HomeMy WebLinkAboutResolution - 2015-R0003 - Utility Contractors Of America - 01_08_2015 (3)Resolution No. 2015-R0003
Item 5.7
January 8, 2015
RESOLUTION
BE 1T RESOLVED BY THE CITY COUNCIL OF THE CITY OF LUBBOCK-
THAT City of Lubbock Bid No. RFP 15-12098-TF is awarded to Utility Contractors of
America, Inc., of Lubbock, Texas, for Buffalo Lake Water Line Replacement, and further THAT
the Mayor of the City of Lubbock is authorized and directed to execute, for and on behalf of the
City of Lubbock a contract for said activities with the terms of the bid submittal attached hereto
and incorporated herein, and related documents.
Passed by the City Council on January 8, 2015
GLF-RTSON, MAYOR
ATTEST:
Re ecc Garza. Cite Secretary
APPROVED AS TO CONTENT:
R. Keith Smith, P.E., Director of Public Works
APPROVED AS TO FORM:
A �imeputy City A
ccdocs/RES_Bid Award -Utility Contractors of America Inc
11.25. l4
SECTION 02445
BORING AND ENCASEMENT
PART1 GENERAL
1.1 WORK COVERED BY CONTRACT DOCUMENTS
A. The section covers utility bores and placing steel encasement in open cut trenches. There will
be no bores on this project. All work will be in open trenches.
B. The encasement will be installed at the locations indicated on the attached plans.
C. The contractor will be responsible for providing all labor, materials, equipment and
incidentals necessary to accomplish the following:
(1) Installing the appropriate steel casing.
(2) Installing the water supply pipe in the steel casing using the pipe manufactures
recommended practices.
(3) Backfill all excavations.
(4) All traffic barricading and control.
(5) All trench safety requirements.
(6) Implementing a best management plan for the control of storm water runoff
1.2 CONTRACTOR USE OF SITE
A. Limit use of site to allow:
(1) Owner occupancy.
(2) Contractor.
B. Coordinate use of site under direction of Owner's Representative and TxDOT.
C. Execute Work in a coordinated manner to avoid conflicts with Owner's operations or other
Contractors.
D. Move any stored products under Contractor's control, which interfere with operations of
(1) Owner.
(2) TxDOT right-of-way.
E. Assume full responsibility for the protection and safekeeping of products furnished under
this contract, stored on or off the site.
1.3 WORK SEQUENCE
A. Construct Work to accommodate Owner's occupancy requirements during the construction
period.
B. Sequence and schedule shall balance Owner's occupancy and the requirements of adjacent
utility work and construction schedules of other government agencies, however, Contractor's
coordination for construction schedule and operations shall be with the Engineer or the
Owner's Representative only.
1.4 SUBMITTALS
A. Provide written plan with methods and materials to be used in casing process.
Buffalo Lake Water Line Replacement
02445 — 1
July 2014
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B. Provide shop drawings or manufacturer literature for casing spacers; include drawings of
proposed locations within pipe casing.
1.5 STANDARDS
A. All work shall be accomplished in accordance with the following standards:
(1) AWWA C-206 "Field Welding of Steel Water Pipe"
(2) AWWA C-210 "Liquid Epoxy Coating Systems for the Interior and Exterior of Steel
Water Pipelines"
(3) AASHTO M-190 "Bituminous Coated Corrugated Metal Culvert Pipe and Pipe Arches"
(4) AASHTO Standard Specifications for Highway Bridges, 1993.
(5) ASTM A-36 "Carbon Structural Steel"
(6) ASTM A-123 "Zinc (Hot Dipped Galvanized) Coatings on Iron and Steel Products"
(7) ASTM A-135 "Electric — Resistance — Welded Steel Pipe"
(8) ASTM A-139 "Electric — Fusion (Arc) — Welded Steel Pipe" (NPS4 and over)
(9) ASTM A-153 "Zinc (Hot Dipped Galvanized) on Iron and Steel Hardware"
(10) ASTM A-307 "Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength"
(11) ASTM A-449 "Quenched and Tempered Steel Bolts and Studs"
(12) ASTM A-568/M "Steel, Carbon, and High Strength, Low Alloy, Hot -Rolled and Cold -
Rolled for Commercial Quality"
(13) ASTM C-76 "Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe"
(14) ASTM D-4254 "Test Methods for minimum Index Density of Soils and Calculations
of Relative Density"
B. Additional standards contained in the City of Lubbock Public Works Engineering Design
Standards and Specifications handbook also apply.
1.6 QUALITY ASSURANCE
A. Installer's Qualifications
(1) Installers shall provide proof of successful, related work experience with references.
B. Job Conditions
(1) Where work is in the right-of-way of any government or corporate jurisdiction, the
Owner will secure the appropriate permits or easements. The Contractor shall observe
regulations, instructions and limitations of each right-of-way owner. Coordination shall
be through Owner's representative.
(2) Excavated material shall be kept off of roads at all times.
(3) No blasting is allowed at any time.
(4) The Contractor shall protect existing pipelines and utilities. The Contractor shall verify
location and elevation of all pipelines, power lines and communication cable in the
construction area prior to execution. Verification of existing pipe and cable utilities
shall be the sole responsibility of the Contractor.
1.7 OWNER OCCUPANCY
A. Cooperate with Owner to minimize conflict, and to facilitate Owner's and other Contractor's ,
operation.
B. Schedule the Work to accommodate this requirement.
I
Buffalo Lake Water Line Replacement 02445 — 2 July 2014
PART 2 PRODUCTS
2.1 STEEL CASING
A. Steel casing pipe shall have a minimum yield strength of 36 ksi. Casting shall meet ASTM
A-36, ASTM A-568, ASTM A-135, ASTM A-139 or approved equal.
B. The steel casing shall be new, free of any structural defects such as cracks, dents, bends or
heavy rust. Used Casing may be used with the Owners Representative approval and
inspection. Casing joints shall be fillet welded according to ASTM C-206.
2.2 CASING SPACERS
A. Casings spacers shall be sized for 8" water line in a 16" steel casing to clear the bell and not
center the line vertically within the casing.
B. Approved casing spacers include:
(1) Advance Products
(2) BMW
(3) Cascade
(4) CCI Pipeline
(5) Culpico
(6) PSI
C. Other casing spacers may be used with approval from the Engineer.
t 2.3 JOINT RETRAINT
A. All water line installations inside of steel casing in excess of 100 feet shall require
continuous joint restraint.
B. Approved joint restraint devices which prevent over -insertion:
(1) EBAA Mega -Stop (for push direction only)
(2) CertainTeed Certa-Lok
(3) Other over -insertion protection devices must be submitted for approval.
C. Contractor joint restraint materials and methods shall not conflict with pipe spacers.
PART 3 EXECUTION
3.1 PIPE INSTALLATION
A. Contractor shall use approved joint restraint devices for pipe within casing.
B. Contractor shall use approved spacers as specified to install pipe in casing.
3.2 OPEN TRENCH ENCASEMENT
A. The water distribution pipe shall be installed in the same manner as the encased bores. The
cost of installing the carrier pipe will include any appurtenances needed to protect the pipe as
per manufacture recommendation.
B. The ends of the encasement shall be sealed after the carrier pipe is installed.
END OF SECTION
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Buffalo Lake Water Line Replacement 02445 — 4 July 2014
SECTION 02665
WATER PIPING, VALVES, AND FITTINGS
PART1 GENERAL
1.1 SUMMARY
A. This section of the specifications covers all water piping, valves, and fittings required for the
project.
B. Section Includes:
(1) Material Schedule
(2) Submittals
(3) References
(4) Materials
(5) Polyvinyl Chloride (PVC) Pipe
(6) Ductile Iron Pipe
(7) Concrete Cylinder Pipe
(8) Pipe Fittings
(9) Flexible Couplings and Flanged Coupling Adapters
(10) Pipe Joints
(11) Steel Casing
(12) Valves
(13) Fire Hydrants
(14) Polyethylene Wrap
(15) Joint Restraints
(16) Concrete
(17) General
(18) Inspection
(19) Responsibility for Materials
(20) Handling Pipe and Accessories
(21) Alignment and Grade
(22) Manner of Handling Pipe and Accessories in Trench
(23) Cleaning and Inspecting
(24) Laying and Jointing PVC Pipe
(25) Plugging Dead Ends
(26) Fittings
(27) Setting Valves, Valve Boxes, Fire Hydrants and Fittings
(28) Thrust Restraint
(29) Excavation, Trenching and Backfilling
(30) Line Testing
(31) Disinfection of Pipelines
(32) Installation of Steel Pipe Casing and Pipe in Casing
Buffalo Lake Water Line Replacement 02665-1 July 2014
(33) Pipe Identifiers
(34 ) Cleanup
1.2 MATERIAL SCHEDULE
A. 6", 8", 10" and 12" lines shall be AWWA C 900, DR 18 PVC pipe.
B. Ductile Iron Fittings (AWWA C 153)
C. Tapping Sleeve (ductile iron or stainless steel)
D. Gate Valves
E. Valve Boxes
F. Fire Hydrants (AWWA C 502)
G. Mechanical Joint Restraints
1.3 SUBMITTALS
A. Submit all manufacturers' data for all pipe and fittings including all pipe thickness class
calculations, steel casing, and casing spacers.
B. Submit affidavits of compliance with appropriate standards.
C. Submit product warranties.
D. Submit manufacturer's installation instructions.
E. Submit manufacturer's loading, unloading, and storage requirements. [j
F. Submit product information for pipe identification tape.
G. Submit concrete mix design for concrete thrust blocking.
1.4 REFERENCES
A. AWWA C 104 — Cement Mortar Lining for Ductile Iron Pipe and Fittings for Water.
B. AWWA C 110 — Ductile Iron and Gray Iron Fittings, 3 inch through 48 inch, for Water.
C. AWWA C I I I — Rubber Gasket Joints for Ductile Iron Pressure Pipe and Fittings.
D. AWWA C 104 — Rubber Seated Butterfly Valves.
E. AWWA 509 — Resilient Seated Gate Valves for Water Supply.
F. AWWA C 900 — Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 inch
through 12 inch, for water distribution.
G. AWWA C 905 — Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 inch
through 48 inch, for water transmission and distribution.
H. AWWA C 301— Prestressed Concrete Pressure Pipe, Steel Cylinder Type, for Water and
other Liquids.
I. AWWA C 303 — Concrete Pressure Pipe, Bar Wrapped, Steel Cylinder Type
J. ANSI/AWWA C-200 Standard for Steel Water Pipe 6 Inches and Larger
K. ANSI/AWWA C-205 Standard for Cement -Mortar Protective Lining and Coating for Steel
Water Pipe - 4 in. and Larger -Shop Applied
L. ANSI/AWWA C-206 Standard for Field Welding of Steel Water Pipe
M. ANSI/AWWA C-207 Standard for Steel Pipe Flanges for Water Works Service, 4" - 144"
N. ANSI/AWWA C-208 Standard for Dimensions for Fabricated Steel Water Pipe Fittings
O. ANSI/AWWA C-209 Standard for Cold -Applied Tape Coatings for the Exterior of Special
Sections, Connections, and Fittings for Steel Water Pipelines
Buffalo Lake Water Line Replacement 02665-2 July 2014
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P.
ANSI/AWWA C-210 Standard for Liquid -Epoxy Coating Systems for the Interior and
Exterior of Steel Water Pipelines
Q.
ANSI/AWWA C-214 Standard for Tape Coating Systems for the Exterior of Steel Water
Pipelines
R.
ANSI/AWWA C-216 Standard for Heat -Shrinkable Cross -Linked Polyolefin Coatings for the
Exterior of Special Sections, Connections, and Fittings for Steel Water Pipelines
S.
ANSI/AWWA C-218 Standard for Coating the Exterior of Aboveground Steel Water
Pipelines and Fittings
T.
ANSI/AWWA C-219 Standard for Bolted Sleeve -Type Couplings for Plain -End Pipe
U.
ANSI/AWWA C-222 Standard for Polyurethane Coatings for the Interior and Exterior of
Steel Water Pipelines and Fittings
V.
AWWA M-11 Steel Pipe - A guide for Design and Installation
- W.
ASTM A 106 Standard Specification for Seamless Carbon Steel Pipe for High -Temperature
Service.
X. ASTM A 53 Standard Specification for Pipe, Steel, Black and Hot -Dipped, Zinc Coated
Welded and Seamless
Y. ASTM E 165 Method for Liquid Penetrant Examination
Z. ASTM E 709 Guide for Magnetic Particle Examination
AA. ASME Section V Nondestructive Testing Examination
BB.ASME Section IX Welding and Brazing Qualification.
CC.AWS B2.1 Standard for Welding Procedure and Welding Qualifications.
PART 2 PRODUCTS
2.1 MATERIALS
A. All pipe, fittings, and valves shall be new and of the best quality in material and
workmanship.
