignment. 2. If settlement of the ground surface should occur during construction of the tunnel that will affect the accuracy of temporary benchmarks, it shall be the Contractor's responsibility to detect and report such movement. The locations of the permanent monumentation benchmarks are indicated on the Drawings; the Contractor may use these to verify temporary benchmark accuracy. Advise the Engineer of any settlement affecting the permanent monumentation benchmarks. Upon completion, the field books pertaining to monitoring of the permanent monumentation benchmarks shall be submitted to the Engineer. 3.7 MONITORING A. Instrumentation Monitoring. Instrumentation specified shall be accessible at all times to the Owner or Engineer. Readings shall be submitted promptly to the Engineer. 1. Install and maintain an instrumentation system to monitor and detect movement of the ground surface and adjacent structures. Establish vertical control points at a distance from the construction areas that avoids disturbance due to ground settlement. 2. Installation of the instrumentation shall not preclude the Owner, through an independent contractor or consultant, from installing instrumentation in, on, near, or t adjacent to the construction work. Access shall be provided to the work for such independent installations. 3. Instruments shall be installed in accordance with the manufacturer's i recommendations. B. Surface Settlement Monitoring 1. Establish monitoring points on all critical structures. 2. Record location of settlement monitoring points with respect to construction baselines and elevations. Record elevations to an accuracy of 0.01 feet for each monitoring point location. Monitoring points should be established at locations and by methods that protect them from damage by construction operations, tampering, or l other external influences. 3. Ground surface elevations must be recorded on the centerline ahead of the tunneling operations at a minimum of 100-foot intervals or at least three locations per tunnel drive. For primary lined tunnels greater than 60 inches cut diameter also record 01258500 TUNNEL EXCAVATION AND PRIMARY LINER 02425 - 8 04/04 11 similar data at approximately 20 feet each side of the centerline. Settlement monitoring points must be clearly marked by studs or paint for ease of locating. 4. Railroads. Monitor ground settlement of track subbase at centerline of each track. 5. Utilities and Pipelines. Monitor ground settlement directly above and 10 feet before and after the utility or pipeline intersection. C. Reading Frequency and Reporting. The Contractor shall submit records of readings from the various instruments and survey points to the Engineer. 1. Instrumentation monitoring results to be read at the frequency specified and unless otherwise specified, shall be started prior to the passing of the zone of active excavation and until no further detectable movement occurs. 2. Surface settlement monitoring readings shall be taken: a. Prior to the zone of active excavation reaching that point, b. When the tunnel face reaches the monitoring point (in plan), and C. When the zone of active excavation has passed and no further movement is detected. 3. All monitoring readings shall be submitted promptly to the Owner. 4. Immediately report to the Owner any movement, cracking, or settlement which is detected. 5. Following substantial completion, but prior to final completion, make a final survey of all monitoring points. 3.8 DISPOSAL OF EXCESS MATERIAL A. Remove spoil from the job site and dispose in accordance with Section 01576 - Waste Material Disposal. END OF SECTION 02425 01258500 TUNNEL EXCAVATION AND PRIMARY LINER 02425 - 9 04/04 No Text SECTION 02426 STORM SEWER PIPE IN TUNNELS PART1-GENERAL 1.1 SECTION INCLUDES A. Handling, transporting, and installing sewer line in primary lined tunnels. 1.2 SUBMITTALS A. Submittals shall be made in accordance with Section 01330 - Submittal Procedures. B. Provide a brief description of method of transporting carrier pipe into the tunnel; method of hoisting and positioning pipe; method of jointing and aligning pipe; and blocking plan. C. Submit buoyant force calculations, bulkhead design, and blocking details. The calculations shall include an analysis of the stresses and deformation induced on the carrier pipe. Have the submittal signed and sealed by a Professional Engineer registered in the State of Texas. PART 2 - PRODUCTS 2.1 PIPE MATERIAL AND FITTINGS A. The storm sewer pipe may consist of centrifugally -cast fiberglass reinforced polymer mortar pipe (CCFRPM), or reinforced concrete pipe (RCP) in the locations indicated. B. Contractor shall be responsible for selecting appropriate pipes and pipe joints to safely carry the loads imposed during construction. 2.2 CENTRIFUGALLY -CAST FIBERGLASS PIPE A. Provide centrifugally -cast fiberglass pipe, joints, and fittings in accordance with Section 02635 - Centrifugally -Cast Fiberglass Pipe. 2.3 REINFORCED CONCRETE PIPE A. Provide reinforced concrete pipe, joints, and fittings in accordance with Section 02638 - Reinforced Concrete Pipe. 2.4 ANNULAR GROUT A. Provide for grouting of the annular space between pipe and tunnel liner as specified in Section 02430 - Tunnel Grout. 01258500 STORM SEWER PIPE IN TUNNELS 02426 - 1 04/04 PART 3 - EXECUTION 3.1 INSTALLATION TOLERANCES A. Prior to installing the storm sewer pipe, verify that the primary liner has been constructed so that the sewer pipe may be placed in conformance with specified lines and grades. 3.2 PIPE HANDLING A. Handle and transport pipe into the tunnel in a manner that prevents damage to the pipe, joints and gaskets. Do not install pipe damaged during placement operations. Contractor may propose repair procedures for review and approval of the Engineer. 3.3 TUNNEL CLEANUP A. Prior to pipe placement in the tunnel, remove temporary tunnel utilities, such as electrical and ventilation. Remove loose material, dirt, standing water, and debris prior to pipe placement. B. Temporary steel construction tracks or steel pipe skids may be left in place if they do not interfere with alignment of the sewer pipe or interfere with final placement of the annular grout. Steel tracks and steel pipe skids shall have openings to allow annular grout to flow into and fill voids. 3.4 INVERT PIPE SUPPORT A. Provide support adequate to establish final pipe grade. Support may include screeded concrete, steel beam, or other method as designated by the Contractor's Engineer. Secure the pipe support to the pipe or primary liner. If concrete is used for pipe support, cure it a minimum of 12 hours prior to setting pipe. 3.5 JOINING PIPE IN TUNNELS A. Join pipe segments to properly compress the gaskets and allow for the correct final positioning of the pipe for line and grade. Closely align pipes by bringing them loosely together by means of hydraulic jacks, locomotives, pipemobiles, or winches. Once pipes have been loosely joined, pull them home by means of a hydraulic tugger or other similar method suitably protecting pipe and joints against damage. Impact jointing such as ramming with locomotives or other mechanical equipment is not permitted. 3.6 BLOCKING PIPE IN TUNNEL AND BULKHEADS A. Install a pipe blocking system. The pipe blocking shall position the storm sewer pipe in the tunnel to allow a minimum of 4 inches of grout to be placed between the storm sewer pipe and the tunnel primary liner or casing. B. Secure blocking rigidly in place without dependence on wedges so that it cannot be dislodged during pipe placement and grouting operations. C. Construct bulkheads to withstand imposed grout pressure without leakage. Provide adequate venting for bulkheads. END OF SECTION 02426 01258500 STORM SEWER PIPE IN TUNNELS 02426 - 2 04/04 SECTION 02430 TUNNEL GROUT PART1-GENERAL 1.1 SECTION INCLUDES A. Mix design requirements, testing, furnishing and production of grout for: 1. Pressure grouting of bolted liner plates for shafts. 2. Pressure grouting of primary tunnel liner. 3. Pressure grouting of jacked pipe. 4. Annular grouting of cased or uncased storm sewer pipe. 5. Grouting of the annular space between the storm sewer pipe and the primary tunnel liner, or annular space between the storm sewer pipe and the surrounding geology in the case of an unlined or uncased installation. 6. Grouting voids in ground resulting from caving, loss of ground, or settlement. 7. Grouting of manholes constructed in shafts. B. Compaction grouting is not part of this specification. 1.2 DEFINITIONS A. Pressure Grouting. Filling a void behind a liner or pipe with grout under pressure sufficient to ensure void is properly filled but without overstressing temporary or permanent ground support, or causing ground heave to occur. B. Back Grouting. Secondary pressure grouting to ensure that voids have been filled between primary tunnel or shaft liners and the surrounding ground. C. Annular Grouting. Filling the annular space between the carrier pipe and the primary tunnel liner, casing, or ground, by pumping. D. Ground Stabilization Grouting. The filling of voids, fissures, or under -slab settlement due to caving or loss of ground by injecting grout under gravity or pressure to fill the void. 1.3 REFERENCE STANDARDS A. ASTM C 138. Standard Test Method for Unit Weight, Yield and Air Content (Gravimetric) of Concrete. B. ASTM C 144. Standard Specification for Masonry Mortar. C. ASTM C 150. Standard Specification for Portland Cement. D. ASTM C 494. Standard Specification for Chemical Admixture for Concrete. E. ASTM C 618. Standard Specification for Fly Ash and Raw or Calcinated Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete. F. ASTM C 869. Standard Specification for Foaming Agents and in Making Preformed Foam for Cellular Concrete. G. ASTM C 937. Standard Specification for Grout Fluidifier for Preplaced Aggregate Concrete. H. ASTM C 939. Test Method for Flow of Grout for Preplaced Aggregate Concrete. I. ASTM C 940. Standard Test Method for Expansion and Bleeding of Freshly Mixed Grout for Preplaced Aggregate Concrete. J. ASTM C 942. Standard Test Method for Compressive Strength of Grout for Preplaced Aggregate Concrete into Laboratory. 01258500 TUNNEL GROUT 02430 - 1 04/04 K. ASTM C 953. Standard Test Method for Time of Setting of Grout for Preplaced Aggregate Concrete in the Laboratory. L. ASTM C 1017. Standard Specification for Chemical Admixture for use in Producing Flowing Concrete. M. U.S. Army Corps of Engineers Specification CRD C 621, Non -shrink Grout. 1.4 SUBMITTALS A. Make submittals in accordance with Section 01330 - Submittal Procedures. B. Submit a description of materials, grout mix, equipment and operational procedures to accomplish each grouting operation. The description may include sketches as appropriate, indicating type and location of mixing equipment, pumps, injection points, venting method, flowlines, pressure measurement, volume measurement, grouting sequence, schedule, and stage volumes. C. Submit a grout mix design report, including: 1. Grout type and designation. 2. Grout mix constituents and proportions, including materials by weight and volume. 3. Grout densities and viscosities, including wet density at point of placement. 4. Initial set time of grout. 5. Bleeding, shrinkage/expansion. 6. Compressive strength. 7. Method to be used in applying grout. D. For cellular grout, also submit the following: 1. Foam concentrate supplier's certification of the dilution ratio for the foam concentrate. 2. A description of the proposed cellular grout production procedures. E. Maintain and submit logs of grouting operations indicating pressure, density, and volume for each grout placement. PART 2 - PRODUCTS 2.1 MATERIALS A. Grout Type Applications. 1. Grout for pressure grouting and back grouting: Sand -cement mortar mix. 2. Grout for annular grouting: Low density (cellular) grout or sand -cement mortar mix. 3. Grout for filling space around manholes in shafts: Sand -cement mortar mix. 4. Ground stabilization: Sand -cement mortar mix. B. Do not include toxic or poisonous substances in the grout mix or otherwise inject such substances underground. 2.2 GROUT A. Employ and pay for a commercial testing laboratory, acceptable to the Owner, to prepare and test the grout mix design. Develop one or more mixes based on the following criteria as applicable: 1. Size of the annular void between storm sewer pipe and liner, or size of the void between primary liner and the surrounding soil. ' 2. Absence or presence of groundwater. 3. Adequate retardation. j 01258500 TUNNEL GROUT 02430 - 2 04/04 4. Non -shrink characteristics. 5. Pumping distances. B. Prepare mixes that satisfy the required application. Materials used in grout mix shall meet the following standards: 1. Cement: ASTM C 150. 2. Fly Ash: ASTM C 618. 3. Water: Potable. 4. Foam: ASTM C 869. 5. Slurry: ASTM C 138. 6. Cellular Grout: ASTM C 138. 7. Sand for sand -cement mortar mix: ASTM C 144. C. Provide grout that meets the following minimum requirements: 1. Minimum 28-day unconfined compressive strength: 1000 psi for sand -cement mortar grout; 300 psi for cellular grout. 2. Determine strength by ASTM C 942. D. Fluidifier. Use a fluidifier, meeting ASTM C 937, that holds the solid constituents of the grout in colloidal suspension and is compatible with the cement and water used in the grouting operations. E. Admixtures. 1. Use admixtures meeting ASTM C 494 and ASTM C 1017 as required, to improve pumpability, to control time of set, to hold sand in suspension and to reduce segregation and bleeding. 2. For cellular grout, do not use foam or admixtures that promote steel corrosion. 3. Ensure that admixtures used in a mix are compatible. Provide written confirmation from the admixture manufacturers of their compatibility. F. Mineral Filler: Filler used in grout shall be fly ash composed of finely divided siliceous residue and in accordance with ASTM C 618, Class C. The maximum amount of fly ash shall not exceed 10 percent (10%) of the cement by weight, and flyash shall not substitute for cement content. PART 3 - EXECUTION 3.1 PREPARATION A. Notify the Engineer at least 24 hours in advance of grouting operations. B. Select and operate grouting equipment to avoid damage to new or existing underground utilities and structures. C. In selection of grouting placement consider pipe flotation, length of pipe, length of tunnel, depth from surface, type of sewer pipe, type of pipe blocking and bulkheading, grout volume and length of pipe to be grouted between bulkheads. D. Operate any dewatering systems until the grouting operations are complete, and grout has cured for at least five days. 3.2 EQUIPMENT A. Batch and mix grout in equipment of sufficient size and capacity to provide the necessary quality and quantity of grout for each placement stage. B. Use equipment for grouting of a type and size generally used for the work, capable of mixing grout to a homogeneous consistency, and providing means of accurately measuring 01258500 TUNNEL GROUT 02430 - 3 04/04 I_ a d grout component quantities and accurately measuring pumping pressures. Use pressure grout equipment which delivers grout to the injection point at a steady pressure. t 3.3 PRESSURE GROUTING FOR PRIMARY TUNNEL AND SHAFT LINER A. Perform grouting operations to fill voids outside of the primary tunnel or shaft liner. B. For nonexpendable primary liners installed behind a shield or tunnel boring machine (TBM), fill voids with sand -cement grout promptly after each ring of the liner is out of the shield. Keep the grout pressure below a value that may cause damage or distortion to the installed liner plate rings. Provide seals on the tail of the shield or TBM which will prevent grout from spilling. C. For nonexpendable primary liners installed by hand mining or in shafts, grout once every 4 feet or more frequently if conditions dictate. D. Control grout pressures so that tunnel or shaft liner is not overstressed, and ground heave is avoided. E. For liner requiring grout, perform back grouting once each shift, or more often if required to ensure that all voids are filled. 3.4 ANNULAR GROUTING FOR SEWER LINE IN TUNNELS AND IN CASED OR UNCASED AUGERS A. Fill the annular space between the sewer pipe and the tunnel primary liner, casing or ground, with grout. -' B. Placement 1. Placement Limits: The limits of each grout placement stage shall be predetermined by the size and capacity of the batching equipment and the initial set time of the proposed grout. Under no circumstances shall placement continue at a grout port longer than that period of time for the mix to take initial set. Grout hole spacing and locations shall be located according to the number of stages necessary to grout t tunnel liners. A stage or lift cannot be installed on another lift until a proper set has been attained. Have placement procedures approved by the admixture or additive manufacturer. -i 2. Limit pressure on the annular space to prevent damage or distortion to the pipe or liner. Define the limiting and estimated required pressure range. Provide an open ended, high point tap or equivalent vent and monitor it at the bulkhead opposite to the point of grouting. 3. Pump grout until a material discharging is similar in consistency to that at point of injection. 4. In a primary lined tunnel, limit length of pipe installed to 200 feet or less before grouting the same length of sewer line. Repeat this cycle until all pipe is installed and grouted. C. Remove temporary bulkheads installed for grouting. D. Batch and mix cellular grout mechanically to ensure consistency of the mix. Wet solids thoroughly before introduction of the foaming agent. Operate the batching system to j maintain slurry weight within 3 percent of design density. Introduce foam into slurry in accordance with the manufacturer's recommendations. 01258500 TUNNEL GROUT 02430 - 4 04/04 3.5 PRESSURE GROUTING FOR JACKED PIPE A. For jacked pipe, pressure grout the annulus after installation, displacing the bentonite lubrication. Flush the annulus with water to wash away bentonite, allow water to drain, then pressure grout the annulus. Flushing with water will be required if the grouting operation does not displace the bentonite lubrication. B. Inject grout through grout holes in the sewer pipe. Drilling holes from the surface or through the carrier pipe walls is not allowed. Perform grouting by injecting it at the pipe invert with bentonite displacement occurring through a high point tap or vent. C. Control ground water as necessary to permit completion of grouting without separation of the grout materials. D. Limit pressures to prevent damage or distortion to the pipe or to keep flexible pipe within acceptable tolerances. E. Pump grout until material discharging is similar in consistency to that at point of injection. 3.6 GROUND STABILIZATION GROUTING A. Completely fill voids outside the limits of excavation caused by caving or collapse of ground. Fill with gravity or pressure injected sand -cement grout as necessary to fill the void. B. Take care in grouting operations to prevent damage to adjacent utilities or public or private property. Grout at a pressure that will not distort or imperil any portion of the work or existing installations or structures. C. Verify that the void has been filled by volumetric comparisons and visual inspection. In the case of settlement under existing slabs, take cores as directed by the Engineer, at no additional cost to the Owner, to demonstrate that the void has been filled. 3.7 FIELD QUALITY CONTROL A. Pressure Grouting for Primary Tunnel and Shaft Liners. 1. For each shaft, make one set of four compressive test specimens for each 30-foot depth and one set for any remaining portion less than a 30-foot increment. 2. Make one set of four compressive test specimens for every 600 feet of primary lined (non -expandable) tunnel requiring grout. For less than 600 feet of primary lined length, make one set of four compressive test specimens. B. Annular Grouting for Sewer Line in Tunnels and in Cased or Uncased Augers. 1. Make one set of four compressive test specimens for every 600 feet of sewer pipe installed in primary lined tunnel. For less than 600 feet of primary lined length, make one set of four compressive test specimens. 2. For cased or uncased augers, make one set of four compressive test specimens for each grouting operation, or for each 100 feet of pipe installed, whichever is more frequent. 3. For cellular grout, check the slurry density both at point of batching and placement at least twice each hour in accordance with ASTM C 138. Record density, time, and temperature. Density must be within 3 percent of design density at point of batching and 5 percent of design density at point of placement. C. Pressure Grouting for Jacked Pipe. Make one set of four compressive test specimens for every 400 feet of jacked pipe pressure grouting. D. Ground Stabilization Grouting. Make one set of four compressive test specimens for every location where ground stabilization grouting is performed. E. Test specimens and laboratory testing shall be at Contractor's expense. 01258500 TUNNEL GROUT 02430 - 5 04/04 f _ j I i( F. Owner may take such samples, prepare specimens and perform laboratory tests for the Owner's own quality control checks. Such work shall be at Owner's expense, except that Contractor will be charged for failing tests. Failing test charges to Contractor shall include actual test charges plus pro-rata technician charges, pro-rata mileage charges, pro-rata trip charges and other such charges that are billed to the Owner by the Owner's testing agency. Contractor shall assist Owner or Owner's representative with access to the site of the work and materials to be tested. END OF SECTION 02430 01258500 TUNNEL GROUT 02430 - 6 04/04 SECTION 02441 MICROTUNNELING AND PIPE -JACKED TUNNELS PART 1- GENERAL 1.1 SECTION INCLUDES A. Tunnel construction of sewers by one -pass methods with or without man entry. The construction methods involve jacking pipe following a hand -shield excavation or a tunnel boring machine (TBM) or micro tunnel boring machine (MTBM), with the pipe serving as both the tunnel liner during construction and the storm sewer pipe after completion of construction. B. Contractor may select centrifugally -cast fiberglass reinforced polymer mortar (CCFRPM) pipe or reinforced concrete pipe (RCP) for storm sewers installed by these methods. 1.2 REFERENCE STANDARDS A. American Railway Engineering Association (AREA) Manual for Railway Engineering. B. American Association of State Highway and Transportation Officials (AASHTO). C. Occupational Safety and Health Administration (OSHA). D. National Electrical Code - (NFPA 70). E. American Society for Testing and Materials (ASTM). 1.3 DEFINITION A. Jacked Pipe. A method for installing sewer pipe that serves as initial construction lining and tunnel support, installed for stability and safety during construction, and as the storm sewer pipe. This procedure uses the thrust power of hydraulic jacks to advance the pipe forward through the ground as the leading face is excavated. B. Microtunneling. A method of installing pipe by jacking the pipe behind a microtunnel boring machine which is connected to and shoved forward by the pipe being installed, generally precluding man entry. C. Tunnel Boring Machine (TBM). Mechanized excavating equipment that is steerable, guided and articulated, connected to and shoved forward by the pipe being installed, with man entry. D. Microtunnel Boring Machine (MTBM). Mechanized excavating equipment that is remotely -controlled, steerable, guided and articulated, connected to and shoved forward by the pipe being installed, usually precluding man entry. E. Tunneling Methodology. A written description, together with supporting documentation that defines Contractor's plans and procedures for the microtunneling or pipe jacking operations. F. Zone of Active Excavation. Area located within a radial distance about a surface point directly above the face of excavation equal to the depth to the bottom of the excavation. G. Critical Structure. Any building, structure, bridge, pier, or similar construction partially or entirely located within a zone of active excavation. 01258500 MICROTUNNELING AND PIPE -JACKED TUNNELS 02441 - 1 04/04 1.4 TUNNEL SUBMITTALS A. Submittals shall be made in accordance with Section 01330 - Submittal Procedures. B. The following submittals are required: 1. Tunneling Methodology. A brief description of proposed tunnel methodology for review. The description should be sufficient to convey the following: a. Proposed method of tunnel construction and type of face support. b. Manufacturer and type of tunneling equipment proposed; type of lighting and ventilation systems. C. Number and duration of shifts planned to be worked each day. See Section 01140 — Work Restrictions. d. Sequence of operations. See Section 01140 — Work Restrictions. e. Locations of access shafts and work sites. f. Method of spoil transportation from the face, surface storage and disposal location. g. Capacity of jacking equipment and type of cushioning. h. Identify critical utility crossings and special precautions proposed. 2. Drawings and Calculations: Submit for record purposes, drawings, and calculations for any tunnel support system designed by the Contractor. Drawings shall be adequate for construction, and include installation details. For pipe jacking and microtunneling, show pipe and pipe joint detail. Documents must be signed and sealed by a Professional Engineer registered in the State of Texas. Calculations shall include clear statement of criteria used for the design as described in Paragraph 1.5, Design Criteria. 3. Quality Control: Submit for review a brief description of quality control methods including: a. Method and frequency of survey control. b. Example of tunnel daily log. 4. Geoeechnical Investigation: When geotechnical investigations are conducted by the Contractor, submit results to the Owner for record purposes. 5. Monitoring Plans: a. Instrumentation Monitoring Plan: Submit a monitoring plan for review prior to construction that includes a schedule of instrumentation design, layout of instrumentation points, equipment installation details, manufacturer's catalog literature, and monitoring report forms. b. Surface Settlement Monitoring Plan. Submit a settlement monitoring plan for review prior to construction. The plan shall identify the location of settlement monitoring points, reference benchmarks, survey frequency and procedures, and reporting formats. 6. Structures Assessment. Preconstruction and postconstruction assessment reports shall be provided for critical structures, namely those located within the zone of active excavation from the proposed tunnel centerline. Photographs or a video of any existing damage to structures in the vicinity of the sewer alignment shall be included in the assessment reports. 7. The readings of all monitoring shall be submitted to the Owner. 8. Daily Reports: The shift log as defined in Paragraph 3.4, Pipe jacked Tunneling Data, subparagraph 3.4A, shall be maintained by the Contractor, and must be made available to the Owner on request. 01258500 MICROTUNNELING AND PIPE -JACKED TUNNELS 02441 - 2 1 04/04 + 1.5 DESIGN CRITERIA A. Contractor is responsible for selection of the appropriate pipe and pipe joints to carry the thrust of any jacking forces or other construction loads in combination with overburden, earth and hydrostatic loads. Design of any pipe indicated on the Drawings considers in -place loads only and does not take into account any construction loads. The criteria for longitudinal loading (jacking'iforces) on the pipe and joints shall be determined by the Contractor, based on the selected method of construction. B. The jacked pipe shall be designed to withstand the thrust from the MTBM, TBM or shield and pipe advance without damage or distortion. The propulsion jacks shall be configured so that the thrust is uniformly distributed and will not damage or distort the pipe. C. Take into account loads from handling and storing. D. The criteria to be used at railroad crossings shall be Cooper E-80 locomotive loading distributions in accordance with AREA specifications for culverts. In the design, account for additive loadings due to multiple tracks. E. The criteria to be used for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO. HS-20 vehicle loading shall be incorporated for all areas outside of railroad right-of-way. F. Provide pipes of diameter shown on the Drawings. Substitution of pipe with larger diameter to suit MTBM or TBM equipment availability will only be permitted if the Contractor can demonstrate to the Engineer's satisfaction that design flows and velocities can be achieved without adverse effects on the design hydraulic gradient, and does not increase pipe size without increasing all other downstream pipe sizes. PART 2 - PRODUCTS 2.1 SEWER PIPE A. Contractor shall be responsible for selecting appropriate pipes and pipe joints to safely carry the loads imposed during construction, including jacking forces. Pipe joints shall be flush with the outside pipe face when the pipes are assembled. Pipe materials shall be selected by Contractor from the following: B. Centrifugally -cast fiberglass pipe, joints, and fittings to be in accordance with Section 02635 - Centrifugally -Cast Fiberglass Pipe. C. Reinforced concrete pipe with joints and fittings to be in accordance with Section 02638 - Reinforced Concrete Pipe. D. Use pipe that is round with a smooth, even outer surface, and has joints that allow for easy connections between pipes. Pipe ends shall be designed so that jacking loads are evenly distributed around the entire pipe joint and such that point loads will not occur when the pipe is installed. Pipe used for pipe jacking shall be capable of withstanding all forces that will be imposed by the process of installation, as well as the final in -place loading conditions. Protect the driving ends of the pipe and joints against damage. 01258500 MICROTUNNELING AND PIPE -JACKED TUNNELS 02441 - 3 04/04 PART 3 - EXECUTION 3.1 CONSTRUCTION OPERATIONS CRITERIA A. Use methods for microtunneling and pipe jacked tunneling operations that will minimize ground settlement. Select a method which will control flow of water and prevent loss of soil into the tunnel and provide stability of the face under anticipated conditions. `B. Conduct tunneling operations in accordance with applicable safety rules and regulations, OSHA standards and Contractor's safety plan. Use methods which include due regard for safety of workmen, adjacent structures, utilities, and the public. C. Maintain clean working conditions wherever there is man access. D. For tunneling under railroad embankments, highways, or streets, perform the installation so as to avoid interference with the operation of the railroads, highways, or streets, except as approved by the owner of the facility. E. Have a written emergency plan for handling traffic, notifying controlling agencies and general public safety in the event of unacceptable or catastrophic subsidence of railroad embankments, highways or streets. 3.2 GROUND WATER CONTROL A. Surface facilities for dewatering and groundwater control will not be allowed in the "no surface access" reaches shown on the plans. Follow Section 02240 — Dewatering. 3.3 EQUIPMENT A. Full directional guidance of a shield, TBM, or MTBM is a prerequisite of this method of t construction. B. The Contractor shall be responsible for selection of tunneling equipment which, based on past experience, has proven to be satisfactory for excavation of the soils to be encountered. C. The Contractor shall employ tunneling equipment that will be capable of handling the various anticipated ground conditions and is capable of minimizing loss of soil ahead of and around the machine and shall provide satisfactory support of the excavated face. D. Tunnel Boring Machine (TBM). A TBM used for pipe jacking shall conform to the shape of the tunnel with a uniform perimeter that is free of projections that could produce over -excavation or voids. An appropriately sized overcutting head may be provided to facilitate steering. In addition it shall: 1. Be capable of full face closure. 2. Be equipped with appropriate seals to prevent loss of bentonite lubricant. 3. Be capable of correcting roll by reverse drive or fins. ` 4. Be designed to handle adverse ground conditions including ground water ingress. 5. Be equipped with visual display to show the operator actual position of TBM relative to design reference. E. Tunnel Shield. If a hand shield is used for pipe jacked tunneling (with or without attached mechanized excavating equipment), the shield must be capable of handling the various anticipated ground conditions. In addition, the shield shall: 1. Conform to the shape of the tunnel with a uniform perimeter that is free of projections that could produce over -excavation or voids. An appropriately sized overcutting head may be provided to facilitate steering. j 2. Be designed to allow the face of the tunnel to be closed by use of gates or breasting boards without loss of ground. 01258500 MICROTUNNELING AND PIPE -JACKED TUNNELS 02441 - 4 04/04 j F. Microtunneling Equipment. In the case of MTBM, use a spoil transportation system which: a, 1. Either balances the soil and ground water pressures by the use of a slurry or earth pressure balance system; system shall be capable of adjustments required to maintain face stability for the particular soil condition and shall monitor and g p continuously balance the soil and ground water pressure to prevent loss of slurry or e uncontrolled soil and ground water inflow, or, in the case of a slurry spoil transportation system: a. Provides pressure at the excavation face by use of the slurry pumps, pressure control valves, and a flow meter. 3 b. Includes a slurry bypass unit in the system to allow the direction of flow to be changed and isolated, as necessary. C. Includes a separation process. Design it to provide adequate separation of the spoil from the slung so that slurry with a sediment content within the limits required for successful tunneling can be returned to the cutting face for reuse. Appropriately contain spoil at the site prior to disposal. d. Uses the type of separation process suited to the size of tunnel being constructed, the soil type being excavated, and the work space available at t ` each work area for operating the plant. e. Allows the composition of the slurry to be monitored to maintain the slurry weight and viscosity limits required. 2. In the case of a cased auger earth pressure balance system, the system shall be capable of adjustments required to maintain face stability for the particular soil condition to be encountered. Monitor and continuously balance the soil and ground water pressure to prevent loss of soil or uncontrolled ground water inflow. a. In a cased auger spoil transportation system, manage the pressure at the excavation face by controlling the volume of spoil removal with respect to the advance rate. Monitor the speed of rotation of the auger flight, and the addition of water. 3. Remote Control System. Provide an MTBM which includes a remote control system with the following features: a. Allows for operation of the system without the need for personnel to enter the tunnel. Has a display available to the operator, at a remote operation console, showing the position of the shield in relation to a design reference together with other information such as face pressure, roll, pitch, steering attitude, valve positions, thrust force, cutter head torque, rate of advance and installed length. 1 b. Integrates the system of excavation and removal of spoil and its simultaneous replacement by pipe. As each pipe section is jacked forward, the control system shall synchronize all of the operational functions of the system. 4. Active Direction Control. Provide an MTBM which includes an active direction control system with the following features: a. Controls line and grade by a guidance system that relates the actual position of the MTBM to a design reference (e.g., by a laser beam transmitted from the jacking shaft along the pipe to a target mounted in the shield). b. Provides active steering information which shall be monitored and transmitted to the operating console. C. Provides positioning and operation information to the operator on the control console. 5. Use generator which is suitably insulated for noise ("hospital" type) in residential or commercial areas. 9 01258500 MICROTUNNELING AND PIPE -JACKED TUNNELS 02441 - 5 04/04 G. Pipe Jacking Equipment. Provide a pipe jacking system with the following features: 1. Has the main jacks mounted in a jacking frame located in the starting shaft. 2. Has a jacking frame which successively pushes a string of connected pipes followingthe tunneling excavation equipment towards a receiving shaft. k' gg 3. Has sufficient jacking capacity to push the tunneling excavation equipment and the string of pipe through the ground. Incorporates intermediate jacking stations, if required. - 4. Hag a capacity at least 20 percent greater than the calculated maximum jacking load. 5. Develops a uniform distribution of jacking forces on the end of the pipe by use of spreader rings and packing, measured by operating gauges. 6. Provides and maintains a pipe lubrication system at all times to lower the friction developed on the surface of the pipe during jacking. 