SPECIAL SPECIFICATION. City of Lampasas Water and Wastewater Utilities

Transcription

1 2004 Specifications CSJ , Etc & SPECIAL SPECIFICATION 5876 City of Lampasas Water and Wastewater Utilities 1. Description This Item will govern the installation of water and wastewater facilities belonging to the City of Lampasas. The Contractor and approved Subcontractors will construct all required utility adjustments within the limits of this project including any peripheral adjustments that may not have been discovered during the design process. These adjustments shall be paid for directly as detailed as follows: SECTION CEMENT-STABILIZED SAND BACKFILL PART 1 GENERAL 1.01 DESCRIPTION This Section includes all plant, labor, equipment, supervision, and tools for the furnishing and installation of Cement-Stabilized Sand Backfill as shown on PLANS and as indicated in other Sections of the TECHNICAL SPECIFICATIONS RELATED REQUIREMENTS Related work as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS (NOT USED) PART 2 PRODUCTS 2.01 MATERIALS A. Aggregate: Deleterious materials in sand not to exceed the following limits, by weight:

2 1. Material removed by decantation 5.0% Clay lumps 0.5% Other deleterious substances (e.g. coal, shale, coated grains of soft flaky particles) 2.0% 2. Gradation Requirements: Sieve Size % Retained 1/4 0-5 No No No Color test ASTM C40. Color is not to be darker than standard color. B. Plasticity Index: 10 or less when tested in accordance with ASTM D4318. C. Cement: ASTM C150, Type I. D. Water: Fresh and clean. PART 3 EXECUTION 3.01 MIXING Use not less than 1½ sacks of cement per cubic yard of mixture. Use amount of water required to provide mix suitable for mechanical hand tamping and mix in mixer to obtain specified results. Material not in place within 1½ hours after mixing or that has obtained an initial set will be rejected and removed from the site PLACING Place at locations indicated on PLANS and in TECHNICAL SPECIFICATIONS. Place in maximum 8 lifts and compact each lift with power-driven mechanical tampers. Compact to a minimum dry density of 102 pounds per cubic foot. Place around cast-inplace concrete structures only after they have cured for at least four days (NOT USED) 3.11 MEASUREMENT AND PAYMENT No separate measurement or payment for work performed under this Section. Include cost of same in Contract price bid for work of which this is a component part. END OF SECTION

3 SECTION BORING AND JACKING PART 1 - GENERAL 1.01 SUMMARY The work under this Section includes furnishing and installing of encasement pipe and carrier pipe by methods of jacking and boring as indicated on the Drawings and in conformity with this specification. This item shall also include, but not be limited to other constructions activities such as excavation, removal of all materials encountered in jacking or boring pipe operations, ground water control and disposal, safety facilities, disposal of all material not required in the work, grouting, bulkhead installation, backfilling and re-vegetation RELATED REQUIREMENTS (NOT USED) 1.03 REFERENCES The publications listed below and the references included there in form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. The referenced publication refers to the most recent editions or publications. AMERICAN WATER WORKS ASSOCIATION (AWWA) AWWA C200 AWWA C Steel Water Pipe - 6-Inch (150mm) and Larger 1997 Coal-Tar Protective Coatings and Linings for Steel Water Pipelines-Enamel and Tape-Hot Applied (NOT USED) 1.06 SUBMITTALS A. Make all submittals in accordance with the requirements of Section 01300, Submittals. B. At least 30 days prior to the start of boring and jacking construction, the CONTRACTOR shall submit a description of its tunneling operations to the ENGINEER. The submittal shall include descriptions of the proposed site facilities, equipment to be utilized, and methods of construction. The ENGINEER shall review these descriptions for compliance with Contract requirements. The descriptions shall include, but not be limited to:

4 1. Shop drawings identifying proposed jacking or boring method complete in assembled position. 2. Trench Safety Plan including pits, trenches and sheeting or bracing if necessary. 3. Design for jacking or boring excavation equipment. 4. Installation of jacking or boring supports or back stop. 5. Arrangement and position of jacks and pipe guides. 6. Grout material and procedures for filling annular space between the encasement pipe and the surrounding excavated material QUALITY ASSURANCE (NOT USED) 1.08 DELIVERY, STORAGE AND HANDLING Handle, ship and store material in a manner that will prevent distortion or other damage. Store material in a clean, properly drained location out of contact with the ground. Replace all damaged material with new material or repair the damaged material in a manner approved by the ENGINEER (NOT USED) 2.01 MANUFACTURER (NOT USED) 2.02 MATERIALS PART 2 - PRODUCTS A. Encasement pipe to be steel pipe in accordance with AWWA C200, butt-welded joints in accordance with AWWA C200 Section 4. Pipe to be at least 4-inches larger in diameter than the largest outside diameter of carrier pipe. Wall Thickness to be in accordance with the following table: Encasement Pipe (Outside Diameter) 15-inch to 35-inch 36-inch to 42-inch 48-inch to 66-inch Minimum Thickness 3/8-inch 1/2-inch 5/8-inch Coating of the encasement pipe and field repairs to be in accordance with AWWA C203, Coal Tar Coatings - Hot Applied Factory Application. B. Carrier pipe to be PVC, according to Section 02615, Polyvinyl Chloride (PVC) Sewer Pipe and Fittings