B. All pipe, fittings, and valves shall conform to American National Standards Institute/National
Sanitation Foundation (ANSI/NSF) Standard 61.
C. In areas where natural gas lines exist, and are cathodically protected by means of impressed
current, only electrically non-conductive pipe shall be allowed.
2.2 POLYVINYL CHLORIDE (PVC) PIPE
A. PVC pipe 12 inches and smaller shall be AWWA C-900, DR-18.
B. PVC pipe 14 inches and larger shall be AWWA C-905, DR-21. The outside diameter of the
PVC pipe shall be cast iron equivalent.
C. PVC pipe shall be formed with an integral bell and shall be joined using a gasketed bell and
spigot joint. Spigot ends shall be beveled and reference marked to facilitate joining and
insure proper seating depth. Gaskets shall conform to ASTM F 477. The nominal joint
length shall be twenty (20) feet.
D. AWWA C-900 and C-905 pipe shall be marked as prescribed by AWWA standards including
nominal size, dimension, ratio, AWWA pressure class, manufacturer's name and code, and
seal of testing agency that verified the suitability of the pipe material for potable water.
Buffalo Lake Water Line Replacement 02665-3 July 2014
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E. Pipe shall meet all additional test requirements as described in AWWA C-900 or C-905, as
applicable. '
F. All PVC pipe shall be approved by the National Sanitation Foundation (NSF) for use in the
transportation of potable water and shall bear the NSF seal of approval.
2.3 DUCTILE IRON PIPE
A.
Ductile Iron pipe 12" shall be Class 200.
B.
Ductile iron pipe to be furnished shall conform to the following standard specifications or
latest revisions:
(1) ANSUAWWA C150/A21.50-81
(2) ANSUAWWA C104/A21.4-80
(3) ANSUAWWA C151/A21.4-80
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C.
All ductile iron pipe shall be cement lined in accordance with AWWA C104-80 (ANSI
_.
A21.4) specifications. The external surface shall be coated with an asphalt base paint.
D.
All joint for ductile iron pipe shall be of the rubber gasket bell and spigot type, except where
connecting flanged fittings, and shall otherwise conform to the base specifications to which
the pipe is manufactured.
E.
The j oint shall be latest approved type of rubber gasket j oint for ductile iron pipe.
F.
All joints of ductile iron pipe and fittings shall be sealed with a continuous ring rubber gasket
meeting standards specified by AWWA C11-72 (ANSI A21.11) or its latest revision.
2.4 CONCRETE CYLINDER PIPE
A. Prestressed Concrete Embedded Cylinder pipe shall be manufactured in accordance with the
latest revision of AWWA C-301.
B. Pretensioned Concrete Cylinder Pipe (PCCP) shall be manufactured in accordance with the
latest revision ofAWWAS C303-78
C. Concrete Cylinder Pipe shall withstand a minimum pressure of 150 p.s.i. longitudinally and
helically.
D. The joints of the pretensioned concrete cylinder pipe and fittings shall be sealed with a
continuous ring rubber gasket meeting standards specified in AWWA C303-78.
E. A Portland cement mortar shall be used to fill the annular space both inside and outside of
joints in the pretensioned concrete cylinder pipe.
(1) Portland cement used in the mortar shall conform to "Standard Specifications and Test
for Portland Cement" A.S.T.M. serial designations C150 and C77.
(2) Sand for the mortar shall conform to A.S.T.M. designation C-33-52T for fine aggregate.
(3) The exterior joints on pretensioned concrete cylinder pipe shall be poured with a heavy
duty diaper.
(a) The width of the diaper shall be nine inches.
(b) The band shall be provided with 3/8 inch x 0.20 steel straps on each side.
2.5 PIPE FITTINGS
A. General: Pipe fittings shall be of a type and design especially suitable for use with the type of
piping with which they are installed. Pressure rating of fittings shall not be less than that of
the pipe.
B. All ductile iron fittings shall have an external bituminous coating and shall be cement lined in
accordance with AWWA C 104.
Buffalo Lake Water Line Replacement 02665-4 July 2014
C. Fittings shall be ductile iron and shall be mechanical joint or push -on joint unless otherwise
specified or shown on the Drawings.
D. Ductile Iron Fittings — Ductile iron fittings shall conform to AWWA C153 110. Fittings shall
be mechanical joint or push -on joint unless otherwise specified or shown on the Drawings.
E. All fittings shall have a pressure rating equal to that of the pipe with which they are used but
in no case less than 150 psi.
F. Unless otherwise indicated, all ductile iron fittings shall have an external bituminous coating
and shall be cement -lined in accordance with the specifications for coating and lining the
pipe-
G. All ductile iron fittings shall be cast from the same quality of metal used in casting ductile
iron pipe and shall be subjected to the same test requirements. Marking and weighing shall
be as required for ductile iron pipe.
H. Where flanged fittings are used, the flanges shall be of the same material as the fitting.
Where bell or mechanical joint fittings are used, the bells shall be cast integrally with the
fitting. Screwed -on bells will not be acceptable.
2.6 FLEXIBLE COUPLINGS AND FLANGED COUPLING ADAPTERS
A. Flanged coupling adapters and flexible couplings shall be provided at the locations shown on
the Drawings and at other locations required for installation of the piping system.
B. Flanged coupling adapters will be provided with anchoring studs to provide thrust restraint.
Epoxy coated sheet construction shall be used for all couplings. All bolts, nuts, and washers
shall be stainless steel.
2.7 PIPE JOINTS
A. Push -on Joints — Push -on joints shall be as specified in AWWA Standard C 111.
B. Mechanical Joints —Mechanical joints shall be as specified in AWWA Standard C111.
2.8 STEEL CASING
A. Steel casing shall be new welded steel pipe with minimum yield strength of 35,000 psi
meeting ASTM A36. The exterior of the casing pipe shall have a bituminous coating.
B. Casing wall thickness for installation shall be in accordance with the City of Lubbock Design
Standards and Specifications.
C. Casing spacers shall be used to install carrier pipe inside the encasement pipe and to provide
support around the periphery of the pipe should the pipe twist as it is pushed through the
casing.
D. The spacers shall be of a projection type that has a minimum number of projections around
the circumference totaling the number of diameter inches. For example, eight (8) inch pipe
shall have a minimum of eight (8) projections and eighteen (18) inch pipe shall have a
minimum of eighteen (18) projections.
E. Casing spacers shall use double backed tape, provided with the spacers, to fasten tightly onto
x the carrier pipe so that the spacers do not move during installation. Installation instructions
shall be provided with each shipment.
F. Casing spacers shall have a span of ten (10) feet to six (6) feet dependent on the total load
anticipated with the pipe full of liquid. The maximum load shall not exceed the load limits
R.,
per spacer listed in the brochure.
G. These values in the brochure include conservative safety factors for class spacer used.
Spacers shall have minimum height that clears the pipe bell or as otherwise indicated on
plans.
Buffalo Lake Water Line Replacement 02665-5 July 2014
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H. Casing spacers shall be projection type totally non-metallic spacers constructed of preformed
sections of high -density polyethylene. Spacers shall be ISO 9002 certified for strength and
quality.
I. Manufacturer: Projection type spacers shall be Raci type spacers, or equal approved by the
Engineer, along with wrap around end seal made of 1/8" think rubber with stainless steel
bands.
2.9 VALVES
A. Valves that are twelve (12) inches and smaller shall be gate valves unless otherwise noted on
the plans or specified herein. All valves shall be designed for a working pressure of at least
150 psi unless otherwise noted.
B. Gate Valves:
(1) All gate valves shall be resilient seat or double disk parallel seat, iron body; bronze
mounted throughout and shall meet all requirements of AWWA C 509.
(2) The valves shall be of the type of joint used in the piping.
(3) All valves shall open by turning to the left, and unless otherwise specified, shall have
non -rising stem when buried and outside screw and yoke when exposed, and be
furnished with a two (2) inch operating nut when valves are buried and shall be
furnished with hand wheels when exposed.
(4) Gate valves shall be furnished with O-ring stem packing.
(5) All gate valves shall be designed to withstand a working pressure of 200 psi unless
otherwise noted.
(6) Gate valves shall be meet the City of Lubbock Design Standards and Specifications.
(7) All ductile iron shall conform to A536 Grade 65-45-12. Castings shall be clean and
sound without defects that will impair their service. No plugging or welding of such
defects will be allowed.
(8) Bolts shall be electro-zinc plated steel with hex heads and hex nuts in accordance with
ASTM 307 and A563, respectively.
(9) All parts for valves furnished must be standard and completely interchangeable with
valves of the same brand. Successful bidder to furnish to the Owner, upon request, a
letter stating the type of valves to be installed and a letter from the manufacturer stating
that the parts are standard and interchangeable.
C. Valve Boxes and Extension Stems:
(1) Extension stems shall be furnished on buried valves where the top of the operating nut is
more than ninety (60) inches below finished grade. Top of the extension stem shall not
be more than thirty-six (36) inches below the top of the valve box.
(2) Buried valves shall be provided with cast iron valve boxes.
(3) The boxes shall be designed to fit over a section of six (6) inch C 900 PVC riser pipe,
which will be used, as an extension from the top of the valve to within six (6) inches of
the ground surface.
(4) The box shall have a heavy cast iron cover marked "Water".
(5) The box shall have a flange type base, with the base being approximately four (4) inches
larger in diameter than the outside diameter of the barrel of the box.
(6) The necessary length of the six (6) inch C 900 PVC riser pipe required for the extension
shall be considered as a part of the box.
(7) Valve boxes shall be East Jordan Iron Works No. 8453, or approved equal.
Buffalo Lake Water Line Replacement 02665-6 July 2014
D. FIRE HYDRANTS
(1) Hydrants shall meet the City of Lubbock Design Standards and Specifications
(2) Hydrants shall meet AWWA C-502
(3) Hydrants shall have an iron body, bronze mounted throughout and be designed for
working pressure of 150 psi.
(4) Hydrants shall be traffic model type with a 5-1/4-inch valve opening, two (2) 2-1/2-inch
hose nozzles, and one (1) 4-inch steamer nozzle.
(5) The hydrant shall be for a 6-inch main.
2.10 POLYETHYLENE WRAP
A. All buried valves and fittings shall be thoroughly wrapped prior to installation with a
polyethylene material meeting the requirements of ASTM D 1248.
- B. The polyethylene material shall have a minimum thickness of eight (8) mils.
C. The wrap shall be secured by two (2) inch duct tape.
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2.11 JOINT RESTRAINTS
A. Uniflange series 1500 joint restraint for PVC pipelines or approved equal.
B. Must meet all pressure testing requirements of ASTM F-1674.
` C. Materials must meet requirements of ASTM A-536.
D. Install per manufacturer's recommendations.
2.12 CONCRETE
A. Concrete may be used for blocking the pipe and fittings and shall conform to the concrete
specifications, as set forth in the Section 03300 Cast -in -Place Concrete, except a minimum
compressive strength of 2,800 psi will be acceptable.
PART 3 EXECUTION
3.1 GENERAL
A. All pipe and accessories shall be unloaded, handled, laid, jointed, tested for defects and for
leakage, and disinfected in the manner herein specified.
3.2 INSPECTION
A. The pipe, fittings, and accessories shall be inspected upon delivery and during the progress of
the Work and any material found to be defective will be rejected by the Engineer, and the
Contractor shall remove such defective material from the site of the Work.
3.3 RESPONSIBILITY FOR MATERIALS
A. The Contractor shall be responsible for all material furnished and shall replace, at the
Contractor's expense, all such material that is found to be defective in manufacture or has
become damaged in handling after delivery.
3.4 HANDLING PIPE AND ACCESSORIES
A. All pipe, fittings, and other accessories shall, unless otherwise directed, be unloaded at the
point of delivery, hauled to and distributed at the site of the Work by the Contractor.
Buffalo Lake Water Line Replacement 02665-7 July 2014
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B. In loading and unloading, they shall be lifted by hoists or slid, or rolled on skidways in such a
manner as to avoid shock or damage to the materials. Under no circumstances shall they be
dropped. Pipe handled on skyways must not be skidded or rolled against pipe already on the _
ground.
C. The pipe, fittings, and accessories shall be placed along the site in such a manner as to be
kept as free as possible from dirt, sand, mud, and other foreign matter.
3.5 ALIGNMENT AND GRADE
A. All pipe shall be laid and maintained to the lines and grades shown on the plans or as
established on the ground by the Engineer.
B. The Contractor shall verify horizontal and vertical locations of items critical to the alignment
and grade of the proposed water line.
C. Confirm compliance with the Drawings and Specifications.
D. Wherever it is necessary to deflect pipe from a straight line either in a vertical or horizontal
plane to avoid obstructions, to plumb valves, or where vertical or horizontal curves are shown
or permitted, the degree of deflection at each joint shall not exceed the maximum deflection
noted on the Drawings.