7. Jack Thrust Reactions. Use reactions for pipe jacking that are adequate to support the jacking pressure developed by the main jacking system. Special care shall be taken when setting the pipe guide rails in the jacking shaft to ensure correctness of the alignment, grade, and stability. H. Air Quality. Provide equipment to maintain proper air quality of manned tunnel operations during construction in accordance with OSHA requirements. I. Enclose lighting fixtures in watertight enclosures with suitable guards. Provide separate circuits for lighting, and other equipment. J. Electrical systems shall conform to requirements of National Electrical Code - NFPA70. 3.4 PIPE -JACKED TUNNELING DATA A. Maintain shift logs of construction events and observations. The Owner shall have access to the Contractor's logs with regard to the following information: i 1. Location of boring machine face or shield by station and progress of tunnel drive during shift. 2. Hours worked per shift on tunneling operations. 3. Completed field forms for checking line and grade of the tunneling operation, showing achieved tolerance relative to design alignment. Steering control logs will generally be acceptable. 4. Maximum pipe jacking pressures per drive. 5. Rate of tunneling advance. 6. Location, elevation and brief soil descriptions of soil strata. a 7. Ground water control operations and iezometric levels. P P 8. Observation of any lost ground or other ground movement. _ 9. Any unusual conditions or events. 10. Reasons for operational shutdown in the event a drive is halted. 3.5 EXCAVATION AND JACKING OF PIPE A. Tunnel Excavation. 1. Keep tunnel excavation within the easements and rights -of -way indicated on the Drawings and to the lines and grades designated on the Drawings. 2. Perform tunneling operations in a manner that will minimize the movement of the ground in front of and surrounding the tunnel. Prevent damage to structures and utilities above and in the vicinity of the tunneling operations. 01258500 MICROTUNNELING AND PIPE -JACKED TUNNELS 02441 - 6 04/04 3. Open -face excavations: a. Keep the face breasted or otherwise supported and prevent falls, excessive raveling, or erosion. Maintain standby face supports for immediate use when needed. b. During shut -down periods, support the face of the excavation by positive means; no support shall rely solely on hydraulic pressure. 4. Closed -face excavation: a. Carefully control volume of spoil removed. Advance rate and excavation rate to be compatible to avoid over excavation or loss of ground. b. When cutting head is withdrawn or is open for any purpose, keep excavated face supported and stabilized. 5. Excavated diameter shall be a minimum size to permit pipe installation by jacking with allowance for bentonite injection into the annular space. 6. Whenever there is a condition encountered which could endanger the tunnel excavation or adjacent structures, operate without intermission including 24-hour working, weekends and holidays, until the condition no longer exists. 7. The Contractor shall be responsible for damage due to settlement from any construction -induced activities. B. Pipe Jacking 1. Cushion pipe joints as necessary to transmit the jacking forces without damage to the pipe or pipe joints. 2. Maintain an envelope of bentonite slurry around the exterior of the pipe during the jacking and excavation operation to reduce the exterior friction and possibility of the pipe seizing in place. 3. If the pipe seizes up in place and the Contractor elects to construct a recovery access shaft, obtain approval from the Owner. Coordinate traffic control measures and utility adjustments as necessary prior to commencing work. No recovery access shafts shall be permissible on railroad, highway or private property without prior written permission of the controlling agencies or owner. 4. In the event a section of pipe is damaged during the jacking operation, or joint failure occurs, as evidenced by inspection, visible ground water inflow or other observations, the Contractor shall submit for approval his methods for repair or replacement of the pipe. C. Grouting. Grouting requirements are defined in Section 02430 - Tunnel Grout. 3.6 CONTROL OF LINE AND GRADE A. Construction Control. 1. The Contractor shall establish the baselines and benchmarks necessary for g. construction control of the work. Contractor shall check baselines and benchmarks at the beginning of the Work and report any errors or discrepancies to the Engineer. v 2. Use the baselines and benchmarks established by the Engineer to establish and maintain construction control points, reference lines and grades for locating tunnel, sewer pipe, and structures. .. 3. Establish construction control points sufficiently far from the work so as not to be affected by ground movement caused by pipe jacked tunneling operations. B. Benchmark Movement. The Contractor shall ensure that if settlement of the ground surface occurs during construction which affects the accuracy of the temporary benchmarks the Contractor shall detect and report such movement and reestablish temporary benchmarks. Advise the Engineer of any settlement affecting the benchmarks. 01258500 MICROTUNNELING AND PIPE -JACKED TUNNELS 02441 - 7 04/04 C. Line and Grade. 1. Check and record the survey control for the tunnel against an above -ground undisturbed reference at least once for each 250 feet of tunnel constructed. 2. Record the exact position of the MTBM or TBM or shield after each shove to ensure the alignment is within specified tolerances. Make immediate correction to alignment before allowable tolerances are exceeded. 3. When excavation is off line or grade, make alignment corrections to avoid reverse grades in gravity storm sewers. 4. Acceptance criteria for the sewer pipe shall be plus or minus 6 inches in horizontal alignment from the theoretical at any point between manholes, including the receiving end, and plus or minus 1-inch in elevation from the theoretical. 5. Pipe installed outside tolerances and subsequently abandoned shall first be fully grouted unless removal of the pipe is required by the Owner. 3.7 MONITORING A. Instrumentation Monitoring. Instrumentation shall be accessible at all times to the Owner. Readings shall be submitted promptly to the Owner. t 1. Install and maintain an instrumentation system to monitor and detect movement of the ground surface and adjacent structures. Establish vertical control points at a distance from the construction areas that avoids disturbance due to ground settlement. 2. Installation of the instrumentation shall not preclude the Owner, through an independent contractor or consultant, from installing instrumentation in, on, near, or adjacent to the construction work. Access shall be provided to the work for such independent installations. 3. Instruments shall be installed in accordance with the approved monitoring plan and the manufacturer's recommendations. B. Surface Settlement Monitoring 1. Establish monitoring points on all critical structures. 2. Record location of settlement monitoring points with respect to construction baselines and elevations. Record elevations to an accuracy of 0.01 feet for each monitoring point location. Monitoring points shall be established at locations and by methods that protect them from damage by construction operations, tampering, or other external influences. 3. Ground surface elevations shall be recorded on the centerline ahead of the tunneling operations at a minimum of 100-foot intervals or at least three locations per tunnel drive. Settlement monitoring points must be clearly marked by studs or paint for ease of locating. i 4. Railroads. Monitor ground settlement of track subbase at centerline of each track. 5. Utilities and Pipelines. Monitor ground settlement directly above and 10 feet before j and after the utility or pipeline intersection. C. Reading Frequency and Reporting. The Contractor shall submit records of readings from the various instruments and survey points to the Engineer. 1. Instrumentation monitoring results to be read at the frequency specified and, unless otherwise specified, shall be started prior to the passing of the zone of active excavation reaching that point, and shall be continued until the zone of active excavation and until no further detectable movement occurs. iA 2. Surface settlement monitoring readings shall be taken: a. Prior to the zone of active excavation reaching that point, b. When the tunnel face reaches the monitoring point (in plan), and 01258500 MICROTUNNELING AND PIPE -JACKED TUNNELS 02441 - 8 04/04 C. C. When the zone of active excavation has passed and no further movement is detected. 3. All monitoring readings shall be submitted promptly to the Owner. 4. Immediately report to the Owner any movement, cracking, or settlement which is detected. 5. Following substantial completion but prior to final completion, make a final survey of all monitoring points. 3.8 DISPOSAL OF EXCESS MATERIAL A. Remove spoil in accordance with Section 01576 - Waste Material Disposal. END OF SECTION 02441 01258500 MICROTUNNELING AND PIPE -JACKED TUNNELS 02441 - 9 04/04 No Text SECTION 02448 PIPE AND CASING AUGERING FOR SEWERS PART 1-GENERAL 1.1 SECTION INCLUDES A. Installation of casing for storm sewer pipe by dry augering or slurry boring methods, together with installation of storm sewer pipe in the casing. B. Installation of storm sewer pipe by slurry boring methods. Construction casing may be used at the Contractor's option. 1.2 DEFINITIONS A. Augering means either "dry angering" or "slurry boring". B. Dry angering is jacking a casing while excavating the soil at the heading and transporting the spoil back through the casing by an otherwise uncased auger. C. Slurry boring is installing a casing or pipe by drilling a small diameter pilot hole, followed by reaming the bore to full diameter with the assistance of slurry or drilling fluids. 1.3 REFERENCE STANDARDS A. American Railway Engineering Association (AREA) Manual for Railway Engineering. B. American Association of State Highway and Transportation Officials (AASHTO). C. AWWA C 200 - Steel Water Pipe, 6-Inch and Larger. D. ASTM A 139 — Electric Fusion (Arc) — Welded Pipe (NPS4 and over). 1.4 SUBMITTAL A. Make submittals in conformance with Section 01330 - Submittal Procedures. B. For installation by augering, submit for review: 1. Description of mechanized excavating equipment. ~ 2. Method of controlling line and grade. 3. Grouting techniques to be used for filling annular void between storm sewer pipe and casing, and void between sewer pipe or casing and the ground, including equipment, pumping and injection procedures, pressure grout types, and mixes. 4. Locations and dimensions of pits. 5. Pit design and construction drawings. 6. Identification of casings required and paid under the Contract and casings installed at the Contractor's option. 7. Design of casings. C. Prepare auger pit and casing design submittals that are site specific. Have auger pit and casing design submittals signed and sealed by a qualified Professional Engineer registered in the State of Texas. D. Construction phase submittals shall include: 1. Daily logs of augering and boring operations. 2. Settlement monitoring data to meet the requirements of paragraph 3.5, Settlement Monitoring. 01258500 PIPE AND CASING AUGERING FOR SEWERS 02448 - 1 04/04 3. Submit daily logs and settlement monitoring data within 5 days after the day of observation. 1.5 CRITERIA FOR DETERMINING CASING INSTALLATION LOADS A. Select and design casing pipe and pipe joints to carry the thrust of jacks or loads due to the pulling mechanism in combination with overburden, earth and hydrostatic loads. Select casings for dry augering to withstand the action of the auger without damage. B. Have a Professional Engineer determine design stresses, design deflections and factors of safety for design of casing. Present such determination as a part of the design submittal. Apply the following maximum casing pipe stresses and deflections to casings shown on the Drawings: 1. Design stress in the pipe wall: 50 percent of the minimum yield point of the steel or 18,000 psi, whichever is less, when subjected to the applicable loading conditions. 2. Wall thickness: Maximum allowable deflection which does not exceed 3 percent of nominal casing diameter. C. Use Cooper E-80 locomotive loading distributions as criteria for railroad crossings in accordance with AREA's specifications for culverts. In the design, account for additive loadings due to multiple tracks. D. Use HS-20 vehicle loading distributions as criteria for truck loading in accordance with AASHTO. E. When not specifically indicated on the Drawings, select casing diameter to permit practical installation (including skids if applicable) and grouting. PART 2 - PRODUCTS 2.1 MATERIALS A. Provide new casing pipe which is straight, circular in section, uncoated, welded steel pipe, manufactured in accordance with AWWA C 200, ASTM A 139 Grade B or ASTM A 252, Grade 2; wall thickness of 0.25 inches or greater. B. Provide storm sewer pipe in accordance with drawings and specifications. C. Provide restrained joint storm sewer pipe when installing sewer pipe in slurry bored holes by a pull -back method. D. Supply grout as specified in Section 02430 - Tunnel Grout. PART 3 - EXECUTION 3.1 LOCATION AND SIZE OF AUGER PITS A. Show the location of auger pits on the auger pit construction drawings. Locate auger pits for slurry boring so that the distance between pits is no greater than 80 feet; and for dry augering not more than 120 feet apart. B. Where possible, locate auger pits and associated work areas to avoid blocking driveways and cross streets and to minimize disruption to business and commercial interests. Avoid auger pit locations near areas identified as potentially contaminated. C. Make size adequate for construction of any structures indicated on the Drawings. Provide adequate room to meet Contractor's operational requirements for augering. 01258500 PIPE AND CASING AUGERING FOR SEWERS 02448 - 2 04/04 D. Provide a portable concrete traffic barrier around the periphery of the pit, meeting applicable safety standards. Properly maintain the barrier throughout the period the pit remains open. Angle traffic barriers in the direction of the lane flow; do not place barriers perpendicular to on -coming traffic. E. Provide a full cover or other security fencing for each access pit in which there is no construction activity or which is unattended by Contractor's personnel. 3.2 DRY AUGERING OF CASING A. Provide jacks, mounted on a frame or against a backstop, of a capacity suitable for forcing the excavating auger and casing through the soil conditions to be encountered. Operate jacks so that even pressure is applied to the casing. B. Provide steerable front section of casing to allow vertical grade adjustments. Provide a water level or other means to allow monitoring of the grade elevation of the auger casing. C. Bentonite slurry may be used to lubricate the casing during installation. The use of water to facilitate removal of spoil is permitted; however, water jetting for excavation of the soil is not allowed when jacking casing. D. Tolerances from lines and grades shown on the Drawings for gravity storm sewer pipe installed in casing are plus or minus 6 inches in horizontal alignment, and plus or minus 1 inch in elevation. 3.3 SLURRY BORING OF CASING OR PIPE A. Drill a small diameter pilot hole and check for line and grade at the receiving end. Redrill the pilot hole if the bored pipe does not meet specified tolerances. B. Using the pilot hole as a guide, bore a larger diameter hole of sufficient size for pipe or casing installation. Water jetting is not permitted. C. Bentonite slurry may be used to maintain a stable hole and furnish lubrication for pipe or casing installation. D. Tolerances from lines and grades shown on the Drawings for the installed storm sewer pipe are plus or minus 6 inches in horizontal alignment and plus or minus 1-1/2 inches in elevation between adjacent manholes. E. Completely fill the annular space between the sewer pipe and the surrounding soil or casing with grout, without displacing the pipe during the grouting operation. 3.4 STORM SEWER PIPE IN CASING A. Grout the annular void between storm sewer pipe and any casing from end to end of the casing. Block and brace the storm sewer pipe to prevent movement during grout placement and to maintain specified line and grade. Grout as specified in Section 02430 - Tunnel Grout. 3.5 SETTLEMENT MONITORING t A. Monitor the ground surface elevation along the length of the augering operation. Locate and record settlement monitoring points with respect to. construction baseline and elevations. Record elevations to an accuracy of 0.01 feet for each monitoring point location. Establish monitoring points at locations and by methods that protect them from damage by construction operations, tampering, or other external influences. As a minimum, locate survey points as follows: � 1. For road crossings: Centerline and each shoulder. = g 01258500 PIPE AND CASING AUGERING FOR SEWERS 02448 - 3 04/04 2. Railroads: Track subbase at centerline of each track. 3. Utilities and Pipelines: Directly above and 10 feet before and after the utility or pipeline intersection. 4. Long bores under improved areas such as pavements: Ground surface elevations must be recorded on the centerline ahead of augering operations at locations not to exceed 50 feet apart (including points located for roads, railroads, utilities, and pipelines), or at least three locations per augering drive. B. Reading Frequency and Reporting. Take settlement survey readings: 1. Prior to the auger excavation reaching the point. 2. After the auger reaches the monitoring point in plan. 3. After grouting of the ground supporting pipe or casing is complete. C. Immediately report to the Owner any movement, cracking, or settlement which is detected. D. Following substantial completion but prior to final completion, make a final survey of all monitoring points. 3.6 DISPOSAL OF EXCESS MATERIAL A. Remove and dispose of spoil from the job site in accordance with Section 01576 - Waste Material Disposal. END OF SECTION 02448 1", 01258500 PIPE AND CASING AUGERING FOR SEWERS 02448 - 4 04/04 1 SECTION 02533 ACCEPTANCE TESTING FOR STORM SEWERS PART 1- GENERAL 1.1 SECTION INCLUDES A. Acceptance testing of storm sewers including: 1. Visual inspection of storm sewer pipes. 2. Mandrel testing for flexible wall storm sewer pipes. 3. Leakage testing of storm sewer pipes. 4. Leakage testing of manholes. 5. Video record of storm sewer interior. 1.2 REFERENCES A. ASTM C 924 - Standard Practice for Testing Concrete Pipe Sewer Lines by Low -Pressure Air Test Method. B. ASTM C 1103 — Standard Practice for Joint Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines. C. ASTM C 1244 — Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. D. ASTM F 1417 - Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low Pressure Air. 1.3 PERFORMANCE REQUIREMENTS A. Leakage testing for both pipe and manhole is required. All flexible wall and semi -rigid wall pipe shall be mandrel tested regardless of location. B. Flexible pipe, including "semi -rigid" pipe, is required to show no more than 5 percent deflection of the original pipe diameter. Test pipe no sooner than 30 days after backfilling of a line segment but prior to final acceptance using a standard mandrel to verify that installed pipe is within specified deflection tolerances. C. Maximum allowable leakage for Infiltration or Exfiltration. 1. The total exfiltration, as determined by a hydrostatic head test, shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours at a minimum test head of 6 feet above the crown of the pipe at the upstream manhole or 6 feet above the groundwater elevation, whichever is greater. The low-pressure air test listed below may be used in lieu of a hydrostatic head test. 2. When pipes are installed more than 6 feet below the groundwater level, an infiltration test shall be used in lieu of the exfiltration test. The total infiltration shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours. Groundwater elevation must be at least 6 feet above the crown of the pipe at the upstream manhole. 3. Refer to Table 02533-1, Water Test Allowable Leakage, at the end of this section, for measuring leakage in storm sewers. Perform leakage testing to verify that leakage criteria are met. 4. For cast -in -place non -reinforced concrete pipe, see Section 03301 — Cast -in -Place Non -Reinforced Concrete Pipe for allowable leakage. 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 1 04/04 - D. Perform air testing in accordance with requirements of this section and the referenced standards in paragraph 1.2. Refer to Table 02533-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, Table 02533-3, Minimum Testing Times for Low Pressure Air Test, and Table 02533-4, Vacuum Test Time Table, at the end of this Section. Hydrostatic head test may be used in lieu of low pressure air tests. 1.4 SUBMITTALS A. Conform to requirements of Section 01330 - Submittal Procedures. B. Test Plan: Before testing begins and in adequate time to obtain approval through the submittal process, prepare and submit a test plan for approval by Engineer. Include testing procedures, methods, equipment, and tentative schedule. Obtain advance written approval for deviations from the Drawings and Specifications. C. Test Reports: Submit test reports for each test on each segment of storm sewer. 1.5 GRAVITY STORM SEWER QUALITY ASSURANCE A. Repair, correct, and retest manholes or sections of pipe which fail to meet specified requirements when tested. 1.6 SEQUENCING AND SCHEDULING A. Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed sewer remains untested at any one time, unless otherwise authorized by the Engineer. B. Coordinate testing schedules with Engineer. Perform testing under observation of Engineer. PART 2 - PRODUCTS 2.1 DEFLECTION MANDREL A. Mandrel Sizing. The rigid mandrel shall have an outside diameter (O.D.) equal to 95 percent of the inside diameter (I.D.) of the pipe. The inside diameter of the pipe, for the purpose of determining the outside diameter of the mandrel, shall be the average outside I -A diameter minus two minimum wall thicknesses for O.D. controlled pipe and the average inside diameter for I.D. controlled pipe. Dimensions shall be per appropriate standard. ` Statistical or other "tolerance packages" shall not be considered in mandrel sizing. B. Mandrel Design. The rigid mandrel shall be constructed of a metal or a rigid plastic material that can withstand 200 psi without being deformed. The mandrel shall have nine f I or more "runners" or "legs" as long as the total number of legs is an odd number. The barrel section of the mandrel shall have a length of at least 75 percent of the inside diameter of the pipe. The rigid mandrel shall not have adjustable or collapsible legs which would allow a reduction in mandrel diameter during testing. A proving ring shall be provided and used for modifying each size mandrel. C. Proving Ring. Furnish a "proving ring" with each mandrel. Fabricate the ring of 1/2-inch-thick, 3-inch-wide bar steel to a diameter 0.02 inches larger than approved mandrel diameter. D. Contractor shall provide Owner with manufacturer's Inside Diameter Values for all applicable flexible wall pipe. 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 2 04/04 j 2.2 EXFLLTRATION TEST A. Water Meter: Obtain a transient water meter from the City for use when water for testing will be taken from the City system. Conform to City requirements for water meter use. Metered volume will be used to determine charges to Contractor by City for water used. B. Test Equipment: 1. Pipe plugs. 2. Pipe risers where the manhole cone is less than 6 feet above highest point in pipe or service lead. 2.3 INFILTRATION TEST A. Test Equipment: 1. Calibrated 90 degree V-notch weir. 2. Pipe plugs. 2.4 LOW - PRESSURE AIR TEST A. Minimum Requirement for Equipment: 1. Control panel. 2. Low-pressure air supply connected to control panel. 3. Pneumatic plugs: Acceptable size for diameter of pipe to be tested; capable of withstanding internal test pressure without leaking or requiring external bracing. 4. Air hoses from control panel to: a. Air supply. b. Pneumatic plugs. C. Sealed line for pressuring. d. Sealed line for monitoring internal pressure. B. Testing Pneumatic Plugs: Place a pneumatic plug in each end of a length of pipe on the ground. Pressurize plugs to 25 psig, or less if plug manufacturer's recommended maximum pressure is less than 25 psig; then pressurize sealed pipe to 5 psig. Plugs are acceptable if they remain in place against the test pressure without external aids. C. For 54-inch diameter pipe, apparatus for testing one joint at a time shall be furnished by the Contractor and used for single joint testing. 2.5 GROUND WATER DETERMINATION A. Equipment: Pipe probe or small diameter casing for ground water elevation determination. Ground water elevation must be determined at each end of each test section. PART 3 - EXECUTION 3.1 PREPARATION A. Provide labor, equipment, tools, test plugs, risers, air compressor, air hose, pressure meters, pipe probe, calibrated weirs, or any other device necessary for proper testing and inspection. B. The selection of test methods and pressures for storm sewers shall be determined based on ground water elevation. Determine ground water elevation using equipment and procedures 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 3 04/04 conforming to Section 02240 - Dewatering. If no ground water control is required for pipe installation, then ground water will not be considered a factor. �. 3.2 MANDREL TESTING FOR GRAVITY STORM SEWERS A. Perform deflection testing on flexible and semi -rigid pipe to confirm pipe has no more than 5% deflection of the original pipe diameter. Mandrel testing shall conform to ASTM D 3034, except that 5% is maximum permissible deflection. Perform testing no sooner than 30 days after backfilling of line segment, but prior to final acceptance testing of the line segment. B. Pull the approved mandrel through sewer sections. Replace any section of storm sewer not passing the mandrel. Mandrel testing is not required for stubs of one standard joint length or less. C. Retest repaired or replaced sewer sections. 3.3 LEAKAGE TESTING FOR GRAVITY STORM SEWERS A. Test Options: 1. Test gravity storm sewer pipes for leakage by either exfiltration or infiltration methods, as appropriate, or with low pressure air testing. 2. Test new storm sewer manholes with water or low pressure air. Manholes tested with low pressure air shall undergo a physical inspection prior to testing. 3. Leakage testing shall be performed after backfilling of a line segment. 4. If no installed piezometer or monitoring well is within 500 feet of each end of the sewer segment, Contractor shall provide a temporary piezometer or monitoring well at each end of storm sewer segment being tested for this purpose. If no groundwater is encountered during pipe installation, then this requirement will be waived. B. Compensating for Ground Water Pressure: 1. Where ground water exists, install a pipe nipple at the same time storm sewer line is placed. Use a 1/2-inch capped pipe nipple approximately 10 inches long. Make the installation through manhole wall on top of the sewer line where line enters manhole. 2. Immediately before performing line acceptance test, remove cap, clear pipe nipple with air pressure, and connect a clear plastic tube to nipple. Support tube vertically and allow water to rise in the tube. After water stops rising, measure height in feet of water over invert of the pipe. Divide this height by 2.3 feet/psi to determine the ground water pressure to be used in line testing. C. Exfilration test: 1. Determine ground water elevation. J 2. Plug sewer in downstream manhole. 3. Plug incoming pipes in upstream manhole. 4. Install riser pipe in outgoing pipe of upstream manhole. 5. Fill sewer pipe and manhole or pipe riser, if used, with water to a point 6-1/2 feet above highest point in sewer pipe or ground water table, whichever is highest. t 6. Allow water to stabilize for one to two hours. Take water level reading to determine drop of water surface, in inches, over a one -hour period, and calculate water loss (1 inch of water in 4 feet diameter manhole equals 8.22 gallons) or measure the quantity of water required to keep water at same level. Loss shall not exceed that J calculated from allowable leakage according to Table 02533-1 at the end of this Section, or exceed the allowable leakage in Section 03301 as applicable. f 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 4 04/04 D. Infiltration test: Ground water elevation must be not less than 6.0 feet above highest point of sewer pipe. 1. Determine ground water elevation. 2. Plug incoming pipes in upstream manhole. 3. Insert calibrated 90 degree V-notch weir in pipe on downstream manhole. 4. Allow water to rise and flow over weir until it stabilizes. 5. Take five readings of accumulated volume over a period of 2 hours and use average for infiltration. The average must not exceed that calculated for 2 hours from allowable leakage according to the Table 02533-1 at the end of this Section, or exceed allowable leakage in Section 03301 as applicable. E. Low - Pressure Air Test: When using this test conform to ASTM C 924, ASTM C 1103, or ASTM F 1417, as applicable, with holding time not less than that listed in Table 02533-2. 1. Air testing for sections of pipe shall be limited to lines less than 54-inch average inside diameter. 2. Lines 54-inch average inside diameter shall be tested at each joint. The minimum time allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch during a joint test shall be 10 seconds, regardless of pipe size. 3. For pipe sections less than 54-inch average inside diameter: a. Determine ground water level. b. Plug both ends of pipe. For concrete pipe, flood pipe and allow 2 hours to saturate concrete. Then drain and plug concrete pipe. C. Pressurize pipe to 4.0 psig. Increase pressure 1.0 psi for each 2.3 feet of ground water over highest point in system. Allow pressure to stabilize for 2 to 4 minutes. Adjust pressure to start at 3.5 psig (plus adjustment for ground water table). See Table 02533-2 at the end of this Section. d. To determine air loss, measure the time interval for pressure to drop to 2.5 psig. The time must exceed that listed in the Table 02533-2 at the end of this Section for pipe diameter and length. F. Retest: Any section of pipe which fails to meet requirements shall be repaired and retested. G. Joint repair for reinforced concrete pipe joints failing the leakage test shall be through the use of Avanti International Scotch -Seal 5600 series water -activated foam overlaid with non -shrink epoxy grout. Submit repair procedure to Engineer for approval prior to joint repair activities. H. Joint repair for fiberglass pipe shall be by field lay-up of resins, fiberglass sheets and fiberglass adhesives. Procedure shall be as required by pipe manufacturer. Submit procedure to Engineer for approval prior to joint repair activities. I. Individual joint test options do not apply to cast -in -place non -reinforced concrete pipe. 3.4 TEST CRITERIA TABLES A. Exfiltration and Infiltration Water Tests: Refer to Table 02533-1, Water Test Allowable Leakage, at the end of this Section. B. Low - Pressure Air Test: 1. Times in Table 02533-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, at the end of this Section, are based on the equation: T = 0.0850(D)(K)/(Q) where: T = time for pressure to drop 1.0 pounds per square inch gauge in seconds K = 0.000419 DL, but not less than 1.0 D = average inside diameter in inches --, 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 5 04/04 L = length of line of same pipe size in feet Q = rate of loss, 0.0015 ft3/min./sq. ft. internal surface 2. Since a K value of less than 1.0 shall not be used, there are minimum testing times for each pipe diameter as given in Table 02533-3, Minimum Testing Times for Low Pressure Air Test. a. Notes: 1) When two sizes of pipe are involved, the time shall be computed by the - ratio of lengths involved. 2) Lines with a 54-inch average inside diameter and larger shall be air tested at each joint. -_ 3) Lines between 36-inch and 54-inch diameter may be air -tested at each joint with the Engineer's concurrence. The Contractor must demonstrate that access to the joints and set-up of the test apparatus is feasible and that worker safety is not compromised. 4) Lines with an average inside diameter equal to 54 inches must be air tested for leakage at each joint. 5) If the joint test is used, a visual inspection of the joint shall be performed immediately after testing. 6) For joint test, the pipe is to be pressurized to 3.5 psi greater than the pressure exerted by groundwater above the pipe. Once the pressure has stabilized, the minimum times allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge shall be 10 seconds. 3.5 INCREASED TESTING FREQUENCY A. For manufactured pipe with gasketed joints, if the joint failure rate exceeds one joint per 500 joints (0.20 percent), the Engineer can require joint testing when the pipe is placed in the trench or tunnel and again after backfilling the trench or grouting the tunnel. 3.6 LEAKAGE TESTING FOR MANHOLES A. Perform vacuum test as specified by Cherne Industries, Inc. in accordance with ASTM C 1244. This test applies to all manholes. B. After completion on weteA4ght manhole construction, wall sealing, or rehabilitation, but prior to backfilling, test manholes for water tightness using vacuum testing procedures. Repeat test on manholes having bolt -down covers after backfilling is complete. Repeat test on manholes showing evidence of displacement during backfilling. C. Plug incoming and outgoing lines with suitably -sized pneumatic or mechanical plugs. Ensure plugs are properly rated for pressures required for test; follow manufacturer's safety and installation recommendations. Place plugs a minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged if lines entering manhole have _ not been backfilled. D. Vacuum testing: 1. Install vacuum tester head assembly at top access point of manhole and adjust for proper seal on straight top section of manhole structure. Following manufacturer's instructions and safety precautions, inflate sealing element to the recommended maximum inflation pressure; do not over -inflate. 2. Evacuate manhole with vacuum pump to 10 inches mercury (Hg), disconnect pump, and monitor vacuum for the time period specified in Table 02533 — 4 at the end of this section. . 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 6 -. 04/04 t 3. If the drop in vacuum exceeds 1 inch Hg over the specified time period, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 3.7 VIDEO RECORD A. Provide video record of storm sewer interior in VHS video tape format. B. Provide voice narrative on video tape of special observations. C. Label video tape cassette with line designation and station limits covered by that particular cassette. D. Provide titles on tape with line designation, date of exposure, station limits covered, and internal diameter of storm sewer. E. Rate of travel in storm sewer for video tape equipment shall not exceed 100 feet per minute. F. Video taping may be accomplished by either remote control or manned entry, or a combination of the two methods. 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 7 04/04 r�? Table 02533-1 WATER TEST ALLOWABLE LEAKAGE VOLUME PER INCH OF DEPTH IN DIAMETER OF RISER ALLOWANCE LEAKAGE RISER OR STACK IN PIPE SIZE IN GALLONS/MINUTE INCHES INCH GALLONS INCHES PER 100 FT. 1 0.7854 .0034 24 0.0158 2 3.1416 .0136 30 0.0197 2.5 4.9087 .0212 36 0.0237 3 7.0686 .0306 42 0.0276 4 12.5664 .0544 48 0.0316 5 19.6350 .0850 54 0.0355 6 28.2743 .1224 60 0.0395 8 50.2655 .2176 72 0.0473 For other diameters, multiply square of diameters by value I Equivalent to 50 gallons per inch of for 1" diameter. inside diameter per mile per 24 hours. i i _.l 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 8 04/04 ,.m1-1111.v pw 7 Wm Table 02533-2 TIME ALLOWED FOR PRESSURE LOSS FROM 3.5 PSIG TO 2.5 PSIG Pipe Dia. (in) Min. Time (min:sec) Length for Min. Time (ft) Time for Longer Length I (sec) Specification Time for Length L) Shown min:sec 100 (ft) 150 (ft) 200 (ft) 250 (ft) 300 (ft) 350 (ft) 400 (ft) 450 (ft) 500 (ft) 550 (ft) 600 (ft) 24 22:40 99 13.6761, 22:48 1 34:11 45:35 56:59 1 68:23 79:47 91:10 1 102:34 113:58 125:22 136:46 30 28:20 80 21.369L 35:37 53:25 71:14 89:02 106:51 124:39 142:28 160:16 178:04 195:53 213:41 36 34:00 66 30.7711, 51:17 76:56 102:34 128:13 153:51 179:30 205:09 230:47 256:26 282:04 307:43 42 39:40 1 57 41.8831, 69:48 104:42 139:37 174:31 209:25 244:19 279:13 314:07 349:02 383:56 418:50 54 1 51:00 1 44 169.236L 115:24 173:05 230:47 288:29 346:11 403:52 461:34 519:16 576:58 634:40 692:21 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 9 12/03 Table 02533-3 MINIMUM TESTING TIMES FOR LOW PRESSURE AIR TEST LENGTH FOR PIPE MINIMUM MINIMUM TIME FOR LONGER DIAMETER TIME TIME LENGTH (INCHES) (SECONDS) (FEET) (SECONDS) 24 1360 99 13.676 L 30 1700 80 21.369 L 36 2040 66 30.771 L 42 2380 57 41.883 L 54 3060 44 69.236 L 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 10 12/03 1-1 Table 02533 — 4 MANHOLE VACUUM TEST TIME TABLE Depth, Feet Diameter, Inches 48 60 1 66 72 Time, Seconds 8 20 26 29 33 10 25 33 36 41 12 30 39 43 49 14 35 46 51 57 16 40 52 58 67 18 45 59 65 73 20 50 65 72 81 22 55 72 79 89 24 59 78 87 97 26 64 85 94 105 28 69 91 101 113 30 74 98 108 121 The values listed above are taken from ASTM Specification C1244-93 "Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test." END OF SECTION 02533 01258500 ACCEPTANCE TESTING FOR STORM SEWERS 02533 - 11 12/03 ...,.., w �� `1 SECTION 02631 STORM SEWERS PART 1 - GENERAL 1.1 SECTION INCLUDES A. Storm sewers and appurtenances. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and Division 1 Specification Sections apply to this Section. B. Section 01576 — Waste Material Disposal. C. Section 02082 — Pre -cast Concrete Manholes and Vaults. D. Section 02221 — Removing Existing Pavements. E. Section 02231— Tree and Plant Protection. F. Section 02240 — Dewatering. G. Section 02300 — Earthwork. H. Section 02317 — Excavation and Backfill for Utilities. I. Section 02320 — Utility Backfill Materials. J. Section 02425 — Tunnel Excavation and Primary Liner. K. Section 02426 — Storm Sewer Pipe in Tunnels. L. Section 02441— Microtunneling and Pipe -Jacked Tunnels. M. Section 02448 — Pipe and Casing Augering for Sewers. N. Section 02533 — Acceptance Testing for Storm Sewers. O. Section 02632 — Cast -in -Place Headwalls and Wingwalls. P. Section 02635 — Centrifugally Cast Fiberglass Pipe. Q. Section 02638 — Reinforced Concrete Pipe. R. Section 02741— Hot -Mix Asphalt Paving. S. Section 02751— Portland Cement Concrete Pavement. T. Section 02764 — Pavement Joint Sealants. U. Section 02920 — Lawns and Grasses. V. Section 11296 — Elastomeric Check Valves. 1.3 SUBMITTALS A. Conform to the requirements of Section 01330 — Submittal Procedures. B. Laying schedule for storm sewer pipe. 1. Show or list station limits for each type pipe. 2. Where installation method is at Contractor's option, show or list station limits for installation method for each type pipe. 3. Permissible pipe materials for the various storm sewers for the project are indicated on the drawings for the base bid for this project. C. Submittals required for each type pipe are listed in the submittals paragraph for each type pipe in the various pipe specifications sections. 01258500 STORM SEWERS 02631 - 1 04/04 s Y 1.4 QUALITY ASSURANCE ` A. Conform with Section 02533 — Acceptance Testing for Storm Sewers. 1.5 PRODUCT DELIVERY, STORAGE AND HANDLING A. Comply with Section 01600 — Product Requirements. B. Handle pipe, fittings, and accessories carefully with approved handling devices. Do not drop or roll pipe off trucks or trailers. Materials cracked, gouged, chipped, dented, or otherwise damaged shall not be used for installation. C. Store pipe and fittings on heavy timbers or platforms to avoid contact with the ground. D. Unload pipe, fittings, and appurtenances as close as practical to the location of installation to avoid unnecessary handling. E. Keep interiors of pipe and fittings free of dirt and foreign matter. PART 2 - PRODUCTS pxR vluv A. Piping materials for storm sewers shall be of the sizes and types indicated on the drawings. B. Conform with applicable pipe material specification section. 2.2 PIPE MATERIAL SCHEDULE A. Pre -cast Concrete Manholes and Vaults — Section 02082. B. Centrifugally Cast Fiberglass Pipe — Section 02635. C. Reinforced Concrete Pipe — Section 02638. 2.3 BEDDING, BACKFILL AND TOPSOIL MATERIAL A. Bedding and Backfill Material: Comply with the following specification sections and the drawings: L Section 02317 —Excavation and Backfill for Utilities. 2. Section 02320 — Utility Backfill Materials B. Topsoil: Section 02320 — Utility Backfill Materials. PART 3 - EXECUTION 3.1 PREPARATION A. A. Set up street detours and barricades in preparation for excavation. Conform to requirements of Section 01555 — Barricades, Signs and Traffic Handling and the traffic control plans indicated on the drawings. Provide advance notices as required under Section 01140 — Work Restrictions. B. Maintain barricades and warning lights for streets and intersections while work is in progress or where affected by the work and is considered hazardous to traffic movements. C. In lake areas set up tree protection in accordance with Section 02231 — Tree and Plant Protection. 01258500 STORM SEWERS 02631 - 2 04/04 t .< D. Immediately notify the agency or company owning utility lines which are damaged, broken or disturbed. Obtain approval from Owner and controlling agency for repairs or { relocations, either temporary or permanent. E. Remove old pavements and structures including sidewalks and driveways in accordance with requirements of Section 02221 - Removing Existing Pavements. F. Install and operate necessary dewatering and surface water control measures in accordance with Section 02240 - Dewatering. G. Install and maintain storm water pollution prevention measures as required by the TPDES permit and comply with Section 01356 — Storm Water Pollution Prevention Plan. 3.2 EXCAVATION A. Earthwork. Refer to Section 02317 - Excavation and Backfill for Utilities and as indicated on drawings. B. Line and Grade. Contractor shall establish the line and grade as indicated on drawings. Maintain this control for a minimum of 100 feet behind and ahead of the pipe -laying operation. Use amply sized grade boards. Protect grade boards and location stakes from damage or dislocation. Use of laser beam equipment to establish and maintain proper line and grade of the work is acceptable. C. Trench Excavation. Excavate pipe trenches to a level as indicated on the trench detail drawings. Backfill the excavation with the specified bedding material to the level indicated on the drawings or as specified for the pipe type. Tamp and compact backfill to provide bedding at the indicated grade. Form the bedding foundation to the minimum depth indicated on the drawings or as specified. 3.3 PIPE INSTALLATION A. Install in accordance with the drawings and as specified in this Section. Conform with pipe specifications sections listed in paragraph 2.2 as applicable. Where manufacturer's installation recommendations conflict with drawings and specifications, the Engineer shall make the determination on installation requirements. No additional compensation to Contractor will be made for such determinations. B. Install and maintain excavation supports. Conform with Section 02260 — Excavation Support and Protection. C. Install pipe only after excavation is completed, bottom of trench is shaped, bedding material is installed, and trench has been approved by the Engineer. D. Install pipe to the line and grade indicated on Drawings. Place pipe so that it has continuous bearing of barrel on bedding material and is laid in the trench so the interior surfaces of the pipe follow the grades and alignments indicated. E. Install pipe with the spigot ends toward the direction of flow. F. Form a concentric joint with each section of adjoining pipe to prevent offsets. G. Place and drive home newly laid sections with come -a -long winches to eliminate damage to sections. Use of back hoes or similar powered equipment will not be allowed for placing or joining pipe, unless protective measures are provided and approved in advance by the . Engineer. H. Keep interior of pipe clean as installation progresses. Where cleaning after laying the pipe is difficult because of small pipe size, use a suitable swab or drag inside the pipe and pull it forward past each joint immediately after the joint has been completed. Maintain clean gaskets and gasket sealing surfaces. I. _u Keep excavations free of water during construction and until final inspection. 01258500 STORM SEWERS 02631 - 3 04/04 �l i :1 J. When work is not in progress, cover the exposed ends of pipes with a plug specifically ' designed as pipe plug to prevent foreign material from entering the pipe. g- 3.4 PIPE INSTALLATION OTHER THAN OPEN CUT A. For installation of pipe by tunneling and use of a tunnel liner through which the carrier pipe is installed, conform to the requirements of Section 02425 — Tunnel Excavation and Primary Liner, and Section 02426 — Storm Sewer Pipe in Tunnels. B. For installation of pipe by microtunneling methods and via pipe jacked tunnels, conform to the requirements of Section 02441 — Microtunneling and Pipe -Jacked Tunnels. C. For installation of pipe by augering, boring, or jacking pipe, conform to the requirements of Section 02448 - Pipe and Casing Augering for Sewers. 3.5 INSTALLATION OF APPURTENANCES A. Construct manholes to conform to requirements of Section 02082 -Precast Concrete Manholes and Vaults. Install frames, grate rings and covers to conform to requirements of Section 02084 - Frames, Grates, Rings and Covers. B. Install headwalls and wingwalls to conform to requirements of Section 02632 — Cast -in - Place Headwalls and Wingwalls. Install inlets and control structures according to the drawings and Section 03300 — Cast -in -Place Concrete. C. Excavate and backfill headwalls, wingwalls, inlets, and control structures in accordance with Section 02300 - Earthwork. D. Adjust manhole covers to finish grade conforming to requirements of Section 02082 — Precast Concrete Manholes and Vaults. 3.6 TEST A. Conform to requirements of Section 02533 — Acceptance Testing for Storm Sewers. B. Provide video record of interior in accordance with Section 02533 — Acceptance Testing for Storm Sewers. 3.7 BACKFILL AND SITE CLEANUP A. Backfill trench after pipe installation is inspected and approved by the Engineer. B. Bed pipes with materials conforming to requirements of Section 02320 - Utility Backfill Materials and as indicated on drawings. C. Backfill and compact soil in accordance with Section 02317 - Excavation and Backfill for Utilities. D. Repair and replace removed or damaged pavement and sidewalks as specified in the following applicable sections and shown on the drawings: 1. Unpaved roadway surfaces consisting of flexible base as the surface course: Section 02300 - Earthwork. 2. Flexible base under paved roadway: Section 02300 — Earthwork. 3. Asphalt stabilized base: Section 02741— Hot -Mix Asphalt Paving. 4. Hot -mix surface or wearing course: Section 02741— Hot -Mix Asphalt Paving. 5. Concrete pavement, valley gutter, curb and gutter, driveways, and sidewalks: Section 02751 — Portland Cement Concrete Pavement. 6. Sealing pavement joints: Section 02764 — Pavement Joint Sealants. 01258500 STORM SEWERS 02631 - 4 04/04 I E. In unpaved areas, grade surface as a uniform slope to natural grade as indicated on the drawings. Provide the minimum depth of topsoil of 6 inches, unless otherwise indicated on the drawings or specified to be a greater depth, and seed or sod according to requirements of Section 02920 — Lawns and Grasses, and Section 02317 — Excavation and Backfill for Utilities. F. In paved areas clean street in which storm sewer is placed by rotary broom, or street sweeper, or both as necessary to remove dirt, rock and debris. G. Clean haul streets and other paved areas used during construction by rotary broom, or street sweeper, or both as necessary to remove dirt, rock and debris. - H. Street cleaning to take place within 10 calendar days after street repairs are complete. I. Dispose of dirt, rock and debris from cleaning according to Section 01576 — Waste Material Disposal. END OF SECTION 02631 01258500 STORM SEWERS 02631 - 5 04/04 No Text I SECTION 02632 CAST -IN -PLACE HEADWALLS AND WINGWALLS PART 1- GENERAL 1.1 SECTION INCLUDES A. Cast -in -place headwalls and wingwalls for storm sewers. 1.2 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specification sections apply to this section. B. Section 03300 — Cast -in -Place Concrete 1.3 REFERENCES A. ASTM C 270 - Specification for Mortar for Unit Masonry. z 1.4 SUBMITTALS A. Submittals shall conform to requirements of Section 01330 - Submittal Procedures. B. Submit shop drawings for approval of design and construction details for cast -in -place units which differ from units shown on Drawings. _ s PART 2 - PRODUCTS 2.1 MATERIALS " A. Concrete: Conform to Section 03300 — Cast -in -Place Concre te, unless otherwise indicated on drawings. Provide color conditioned concrete where indicated on drawings. B. Reinforcing Steel: Conform to requirements of Section 03300 — Cast -in -Place Concrete. C. Mortar: Conform to requirements of ASTM C 270, Type S using Portland cement. D. Miscellaneous metals: Cast-iron frames, grates, rings, and covers conforming to requirements of Section 02084 — Frames, Grates, Rings, and Covers. is PART 3 - EXECUTION 3.1 EXAMINATION t. A. Verify lines and grades are correct. B. Verify compacted subgrade will support loads imposed by inlets. 3.2 INSTALLATION A. Construct inlets, headwalls, and wingwalls complete in place to the dimensions, lines and grades as shown on drawings. 01258500 CAST -IN -PLACE HEADWALLS AND WINGWALLS 02632 - 1 04/04 r r-� 1, B. Excavate in accordance with requirements of Section 02317 - Excavation and Backfill for Utilities. C. Forms will be required for both the outside and inside faces of concrete inlet walls; however, if the nature of the material excavated for the inlet is such that it can be hand I' trimmed to a smooth vertical face, and the vertical face will not deform or displace under concrete placing operations, the outside forms may be omitted with approval of Engineer. D. Place reinforcing steel to conform to details shown on the drawings. Provide a positive means for holding steel cages in place during concrete placement. Welding of reinforcing steel is not permitted unless noted on the drawings. The maximum variation in reinforcement position is plus or minus 10 percent of wall thickness or plus or minus - 1/2 inch, whichever is less. Regardless of variation, the minimum cover of concrete over reinforcement as shown on the drawings shall be maintained. E. Chamfer exposed edges unless otherwise indicated on Drawings. F. Provide form liners for indicated form liner patterns. 3.3 FINISHES A. Cut off pipe leads neatly at the inside face of headwall. Point up with mortar. B. Finish concrete surfaces in accordance with requirements of Section 03300 — Cast -in -Place Concrete. C. Special finishes are shown on the drawings. 3.4 BACKFILL A. Backfill the area of excavation surrounding each completed inlet according to the requirements of Section 02317 - Excavation and Backfill for Utilities. END OF SECTION 02632 01258500 CAST -IN -PLACE HEADWALLS AND WINGWALLS 02632 - 2 04/04 SECTION 02635 CENTRIFUGALLY CAST FIBERGLASS PIPE PART 1- GENERAL 1.1 SECTION INCLUDES A. Centrifugally cast fiberglass reinforced polymer mortar pipe for storm sewers (CCFRPM). 1.2 REFERENCES A. ASTM D 2412 — Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel -Plate Loading. B. ASTM D 3262 - Standard Specification for "Fiberglass" (Glass Fiber Reinforced Thermosetting Resin) Sewer Pipe. C. ASTM D 3681 - Method for Determining Chemical Resistance of Reinforced Thermosetting Resin Pipe in Deflected Condition. D. ASTM D 4161 - Specification for "Fiberglass" (Glass -Fiber -Reinforced Thermosetting Resin) Pipe Joints Using Flexible Elastomeric Seals. E. ASTM F 477 - Standard Specification for Elastomeric Seals (Gaskets) Joining Plastic Pipe. F. AWWA M45 —Fiberglass Pipe Design. 1.3 SUBMITTALS A. Conform to requirements of Section 01330 - Submittal Procedures. B. Provide sufficient data for the Engineer to properly evaluate the pipe. C. Submit product data and shop drawings with the following information: 1. Design dimensions and details for pipe and fittings indicating alignment, grade, and laying dimensions. 2. Fabrication details, details of fittings and flanges, details of specials, and proposed welding procedures. 3. Show station numbers for pipe and fittings corresponding to Drawings. 4. Properties and strength of the pipe and pipe design analysis. 5. Instruction on storage, handling, transporting, and installation. 6. Standard catalog sheet. D. Test Reports: Provide test reports upon request, certifying that the pipe has been tested in accordance with and exceeds minimum requirements of ASTM D 3262 and ASTM D 3681. PART 2 - PRODUCTS 2.1 MATERIALS A. Resin Systems: The manufacturer shall use only polyester resin systems with a proven history of performance in this particular application. The historical data shall have been collected from applications of a composite material of similar construction and composition as the proposed product. 01258500 CENTRIFUGALLY CAST FIBERGLASS PIPE 02635 - 1 04/04 i _; B. Glass Reinforcements: The reinforcing glass fibers used to manufacture the components shall be of highest quality commercial grade E-glass filaments with binder and sizing compatible with impregnating resins. C. Silica Sand: Sand shall be minimum 98% silica with a maximum moisture content of 0.2%. D. Additives: Resin additives, such as curing agents, pigments, dyes, fillers, thixotropic agents and other coloring agents, if used, shall in no way be detrimental to the performance of the product nor shall they impair visual inspection of the finished products. E. Elastorneric Gaskets: Supply from an approved gasket manufacturer in accordance with ASTM F 477, when no contaminant is identified and suitable for the service intended. Gaskets shall either be affixed to the pipe by means of a suitable adhesive or shall be installed in such a manner so as to prevent the gasket from rolling out of the pre-cut groove in the pipe or sleeve coupling. F. Equal to Hobas Pipe USA, Inc. product. 2.2 MANUFACTURE AND CONSTRUCTION A. Pipes 1. Furnish pipes in the diameters specified and within the tolerances specified below. 2. Manufacture pipe by the centrifugal casting process to result in a dense, nonporous, corrosion -resistant, consistent composite structure to meet the operating conditions as shown on the Drawings. 3. Do not use stiffening ribs or rings. B. Joints: Unless otherwise specified, the pipe shall be field connected with fiberglass sleeve couplings that utilize elastomeric sealing gaskets made of EPDM rubber compound as the sole means to maintain joint watertightness. The joints must meet the performance requirements of ASTM D 4161. Joints at tie-ins, when needed, may utilize fiberglass gasket -sealed closure couplings. C. Fittings: Flanges, elbows, reducers, tees, wyes, laterals and other fittings shall be capable of withstanding operating conditions when installed. They may be contact molded or manufactured from mitered sections of pipe joined by glass fiber reinforced overlays. D. Manhole Connections: Provide a water stop flange (wall pipe) for connection to a cast -in - place manhole base or other structure. E. Grout Ports: Provide grout ports in the wall of pipe when required. Provide plugs of 316 stainless steel or other corrosion -resistant material compatible with the pipe. Grout port plugs shall be designed and installed to meet the test pressure of the pipe. F. Centrifugally cast fiberglass pipe for jacking, boring or tunneling shall meet the requirements of the pertinent ASTM specifications. Pipe shall be marked to identify pipe for jacking, boring or tunneling. G. Refer to Sections: 1. Section 02425 — Tunnel Excavation and Primary Liner. 2. Section 02441 — Microtunneling and Pipe -Jacked Tunnels. 2.3 DIMENSIONS A. Diameters: The actual outside diameter of the pipes shall be in accordance with Table 3 of ASTM D 3262 for gravity sewers. For other diameters, OD's shall be per manufacturer's literature. B. Lengths: The pipe standard length will be approximately 20 feet. A maximum of 10 percent of the lengths, excluding special order pipes, may be supplied in random lengths. 01258500 CENTRIFUGALLY CAST FIBERGLASS PIPE 02635 - 2 04/04 C. Wall Thickness: The minimum wall thickness shall be the stated design thickness. The minimum single point thickness shall not be less than 90 percent of the stated design thickness. D. End Squareness: Pipe ends shall be square to the pipe axis with a maximum tolerance of q P q PP 1/8". E. Tolerance of Fittings: The tolerance of the angle of an elbow and the angle between the main and leg of a wye or tee shall be plus or minus 2 degrees. The tolerance on the laying length of a fitting shall be plus or minus 2 inches. F. Pipe and joints shall be capable of withstanding long-term internal hydrostatic pressure of 15 psi without structural failure. Slight weeping at joints shall not be considered a structural failure. Jets of water discharged at joints shall be considered to be structural failure. Joint leakage that results in jets of water from the joint while under surcharge hydraulic conditions will not be permitted because of the potential for jetting the backfill while under pipe surcharge operation and potentially forming a cavity in the backfill. This criteria applies to all joints. Owner reserves the right to require the Contractor's pipe manufacturer to perform a pressure test on a joint at the manufacturer's facilities or via a contract testing entity, to be witnessed by the Owner and/or Engineer to prove the joint's compliance with the specifications, addenda and manufacturer's representations. Such manufacturer's facility test shall be for each diameter size and material type of pipe to be furnished on the project. The manufacturer shall provide all materials and test apparatus for the pressure and leakage test, including facilities to maintain internal pressure, replenish pipe water holding capacity, and for rotating the pipe as necessary for observation of the water leakage defined in the above paragraphs. The internal test pressure will be allowed to "bleed off' to a lower limit of 12 psi, but must be returned to 15 psi within 10 minutes of reaching the 12 psi lower test limit. The manufacturer shall conduct a safety briefing for the Owner and/or Engineer prior to joint make-up and the pressure test. No test joints shall be assembled unless witnessed by the Owner or Engineer and each joint shall be made-up the same as for the field installation on this project. The Contractor shall be expected to make-up the joints in the same manner and with the same types and quantities of materials and same procedures in order to meet specifications. Once the test joint, and/or joints, are made and the pipe is safely secured, the test pipe shall be filled with water and the test _z pressure range of 12 to 15 psi maintained as noted above in this paragraph. The duration of holding the test pressure range for each individual test run shall not be less than 24 continuous hours, unless the pipe is emptied at the Owner's or Engineer's request for rotation of the pipe joint. In such case, the pipe may be depressurized and emptied of water for the rotational activity, and such rotation of the test pipe shall be performed when requested by the witnessing Owner or Engineer. A limit of one rotation activity for each test is hereby established. Such interruption of the pressure test shall not require that the 24-hour test period start over. The elapsed time prior to rotation activity shall count toward the total 24-hour pressure test period. The test apparatus shall include chart recorders for } continuous recording of each test for pressure and duration. Additional instrumentation and recording devices shall be used for maintaining a record of the joint leakage volume over the duration of each test. One photocopy of the recorded test data for each passing test shall be made available to the Owner for the Owner's records. Concurrent tests on the different joint types, pipe diameters and pipe materials may be performed at the manufacturer's discretion. Pipe joint failure, as defined above, at any time during the 24-hour test period ?, shall be considered as a failing test. Re -testing shall begin anew the 24-hour test period. The Owner and/or Engineer shall not be prohibited from videotaping and/or photographing, for each test, the materials for each test, joint make-up activity, testing apparatus, immediate test area, and the test itself. Other portions of the 01258500 CENTRIFUGALLY CAST FIBERGLASS PIPE 02635 - 3 04/04 1 manufacturer's facility and operations shall not be videotaped or photographed without written permission from the manufacturer. The manufacturer is hereby notified that such videotapes and/or photographs, by the nature of the Owner being a municipality, become public documents. The Owner, Engineer and their representatives shall not be required to sign confidentiality consent agreements. 2.4 STIFFNESS CLASSES A. Stiffness class of CCFRPM pipe shall not be less than that indicated on the drawings. However, that CCFRPM pipe within a primary tunnel liner wherein all voids and annular spaces are grouted shall not have a stiffness of less than 36 psi. B. Stiffness class of CCFRPM in a pipe jacking operation shall be governed either by the ring deflection limitations or by a pipe design providing longitudinal strength required by the jacking method and shall satisfy design requirements stated below. Submit design calculations as required in Paragraph 1.3, Submittals. 1. Pipe stress calculations based on jacking loads shall be performed to conform with Section 02441 - Microtunneling and Pipe -Jacked Tunnels. 2. Ring deflection calculations shall conform with design requirements of AWWA Manual of Water Supply Practices: Fiberglass Pipe Design, AWWA M45. The pipe deflection calculations shall ensure that predicted deflection will be less than 5 percent under long-term loading conditions (soil prism load) for the highest density of soil overburden and surcharge loads. Deflection on calculations shall be prepared using long-term (drained) values for soil parameters. 2.5 TESTING A. Pipes shall be tested in accordance with ASTM D 3262, as applicable, except that the factory hydrostatic pressure testing is not required except as defined in this specification section. B. Joints: Coupling joints shall be qualified per the tests of Section 7 of ASTM D 4161. C. Stiffness: Minimum pipe stiffness when tested in accordance with ASTM D2412 shall be equal to the rated stiffness class of the pipe. 2.6 INSPECTION A. The Engineer shall be entitled to inspect pipes or witness the pipe manufacturing. Such inspection shall not relieve the manufacturer of the responsibilities to provide products that comply with the applicable standards and these Specifications. B. Manufacturer's Notification: Should the Engineer wish to see specific pipes during any phase of the manufacturing process, the manufacturer must provide the Engineer with adequate advance notice of when and where the production of those pipes will take place. The Engineer shall make known to manufacturer of the intent to inspect production. The manufacturer shall then inform the Engineer of the dates planned for production. C. Failure to Inspect: Should the Engineer elect not to inspect the manufacturing, testing, or finished pipes, it in no way implies approval of products or tests. 01258500 CENTRIFUGALLY CAST FIBERGLASS PIPE 02635 - 4 04/04 i.. 2.7 PACKAGING, HANDLING, AND SHIPPING A. Packing, handling, and shipping should be done in accordance with the manufacturer's recommendations. B. Pipe markings shall be in accordance with ASTM D 3262. C. Additional pipe markings shall indicate the project segment in which the pipe will be installed. Such additional markings shall be placed on both the interior and exterior surfaces of the pipe and shall not cover any other pipe markings. Pipe arriving at the work site without required markings shall not be unloaded. PART 3 - EXECUTION 3.1 INSTALLATION A. Install pipe and fittings in accordance with project plans and specifications and the manufacturer's requirements. B. The manufacturer must supply a suitable qualified field service representative to be present periodically during the installation of pipe. C. Pipe Bedding: Conform to requirements of Section 02317 - Excavation and Backfill for Utilities. D. Pipe Handling: Use textile slings, other suitable material or forklift. Chains or cables shall not be used. E. Jointing: 1. Clean ends of pipe and coupling components. 2. Check pipe ends and couplings for damage. Correct any damage found. 3. Coupling grooves must be completely free of dirt. Maintain a clean sealing gasket. 4. Apply joint lubricant to pipe ends and elastomeric seals of coupling. Use only lubricants approved by the pipe manufacturer. 5. Use suitable auxiliary equipment and end protection to push or pull the pipes together. 6. Do not exceed forces recommended by the manufacturer for coupling pipe. If excessive force is required, remove coupling, determine source of problem, and correct it. 7. Join pipes in straight alignment then deflect to required angle. Do not allow the deflection angle to exceed the deflection permitted by the manufacturer. F. If pressure grouting of the pipe is conducted as part of a pipe jacked tunnel installation, seal the grout holes with liner resin to a thickness equal to the pipe liner thickness, or with a threaded plug for that purpose. Coat threaded plugs with manufacturer's polyester resin for additional corrosion and abrasion resistance. G. Field Tests: 1. Refer to Section 02533 — Acceptance Testing for Storm Sewers. END OF SECTION 02635 01258500 CENTRIFUGALLY CAST FIBERGLASS PIPE 02635 - 5 04/04 SECTION 02638 REINFORCED CONCRETE PIPE PART 1-GENERAL 1.1 SECTION INCLUDES A. Reinforced concrete pipe for storm sewers. 1.2 REFERENCES A. ASTM C 76 - Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe. B. ASTM C 361— Standard Specification for Reinforced Concrete Low -Head Pressure Pipe. C. ASTM C 443 - Joints for Circular Concrete Sewer and Culvert Pipe. D. ASTM C 497 - Method of Testing Concrete Pipe, Sections, or Tile. E. ASTM C 655 - Reinforced Concrete D-load Culvert, Storm Drain and Sewer Pipe. F. ASTM C 822 - Standard Definitions and Terms Relating to Concrete Pipe and Related Products. 1.3 SUBMITTALS A. Submittals shall conform to requirements of Section 01330 - Submittal Procedures. B. Submit complete product data for pipe, fittings and gaskets for approval. Indicate conformance to appropriate reference standards. C. Provide manufacturer's certificate of conformance to the specifications. The manufacturer shall provide load testing facilities for performing manufacturer's load tests in conformance with ASTM C 655 or ASTM C 76 as applicable, or shall arrange for an independent laboratory to perform load tests. 1. Lot size shall be the total number of joints of pipe of a specific diameter to be supplied on the project, regardless of D-Load. However, the load test shall not be run on a single D-Load of pipe if different D-Loads are being supplied for a single pipe diameter. If different diameters are supplied, there will be different lots and lot sizes. If different D-Loads are being supplied for a single diameter, at least one representative joint of pipe for each D-Load must be included in the sample size, even if it causes the number of samples to exceed the ASTM sample size. 2. Sample size for testing shall be in accordance with ASTM C 655, paragraph 10, "Acceptance of Pipe by Load Testing" for each lot of pipe. Sampling and testing shall be for each size of pipe to be furnished for the project; however, the sample size is not based on each D-Load rating. For example, if the indicated ASTM sample size is 4 joints of 48-inch diameter pipe, the four joints of pipe need not be for the same reach of storm sewer or for the same D-Load. However, if three D-Loads are within the four joint sample size, then at least one joint of each D-Load rating must be included. 3. Sampling shall be at random in accordance with paragraph 4.1.1 of ASTM C 655, provided that the D-Load representation specified herein is maintained. 4. Load testing for precast reinforced concrete pipe shall be to the formation of 0.01-inch crack. i 01258500 REINFORCED CONCRETE PIPE 02638 — 1 04/04 5. Pipe that has been used in the 0.01-inch crack load tests, meets the strength requirements, and is otherwise in conformance with the specifications, may be used in the project. D. For jacking pipe, submit drawings and data describing grouting port design and closure procedures when required by Section 02430 — Tunnel Grout, including liner repair, as applicable. Grouting port closure shall meet the same durability, strength, corrosion resistance and internal pressure resistance as the remainder of the pipe. PART 2 - PRODUCTS 2.1 REINFORCED CONCRETE PIPE A. Acceptable types and classes of pipe are shown on the drawings. B. Circular reinforced concrete pipe shall conform to requirements of ASTM C 76, where such C76 pipe is required or permissible on the drawings. Lifting holes will not be permitted. Pipe shall have rubber gasketed joints conforming to ASTM C 443. C. Reinforced concrete D-load pipe shall conform to the requirements of ASTM C 655, where C655 pipe is required on the drawings or permissible. Lifting holes will not be permitted. Pipe shall have rubber gasketed joints conforming to ASTM C 443. D. Reinforced concrete pipe for jacking, boring or tunneling shall meet the requirements of the pertinent ASTM specifications. Pipe shall be marked to identify pipe for jacking, boring or tunneling. E. All reinforced concrete pipe and pipe joints shall be capable of withstanding long-term internal hydrostatic pressure shown on the drawings without failure, and without exceeding 16 ksi stress limit in the wall reinforcement due to the internal hydrostatic pressure. Slight weeping at joints shall not be considered a structural failure. Jets of water discharged at joints shall be considered to be structural failure. Joint leakage that results in jets of water from the joint under surcharge hydraulic conditions will not be permitted because of the potential for jetting the backfill while under pipe surcharge operation and potentially forming a cavity in the backfill. This criteria applies for all joints. Owner reserves the right to require the Contractor's pipe manufacturer to perform a pressure test on a water -tight and/or a non -water -tight joint (depending on whether the particular manufacturer is furnishing either type or both types of joints), at the manufacturer's facilities, to be witnessed by the Owner and/or Engineer to prove the joint's compliance with the specifications, addenda and manufacturer's representations. Such manufacturer's facility test shall be for each diameter size and material type of pipe to be furnished on the project and for each pressure listed on the drawings. The manufacturer shall provide all materials and test apparatus for the pressure and leakage test, including facilities to maintain internal pressure, replenish pipe water holding capacity, and for rotating the pipe as necessary for observation of the water leakage defined in the above paragraphs. The internal test pressure will be allowed to "bleed off' to a lower limit of 80 percent of the required pressure, but must be returned to the pressure listed in the drawings within 10 minutes of reaching the lower test limit. The manufacturer shall conduct a safety briefing for the Owner and/or Engineer prior to joint make-up and the pressure test. No test joints shall be assembled unless witnessed by the Owner or Engineer and each joint shall be made-up the same as for the field installation on this project. The Contractor shall be expected to make-up the joints in the same manner and with the same types and quantities of materials and same procedures in order to meet specifications. Once the test joint, and/or joints, are made and the pipe is safely secured, the test pipe shall be filled with water and 3 01258500 REINFORCED CONCRETE PIPE 02638 — 2 04/04 1-1 the test pressure range of 80 percent to 100 percent maintained as noted above in this paragraph. The duration of holding the test pressure range for each individual test run shall not be less than 24 continuous hours, unless the pipe is emptied at the Owner's or Engineer's request for rotation of the pipe joint. In such case, the pipe may be depressurized and emptied of water for the rotational activity, and such rotation of the test pipe shall be performed when requested by the witnessing Owner or Engineer. A limit of one rotation activity for each test is hereby established. Such interruption of the pressure test shall not require that the 24-hour test period start over. The elapsed time prior to rotation activity shall count toward the total 24-hour pressure test period. The test apparatus shall include chart recorders for continuous recording of each test for pressure and duration. Additional instrumentation and recording devices shall be used for maintaining a record of the joint leakage volume over the duration of each test. One photocopy of the recorded test data for each passing test shall be made available to the Owner for the Owner's records. Concurrent tests on the different joint types, pipe diameters and pipe materials may be performed at the manufacturer's discretion. Pipe joint failure, as defined above, at any time during the 24-hour test period shall be considered as a failing test. Re -testing shall begin anew the 24-hour test period. The Owner and/or Engineer shall not be prohibited from videotaping and/or photographing, for each test, the materials for each test, joint make-up activity, testing apparatus, immediate test area, and the test itself. Other portions of the manufacturer's facility and operations shall not be videotaped or photographed without written permission from the manufacturer. The manufacturer is hereby notified that such videotapes and/or photographs, by the nature of the Owner being a municipality, become public documents. The Owner, Engineer, and their representative shall not be required to sign confidentiality consent agreements. F. Refer to Section: 1. Section 02425 — Tunnel Excavation and Primary Liner. 2. Section 02441 — Microtunneling and Pipe Jacked Tunnels. 2.2 JOINT SEALANT A. Rubber Gaskets 1. Furnish rubber gasket conforming to ASTM C 443 for circular reinforced concrete pipe. 2.3 MARKING A. The following information shall be clearly marked on each section of pipe: 1. The class or D-load of pipe. 2. The date of manufacture. 