5 C. Encasement spacers manufacturer and model number to be as shown on the PLANS DELIVERY, STORAGE AND HANDLING 3.01 GENERAL Handle, ship and store material in a manner that will prevent distortion or other damage. Store material in a clean, properly drained location out of contact with the ground. Replace all damaged material with new material or repair the damaged material in a manner approved by the ENGINEER. PART 3 - EXECUTION A. CONTRACTOR to install encasement pipe, carrier pipe, spacers and end seals as indicated on PLANS and in accordance with manufacturer s recommendations. B. The Contractor shall have sole responsibility for the safety of the jacking and boring operations and for persons engaged in the work. The Contractor shall conform to the requirements in accordance with Section Trench Excavation and Shoring Safety Plan. C. When the grade of the pipe at the jacking or boring end is below the ground surface, suitable pits or trenches shall be excavated to provide sufficient room to conduct the jacking or boring operations and for placement of end joints of the pipe. D. The pipe shall be jacked or bored from the low or downstream end, if possible. Lateral and vertical variation in the final position of the encasement or carrier pipe from the line and grade established by the Engineer will be permitted only to the extent of 1 (one) inch laterally and vertically per 20 feet of pipe, provided that such variation shall be regular and continuous only (no bows or reverse curve sections) in one direction and that the final grade of flow line shall be in the direction indicated on the PLANS. E. Immediately after jacking or boring is complete and the encasement pipe is accurately positioned and approved for line and grade, the clear space between the pipe and the surrounding excavated material shall be completely filled by pressure grouting for entire length of installation. F. After placement of the carrier pipe is complete, the ends of the encasement pipe shall be sealed per PLANS PREPARATION (NOT USED)

6 3.03 ERECTION/INSTALLATION A. Jacking 1. Heavy duty jacks suitable for forcing the pipe through the embankment shall be provided. In operating the jacks, an even pressure shall be applied to all jacks used so that the pressure will be applied to the pipe uniformly around the ring of the pipe. A suitable jacking frame or back stop shall be provided. The pipe to be jacked shall be set on guides properly braced together, to support the section of the pipe and to direct it in the proper line and grade. The complete jacking assembly shall be placed in order to line up with the direction and grade of the pipe. In general, the embankment material shall be excavated just ahead of the pipe, the material removed through the pipe and the pipe forced through embankment by jacking, into the space thus provided. 2. The distance that excavation shall extend beyond the end of the pipe depends on the character of material encountered, but it shall not exceed 2 feet (0.6 meter) in any case. This distance shall be decreased, when directed by the Engineer or designated representative, if the character of the material being excavated makes it desirable to keep the advance closer to the end of the pipe. 3. The Contractor may use a cutting edge of steel plate around head end of the pipe extending a short distance beyond the end of pipe with inside angles or lugs to keep the cutting edge from slipping back onto the pipe. 4. When jacking of the pipe is begun, all operations shall be carried on without interruption, insofar as practical, to prevent the pipe from becoming firmly set in the embankment. 5. Any pipe damaged in jacking operations shall be removed and replaced by the Contractor at its entire expense. B. Boring 1. The boring shall proceed from a work pit provided for the boring equipment and workmen. The location of the pit shall be approved by the Engineer or designated representative. The boring shall be done mechanically using either a pilot hole or the augur method. 2. In the pilot hole method an approximate 2 inch (50 mm) pilot hole shall be bored the entire length of the crossing and shall be checked for line and grade on the opposite end of the bore from the work pit. This pilot hole shall serve as the centerline of the larger diameter hole to be bored. 3. When the augur method is used, a steel encasement pipe of the appropriate diameter equipped with a cutter head to mechanically perform the excavation shall be used. Augurs shall be of sufficient diameter to convey the excavated material to the work pit. 4. Excavated material will be removed from the working pit and disposed of properly. The use of water or other fluids in connection with the boring operation will be permitted only to the extent to lubricate cuttings. Water jetting will not be permitted

7 5. In unstable soil formations, a gel-forming colloidal drilling fluid, that consists of at least 10 percent of high grade carefully processed bentonite, may be used to consolidate the drill cuttings, seal the walls of the hole and furnish lubrication to facilitate removal of the cuttings from the bore. C. Grouting 1. All space between the encasement pipe and the bored excavation shall be pressure filled with grout immediately upon completion of installation of encasement pipe with a procedure that ensure complete filling of the annulus, the encasement pipe is undamaged by grouting and the encasement pipe is on design line and grade. D. Installing Carrier Pipe 1. After the encasement pipe has been completely installed, the CONTRACTOR shall thoroughly clean the interior. The CONTRACTOR shall place the carrier pipe within the encasement pipe using wooden skids, steel rails or casing spacers insulators, whichever is shown on the PLANS. 2. After carrier pipe is installed within the encasement pipe and prior to encasement pipe ends installation, the CONTRACTOR shall conduct the required pressure and leakage test on the carrier pipe. Any leaks which are discovered during the testing phase shall be repaired to the satisfaction of the Engineer. 3. The carrier pipe shall be installed to the exact line and grade required within the casing, and, after it has been satisfactorily placed and approved by the Engineer, end seals are to be installed at each end of the encasement pipe (NOT USED) 3.11 MEASUREMENT AND PAYMENT A. Unless otherwise indicated, no separate payment for work performed under this Section if noted as such on the PLANS. Include cost of same in Contract price bid for work of which this is a component part. B. When indicated in the BID documents, measure Boring and Jacking covered by this Specification Section of length specified on PLANS by linear foot of pipe complete in place. Such measurement to be made between the ends of the pipe along the central axis installed. The Work to be paid for at the unit price bid per linear foot for Boring and Jacking, which price shall be full compensation for furnishing all materials, encasement and carrier pipes, linear materials required, for all preparation, hauling and installing of same and for all labor, tools, equipment and incidentals necessary to complete the Work, including excavation, backfilling, and disposal of surplus material. END OF SECTION