3.6 MANNER OF HANDLING PIPE AND ACCESSORIES IN TRENCH
A. After the trench grade has been completed, all bell holes dug and the grade inspected, the l_
pipes and accessories may be placed in the trench.
B. All pipe and fittings shall be carefully lowered into the trench piece by piece by means of
derricks, ropes, or other suitable tools or equipment, in such a manner so as to prevent
damage to the material in any way. Under no circumstances shall pipe or accessories be
dropped or dumped into the trench.
3.7 CLEANING AND INSPECTING
A. Before lowering into the trench, the pipe shall be again inspected for defects and the pipe,
while suspended, shall be lightly hammered to detect cracks. Any defective, damaged, or
unsound pipe and materials shall be rejected.
B. All foreign matter or dirt shall be removed from the inside of the pipe and from all bells,
spigots, or parts of the pipe used in forming the joint, before the pipe is lowered into the
trench, and it shall be kept clean by approved means during and after laying.
C. At a time when pipe laying is not in progress, the open ends of the pipe shall be closed by
approved means, and no trench water shall be allowed to enter the pipe.
3.8 LAYING AND JOINTING PVC PIPE
A. General: Unless otherwise directed, pipe shall be laid with bells facing in direction of laying;
and for lines on appreciable slopes, bells shall, at the discretion of the Engineer, face up
grade.
B. Cutting of pipe for inserting fittings or closure pieces shall be done in a neat and
workmanlike manner without damage to the pipe or the cement lining.
C. The jointing shall be completed for all pipe laid each day, in order not to leave open joints in
the trench overnight. At times when pipe laying is not in progress, the open ends of the pipe
shall be closed by approved means, and not trench water shall be permitted to enter the pipe.
D. No pipe shall be laid in water, or when the trench conditions or weather are unsuitable for
such work, except by permission of the Engineer.
Buffalo Lake Water Line Replacement 02665-8 July 2014
E. Before laying the pipes, all lumps, blisters, and excess coating shall be removed from the bell
i and spigot ends of each pipe; the outside of the spigot and the inside of the bell shall be wire
brushed and wiped clean and dry. Pipe ends shall be kept clean until joints are made.
F. Defective joints shall be repaired as directed by the Engineer.
G. Mechanical Joint Piping:
(1) The last eight (8) inches outside of the spigot and inside of the bell of mechanical joint
pipe shall be thoroughly cleaned to remove oil, grit, excess coating, and other foreign
matter from the joint, and then painted with lubricant recommended by the pipe
manufacturer.
(2) The cast iron gland shall then be slipped on the spigot end of the pipe with the lip
extension of the gland toward the socket or bell end.
(3) The rubber gasket shall be painted with lubricant recommended by the pipe manufacturer
and placed on the spigot end with the thick edge toward the gland.
(4) The entire section of the pipe shall be pushed forward to seat the spigot end in the bell.
(5) The gasket shall then be pressed into place within the bell; care shall be taken to locate
the gasket evenly around the entire joint.
(6) The gland shall be moved along the pipe into position for bolting, all of the bolts inserted,
and the nuts screwed up tightly with the fingers.
(7) All nuts shall be tightened with a suitable torque limiting wrench.
(8) Nuts spaced 180 degrees apart shall be tightened alternately in order to produce an equal
pressure on all parts of the gland.
H. If water gets in the trench before the joint is completed, or if the pipe is disturbed from line
and grade after being laid, the pipe shall be taken up, the joints cleaned and the pipe re-laid.
I. Immediately after completion of the jointing, sufficient bedding and backfill material shall be
placed around and over the pipe to hold the pipe to line and grade.
J. Pre -molded joints shall be made in accordance with the recommendations of the
manufacturer of the pipe.
K. The surfaces of the jointing material on both the bell and spigot at each joint shall be wiped
with the solvent recommended by the pipe manufacturer.
L. The spigot shall then be firmly forced into the bell using a bar or other similar lever and a
block of wood to prevent damage to the pipe.
3.9 PLUGGING DEAD ENDS
A. Standard plugs shall be inserted into the bells of all dead ends and pipes, tees, or crosses and
spigot ends shall be capped.
B. Plugs or caps shall be jointed to the pipe or fittings in the same manner used in jointing the
pipe.
C. All plugs and caps shall have horizontal thrust blocks.
t = 3.10 FITTINGS
A. Fittings shall be set at the locations shown on the plans or at locations as established by the
j Engineer, and shall be set and jointed to the pipe in the manner heretofore specified for pipe
installations. Concrete blocking shall be provided for all buried fittings.
3.11 SETTING VALVES, VALVE BOXES, FIRE HYDRANTS AND FITTINGS
A. Valves and fittings shall be set at the locations shown on the Drawings and shall be set and
jointed to the pipe in the manner heretofore specified for pipe installations.
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Buffalo Lake Water Line Replacement 02665-9 July 2014
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B. All valves shall be hub end as required and all valves buried in the ground shall have a cast
iron or precast concrete valve box set over the valve.
C. All valves shall be set vertical, unless otherwise specified, and shall be thoroughly checked
for operation prior to installation.
l
D. After pressure has been applied to the line, stuffing boxes shall be checked for operation prior
to installation.
E. After pressure has been applied to the line, stuffing boxes shall be checked and tightened if f .
necessary.
F. Valve Boxes:
(1) Valve boxes shall be firmly supported and maintained centered and plumb over the
wrench nut of the valve, with the box cover flush with the surface of the ground or at
such a level as directed by the Engineer.
(2) All valve boxes under pavement shall be adjusted to finished pavement grades.
G. Fire Hydrants:
(1) Fire hydrants shall be located at the points shown on the Drawings.
(2) All fire hydrants shall be set plumb, to the grade established on the Drawing, and with the
steamer nozzle at right angles to the street.
(3) Hydrants shall be supported in such a manner as not to cause a strain on the fire hydrant
lead or branch.
(4) The bowl of the hydrant shall be well braced against unexcavated earth at the end of the
trench with concrete blocking.
(5) The concrete blocking shall be placed so as not to interfere with the hydrant drains and so
that the joints of the flanges are accessible.
(6) Blocking of gate valves on fire hydrants leads shall be with concrete as shown on the
Drawings.
(7) The hydrants shall be thoroughly cleaned of dirt or foreign matter and checked for
operation prior to installation. Drain holes shall not be blocked or sealed.
(8) Fire hydrants shall be installed and maintained so that the center of the lowest water
outlet shall be eighteen (18) inches from the ground.
(9) Fire hydrants shall be installed with the four (4) inch nozzle facing the required access
way.
3.12 THRUST RESTRAINT
A. All fittings, valves and fire hydrants, unless otherwise specified, shall be provided with
suitably restrained joints per the manufacturer's recommendation.
B. Restrained push -on or mechanical joints, mechanical joint anchoring fittings, and mechanical
joints utilizing setscrew ductile iron retainer glands shall be used in lieu of concrete thrust
blocking. Thrust blocking will be allowed under only under special circumstances as
approved by the Engineer.
3.13 EXCAVATION, TRENCHING AND BACKFILLING.
A. Backfill and compaction shall be performed in accordance of COL Ordinance 2007-00122.
B. Backfill around pipe with specified granular bedding material that is free of large rocks,
topsoil, debris or other unacceptable material.
C. The backfill around the pipe shall be shovel sliced around the haunch of the pipe and
mechanically compacted or hand tamped to a point 12 inches above the top of the pipe.
Buffalo Lake Water Line Replacement 02665-10 July 2014
D. Backfill from 12 inches above the pipe to the finished grade will be as follows:
(1) For unpaved areas:
(a) Use excavated material that is free of large rocks, debris or other material determined
unsuitable by the Owner's Representative. Backfill shall be placed in maximum six
(6) inch lifts and compacted to 95% Standard Proctor Density at +/- 2% optimum
moisture content.
(b) Each lift shall be tested at a maximum of 500 feet intervals according to ASTM
designation D-698.
(c) These tests shall be performed by a reputable contractor specializing in geotechnical
work and will be at the successful bidder's expense.
(d) Copies of these tests shall be provided to the Owners Representative.
(2) For paved areas:
(a) Place Cement Stabilized Backfill (CSB) meeting City of Lubbock Standards under
the bottom of the pavement in a minimum of thickness of 12".
(b) The backfill from 12-inches above the top of pipe to the CSB shall be in placed in
maximum 6 inch lifts and compacted to 95% Standard Proctor Density.
(c) Each lift shall be tested at a maximum of 500 feet intervals according to ASTM
designation D-698.
(d) These tests shall be performed by a reputable contractor specializing in geotechnical
work and will be at the successful bidders expense.
(e) Copies of these tests shall be provided to the Owners Representative.
(3) The City of Lubbock will perform random spot testing at no expense to the contractor.
3.14 LINE TESTING
A. After the pipe is laid and the joints completed, each section or run of piping, shall be tested as
specified herein. The Contractor shall bear all costs of providing all equipment, materials,
labor, and other incidentals required to test pipe lines as specified herein.
B. The Contractor shall provide suitable means for filling the lines and developing the required
pressure in the lines.
C. Testing procedure shall be as follows:
(1) Duration — The duration of the hydrostatic test shall be a minimum of four (4) hours.
(2) Pressure — The pipeline shall be tested so that the pressure at the lowest point in the test
section is at least 100 percent, but not greater than 120 percent of the pressure class of
the pipe, and the minimum pressure at the highest point in the test section is not less
than 85 percent of the pressure class of the pipe.
D. Allowable Leakage —The maximum allowable leakage for push -on joints is the number of
gallons per hour as determined by the following formula(s):
E. PVC: Ductile Iron:
(1) L = ND(P) 'h L = SD(P) `h
(2) 7,400 133,200
(3) where:
(a) L = allowable leakage in gallons per hour
(b) N = number of joints in length of pipe tested
(c) S = length of pipe
(d) D = nominal diameter of the pipe in inches
(e) P = average of the maximum and minimum pressures within the test section
in psi
Buffalo Lake Water Line Replacement 02665-11 July 2014
F. Any leakage which becomes evident prior to final acceptance of the project shall be found
and repaired to the satisfaction of the Engineer even though the particular line has been -
previously accepted and tested.
3.15 DISINFECTION OF PIPELINES
A. The Contractor shall furnish all labor, equipment, and materials necessary for the disinfection
of all pipe lines, which shall be disinfected before being placed in service.
B. The lines shall be disinfected by the application of a chlorinating agent in accordance with the
requirements of AWWA C 651, include the placement of hypochlorite granules in the pipe
during construction.
C. The Contractor shall notify the Engineer 48 hours in advance of disinfection so that the
Engineer or Owner's Representative may witness the disinfection activities.
D. Quality Assurance:
(1) Bacteriological sampling and test will be performed in accordance with the latest
requirements of Standard Methods for the Examination of Water and Wastewater.
(2) The City of Lubbock laboratory will be used for bacteriological testing.
E. Chemicals:
(1) Acceptable disinfectants are liquid and solid forms of hypochlorites. Liquid chlorine gas
is not acceptable.
(2) Acceptable chemicals for neutralizing chlorinated water are liquid and solid forms of
sodium bisulfate, sodium sulfite, and sodium thiosulfate.
(3) The water being used to fill the line shall be controlled to flow into the section to be
sterilized very slowly, and the rate of application of the chlorinating agent shall be
proportioned at least fifty (50) parts per million in the water entering the pipe.
F. Temporary Facilities:
(1) Provide temporary taps or blowoffs as required. As a minimum, use a two (2) inch
diameter steel pipe and fittings with isolation valves and sampling taps.
(2) Water used for the initial flushing as well as the final chlorination shall be introduced into
the pipeline through a corporation stop or other approved connection inserted in the
horizontal axis of the newly laid pipe.
(3) No connection to the existing distribution system is allowed until the pipeline has passed
all bacteriological testing.
G. Final Flushing:
(1) Flush the water system of the highly chlorinated water within twenty-four (24) hours of
initial chlorination.
(2) Flush water in a location and manner approved by the Engineer.
(3) Neutralize the highly chlorinated water to a maximum free chlorine residual of 1.0 mg/L.
H. Sampling and Analysis:
(1) Collect bacteriological samples at intervals no more than 1000 feet and one (1) sample
from each end of the pipeline in the presence of the Engineer or Owner's representative.
(2) The Owner's representative or the Engineer shall deliver the samples to the City of
Lubbock Health Department or the City of Lubbock Water Treatment Laboratory for
analysis.
(3) Collect samples after the initial disinfection and after the facilities have been filled with
chlorinated water and a free chlorine residual of at least 0.5 mg/L has been detected.