3. The name or trademark of the manufacture. 4. Pipe for jacking and boring shall be identified for the intended use. 5. Storm sewer line designation in which the pipe will be installed. Mark interior and exterior of pipe with line designation. Do not cover other pipe markings. Pipe transported to the site without specified markings shall not be unloaded. 01258500 REINFORCED CONCRETE PIPE 02638 — 3 04/04 2.4 INSPECTION A. The Engineer shall be entitled to inspect pipes or witness the pipe manufacturing. Such inspection shall not relieve the manufacturer of the responsibilities to provide products that comply with the applicable standards and these specifications. B. Manufacturer's Notification: Should the Engineer wish to see specific pipes during any phase of the manufacturing process, the manufacturer must provide the Engineer with adequate advance notice of when and where the production of those pipes will take place. The Engineer shall make known to manufacturer of the intent to inspect production. The manufacturer shall then inform Engineer of the dates planned for production. C. Failure to Inspect: Should the Engineer elect not to inspect the manufacturing, testing, or finished pipes; it in no way implies approval of products or tests. D. The Engineer and Owner shall be entitled to witness the load tests. The manufacturer must provide the Engineer with adequate advance notice of when and where the load tests will take place. The Engineer shall then make known whether or not the load tests will be observed. 2.5 CAUSES FOR REJECTION A. Pipe shall be subject to rejection for failure to conform to any of the specification requirements. Individual sections of pipe may be rejected because of any of the following: 1. Fractures or cracks passing through the shell, except for a single end crack that does not exceed the depth of the joint and the end crack is field repaired. 2. Defects that indicate imperfect proportioning, mixing and molding. 3. Surface defects indicating honeycombed or open texture. 4. Damaged ends, where such damage would prevent making a satisfactory joint, including failure to use chain or tie -down guards during transportation. 5. Exposed reinforcement not intended for tie to cast -in -place concrete. 6. Other damage or defects that, in the opinion of the Engineer, is detrimental to the function or longevity of the work. PART 3 - EXECUTION 3.1 INSTALLATION A. Conform to requirements of the following Sections, as applicable: 1. Section 02448 - Pipe and Casing Augering for Sewers. 2. Section 02631 - Storm Sewers. 3. Section 02441 - Microtunneling and Pipe Jacked Tunnels. B. Install reinforced concrete pipe in accordance with the Drawings. 3.2 TESTING A. Refer to Section 02533 — Acceptance Testing for Storm Sewers. END OF SECTION 02638 01258500 REINFORCED CONCRETE PIPE 02638 — 4 04/04 SECTION 02741 HOT -MIX ASPHALT PAVING PART 1- GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Hot -mix asphalt paving. 2. Hot -mix asphalt patching. 3. Asphalt surface treatments. 4. Pavement -marking paint. 5. Cold milling of existing hot -mix asphalt pavement. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and Division 1. Specification Sections, apply to this Section. B. Section 01400 — Quality Requirements. C. Section 02300 - Earthwork. D. Section 02764 - Pavement Joint Sealants. 1.3 DEFINITIONS A. Hot -Mix Asphalt Paving Terminology: Refer to ASTM D 8 for definitions of terms. 1.4 REFERENCES AASHTO T 102 Spot Test of Asphaltic Materials AASHTO T 245 Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus AASHTO M 248 Standard Specification for Ready -Mixed White and Yellow Traffic Paints Al MS-2 (1994) Mix Design Methods for Asphalt Concrete and Other Hot -Mix Types Al MS-22 Construction of Hot Mix Asphalt Pavements ASTM C 29/C 29M (1991; Rev. A) Unit Weight and Voids in Aggregate 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 01258500 HOT -MIX ASPHALT PAVING 02741 - 1 04/04 ASTM C 127 (1988; R 1993) Specific Gravity and Absorption of Coarse Aggregate ASTM C 128 (1993) Specific Gravity and Absorption of Fine Aggregate ASTM C 131 (1996) Resistance to Degradation of Small -Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine ASTM C 136 (1996; Rev. A) Sieve Analysis of Fine and Coarse Aggregates ASTM C 188 (1995) Density of Hydraulic Cement ASTM D 70 (1982; R 1990) Specific Gravity of Semi -Solid Bituminous Materials ASTM D 75 (1987; R 1992) Sampling Aggregates ASTM D 242 (1995) Mineral Filler for Bituminous Paving Mixtures ASTM D 546 (1994) Sieve Analysis of Mineral Filler for Road and Paving Materials ASTM D 692 (1994; Rev. A) Coarse Aggregate for Bituminous Paving Mixtures ASTM D 854 (1992) Specific Gravity of Soils ASTM D 946 (1982; R 1993) Penetration -Graded Asphalt Cement for Use in Pavement Construction ASTM D 979 (1996) Sampling Bituminous Paving Mixtures ASTM D 995 (1995; Rev. B) Mixing Plants for Hot -Mixed, Hot -Laid Bituminous Paving Mixtures ASTM D 1073 (1994) Fine Aggregate for Bituminous Paving Mixtures ASTM D 1075 (1996) Effect of Water on Cohesion of Compacted Bituminous Mixtures ASTM D 1188 (1996) Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Paraffin -Coated Specimens ASTM D 1559 (1989) Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus ASTM D 2027 Standard Specificaton for Cutback Asphalt (Medium -Curing Type) ASTM D 2041 (1995) Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures 01258500 HOT -MIX ASPHALT PAVING 02741 - 2 04/04 ASTM D 2172 (1995) Quantitative Extraction of Bitumen from Bituminous Paving Mixtures ASTM D 2726 (1996; Rev. A) Bulk Specific Gravity and Density of Non - Absorptive Compacted Bituminous Mixtures ASTM D2950 Standard Test Method for Density of Bituminous Concrete in Place by Nuclear Methods ASTM D 3381 (1992) Viscosity -Graded Asphalt Cement for Use in Pavement Construction ASTM D3405 ASTM D3549 TEX-126-E TEX-204-F TEX-224-F TxDOT Item 300 TxDOT Item 301 TxDOT Item 340 TxDOT Item 345 TxDOT Item 662 TxDOT Item 666 TxDOT Item 672 1.5 SUBMITTALS Standard Specification for Joint Sealants, Hot -Applied, for Concrete and Asphalt Pavements Standard Test Method for Thickness or Height of Compacted Bituminous Paving Mixture Specimens Molding, Testing and Evaluating Bituminous Black Base Materials Design of Bituminous Mixtures Determining Flakiness Index Asphalt, Oils and Emulsions Asphalt Antistripping Agents Specification for Hot Mix Asphaltic Concrete Pavement Specification for Asphaltic Stabilized Base (Plant Mix) Work Zone Pavement Markings Reflectorized Pavement Markings Raised Pavement Markers A. Product Data 1. For each type of product indicated. Include technical data and tested physical and performance properties. B. Job -Mix Designs 1. Submit a job -mix design, for approval prior to preparing and placing the bituminous mixture. Design mix using procedures contained in Chapter III, Marshall Method of Mix Design, of AI MS-2. Formulas shall indicate physical properties of the mixes as shown by tests made by a commercial laboratory approved by the Engineer, using materials identical to those to be provided on this project. Submit formulas with 01258500 HOT -MIX ASPHALT PAVING 02741 - 3 04/04 material samples. Job -mix formula for each mixture shall be in effect until modified ` in writing by the Contractor and approved by the Engineer. Provide a new job -mix--, formula for each source change. Job mix shall be for this specific project. Job mixes developed for other projects, although they may have similar requirements, will be rejected without review. C. Qualification Data 1. Submit qualifications for product manufacturers. D. Material Test Reports 1. Specific gravity test of asphalt 2. Coarse aggregate tests_t 3. Weight of slag test 4. Percent of crushed pieces in gravel 5. Fine aggregate tests 6. Specific gravity of mineral filler 7. Bituminous mixture tests 8. Aggregates tests 9. Bituminous mix tests 10. Pavement courses E. Product Submittals 1. Pavement marking materials. 1.6 QUALITY ASSURANCE A. Testing Agency Qualifications: Qualified according to ASTM D 3666 for testing indicated, as documented according to ASTM E 548. pil B. Asphalt -Paving Publication: Comply with TxDOT Item 345 "Asphalt Stabilized Base" i- (Plant Mix) unless other requirements are indicated herein, for asphalt stabilized base. Comply with TxDOT Item 340 "Hot Mix Asphaltic Concrete Pavement" for hot mix wearing course unless other requirements are indicated herein. C. Mock -Up Test Section 1. Prior to full production of the binder and wearing course[s], prepare a quantity of i bituminous mixture according to the job -mix formula. Construct a test section 200 feet long by not less than 10 feet wide and of the same compacted depth specified for the construction of the course which the test section represents. The underlying grade or pavement structure upon which the test section is to be constructed shall be the same as the remainder of the course represented by the test section. The equipment used in construction of the test section shall be the same type and weight to be used on the remainder of the course represented by the test section. Test not less than two samples of the mixture produced at the plant for gradation, asphalt cement content, stability, flow, air voids, voids in mineral aggregate, and in weight. Obtain not less than three cores from the test strip for density and thickness tests. Check the test section for smoothness and finish surface texture. If the test i section should prove to be unsatisfactory, make the necessary adjustments to the mix design, plant operation, transportation, laydown, and/or rolling procedures. Additional test sections, as required, shall be constructed and evaluated for _ y conformance to the specified requirements. When test sections do not conform to specified requirements, remove and replace the bituminous pavement. A marginal quality test section that has been placed in an area of little or no traffic may be left in place. If a second test section also does not meet specified requirements, remove both sections at the Contractor's expense. Full production shall not begin without the Engineer's approval. f 01258500 HOT -MIX ASPHALT PAVING 02741 - 4 04/04 �E s D. Required Data 1. Job -mix formula shall show the following: a. Source and proportions, percent by weight, of each ingredient of the mixture; b. Correct gradation, the percentages passing each size sieve listed in the specifications for the mixture to be used, for the aggregate and mineral filler from each separate source and from each different size to be used in the mixture and for the composite mixture; C. Amount of material passing the No. 200 sieve determined by dry sieving; d. Number of blows of hammer compaction per side of molded specimen; e. Temperature viscosity relationship of the asphalt cement; f. Stability, flow, percent voids in mineral aggregate, percent air voids, unit weight; g. Asphalt absorption by the aggregate; h. Effective asphalt content as percent by weight of total mix; i. Temperature of the mixture immediately upon completion of mixing; j. Asphalt viscosity grade and/or penetration range; and k. Curves for the asphalt stabilized base and hot mix asphalt paving courses. 1.7 DELIVERY, STORAGE, AND HANDLING A. Inspect materials delivered to the site for damage and store with a minimum of handling. Store aggregates in such a manner as to prevent segregation, contamination, or intermixing of the different aggregate sizes. 1.8 PROJECT CONDITIONS A. Environmental Limitations: Do not apply asphalt materials if subgrade is wet or excessively damp or if the following conditions are not met: 1. Prime and Tack Coats: Minimum surface temperature of 60 deg F. 2. Asphalt Base Course: Minimum surface temperature of 40 deg F and rising at time of placement. 3. Asphalt Surface Course: Minimum surface temperature of 60 deg F at time of placement. 1.9 MIXING PLANT A. Provide mixing plant capable of meeting the needs of the project B. At no time shall the plant hinder the progress of the project. PART 2 - PRODUCTS 2.1 MATERIALS A. Aggregate General: Use materials and gradations that have performed satisfactorily in previous installations. 1. Coarse Aggregate — Coarse aggregate shall conform to ASTM D692. a. The coarse aggregate shall be the material retained on a No. 4 sieve, and shall consist of clean, tough, durable fragments of crushed stone of uniform quality. Mixing or combining of crushed gravel and crushed stone will not be permitted. Coarse aggregate shall be crushed to the extent that produces a y 01258500 HOT -MIX ASPHALT PAVING 02741 - 5 04/04 i minimum of 55% crushed faces for Type "C" HMAC when tested in accordance with ASTM D 692. b. Coarse aggregate shall have a maximum loss of 15% when subjected to 4 cycles of the Magnesium Sulfate Soundness Test ASTM C-88. The amount of organic matter, clays, loams, or particles coated therewith, or other undesirable materials shall not exceed 2 percent. When subjected to the Los Angeles Abrasion test, the coarse aggregate shall not have a loss greater than 40 percent by weight. C. Coarse aggregate may be enhanced by the addition of crushed concrete (class A minimum). The crushed concrete shall be processed and blended at the contractor's batch plant. The material shall be processed to remove wood, steel and other objectionable materials so as to produce a crushed aggregate in conformance with these specifications. 2. Fine Aggregate — fine aggregate shall conform to ASTM D1073. a. The fine aggregate shall be that part of the material passing the No. 4 sieve and shall consist of sand and/or screenings. The plasticity index of that part of the sand passing the 40 sieve shall not exceed 6. The plasticity index of the screenings shall not exceed 9. , b. Sand shall be composed of durable stone particles free from injurious foreign matter. Screenings shall be of the same or similar material as specified for coarse aggregate. 3. Mineral Filler a. Mineral filler shall conform to ASTM D242 and consist of thoroughly dry stone dust, portland cement or other material dust approved by the Engineer. The mineral filler shall be free of foreign and, other injurious matter and shall meet the following gradation: Percent by Weight Retained on No. 30 Sieve 0 Percent by Weight Retained on No. 80 Sieve 10 maximum Percent by Weight Retained on No. 200 Sieve 35 maximum B. Asphalt 1. Asphalt shall be AC 10 with Latex (3% by weight of asphalt), or performance grade 64-28 S or L, AASHTO Performance Graded Binder Specification (MPI). 2. The Contractor shall notify the Engineer of the source of asphaltic material for approval prior to production of the asphaltic mixture. 3. The optimum asphalt content shall be determined by the Marshall Stability method. 4. The percent asphalt content in HMAC surface shall be optimum as indicated by Marshall Stability optimum plus 0.25% for Type "C" HMAC. 5. The asphalt content of the paving mixture shall not be below optimum, or vary from the specified design asphalt content by more than plus 0.3 percent dry weight, based on total mixture. C. Prime Coat 1. The surface shall be primed using an application of 0.20 to 0.30 gallons per square yard of MC asphalt conforming to ASTM D 2027 — MC 30. D. Tack Coat 1. The asphaltic material for tack coat shall meet the requirements for Cut -Back Asphalt RC-250, slow rate cure SS-1 emulsified asphalt, or medium rate cure MS-1 emulsified asphalt. 01258500 HOT -MIX ASPHALT PAVING 02741 - 6 04/04 j E. Joint Sealant 1. ASTM D 3405 or AASHTO M 301, hot -applied, single -component, polymer - modified bituminous sealant. F. Mix Design 1. Hot -Mix Asphalt: Dense, hot -laid, hot -mix asphalt plant mixes approved by authorities having jurisdiction; designed according to procedures in Al MS-2, "Mix Design Methods for Asphalt Concrete and Other Hot -Mix Types"; and complying with the following requirements: a. Provide mixes with a history of satisfactory performance in geographical area where Project is located. 2. Base Course a. Asphalt stabilized base shall consist of a compacted mixture of graded gravel aggregate and asphalt cement mixed hot in a mixing plant in accordance with these specifications. Unless otherwise specified, the materials and construction shall conform to TxDOT Item 345 "Asphalt Stabilized Base" (Plant Mix). b. The Contractor shall provide a current mix design using the approved materials indicating gradation and optimum asphalt content. The aggregate mixture shall conform to the following master gradation: Sieve Size 1-1/2" 3/a" 'h" #4 #40 Percent Retained by Weight 0 8-30 30-55 50-70 70-90 Material passing the #40 sieve shall be known as soil binder and shall meet the following requirements: Liquid Limit shall not exceed 45 Plasticity Index shall not exceed 15 -= Linear Shrinkage shall not exceed 5 C. The mineral aggregate shall not contain more than 0.5% moisture prior to entering the pugmill for mixing with asphalt. d. The ASB mixture shall consist of a uniform mixture of mineral aggregate and asphaltic material. The mineral aggregate shall conform to the gradation requirements specified. The percent asphaltic material shall be determined in accordance with Test Method Tex.-126-E or Test Method Tex.-204-F and procedures outlined in TxDOT Bulletin C-14. In no case shall the asphalt content be less than 4% or more than 9% by weight. Asphalt for the mixture shall meet the requirements of TxDOT Item 300 "Asphalt, Oils, and Emulsions". The grade of asphalt and source must be approved by the Engineer prior to use. 3. Surface Course a. Hot mix asphalt concrete surface shall consist of a compacted mixture of coarse aggregate, fine aggregate, mineral filler (if required), and asphalt cement mixed hot in a mixing plant in accordance with these specifications. Unless otherwise specified, the materials and construction shall conform to TxDOT Item 340 "Hot Mix Asphaltic Concrete Pavement". b. The combined mineral aggregate, after final processing by the mixing plant and prior to addition of asphalt and mineral filler, shall have a sand equivalent value of not less than 45 when tested in accordance with Test Method Tex 01258500 HOT -MIX ASPHALT PAVING 02741 - 7 04/04 i 203-F. The percent of flat or elongated slivers of stone for an aggregate shall P g Y not exceed 25% when tested in accordance with Test Method Tex 224-F. C. Asphaltic mixtures with aggregates which exhibit stripping characteristics shall be conditioned with either lime or liquid anti -stripping agent approved by the Engineer. Anti -stripping agents shall meet requirements of TxDOT Item 301 "Asphalt Antistripping Agents," and shall be added at the manufacturer's recommended dosage and temperature range. d. Type "C" Hot Mix Asphaltic Concrete (HMAC) shall be used for asphalt - paved street repairs on this project. The Contractor shall provide a current HMAC mix design using the approved materials indicating gradation and optimum asphalt content. The aggregate mixture shall conform to the following master gradation: Tvne "C" (Coarse Graded Surface Course Percent passing 7/8" 100 Percent passing 5/8" 98 - 100 Percent retained on 3/8" 12 - 25 Percent retained on No. 4 15-30 Percent retained on No. 10 12-30 Total Percent Retained on No. 10 53-65 Percent retained on No. 40 10-20 Percent retained on No. 80 5-15 Percent retained on No. 200 5-15 Percent passing No. 200 1-6 Material passing the No. 40 sieve shall be known as soil binder and shall meet the following requirements: Liquid Limit shall not exceed 45 Plasticity Index shall not exceed 15 Linear Shrinkage shall not exceed 5 e. The mineral aggregate shall not contain more than 0.5% moisture prior to entering the pugmill for mixing with asphalt. f. The HMAC mixture shall consist of a uniform mixture of mineral aggregate and asphalt material. The percent asphalt in the mixture shall be determined to meet the Marshall Stability criteria as follows: Marshall Criteria Type "C" No. Blows (each end of specimen) 75 Stability (Lb.) 1500 Flow (units of 0.01 inch) 8 min 16 max Percent Air Voids 2 min 5 max Molding temperature for Marshall criteria shall be 275 degrees F. 01258500 HOT -MIX ASPHALT PAVING 02741 - 8 04/04 1,..} PART 3 - EXECUTION 3.1 EXAMINATION A. Verify that subgrade is dry and in suitable condition to support paving and imposed loads. B. Proof -roll subbase using heavy, pneumatic -tired rollers to locate areas that are unstable or that require further compaction. C. Proceed with paving only after unsatisfactory conditions have been corrected. D. Surface shall be clean and free of loose dirt, rock, or any other foreign matter. 3.2 PRINM COAT A. Application 1. Immediately following the surface preparation, apply the bituminous material by means of the bituminous distributor. Apply the bituminous material at a pressure range of 25 to 75 pounds per square inch within the temperature limits specified herein, and at the rate of not less than 0.20 gallon nor more than 0.30 gallon of bituminous material per square yard. Apply the bituminous material so that uniform distribution is obtained over the entire surface to be treated with slight puddling on the surface. Unless the distributor is equipped to obtain satisfactory results at the junction of previous and subsequent applications, spread building paper on the surface of the applied material for a sufficient distance back from the ends of each application, so that flow from the sprays may be started and stopped on the paper, and so that all sprayers will operate at full force on the surface to be treated. Immediately after the application, remove the building paper and apply bituminous material to spots missed by the distributor. B. Curing 1. Following the application of bituminous material, allow the surface to cure without being disturbed for a period of not less than 48 hours, or longer as may be necessary, to attain penetration into the foundation course and evaporation of the volatiles from the bituminous material. Furnish and spread enough sand to effectively blot up and cure excess bituminous material. Maintain the primed surface until the succeeding layer of pavement is placed by protecting the surface against damage and by repairing and repriming deficient areas. C. Temperature 1. Maintain application temperature between 68 ° F and 149 ° F. D. Protection 1. Keep traffic off surfaces freshly treated with bituminous material. Provide sufficient warning signs and barricades to prevent traffic over freshly treated surfaces. 3.3 TACK COAT A. Application 1. Apply the tack coat when the surface to be treated is dry. Immediately following the preparation of the surface for treatment, apply the bituminous material by means of the bituminous distributor, within the limits of temperature specified herein and at a rate of not less than 0.05 gallon nor more than 0.15 gallon of diluted emulsion per square yard. Apply the bituminous material so that uniform distribution is obtained over the entire surface to be treated. Treat lightly coated areas and spots missed by the distributor with the bituminous material. Following the application of bituminous material, allow the surface to cure without being disturbed for period of time 01258500 HOT -MIX ASPHALT PAVING 02741 - 9 04/04 necessary to permit setting of the tack coat. Apply the bituminous tack coat only as far in advance of the placing of the overlying layer as required for that day's operation. Maintain and protect the treated surface from damage until the succeeding course of pavement is placed. B. Temperature 1. Maintain application temperature between 12r F and 185° F. C. Material Test 1. Perform spot test for asphalt in accordance with AASHTO T102 on each shipment. D. Traffic Controls 1. Keep traffic off surfaces freshly treated with bituminous material. Provide sufficient warning signs and barricades so that traffic will not travel over freshly treated surfaces. 3.4 ASPHALT STABILIZED BASE COURSE (ASB) A. ASB shall not be placed when air temperature as reported by the National Weather Service is below 45 degrees F and falling. B. ASB shall be placed at a temperature between 255 and 285 degrees F during the months of June, July and August. During other months, ASB shall be placed at a temperature between 275 and 325 degrees F. C. Any ASB material that is above, or below the specified temperature range may be rejected. No payment will be made for any rejected material. D. ASB shall be placed and compacted in 3 inch lifts, unless otherwise directed by the Engineer. The material shall be placed in such a manner than when properly compacted the finished course is smooth, of uniform density, and in conformance with required cross -sections and grades. 3.5 SURFACE COURSE A. HMAC shall be placed with a minimum compacted thickness of 1 '/2 inches unless otherwise shown on the plans. B. Laying of HMAC shall not start until sunrise, and must stop one hour before sunset. C. Air temperature requirements as follows: 1. November 1 to April 1 HMAC shall not be placed when the air temperature is below 55 degrees F and falling. HMAC may be placed when the air temperature is above 50 degrees F and rising. 2. April 1 to November 1 HMAC shall not be placed when the air temperature is below 50 degrees F and - falling. HMAC may be placed when the air temperature is above 45 degrees and rising. Air temperature shall be determined by the National Weather Service hourly report. D. If the temperature of any HMAC, measured while passing through the lay down machine, is 25 degrees F more or less than the mixing temperature, that load shall be rejected. No payment will be made for rejected material. E. The asphaltic mixture shall be dumped and spread on the approved prepared surface using an approved spreading and finishing machine. The material shall be placed in such a manner that when properly compacted the finished course is smooth, of uniform density, and in conformance with the cross -sections and grades shown on the associated plans. F. Raking loose material back across the HMAC mat will not be permitted. 01258500 HOT -MIX ASPHALT PAVING 02741 - 10 04/04 ` ££ G. Wings of the laydown machine may not be dumped unless they are dumped after every load. H. A level up course, 1/2 inch or more in thickness, shall require the use of ASB or a coarse grade of HMAC approved by the Engineer. I. When the asphaltic mixture is placed in a small area where use of a finishing machine is not practical, the contractor may use other methods approved by the Engineer provided a satisfactory surface can be obtained. J. Adjacent to curbs, gutters or other flush structures, the surface shall be finished uniformly high so that when compacted it will be'/a inch above the curb or flush structure. K. All joints shall present the same texture, density, and smoothness as other sections of the course. The joints between old and new pavements or between successive day's work shall be made to insure a continuous bond between the old and new sections of the course. The transverse edges of old pavement and, if required by the Engineer, the successive day's pavement shall be cut with an approved concrete saw to expose an even vertical surface for the full thickness of the course. All contact surfaces of previously constructed pavement shall be painted with a thin uniform coat of hot bituminous material (tack coat) before the fresh mixture is placed. L. Rolling with three wheel and tandem rollers shall start longitudinally at the sides and proceed toward the center of the pavement, overlapping on successive trips by at least half the width of the rear wheels. Alternate trips of the roller shall be slightly different in length. On super -elevated curves rolling shall begin at the low side and progress toward the high side. M. The motion of the rollers shall be slow enough to avoid displacement of the mixture. Rollers shall not be permitted to stand on pavement which has not been fully compacted. Any displacement of the mixture shall be corrected immediately by the use of rakes and fresh mixture where required. N. Places inaccessible to the rollers may be compacted using lightly oiled tamps. Limited areas where required compaction cannot be obtained using a three wheel roller shall be compacted with a trench type roller. O. The surface of the pavement after compaction shall be smooth and true to the established line, grade, and cross-section. When tested with a 10 foot straight edge placed parallel to the centerline of the roadway, or other means acceptable to the Engineer, the maximum deviation shall not exceed 1/8 inch in 10 feet. An acceptable 10 foot straight edge shall be provided by the Contractor. Any point in the surface not meeting this requirement shall be corrected as directed by the Engineer. When placed on existing surfaces, the 1/8 inch maximum deviation requirements may be waived by the Engineer. 3.6 JOINTS A. Construct joints to ensure a continuous bond between adjoining paving sections. Construct joints free of depressions with same texture and smoothness as other sections of hot -mix asphalt course. 1. Clean contact surfaces and apply tack coat to joints. 2. Offset longitudinal joints, in successive courses, a minimum of 6 inches. - 3. Offset transverse joints, in successive courses, a minimum of 24 inches. 4. Construct transverse joints as described in Al MS-22, "Construction of Hot Mix Asphalt Pavements." 5. Compact joints as soon as hot -mix asphalt will bear roller weight without excessive displacement. 6. Compact asphalt at joints to a density within 2 percent of specified course density. 01258500 HOT -MIX ASPHALT PAVING 02741 - 11 04/04 i i 1 3.7 COMPACTION ` A. General: Begin compaction as soon as placed hot -mix paving will bear roller weight without excessive displacement. Compact hot -mix paving with hot, hand tampers or vibratory -plate compactors in areas inaccessible to rollers. 1. Complete compaction before mix temperature cools to 185 deg F. B. Breakdown Rolling: Complete breakdown or initial rolling immediately after rolling joints and outside edge. Examine surface immediately after breakdown rolling for indicated crown, grade, and smoothness. Correct laydown and rolling operations to comply with requirements. C. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling while hot -mix asphalt is still hot enough to achieve specified density. Continue rolling until hot -mix asphalt course has been uniformly compacted to the following density: 1. Average Density: 96 percent of reference laboratory density according to AASHTO T 245, but not less than 94 percent nor greater than 100 percent. D. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot -mix asphalt is still warm. E. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to proper alignment. Bevel edges while asphalt is still hot; compact thoroughly. F. Repairs: Remove paved areas that are defective or contaminated with foreign materials and replace with fresh, hot -mix asphalt. Compact by rolling to specified density and surface smoothness. G. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened. H. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked. 3.8 INSTALLATION TOLERANCES A. Thickness: Compact each course to produce the thickness indicated within the following tolerances: 1. Base Course: Plus or minus 1/2 inch. 2. Surface Course: Plus 1/4 inch, no minus. B. Surface Smoothness: Compact each course to produce a surface smoothness within the following tolerances as determined by using a 10-foot straightedge applied transversely or longitudinally to paved areas: 1. Base Course: 1/4 inch. 2. Surface Course: 1/8 inch. 3. Crowned Surfaces: Test with crowned template centered and at right angle to crown. Maximum allowable variance from template is 1/4 inch. 3.9 PAVEMENT MARKING A. Work Zone Pavement Markings — See Section 01555, Barricades, Signs and Traffic Handling, paragraph 2.3. t. B. Permanent Pavement Markings 1. Permanent pavement markings including raised pavement markers shall be identical in size, shape, color and location to pavement markings that exist prior to commencing work. 2. Before removing existing pavement markings or existing paving, the Contractor shall inventory existing pavement markings. The inventory shall include all 01258500 HOT -MIX ASPHALT PAVING 02741 - 12 04/04 information necessary to replace the markings in their original location following - pavement reconstruction. 3. Materials and installation for surface markings shall be in accordance with TxDOT Item 666, Type I (thermoplastic), except markings may be applied between September 31 and March 1 if temperature and moisture limitations are not exceeded. 4. Materials and installation for raised pavement markers shall be in accordance with TxDOT Item 672, Class B. C. Elimination of Pavement Markings 1. Existing pavement markings and raised pavement markers that are in conflict with work zone pavement markings shall be removed. 2. Work zone markings that are not eliminated by street construction performed by the Contractor shall be removed as described in this paragraph. 3. Approved methods for removal of markings on asphalt surfaces: a. Surface treatment application at least two feet in width. ' b. Water or water -sand blasting. C. Other methods proven to be successful to the Owner. 4. Approved methods for removal of markings on concrete surfaces: a. Burning performed in such a manner that does not damage concrete. b. Water or water -sand blasting. C. Other methods proven to be successful to the Owner. -, 5. Removal of raised pavement markers and adhesive shall be by mechanical methods. 3.10 FIELD QUALITY CONTROL A. Testing Agency: Contractor shall perform field tests and inspections and prepare test reports. 1. Testing agency will conduct and interpret tests and state in each report whether tested work complies with or deviates from specified requirements. ._; B. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements. C. Thickness: In -place compacted thickness of hot -mix asphalt courses will be determined according to ASTM D 3549. D. Surface Smoothness: Finished surface of each hot -mix asphalt course will be tested for compliance with smoothness tolerances. E. In -Place Density: Testing agency will take samples of uncompacted paving mixtures and compacted pavement according to ASTM D 979 or AASHTO T 168. 1. Reference maximum theoretical density will be determined by averaging results from four samples of hot -mix asphalt -paving mixture delivered daily to site, { prepared according to ASTM D 2041, and compacted according to job -mix specifications. 2. In -place density of compacted pavement will be determined by testing core samples according to ASTM D 1188 or ASTM D 2726. a. One core sample will be taken for every 2000 sq. yd. or less of installed pavement. F. Remove and replace or install additional hot -mix asphalt where test results or measurements indicate that it does not comply with specified requirements. G. Owner may elect to take confirmation tests at Owner's expense. Contractor shall cooperate M'( with Owner's testing agency. Failing tests taken at Owner's direction shall be charged to the Contractor. Failing test charges shall include pro-rata technician charges, actual failing test charge, pro-rata mileage charge, and other pro -rated charges. 01258500 HOT -MIX ASPHALT PAVING 02741 - 13 04/04 3.11 DISPOSAL A. Dispose of excess materials in accordance with requirements of Section 01576 — Waste Material Disposal. 1. Do not allow excavated materials to accumulate on -site. END OF SECTION 02741 01258500 HOT -MIX ASPHALT PAVING 02741 - 14 04/04 c- SECTION 02751 PORTLAND CEMENT CONCRETE PAVEMENT PART 1 - GENERAL 1.1 SECTION INCLUDES A. This section includes the following: 1. Concrete pavement. 2. Curb and gutter. 3. Driveways (alleys). 4. Sidewalks. B. This section applies wherever Contractor has elected to remove, or is required to remove, and replace concrete pavement, curb and gutter, driveway (alleys), and sidewalks as part of storm sewer installation. Section applies also for repair or replacement of facilities otherwise damaged by Contractor's operations. 1.2 RELATED DOCUMENTS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specification sections apply to this section. B. Section 02221 — Removing Existing Pavements. C. Section 02300 — Earthwork. D. Section 02741— Hot -Mix Asphalt Paving. E. Section 02764 — Pavement Joint Sealants. F. Section 03300 — Cast -in -Place Concrete. 1.3 DEFINITIONS A. Cementitious Materials: Portland cement alone or in combination with one or more of blended hydraulic cement, expansive hydraulic cement, fly ash and other pozzolans, ground granulated blast -furnace slag, and silica fume. 1.4 SUBMITTALS A. Submit product data in accordance with Section 01330 — Submittal Procedures. B. Product Data: For each type of manufactured material and product indicated. C. Design Mixes: For each concrete pavement mix. Include alternate mix designs when characteristics of materials, project conditions, weather, test results, or other circumstances warrant adjustments. D. Material Test Reports: From a qualified testing agency indicating and interpreting test results for compliance of the following with requirements indicated, based on comprehensive testing of current materials: 1. Cementitious materials and aggregates. 2. Steel reinforcement and reinforcement accessories. 3. Fiber reinforcement. 4. Admixtures. 5. Curing compounds. 6. Applied finish materials. 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 1 04/04 7. Bonding agent or adhesive. 