8 SECTION PRECAST CONCRETE MANHOLES PART 1 GENERAL 1.01 SUMMARY This Section includes the furnishing and installation of Precast Concrete Sanitary Sewer or Storm Sewer Manholes and accessories required for a complete installation at the location(s) as shown on the PLANS RELATED REQUIREMENTS Related work as called for on PLANS or as specified in this or other TECHNICAL SPECIFICATIONS REFERENCES The publications listed below form a part of this Specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM A307 ASTM C270 ASTM C443 Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Specification for Mortar for Unit Masonry Standard Specification for Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets ASTM C478/C478M Standard Specification for Precast Reinforced Concrete Manhole Sections ASTM C923/C923M Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures and Pipes ASTM C924/C924M Standard Practice for Testing Pipe Sewer Lines ASTM C1107 Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

9 ASTM D698 ASTM D2665 ASTM D2996 ASTM D2997 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft³) Specification for Poly (Vinyl Chloride) (PVC) Plastic Drain, Waste and Vent Pipe and Fittings Specification for Filament-Wound Fiberglass (Glass-Fiber- Reinforced Thermosetting Resin) Pipe Specification for Centrifugally Cast Fiberglass (Glass-Fiber- Reinforced Thermosetting Resin) Pipe AMERICAN WATER WORKS ASSOCIATION (AWWA) AWWA C213 Fusion Bonded Epoxy Coating for the Interior and Exterior of Steel Water Pipelines (NOT USED) 1.06 SUBMITTALS Submit the following in accordance with Specification Section Submittals. Submit manufacturer s data and details of the following items: A. Shop drawings of manhole sections and base units and construction details, including reinforcement, jointing methods, materials and dimensions. B. Summary of criteria used in the manhole design including, as a minimum, material properties, loadings, load combinations and dimensions assumed. Include certification from manufacturer that precast manhole design is in full compliance with ASTM C478/ C478M and design criteria as established in Paragraph 2.02.A.5 of this Section. C. Frames, grates, rings and covers. D. Materials to be used in fabricating drop connections. E. Materials to be used for pipe connections at manhole walls. F. Materials to be used for stubs and stub plugs, if required. G. Materials and procedures for corrosion-resistant liner and coatings, if required. H. Plugs to be used for sanitary sewer hydrostatic testing. I. Manufacturer s data for pre-mix (bag) concrete, if used for channel inverts and benches

10 (NOT USED) PART 2 PRODUCTS 2.01 MANUFACTURER(S) (NOT USED) 2.02 MATERIALS AND/OR EQUIPMENT A. Precast Concrete Manholes 1. Provide manhole sections, base sections, and related components conforming to ASTM C478/C478M. Provide base riser section with integral floors, unless shown otherwise on PLANS. Provide adjustment rings which are standard components of the manufacturer of the manhole sections. Mark date of manufacture and name or trademark of manufacturer on inside of barrel. 2. Provide barrels constructed from 48-inch diameter standard reinforced concrete manhole sections unless otherwise indicated on PLANS. Combine various lengths of manhole sections to total the correct height with the fewest joints. Wall sections to be designed for depth and loading conditions as required in Paragraph 2.02 A.5, but not to be less than 5 inches thick. Base section to have a minimum thickness of 12 inches under the invert. 3. Provide cone tops to receive cast iron frames and covers designed to support an H-20 loading, unless indicated otherwise. 4. Where the PLANS indicate that manholes larger than 48-inch diameter are required, precast base sections of the required diameter shall be provided with flat slab top precast sections used to transition to 48-inch diameter manhole access riser sections. Transition can be concentric or eccentric. The transition to be located to provide a minimum of 7-foot head clearance from the top of bench to underside of transition. 5. Design Loading Criteria: The manhole walls, transition slabs, cone tops, and manhole base slab to be designed, by the manufacturer, to the requirements of ASTM C478/C478M for the depth as shown on PLANS and to resist the following loads. a. AASHTO H-20 loading applied to the manhole cover and load transmitted down to the transition and base slabs. b. Unit soil weight of 120 pcf located above all portions of the manhole, including base slab projections. c. Lateral soil pressure based on saturated soil conditions, producing an at-rest equivalent fluid pressure of 100 pcf. d. Internal liquid pressure based on a unit weight of 63 pcf. e. Dead load of manhole sections fully supported by the transition and base slabs. 6. Design: The manhole walls, transition slabs, cone tops, and manhole base slab to be designed according to the requirements of ASTM C478/C478M and the following

11 a. Design additional reinforcing steel to transfer stresses at openings. b. Wall loading conditions: (1) Saturated soil pressure acting on an empty manhole. (2) Manhole filled with liquid to mid-height from invert to cover, with no balancing external soil pressure. c. The minimum clear distance between any two wall penetrations to be 12 inches or half the diameter of the smaller penetration, whichever is greater. 7. Provide joints between sections with O-ring gaskets conforming to ASTM C445. B. Concrete 1. Conform to requirements of Section 03001, Concrete. 2. Channel Inverts: Concrete for inverts not integrally formed with manhole base shall be either five sack pre-mix (bag) concrete or Class A concrete, with a minimum compressive strength of 4,000 psi. 3. Cement Stabilized Sand Foundation: Provide cement stabilized sand foundation under base section in lieu of foundation slab, if shown on the PLANS, conforming to requirements of Section Cement Stabilized Sand Backfill. 4. Concrete Foundation: Provide Class A concrete with minimum compressive strength of 4,000 psi for concrete foundation slab under manhole base section where indicated on PLANS. C. Reinforcing Steel: Reinforcing steel to conform to requirements of Specification Section Reinforcing Steel. D. Mortar: Conform to requirements of ASTM C270, Type S using Portland Cement. E. Miscellaneous Metals: Provide cast iron frames, rings and covers to ENGINEER s standard or as shown on PLANS. F. Drop Connections and Stubs: Provide drop connections and stubs conforming to the same pipe material requirements used in the main pipe, unless otherwise shown on PLANS. G. Pipe Connections for Sanitary Sewers 1. Provide resilient connectors conforming to requirements of ASTM C923/C923M. Metallic mechanical devices as defined in ASTM C923/C923M to be made of the following materials: a. External Clamps: Type 304 stainless steel. b. Internal, Expandable Clamps on Standard Manholes: Type 304 stainless steel, 11 gauge minimum. c. Internal, Expandable Clamps on Corrosion-Resistant Manholes: (1) Type 316 stainless steel, 11 gauge minimum; or