I. Acceptance:
Buffalo Lake Water Line Replacement 02665-12 July 2014
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(1) Facilities will be considered properly disinfected when two (2) consecutive sets of
acceptable bacteriological samples, taken at least twenty-four (24) hours apart, have
indicated the absence of coliform organisms.
J. After acceptance by the Engineer, remove all temporary facilities and properly plug test taps.
The pipeline may then be connected to the City of Lubbock water distribution system.
3.16 INSTALLATION OF STEEL PIPE CASING AND PIPE IN CASING
A. Installation of the casing pipe sleeves shall be accomplished by boring as specified herein.
B. Equipment used shall be such size and capacity as to allow the placement of the casing to
proceed in a safe and expeditious manner. Installation of the casing and the excavation and
removal of the materials within the casing shall proceed simultaneously.
C. The boring shall proceed from a pit provided for the boring equipment and workers.
D. Excavation and location of the pit shall be approved by the Engineer and County as
appropriate.
E. Boring without the concurrent installation of the casing pipe will not be permitted.
F. The use of water or other fluids in connection with the boring operation will be permitted
only to the extent of lubricating cuttings.
G. Jetting will not be permitted.
H. Overcutting in excess of one (1) inch shall be remedied by concrete pressure grouting the
entire length of the installation.
I. All casing pipe joints shall be welded.
J. Care shall be taken to keep the pipe sleeve on the proper line and grade.
K. After the casing pipe has been jacked and bored and is accepted by the Engineer, the pipe
shall be shoved through the casing.
L. The pipe shall be pushed or pulled through the casing by exerting pressure on the barrel of the
pipe and not on the bell, and shall be done in such a manner that the joint is always in
compression during the shoving operation.
3.17 PIPE IDENTIFIERS
A. Marking Tape:
(1) All pipes installed in an open trench will be identified with the appropriate color and
description of three (3) inch wide pipe identification tape.
(2) Install the tape parallel to the pipe it identifies at a distance above the pipe of twelve (12)
to eighteen (18) inches.
(3) Above non-metallic (PVC) pipe material, install a tape detectable with a metal detector
from the top of finished grade.
(4) Install detectable tape as deep as it can be detected but no closer to the non-metallic pipe
than twelve (12) inches.
B. Locator Wire:
(1) On non-metallic (PVC) pipe material, install twelve (12) gauge minimum solid copper
with 30 mil HDPE thermoplastic insulation directly above piping.
3.18 CLEANUP
A. The backfill shall be rounded up over the trench sufficiently to allow for future settlement and
any excess dirt shall be removed from the site.
Buffalo Lake Water Line Replacement 02665-13 July 2014
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B. The Contractor shall maintain the trench surfaces in a satisfactory manner until final
completion and acceptance of the Work.
C. The maintenance shall include blading from time to time as necessary, filling depressions
caused by settlement, and other work required to keep areas in a presentable condition.
END OF SECTION
Lake Water Line Replacement 02665-14 July 2014
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. Section Includes:
(1) Definitions
(2) Submittals
(3) Quality Assurance
(4) Deliver, Storage and Handling
(5) Form -Facing Materials
(6) Steel Reinforcement
(7) Reinforcement Accessories
(8) Concrete Materials
(9) Admixtures
(10) Curing Materials
(11) Repair Materials
(12) Concrete Mixes
(13) Fabricating Reinforcement
(14) Concrete Mixing
(15) Formwork
(16) Embedded Items
(17) Removing and Reusing Forms
(18) Shores and Reshores
(19) Steel Reinforcement
(20) Joints
(21) Concrete Placement
(22) Miscellaneous Concrete Items
(23) Concrete Protecting and Curing
(24) Field Quality Control
1.2 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with one or more of
blended hydraulic cement, fly ash or other pozzolans, ground granulated blast -furnace slag,
and silica fume.
1.3 SUBMITTALS
A. Product Data: For each type of manufactured material and product indicated.
Buffalo Lake Water Line Replacement 03300-1 July 2014
B. Design Mixes: For each concrete mix, include alternate mix designs when characteristics of Y.
materials, project conditions, weather, test results, or other circumstances warrant
adjustments.
C. Indicate amounts of mix water withheld for later addition at Project site. Water added at
project site will not be permissible without paperwork showing how much water has been
withheld.
1.4 QUALITY ASSURANCE
A. 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.
B. Manufacturer Qualifications: A firm experienced in manufacturing ready -mixed concrete
products complying with ASTM C 94 requirements for production facilities and equipment.
C. Manufacturer must be certified according to the National Ready Mixed Concrete
Association's Certification of Ready Mixed Concrete Production Facilities.
D. Source Limitations: Obtain each type or class of cementitious material of the same brand
from the same manufacturer's plant, each aggregate from one source, and each admixture
from the same manufacturer.
E. ACI Publications: Comply with the following, unless more stringent provisions are
indicated:
(1) ACI 301 — Specification for Structural Concrete
(2) ACI 117 — Specifications for Tolerances for Concrete Construction and Materials.
1.5 DELIVERY, STORAGE AND HANDLING
A. Deliver, store, and handle steel reinforcement to prevent bending and damage.
B. Avoid damaging coatings on steel reinforcement.
PART 2 PRODUCTS
2.1 FORM -FACING MATERIALS
A. Smooth -Formed Finished Concrete: Form -facing panels that will provide continuous, true,
and smooth concrete surfaces. Furnish in largest practicable size to minimize number of
joints.
B. Plywood, metal, or other approved panel material.
C. Rough -Formed Finished Concrete: Plywood, lumber, metal, earth, or another approved
material. Provide lumber dressed on at least two edges and one side for tight fit.
D. Chamfer Strips: Wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch, minimum.\
E. Form -Release Agent: Commercially formulated form -release agent that will not bond with,
stain, or adversely affect concrete surfaces and will not impair subsequent treatments of
concrete surfaces.
F. Formulate form -release agent with rust inhibitor for steel form -facing materials.
G. Form -Ties: Factory -fabricated, removable or snap -off metal or glass -fiber -reinforced plastic
form ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling
of concrete on removal.
H. Furnish units that will leave no corrodible metal closer than one (1) inch to the place of the
exposed concrete surface.
Buffalo Lake Water Line Replacement 03300-2 July 2014
I. Furnish ties that, when removed, will leave holes less than one (1) inch in diameter in
concrete surface.
J. Furnish ties with integral water -barrier plates to walls indicated to receive damp proofing or
waterproofing.
2.2 STEEL REINFORCEMENT
A. Reinforcing Bars: ASTM A 615, Grade 60, deformed
2.3 REINFORCEMENT ACCESSORIES
O
A. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and
fastening reinforcing bars and welded wire fabric in place.
B. Manufacture bar supports according to CRSI's Manual of Standard Practice from steel wire,
plastic, and as follows:
(1) For concrete surfaces exposed to view, where legs of wire bar supports contact forms, use
CRSI Class 1 plastic -protected or CRSI Class 2 stainless -steel bar supports.
(2) For slabs -on -grade, use supports with sand plates or horizontal runners where base
material will not support chair legs.
(3) Wood, concrete, or clay blocks are not permissible.
pi C. Joint Dowel Bars: Plain -steel bars, ASTM A 615, Grade 60. Cut bars true to length with
ends square and free of burrs.
4_ 2.4 CONCRETE MATERIALS
A. Portland Cement: ASTM C 150, Type I.
B. Fly Ash: ASTM C 618, Class C.
C. Normal -Weight Aggregate: ASTM C 33, uniformly graded, and as follows:
D. Class: Moderate weathering region, but not less than 3M.
E. Water: Potable and complying with ASTM C 94.
2.5 ADMIXTURES
A. General: Admixtures certified by manufacturer to contain not more than 0.1 percent water-
soluble chloride ions by mass of cementitious material and to be compatible with other
admixtures and cementitious materials. Do not use admixtures containing calcium chloride.
B. Air -Entraining Admixture: ASTM C 260.
C. Water -Reducing Admixture: ASTM C 494, Type A.
D. High -Range, Water -Reducing Admixture: ASTM C 494, Type F.
E. Water -Reducing and Accelerating Admixture: ASTM C 494, Type E.
F. Water -Reducing and Retarding Admixture: ASTM C 494, Type D.
G. Moisture Retaining Film: Dayton Superior — Sure Film J-74.
2.6 CURING MATERIALS
A. Clear, Waterborne, Membrane -Forming Curing Compound: ASTM C 309, Type 1, Class B.
B. Curing blankets approved by the Engineer.
2.7 REPAIR MATERIALS
A. Repair Underlayment: Cement -based, polymer -modified, self -leveling product that can be
applied in thicknesses from 1/8 inch and that can be feathered at the edges to match adjacent
elevations.
Buffalo Lake Water Line Replacement 03300-3 July 2014
B. Cement Binder: ASTM C 150, Portland Cement or hydraulic or blended hydraulic cement as
defined in ASTM C 219.
C. Primer: Product of underlayment manufacturer recommended for substrate, conditions, and
application.
D. Aggregate: Well -graded, washed gravel, 1/8 to 1/4 inch, or coarse sand as recommended by
underlayment manufacturer.
E. Compressive Strength: Not less than 4100 psi at 28 days when tested according to ASTM C
109.
2.8 CONCRETE MIXES
A. Prepare design mixes for each type and strength of concrete determined by either laboratory
trial mix or field data bases, as follows:
(1) Proportion normal -weight concrete according to ACI 211.1 and ACI 301.
(2) Standard design mix to be used unless noted otherwise, provide normal weight concrete
with the following properties:
(3) Compressive Strength (28 days): 3000 psi
(4) Type I cement
(5) Fly Ash: Allow up to 25% of cementitious material
(6) Minimum Slump: 4 inches
(7) Maximum Slump: 6 inches
(8) Maximum Slump for Concrete Containing High -Range Water -Reducing Admixture: 8
inches after admixture is added to concrete with 2 to 4 inch slump.
(9) Maximum Water/Cementitious Materials Ratio: 0.55
(10) Add air -entraining admixture at manufacturer's prescribed rate to result in concrete at
point of placement having an air content of five (5) to seven (7) percent, unless
otherwise indicated.
B. Cementitious Materials:
(1) For concrete exposed to deicers, limit percentage, by weight, of cementitious materials
other than Portland cement according to ACI 301 requirements.
(2) Limit percentage, by weight, of cementitious materials other than Portland cement in
concrete as follows:
(a) Fly Ash: 20 percent
(b) Do not air entrain concrete to trowel -finished interior floors and suspended slabs. Do
not allow entrapped air content to exceed 3 percent.
(c) Admixtures with chloride ions are prohibited.
C. Admixtures:
(1) Use admixtures according to manufacturer's written instructions.
(2) Use water -reducing admixture or high -range water -reducing admixture (superplasticizer)
in concrete, as required, for placement and workability.
(3) Use water -reducing and retarding admixture when required by high temperatures, low
humidity, or other adverse placement conditions.
(4) Use water -reducing admixture in pumped concrete, concrete for heavy -use industrial
slabs and parking structure slabs, concrete required to be watertight, and concrete with a
water/cementitious materials ratio below 0.50.
Buffalo Lake Water Line Replacement 03300-4 July 2014
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2.9 FABRICATING REINFORCEMENT
A. Fabricate steel reinforcement according to CRSI's Manual of Standard Practice.
2.10 CONCRETE MIXING
A. Ready -Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94,
and as specified.
B. When air temperature is between 85 degrees Fahrenheit and 90 degrees Fahrenheit, reduce
mixing and delivery time from ninety (90) minutes to seventy-five (75) minutes, and when air
temperature is above 90 degree Fahrenheit, reduce mixing and delivery time to sixty (60)
minutes.
PART 3 EXECUTION
3.1 FORMWORK
A. Design, erect, shore, brace, and maintain formwork, according to ACI 301, to support
vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until
-= concrete structure can support such loads.
B. Construct formwork so concrete members and structures are of size, shape, alignment,
elevation, and position indicated, within tolerance limits of ACI 117.
C. Limit concrete surface irregularities, designated by ACI 347R as abrupt or gradual, as
follows:
(1) Class B, 1/4 inch
(2) Construct forms tight enough to prevent loss of concrete mortar.
(3) Fabricate forms for easy removal without hammering or prying against concrete surfaces.
(4) Provide crush or wrecking plates where stripping may damage cast concrete surfaces.
(5) Provide top forms for included surfaces steeper than 1.5 horizontal to 1 vertical. Kerf
wood inserts form forming keyways, reglets, recesses, and the like, for easy removal.
(6) Do not use rust -stained steel form -facing material.
(7) Set edge of forms, bulkheads, and intermediate screed strips for slabs to achieve required
elevations and slopes in finished concrete surfaces.
(8) Provide and secure units to support screed strips, use strike -off templates, or compacting
type screeds.
(9) Provide temporary openings for cleanouts and inspection ports where interior area of
formwork is inaccessible. Close openings with panels tightly fitted to forms and
securely braced to prevent loss of concrete mortar. Locate temporary openings in forms
at inconspicuous locations.