8. Joint fillers. E. Shop drawings for reinforcement detailing, fabricating, bending, and placing concrete reinforcement. Comply with ACI 315 "Manual of Standard Practice for Detailing Reinforced Concrete Structures" showing bar schedules, stirrup spacing, bent bar diagrams, materials, steel grades, and arrangement of concrete reinforcement and methods of support. 1.5 QUALITY ASSURANCE ` A. Installer Qualifications: An experienced installer who has completed pavement work similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in-service performance. B. Manufacturer Qualifications: Manufacturer of ready -mixed concrete products complying with ASTM C 94 requirements for production facilities and equipment. 1. Manufacturer must be certified according to the National Ready Mix Concrete Association's Plant Certification Program. C. Testing Agency Qualifications: An independent testing agency, acceptable to authorities having jurisdiction. D. Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant and each aggregate from one source. E. ACI Publications: Comply with ACI301, "Specification for Structural Concrete," unless modified by the requirements of the Contract Documents. Refer to Section 03300 — Cast -in -Place Concrete for additional codes and standards. F. Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to design concrete mixes. 1.6 PROJECT CONDITIONS A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities and emergency services. PART 2 - PRODUCTS 2.1 FORMS A. Form Materials: Plywood, metal, metal -framed plywood, or other approved panel -type materials to provide full -depth, continuous, straight, smooth exposed surfaces. 1. Use flexible or curved forms for curves of a radius 100 feet or less. 2. Forms should be no less than 10 ft. in length.`' B. Form -Release Agent: Commercially formulated form -release agent with a maximum of 350 g/1 volatile organic compounds (VOC's) that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces. C. Form Ties: Factory -fabricated, adjustable -length, removable or snap -off metal form ties j designed to prevent form deflection and to prevent spalling of concrete upon removal. Provide units that will leave no metal closer than 1-1/2 inches to the plane of the exposed concrete surface. 1. Provide ties that, when removed, will leave holes not larger than 1 inch in diameter in the concrete surface. ( ,i 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 2 04/04 r- 2.2 STEEL REINFORCEMENT A. Plain -Steel Welded Wire Fabric: ASTM A 185, fabricated from as -drawn steel wire into flat sheets, shall be 6" x 6" — 10 gauge welded wire fabric, or as shown on plans. B. Reinforcement Bars: ASTM A 615/A 615M, Grade 60, deformed. C. Joint Dowel Bars: Plain steel bars, ASTM A 615/A 615M, Grade 60. Cut bars true to length with ends square and free of burrs. D. Tie Bars: ASTM A 615/A 615M, Grade 60, deformed. E. Hook Bolts: ASTM A 307, Grade A, internally and externally threaded. Design hook -bolt joint assembly to hold coupling against pavement form and in position during concreting operations, and to permit removal without damage to concrete or hook bolt. F. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcement bars, welded wire fabric, and dowels in place. Manufacture bar supports according to CRSI's "Manual of Standard Practice" from steel wire, plastic, or precast concrete or fiber -reinforced concrete of greater compressive strength than concrete, and as follows: 1. Equip wire bar supports with sand plates or horizontal runners where base material will not support chair legs. 2. Space reinforcing supports at 5'-0" maximum in any direction. 2.3 CONCRETE MATERIALS A. General: Use the same brand and type of cementitious material from the same manufacturer throughout the Project. B. Portland Cement: ASTM C 150, Type I, H, or III or ASTM G176 IA, IIA, or IIIA for air entrained. 1. Fly Ash: ASTM C 618, Type C. C. Aggregate: ASTM C 33, uniformly graded, from a single source, with coarse aggregate as follows: 1. Class:4M. 2. Maximum Aggregate Size: 1-1/2 inches nominal. 3. Coarse aggregate for Class C or D concrete shall be crushed limestone (Brownwood type or equivalent). Aggregate shall be graded from fine to coarse and shall conform to ASTM C 136. The gradation for aggregate shall meet the following requirements by weight: FINE AGGREGATE COARSE AGGREGATE Sieve Percent Retained Sieve Percent Retained 3/8 inch 0 1-3/4 inch 0 No. 4 0-5 1-1/2 inch 0-5 No. 16 20-55 3/a inch 30-65 No. 30 45-75 3/8 inch 70-90 No.50 70-90 No.4 95-100 No.100 98-100 Maximum amounts of organic impurities shall conform to ASTM C 40 and ASTM C 87. Maximum amounts of impurities finer than the #200 sieve shall conform to ASTM C 117. Maximum amounts of soft particles shall conform to ASTM C 123. Maximum amounts of friable particles shall conform to ASTM C 142. 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 3 04/04 d 1 Stockpiles shall be protected from dusty conditions by drift fences or other methods approved by the Engineer. Stockpiling methods used shall not allow aggregate to roll down the slope as it is added to existing stockpiles. Stockpiles shall be built in layers of uniform thickness. Equipment shall not be permitted to operate over the same lift repeatedly. D. Water: ASTM C 94. 2.4 ADMIXTURES A. General: Admixtures certified by manufacturer to contain not more than 0.1 percent water-soluble chloride ions by mass of cement and to be compatible with other admixtures. B. Air -Entraining Admixture: ASTM C 260. Certified by manufacturer to be compatible with other required admixtures. C. Water -Reducing Admixture: ASTM C 494, Type A. D. High -Range, Water -Reducing Admixture: ASTM C 494, Type F or Type G. E. Water -Reducing and Accelerating Admixture: ASTM C 494, Type E. F. Water -Reducing and Retarding Admixture: ASTM C 494, Type D. 2.5 FIBER REINFORCEMENT A. Fiber reinforcement may be used in place of wire mesh only if approved by Engineer and Owner. B. Fiber reinforcement shall be 100% virgin polypropylene, collated, fibrillated fibers, made for use as concrete reinforcement, containing no reprocessed olefin materials, and conforming to ASTM C 1116, Type III. C. Specific gravity - .91 D. Tensile Strength — 70,000 psi to 100,000 psi E. Length — 3/a" / . J.h •T'• A. Liquid -type membrane -forming curing compound with white pigment complying with ASTM C 309, Type 2, Class A. Moisture loss not more than 1.0 pounds per square yard when applied at 200 sq. ft./gal. s 2.7 RELATED MATERIALS A. Expansion- and Isolation -Joint -Filler Strips: ASTM D 1751, asphalt -saturated cellulosic fiber. B. Texture Surface for Ramps 1. Meet requirements of the Texas Accessibility Standards. 2. Concrete paver units shall meet all requirements of ASTM C-936 and C-33 and shall _. be laid in a two by two unit basket weave pattern. 3. Color as selected by Owner. To be a contrasting color with the adjacent surfaces. 4. Durabak with Safti-Traxx Detacable Warning System by Cote-L Distribution Company, or approved equal. 5. Texture surface requirements for ramps may be modified by Owner at any time to comply with Texas Accessibility Standards. No additional compensation will be made for such modification. C. Bonding Agent 1. Polyvinyl acetate or acrylic base. 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 4 04/04 E D. Sand Cusion - 1. Clean, manufactured or natural sand with plasticity index of 8 or less. E. Epoxy Adhesive 1. ASTM C 881, two -component material suitable for use on dry or damp surfaces. Provide material type, grade, and class to suit project requirements. 2.8 CONCRETE MIXES A. Prepare design mixes, proportioned according to ACI 301, for each type and strength of normal -weight concrete determined by either laboratory trial mixes or field experience. B. Use a qualified independent testing agency for preparing and reporting proposed mix designs for the trial batch method. 1. Do not use Owner's field quality -control testing agency as the independent testing agency. C. Proportion mixes to provide concrete with the following properties: I. Maximum Water-Cementitious Materials Ratio: 0.45. D. Classification 1. The following City of Lubbock classes of concrete shall be used: Class A Curb and gutter, sidewalks, curb ramps, medians, and driveways. Class B Alley returns and alley paving. Class C Valley gutters, fillets, and concrete street pavement. Class D Lubbock Power and Light encasements. Class E Fast setting concrete pavement such as "Fast Track" Concrete Pavement or other special design. E. Mix Design 1. At least 15 days prior to beginning any concrete pavement construction the Contractor shall submit the following to the Engineer for approval: a. Test certificates from an approved commercial testing laboratory on all proposed aggregate. Certificates shall indicate material source, gradation, and loss from 5 cycle Magnesium Sulfate or Sodium Sulfate test (not to exceed 18%). b. A mix design based on water -cement ratio. C. Results of compression tests in conformance with ASTM C 39 and/or flexural tests in conformance with ASTM C 78, made by an approved commercial testing laboratory. Tests shall be made on 6 cylinders and/or 6 beams at curing times appropriate to the class of concrete. 2. The Engineer will approve or reject the mix design and materials based on these submittals. This approval shall be subject to additional testing during construction. 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 5 04/04 Mix designs for various classes of concrete shall conform to the following: Minimum Sacks Maximum Gal Maximum Slump Class Cement per CY Water per Sack Inches A 5.0 6.5 4 B 5.5 5.5 3 C 6.0 6.0 3 D 4.5 6.5 4 E 7.0 5.0 As specified by Concrete batch plant F. Strength Requirements 1. The various classes of concrete shall conform to the following strengths in psi as determined by the average of two test cylinders or beams. COMPRESSIVE FLEXURAL Class 3 D4y 7 Day 28 Day A - 2100 3000 - B 2500 3000 - - C - 2500 3600 600 (28 day) D - - 2500 - E Unless otherwise specified 500 (16 hr) G. Properties 1. Air Entrainment: 5% +/- 1 1/s% ASTM C 260. 2. Synthetic Fiber: Use manufacturer's recommended rate, but not less than 1.0 lb/cu.yd. (where applicable). 3. Flyash: Not more than 10% by absolute volume of cement. 2.9 CONCRETE MIXING A. Ready -Mixed Concrete: Comply with requirements and with ASTM C 94 and ASTM C 1116 when synthetic fibers are involved. 1. When air temperature is between 85 deg F and 90 deg F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes. B. Project -Site Mixing: Comply with requirements and measure, batch, and mix concrete materials and concrete according to ASTM C 94. Mix concrete materials in appropriate drum -type batch machine mixer. 1. For mixers of 1 cu. yd. or smaller capacity, continue mixing at least one and one- half minutes, but not more than five minutes after ingredients are in mixer, before any part of batch is released. 2. For mixers of capacity larger than 1 cu. yd., increase mixing time by 15 seconds for each additional 1 cu. yd.. 3. Provide batch ticket for each batch discharged and used in the Work, indicating Project identification name and number, date, mix type, mix time, quantity, and amount of water added. 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 6 04/04 PART 3 - EXECUTION 3.1 PREPARATION A. Proof -roll prepared subbase surface to check for unstable areas and verify need for additional compaction. Proceed with pavement only after nonconforming conditions have been corrected and subgrade is ready to receive pavement. B. Remove loose material from compacted subbase surface immediately before placing concrete. 3.2 EDGE FORMS AND SCREED CONSTRUCTION A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for pavement to required lines, grades, and elevations. Install forms to allow continuous progress of work and so forms can remain in place at least 24 hours after concrete placement. B. Clean forms after each use and coat with form release agent to ensure separation from concrete without damage. 3.3 STEEL REINFORCEMENT A. General: Comply with Concrete Reinforcing Steel Institute's (CRSI) "Manual of Standard Practice" for fabricating reinforcement and with recommendations in CRSI's "Placing Reinforcing Bars" for placing and supporting reinforcement. B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond -reducing materials. C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement. Maintain minimum cover to reinforcement. D. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full mesh, and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction. 3.4 JOINTS A. General: Construct isolation, contraction, construction joints and tool edgings true to line with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerline, unless otherwise indicated. 1. When joining existing pavement, place transverse joints to align with previously placed joints, unless otherwise indicated. B. Construction Joints: Set construction joints at side and end terminations of pavement and at locations where pavement operations are stopped for more than one-half hour, unless pavement terminates at isolation joints. 1. Continue reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of pavement strips, unless otherwise indicated. 2. Provide tie bars at sides of pavement strips where indicated. 3. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. C. Isolation Joints: Form isolation joints of preformed joint -filler strips abutting concrete curbs, catch basins, manholes, inlets, structures, walks, other fixed objects, and where indicated. } 1. Extend joint fillers full width and depth of joint. 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 7 04/04 2. Terminatejoint filler less than 1/2 inch or more than 1 inch below finished surface if J le 3. joint sealant is indicated. Place top of joint filler flush with finished concrete surface if joint sealant is not indicated. 4. Furnish joint fillers in one-piece lengths. Where more than one length is required, lace or clip joint -filler sections together. 5. Protect top edge of joint filler during concrete placement with metal, plastic, or other temporary preformed cap. Remove protective cap after concrete has been placed on both sides of joint. D. Curb and Gutter 1. Place 3/a" pre -molded expansion joints at the tangent point of each return at intersections and at intervals not more than 40 feet between the intersections. 2. Locate construction joints of at least 3/a" depth at 10 foot intervals. E. Sidewalk 1. Place 3/a" expansion joint material where new construction abuts an existing structure, sidewalk, etc. 2. Place expansion joints at 36 ft. spacing (max). 3. Place weakened plane joints at 5 ft. spacing (max). They shall be wide by 3/a" deep. F. Driveways and Pavements 1. Install dowel bars and support assemblies at joints. Dowel bar spacing and size as directed by Engineer. Lubricate or asphalt -coat one-half of dowel length to prevent concrete bonding to one side of joint. 2. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint with groover tool to the following radius. Repeat grooving of contraction joints after applying surface finishes. Eliminate groover marks on concrete surfaces. a. Radius: 1/4 inch. b. Bottom Width: 3/8 inch. C. Top Width: 3/a inch. d. Depth: 1 5/8 inch. 3.5 CONCRETE PLACEMENT A. Inspection: Before placing concrete, inspect and complete formwork installation, reinforcement steel, and items to be embedded or cast in. B. Remove snow, ice, or frost from subbase surface and reinforcement before placing concrete. Do not place concrete on frozen surfaces. C. Moisten subbase to provide a uniform dampened condition at the time concrete is placed. Do not place concrete around manholes or other structures until they are at the required finish elevation and alignment. D. Comply with requirements and with recommendations in ACI 304R for measuring, mixing, transporting, and placing concrete. E. Deposit and spread concrete in a continuous operation between transverse joints. Do not l push or drag concrete into place or use vibrators to move concrete into place. .I F. Consolidate concrete by mechanical vibrating equipment supplemented by hand -spading, rodding, or tamping. Use equipment and procedures to consolidate concrete according to recommendations in ACI 309R.`� 1. Consolidate concrete along face of forms and adjacent to transverse joints with an internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square -faced shovels for hand -spreading and consolidation. 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 8 04/04 � Consolidate with care to prevent dislocating reinforcement, dowels, and joint devices. G. Place concrete in two operations; strike off initial pour for entire width of placement and to the required depth below finish surface. Lay welded wire fabric or fabricated bar mats immediately in final position. Place top layer of concrete, strike off, and screed. 1. Remove and replace portions of bottom layer of concrete that have been placed more than 15 minutes without being covered by top layer, or use bonding agent if approved by Engineer. H. Screed pavement surfaces with a straightedge and strike off. Commence initial floating using bull floats or darbies to form an open textured and uniform surface plane before excess moisture or bleed water appears on the surface. Do not further disturb concrete surfaces before beginning finishing operations or spreading dry -shake surface treatments. I. Curbs and Gutters: When automatic machine placement is used for curb and gutter placement, submit revised mix design and laboratory test results that meet or exceed requirements. Produce curbs and gutters to required cross section, lines, grades, finish, and jointing as specified for formed concrete. If results are not approved, remove and replace with formed concrete. J. When adjoining pavement lanes are placed in separate pours, do not operate equipment on concrete until pavement has attained 85 percent of its 28-day compressive strength. K. Cold -Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures. 1. When air temperature has fallen to, or is expected to fall below, 40 deg F, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg F and not more than 80 deg F at point of placement. 2. Do not use frozen materials or materials containing ice or snow. 3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators, unless otherwise specified and approved in mix designs. L. Hot -Weather Placement: Place concrete according to recommendations in ACI 305R and as follows when hot -weather conditions exist: 1. Cool ingredients before mixing to maintain concrete temperature at time of placement below 90 deg F. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option. 2. Cover reinforcement steel with water -soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding in concrete. 3. Fog -spray forms, reinforcement steel, and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots, or dry areas. 3.6 CONCRETE FINISHING A. General: Wetting of concrete surfaces during screeding, initial floating, or finishing operations is prohibited. B. Float Finish: Begin the second floating operation when bleed -water sheen has disappeared and the concrete surface has stiffened sufficiently to permit operations. Float surface with power -driven floats, or by hand floating if area is small or inaccessible to power units. Finish surfaces to true planes. Cut down high spots, and fill low spots. Refloat surface immediately to uniform granular texture. 1. Burlap Finish: For sidewalks, drag a seamless strip of damp burlap across float - finished concrete, perpendicular to line of traffic, to provide a uniform, gritty texture. 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 9 04/04 i 2. Medium -to -Fine -Textured Broom Finish: For curb and gutter, draw a soft bristle broom across float -finished concrete surface perpendicular to line of traffic to provide a uniform, fine -line texture. 3. Medium -to -Coarse -Textured Broom Finish: For concrete pavement and driveways (alleys), provide a coarse finish by striating float -finished concrete surface 1/16 to 1/8 inch deep with a stiff -bristled broom, perpendicular to line of traffic. 3.7 CONCRETE PROTECTION AND CURING A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI306.1 for cold -weather protection and follow recommendations in ACI 305R for hot -weather protection during curing. B. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing. C. Begin curing after finishing concrete, but not before free water has disappeared from concrete surface. D. Curing Methods: Cure concrete by moisture curing, moisture -retaining -cover curing, curing compound, or a combination of these as follows: 1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with the following materials: a. Water. b. Continuous water -fog spray. C. Absorptive cover, water saturated, and kept continuously wet. Cover concrete surfaces and edges with 12-inch lap over adjacent absorptive covers. 2. Moisture -Retaining -Cover Curing: Cover concrete surfaces with moisture -retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape. 3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period. 3.8 PAVEMENT MARKINGS A. Pavement markings shall be as described in paragraph 3.9 of Section 02741, Hot -Mix Asphalt Paving. 3.9 FIELD QUALITY CONTROL A. Testing Agency: Contractor shall sample materials, perform tests, and submit test reports during concrete placement. Sampling and testing for quality control include those specified in this Article. B. Testing Services: Testing shall be performed according to the following requirements: 1. Sampling Fresh Concrete: Representative samples of fresh concrete shall be obtained according to ASTM C 172, except modified for slump to comply with ASTM C 94. i� 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 10 , 04/04 E t 1 2. Slump: ASTM C 143; one test at point of placement for each compressive -strength test, but not less than one test for each day's pour of each type of concrete. Additional tests will be required when concrete consistency changes. 3. Air Content: ASTM C 231, pressure method; one test for each compressive -strength test, but not less than one test for each day's pour of each type of air -entrained } concrete. 4. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg F and below and when 80 deg F and above, and one test for each set of compressive -strength specimens. 5. Compression Test Specimens: ASTM C 31/C 31M; one set of four standard cylinders for each compressive -strength test, unless otherwise indicated. Cylinders shall be molded and stored for laboratory -cured test specimens unless field-cured test specimens are required. 6. Compressive -Strength Tests: ASTM C 39; one set for each day's pour of each concrete class exceeding 5 cu. yd., but less than 25 cu. yd., plus one set for each additional 50 cu. yd.. One specimen shall be tested at 7 days and two specimens at 28 days; one specimen shall be retained in reserve for later testing if required. 7. When frequency of testing will provide fewer than five compressive -strength tests for a given class of concrete, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used. C. Test results shall be reported in writing to Engineer and Contractor within 24 hours of testing. Reports of compressive -strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing agency, concrete type and class, location of concrete batch in pavement, design compressive strength at 28 days, concrete mix proportions and materials, compressive breaking strength, and type of break for both 7- and 28-day tests. D. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Engineer but will not be used as the sole basis for approval or rejection. E. Additional Tests: Contractor shall make additional tests of the concrete when test results indicate slump, air entrainment, concrete strengths, or other requirements have not been met, as directed by Engineer. Contractor may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed. F. Contractor shall pay for failing tests. G. Questionable Concrete 1. Concrete shall be considered "Questionable Concrete" where any of the following test evaluations occur: a. Individual test strength is below specified strength; or b. Samples of concrete for acceptance test cylinders or acceptance test beams are not representative of concrete -in -place in the pavement; or C. Insufficient or inadequate concrete curing; or d. Insufficient number of acceptance test cylinders or acceptance test beams for _. day's concreting were made for testing. 2. Except where core tests will impair the strength of the structure, core test as directed by the Owner shall be made at no cost to the Owner to resolve Questionable Concrete. If core tests fail to demonstrate the test strength required by the contract documents or structural analysis does not confirm the adequacy of the structure, the Owner may, at his discretion, reject the work or require load tests or additional construction. Should structural analysis confirm the adequacy of the pavement, the Owner may, at his discretion, accept the concrete with credit for the full value of the concrete delivered to the site in accordance with the General Conditions. 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 11 _a 04/04 i 3. The Contractor shall pay all costs incurred in providing the additional testing or analysis to resolve the acceptability of Questionable Concrete. 4. Core Tests a. Three representative cores shall be taken from each member or area of i concrete for each test considered questionable. Location of cores shall be as directed by the Owner to least impair the strength of the pavement. Damaged cores shall be replaced. b. Cores shall be. obtained and tested in accordance with ASTM C42 except that if concrete in the structure will be dry under service conditions the cores shall be air dried (temperature 60 degrees F to 80 degrees F, and relative humidity less than 60%) for 7 days before test and shall be tested dry. If the concrete in the structure will be more than superficially wet under service conditions, the cores shall be immersed in water for at least 48 hours and tested wet. C. Questionable concrete will be considered structurally acceptable if the average of the cores is equal to or greater than 90% of the specified strength r and no single core is greater than 500 psi below specified compressive strength (50 psi below specified beam strength). 3.10 REPAIRS AND PROTECTION A. Remove and replace concrete pavement that is broken, damaged, or defective, or does not meet requirements in this Section. B. Drill test cores where directed by Engineer when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas with portland cement concrete bonded to pavement with epoxy adhesive. C. Protect concrete from damage. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials as they occur. D. Maintain concrete pavement free of stains, discoloration, dirt, and other foreign material from construction traffic. Sweep concrete pavement not more than two days before date scheduled for opening section to public traffic. END OF SECTION 02751 01258500 PORTLAND CEMENT CONCRETE PAVEMENT 02751 - 12 04/04 j SECTION 02764 PAVEMENT JOINT SEALANTS PART 1-GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Expansion and contraction joints within portland cement concrete pavement. 2. Joints between portland cement concrete and asphalt pavement. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and Division 1 Specification Sections, apply to this Section. B. Section 02751— Portland Cement Concrete Pavement. C. Section 02741— Hot -Mix Asphalt Paving. 1.3 REFERENCES A. ASTM C 1193 — Use of Joint Sealants B. ASTM D 5249 — Backer Material for Use With Cold -and -Hot -Applied Joint Sealants in Portland Cement Concrete and Asphalt Joints C. ASTM D 1751 — Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) D. ASTM D 3405 — Joint Sealants, Hot Applied, for Concrete and Asphalt Pavements E. ASTM D 3406 — Joint Sealant, Hot Applied, Elastomeric Type, for Portland Cement Concrete Pavements F. ASTM C 920 — Elastomeric Joint Sealants 1.4 SUBMITTALS A. Product Data: For each joint -sealant product indicated. B. Samples for Verification: For each type and color of joint sealant required. Install joint -sealant samples in 1/2-inch- wide joints formed between two 6-inch- long strips of material matching the appearance of exposed surfaces adjacent to joint sealants. C. Product Certificates: Signed by manufacturers of joint sealants certifying that products furnished comply with requirements and are suitable for the use indicated. D. Compatibility and Adhesion Test Reports: From joint sealant manufacturer indicating the following: I. Materials forming joint substrates and joint -sealant backer materials have been tested for compatibility and adhesion with joint sealants. 2. Interpretation of test results and written recommendations for primers and substrate preparation needed for adhesion. E. Product Test Reports: From a qualified testing agency indicating joint sealants comply with requirements, based on comprehensive testing of current product formulations. 01258500 PAVEMENT JOINT SEALANTS 02764 - 1 04/04 1.5 QUALITY ASSURANCE A. Installer Qualifications: An experienced installer who has specialized in installing joint sealants similar in material, design, and extent to those indicated for this Project and whose work has resulted in joint -sealant installations with a record of successful in-service performance. B. Source Limitations: Obtain each type of joint sealant through one source from a single manufacturer. C. Product Testing: Obtain test results for "Product Test Reports" Paragraph in "Submittals" Article from a qualified testing agency, based on testing current sealant formulations within a 36-month period. 1. Testing Agency Qualifications: An independent testing agency qualified according to ASTM C 1021 to conduct the testing indicated, as documented according to ASTM E 548. 2. Test joint sealants for compliance with requirements indicated by referencing standard specifications and test methods. D. Preconstruction Compatibility and Adhesion Testing: Submit to joint sealant manufacturer, for testing indicated below, samples of materials that will contact or affect joint sealants. 1. Use manufacturer's standard test methods to determine whether priming and other specific joint preparation techniques are required to obtain rapid, optimum adhesion of joint sealants to joint substrates. 1.6 DELIVERY, STORAGE, AND HANDLING A. Deliver materials to Project site in original unopened containers or bundles with labels indicating manufacturer, product name and designation, color, expiration date, pot life, curing time, and mixing instructions for multicomponent materials. B. Store and handle materials to comply with manufacturer's written instructions to prevent their deterioration or damage due to moisture, high or low temperatures, contaminants, or other causes. 1.7 PROJECT CONDITIONS A. Environmental Limitations: Do not proceed with installation of joint sealants under the following conditions: 1. When ambient and substrate temperature conditions are outside limits permitted by joint sealant manufacturer. 2. When joint substrates are wet. 3. When blowing dust conditions exist. B. Joint -Width Conditions: Do not proceed with installation of joint sealants where joint widths are less than that allowed by joint sealant manufacturer for application indicated. C. Joint -Substrate Conditions: Do not proceed with installation of joint sealants until contaminants capable of interfering with their adhesion are removed from joint substrates. 01258500 PAVEMENT JOINT SEALANTS 02764 - 2 04/04 F, . PART2-PRODUCTS 2.1 MATERIALS, GENERAL A. Compatibility: Provide joint sealants, backing materials, and other related materials that are compatible with one another and with joint substrates under conditions of service and application, as demonstrated by joint sealant manufacturer based on testing and field experience. B. Bituminous pre -molded expansion joint shall conform to ASTM D 1751. C. Elastomeric sealant for contraction joints shall be, or shall be equivalent to, W.R. Meadows "SOF-SEAL" or "Gardox". 1. Hot poured sealant for joints between portland cement concrete and bituminous concrete shall conform to ASTM D 3405. 2. Hot poured sealant for all other joints in portland cement concrete pavement shall conform to ASTM D 3406. 3. Cold poured joint sealant shall conform to ASTM C 920. D. Mix material in accordance with manufacturer recommendations. 2.2 JOINT -SEALANT BACKER MATERIALS A. General: Provide joint -sealant backer materials that are nonstaining; are compatible with joint substrates, sealants, primers, and other joint fillers; and are approved for applications indicated by joint sealant manufacturer based on field experience and laboratory testing. B. Round Backer Rod for Cold- and Hot -Applied Sealants: ASTM D 5249, Type 1, of diameter and density required to control sealant depths and prevent bottom -side adhesion of sealant. C. Backer Strips for Cold- and Hot -Applied Sealants: ASTM D 5249; Type 2; of thickness and width required to control sealant depths, prevent bottom -side adhesion of sealant, and fill remainder of joint opening under sealant. D. Round Backer Rods for Cold -Applied Sealants: ASTM D 5249, Type 3, of diameter and density required to control sealant depths and prevent bottom -side adhesion of sealant. 2.3 PRIMERS A. Primers: Product recommended by joint sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint- sealant - substrate tests and field tests. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine joints indicated to receive joint sealants, with Installer present, for compliance with requirements for joint configuration, installation tolerances, and other conditions affecting joint -sealant performance. B. Proceed with installation only after unsatisfactory conditions have been corrected. 01258500 PAVEMENT JOINT SEALANTS 02764 - 3 04/04 3.2 PREPARATION A. Surface Cleaning of Joints: Clean out joints immediately before installing joint sealants to comply with joint sealant manufacturer's written instructions. B. Joint Priming: Prime joint substrates where indicated or where recommended in writing by joint sealant manufacturer, based on preconstruction joint -sealant -substrate tests or prior experience. Apply primer to comply with joint sealant manufacturer's written instructions. Confine primers to areas of joint -sealant bond; do not allow spillage or migration onto adjoining surfaces. 3.3 INSTALLATION OF JOINT SEALANTS A. General: Comply with joint sealant manufacturer's written installation instructions applicable to products and applications indicated, unless more stringent requirements apply. B. Sealant Installation Standard: Comply with recommendations of ASTM C 1193 for use of joint sealants as applicable to materials, applications, and conditions indicated. C. Install backer materials of type indicated to support sealants during application and at position required to produce cross -sectional shapes and depths of installed sealants relative to joint widths that allow optimum sealant movement capability. 1. Do not leave gaps between ends of backer materials. 2. Do not stretch, twist, puncture, or tear backer materials. 3. Remove absorbent backer materials that have become wet before sealant application and replace them with dry materials. D. Install sealants by proven techniques to comply with the following and at the same time backings are installed: 1. Place sealants so they directly contact and fully wet joint substrates. 2. Completely fill recesses provided for each joint configuration. 3. Produce uniform, cross -sectional shapes and depths relative to joint widths that allow optimum sealant movement capability. E. Tooling of Nonsag Sealants: Immediately after sealant application and before skinning or curing begins, tool sealants according to requirements specified below to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of sealant with sides of joint. 1. Remove excess sealants from surfaces adjacent to joint. 2. Use tooling agents that are approved in writing by joint sealant manufacturer and that do not discolor sealants or adjacent surfaces. F. Provide joint configuration to comply with joint sealant manufacturer's written instructions, unless otherwise indicated. G. Provide recessed joint configuration for silicone sealants of recess depth and at locations indicated. 3.4 CLEANING A. Clean off excess sealants or sealant smears adjacent to joints as the Work progresses by methods and with cleaning materials approved by manufacturers of joint sealants and of products in which joints occur. 01258500 PAVEMENT JOINT SEALANTS 02764 - 4 04/04 i 3.5 PROTECTION A. Protect joint sealants during and after curing period from contact with contaminating substances and from damage resulting from construction operations or other causes so sealants are without deterioration or damage at time of Substantial Completion. If, despite such protection, damage or deterioration occurs, cut out and remove damaged or deteriorated joint sealants immediately so installations with repaired areas are indistinguishable from the original work. END OF SECTION 02764 01258500 PAVEMENT JOINT SEALANTS 02764 - 5 04/04 �.- _��. ..._ �. �, m�,,..� _.,..m�, � .