12 (2) Type 304 stainless steel, 11 gauge minimum, coated with minimum 16 mil fusion-bonded epoxy conforming to AWWA C Where rigid joints between pipe and a cast-in-place manhole base are specified or shown on the PLANS, provide polyethylene-isoprene waterstop meeting the physical property requirements of ASTM C923, such as Press-Seal WS Series, or approved equal. H. Sealant Materials: Provide sealing materials between precast concrete adjustment ring and manhole cover frame, such as Adeka Ultraseal P201, or approved equal. I. Coating: Provide inside Sanitary Sewer manholes in accordance with the following requirements. No coating required for Storm Sewer manhole. 1. Primer a. Thickness: minimum 2.0 mils b. Generic Type: Polyamide cured epoxy resin c. Typical Manufacturer: Carboguard 888 by Carboline, or equal 2. First Coat: a. Thickness: minimum 10.0 mils b. Generic Type: Coal-Tar Epoxy Two Component c. Typical Manufacturer: Bitumastic 300M by Carboline, or equal. 3. Second Coat: a. Thickness: minimum 10.0 mils b. Generic Type: Coal-Tar Epoxy Two Component c. Typical Manufacturer: Bitumastic 300M by Carboline, or equal. J. Leakage Testing for Manholes After completion of manhole construction or wall sealing, but prior to backfilling, test manholes for water tightness using hydrostatic or vacuum testing procedures. 1. Plug influent and effluent lines, including service lines, with suitably-sized pneumatic or mechanical plugs. Ensure plugs are properly rated for pressures required for test; follow manufacturer s safety and installation recommendations. Place plugs a minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged if lines entering manhole have not been backfilled. 2. Vacuum Testing: a. Install vacuum tester head assembly at top access point of manhole and adjust for proper seal on straight top section of manhole structure. Following manufacturer s instructions and safety precautions, inflate sealing elements to the recommended maximum inflation pressure; do not over-inflate. b. Evacuate manhole with vacuum pump to 10 inches mercury (Hg), disconnect pump, and monitor vacuum for the time period specified in the following Vacuum Test Time Table

13 c. If the drop in vacuum exceeds 1 inch Hg over the specified time period tabulated above, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. VACUUM TEST TIME TABLE Depth in Feet Time in Seconds by Pipe Diameter 48-Inch 60-Inch 72-Inch * * Add T times for each additional 2-foot depth. (The values listed above have been extrapolated from ASTM C924.) 3. Hydrostatic exfiltration testing shall be performed as follows: a. Seal wastewater lines coming into the manhole with an internal pipe plug. Then fill the manhole with water and maintain it full for at least one hour. b. The maximum leakage for hydrostatic testing shall be gallon per foot diameter per foot of manhole depth per hour. c. If water loss exceeds amount tabulated above, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. K. Backfill Materials: Backfill materials to conform to the requirements of shown on the PLANS. L. Non-Shrink Grout 1. Provide prepackaged, inorganic, flowable, non-gas-liberating, nonmetallic, cement-based grout requiring only the addition of water. 2. Grout shall meet the requirements of ASTM C1107 and have a minimum 28-day compressive strength of 5000 psi. M. Vent Pipes 1. Provide external vent pipes for manholes were shown on the PLANS. 2. Provide ductile iron pipe as shown on the PLANS. Size of vent pipe to be as shown on PLANS. 3. Coating: Provide a 2-component, aliphatic polyurethane coating using a primer or tie coat recommended by the manufacturer. Provide two or more coats to yield a dry film thickness of at least 3 mils. Provide Amershield, Tnemec 74, or approved equal. Color to be selected by the ENGINEER from the manufacturer s standard colors

14 N. Prohibited Materials: Do not use brick masonry for construction of sanitary sewer manholes, including adjustment of manholes to grade. Use only specified materials listed above (NOT USED) PART 3 EXECUTION 3.01 GENERAL A. Verify that lines and grades are correct. B. Determine if the subgrade, when scarified and recompacted, can be compacted to 95 percent of maximum Standard Proctor Density according to ASTM D698 prior to placement of foundation material and base section. If it cannot be compacted to that density, the subgrade to be moisture conditioned until that density can be reached or to be treated as an unstable subgrade. C. Do not build sanitary sewer manholes in ditches, swales or drainage paths unless shown on PLANS or as specified PREPARATION (NOT USED) 3.03 ERECTION/INSTALLATION/APPLICATION AND/OR CONSTRUCTION A. Placement 1. Install precast manholes to conform to locations and dimensions shown on PLANS. 2. Place manholes at points of change in alignment, grade, size, pipe intersections, and at end of sewer. B. Manhole Base Sections and Foundations 1. Place precast base on 12-inch thick (minimum) foundation of crushed stone wrapped in filter fabric, cement stabilized sand, or a concrete foundation slab. Compact cement-sand in accordance with requirements of Section 02242, Cement Stabilized Sand Backfill. 2. Unstable Subgrade Treatment: Notify ENGINEER when unstable subgrade is encountered, for examination to determine if the subgrade has heaved upwards after being excavated. If heaving has not occurred, the subgrade to be over-excavated to allow for a 24-inch thick layer of crushed stone wrapped in filter fabric as the foundation material under the manhole base. If there is evidence of heaving, a pile-supported concrete foundation, as detailed on the PLANS, to be provided under the manhole base when indicated by the ENGINEER. C. Precast Manhole Sections