(10) Chamfer exterior corners and edges of permanently exposed concrete.
(11) Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and
bulkheads required in the Work. Determine sizes and locations from trades providing
such items.
(12) Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust,
dirt, and other debris just before placing concrete.
(13) Retighten forms and bracing before placing concrete, as required, to prevent mortar
leaks and maintain proper alignment.
(14) Coat contact surfaces of forms with form -release agent, according to manufacturer's
written instructions, before placing reinforcement.
Buffalo Lake Water Line Replacement 03300-5 July 2014
3.2 EMBEDDED ITEMS
A. Place and secure anchorage devices and other embedded items required for adjoining work
that is attached to or supported by cast -in -place concrete.
B. Use Setting Drawings, templates, diagrams, instructions, and directions furnished with items
to be embedded.
C. Install anchor bolts, accurately located, to elevations required.
3.3 REMOVING AND REUSING FORMS
A. Formwork, for sides of beams, walls, columns and similar parts of the Work, that does not
support weight of concrete may be removed after cumulatively curing at not less than 50
degree Fahrenheit for 52 hours after placing concrete provided concrete is hard enough to not
be damaged by form -removal operations and provided curing and protection operations are
maintained.
B. Leave formwork, for beam soffits, joist, slabs, and other structural elements, that supports
weight of concrete in place until concrete has achieved the following:
(1) At least 70 percent of 28-day design compressive strength.
C. Determine compressive strength of in -place concrete by testing representative field or
laboratory cured test specimens according to ACI 301.
D. 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 -release agent.
E. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints.
Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete
surfaces unless approved by Architect.
3.4 SHORES AND RESHORES
A. Comply with ACI 318, ACI 301, and recommendations in ACI 347R for design, installation,
and removal of shoring and reshoring.
B. Plan sequence of removal of shores and reshore to avoid damage to concrete. Locate and
provide adequate reshoring to support construction without excessive stress or deflection.
3.5 STEEL REINFORCEMENT
A. Comply with CRSI's Manual of Standard Practice for placing reinforcement.
B. Do not cut or puncture vapor retarder. Repaid damage and reseal vapor retarder before
placing concrete.
C. Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials.
D. Accurately position, support, and secure reinforcement against displacement. Locate and
support reinforcement with bar supports to maintain minimum concrete cover. Do not tack
weld crossing reinforcing bars. {
E. All reinforcement to be in place prior to placing of concrete. Equipment will not be allowed
to drive over reinforcement.
3.6 JOINTS
A. Construction joints true to line with faces perpendicular to surface plane of concrete.
B. Install so strength and appearance of concrete are not impaired, at locations indicated or as
approved by Architect.
Buffalo Lake Water Line Replacement 03300-6 July 2014
C. Place joints perpendicular to main reinforcement. Continue reinforcement across
construction joints, unless otherwise indicated. Do not continue reinforcement through sides
of strip placements of floors and slabs.
D. Form from preformed galvanized steel, plastic keyway -section forms, or bulkhead forms with
keys, unless otherwise indicated. Embed keys at least 1-1/2 inches into concrete.
E. Locate joints for beams, slabs, joists, and girders in the middle third of spans. Offset joints in
girders a minimum distance of twice the beam width from a beam -girder intersection.
F. Locate horizontal joints in walls and columns at underside of floors, slabs, beams, and girders
and at the top of footings or floor slabs.
G. Space vertical joints in walls as indicated. Locate joints beside piers integral with walls, near
corners, and in concealed locations where possible.
H. Use a bonding agent at locations where fresh concrete is placed against hardened or partially
hardened concrete surfaces.
I. Contraction Joints in Slabs -on -Grade: Form weakened -plane contraction joints, sectioning
concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-
fourth of concrete thickness, as follows:
(1) Sawed Joints: Form contraction joints with power saws equipped with shatterproof
abrasive or diamond -rimmed blades. Cut 1/8 inch wide joints into concrete when
cutting action will not tear, abrade, or otherwise damage surface and before concrete
develops random contraction cracks.
(2) Curb and Gutter Joints: Curbs and gutter shall be constructed with an expansion joint at
the tangent point on each return at intersections and at the end of each day's concrete
pour.
(a) A construction or contraction joint shall be located at intervals corresponding to the
joint interval of the adjacent concrete pavement or as directed by the Owner's
Representative.
(b) Joints in the new concrete pavement shall extend through the new curb and gutter
unless otherwise directed by the Owner's Representative.
(c) All joints shall be perpendicular to the surface of the concrete and to the axis of the
section.
(d) The contraction joints shall be made by cutting into the curb and gutter sections with
a trowel a depth of 22 inches; these joints shall be finished as specified under
finishing.
(e) Expansion joint material shall be an approved preformed bituminous impregnated
non -extruding type jointing material, meeting the requirements of AASHTO M 213.
The joint material shall be 1 /2 inch thick, and shaped to the section of the curb and
gutter or other work.
(3) Sidewalk Joints: Space contraction joints at 4 feet and expansion joints every 20 feet.
Expansion joints shall be placed between existing and new setting of concrete.
(4) Dowel Joints: Install dowel sleeves and dowels or dowel bar and support assemblies at
joints where indicated.
(a) Use dowel sleeves or lubricate or asphalt -coat one-half of dowel length to prevent
concrete bonding to one side of joint.
3.7 CONCRETE PLACEMENT
A. Before placing concrete, verify that installation of formwork, reinforcement, and embedded
items is complete and that required inspections have been performed.
Buffalo Lake Water Line Replacement 03300-7 July 2014
B. Do not add water to concrete during delivery, at Project site, or during placement, unless
approved by the Engineer.
C. Before placing concrete, water may be added at Project site, subject to limitations of ACI
301.+
D. Do not add water to concrete after adding high -range water -reducing admixtures to the mix.
E. Water may not be added beyond the limit of water withheld from the plant. �II
F. Deposit concrete continuously or in layers of such thickness that no new concrete will be 1
placed on concrete that has hardened enough to cause seams or planes of weakness.
G. If a section cannot be placed continuously, provide construction joints as specified.
H. Deposit concrete to avoid segregation.
I. Deposit concrete in forms in horizontal layers no deeper than 24 inches and in a manner to
avoid inclined construction joints. Place each layer while preceding layer is still plastic, to
avoid cold joints.
J. Consolidate placed concrete with mechanical vibrating equipment. Use equipment and
procedures for consolidating concrete recommended by ACI 309R.
(1) Do not use vibrators to transport concrete inside forms. Inset and withdraw vibrators
vertically at uniformly spaced locations no farther than the visible effectiveness of the
vibrator.
(2) Place vibrators to rapidly penetrate placed layer and at least 6 inches into preceding layer.
(3) Do not insert vibrators into lower layers of concrete that have begun to lose plasticity.
(4) 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 constituents to segregate.
K. Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits
of construction joints, until placement of a panel or section is complete.
L. Consolidate concrete during placement operations so concrete is thoroughly worked around
reinforcement and other embedded items and into corners.
M. Maintain reinforcement in position on chairs during concrete placement.
N. Screed slab surfaces with a straightedge and strike off to correct elevations.
O. Slope surfaces uniformly to drains where required.
P. Begin initial floating using bull floats or darbies to form a uniform and open -textured surface
plane, free of humps or hollows, before excess moisture or bleedwater appears on the surface.
Do not further disturb slab surfaces before starting finishing operations.
Q. 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 degree Fahrenheit,
uniformly heat water and aggregates before mixing to obtain a concrete mix
temperature of not less than 50 degrees Fahrenheit and not more than 80 degrees
Fahrenheit at point of placement.
(2) Do not use frozen materials or materials containing ice or snow. Do not place concrete
on frozen subgrade or on subgrade containing frozen materials.
(3) Do not use calcium chloride, salt, or other materials containing antifreeze agents or �- r
chemical accelerators, unless otherwise specified and approved in mix designs.
Buffalo Lake Water Line Replacement 03300-8 July 2014
R. Hot Weather Placement: Place concrete according to recommendations in ACI 35OR and as
follows, when hot weather conditions exist:
S. Cool ingredients before mixing to maintain concrete temperature below 90 degrees
Fahrenheit at time of placement.
T. 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.
' U. Using liquid nitrogen to cool concrete is Contractor's option.
V. Cover steel reinforcement with water -soaked burlap so steel temperature will not exceed
ambient air temperature immediately before embedding in concrete.
W. Fog -spray forms, steel reinforcement, and subgrade just before placing concrete. Keep
subgrade moisture uniform without standing water, soft spots, or dry areas.
3.8 MISCELLANEOUS CONCRETE ITEMS
A. Filling In: Fill in holes and openings left in concrete structures, unless otherwise indicated,
after work of other trades is in place.
B. Mix, place, and cure concrete, as specified, to blend with in -place construction. Provide other
miscellaneous concrete filling indicated or required to complete Work.
3.9 CONCRETE PROTECTION AND CURING
A. Protect freshly placed concrete from premature drying and excessive cold or hot
temperatures. Comply with ACI 306.1 for cold -weather protection and with
recommendations in ACI 305R for hot -weather protection during curing.
B. Formed Surfaces: Cured formed concrete surfaces, including underside of beams, supported
slabs, and other similar surfaces.
(1) Leave forms in place for a minim of 3 days.
(2) Upon removal of forms, apply approved curing compound.
C. Unformed Surfaces: Begin curing immediately after finishing concrete.
(1) Cure unformed surfaces, including floors and slabs, concrete floor toppings, and other
surfaces, by the following method:
D. Concrete shall be wet cured for 3 days after concrete placement. Wet curing shall begin
immediately after final finishing of slab surface and shall consist of continuous misting by
sprinkler or wet burlap.
(1) No work will be permitted on the slab during wet curing.
E. Immediately after removal of sprinkler or burlap, Contractor shall apply approved curing
compound.
F. During cold weather concrete placement, in lieu of wet curing, the Contractor shall place
plastic sheets over the concrete surface with blankets over the plastic. Plastic shall remain in
place for 3 days.
G. Sealing Coat: Uniformly apply a continuous sealing coat of curing and sealing compound to
hardened concrete by power spry or roller according to manufacturer's written instructions.
3.10 FIELD QUALITY CONTROL
A. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device will be
permitted by the Engineer.
END OF SECTION
Buffalo Lake Water Line Replacement 03300-9 July 2014
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SECTION 01410
TESTING LABORATORY SERVICES
PART1 GENERAL
1.1 SUMMARY
A. Section Includes:
(1) Selection and Payment
(2) Quality Assurance
(3) Laboratory Responsibilities
(4) Laboratory Reports
(5) Limits on Testing Laboratory Authority
(6) Contractor Responsibilities
(7) Schedule of Inspections and Tests
B. References:
(1) ANSFASTM D3740 — Practice for Evaluation of Agencies Engaged in Testing and/or
Inspection of Soil and Rock as Used in Engineering Design and Construction.
(2) ANSFASTM E329 — Recommended Practice for Inspection and Testing Agencies for
Concrete, Steel, and Bituminous Materials as Used in Construction.
l_
1.2 SELECTION AND PAYMENT
A. An independent firm, provided at the Contractor's expense, will perform inspection, tests,
and other services specified in individual specification Sections and as required by the
Engineer.
B. Reports will be submitted by the independent firm to the Engineer, in triplicate, indicating
observations and results of tests and indicating compliance or non-compliance with Contract
Documents.
C. Cooperate with independent firm; furnish samples of materials, design mix, equipment, tools,
storage, safe access, and assistance by incidental labor as requested.
D. Notify the Engineer and independent firm forty-eight (48) hours prior to expected time for
operations requiring services.
E. Make arrangements with independent firm and pay for additional samples and tests required
for Contractor's use.
F. Testing or inspecting does not relieve Contractor from performing Work to contract
requirements.
G. The cost associated with compliance testing shall be paid by the Contractor.
H. Re -testing required because of non-conformance to specified requirements shall be performed
by the same independent firm on instructions by the Engineer.
I. Payment for re -testing will be paid by the Contractor.
1.3 QUALITY ASSURANCE
A. Comply requirements uirements of ANSFASTM D3740R and ANSFASTM E329.
B. Testing laboratory shall maintain a full time registered Engineer on staff to review services.
Buffalo Lake Water Line Replacement 01410-1 July 2014
1�
C. Testing equipment shall be calibrated at reasonable intervals with devices of an accuracy
traceable to either National Bureau of Standards (NBS) standards or accepted values of
natural physical constants.
4`4
1.4 LABORATORY RESPONSIBILITIES
A. Test samples of mixes submitted by Contractor.
B. Provide qualified personnel at site.
C. Cooperate with the Engineer and Contractor in performance of services.
D. Perform specified inspection, sampling, and testing of Products in accordance with specified
standards.