� SECTION 02920 LAWNS AND GRASSES PART 1-GENERAL 1.1 SUMMARY A. This section refers to establishment of grasses for park and range areas damaged or removed by construction activities. All park areas are to be re -sod using approved methods and materials. All range areas are to be re -sod or re -seeded using approved methods and materials. Where re -seeding is specified, the Contractor has the option of either re -seeding or re -sodding, or a mixture of both methods, in accordance with these specifications. Where the Contractor elects to re -seed, he has the option of either planting seed with a drill or planting seed through hydroseeding, or a mixture of both methods, in accordance with these specifications. Disturbed areas or submergence in parks that are barren of vegetation immediately prior to construction of storm sewers, inlets, outlets, tunnel access shafts, etc. are not required to be seeded or sodded. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and Specification Sections, apply to this Section. B. Related Sections include the following: 1. Section 02300 Earthwork 2. Section 02317 Excavation and Backfill for Utilities 3. Section 02318 Borrow 4. Section 02320 Utility Backfill Materials 1.3 DEFINITIONS A. Finish Grade: Elevation of finished surface of planting soil. B. Manufactured Soil: Soil produced off -site by homogeneously blending mineral soils or sand with stabilized organic soil amendments to produce topsoil or planting soil. C. Planting Soil: Native or imported topsoil, manufactured topsoil, or surface soil modified to become topsoil; mixed with soil amendments. D. Subgrade: Surface or elevation of subsoil remaining after completing excavation, or top surface of a fill or backfill immediately beneath planting soil. E. Golf Course: Area to be disturbed by construction activities across the Lakeridge Country Club Golf Course. For the purposes of meeting the re -vegetation requirements for this project, the golf course shall be defined as the corridor for Line C (Lake 91) from STA 31+05 to STA 44+14 and the corridor for Line E (Lake 90) from STA 2+50 to STA 4+35. F. Range: Area to be disturbed by construction activities across City of Lubbock property along the trunk line, near the Yellow House Canyon. For the purposes of meeting the re -vegetation requirements required under this project, range shall be defined as that reach of the project from Station 23+00 (the project downstream outlet area at Yellowhouse Canyon) to approximate Station 50+10 (the western boundary fence of the City of Lubbock property that is parallel to the BNSF railroad tracks). Also, the corridors for Line G and Line H (Lakes 87 and 85, respectively) will be classified as range grass. 01258500 LAWNS AND GRASSES 02920 - 1 04/04 G. Park: A formally designated park by the City of Lubbock as indicated on the plans, storm water conveyance and storage easements within lake areas (with lake area as defined in specification Section 01140, paragraph 1.5.1)), storm water storage impoundment easements, and surface channel easements or right-of-ways that serve as surface water flow conveyances between lake areas. All areas outside of the areas defined as golf course and range in paragraphs 1.3.E and 1.3.F shall be considered as parks for purposes of re - vegetation. H. Row Crop: Area to be disturbed by construction activities where the land is being used for active farming. For the purposes of meeting the re -vegetation requirements for this project, row crop shall be defined as the corridor for Line T between STA 53+75 and STA 339+00. The area must be actively farmed in order to meet this definition; otherwise, it shall be defined as range as described in paragraph 1.3.F. 1.4 SUBMITTALS A. Product Data: For each type of product indicated. B. Certification of Grass Seed: From seed vendor for each grass -seed monostand or mixture stating the botanical and common name and percentage by weight of each species and variety, and percentage of purity, germination, and weed seed. Include the year of production and date of packaging. 1. Certification of each seed mixture for turfgrass, identifying source, including name and telephone number of supplier. C. Product Certificates: For soil amendments and fertilizers, signed by product manufacturer. D. Qualification Data: For landscape installer. E. Planting Schedule: Indicating anticipated planting dates for each type of planting. F. Preconstruction Condition Documentation: Prior to construction in any park or range area, submit video tape or photographic evidence that shows all areas to be disturbed. This will provide the documentation of the "preconstruction" condition of these areas. 1.5 QUALITY ASSURANCE A. Installer Qualifications: A qualified landscape installer whose work has resulted in successful park and range grass establishment. 1. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when planting is in progress. 1.6 DELIVERY, STORAGE, AND HANDLING A. Seed: Deliver seed in original sealed, labeled, and undamaged containers. B. Sod: Harvest, deliver, store, and handle sod according to requirements in TPI's "Specifications for Turfgrass Sod Materials" and "Specifications for Turfgrass Sod Transplanting and Installation" in its "Guideline Specifications to Turfgrass Sodding." 1.7 SCHEDULING A. Planting Restrictions: Plant during one of the following periods. Coordinate periods with maintenance periods to provide required maintenance from date of S1 Completion. 1. Seeding: February - May 2. Sodding: March - September 01258500 04/04 LAWNS AND GRASSES B. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit. C. When construction activities are completed outside planting periods for seeding or sodding operations, the Contractor shall overseed the areas disturbed by construction activities with annual rye grass as a temporary stabilization measure. The Contractor shall re -seed or re -sod areas overseeded with annual rye with approved permanent stabilization grasses as soon as practical during the following planting season. Coordinate with Lakeridge Golf Course Superintendent for measures to be implemented on the golf course property. 1.8 GOLF COURSE MAINTENANCE A. Coordinate all seeding or sodding activities on the golf course with the Lakeridge Golf Course Superintendent. B. All disturbed areas shall be restored to the original condition under the direct supervision of golf course personnel. 1.9 RANGE MAINTENANCE A. Begin maintenance immediately after each area is planted and continue until an acceptable stand of grass is established, but for not less than 40 calendar days from date of Substantial Completion. B. Maintain and establish grass by watering, weeding, mowing, trimming, replanting, and other operations. Roll, regrade, and replant bare or eroded areas and remulch. C. Watering: Provide and maintain temporary piping, hoses, and lawn -watering equipment to convey water from sources and to keep range uniformly moist. 1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. Lay out temporary watering system to avoid walking over muddy or newly planted areas. 2. Water range at a minimum rate of/z inch per week for 4 weeks after planting. D. Mow grass as soon as top growth is tall enough to cut. Repeat mowing to maintain specified height without cutting more than 40 percent of grass height. Remove no more than 40 percent of grass -leaf growth in initial or subsequent mowings. Do not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet. Schedule initial and subsequent mowings to maintain the following grass height: 1. Mow grass 4 inches to 6 inches high. E. Range Seeding/Sodding Postfertilization: Apply fertilizer after initial mowing and when grass is dry. 1. Use fertilizer that will provide actual nitrogen of at least 1 lb/1000 sq. ft. to lawn area. 1.10 PARK MAINTENANCE A. Begin maintenance immediately after each area is planted and continue until an acceptable stand of grass is established, but for not less than the following periods: 1. Sodded Lawns: 30 calender days from date of Substantial Completion. B. Maintain and establish grass by watering, fertilizing, weeding, mowing, trimming, replanting, and other operations. Roll, regrade, and replant bare or eroded areas and remulch to produce a uniformly smooth surface. 01258500 LAWNS AND GRASSES 02920 - 3 04/04 C. Watering: Provide and maintain temporary piping, hoses, and lawn -watering equipment to convey water from sources and to keep area uniformly moist to a depth of 4 inches. r r 1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. Lay out temporary watering system to avoid walking over muddy or newly planted areas. 2. Water grass at a minimum rate of 1 inch per week. D. Mow grass as soon as top growth is tall enough to cut. Repeat mowing to maintain specified height without cutting more than 40 percent of grass height. Remove no more than 40 percent of grass -leaf growth in initial or subsequent mowings. Do not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet. Schedule initial and subsequent mowings to maintain the following grass height: 1. Mow grass 1-1/2 inch to 2 inches high. l E. Park Sodding Postfertilization: Apply fertilizer after initial mowing and when grass is dry. 1. Use fertilizer that will provide actual nitrogen of at least 1 lb/1000 sq. ft. to lawn area. f 1.11 ROW CROP MAINTENANCE A. Restore row crop soils to original condition and grades upon completion of storm sewer pipe construction. B. Coordination with landowners via the City of Lubbock's Right -of -Way Agent can be made to define restoration efforts. C. Any deviation from these specifications shall be documented in writing in a letter from the landowners. PART 2 - PRODUCTS 2.1 SEED A. Grass Seed: Fresh, clean, dry, new -crop seed complying with AOSA's "Journal of Seed Technology; Rules for Testing Seeds" for purity and germination tolerances. B. Seed Species: Seed of grass species as follows, with not less than 95 percent germination, not less than 85 percent pure seed, and not more than 0.5 percent weed seed: 1. Buffalograss (Buchloe dactyloides) 2.2 TURFGRASS SOD A. Turfgrass Sod: Approved, complying with TPI's "Specifications for Turfgrass Sod Materials" in its "Guideline Specifications to Turfgrass Sodding." Furnish viable sod of uniform density, color, and texture, strongly rooted, and capable of vigorous growth and development when planted. B. Turfgrass Species: 1. Parks: Bermudagrass (Cynodon dactylon tiffway cultivar) 2. Range: Buffalograss (Buchloe dactyloides) C. Golf Course Area: Match existing turf (Tifway 419). Coordinate with Lakeridge Golf Course Superintendent (Brian Daniel — (806) 794-3540) for turf requirements. 01258500 LAWNS AND GRASSES 02920 - 4 04/04 F 2.3 TOPSOIL A. Contractor shall use approved topsoil obtained from stripping ahead of construction activities. 2.4 PLANTING ACCESSORIES A. Selective Herbicides: EPA registered and approved, of type recommended by manufacturer for application. 2.5 FERTILIZER A. Slow -Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water -insoluble nitrogen, phosphorus, and potassium in the following composition: 1. Composition: 20 percent nitrogen, 10 percent phosphorous, and 10 percent potassium, by weight. B. Coordinate with golf course personnel for fertilizer requirements. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine areas to receive grasses for compliance with requirements and other conditions affecting performance. Proceed with installation only after unsatisfactory conditions have been corrected. 3.2 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities, trees, shrubs, and plantings from damage caused by planting operations. 1. Protect adjacent and adjoining areas from hydroseeding overspray. B. Provide erosion -control measures to prevent erosion or displacement of soils and discharge of soil -bearing water runoff or airborne dust to adjacent properties and walkways. 3.3 PARK, RANGE AND GOLF COURSE PREPARATION A. Limit subgrade preparation to areas to be planted. B. Subgrade Over Excavated Trench: Loosen subgrade to a minimum depth of 4 inches. Remove stones larger than one inch in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property. Pulverize or roto-till soil clods to less than one-half inch equivalent diameter. 1. Apply fertilizer directly to subgrade before loosening at a rate of 400 pounds per acre. 2. Reduce elevation of planting soil to allow for soil thickness of sod. C. Adjacent Subgrades: If grasses are to be planted in areas unaltered or undisturbed by excavating, grading, or surface soil stripping operations; but were affected by stockpiling, vehicular traffic or other ancillary activity relating to construction operations, prepare surface soil as follows: 01258500 LAWNS AND GRASSES 02920 - 5 04/04 1. Loosen surface soil to a depth of at least of 4 inches. a. Apply fertilizer directly to subgrade before loosening at a bulk rate of 400 pounds per acre. 2. Remove stones larger than one inch in any dimension and sticks, roots, trash, and other extraneous matter. 3. Legally dispose of waste material, including grass, vegetation, and turf, off Owner's property. J D. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Grade to within plus or minus 1/2 inch of finish elevation. Roll and rake, remove ridges, and fill depressions to meet finish grades. Limit fine grading to areas .� that can be planted in the immediate future. E. Moisten prepared lawn areas before planting if soil is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil. F. Restore areas if eroded or otherwise disturbed after finish grading and before planting. G. Coordinate with Lakeridge Golf Course Superintendent for any special subgrade requirements. 3.4 SEEDING OF RANGE GRASSES A. Sow seed with drill specifically designed for type of seed to be used. Do not broadcast or drop seed when wind velocity is excessive. Evenly distribute seed by sowing equal quantities in two directions at right angles to each other. 1. Do not use wet seed or seed that is moldy or otherwise damaged. B. Sow seed at the rate of 20 lb. of pure live seed (pls) per acre. C. Roll lightly, and water with fine spray. 3.5 HYDROSEEDING A. Hydroseeding: Mix specified seed, fertilizer, and fiber mulch in water, using equipment specifically designed for hydroseed application. Continue mixing until uniformly blended into homogeneous slurry suitable for hydraulic application. 1. Mix slurry with nonasphaltic or asphalt -emulsion tackifier. 2. Apply slurry uniformly to all areas to be seeded in a one-step process. 3.6 SODDING OF PARKS AND GOLF COURSE A. Lay sod within 48 hours of harvesting. Do not lay sod if dormant or if ground is frozen or muddy. B. Lay sod to form a solid mass with tightly fitted joints. Butt ends and sides of sod; do not stretch or overlap. Stagger sod strips or pads to offset joints in adjacent courses. Avoid damage to subgrade or sod during installation. Tamp and roll lightly to ensure contact with subgrade, eliminate air pockets, and form a smooth surface. Work sifted soil or fine sand ..� into minor cracks between pieces of sod; remove excess to avoid smothering sod and adjacent grass. 1. Lay sod across angle of slopes exceeding three horizontal to one vertical. , 2. Anchor sod on slopes exceeding six horizontal to one vertical with wood pegs or staples spaced as recommended by sod manufacturer but not less than 2 anchors per sod strip to prevent slippage. C. Saturate sod with fine water spray within two hours of planting. During first week, water daily or more frequently as necessary to maintain moist soil to a minimum depth of a 1-1/2 inches below sod. 01258500 LAWNS AND GRASSES 02920 - 6 04/04 D. Coordinate with Lakeridge Golf Course Superintendent for special requirements. 3.7 RENOVATION OF PARKS, GOLF COURSE AND RANGES A. Renovate existing grasses and landscaping damaged by Contractor's operations, such as storage of materials or equipment and movement of vehicles, at Contractor's expense. 1. Reestablish lawn where settlement or washouts occur or where minor regrading is required. B. Remove sod and vegetation from diseased or unsatisfactory lawn areas; do not bury in soil. C. Remove topsoil containing foreign materials resulting from Contractors operations, including oil drippings, fuel spills, stone, gravel, and other construction materials, and replace with new topsoil. D. Remove weeds before seeding. Where weeds are extensive, apply selective herbicides as required. Do not use pre -emergence herbicides. E. Remove waste and foreign materials, including weeds, soil cores, grass, vegetation, and turf, and legally dispose of them off Owner's property. F. Till stripped, bare, and compacted areas thoroughly to a soil depth of 6 inches. G. Apply soil amendments and initial fertilizers required for establishing new lawns and mix thoroughly into top 4 inches of existing soil. Provide new planting soil to fill low spots and meet finish grades. H. Water newly planted areas and keep moist until new grass is established. 3.8 SATISFACTORY PARKS, GOLF COURSE AND RANGES A. Satisfactory Seeded Range: At end of maintenance period, a healthy, uniform, close stand of grass has been established, free of weeds and surface irregularities, with coverage exceeding 90 percent over any 10 sq. ft. (0.92 sq. m) and bare spots not exceeding 5 by 5 inches. B. Satisfactory sodded park, golf course or range: At end of maintenance period, a healthy, well -rooted, even -colored, viable stand of grass has been established, free of weeds, open joints, bare areas, and surface irregularities. C. Reestablish park, golf course or range grasses that do not comply with requirements and continue maintenance until grasses are satisfactory to the Owner. 3.9 CLEANUP AND PROTECTION A. Promptly remove soil and debris created by landscape work from paved areas. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas. B. Erect barricades and warning signs as required to protect newly planted areas from traffic. Maintain barricades throughout maintenance period and remove after lawn is established. C. Remove erosion -control measures after grass establishment period in accordance with the Storm Water Pollution Prevention Plan. END OF SECTION 02920 01258500 LAWNS AND GRASSES 02920 - 7 04/04 No Text SECTION 03300 CAST -IN -PLACE CONCRETE PART 1 - GENERAL 1.1 SUMMARY A. This Section includes, but is not limited to cast -in place concrete, including formwork, reinforcing, mix design, placement procedures, curing, and finishes. B. Cast -in -place concrete includes but is not limited to the following: 1. Foundations and footings. 2. Slabs -on -grade. 3. Inlets, headwalls and wingwalls. 4. Cast -in -place manhole bases and manhole riser supports at pipe tee locations. C. Cast -in -place concrete for pavement, sidewalk, curb and gutter, driveways, and alleys shall meet the requirements of Section 02751 - Portland Cement Concrete Pavement. D. Cast -in -place concrete for storm sewer pipe shall meet the requirements of Section 03301 - Cast -In -Place Non -Reinforced Concrete Pipe. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and Division 1 Specification Sections, apply to this Section. 1.3 SUBMITTALS A. General: Submit the following according to Conditions of the Contract and Division 1 Specification Sections. B. Product data for proprietary materials and items, including reinforcement and forming accessories, admixtures, patching compounds, joint systems, curing compounds, and others if requested by Engineer. C. Design Mixes: For each concrete mix. D. Shop drawings for reinforcement detailing fabricating, bending, and placing concrete reinforcement. Comply with ACI 315 "Manual of Standard Practice for Detailing Reinforced Concrete Structures" showing bar schedules, stirrup spacing, bent bar diagrams, materials, steel grades, and arrangement of concrete reinforcement and methods of support. Include special reinforcing required for openings through concrete structures. E. Laboratory test reports for concrete materials and mix design test. F. Formwork shop drawings: Prepared by or under supervision of a qualified Professional Engineer detailing fabrication, assembly, and support of formwork. Design and Engineering of formwork are Contractor's responsibility. G. Shoring and Rehhoring: Indicated proposed schedule and sequence of stripping formwork, shoring removal and installing and removing reshoring. 01258500 CAST -IN -PLACE CONCRETE 03300 - 1 __t 04/04 lj 1.4 QUALITY ASSURANCE A. Codes and Standards: Comply with provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified: 1. American Concrete Institute (ACI) 301, "Specifications for Structural Concrete for Buildings." 2. ACI 318, "Building Code Requirements for Reinforced Concrete." 3. Concrete Reinforcing Steel Institute (CRSI) "Manual of Standard Practice." 4. American Concrete Institute (ACI) 305R, "Hot Weather Concreting." 5. American Concrete Institute (ACI) 306R, "Cold Weather Concreting." 6. American Concrete Institute (ACI) 306.1, "Standard Specification for Cold Weather Concreting." 7. American Concrete Institute (ACI) 350R, "Environmental Engineering Concrete Structures." 8. American Concrete Institute (ACI) 117, "Specifications for Tolerances for Concrete Construction and Materials." B. Concrete Testing Service: Engage a testing agency acceptable to Owner to perform material evaluation tests and to design concrete mixes. Agency shall be qualified according to ASTM C 1077 and ASTM E 329 to conduct the testing indicated. 1. Personnel conducting field test shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-I or an equivalent certification program. C. Materials and installed Work may require testing and retesting at any time during progress of Work. Tests, including retesting of rejected materials for installed Work, shall be done at Contractor's expense. D. Installer Qualifications: An experienced installer who has completed concrete work similar in material, design, and extent to that indicated for this project and whose work has resulted in construction with a record of successful in-service performance. E. Manufacturer Qualifications: A firm experienced in manufacturing ready -mixed concrete products complying with ASTM C 94, "Requirements for Production Facilities and Equipment." 1. Manufacturer must be certified according to the National Ready Mixed Concrete Association Certification of Ready Mixed Concrete Production Facilities. PART 2 - PRODUCTS V, 2.1 FORM MATERIALS A. Forms for Exposed Finish Concrete: Fitzgerald Formliner pattern No. 16982 Arizona Flagstone - Urethane, or equal. 1. Fitzgerald Formliners, 1341 East Pomona Street, Santa Ana, CA 92705, 1-800-547-7760. 2. Maximum dimension of formliner pattern joints shall not exceed 10" in any direction. B. Forms for Unexposed Finish Concrete: Plywood, lumber, metal, earth, or another acceptable material. Provide lumber dressed on at least two edges and one side for tight fit. C. Form Release Agent: Provide commercial formulation form release agent with a maximum of 350 g/L volatile organic compounds (VOCs) that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces. 01258500 CAST -IN -PLACE CONCRETE 03300 - 2 04/04 0 D. Form Ties: Factory -fabricated, adjustable -length, removable or snap -off metal form ties designed to prevent form deflection and to prevent spalling of concrete upon removal. Provide units that will leave no metal closer than 1-1/2 inches to the plane of the exposed concrete surface. 1. Provide ties that, when removed, will leave holes not larger than 1 inch in diameter in the concrete surface. 2. Furnish units that will leave no corrodible metal closer than 1 inch to the plane of the exposed surface. 3. Furnish ties with integral water. Barrier plates to walls indicated to receive damp proofing or waterproofing. 2.2 REINFORCING MATERIALS A. Reinforcing Bars: ASTM A 615 Grade 60, deformed. B. Epoxy -coated fabricated reinforcing bars ASTM A 775. C. Supports for Reinforcement: Bolsters, chairs and spacers for spacing, supporting, and fastening reinforcing bars and welded wire fabric in place. Use wire bar -type supports complying with CRSI specifications. 1. For slabs -on -grade, use supports with sand plates or horizontal runners where base material will not support chair legs. 2. For exposed -to -view concrete surfaces where legs of supports are in contact with forms, provide supports with legs that are protected by plastic (CRSI, Class 1) or stainless steel (CRSI, Class 2). 3. Space reinforcing supports at 5'-0" maximum in any direction. 2.3 CONCRETE MATERIALS A. Portland Cement: ASTM C 150, Type I. 1. Use one brand of cement throughout Project unless noted otherwise. B. Fly Ash: ASTM C 618, Type C. C. Normal -Weight Aggregates: ASTM C 33, size 57. D. Water: Potable. E. Admixtures, General: Provide concrete admixtures that contain not more than 0.1 percent chloride ions. F. Air -Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other required admixtures. G. Water -Reducing Admixture: ASTM C 494, Type A. H. High -Range Water -Reducing Admixture: ASTM C 494, Type F or Type G. I. Water -Reducing, Accelerating Admixture: ASTM C 494, Type E. J. Water -Reducing, Retarding Admixture: ASTM C 494, Type D. K. Water Proofing Admixture: IPANEX (800) 523-3834. L. Concrete Hardener: "Hydro" integral concrete floor hardening admixture, Specon, Inc., 262 Washington Avenue, Bergenfield, NJ 07621, (201) 385-6470, http://www.speconinc.conn - see drawings for specific location applications. 2.4 RELATED MATERIALS A. Dovetail Anchor Slots: Hot -dip galvanized sheet steel, not less than 0.0336 inch thick with bent tab anchors. Fill slot with temporary filler or cover face opening to prevent intrusion of concrete or debris. 01258500 CAST -IN -PLACE CONCRETE 03300 - 3 04/04 i B. Sand Cushion: Clean, manufactured or natural sand with plasticity index of 8 or less. C. Liquid Membrane -Forming Curing Compound: Liquid -type membrane -forming curing compound complying with ASTM C 309, Type 2, Class A. Moisture loss not more than 1.0 lb/sq.yd. when applied at 200 sq. ft./gal. D. Bonding Agent: Polyvinyl acetate or acrylic base. E. Epoxy Adhesive: ASTM C 881, two -component material suitable for use on dry or damp surfaces. Provide material type, grade, and class to suit Project requirements. 2.5 PROPORTIONING AND DESIGNING MIXES A. Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field experience methods as specified in ACI 301. For the trial batch method, use an independent testing agency acceptable to Engineer for preparing and reporting proposed mix designs. 1. Do not use the same testing agency as Owner for field quality control testing. B. Submit written reports to Engineer of each proposed mix for each class of concrete at least 15 days prior to start of Work. Do not begin concrete production until proposed mix designs have been reviewed by Engineer. Do not submit mix designs for other projects or that are over 60 days of age. Do not submit concrete cylinder strength reports from other projects that are older than 45 days, or that are not of the proposed mix design. C. Standard design mix to be used unless noted otherwise, provide normal weight concrete with the following properties: 1. 3000 psi, 28-day compressive strength. 2. Type I cement. 3. Fly Ash: Allow up to 25% of cementitious material. 4. Minimum Slump: 4 inches. 5. Maximum Slump: 6 inches. 6. Maximum Water Cementitious Water Ratio:.55. 7. Add air -entraining admixture at manufacturer's prescribed rate to result in concrete at point of placement having an air content of 5 to 7 percent, unless otherwise indicated. D. Water related structures mix design: Provide normal weight concrete with the following properties: 1. 4500 psi, 28-day compressive strength. 2. Type I cement 3. Fly Ash: 25% of total cementitious weight. 4. Minimum slump: 6 inches 5. Maximum slump: 8 inches 6. Maximum water cementitious material ratio:.40 7. Add air -entraining admixture at manufacturer's prescribed rate to result in concrete at point of placement having an air content of 5 to 7 percent, unless otherwise indicated. 8. Water proofing admixture. 9. Floor hardener admixture. E. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, as accepted by Engineer. Laboratory test data for revised mix design and strength results must be submitted to and accepted by Engineer before using in Work. 01258500 CAST -IN -PLACE CONCRETE 03300 - 4 04/04 l 2.6 ADMIXTURES A. Use water -reducing admixture or high -range water -reducing admixture (superplasticizer) in concrete, as required, for placement and workability. B. Use accelerating admixture in concrete slabs placed at ambient temperatures below 50 deg F. C. Use admixtures for water reduction and set accelerating or retarding in strict compliance with manufacturer's directions. D. Use water -reducing admixture in pumped concrete, concrete required to be water tight, and concrete with a water cementitious materials ratio below 0.50. E. Limit water-soluble, chloride ion content in hardened concrete to 0.15 percent by weight of cement. 2.7 CONCRETE MIXING A. Ready -Mixed Concrete: Comply with requirements of ASTM C 94, and as specified. _. 1. When air temperature is between 85 deg F and 90 deg F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes, and when air temperature is above 90 deg F, reduce mixing and delivery time to 60 minutes. PART 3 - EXECUTION 3.1 GENERAL A. Coordinate the installation of joint materials, vapor retarder, and other related materials with placement of forms and reinforcing steel. Before concrete placement operations begin, the substrate shall be fully prepared. Contractor shall be responsible for verifying that all work which will be embedded is complete and necessary inspections have been performed. Pour stops or bulkheads shall be in place and reinforcement shall be secured in proper location. B. Prepare not more than two test panels, each measuring four feet by eight feet, with sufficient depth or thickness for proper casting of formliner and stamped pattern concrete finishes. 1. Do not prepare test panels until formliner and stamped pattern submittals have been reviewed and approved. 2. Prepare one test panel with formliner and one test panel with stamped pattern finish. 3.2 FORMS A. General: Design, erect, support, brace, and maintain formwork to support vertical, lateral, static, and dynamic loads that might be applied until concrete structure can support such loads. Construct formwork so concrete members and structures are of correct size, shape, alignment, _. elevation, and position. Maintain formwork construction tolerances and surface irregularities complying with the following ACI 347 limits: 1. Provide Class A tolerances for concrete surfaces exposed to view. 2. Provide Class C tolerances for other concrete surfaces. B. Construct forms to sizes, shapes, lines, and dimensions shown and to obtain accurate alignment, location, grades, level, and plumb work in finished structures. Provide for openings, offsets, linkages, keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features required in the Work. Use selected materials to obtain required finishes. Solidly butt joints and provide backup at joints to prevent cement paste from leaking. 01258500 CAST -IN -PLACE CONCRETE 03300 - 5 04/04 8 C. Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces where slope is too steep to place concrete with bottom forms only. Kerf wood inserts for forming keyways, reglets, recesses, and the like for easy removal. D. Provide temporary openings for clean -outs and inspections where interior area of formwork is y inaccessible before and during concrete placement. Securely brace temporary openings and set tightly to forms to prevent losing concrete mortar. Locate temporary openings in forms at inconspicuous locations. E. Chamfer exposed corners and edges as indicated, using wood, metal, PVC, or rubber chamfer strips fabricated to produce uniform smooth lines and tight edge joints. F. Provisions for Other Trades: Provide openings in concrete formwork to accommodate work of other trades. Determine size and location of openings, recesses, and chases from trades -= providing such items. Accurately place and securely support items built into forms. G. Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, or other debris just before placing concrete. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment. 3.3 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 and as specified- 1. Avoiding cutting or puncturing vapor retarder during reinforcement placement and concreting operations. Repair damages before placing concrete. B. Clean reinforcement of loose rust and mill scale, earth, ice, and other materials that reduce or destroy bond with concrete. C. Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as approved by Engineer. D. Place reinforcement to maintain minimum coverages as indicated for concrete protection. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces. E. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction. F. Do not weld reinforcing bars unless specifically shown. Where shown on the plans, comply with AWS D1.4. Bars to be welded shall conform to ASTM A706. 3.4 JOINTS A. Construction Joints: Locate and install construction joints so they do not impair strength or appearance of the structure, as acceptable to Engineer. B. Provide keyways at least 1-1/2 inches deep in construction joints in walls and slabs and between walls and footings. Bulkheads designed and accepted for this purpose may be used for slabs. 01258500 CAST -IN -PLACE CONCRETE 03300 - 6 04/04 C. Place construction joints perpendicular to main reinforcement. Continue reinforcement across construction joints except as indicated otherwise. Do not continue reinforcement through sides of strip placements. D. Use bonding agent on existing concrete surfaces that will be joined with fresh concrete. E. Waterstops: Provide waterstops in construction joints as indicated. Install waterstops to form continuous diaphragm in each joint. Support and protect exposed waterstops during progress of work. Field fabricate joints in waterstops according to manufacturer's printed instructions. F. Isolation Joints in Slabs -on -Grade: Construct isolation joints in slabs -on -grade at points of contact between slabs -on -grade and vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated. G. Contraction (Control) Joints in Slabs -on -Grade: Construct contraction joints in slabs -on -grade to form panels of patterns as shown. 3.5 INSTALLING EMBEDDED ITEMS A. General: Set and build into formwork anchorage devices and other embedded items required for other work that is attached to or supported by cast -in -place concrete. Use setting drawings, diagrams, instructions, and directions provided by suppliers of items to be attached. B. Install dovetail anchor slots in concrete structures as indicated on drawings. C. Forms for Slabs: Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and contours in finished surfaces. Provide and secure units to support screed strips using strike -off templates or compacting -type screeds. D. Ends of storm sewer pipe to be embedded in cast -in -place walls shall be in place prior to setting formwork and reinforcement, floor slab inclusive. 3.6 PREPARING FORM SURFACES A. General: Coat contact surfaces of forms with an approved, nonresidual, low-VOC, form -coating compound before placing reinforcement. B. Do not allow excess form -coating material to accumulate in forms or come into contact with in -place concrete surfaces against which fresh concrete will be placed. Apply according to manufacturer's instructions. 1. Coat steel forms with a nonstaining, rust -preventative material. Rust -stained steel formwork is not acceptable. 3.7 CONCRETE PLACEMENT A. Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded or cast in. Notify other trades to permit installation of their work. B. General: Comply with ACI 304, "Guide for Measuring, Mixing, Transporting, and Placing Concrete," and as specified. C. Deposit concrete continuously or in layers of such thickness that no new concrete will be placed on concrete that has hardened sufficiently to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as specified. Deposit concrete to avoid segregation at its final location. 01258500 CAST -IN -PLACE CONCRETE 03300 - 7 04/04 D. Placing Concrete in Forms: Deposit concrete in forms in horizontal layers no deeper than 6 24 inches and in a manner to avoid inclined construction joints. Where placement consists of several layers, place each layer while preceding layer is still plastic to avoid cold joints. 1. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand - spading, rodding, or tamping. Use equipment and procedures for consolidation of concrete complying with ACI 309. 2. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations no farther than the visible effectiveness of the machine. Place vibrators to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mix to segregate. 3 E. Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous operation, within limits of construction joints, until completing placement of a panel or section. 1. Consolidate concrete during placement operations so that concrete is thoroughly worked around reinforcement, other embedded items and into corners. 2. Bring slab surfaces to correct level with a straightedge and strike off. Use bull floats or darbies to smooth surface free of humps or hollows. Do not disturb slab surfaces prior to beginning finishing operations. 3. Maintain reinforcing in proper position on chairs during concrete placement. F. Cold -Weather Placement: Comply with provisions of ACI 306 and as follows. Protect concrete ; work from physical damage or reduced strength that could be caused by frost, freezing actions, LA or low temperatures. G. When air temperature has fallen to or is expected to fall below 40 deg F, uniformly heat water Fill and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg F and not more than 80 deg F at point of placement. 1. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials. 2. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise accepted in mix designs. H. Hot -Weather Placement: When hot weather conditions exist that would impair quality and strength of concrete, place concrete complying with ACI 305R and as specified. 1. Cool ingredients before mixing to maintain concrete temperature at time of placement to below 90 deg F. Mixing water may be chilled or chopped ice may be used to control _ temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option. 2. Cover reinforcing steel with water -soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedding in concrete. 3. Fog spray forms, reinforcing steel, and subgrade just before placing concrete. Keep subgrade moisture uniform without puddles or dry areas. 4. Use water -reducing retarding admixture when required by high temperatures, low humidity, or other adverse placing conditions, as acceptable to Engineer. 1. Water may be added to the concrete at the project site, subject to the following conditions: 1. Truck tickets indicate maximum amount of water that can be added without exceeding the maximum specified water/cement ratio. 2. Water is added in a manner to control volume added. `_. 3. Concrete is properly re -mixed after addition of water. 4. Inspector is notified, if concrete placement requires inspection. 01258500 CAST -IN -PLACE CONCRETE 03300 - 8 -, 04/04 5. Site added water should be done prior to taking concrete samples for testing. 6. Do not add water to concrete after adding high range water -reducing admixtures to mix. 3.8 FINISHING FORMED SURFACES A. Rough -Formed Finish: Provide a rough -formed finish on formed concrete surfaces not exposed to view in the finished Work or concealed by other construction. This is the concrete surface having texture imparted by form -facing material used, with tie holes and defective areas repaired and patched, and fins and other projections exceeding 1/4 inch in height rubbed down or chipped off. B. Smooth -Formed Finish: Provide a smooth -formed finish on formed concrete surfaces exposed to view or to be covered with a coating material applied directly to concrete, or a covering material applied directly to concrete, such as waterproofing, dampproofing, veneer plaster, painting, or another similar system. This is an as -cast concrete surface obtained with selected form -facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch defective areas with fins and other projections completely removed and smoothed. C. Form Liner Finish: Provide form liners as indicated to achieve finish texture and pattern. Repair and patch defective areas with fins and other projections completely removed and smoothed that disrupt the form liner pattern. D. Smooth -Rubbed Finish: Provide smooth -rubbed finish on scheduled concrete surfaces that have received smooth -formed finish treatment not later than I day after form removal. I. Moisten concrete surfaces and rub with carborundum brick or another abrasive until producing a uniform color and texture. Do not apply cement grout other than that created by the rubbing process. E. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike -off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated. 3.9 MONOLITHIC SLAB FINISHES A. Float Finish: Apply float finish to monolithic slab surfaces to receive trowel finish and other finishes as specified; slab surfaces to be covered with membrane or elastic waterproofing, membrane or elastic roofing, or sand -bed terrazzo; and where indicated. 1. After screeding, consolidating, and leveling concrete slabs, do not work surface until ready for floating. Begin floating, using float blades or float shoes only, when surface water has disappeared, or when concrete has stiffened sufficiently to permit operation of power -driven floats, or both. Consolidate surface with power -driven floats or by hand -floating if area is small or inaccessible to power units. Finish surfaces to tolerances of F(F) 18 (floor flatness) and F(L) 15 (floor levelness) measured according to ASTM E 1155 . Cut down high spots and fill low spots. Uniformly slope surfaces to drains. Immediately after leveling, refloat surface to a uniform, smooth, granular texture. _ 2. Remove any efflorescence as soon as feasible after its appearance. If the efflorescence hardens, then remove with a mild detergent or a mild acid cleaner. B. Trowel Finish: Apply a trowel finish to monolithic slab surfaces exposed to view and slab surfaces to be covered with resilient flooring, carpet, ceramic or quarry tile, paint, or another thin film -finish coating system. 1. After floating, begin first trowel -finish operation using a power -driven trowel. Begin final troweling when surface produces a ringing sound as trowel is moved over surface. 01258500 CAST -IN -PLACE CONCRETE 03300 - 9 04/04 Consolidate concrete surface by final hand -troweling operation, free of trowel marks, uniform in texture and appearance, and finish surfaces to tolerances of F(F) 20 (floor flatness) and F(L) 17 (floor levelness) measured according to ASTM E 1155. Grind smooth any surface defects that would telegraph through applied floor covering system. C. Nonslip Broom Finish: Apply a nonslip broom finish to exterior concrete platforms, steps, and ramps, and elsewhere as indicated. 1. Immediately after float finishing, slightly roughen concrete surface by brooming with fiber -bristle broom perpendicular to main traffic route. Coordinate required final finish with Engineer before application. D. Stamped Pattern Finish: Matcrete Random Stone Pattern or equal. Stone image dimension not to exceed 10 inches for a single stone outline. 1. Matcrete Stamped Concrete Tools, Phone (877) 662-8273 or (714) 979-2727, http://www.matcrete.com. 2. A plastic sheet or powder release agent shall be used such that the stamping tool may be released without damage to the stamped surface. The Contractor shall follow manufacturer's recommendations so that potential damage to finished surfaces is avoided or minimized. 3.10 MISCELLANEOUS CONCRETE ITEMS A. Filling In: Fill in holes and openings left in concrete structures for passage of work by other trades, unless otherwise shown or directed, after work of other trades is in place. Mix, place, and cure concrete as specified to blend with in -place construction. Provide other miscellaneous concrete filling shown or required to complete Work. 3.11 CONCRETE CURING AND PROTECTION A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. In hot, dry, and windy weather protect concrete from rapid moisture loss before and during finishing operations with an evaporation -control material. Apply according to manufacturer's instructions after screeding and bull floating, but before power floating and troweling. B. Start initial curing as soon as free water has disappeared from concrete surface after placing and finishing. C. Curing Methods: Cure concrete by curing compound, and moisture -retaining cover curing. D. Apply curing compound on exposed interior slabs and on exterior slabs, walks, and curbs as follows: 1. Apply curing compound to concrete slabs as soon as final finishing operations are complete (within 2 hours and after surface water sheen has disappeared). Apply uniformly in continuous operation by power spray or roller according to manufacturer's directions. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period. 2. Use membrane curing compounds that will not affect surfaces to be covered with finish materials applied directly to concrete. I E. Curing Unformed Surfaces: Cure unformed surfaces, including slabs, and other flat surfaces, by applying the appropriate curing method. F. Curing Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing by curing compound. i 01258500 CAST -IN -PLACE CONCRETE 03300 - 10 04/04 3.12 REMOVING FORMS A. General: Formwork not supporting weight of concrete, such as sides of beams, walls, columns, and similar parts of the work, may be removed after cumulatively curing at not less than 50 deg F for 24 hours after placing concrete, provided concrete is sufficiently hard to not be damaged by form -removal operations, and provided curing and protection operations are maintained. 3.13 REUSING FORMS A. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or otherwise damaged form -facing material will not be acceptable for exposed surfaces. 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 joint to avoid offsets. Do not use patched forms for exposed concrete surfaces except as acceptable to Engineer. 3.14 CONCRETE SURFACE REPAIRS A. Patching Defective Areas: Repair and patch defective areas with cement mortar immediately __. after removing forms, when acceptable to Engineer. B. Mix dry -pack mortar, consisting of one part portland cement to 2-1/2 parts fine aggregate passing a No. 16 mesh sieve, using only enough water as required for handling and placing. 1. Cut out honeycombs, rock pockets, voids over 1/4 inch in any dimension, and holes left by tie rods and bolts down to solid concrete but in no case to a depth less than 1 inch. Make edges of cuts perpendicular to the concrete surface. Thoroughly clean, dampen with water, and brush -coat the area to be patched with bonding agent. Place patching mortar before bonding agent has dried. 2. For surfaces exposed to view, blend white portland cement and standard portland cement so that, when dry, patching mortar will match surrounding color. Provide test areas at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike -off slightly higher than surrounding surface. C. Repairing Formed Surfaces: Remove and replace concrete having defective surfaces if defects cannot be repaired to satisfaction of Engineer. Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycomb, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning. Flush out form tie holes and fill with dry -pack mortar or precast cement cone plugs secured in place with bonding agent. _ 1. Repair concealed formed surfaces, where possible, containing defects that affect the concrete's durability. If defects cannot be repaired, remove and replace the concrete. D. Repairing Unformed Surfaces: Test unformed surfaces, such as monolithic slabs, for M smoothness and verify surface tolerances specified for each surface and finish. Correct low and high areas as specified. Test unformed surfaces sloped to drain for trueness of slope and smoothness by using a template having the required slope. 1. Repair finished unformed surfaces containing defects that affect the concrete's durability. Surface defects include crazing and cracks in excess of 0.01 inch wide or that penetrate to the reinforcement or completely through nonreinforced sections regardless of width, spalling, popouts, honeycombs, rock pockets, and other objectionable conditions. 01258500 CAST -IN -PLACE CONCRETE 03300 - 11 04/04 1 2. Correct high areas in unformed surfaces by grinding after concrete has cured at least 14 days. , 3. Correct low areas in unformed surfaces during or immediately after completing surface finishing operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete. Proprietary underlayment compounds may be used when acceptable to Engineer. 4. Repair defective areas, except random cracks and single holes not exceeding 1 inch in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose reinforcing steel with at least 3/4 inch clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding agent. Mix patching concrete of same materials to provide concrete of same type or class as original concrete. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete. E. Repair isolated random cracks and single holes 1 inch or less in diameter by dry -pack method. Groove top of cracks and cut out holes to sound concrete and clean of dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding compound. Place dry -pack before bonding agent has dried. Compact dry -pack mixture in place and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours. If random cracks and single holes indicate weeping and leakage under adjacent hydrostatic head, seal with Avanti International Scotch Seal 5600 urethane, water -activated grout prior to dry packing. F. Perform structural repairs with prior approval of Engineer for method and procedure, using specified epoxy adhesive and mortar. G. Repair methods not specified above may be used, subject to acceptance of Engineer. 3.15 HYDRAULIC LEAKAGE REPAIR A. Joints, embedments and penetrations that exhibit leakage or weeping when under adjacent hydrostatic pressure shall be sealed with Avanti International Scotch Seal 5600 water -activated urethane grout. Procedures and surface finish over urethane grout shall be as approved by the Engineer. 3.16 QUALITY CONTROL TESTING DURING CONSTRUCTION A. Sampling and testing for quality control during concrete placement shall be performed by Contractor as follows: 1. Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply with ASTM C 94. a. Slump: ASTM C 143; one test at point of discharge for each day's pour of each type of concrete; additional tests when concrete consistency seems to have changed. One test for each set of compressive strength cylinders cast. b. Air Content: ASTM C 173, volumetric method for lightweight or normal weight concrete; ASTM C 231, pressure method for normal weight concrete; one for each day's pour of each type of air -entrained concrete. C. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg F and below, when 80 deg F and above, and one test for each set of compressive -strength specimens. One test for each set of compressive strength cylinders cast. 01258500 CAST -IN -PLACE CONCRETE 03300 - 12 z 04/04 I �i C01 d. Compression Test Specimen: ASTM C 31; one set of four standard cylinders for each compressive -strength test, unless otherwise directed. Mold and store cylinders for laboratory -cured test specimens except when field -cured test specimens are required. e. Compressive -Strength Tests: ASTM C 39; one set for each day's pour exceeding 5 cu. yd. plus additional sets for each 50 cu. yd. more than the first 25 cu. yd. of each concrete class placed in any one day; one specimen tested at 7 days, two specimens tested at 28 days, and one specimen retained in reserve for later testing if required. 2. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used. 3. Strength level of concrete will be considered satisfactory if averages of sets of three consecutive strength test results equal or exceed specified compressive strength and no individual strength test result falls below specified compressive strength by more than 500 psi. Test results will be reported in writing to Engineer, ready -mix producer, and Contractor within 24 hours after tests. Reports of compressive strength tests shall 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 and materials, compressive breaking strength, and type of break for both 7-day tests and 28-day tests. Additional Tests: The Contractor 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 directed by Engineer. The Owner may require the Contractor to conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed. D. Questionable Concrete 1. Concrete shall be considered "Questionable Concrete" where any of the following test evaluations occur: a. Individual test strength is below specified strength; or b. Samples of concrete for acceptance test cylinders are not representative of concrete in -place in the structure; or C. Insufficient or inadequate concrete curing; or d. Insufficient number of acceptance test cylinders for day's concreting were made for testing. 2. Except where core tests will impair the strength of the structure, core test as directed by the Owner shall be made at no cost to the Owner to resolve Questionable Concrete. If core tests fail to demonstrate the test strength required by the contract documents or structural analysis does not confirm the adequacy of the structure, the Owner may, at his discretion, reject the work or require load tests or additional construction. Should structural analysis confirm the adequacy of the structure, the Owner may, at his discretion, accept the concrete with credit for the full value of the concrete delivered to the site in accordance with the General Conditions. 3. The Contractor shall pay all costs incurred in providing the additional testing or analysis to resolve the acceptability of Questionable Concrete. 01258500 CAST -IN -PLACE CONCRETE 03300 - 13 04/04 �-i g 4. Core Tests a. Three representative cores shall be taken from each member or area of concrete for each test considered questionable. Location of cores shall be as directed by the Owner to least impair the strength of the structure. Damaged cores shall be replaced. b. Cores shall be obtained and tested in accordance with ASTM C42 except that if concrete in the structure will be dry under service conditions the cores shall be air dried (temperature 60 degrees F. to 80 degrees F., and relative humidity less than 60%) for 7 days before test and shall be tested dry. If the concrete in the structure will be more than superficially wet under service conditions, the cores shall be immersed in water for at least 48 hours and tested wet. C. Questionable concrete will be considered structurally acceptable if the average of the cores is equal to or greater than 90% of the specified strength and no single core is greater than 500 psi below specified strength. END OF SECTION 03300 01258500 CAST -IN -PLACE CONCRETE 03300 - 14 04/04 I SECTION 03301 CAST -IN -PLACE NON -REINFORCED CONCRETE PIPE PART 1- GENERAL 1.1 SECTION INCLUDES A. This Section of the Specifications covers cast -in -place non -reinforced concrete pipe placed in trench. 1.2 RELATED SECTIONS A. Drawings and General Provisions of the Contract, including General and Special Conditions and other Division 1 specification sections apply to this section. B. Related Sections include the following: 1. Section 02082 — Pre -cast Concrete Manholes and Vaults 2. Section 02240 - Dewatering. 3. Section 02260 - Excavation Support and Protection. 4. Section 02317 — Excavation and Backfill for Utilities 5. Section 02320 — Utility Backfill Materials 6. Section 02533 — Acceptance Testing for Storm Sewers 7. Section 02638 — Reinforced Concrete Pipe 8. Section 03300 — Cast -in -Place Concrete 1.3 REFERENCES AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM C 31-88 Making and Curing Concrete Test Specimens in the Field ASTM C 33-86 Specification for Concrete Aggregates ASTM C 39-86 Test for Compressive Strength of Cylindrical Concrete Specimens ASTM C 42-87 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete ASTM C 76-88 Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe ASTM C 94-89b Specification for Ready -Mixed Concrete ASTM C 109-87 Test for Compressive Strength of Hydraulic Cement Mortars (Using 2 in. or 50 mm Cube Specimens) ASTM C 138-77 Test for Unit Weight, Yield, and Air Content (Gravimetric) of Concrete ASTM C 143-89a Test Method for Slump of Portland Cement Concrete ASTM C 144-87 Specification for Aggregate for Masonry Mortar 01258500 CAST -IN -PLACE NON -REINFORCED CONCRETE PIPE 03301 - 1 04/04 ASTM C 150-86 Specification for Portland Cement ASTM C 171-69 (1986) Specification for Sheet Materials for Curing Concrete ASTM C 172-71 (1977) Sampling Fresh Concrete ASTM C 173-78 Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C 191-77 Test for Time of Setting of Hydraulic Cement by Vicat Needle (Including Tentative Revision) ASTM C 231-89a Test for Air Content of Freshly Mixed Concrete by the Pressure Method ASTM C 260-86 Specification for Air -Entraining Admixtures for Concrete ASTM C 309-89 Specification for Liquid Membrane -Forming Compounds for Curing Concrete ASTM C 361-89 Specification for Reinforced Concrete Low -Head Pressure Pipe ASTM C 403-88 Test for Time of Setting of Concrete Mixtures by Penetration Resistance ASTM C 494-86 Standard Specification for Chemical Admixtures for Concrete ASTM C 595-86 Specification for Blended Hydraulic Cements ASTM C 618-88 Specification for Flyash and Raw of Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete 1.4 QUALITY ASSURANCE A. Codes and Standards: Comply with provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified or requirements are modified herein: 1. American Concrete Institute (ACI) 301-99, "Specifications for Structural Concrete" Sections 1, 4 and 5. 2. ACI 318, 'Building Code Requirements for Reinforced Concrete." 3. Concrete Reinforcing Steel Institute (CRSI) "Manual of Standard Practice." 4. American Concrete Institute (ACI) 305R, "Hot Weather Concreting." 5. American Concrete Institute (ACI) 306R, "Cold Weather Concreting." 6. American Concrete Institute (ACI) 306.1, "Standard Specification for Cold Weather Concreting." 7. American Concrete Institute (ACI) 350R, 'Environmental Engineering Concrete Structures." 8. American Concrete Institute (ACI) 117, "Specifications for Tolerances for Concrete Construction and Materials." 9. American Concrete Institute (ACI) 346-01, "Standard Specification for Cast -in - Place Nonreinforced Concrete Pipe." 01258500 CAST -IN -PLACE NON -REINFORCED CONCRETE PIPE 03301 - 2 04/04 I B. Concrete Testing Service: Engage a testing agency acceptable to Owner to perform material evaluation tests and to design concrete mixes. Agency shall be qualified according to ASTM C 1077 and ASTM E 329 to conduct the testing indicated. 1. Personnel conducting field test shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-1 or an equivalent certification program. C. Materials and installed work may require testing and retesting at any time during progress of Work. Tests, including retesting of rejected materials for installed Work, shall be done at Contractor's expense. D. Installer Qualifications: An experienced installer who has completed concrete work similar in material, design, and extent to that indicated for this project and whose work has resulted in construction with a record of successful in-service performance. E. Manufacturer Qualifications: A firm experienced in manufacturing ready -mixed concrete products complying with ASTM C 94, "Requirements for Production Facilities and Equipment." 1. Manufacturer must be certified according to the National Ready Mixed Concrete Association Certification of Ready Mixed Concrete Production Facilities. PART 2 - PRODUCTS 2.1 EQUIPMENT A. Pipe Making Equipment 1. The pipe shall be constructed with equipment specially designed for constructing cast -in -place concrete pipe. The equipment shall be acceptable to the Engineer, and the Contractor may be required to furnish evidence of successful installations made with the equipment he proposes to use. Equipment not suitable to produce the quality of work required for the pipeline will not be permitted to operate on the job. 2.2 MATERIALS A. Cements: Cement shall be Type I, conforming to the requirements of ASTM C 150. B. Aggregates: The aggregates used for concrete or mortar shall conform to the requirements of ASTM C 33. The nominal maximum coarse aggregate size shall be not more than 1/3 of minimum pipe wall thickness nor greater than 1 '/z inch, whichever is least. C. Water: Water used for making concrete and mortar shall be free from injurious amounts of silt, organic matter, alkali, salts, and other impurities. Water is acceptable if mortar cubes (ASTM C 109) made with that water have strengths equal to at least 90 percent of companion cubes made with potable water, and if setting of cement paste (ASTM C 191) or of concrete (ASTM C 403) is not adversely affected. D. Admixtures: An air -entraining admixture shall be used in such amount as will produce concrete having an air content of 4 to 6 percent by volume of the concrete as discharged from the mixer. Such air -entraining admixture may be interground or blended with the cement as specified in ASTM C 150 or may be added to the concrete as an admixture. All admixtures shall conform to the appropriate ASTM specifications indicated below. 1. Air -entraining admixtures — ASTM C 260. 2. Chemical admixtures — ASTM C 494. 3. Fly ash — ASTM C 618, Class C only. Fly ash shall not be used to substitute for more than five percent of portland cement content. The total flyash content shall not exceed 10 percent of the cement content. 01258500 CAST -IN -PLACE NON -REINFORCED CONCRETE PIPE 03301 - 3 04/04 E. Bonding Mortar: Bonding mortar shall consist of two or more parts of cement to three parts of sand, by bulk volume. Sand shall conform to ASTM C 144. n 2.3 TOLERANCES AND PROPERTIES A. Pipe, trench properties and dimensions shall conform to ACI 346. B. Wall Thickness: The minimum wall thickness of cast -in -place pipe at any point shall be equal to or greater than the wall thicknesses indicated in the drawings. C. Pipe Diameter Tolerances: The internal diameter of the pipe at any point shall not be less than 98 percent of the nominal diameter, and the average of any four measurements of the internal diameter made at 45 degree intervals shall not be less than the nominal diameter. D. Offsets: Offsets at form laps and horizontal edges shall not exceed the limits given in paragraph 3.4. E. Bearing Plate: Bearing plates, boards, or other supports necessary for two -stage construction shall be removed, and any indentations exceeding 1/z inch left in the concrete from such plates shall be cleaned, moistened, filled with mortar, trowelled, and cured. F. Strength: The strength of the concrete shall be at least 3000 psi, when the concrete is not exposed to severe and frequent freezing and thawing or 4000 psi when the concrete is exposed to severe and frequent freezing and thawing, as determined on the basis of 28 day compressive strength tests. Strengths shall be considered satisfactory if the average of any five consecutive sets of strength tests of the laboratory -cured specimens is equal to or greater than the specified strength, and if not more than 5 percent of the strength tests have values less than the specified strength by more than 100 psi. The pipe represented by unsatisfactory strength tests on cylinders shall be further tested either by coring or by load testing at the Contractor's option. Any pipe failing these tests shall be replaced or repaired at the option of the Engineer, at the Contractor's expense. G. Cement and Water Content: All concrete shall have a water -cement ratio not exceeding 0.53 by weight, including free surface moisture on aggregates. H. Air Content: All concrete shall contain 4 to 6 percent entrained air. I. Slump: Slump of concrete shall be determined in accordance with ASTM C 143 and shall be within the following limits: 1. Less than 42-inch diameter, 2-1/2 inches, plus or minus 1/2-inch. 2. 42-inch to 54-inch diameter, 2-1/2 inches, plus or minus 1-inch. J. Internal Pressure: The completed and cured pipe shall be capable of withstanding an internal hydrostatic head of 15 feet, as measured from the center line of the pipe, without structural failure. PART 3 - EXECUTION 3.1 EXCAVATION A. The trench shall be excavated to the lines and grades shown on the drawings. The bottom of the trench shall be prepared to provide full, firm, uniform support by undisturbed earth or cement stabilized backfill. B. Trench excavation shall follow the requirements of Section 02317 - Excavation and Backfill for Utilities. Where unsuitable materials are found in the bottom of the trench, over -excavate a minimum of six inches and backfill to pipe subgrade with cement stabilized backfill. C. The flow line grade of the finished pipe shall not vary more than 0.05 foot from the grade shown on the drawings between adjacent manholes. 01258500 CAST -IN -PLACE NON -REINFORCED CONCRETE PIPE 03301 - 4 04/04 3.2 PLACEMENT A. Placing Concrete: All surfaces against which concrete is to be placed shall be free from running or standing water, mud, and debris, and shall be firm enough to prevent contamination of the concrete by earth or other foreign material. Absorptive surfaces against which concrete is to be placed shall be moistened thoroughly so that the moisture will not be drawn from the freshly -placed concrete. B. The fresh concrete shall be consolidated effectively at production speeds, over the entire circumference and from within the pipe shell. Consolidation methods shall be capable of building up sufficient pressure to bond the concrete effectively to the surrounding earth. Evidence of this pressure shall always be visible as the pipe is being extruded. C. The cast -in -place concrete pipe shall be constructed in one placement with metal forms. The concrete shall be placed around the full circumference of the pipe, with the invert of the pipe available for inspection at all times during the pouring operation. D. The temperature of concrete when it is being placed shall not be (1) more than 90 degrees F, (2) less than 40 degrees in moderate weather, nor (3) less than 50 degrees when the mean daily temperature in the vicinity of the work site falls below 40 degrees. Whenever the mean daily temperature in the vicinity of the work site falls below 40 degrees F for more than one day, the concrete shall be maintained at a temperature not lower than 50 degrees for at least 72 hours of protection at 50 degrees F. Where artificial heat is employed, special care shall be taken to prevent the concrete from drying. If concrete is placed when the weather is such that the temperature of the concrete would exceed 90 degrees F, the Contractor shall employ effective means — such as precooling of aggregates and mixing water or placing at night — as necessary to maintain the temperature of the concrete, as it is placed, below 90 degrees F. 3.3 CONSTRUCTION JOINTS A. Construction joints shall be formed by one of the two following methods: 1. Cold Joint: At the end of placement or any stoppage that requires a casting machine to pull away from pipe construction, the pipe end shall be left in a rough condition at a slope of between 75 and 90 degrees with 24 inch long No. 4 deformed reinforcing ( dowels embedded 12 inches around the pipe circumference. The dowels shall be placed at 12 inch intervals for pipe sizes up to 54-inch. Within 30 minutes before pipe casting resumes, pipe end surface shall be thoroughly cleaned of foreign materials, coatings, and loose or defective concrete, and thoroughly wetted. A tie-in cap shall be cast over joint across the top of pipe from trench wall to trench wall. The tie-in capshall be 48 inches minimum in length and centered over the joint. g J i Thickness shall be 1.5 tines minimum pipe wall thickness. Cold joints that result in excessive leakage such that the specified leakage test is not achieved shall be sealed with Avanti grout in accordance with paragraph 3A.D. 2. Dissimilar Pipe Joint: Joint for connections to another pipe shall be made by x squaring off the end of pipe. Excavation of the trench shall be made along the sides and bottom of the pipe to permit casting of concrete collar. Collar shall be 48-inch minimum in length and centered on joint. Thickness shall be 1.5 times the wall thickness of the cast -in -place pipe. Dissimilar pipe joints that result in excessive _. leakage such that the specified leakage test is not achieved shall be sealed with Avanti grout in accordance with paragraph 3A.D. 3. Concrete epoxy bonding agents shall be used when, in the opinion of the Engineer, the epoxy is needed to form an acceptable bond between the collar and the joint. 01258500 CAST -IN -PLACE NON -REINFORCED CONCRETE PIPE 03301 - 5 04/04 3.4 FINISH A. Except for the form offsets, the interior surface of the pipe shall be equivalent to or better than a smooth metal form finish. B. Offsets at form laps and horizontal edges shall not exceed the limits specified in the following table: Pipe Diameter Maximum Offset Less than 42" 1/2" 42" to 54" 3/4" C. All extraneous concrete shall be removed from the interior surface as soon as possible after placing. Any additional finish work or repair work required to be done on the pipe shall be completed within 5 days after the pipe is placed. D. Crack Repair 1. Crack repairs shall not be made until completion of the backfill. Crack width shall be determined by penetration of more than 1/4-inch of a standard tapered machinist's feeler gage or a standard wire -type feeler gauge. 2. Circumferential cracks 0.01-inch or less in width, and do not penetrate the pipe wall thickness more than one-third the wall thickness shall not require treatment. Cracks greater than 0.01 in width and less than 0.05 inch in width, or any crack that penetrates the pipe wall thickness, shall be cleaned and packed with non -shrink cement grout. Cracks 0.05-inch in width and greater shall be cleaned and sealed by injection and activation of Avanti 3M Scotch -Seal 5600 urethane water -activated foam grout and then interior surface -sealed with non -shrink cement grout. Procedure shall be as approved by the Engineer. 3. Longitudinal cracks with a width of less than 0.01-inch, and do not penetrate more than one-third of the pipe wall thickness shall not require treatment. Longitudinal cracks 0.01-inch and less than 0.025-inch in width, or any crack that penetrates the wall thickness, shall be cleaned and sealed by injection and activation of Avanti 3M Scotch -Seal 5600 urethane water -activated foam grout and then interior surface - sealed with non -shrink cement grout. Procedure shall be as approved by the Engineer. 4. Longitudinal cracks having differential displacement greater than 0.08-inch, or a width greater than 0.025-inch, shall be repaired by full depth epoxy pressure grouting. 5. Repairs and sealing may need to exceed the requirements of these paragraphs in order to meet the leakage limitations under Section 02533 - Acceptance Testing for Storm Sewers. E. The finished surface of the concrete pipe shall be substantially free of fractures, cracks, and interior surface roughness. If obvious segregation, honeycombing or inadequate wall thickness is encountered during inspection, the pipe can be rejected by the Engineer. 1 01258500 CAST -IN -PLACE NON -REINFORCED CONCRETE PIPE 03301 - 6 04/04 N 3.5 CURING A. Immediately after finishing exposed exterior surfaces, the curing of these surfaces shall be undertaken by any one or a combination of the following methods: 1. Pigmented sealing compound, blanketing, cotton mat, polyethylene film or spraying methods as specified in ASTM C 309 and ASTM C 171. 2. A 3-inch layer of moist earth may be backfilled over the pipe. However, care must be taken to avoid damage to the fresh concrete while placing the backfill. The thickness of the backfill shall be increased to 6 inches after initial set of the concrete has occurred. This backfill shall be kept moist for not less than 7 days, or until pipe is covered with 12 inches of soil, whichever is greater. B. The exposed top portion of the pipe may be covered with wet burlap or other material of high moisture retentive properties immediately after the pipe is cast. The covering material shall be kept continuously moist until the placement of final backfill. C. A pigmented membrane -curing compound conforming to ASTM C 309 may be applied to the exposed top surface immediately after the pipe is cast. The compound shall be applied at the rate of not less than 1 gal. for each 150 ft2 of exposed concrete. The pipe shall then be covered with a minimum of 3 inches of moist loose soil when the curing compound is sufficiently hard to resist damage from the fill. Final backfill shall be placed as soon as the pipe attains suitable strength as specified in this Section. D. Polyethylene film complying with ASTM C 171, nominal thickness 0.0015 inches may be placed on the exposed top surface of the pipe immediately after the pipe is cast. The film shall be anchored in place with loose soil to assure continuous, adequate curing. The trench shall be completely backfilled as soon as the pipe attains suitable strength as specified in this section. E. A humid atmosphere within the pipe as evidenced by condensation on the interior surface shall be maintained for at least 7 days following placement except for a maximum period of 48 hours allowed for removing forms and making repairs. To prevent air drafts which may dry the pipe and to maintain a humid atmosphere inside the pipe, all openings into the pipeline shall be kept closed or covered except when and where work is actually in progress on the inside of the pipe. Measures shall be taken to prevent air drafts from drying the pipe. 3.6 TESTING A. Secure at least one sample in accordance with ASTM C 172 for each 50 cubic yards of concrete used, but not less than one sample for each day's work, nor less than one sample for each section of pipe placed in a continuous operation. B. Mold and cure two cylinders from each sample in accordance with ASTM C 31. C. Test the two specimens at 28 days of curing in accordance with ASTM C 39. The 28-day test result shall be the average of the strength of the two specimens, except that if one specimen in a test manifests evidence of improper sampling, molding, or testing, it shall be discarded and the strength of the remaining specimen used. D. Determine slump and air content of concrete in accordance with ASTM Test Methods C 143 (slump) and C 231, C 173, C 138 (air content). Tests shall be performed no less frequently than the sampling frequency required by that said in paragraph 3.6.A. E. If the load carrying capability of the pipe is in question, the Engineer may require load testing in accordance with ACI-346-01. Such test shall be at the expense of the Contractor. 