15 1. Install sections, joints and gaskets in accordance with manufacturer s printed recommendations. 2. Install precast adjustment rings above tops of cones or flat-top sections as required to adjust the finished elevation and to support the manhole frame. 3. Seal any lifting holes with non-shrink grout. 4. Where PVC liners are required, seal joints between sections in accordance with manufacturer s recommendations. 5. Do not incorporate manhole steps in manhole sections, unless otherwise shown on PLANS. D. Pipe Connections at Manholes 1. Install approved resilient connectors at each pipe entering and exiting sanitary sewer manholes in accordance with manufacturer s instructions. 2. Ensure that no concrete, cement stabilized sand, fill, or other rigid material is allowed to enter the space between the pipe and the edge of the wall opening at and around the resilient connector on either the interior or exterior of the manhole. If necessary, fill the space with a compressible material to guarantee the full flexibility provided by the resilient connector. 3. Where a new manhole is to be constructed on an existing sewer, a rigid joint pipe may be used. Install a waterstop gasket around the existing pipe at the center of the cast-in-place wall. Join ends of split waterstop material at the pipe springline using an adhesive recommended and supplied by the waterstop manufacturer. 4. Test connection for watertight seal before backfilling. E. Inverts for Sanitary Sewers 1. Construct invert channels to provide a smooth flow transition waterway with no disruption of flow at pipe-manhole connections. Conform to the following criteria: a. Slope of Invert Bench: 1 inch per foot minimum; 1½ inches per foot maximum. b. Depth of Bench to Invert: (1) Pipes smaller than 15 Inches: One-half of the largest pipe diameter. (2) Pipes 15 to 24 Inches: Three-fourths of the largest pipe diameter. (3) Pipes larger than 24 Inches: Equal to the largest pipe diameter. c. Invert Slope Through Manhole: 0.10-foot drop across manhole with smooth transition to invert through manhole, unless otherwise indicated on PLANS. 2. Form invert channels with concrete if not integral with manhole base section. For direction changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts

16 F. Drop Connections for Sanitary Sewers 1. Backfill drop assembly with crushed stone wrapped in filter fabric, cement stabilized sand, or Class A concrete to form a solid mass. Extend cement stabilized sand or concrete encasement a minimum of 4 inches outside of bells. 2. Install a drop connection when a sewer line enters a manhole higher than 30 inches above the invert of a manhole. G. Stubs for Future Connections 1. In manholes, where future connections are indicated on the PLANS, install resilient connectors and pipe stubs with approved watertight plugs. H. Manhole Frame and Adjustment Rings 1. Combined precast concrete adjustment rings so that the elevation of the installed casting cover matches the pavement surface. Seal between adjustment ring and the precast top section with non-shrink grout; do not use mortar between adjustment rings. Apply a latex-based bonding agent to precast concrete surfaces to be joined with non-shrink grout. Set the cast iron frame on the adjustment ring in a bed of approved sealant. The sealant bed is to consist of two beads of sealant, each bead having minimum dimensions of 1/2-inch high and 3/4-inch wide. 2. For manholes in unpaved areas, top of frame shall be set a minimum of 6 inches above existing ground line unless otherwise indicated on PLANS. In unpaved areas, encase the manhole frame in mortar or non-shrink grout placed flush with the face of the manhole ring and the top edge of the frame. Provide a rounded corner around the perimeter. I. Backfill 1. Place and compact backfill materials in the area of excavation surrounding manholes in accordance with requirements shown on the PLANS. Provide embedment zone backfill material, as specified for the adjacent utilities, from manhole foundation up to an elevation 12 inches over each pipe connected to the manhole. Provide trench zone backfill, as specified for the adjacent utilities, above the embedment zone backfill. 2. Where rigid joints are used for connecting existing sewers to the manhole, backfill under the existing sewer up to the springline of the pipe with Class B concrete or flowable fill REPAIR/RESTORATION (NOT USED) 3.05 FIELD QUALITY CONTROL Conduct leakage testing of manholes in accordance with requirements as specified in Paragraph 2.02 J (NOT USED)

17 3.09 PROTECTION Protect manholes from damage until work has been finally accepted. Repair damage to manholes at no additional cost to the Department SCHEDULES (NOT USED) 3.11 MEASUREMENT AND PAYMENT A. Unless otherwise indicated, no separate payment for work performed under this Section if noted as such on the PLANS. Include cost of same in the Contract price bid for work of which this is a component part. B. When indicated in the BID documents, payment for all types of sanitary and storm sewer manholes are on a unit price basis for each manhole installed. Payment to be made at Contract price bid for the following items as applicable. 1. Pay for Storm Sewer Manhole (all Depths) at Contract price bid per each manhole installed, complete in place. 2. Pay for Manhole, Sanitary Sewer (all Depths) at Contract price bid per each manhole installed, complete in place. 3. Pay for Manhole with Drop Inlet, Sanitary Sewer (all Depths) at contract price bid per each manhole installed, complete in place. END OF SECTION