E. Ascertain compliance of materials and mixes with requirements of Contract Documents.
F. Promptly notify Engineer and Contractor of observed irregularities or non-conformance of
Work or Products.
G. Perform additional inspections and tests required by the Engineer.
1.5 LABORATORY REPORTS
A. After each inspection and test, promptly submit three (3) copies of laboratory report to the
Engineer and to the Contractor.
B. Laboratory test reports shall include:
(1) Date issued
(2) Project title and number
(3) Name of inspector
(4) Date and time of sampling or inspection
(5) Identification of product and Specification Section
(6) Location in the Project
(7) Type of inspection or test
(8) Date of test
(9) Results of tests
(10) Conformance with Contract Documents
C. When requested by the Engineer, provide interpretation of test results.
1.6 LIMITS ON TESTING LABORATORY AUTHORITY
A. Laboratory may not release, revoke, alter, or enlarge on requirements of Contract Documents.
B. Laboratory may not approve or accept any portion of the Work.
C. Laboratory may not assume any duties of the Contractor.
D. Laboratory has no authority to stop the Work.
1.7 CONTRACTOR RESPONSIBILITIES
A. Deliver to laboratory at designated location, adequate samples of materials proposed to be
used which require testing, along with proposed mix designs.
B. Cooperate with laboratory personnel, and provide access to the Work.
C. Provide incidental labor and facilities to provide access to Work to be tested, to obtain and
handle samples at the site or at source of products to be tested, to facilitate tests and
inspections, storage and curing of test samples.
Buffalo Lake Water Line Replacement 01410-2 July 2014
D. Notify the Engineer and laboratory 24 hours prior to expected time for operations requiring
inspection and testing services.
1.8 SCHEDULE OF INSPECTIONS AND TESTS
A. As indicated in individual Specification Sections.
PART PRODUCTS
Not used
PART 3 EXECUTION
Not used
END OF SECTION
Buffalo Lake Water Line Replacement 01410-3 July 2014
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SECTION 01555
BARRICADES, SIGNS, AND TRAFFIC HANDLING
PART1 GENERAL
1.1 SUMMARY
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.
B. Section Includes:
(1) Description
(2) Construction Methods
(3) Traffic Control Plan
(4) Maintenance
PART 2 PRODUCTS
2.1 CONSTRUCTION METHODS
A. All barricades, signs, and other types of devices shall conform to details shown on the plans
or those indicated in the latest version of the Texas Manual on Uniform Traffic Control
Devices (TMUTCD).
B. All traffic control devices shall be crashworthy according to the guidelines set forth in the
National Cooperative Highway Research Program (NCHRP) Report 350.
PART 3 EXECUTION
3.1 TRAFFIC CONTROL PLAN
A. The Contractor shall propose his own Traffic Control Plan (TCP) as necessary for phased
construction.
B. This plan must be approved in writing by the Engineer or Owner in order to be used.
C. Prior to beginning work, the Contractor shall designate, in writing, a competent person who
will be responsible and available on this project site or in the immediate area to insure
compliance with the TCP.
3.2 MAINTENANCE
A. All retro-reflective traffic control devices such as barricades, vertical panels, signs, etc., shall
be maintained by cleaning, replacing, or a combination thereof such that during darkness and
rain the retro-reflective characteristics shall equal or exceed the retro-reflective characteristics
of traffic industry standard reflective panels.
END OF SECTION
Buffalo Lake Water Line Replacement 01555-1 July 2014
THIS PAGE INTENTIONALLY LEFT BLANK
SECTION 01576
WASTE MATERIAL DISPOSAL
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
(1) Submittals
(2) Salvageable Material
(3) Excess Material
1.2 SUBMITTALS
A. Obtain and submit disposal permits for proposed disposal sites if required by local
ordinances.
B. Submit a copy of written permission from property owner, along with a description of
property, prior to disposal of excess material adjacent to the Project.
C. Submit a written and signed release from property owner upon completion of disposal work.
D. Both written permission and signed release shall include hold -harmless clauses naming the
City of Lubbock, Texas as the entities to be held harmless in any subsequent legal
proceeding.
E. Both property permissions and signed releases shall be attested to by a notary public.
PART 2 PRODUCTS
Not used
PART 3 EXECUTION
1.1 SALVAGEABLE MATERIAL
A. Asphalt Pavement and Asphalt Stabilized Base shall conform to requirements of Section
02221— Removing Existing Pavements.
1.2 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 material may be disposed at the WTRDF at no additional cost to the Owner.
(1) There will be a tipping fee per ton for construction debris and for excess uncontaminated
soil.
(2) There will also be a fee per load for every truck that is not covered properly when coming
to the landfill.
(3) For a complete list of fees associated with the WTRDF, please call or go to the City's
website at http://solidwaste.ci.lubbock.tx.us/disposal/fees.aspx.
(4) All tipping fees shall be considered to be included in the Contractor's bid prices.
Buffalo Lake Water Line Replacement 01576-1 July 2014
C. Excess soil may be deposited on private property adjacent to the Project if approved by the
Owner and when written permission is obtained from the property owner.
D. Waste materials shall be removed from the site on a daily basis, such that the site is
maintained in a neat and orderly condition.
END OF SECTION
Buffalo Lake Water Line Replacement 01576-2 July 2014
SECTION 01700
CONTRACT CLOSEOUT
PART1 GENERAL
1.1 SUMMARY
A. Section Includes:
(1) Closeout Procedures
(2) Final Cleaning
(3) Adjusting
(4) Project Record Documents
(5) Warranties
(6) Spare Parts and Maintenance Materials.
1.2 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. Should the Engineer consider the work incomplete or defective:
(1) The Engineer will promptly notify the Contractor in writing, listing the incomplete or
defective work.
(2) The Contractor shall take immediate steps to remedy the stated deficiencies and submit a
second written certification that the work is complete.
(3) The Engineer will re -inspect the Work.
C. Provide submittals to the Engineer that are required by governing or other authorities.
D. Submit final Application for Payment identifying total adjusted Contract Sum, previous
payments, and sum remaining due.
1.3 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.
1.4 ADJUSTING
A. Adjust operating Products and equipment to ensure smooth and unhindered operation.
1.5 PROJECT RECORD DOCUMENTS
A. Maintain on site, one set of the following record documents; record actual revisions to the
Work:
(1) Contract Drawings
(2) Specifications
(3) Addenda
(4) Change Orders and other Modifications to the Contract
(5) Reviewed shop drawings, product data, and samples.
Buffalo Lake Water Line Replacement 01700-1 July 2014
B.
Store Record Documents separate from documents used for construction.
i
C.
Record information concurrent with construction progress.
D.
Specifications:
--��
(1) Legibly mark and record at each Product section description of actual Products installed,
including the following:
(a) Manufacturer's name and product model and number.
(b) Product substitutions or alternates utilized.
E.
(c) Changes made by Addenda and Modifications.
Record Documents and Shop Drawings:
(1) Legibly mark each item to record actual construction including:
(a) Measured horizontal and vertical locations of underground utilities and
appurtenances referenced to permanent surface improvements.
(b) Field changes of dimension and detail.
(c) Details not on original Contract Drawings.
(d) Changes made by Addenda and Modifications.
1.6 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.
3
D.
Submit prior to final Application for Payment.
E.
For items of Work delayed beyond date of Substantial Completion, provide updated submittal
within ten (10) days after acceptance, listing date of acceptance as start of warranty period.
1.7 SPARE PARTS AND MAINTENANCE MATERIALS
A.
Provide products, spare parts, maintenance and extra materials in quantities specified in
individual specification Sections.
B.
Deliver to project site and place in location as directed; obtain receipt prior to final payment.
F
PART 2 PRODUCTS
Not used
PART 3 EXECUTION
Not used
END OF SECTION
Buffalo Lake Water Line Replacement
01700-2
July 2014 �. i
SECTION 02240
DEWATERING
PART 1 GENERAL
1.1 SUMMARY
A. This Section includes construction dewatering procedures and requirements.
(1) A geotechnical survey has not been performed at the site.
(2) This Section shall be applicable only if ground water begins to enter the trench.
(3) Any required dewatering for this project shall be considered subsidiary to pipeline and
manhole installation and no separate compensations will be paid.
B. Section Includes:
(1) Submittals
(2) Performance Requirements
(3) Quality Assurance
(4) Project Conditions
(5) Preparation
(6) Installation
(7) Observation Wells
1.2 SUBMITTALS
A. Shop Drawings for Information:
(1) For dewatering system, show arrangements, locations, and details of wells and well
points; locations of headers and discharge lines; and means of discharge and disposal of
water.
(2) Include layouts of piezometers and flow -measuring devices for monitoring performance
of dewatering system.
(3) Include written report outlining control procedures to be adopted if dewatering problems
arise.
(4) Photographs or videotape, sufficiently detailed, of existing conditions of adjoining
construction and site improvements that might be misconstrued as damage caused by
dewatering operations.
(5) Record drawings at Project closeout identifying and locating capped utilities and other
subsurface structural, electrical, or mechanical conditions performed during dewatering.
(6) Note locations and capping depth of wells and well points.
B. Field Test Reports:
(1) Before starting excavation, submit test results and computations demonstrating that
dewatering system is capable of meeting performance requirements.
1.3 PERFORMANCE REQUIREMENTS
A. Design, furnish, install, test, operate, monitor, and maintain dewatering system of sufficient
scope, size, and capacity to control ground water flow into excavations and permit
construction to proceed on dry, stable ground.
B. Maintain dewatering operations to ensure erosion control, stability of excavations and
constructed slopes, that excavation does not flood, and that damage to subgrades and
permanent structures is prevented.
Buffalo Lake Water Line Replacement 02240-1 July 2014
C. Prevent surface water from entering excavations by grading, dikes, and other means approved
by the Engineer.
D. Remove dewater system if no longer needed.
1.4 QUALITY ASSURANCE
A. Comply with water disposal requirements of authorities having jurisdiction.
1.5 PROJECT CONDITIONS
A. Existing Utilities:
(1) Do not interrupt utilities serving facilities occupied by Owner or others unless permitted
in writing by the Engineer and then only after arranging to provide temporary utility
services according to requirements indicated.
B. Project Site Information:
(1) A geotechnical report has not been prepared for the Project area.
(2) The Contractor, at own expense, may make test borings and conduct other exploratory
operations necessary for dewatering.
(3) Survey adjacent structures and improvements, employing a qualified professional
engineer or land surveyor, establishing exact elevations at fixed points to act as
benchmarks.
(4) Clearly identify benchmarks and record existing elevations.
(5) During dewatering, regularly resurvey benchmarks, maintaining an accurate log of
surveyed elevations for comparison with original elevations.
(6) Promptly notify the Engineer if changes in elevations occur or if cracks, sags, or other
damage is evident in adjacent construction.
PART 2 PRODUCTS
Not used
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
dewatering operations.
B. Prevent surface water and subsurface or ground water from entering excavations, ponding on
prepared subgrades, and from flooding site and surrounding area.
C. Protect subgrades and foundation soils from softening and damage by rain or water
accumulation.
D. Install dewatering system to ensure minimum interference with roads, streets, walks, and
other adjacent occupied and used facilities.
E. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without
permission from Owner and authorities having jurisdiction.
(1) Provide alternate routes around closed or obstructed traffic ways if required by authorities
having jurisdiction.
3.2 INSTALLATION
Buffalo Lake Water Line Replacement 02240-2
July 2014
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 excavating below ground water level, place system into operation to lower water to
specified levels.
C. Operate system continuously until drains, sewers, and structures have been constructed and
fill materials have been placed, or until dewatering is no longer required.
D. Provide an adequate system to lower and control ground water to permit excavation,
construction of structures, and placement of fill materials on dry subgrades.
E. Install sufficient dewatering equipment to drain water -bearing strata above and below bottom
of foundations, drains, sewers, and other excavations.
F. Do not permit open -sump pumping that leads to loss of fines, soil piping, subgrade softening,
and slope stability.
G. Reduce hydrostatic head in water -bearing strata below subgrade elevations of foundations,
drains, sewers, and other excavations.
H. Maintain piezometric water level a minimum of sixty (60) inches below surface of
excavation.
I. Dispose of water removed by dewatering in a manner that avoids endangering public health,
property, and portions of work under construction or completed.
J. Dispose of water in a manner that avoids inconvenience to others.
K. Provide sumps, sedimentation tanks, and other flow -control devices as required by authorities
having jurisdiction.
L. Provide standby equipment on -site, installed and available for immediate operation, to
maintain dewatering on continuous basis if any part of system becomes inadequate or fails.
M. 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.
N. Remove dewatering system from Project Site on completion of dewatering.
O. Plug or fill well holes with sand or cut off and cap wells a minimum of thirty-six (36) inches
below overlying construction.