01258500 CAST -IN -PLACE NON -REINFORCED CONCRETE PIPE 03301 - 7 04/04 1 F. Thickness Test - The Contractor shall measure the thickness of the pipe at least every 200 lineal ft. with individual measurements staggered at points designated by the Engineer. Where thickness is not determined by probes through the fresh concrete, small holes shall be drilled for the The Contractor shall patch all core holes in a manner that will be purpose. permanent, will not leak and maintains the Scour resistance of the pipe. Furnish the Engineer with logs of thickness measurements. G. Hydrostatic Test: Hydrostatic tests shall be performed in accordance with Section 02533 — Acceptance Testing for Storm Sewers. The test shall be made at any time after the concrete has been allowed to harden for 28 days, or earlier if mutually agreed upon. The pipeline shall be filled with water to the head specified in Section 02533 - Acceptance Testing for - Storm Sewers and kept filled at least 48 hours. The line may be filled in one length or between structures or bulkheads. If leaks are evident, the line shall be drained and the leaks repaired by, and at the expense of, the Contractor. Thereafter, with the line filled and under , the specified head, there shall be a test for a minimum of 4 hours during which loss of water from the section under test shall be measured. Water less than 50' F in temperature shall not be used for this test. During the test period, the exfiltration rate shall not exceed 750 gallons per inch of diameter per mile per 24 hours. If the line fails the hydrostatic test, the Contractor shall drain the line, repair imperfections as necessary to provide continuity in structural and hydraulic integrity and retest the line as described above. 3.7 BACKFILL A. Refer to Section 02317 — Excavation and Backfill for. Utilities and Section 02320 — Utility Backfill Materials. B. Depth of backfill over the top of cast -in -place concrete pipe shall not exceed 6 inches until the pipe has attained a minimum of 2,500 psi compressive strength in the concrete according to ASTM C39. Loose backfill may then be completed after the pipe has been in place at least 24 hours. The backfill shall be materially free of clods or rocks having a diameter greater than 2 inches, roots, or other deleterious foreign material. Until the height of the backfill exceeds 3 feet, machine -placed backfill shall not be allowed to "free -fall' more than three feet. The Contractor will be responsible for any damage to the pipe caused by backfilling operations. MAXIMUM SAFE DEPTHS OF BACKFILL (Source: ACI-346R) Maximum Safe Backfill Depth to Top of Pipe ft. Safe Load lbf Sand and Gravel Pipe Size (in.) (lbf/lin ft) W = 120 Ku = 0.165 54 12200 No limit END OF SECTION 03301 01258500 CAST -IN -PLACE NON -REINFORCED CONCRETE PIPE 03301 - 8 04/04 SECTION 05500 METAL FABRICATIONS PART 1- GENERAL 1.1 RELATED DOCUMENTS A. Drawings, General Conditions of the Contract for Construction, Special Conditions and Division 1 - General Requirements apply to Work of this Section. 1.2 SECTION INCLUDES A. Shop fabricated ferrous metal items, prime painted and galvanized. B. Steel checkered floor plate. C. Steel pipe handrails. 1.3 RELATED SECTIONS A. Section 03300 - Cast -In -Place Concrete. B. Section 05530 — Gratings. 1.4 DESIGN REQUIREMENTS A. Railings 1. Railing assembly including wall rails, and attachments to resist loads as defined in ASTM E985 without damage or permanent set as tested in accordance with ASTM A935. 1.5 REFERENCES A. ASTM A36 - Structural Steel. B. ASTM A48 - Gray Iron Castings. C. ASTM A53 - Pipe, Steel Black and Hot -Dipped, Zinc -coated Welded and Seamless. D. ASTM A123 - Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products. E. ASTM A153 - Zinc Coating (Hot -Dip) on Iron and Steel Hardware. F. ASTM A283 - Carbon Steel Plates, Shapes, and Bars. G. ASTM A307 - Carbon Steel Externally Threaded Standard Fasteners. H. ASTM A384 - Safeguarding Against Warpage and Distortion During Hot -Dip Galvanizing of Steel Assemblies. I. ASTM A500 - Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Round and Shapes. J. ASTM A786 - Rolled Steel Floor Plates. K. ASTM A935 - Steel, Sheet and Strip, Heavy Thickness Coils, High Strength, Low -Alloy, Columbium or Vanadium, or Both, Hot -Rolled. L. ASTM B221 - Aluminum and Aluminum -Alloy Extruded Bars, Rods, Wire, Shapes, and Tubes. M. ASTM B241 - Aluminum -Alloy Seamless Pipe and Seamless Extruded Tube. N. ASTM E985 - Permanent Metal Railing Systems and Rails for Buildings. 01258500 METAL FABRICATIONS 05500 - 1 04/04 O. AWS A2.0 - Standard Welding Symbols. P. AWS D1.1 - Structural Welding Code. Q. FS-S-325 - Shield, Expansion; Nail Expansion; and Nail, Drive Screw (Devices, Anchoring, Masonry). R. SSPC - Steel Structures Painting Council. 1.6 SUBMITTALS A. Shop Drawings and Product Data 1. Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of , fasteners, and accessories. 2. Include erection drawings, elevations, and details where applicable. 3. Indicate welded connections using standard AWS A2.0 welding symbols. Indicate net weld lengths. 4. Indicate adjacent construction and required anchorages to be provided by other sections. 5. Submit manufacturer's standard printed descriptive product literature for manufactured items. B. Design Data 1. Submit design calculations for metal stairs. C. Samples 1. Submit 1 sample of elbow, tee, wall bracket, escutcheon and end stop. D. Certification: Submit Welder's certificate verifying AWS qualification within the previous 12 months. 1.7 FIELD MEASUREMENTS A. Verify that field measurements are as indicated on shop drawings and as instructed by manufacturer. PART 2 - PRODUCTS 2.1 MANUFACTURERS A. Cast Metal Products I. Barry Pattern & Foundry Co. 2. GS Metals 3. Neenah Foundry B. Substitutions: Under provisions of Section 01600 — Product Requirements. 2.2 MATERIALS A. General 1. Aluminum Sections: ASTM B221. 2. Steel Sections: ASTM A36. 3. Steel Tubing: ASTM A500, Grade B. 4. Steel Plates: ASTM A283. 5. Steel Pipe: ASTM A53, Grade B Schedule 40. 6. Aluminum Pipe: ASTM B241 7. Fasteners: FS-S-325, type as required by condition indicated. 01258500 METAL FABRICATIONS 05500 - 2 04/04 11 8. Bolts, Nuts, and Washers: ASTM A307 galvanized to ASTM A153 for galvanized components. 9. Welding Materials: AWS D1.1; type required for materials being welded. 10. Shop and Touch -Up Primer: SSPC 15, Type 1, red oxide. 11. Touch -Up Primer for Galvanized Surfaces: Zinc rich type. B. Railings, Galvanized 1. Steel System a. Rails and Posts: ASTM A53, Grade B Schedule 40, seamless, 12 inch outside diameter steel pipe; welded joints. b. Fittings: Elbows, T-shapes, escutcheons; cast steel. C. Mounting: Adjustable brackets and flanges, with steel inserts for casting in concrete and with steel brackets for embedding in masonry. d. Exposed Fasteners: Flush countersunk screws or bolts; consistent with design of railing. e. Splice Connectors: Concealed spigots. C. Floor Plate 1. ASTM A786, 3/16 inch thick, pattern no. 5. 2. Galvanize in conformance with ASTM A123 and ASTM A384. 2.3 FABRICATION A. General 1. Fit and shop assemble in largest practical sections for delivery to site. 2. Fabricate items with joints tightly fitted and secured. 3. Continuously seal joined members by continuous welds. 4. Grind exposed joints flush and smooth with adjacent finish surface. Make exposed joints butt tight, flush, and hairline. Ease exposed edges to small uniform radius. 5. Exposed Mechanical Fastenings: Flush countersunk screws or bolts; unobtrusively located; consistent with design of component, except where specifically noted otherwise. 6. Supply components required for anchorage of fabrications. Fabricate anchors and related components of same material and finish as fabrication, except where specifically noted otherwise. B. Railings 1. Fabricate with all joints welded and ground smooth. 2. Return rails to within 1/4 inch of wall surface. 3. Finish rail end with terminal caps. 2.4 FINISHES A. Clean surfaces of rust, scale, grease, and foreign matter prior to finishing. B. Galvanized items Specified or Scheduled to be galvanized with 1.25 oz/sq ft zinc coating in accordance with ASTM A123. All ferrous metal shall be galvanized. 1. Damaged galvanized coating may be repaired, at Engineer's discretion only, with ZRC Cold Galvanizing Compound or other UL-recognized cold galvanizing compound. 2. Apply compound in accordance with manufacturer's directions. 3. Galvanized material which, in the opinion of the Engineer, has the coatings too extensively damaged for meaningful touch-up or repair, shall be rejected and removed from the site of the work. 01258500 METAL FABRICATIONS 05500 - 3 04/04 PART 3 - EXECUTION 3.1 EXAMINATION A. Verify that field conditions are acceptable and are ready to receive work. B. Beginning of installation means erector accepts existing conditions. 3.2 PREPARATION A. Supply items required to be cast into concrete or embedded in masonry with setting templates, to appropriate sections. 3.3 INSTALLATION A. Install items plumb and level, accurately fitted, free from distortion or defects. B. Allow for erection loads, and for sufficient temporary bracing to maintain true alignment until completion of erection and installation of permanent attachments. C. Field weld components indicated on shop drawings. D. Perform field welding in accordance with AWS D1.1. E. Obtain Engineer approval prior to site cutting or making adjustments not scheduled. F. After erection, prime welds, abrasions, and surfaces not shop primed or galvanized, except surfaces to be in contact with concrete. G. Mechanically cut galvanized finish surfaces. Do not flame cut. H. Anchor grating by bolting through flange blocks. I. Railing Posts 1. Set posts in steel sleeves cast into concrete. 2. Interior diameter of sleeve: Minimum 1 inch larger than outside diameter of post. 3. Fill sleeve with non -shrink grout. 3.4 ERECTION TOLERANCES A. General 1. Maximum Variation From Plumb: 1/4 inch in 10 feet. 2. Maximum Offset From True Alignment: 1/4 inch. END OF SECTION 05500 01258500 METAL FABRICATIONS 05500 - 4 04/04 SECTION 05530 GRATINGS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Special Conditions and Division 1 Specification Sections, apply to this Section. B. Conform with Section 05500 — Metal Fabrications for fabricated pipe grates and fabricated bar grates located at headwalls and wingwalls. 1.2 SUMMARY A. This Section includes the following: 1. Metal bar grating. 1.3 SUBMITTALS A. Product Data: For the following: 1. Clips and anchorage devices for gratings. 2. Formed -metal plank grating. B. Shop Drawings: Show fabrication and installation details for gratings. Include plans, elevations, sections, and details of connections. Show anchorage and accessory items. Provide templates for anchors and bolts specified for installation under other Sections. 1.4 QUALITY ASSURANCE A. Fabricator Qualifications: A firm experienced in producing gratings similar to those indicated for this Project and with a record of successful in-service performance, as well as sufficient production capacity to produce required units. B. Metal Bar Grating Standards: Comply with applicable requirements of the following: 1. Non -Heavy -Duty Metal Bar Gratings: Comply with NAAMM MBG 531, "Metal Bar Grating Manual for Steel, Stainless Steel, and Aluminum Gratings and Stair Treads." 1.5 PROJECT CONDITIONS A. Field Measurements: Where gratings are indicated to fit to other construction, verify dimensions of other construction by field measurements before fabrication and indicate measurements on Shop Drawings. Coordinate fabrication schedule with construction progress to avoid delaying the Work. 1.6 COORDINATION A. Coordinate installation of anchorages for gratings, grating frames, and supports. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation. 01258500 GRATINGS 05530 - 1 04/04 PART 2 - PRODUCTS 2.1 FERROUS METALS A. Steel Plates, Shapes, and Bars: ASTM A36 B. Wire rod for Grating Cross Bars: ASTM A510 C. Galvanized Steel Sheet: ASTM A653, structural quality, Grade 33, with G90 Coating. 2.2 FASTENERS A. General: Provide Type 304 or 316 stainless -steel fastener. Select fasteners for type, grade, and class required. 2.3 FABRICATION A. Shop Assembly: Fabricate grating sections in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly and coordinated installation. B. Form from materials of size, thickness, and shapes indicated, but not less than that needed to support indicated loads. C. Shear and punch metals cleanly and accurately. Remove burrs. D. Ease exposed edges to a radius of approximately 1/32 inch, unless otherwise indicated. E. Fit exposed connections accurately together to form hairline joints. F. Welding: Comply with AWS recommendations and the following: 1. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. 2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately. G. Provide for anchorage of type indicated; coordinate with supporting structure. Fabricate and space anchoring devices to secure gratings, frames, and supports rigidly in place and to support indicated loads. H. Edges of grating shall be banded with bars of the same size as bearing bars. 2.4 METAL BAR GRATINGS A. Fabricate welded steel grating as follows: 1. 2'/a x 3/16 blaring bars at 1 3/16 inches and cross bars at 4 inches. B. Traffic Surface for Steel Bar Gratings: As follows: 1. Serrated. C. Steel Finish: As follows: 1. Hot dipped galvanized with a coating weight of not less than 1.8 oz/sq foot of coated surface. D. Fabricate cutouts in grating sections for penetrations indicated. Arrange cutouts to permit grating removal without disturbing items penetrating gratings. 1. Edge -band openings in grating that interrupt four or more bearing bars with bars of the same size and material as bearing bars. E. Do not notch bearing bars at supports to maintain elevation. 01258500 GRATINGS 05530 - 2 04/04 { 2.5 FINISHES A. Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" ' for recommendations forapplying and desi designating finishes. �► g B. Finish gratings, frames, and supports after assembly. C. Galvanizing: For those items indicated for galvanizing, apply zinc coating by the hot -dip process complying with ASTM A 123. All ferrous items shall be galvanized. PART 3 - EXECUTION 3.1 INSTALLATION, GENERAL A. Fastening to In -Place Construction: Provide anchorage devices and fasteners where necessary for securing gratings to in -place construction. Include threaded fasteners for concrete and masonry inserts, through -bolts, lag bolts, and other connectors. B. Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing gratings. Set units accurately in location, alignment, and elevation; measured from established lines and levels and free from rack. C. Provide temporary bracing or anchors in formwork for items that are to be built into concrete or masonry. D. Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. Do not weld, cut, or abrade the surfaces of exterior units that have been hot -dip galvanized after fabrication and are for bolted or screwed field connections. E. Field Welding: Comply with the following requirements: 1. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. 2. Obtain fusion without undercut or overlap. 3. Remove welding flux immediately. 3.2 INSTALLING METAL BAR GRATINGS A. General: Install gratings to comply with recommendations of referenced metal bar grating standards that apply to grating types and bar sizes indicated, including installation clearances and standard anchoring details. B. Attach removable units to supporting members with type and size of clips and fasteners indicated or, if not indicated, as recommended by grating manufacturer for type of installation conditions shown. C. Attach nonremovable units to supporting members by welding where both materials are the same; otherwise, fasten by bolting as indicated above. 3.3 ADJUSTING AND CLEANING A. Galvanized Surfaces: Clean field welds, bolted connections, and abraided areas and repair galvanizing to comply with ASTM A780. END OF SECTION 05530 01258500 GRATINGS 05530 - 3 04/04 I I APPENDIX A �i.,.�.r i ...----r SECTION 11296 ELASTOMERIC CHECK VALVES PART 1- GENERAL 1.1 SECTION INCLUDES A. "Duckbill' style elastomeric check valves for storm water control. 1.2 SUBMITTALS A. General. Submit in accordance with the requirement of Section 01330 — Submittal Procedures. In addition to the requirements in Section 01330, include the following: 1. Product literature that includes information on the performance and operation of the valve, materials of construction, dimensions and weights, elastomer characteristics, flow data, headloss data and pressure ratings. 2. Upon request, provide shop drawings that clearly identify the valve dimensions. B. Operation and Maintenance. Submit operation and maintenance information in accordance with the specifications. 1.3 QUALITY ASSURANCE A. Supplier shall have at least ten (10) years experience in the manufacture of "duckbill' style elastomeric valves, and shall provide references and a list of installations upon request. 1.4 DELIVERY, STORAGE AND HANDLING A. Storage and Protection. Store and protect the equipment in accordance with the manufacturers written instructions. PART 2 - PRODUCTS 2.1 MANUFACTURER A. All valves shall be of the Series TF-1, 37 as manufactured by the Red Valve Co., Inc. of Carnegie, PA 15106, (412) 279-0044, or approved equal. 1. Maximum opening head, full open-1.0 feet, partial open-0.5 feet. 2. Maximum reverse head-35 feet. 2.2 FUNCTION A. When line pressure inside the valve exceeds the backpressure outside the valve by a certain amount, the line pressure forces the bills of the valve open, allowing flow to pass. When backpressure exceeds the line pressure by the same amount, the bills of the valve are forced closed. The flat bottom allows the valve to be installed where minimal bottom clearance exists. 01258500 ELASTOMERIC CHECK VALVES 11296 - 1 04/04 2.3 "DUCKBILL" ELASTOMERIC CHECK VALVES A. Slip -On Flat Bottom Check Valves - Check Valves are to be all rubber of the flow operated check type with a slip-on connection. The Check Valve is designed to slip over the specified pipe outside diameter and attached by means of vendor furnished stainless steel clamps. The port area shall contour down to a duckbill, which shall allow passage of flow in one direction while preventing reverse flow. The valve shall be one piece rubber construction with nylon reinforcement. The duckbill shall be offset so that the bottom line of the valve is flat, keeping the invert of the pipe parallel with the invert of the valve. The top of the valve shall rise to form the duckbill shape. The bill portion shall be thinner and more flexible than the valve body, and formed into a curve of 180°. B. Flanged Pipe — Inserted In -Line Check Valves. 1. Check Valves are to be all rubber and the flow operated check type with a flanged end connection. The port area shall contour down to a duckbill, which shall allow passage of flow in one direction while preventing reverse flow. The flange and flexible duckbill sleeve shall be one piece rubber construction with nylon reinforcement. 2. The flanged end shall be configured to clamp between ANSI B 16.1 class 125# flanges or ANSI B 16.5 class 150# flanges. C. Manufacturer must have available flow test data from an accredited hydraulics laboratory to confirm pressure drop data. Company name, plant location, valve size and serial number shall be bonded to the check valve. Valves shall be manufactured in the USA. PART 3 - EXECUTION 3.1 INSTALLATION A. Valve shall be installed in accordance with manufacturer's written installation and Operation Manual and approved submittals. 3.2 MANUFACTURER'S CUSTOMER SERVICE A. Manufacturer's authorized representative shall be available for customer service during installation and start-up, and to train Owner's personnel in the operation, maintenance and troubleshooting of the valve. B. Manufacturer shall also make customer service available directly from the factory in addition to authorized representatives for assistance during installation and start-up, and to train Owner's personnel in the operation, maintenance and troubleshooting of the valve. END OF SECTION 11296 01258500 ELASTOMERIC CHECK VALVES 11296 - 2 04/04 11 SOUTH LUBBOCK DRAINAGE IMPROVEMENTS PROJECT CITY OF LUBBOCK, TEXAS STORM WATER POLLUTION PREVENTION PLAN PART 1 - GENERAL 1.1 GENERAL A. The Contractor shall implement the Storm Water Pollution Prevention measures specified in this section and shown on the drawings in a manner which will meet the requirements of the Texas Pollution Discharge Elimination System (TPDES) General Permit No. TXR150000. The Contractor shall be responsible for any fines or penalties assessed by the Texas Commission on Environmental Quality (TCEQ) for failure to make required inspections, failure to properly document those inspections, failure to adequately implement the Storm Water Pollution Prevention measures specified or shown on the drawings in a manner to adequately control pollutants, and/or any other fines or penalties assessed by TCEQ for failure to comply with any part of the permit requirements. The Contractor shall submit a Notice of Intent and a Notice of Termination independently of the Owner. B. This document is to serve as a skeleton for the Storm Water Pollution Prevention Plan and is provided only as a convenience to the Contractor. It is the Contractor's responsibility to ensure that his Storm Water Pollution Prevention Plan is in full compliance with the TPDES permit. The Contractor shall modify the document as necessary to show implementation plans, dates of construction activities, best management practices, inspection reports, and any other information pertinent to the plan or otherwise required to ensure that the plan remains in compliance with permit. 1.2 SITE DATA A. Description 1. South Lubbock Drainage Improvements Project — Gravity storm sewer providing positive control of area playa lakes B. Location 1. See Figure SP-1 i.: C. Project Operator(s) 1. City of Lubbock, Texas i- Department of Street and Drainage Engineering 1625 13'h Street Lubbock, Texas 79401 2. Contractor(s) v D. Nature of Construction Activities 1. Installation of gravity storm sewer system, demolition/repair of municipal paving, playa lake cut/fill E. Sequence of Scheduled Activities (The sequence of activities listed below is based on the opinions of the Engineer. Actual sequence of activities may vary based on Contractor's method of installation and should be documented by the Contractor.) 1. Demolition of existing municipal paving 2. Trenching 3. Storm Sewer Pipe Installation 4. Backfill/Compaction _g 5. Repair of municipal paving 6. Playa lake cut/fill 7. Construction of storm sewer inlet/outlet structures. 8. Finished grading, stabilization of disturbed areas. F. Site Area/Area to be Disturbed (See Table SP-1) G. Pre/Post-Construction Runoff Coefficients (100-Yr. 24-Hr.) 1. Urban Areas — 0.66/0.66 2. Park Areas — 0.36/0.36 H. Soil Classifications (See Table SP-1, this specification section) p I. Receiving Body of Water (See Table SP-1, this specification section) 1.3 EROSION AND SEDIMENT CONTROLS A. General 1. Structural measures shall be implemented to divert flows from exposed soils, temporarily store flows, or otherwise limit run-off and the discharge of pollutants from exposed areas of the site. Structural practices shall be implemented in a timely manner during the construction process to minimize erosion and sediment run-off. Structural practices shall include, but are not limited to the following devices in paragraphs 1.3.13 through 1.3.F. B. Stabilized Ingress/Egress 1. Stabilized access to and from construction areas shall be installed as soon as practical and may be addressed in one of the following manners: a. Gravel access drive of sufficient size to "knock -off' pollutants and tracked sediment from vehicle tires and to allow for wash -down. The aggregate should be 6 to 8 inches in diameter and placed in a layer with a minimum thickness of 6 inches. .t b. Concrete driveway (or other existing private paved area). C. Railroad timber platform with gravel base. 2. In all cases, Contractor shall ensure that any soil tracked off -site is cleaned from existing roads, alleys, and any adjacent properties as soon as possible. The Contractor or other responsible party shall check for any pollutants (mud, silt, sand, cement, construction materials, etc.) tracked or washed off -site and perform necessary clean-up measures at the , end of each work day. C. Silt Fences 1. The Contractor may provide silt fences as a temporary structural practice to minimize erosion and sediment runoff. Silt fences shall be properly installed to effectively retain sediment immediately after completing each phase of work where erosion would occur in the form of sheet and rill erosion (e.g. clearing and grubbing, excavation, embankment, and grading). Final removal of silt fence barriers shall be upon approval of the Engineer. ' In general, silt fencing shall be provided as follows: a. Along the downhill perimeter edge of all areas disturbed. b. Along the top of the slope or top bank of drainage ditches, channels, swales, 1 concrete valley gutters, etc. that traverse disturbed areas. C. Along the toe of cut slopes and fill slopes of the construction areas. d. Perpendicular to the flow in the bottom of existing drainage ditches, channels,_ j swales, concrete valley gutters etc. that traverse disturbed areas or carry runoff from disturbed areas. e. Perpendicular to the flow in the bottom of new drainage ditches, channels, and swales. Silt fences should not be used in areas of concentrated flow. For these areas, check dams or sand bags should be used. ; f. At the entrance to culverts that receive runoff from disturbed areas. 2 D. Straw Bales $., 1. The Contractor may provide bales of straw as a temporary structural practice to minimize erosion and sediment runoff. Bales shall be properly placed to effectively retain sediment immediately after completing each phase of work (e.g., clearing and grubbing, excavation, embankment, and grading) in each independent runoff area (e.g., after clearing and grubbing in an area between a ridge and drain, bales shall be placed as work progresses, bales shall be removed/replaced/relocated as needed for work to progress in the drainage area). Straw bales must remain in good condition, or be replaced.. E. Dikes 1. Diversion dikes shall have a maximum channel slope of 2 percent and shall be adequately compacted to prevent failure. The minimum height measured from the top of the dike to the bottom of the channel shall be 18 inches. The minimum base width shall be 6 feet and the minimum top width shall be 2 feet. The Contractor shall ensure that the diversion dikes are not damaged by construction operations or traffic. F. Site Stabilization 1. Contractor shall disturb the least amount of site area as possible. 2. Stabilization measures may include any of the following measures: a. temporary or permanent seeding or sodding, b. mulching, C. geotextiles, d. vegetative buffer strips. 3. Stabilization measures shall be implemented within 14 calendar days in areas where construction activities will cease for more than 21 calendar days. However, in semi -arid climates such as West Texas, stabilization measures should be implemented "as soon as practical." Where the initiation of stabilization measures by the 14'h calendar day after construction activity temporarily or permanently ceases is precluded by unsuitable conditions caused by weather, stabilization measures shall be initiated "as soon as practical' after conditions become suitable. 4. The following records must be maintained with the SWP3: a. Dates when major grading activities occur, b. Dates when construction activities temporarily or permanently cease on a portion of the site, C. Dates when stabilization measures are initiated. 1.4 ANTICIPATED SOURCES OF NON -STORM WATER DISCHARGES A. Water used for soil or base conditioning, or other uses such as for mortar, concrete, etc. B. Water used for vehicle washings. C. Water used for dust control. D. Pavement washwater (non -detergent) where spills of toxic or hazardous materials have occurred. 1.5 POLLUTION PREVENTION MEASURES A. All vehicles on -site shall be monitored for leaks. B. Concrete trucks shall be required to discharge surplus concrete or drum wash at a designated location. These waste materials shall be removed from the site at least once per 7 calendar days during dry periods and more frequently during expected wet periods. The materials shall be legally disposed off -site. Alternatively, concrete trucks shall not be allowed to discharge waste materials on -site. 3 C. All products kept on -site shall be stored in their original containers with the manufacturer's ' label intact. Material safety data sheets (MSDS) shall be kept if applicable. All products shall be used in accordance with the manufacturer's instructions, and all spills shall be cleaned immediately. Containers shall not be exposed to precipitation. D. Final disposal of all excess product and product containers shall be accomplished according to the manufacturer's instructions and in accordance with all applicable rules, regulations, and laws. E. Contractor shall report any spills of reportable quantities of oil or other materials (if spills occur) to the appropriate regulating authorities. PART 2 - PRODUCTS 2.1 COMPONENTS FOR SILT FENCES A. Filter Fabric 1. The geotextile shall comply with the requirements of ASTM D 4439, and shall consist of polymeric filaments which are formed into a stable network such that filaments retain their relative positions. The filament shall consist of a long -chain synthetic polymer composed of at least 85 percent by weight of ester, propylene, or amide, and shall contain stabilizers and/or inhibitors added to the base plastic to make the filaments resistant to deterioration due to ultraviolet and heat exposure. Synthetic filter fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life at a temperature range of 0 to 120 degrees F. The filter fabric shall meet the following requirements: FILTER FABRIC FOR SILT FENCE PHYSICAL PROPERTY TEST PROCEDURE REQUIREMENT Grab Tensile ASTM D 4632 100 lbs. min. Elongation ASTM D 4632 30% max. Trapezoid Tear ASTM D 4533 55 lbs. min. Permittivity ASTM D 4491 0.2 sec — 1 AOS (U.S. Std. Sieve) ASTM D 4751 20-100 B. Silt Fence Stakes and Posts 1. The Contractor may use either wooden stakes or steel posts for fence construction. Wooden stakes utilized for silt fence construction shall have a minimum cross section of 2 inches by 2 inches when hardwood is used and 2 inches by 4 inches when pine is used, and shall have a minimum length of 4 feet. Steel posts (standard "U" or "T" section) utilized for silt fence construction shall have a minimum weight of 1.33 pounds per linear foot and a minimum length of 4 feet. C. Identification Storage and Handling 1. Filter fabric shall be identified, stored and handled in accordance with ASTM D 4873. 2.2 COMPONENTS FOR STRAW BALES x 4` A. Straw Bales 1. The straw in the bales shall be stalks from oats, wheat, rye, barley, rice, or from grasses such as byhalia, bermuda, etc., furnished in air dry condition. The bales shall have a standard cross section of 14 inches by 18 inches. All bales shall be either wire -bound or string -tied. The Contractor may use either wooden stakes or 3/8" rebar to secure the straw bales to the ground. Wooden stakes utilized for this purpose shall have minimum dimensions of 2 inches x 2 inches in cross section and shall have a minimum length of 3 feet. Rebar utilized for securing straw bales shall have a minimum diameter of 3/8" and a minimum length of 3 feet. PART 3 - EXECUTION 3.1 INSTALLATION OF SILT FENCES A. Silt fences shall extend a minimum of 16 inches above the ground surface and shall not exceed 34 inches above the ground surface. Filter fabric shall be from a continuous roll cut to the length of the barrier to avoid the use of joints. When joints are unavoidable, filter fabric shall be spliced together at a support post, with a minimum 6 inch overlap, and securely sealed. A trench shall be excavated approximately 4 inches wide and 4 inches deep on the upslope side of the location of the silt fence to anchor the bottom of the silt fence. The 4-inch by 4-inch trench shall be backfilled and the soil compacted over the filter fabric. Silt fences shall be removed upon approval by the Engineer. 3.2 INSTALLATION OF STRAW BALES A. Straw bales shall be placed in a single row, lengthwise on the contour, with ends of adjacent bales tightly abutting one another. Straw bales shall be installed so that bindings are oriented around the sides rather than along the tops and bottoms of the bales in order to prevent deterioration of the bindings. The barrier shall be entrenched and backfilled. A trench shall be excavated the width of a bale and the length of the proposed barrier to a minimum depth of 4 inches. After the bales are staked and chinked (gaps filled by wedging with straw), the excavated soil shall be backfilled against the barrier. Backfill soil shall conform to the ground level on the downhill side and shall be built up to 4 inches against the uphill side of the barrier. Loose straw shall be scattered over the area immediately uphill from a straw bale barrier to increase barrier efficiency. Each bale shall be securely anchored by at least two stakes driven through the bale. The first stake or rebar in each bale shall be driven toward the previously laid bale to force the bales together. Stakes or rebar shall be driven a minimum 18 inches deep into the ground to securely anchor the bales. 3.3 MAINTENANCE A. Maintenance and repair of all erosion, sedimentation, and stabilization measures identified in SWP3 and the drawings shall be performed in a timely manner on an as -needed basis. All control measures shall be kept in good operating condition to assure their effectiveness. The l ` Contractor shall be responsible for implementation of specific measures and shall also be responsible for their maintenance and repair. If a control has been used incorrectly or it is performing inadequately, the Contractor must replace or modify the control as soon as practicable after discovery in order to maintain system integrity. 5 3.4 INSPECTIONS A. The Contractor shall provide a qualified person or persons to perform regular inspections of the measures and to complete appropriate inspection reports. 1. Inspections shall be performed on the following: a. Disturbed areas and storage areas exposed to precipitation shall be checked for evidence of and the possibility for discharge of pollutants. b. Erosion and sediment control measures identified in the SWP3 and its amendments shall be checked to assure they are performing the intended function. C. Storm water discharge locations shall be checked to determine if erosion control ,E measures implemented are effective in the prevention of significant impacts upon the receiving waters identified in the SWP3. d. Vehicle ingress -egress areas shall be checked to determine if off -site tracking of sediment is being effectively controlled. 2. Regular inspections shall be performed at least once every fourteen (14) calendar days, and within twenty-four (24) hours after a rain event totaling one-half inch (0.5") or more. However, for portions of the site which have been finally stabilized or during seasonal dry periods, frequency of these inspections may be reduced to at least once each month. 3. If warranted based on inspection reports identifying specific needs, the site description information and the pollution prevention practices specified in the SWP3 shall be revised as appropriate. In no instance shall the required revisions be implemented later than seven (7) calendar days beyond the date of the inspection identifying the deficiencies. 4. Inspection reports shall be made for each inspection performed and shall be retained as part of the SWP3 for a minimum period of three (3) years from the date that an NOT is submitted. Inspection reports shall contain the following information: a. Summary of scope of the inspection b. Name(s) of person(s) performing the inspection C. Date(s) of the inspection 1 d. Major observations with respect to the implementation of the various measures detailed in the SWP3 and its amendments e. Actions taken in accordance with Item 3.3 above 5. Where an inspection report does not identify any incidents of non-compliance, the report shall contain a certification that the facility is in compliance with the SWP3 and the published TPDES General Permit TXR 150000. 6. All inspection reports shall be signed in accordance with requirements of the referenced General Permit. 7. Two copies of each inspection report shall be forwarded to the Engineer, one copy of $_ which the Engineer will forward to the Owner. } 6 TARIN RP_1 _ RI MMARV OF SWP3 DATA PLAYA CAT. LONG. SITE/PARK DISTURBED RECEIVING NAME LAKE AREA AREA i SOIL TYPES 'z BODY OF NO. N W (acres) (acres) WATER 85 33030'05" 101052'25" 106.34 Amarillo FSL, Amarillo-ULC, Estacado playa L085 CL, Randall Clay 87 33030' 15" 101053'05" 46.92 Amarillo FSL, Mansker CL, Randall Playa L087 LAKERIDGE 90 33°30'25" 101°54'25" 94.37 Estacado CL, Lofton CL, Randall Vari- Playa L090 SE ant FSL LAKERIDGE 91 33°30'S5" 101 °55' 10" 123.36 Acuff Loam, Amarillo FSL, Estacado L091 NW CL, Olton CL, Pose FSL, Randall ClayPlaya Berda Loam, Berda-Potter Association, N.Fork Double OUTFACE 33°31'S5" 101°46'35" Estacado CL, Friona Loam, Mansker CL MountainFork Brazos River 1., Soil types from Soil Survey of Lubbock County, Texas, 1979 by United States Department of Agriculture, Soil Conservation Service. Refer to this document for further descriptions and characteristics of soils listed. 2. ULC — Urban Land Complex; FSL — Fine Sandy Loam; CL — Clay Loam 7 No Text