18 SECTION POLYVINYL CHLORIDE (PVC) PRESSURE PIPE 4-INCH THROUGH 16-INCH FOR WATER DISTRIBUTION PART 1 GENERAL 1.01 SUMMARY This Section includes the furnishing, installation, testing, disinfection and placing in service of polyvinyl chloride (PVC) pressure pipe and connecting fittings RELATED REQUIREMENTS A. Related work as called for on the PLANS or specified in this or other TECHNICAL SPECIFICATIONS REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM D1784 ASTM F477 ASTM F1483 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe Standard Specification for Oriented Poly (Vinyl Chloride), (PVCO) Pressure Pipe AMERICAN WATER WORKS ASSOCIATION (AWWA) AWWA C900 AWWA C909 AWWA C905 NSF 14 Polyvinyl Chloride (PVC) Pressure Pipe, 4-Inch Through 12-Inch for Water Distribution, Addendum Thereto: Molecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe, 4-Inch Through 12-Inch for Water Distribution Polyvinyl Chloride Water Transmission Pipe, Nominal Diameters 14-Inch Through 36-Inch NSF INTERNATIONAL (NSF) Latest Issue Plastic and Plumbing System Components (NOT USED)

19 PART 2 PRODUCTS 2.01 MANUFACTURER(S) (NOT USED) 2.02 MATERIALS A. Pipe 12-inch or less in diameter to be in accordance with the requirements of ASTM D1784 and AWWA C900 for Polyvinyl Chloride (PVC) Pressure Pipe; and ASTM F1483 and AWWA C909 for Molecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe. B. Pipe greater than 12-inch diameter to be in accordance with ASTM D1784 and AWWA C905 for Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters 14-Inch through 36-Inch. C. Pipe 12-inch or less in diameter to be rated DR25 with CI outside diameter. D. Pipe greater than 12-inch to be rated DR14 with CI outside diameter. E. Elastomeric gaskets to be in accordance with the requirements of ASTM F477. The gasket to be the sole element depended upon to make the joint flexible and watertight. The gasket to be a continuous elastomeric ring. F. Lubricant to be in accordance with the requirements of AWWA C900, C909 or C905 and pipe manufacturer s recommendations. Lubricant to be suitable for lubricating the parts of the joints in the assembly. The lubricant is not to have any deteriorating effects on the gasket and pipe materials (NOT USED) PART 3 EXECUTION (NOT USED) 3.03 ERECTION/INSTALLATION/APPLICATION AND/OR CONSTRUCTION A. Trenching and subsequent backfill operations to be per applicable Specification Section and/or as shown on PLANS. Avoid contact between pipe and compaction equipment. Compaction of haunching, initial backfill, and backfill material to be done in a manner that compaction equipment is not used directly above pipe until sufficient backfill has been placed to ensure that equipment will have no damaging effect on pipe. B. Joining: Use elastomeric gasket joints, per ASTM F477, providing a watertight seal. Assembly of joints to be per manufacturer s recommendations. C. Thrust Blocking: CONTRACTOR is responsible for design of thrust blocking and/or collar

20 3.04 REPAIR/RESTORATION Any damage to pipe or over-excavation which is caused by the CONTRACTOR s activities to be repaired or replaced at no additional cost to the Department FIELD QUALITY CONTROL A. Hydrostatic Testing: On completion of the installation of the pipeline or in segments as directed by the ENGINEER, hydrostatic testing is to be completed as specified. B. Disinfection: Disinfection of the installed pipeline and subsequent water quality testing to be as specified (NOT USED) 3.11 MEASUREMENT AND PAYMENT A. Unless otherwise indicated, no separate payment for work performed under this Section if noted as such on the PLANS. Include cost of same in Contract price bid for work of which this is a component part. B. When indicated in the BID documents, measure by linear foot from center line of fitting to center line of fitting, exclusive of pipe installed in tunnel construction, special structures, or other special sections, along pipe of size and type installed. If depth of cut is shown on the Contract Bid Item, measure depth at intervals not to exceed 50 feet and at breaks in profile of natural ground from flow line of pipe to natural ground surface over center of pipe. If depth of cut is not shown on Contract Bid Item, no consideration will be made for depth at which pipe is installed. 1. Payment: Pay for pressure pipelines furnished, installed, disinfected, tested, and measured as stated, at Contract unit price bid for size and type (and depth, if shown on Contract Bid Item) measured. END OF SECTION SECTION POLYVINYL CHLORIDE (PVC) SEWER PIPE AND FITTINGS PART 1 - GENERAL 1.01 SUMMARY This Section includes the furnishing, installation of polyvinyl chloride (PVC) sewer pipe and connecting fittings

21 1.02 RELATED REQUIREMENTS A. Related work as called for on the PLANS or as specified in this or other TECHNICAL SPECIFICAITONS. B. Trenching and the subsequent backfilling operations including the pipe zone area to be in accordance with the applicable Specification Sections and/or as shown on PLANS REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) ASTM D2321 ASTM D3034 ASTM D3212 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings Standard Specification for Joints for Drain and Sewer Plastic Pipes using Flexible Elastomeric Seals (NOT USED) PART 2 - PRODUCTS 2.01 MANUFACTURER(S) (NOT USED) 2.02 MATERIALS A. Sewer pipe and fittings to be in accordance with the requirements of ASTM D3034. SDR Type to be shown on PLANS. B. Gaskets to be in accordance with the requirements of ASTM D3212. The gasket to be the sole element depended upon to make the joint flexible and watertight. The gasket to be a continuous elastomeric ring. C. Lubricant to be in accordance with the requirements of ASTM D3212. Lubricant to be suitable for lubricating the parts of the joints in the assembly. The lubricant to not have any deteriorating effects on the gasket and pipe materials (NOT USED)