P. Promptly repair damages to adjacent facilities caused by dewatering operations.
3.3 OBSERVATION WELLS
A. Provide, take measurements, and maintain at least the minimum number of observation wells
or piezometers indicated and additional observation wells as may be required by authorities
having jurisdiction.
B. Observe and record daily elevation of ground water and piezometric water levels in
observation wells.
C. Repair or replace, within twenty-four (24) hours, observation wells that become inactive,
damaged, or destroyed.
D. Suspend construction activities in areas where observation wells are not functioning properly
until reliable observations can be made.
E. Add or remove water from observation well risers to demonstrate that observation wells are
functioning properly.
F. Fill observation wells, remove piezometers, and fill holes when dewatering is completed.
END OF SECTION
Buffalo Lake Water Line Replacement 02240-3 July 2014
THIS PAGE INTENTIONALLY LEFT BLANK
Buffalo Lake Water Line Replacement
02240-4
July 2014
w
SECTION 02260
EXCAVATION SUPPORT AND PROTECTION
PART1 GENERAL
1.1 SUMMARY
A. This Section includes temporary excavation support and protection systems.
B. Section Includes:
(1) Submittals
(2) Performance Requirements
(3) Project Conditions
(4) Materials
(5) Preparation
(6) Sheet Piling
(7) Trench Boxes
(8) Trenching Procedures
1.2 SUBMITTALS
A. Shop Drawings for Information:
(1) Prepared by or under the supervision of a qualified Professional Engineer for excavation
support and protection systems.
(2) Include Shop Drawings signed and sealed by a Texas Licensed Professional Engineer
responsible for their preparation.
B. Qualification data for installer and Professional Engineer.
C. Photographs or videotape, sufficiently detailed, of existing conditions of adjoining
construction and site improvements that might be misconstrued as damage caused by the
absence of, the installation of, or the performance of excavation support and protection
systems.
1.3 PERFORMANCE REQUIREMENTS
A. Design, furnish, install, monitor, and maintain excavation support and protection system
capable of supporting excavation sidewalls and of resisting soil and hydrostatic pressure and
superimposed and construction loads.
B. Provide professional engineering services needed to assume engineering responsibility,
including preparation of Shop Drawings and a comprehensive engineering analysis by a
qualified Professional Engineer.
C. Prevent surface water from entering excavations by grading, dikes, or other means approved
by the Engineer.
D. Install excavation support and protection systems without damaging existing buildings,
pavements, and other improvements adjacent to excavation.
1.4 PROJECT CONDITIONS
A. Existing Utilities:
(1) Do not interrupt utilities serving facilities occupied by Owner or others unless permitted
in writing by the Engineer and then only after arranging to provide temporary utility
services according to requirements indicated.
Buffalo Lake Water Line Replacement 02260-1 July 2014
B. Project Site Information:
(1) Survey adjacent structures and improvements, employing a qualified professional
engineer or land surveyor, establishing exact elevations at fixed points to act as
benchmarks.
(2) Clearly identify benchmarks and record existing elevations.
(3) During installation of excavation support and protection systems, regularly resurvey
benchmarks, maintaining an accurate log of surveyed elevations and positions for
comparison with original elevations and positions.
(4) Promptly notify the Engineer if changes in elevations or positions occur, or if cracks,
sags, or other damage is evident in adjacent construction.
PART 2 PRODUCTS
2.1 MATERIALS
A. Provide materials that are either new or in serviceable condition.
B. Structural Steel: ASTM A36/A 36M, ASTM A690/A 690 M, ASTM A 992/ A 992M.
C. Steel Sheet Piling: ASTM A 328/A 328M, ASTM A 572/ A 572M, or ASTM A690/ A
690M; with continuous interlocks.
PART 3 EXECUTION
3.1 PREPARATION
A. Project 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 systems operations.
B. Shore, support, and protect utilities encountered.
C. Install excavation support and protection systems to ensure minimum interference with roads,
streets, walks, and other adjacent occupied and used facilities.
D. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without
permission from Owner and authorities having jurisdiction.
(1) Provide alternate routes around closed or obstructed traffic ways if required by authorities
having jurisdiction.
E. Locate excavation support and protection systems clear of permanent construction so that
forming and finishing of concrete surfaces is not impeded.
F. Monitor excavation support and protection systems daily during excavation progress and for
as long as excavation remains open.
G. Promptly correct bulges, breakage, or other evidence of movement to ensure that excavation
support and protection systems remain stable.
H. Promptly repair damages to adjacent facilities caused by installing excavation support and
protection systems.
3.2 SHEET PILING
A. Before starting excavation, install one-piece sheet piling lengths and tightly interlock to form
a continuous barrier.
B. Limit vertical offset of adjacent sheet piling to sixty (60) inches.
C. Accurately align exposed faces of sheet piling to vary not more than two (2) inches from a
horizontal line and not more than 1:120 out of vertical alignment.
Buffalo Lake Water Line Replacement 02260-2 July 2014
a
i!
D. Cut tops of sheet piling to uniform elevation at top of excavation.
3.3 TRENCH BOXES
A. Provide Engineer approved trench boxes sufficient for depth and width of open -cut trench.
B. All exposed trench shall be protected.
3.4 TRENCHING PROCEDURES
A. Provide shoring systems in accordance with the Contractor's submitted design to adequately
resist earth pressures.
B. Proceed with work in an orderly fashion.
C. Install trench bracing systems as soon as possible after opening trenches.
D. Do not allow workers in trench prior to installing trench bracing systems.
E. Backfill trenches as soon as possible after completion of work.
F. Stockpile excavated materials at three (3) feet away from edge of trench.
G. Maintain barricades and signage as required by State and Local codes to protect open
excavations.
H. Do not allow surface water to enter excavations.
I. Properly grade areas adjacent to trench excavations to control surface drainage away from
excavations.
J. If cut back method is allowed by Owner and is employed, maintain a clear distance of three
(3) feet from edge of cut to avoid allowing loose material to enter trench.
K. Cut back method may not be used where there is insufficient work area to employ it.
L. Do not operate heavy equipment except for trench digging or pipe laying equipment within
twenty (20) feet of edge of excavation.
M. Haul trucks, if needed, may operate closer than twenty (20) feet to trench edge provided the
Contractor deems it safe to do so.
i_. 3.5 REMOVAL AND REPAIRS
A. Remove excavation support and protection systems when construction has progressed
sufficiently to support excavation and bear soil and hydrostatic pressures.
B. Remove in stages to avoid disturbing underlying soils or damaging structures, pavements,
facilities, and utilities.
- END OF SECTION
Buffalo Lake Water Line Replacement 02260-3 July 2014
THIS PAGE INTENTIONALLY LEFT BLANK
I
SECTION 02317
EXCAVATION AND BACKFILL FOR UTILITIES
PART 1 GENERAL
1.1 SUMMARY
A. This section of the specifications includes information on excavation, trenching, foundation,
embedment, and backfill for installation of utilities, including manholes and pipeline
structures.
B. Section Includes:
(1) Definitions
(2) References
(3) Scheduling
(4) Submittals
(5) Tests
(6) Equipment
(7) Material Classifications
(8) Accessories
(9) Installation
(10) Preparation
(11) Protection
(12) Excavation
(13) Handling Excavation Materials
(14) Trench Foundation
(15) Ground Water Control
(16) Pipe Embedment, Placement and Compaction
(17) Trench Zone Backfill, Placement and Compaction
(18) Field Quality Control
(19) Disposal of Excess Material
1.2 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 one-third of the pipe O.D.
C. Haunching — The material placed on either side of the 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.
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 on trench sidewall to opposite sidewall.
E. Pipe Embedment — The portion of trench backfill that consists of bedding, haunching, and
initial backfill.
Buffalo Lake Water Line Replacement 02317-1 July 2014
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
'
G.
beneath paving.
Backfill — Suitable material meeting specified quality requirements, placed and compacted
under controlled conditions.
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.
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.
J.
Excavation Drainage — Removal of surface and seepage water in trench by sump pumping or
other approved means.
K.
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.
L.
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.
M.
Stable Trench with Seepage — Stable trench in which ground water seepage is controlled by
excavation drainage.
N.
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.
O.
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.
P.
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.
Q.
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.
R.
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.
S.
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.
T.
Trench Safety Systems include both protective systems and shoring systems as defined in
Section 02260 — Excavation Support and Protection
U.
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
._
Buffalo Lake Water Line Replacement
02317-2
July 2014
L1
17 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.
V. 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
a ` installations or improvements.
1.3 REFENCES
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-lb. Rammer and 12 inch Drop.
C. ASTM D 1556 — Test Method for Density in Place by the Sand -Cone Method.
D. ASTM D 2487 — Classification and 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).
1.4 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.
1.5 SUBMITTALS
A. Conform to Section 01300 —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 and dimensions of excavations.
(3) Procedures for foundation and embedment placement, and compaction.
(4) Procedure for use of trench boxes and other pre -manufactured systems while assuring
specified compaction against undisturbed soils.
C. Submit backfill material sources and product quality information in accordance with
requirements of Section 02320 — Utility Backfill Materials.
D. Submit record of location of pipe as installed, referenced to Texas North Central State Plane
coordinate system (NAD83).
(1) Include locations of utilities encountered that are not shown on drawings or rerouted for
the convenience of the Contractor.
(2) Give stations, coordinates, elevations, inverts, and gradients of installed pipe, casing, etc.
E. Submit field density tests of trench backfill.
F. Submit laboratory density compaction curves for each material.
Buffalo Lake Water Line Replacement 02317-3 July 2014
1.6 TESTS
l
A. The Contractor is to perform backfill material source qualification testing in accordance with
requirements of Section 02320 — Utility Backfill Materials.
B. The Contractor shall have a competent, separate agency perform field density tests of trench V
backfill representative of each 200 linear feet of trench and each compacted layer.
PART 2 PRODUCTS r
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 twelve (12) inches is
obtained over pipes, conduits, and ducts.
C. Do not use heavy compacting equipment until adequate cover is attained to prevent damage
to pipes, conduits, or ducts.
D. Do not use vibratory equipment until five (5) feet of cover over pipes, conduits, or ducts is
obtained.
E. Do not use vibratory equipment if adjacent structures could be affected.
F. 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.
2.3 ACCESSORIES
A. Warning Tape: Install twelve (12) inches below finished grade acid and alkali resistant
polyethylene film warning tape manufactured for marking and identifying underground
utilities, six (6) inches wide and four (4) mils thick, continuously inscribed with a description
of the utility; colored as follows:
(1) Red — Electric
(2) Yellow — Gas, oil, steam, and dangerous materials.
(3) Orange — Telephone and other communications.
(4) Blue — Water systems.
(5) Green — Sewer systems.
B. Locator Wire: Install continuously coated fourteen (14) gauge locating wire as indicated on
Plans.
PART 3 EXECUTION
3.1 INSTALLATION
A. Install flexible pipe to conforin to the trench details shown in the drawings.
B. Install rigid pipe to conforin to the trench details shown in the drawings.
3.2 PREPARATION
A. Establish traffic control to conform to requirements of Section 01555 — Barricades, Signs, and
Traffic Handling and the drawings. 1-1
Buffalo Lake Water Line Replacement 02317-4 July 2014
B. Perform work to conform to applicable safety standards and regulations.
C.
Employ a trench safety system as specified in Section 02260 — Excavation Support and
A
Protection.
` D.
Immediately notify the agency or company owning any existing utility line which is
damaged, broken, or disturbed.
E.
Obtain approval from the Engineer and agency for any repairs or relocations, either
d
temporary or permanent.
F.
Remove existing pavements and structures, including sidewalks and driveways, to conform to
A
requirements of Section 02220 — Demolition, Removal, and Salvaging of Existing Material.
G.
Maintain permanent benchmarks, monumentation and other reference points, and 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 the
construction limits.
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 and excavations.
E. Do not allow water to pond in trenches or excavations.
F. 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 the Owner.
G. The Contractor shall locate all existing underground lines, whether or not they are shown on
the Drawings, sufficiently in advance of trenching operations to prevent any damage thereto.
H. Verification of location, size, and burial depth of existing utilities shall be the complete
responsibility of the Contractor.
I. The Contractor is responsible for notifying pipeline and cable utility owners of the intention
to cross said utility no less than seven (7) days prior to crossing the utility.
J. Coordinate vertical separation requirements with utility owners and any other special
construction considerations.
K. Notify the Engineer if required changes in the vertical profile shown on the Drawings prior to
constructing these changes.
L. Trench digging machinery may be used to make the trench excavations except in places
where operation of same would cause damages to pipelines, fences, or other existing
structures either above or below ground; in such instances hand methods shall be employed.
1 3.4 EXCAVATION
A. Perform excavation work so that pipe, conduit, or ducts can be installed to depths and
_ v alignments shown on the Drawings.
B. Avoid disturbing surrounding ground and existing facilities and improvements.
C. Determine trench excavation widths based on the requirements shown on the plans.
. D. Use sufficient trench width or benches above the embedment zone for installation of well
point headers or manifolds and pumps where depth of trenches makes it uneconomical or
impractical to pump from the surface elevation.
F; E. Provide sufficient space between shoring cross braces to permit equipment operations and
handling of forms, pipe, embedment and backfill, and other materials.
1'
Buffalo Lake Water Line Replacement 02317-5 July 2014
1_;
F. 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. .
G. Shoring of Trench Walls:
(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 at all times.
(2) For all types of shoring, support trench walls in the pipe embedment zone throughout the
installation.
(3) Provide trench wall supports sufficiently tight to prevent washing the trench wall soil out
behind the trench wall support.
(4) 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.
(5) Leave rangers, waters, and braces in place as long as required to support the sheeting,
which has been cut off, and the trench wall in the vicinity of the pipe zone.
(6) Employ special methods for maintaining the integrity of embedment or foundation
material.
(7) Before moving supports, place and compact embedment to sufficient depths to provide
protection of pipe and stability of trench walls.
(8) As supports are moved, finish placing and compacting embedment.
(9) 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.
(10) Maximum thickness of removable sheeting extending into the embedment zone shall be
the equivalent of a one (1) inch thick steel plate.
(11) Fill voids left on removal of supports with compacted backfill material.
H. Wherever necessary to prevent caving, the trench shall be adequately supported as required
by the Drawings and Specifications.
I. The Contractor is entirely responsible for assuring that trenches are adequately supported to
protect both the workers and the public.
J. Use of Trench Shields/Trench Boxes:
(1) Make trench excavations of sufficient width to allow shield to be lifted or pulled feely,
without damage to the trench sidewalls.
(2) Move trench shields so that pipe, and backfill materials, after placement and compaction,
are not damaged or disturbed, or the degree of compaction reduced.
(3) When required, place, spread, and compact pipe foundation and bedding materials
beneath the shield.
(4) For backfill above bedding, lift the shield as each layer of backfill is placed and spread.
(5) Place and compact backfill materials against undisturbed walls and foundation.
(6) Maintain trench shield in position to allow sampling and testing to be performed in a safe
manner.
(7) Contractor shall provide trench shield for Owner's tests within the trench as required in
paragraph 3.1 LB
Buffalo Lake Water Line Replacement 02317-6 July 2014
3.5 HANDLING EXCAVATION MATERIALS
d
A. Use only excavated materials which are suitable as defined in this Section and conforming to
Section 02320 — Utility Backfill Materials.
B. Place material suitable for backfilling in stockpiles at a distance from the trench to prevent
slides or cave-ins.
C. Do not place stockpiles of excess excavated materials on streets and adjacent properties.
D. Protect excess stockpiles for use on site.
E. Maintain site conditions in accordance with Section 01500 — Temporary Facilities and
Controls.
F 3.6 TRENCH FOUNDATION
A. The trench shall be excavated to an even grade so that the bottom of the pipe will rest on the
bottom of the trench over the entire length of the pipe.
B. Any part of the trench excavated below grade shall be corrected by filling with approved
material and compacting thoroughly.
C. If ledge rock, rock fragments, or other unyielding material is encountered in the bottom of the
trench, it shall be removed to a depth of six (6) inches below grade, refilled with selected
material, and thoroughly compacted.
D. Bell holes of ample dimensions shall be dug at each joint to permit the jointing of pipe to be
made properly, and of sufficient depth to prevent the bell of the pipe from resting on
undisturbed materials.
3.7 GROUNDWATER CONTROL
A. Should ground water become an issue, refer to Section 02240 — Dewatering.
B. Provide a stable trench to allow installation in accordance with the Specifications.
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 the
Drawings.
C. For pipe installation, manually spread embedment materials around the pipe to provide
uniform bearing and side support when compacted.
D. Do not allow materials to free -fall from heights greater than twenty-four (24) inches above
top of pipe.
E. Perform placement and compaction directly against the undisturbed soils in the trench
sidewalls, or against sheeting which is to remain in place.
F. 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.
G. If moveable supports are used in embedment zone, lift the supports incrementally to allow
placement and compaction of the material against undisturbed soil.
H. Do not damage coatings or wrappings of pipes during backfilling and compacting operations.
I. When embedding coated or wrapped pipes, do not use crushed stone or other sharp, angular
aggregates.
J. Place haunching material manually around the pipe and compact it to provide uniform
bearing and side support.
Buffalo Lake Water Line Replacement 02317-7 July 2014
K. If necessary, hold small -diameter or lightweight pipe in place with sand bags or other suitable j
means during compaction of haunch areas and placement beside the pipe.
L. 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.
M. Compact each lift before proceeding with placement of the next lift.
N. Water tamping and water jetting are not allowed.
O. For flowable fill, such as cement stabilized backfill, vibrate flowable backfill with concrete 1
vibrator to consolidate material under haunches.
P. Install specified location tape and wire as shown on the drawings and per paragraphs 2.3.A
and 2.3.B.
3.9 TRENCH ZONE BACKFILL, PLACEMENT AND COMPACTION
A. Place backfill for pipe or conduits and restore as soon as practicable.
B. Leave only the minimum length of trench open as necessary for construction.
C. Maximum allowed open trench is limited to 200 feet unless otherwise approved by the
Owner.
D. Where damage to completed pipe installation work is likely to result from withdrawal of
sheeting, leave the sheeting in place.
(1) Cut off sheeting two (2) feet or move above the crown of the pipe.
(2) Remove trench supports within five (5) feet from the ground surface.
E. Place trench zone backfill in lifts and compact by methods selected by the Contractor.
F. Fully compact each lift before placement of the next lift.
G. Cement Stabilized Backfill/Lean Concrete Backfill:
(1) Place in depths as shown on plans.
(2) Use vibratory equipment to ensure placement under the haunches of the pipe.
(3) 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 thirty (30) when measured with a soil
penetrometer according to ASTM D 1558 and using a one -tenth square inch needle.
(4) This equates to a penetration resistance of approximately 300 pounds per square inch.
(5) This is not a strength requirement of the cement -stabilized backfill, but a measure of the
degree of curing of the cement stabilized backfill.
(6) After a penetrometer reading of 30 is obtained on the cement stabilized backfill, then
compacted backfill operations may commence.
(7) The Contractor shall furnish and have on site a calibrated ASTM D 1558 soil
penetrometer with one -tenth square inch needle.
(8) The Contractor shall take no less than four (4) 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.
(9) Such readings shall be taken prior to commencing backfill operations.
H. Bedding Material:
(1) Sand bedding shall be loosely placed in trench as shown on the Drawings.
I. Gravel Embedment:
(1) Place in depths as shown on plans
Buffalo Lake Water Line Replacement 02317-8 July 2014
(2) Use vibratory equipment or shovel slicing to ensure placement under the haunches of the
pipe.
s J. Native Material/Borrow Material (Pipe Installation):
(1) Maximum lift thickness determined by Contractor to achieve uniform placement and
required compaction, but not exceeding eight (8) inches.
(2) Compaction by trench sheep's foot or by vibratory equipment to provide backfill
densities at least equivalent to the surrounding undisturbed material or ninety-five (95)
percent of the maximum dry density determined according to ASTM D 698.
(3) Use of vibratory equipment limited as specified in paragraph 2.1.
(4) Moisture content within two (2) percent of optimum determined according to ASTM D
698.
K. Topsoil:
(1) Maximum lift thickness determined by Contractor to achieve uniform placement and
required compaction, but not exceeding eight (8) inches.
(2) Compaction by trench sheep's foot or by vibratory equipment to provide backfill
densities at least equivalent to the surrounding undisturbed material or ninety-five (95)
percent of the maximum dry density determined according to ASTM D 698.
(3) Use of vibratory equipment limited as specified in paragraph 2.1.
(4) Moisture content within two (2) percent of optimum determined according to ASTM D
698.
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 the Owner.
C. Tests will be performed by the Contractor on a minimum of three (3) 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 (3) 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. The Contractor shall perform 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.
F. A minimum of one test for every 200 linear feet of compacted trench zone backfill material
for each compacted layer.
G. Density tests will be distributed around the placement areas. Placement areas are foundation,
bedding, haunching, initial backfill, and trench zone.
Buffalo Lake Water Line Replacement 02317-9 July 2014
H. The number of tests will be increased if compacting effort is variable and not considered j
sufficient to attain uniform density, as specified. '
I. 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. '
J. Two (2) 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.
K. Recompacted placement will be retested at the same frequency as the first test series,
including verification tests.
L. 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.
M. Acceptability of crushed rock compaction will be determined by inspection.
3.12 DISPOSAL OF EXCESS MATERIAL
A. Dispose of excess materials in accordance with requirements of Section 01576 —Waste
Material Disposal.
END OF SECTION
Buffalo Lake Water Line Replacement 02317-10 July 2014
1. I
SECTION 02320
UTILITY BACKFILL MATERIALS
PART1 GENERAL
1.1 SUMMARY
A. This Section of the specification covers materials related to the backfill of utilities.
B. Section Includes:
(1) "Concrete" sand (for use as pipe bedding).
(2) Native soil materials.
(3) Topsoil.
(4) Crushed stone.
(5) Cement stabilized backfill.
C. Related Sections:
(1) Drawings and General Provisions of the Contract, including General and
Supplementary Conditions and other Division 1 specification sections apply to
this section.
(2) Section 01300 — Submittal Procedures
(3) Section 01400 — Quality Requirements
(4) Section 02317 — Excavation and Backfill for Utilities.
1.2 DEFINITIONS
A. Refer to Section 02317 — Excavation and Backfill for Utilities.
1.3 REFENCES
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 Number
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 Microwave Oven Method.
M. TxDOT Tex-101-E — Preparation of Soil and Flexible Base Materials for Testing.
Buffalo Lake Water Line Replacement 02320-1 July 2014
C mi
. j
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.
1.4 SUBMITTALS
A. Conform to Section 01300 — 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.
D. For each delivery of material, provide a delivery ticket which includes source
location.
1.5 TESTS
A. Perform tests of sources for off -site backfill material.
B. Verification tests of backfill materials may be performed by the Owner, at the
Owner's expense; however, failing tests will be charged to the Contractor.
PART 2 PRODUCTS
2.1 MATERIAL DESCIRPTIONS
A. "Concrete" Sand
(1) Coarse -grained, well -graded, sand (natural, manufactured, or a combination of
both) conforming to requirements of ASTM C 33.
(2) Gradation shall conform to ASTM C 136 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
B. Native Soil Material for Backfill
(1) Provide backfill material that is free of stones greater than six (6) inches, free of
roots, waste, debris, trash, organic material, unstable material, non -soil matter,
hydrocarbons, or other contamination.
C. Topsoil
(1) Provide topsoil material that is free of stones greater than three (3) inches, free of
roots, waste, debris, trash, organic matter, unstable material, non -soil matter,
hydrocarbons, or other contamination.
(2) Surface should be made clear of rock and other debris before planting.
(3) Use top two (2) feet 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.
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D. Gravel Embedment
(1) Gravel embedment shall be free of waste, trash, debris, organic material, unstable
material, and other non -gravel matter.
(2) Provide gravel embedment that meets the following gradation requirements:
Sieve
Percent Retained
3/8"
0
No. 4
5 to 15
No. 10
50 to 90
No. 40
90 to 100
(3) A minimum of four inches of gravel embedment will be placed under the pipe.
This material will be used for backfll to the top of the pipe. This material
MUST be shovel sliced to the haunch of the pipe and mechanically tamped to
midpoint of the pipe.
E. Cement Stabilized Backfill
(1) Cement Content — 2 sack mix per cubic yard.
(2) Water/Cement Ratio — 0.60.
(3) Maximum aggregate size shall not exceed one and one half (1.5) inch diameter
for backfilling pipe sizes forty-eight (48) inches and greater in diameter.
(4) Maximum aggregate size shall not exceed one (1) inch diameter for backfilling
sizes less than forty-eight (48) inches in diameter.
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 (3) 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) Clay lumps.
(4) Lightweight pieces.
(5) 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. Native material requires testing only when questionable material is encountered.
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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 two (2) feet of excavated
material shall be used as topsoil.
B. Identify off -site sources for backfill material at least fourteen (14) days ahead of
intended use so that the Engineer may obtain samples from verification testing.
C. Obtain approval for each material source by the Engineer before delivery is started.
If 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 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 as practical for material handling and control.
B. Cement stabilized 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.
3.3 FIELD QUALITY CONTROL
A. Quality Control
(1) The Engineer may sample and test backfill at:
i. Sources including borrow pits, production plants, and
Contractor's designated off -site stockpiles.
ii. On -site stockpiles.
iii. 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 the Owner and Engineer in allowing access to materials.
END OF SECTION
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