22 PART 3 - EXECUTION (NOT USED) 3.03 ERECTION/INSTALLATION/APPLICATION AND/OR CONSTRUCTION A. Trenching and subsequent backfill operations excluding backfill in the pipe zone, to be per applicable Specification Section(s) and/or as shown on PLANS. B. Backfill in Pipe Zone: Backfill pipe and fittings in accordance with ASTM D2321 except as otherwise shown on PLANS. Note: Initial backfill over pipe to be 12 inches in all cases. Class or embedment (aggregate and sand) materials to be as shown on PLANS for PVC sewer pipe installations. Avoid contact between pipe and compaction equipment. Compaction of haunching, initial backfill, and backfill material to be done in a manner that compaction equipment is not used directly above pipe until sufficient backfill has been placed to ensure that equipment will have no damaging effect on pipe. C. Joining: Use elastomeric gasket joints, per ASTM D3212, providing a watertight seal. Assembly of joints to be per manufacturer's recommendations. D. Connections to Manholes and Other Rigid Structures: Manhole couplings corresponding to size of sewer pipe to be cast directly into a rigid structure such as manhole or manhole base REPAIR/RESTORATION Any repair or over excavation not authorized by the ENGINEER and which is caused by the CONTRACTOR s activities to be repaired or replaced at no additional cost to the Department FIELD QUALITY CONTROL Testing: To be in accordance with PLANS and with Specification Section 02687, Testing of Installed Piping Systems (NOT USED) 3.11 MEASUREMENT AND PAYMENT A. Unless otherwise indicated, no separate measurement or payment for work performed under this Section. Include cost of same in Contract price bid for work of which this is a component part

23 B. When indicated in the BID documents, measure by linear foot from center of manhole to center of manhole, exclusive of pipe installed in tunnel construction, special structures, or other special sections, along pipe of size and at depth installed. Measure depth at manholes, at intervals not to exceed 50 feet between manholes, and at breaks in the profile of natural ground from flow line of pipe to natural ground surface over center of pipe. 1. Payment: Pay for gravity pipelines, furnished, installed, tested, and measured as stated, at Contract unit price bid for size and depth measured. END OF SECTION

24 SECTION DISINFECTION OF WATER LINES PART 1 GENERAL 1.01 SUMMARY This Section includes the disinfection of newly installed water lines on the initial filling of pipe prior to being placed into service. This Section also includes the disinfection of connections to existing service lines. Water for disinfection to be provided by the CONTRACTOR unless otherwise shown on PLANS RELATED REQUIREMENTS (NOT USED) 1.03 REFERENCES The Publications listed below form a part of this Specification to the extent referenced. The publications are referred to in the text by basic designation only. AMERICAN WATER WORKS ASSOCIATION (AWWA) AWWA C Standard for Disinfecting Water Mains TEXAS COMMISSION ON ENVIRONMENTAL QUALITY (TCEQ) ENVIRONMENTAL QUALITY CHAPTER 290 WATER HYGENE Sub-chapter F Drinking Water Standards Governing Drinking Water Quality and Reporting Requirements for Public Water Supply Systems Latest Edition thereto (NOT USED) 1.06 SUBMITTALS A. Submit sample and test requirements and include the information as further described under paragraph 3.05 Field Quality Control of this Specification Section. B. Submit Testing Procedures/Plans as indicated in Appendix A, Chlorine Residual Testing of AWWA C651. C. Submit Disposal of Heavily Chlorinated Water Procedures as indicated in Appendix B of AWWA C (NOT USED) PART 2 PRODUCTS 2.01 MANUFACTURER(S) (NOT USED)

25 2.02 MATERIALS AND/OR EQUIPMENT Chlorination agents to be in accordance with AWWA C (NOT USED) PART 3 EXECUTION (NOT USED) 3.03 ERECTION/INSTALLATION/APPLICATION AND/OR CONSTRUCTION A. Disinfecting procedures to be in accordance with the requirements of AWWA C651 and as specified hereinafter. Minimal chlorine dosage to be 50 mg/l. B. Furnish pump, pipe connections, and necessary apparatus, gauges, and meters. Furnish necessary labor, assistance, and chlorinating agent for disinfection. Prevent admission of contaminated water to previously disinfected lines. If contaminated water is admitted to previously disinfected lines, disinfect those lines at no additional cost to Department. C. Application of chlorine to be in accordance with AWWA C651 Table 4 for the size pipe indicated REPAIR/RESTORATION (NOT USED) 3.05 FIELD QUALITY CONTROL A. Samples are to be taken in accordance with AWWA C651. B. Bacterial analysis and other specific test requirements are to be in accordance with TCEQ Chapter 290 and submitted for final analysis and approval. The ENGINEER is to be present during water purge for the samples required. C. Acceptance and placement in service will be based on the approved results returned from the TCEQ. If additional tests are required to comply with TCEQ Chapter 290, procedure is to be completed in accordance with paragraph Additional testing is to be completed at no additional cost to the Depaertment (NOT USED) 3.11 MEASUREMENT AND PAYMENT No separate measurement or payment for work performed under this Section. Include cost of same in Contract unit price for other items of which this work is a component. END OF SECTION

26 SECTION TESTING OF INSTALLED PIPING SYSTEMS 1.01 DESCRIPTION PART 1 - GENERAL A. Scope: Furnish all labor, materials, tools, and equipment, and perform all operations in connection with testing of installed piping systems and appurtenances. B. PLANS show pipe sizes, arrangements, working pressures, and test pressures. When PLANS lack such information, minimum test pressures specified in Attachment B herein to be used. C. Related Work: Piping materials and installation requirement as called for on PLANS or specified elsewhere in this or other TECHNICAL SPECIFICATIONS Sections. PART 2 - PRODUCTS (NOT USED) 3.01 GENERAL PART 3 - EXECUTION A. All testing to be conducted in the presence of ENGINEER and/or local reviewing authority. A minimum of 24 hours notice is required prior to commencing tests. Length of piping and sections included in tests to meet with approval of ENGINEER. B. Water for Testing 1. Except for potable water lines, non-potable water may be used for testing. 2. CONTRACTOR is responsible for conveying and ultimate disposal of water used for testing. 3. If potable water is used for testing CONTRACTOR is responsible for metering. 4. Water required to fill new mains for hydrostatic pressure testing, disinfection, and flushing may be supplied through a temporary connection between the distribution system and the new main, with the ENGINEER s approval. The temporary connection is to include an appropriate cross-connection control device. 5. All costs associated with re-testing to be borne by CONTRACTOR. C. Furnish all taps, fittings, blind flanges, bulkheads, bracing systems, plugs, and other devices for use in filling, flushing, and testing

27 D. Piping installed behind walls, under pavement, or under structures to be tested prior to construction of same. E. Thrust Blocks: No testing is to be performed until the installation of all thrust blocking has been completed and given sufficient time to cure. Testing is not to begin until a minimum of 36 hours has elapsed since the last thrust block has been poured when utilizing high, early strength concrete for thrust blocking. A minimum of 7 days of thrust block curing is required when utilizing standard concrete. F. Pipes to be free of dirt, sand, gravel, or other foreign material prior to testing. G. Protect all valves and appurtenances, in or attached to piping system, from damage due to testing procedures. Any damage resulting from testing procedures to be repaired, and all costs to be borne by CONTRACTOR. H. When testing absorbent pipe materials, such as concrete, fill the system with water and allow to stand for 24 hours prior to conducting test. Air testing is not to be used with these materials. I. All fittings, hydrants, and appurtenances to be properly braced and harnessed before the testing commences. Thrust restraining devices which are part of the piping system to be tested at the test pressure. J. Plug pipe outlets with test plugs, blind flanges or bulkheads. Brace valves, fittings, and plugs securely to prevent blowouts. K. Furnish adequate venting facilities in system to allow air to escape when filling system for hydrostatic testing. L. Pressurizing equipment to include a regulator set to avoid over-pressurization of test lines. M. CONTRACTOR is solely responsible for implementing and adhering to recognized safety procedures to prevent injury to personnel and/or damage to property. N. For underground lines, backfill to a sufficient depth of cover prior to testing to prevent shifting of the pipe due to pressure. O. CONTRACTOR to determine groundwater level by installing groundwater gauges in manholes prior to conducting low pressure air tests or testing underground pipes for infiltration and/or exfiltration. Gauges to consist of a rigid section of minimum 1/2-inch diameter pipe, capped and inserted horizontally in manhole wall as near as possible to top of sewer, sealed so as to be watertight

28 Immediately prior to performance of test, groundwater back pressure to be determined by removing pipe cap, blowing air through pipe into ground to clean pipe, then connecting a clear plastic tube to pipe. Clear plastic tube to be held vertically and measurement of height (in feet) of water over invert of pipe to be taken after water has stopped rising. Upon completion of air test, remove groundwater gauge from wall of manhole and permanently close opening with a nonshrinking, noncorrosive grout. P. Test pressure is not to exceed rated pressure of valves installed in line HYDROSTATIC TESTING A. Test Pressure: Unless otherwise specified in the test schedule herein or the piping schedule on the PLANS, the following pressure restrictions to apply: 1. Test Pressure a. 150% of the working pressure at the point of testing; or b. 125% of the working pressure at the highest point along the test section. c. In the event of a conflict between a. and b. above, the greater value is to apply. 2. For surcharged piping systems, working pressure is defined as the difference in elevation between the lowest point in the piping system and the maximum water surface elevation in the hydraulic structure immediately upstream of the piping system. 3. Test pressure is not to vary by more than plus or minus 5 psi. B. Duration of Pressure Test: Exposed joints to be tested for not less than 2 hours with no allowable leakage. Covered joints to be tested for a minimum of 6 hours. If leakage at the end of the 6-hour period exceeds the allowable by less than 25%, test to continue for not less than 18 additional hours. For test durations greater than 2 hours, furnish a calibrated pressure recorder to record pressure during test. Reference Paragraph 3.09 for allowable leakage. C. Pressurization: Each valved section of pipe to be filled with water slowly and the specified test pressure, based on the elevation of the highest point of the line or section under test and corrected to the elevation of the test gauge, to be applied by means of a pump connected to the pipe. Furnish pump, pipe connections, and necessary apparatus, gauge, volumetric measuring device and meters. Furnish necessary labor and assistance for conducting test, all subject to approval by ENGINEER. D. Air Removal: Before applying the specified test pressure, air to be expelled completely from the pipe, valves, and hydrants. If permanent air vents are not located at all high points, CONTRACTOR to install corporation cocks at such points so that the air can be expelled as the line is filled with water. After all the air has been expelled, the corporation cocks to be closed and the test pressure applied. At the conclusion of the pressure test, the corporation cocks to be removed and plugged, or left in place at the discretion of the ENGINEER