Agenda — Richmond City Council, July 7, 2026 (part 7 of 20)

HANDLING, TRANSPORTING AND PLACING
A. Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI 301 and the requirements of this Section. No aluminum materials shall be used in conveying any concrete.

B. Concrete shall be conveyed from the mixer to place of deposit by methods that prevent separation or loss of material.

C. No concrete shall be placed when the ambient temperature exceeds one hundred five degrees Fahrenheit (105°F).

CONSOLIDATION
As concrete is placed in the forms or in excavations, it shall be thoroughly settled, tamped and compacted, throughout the entire depth, into a dense, homogeneous mass, filling all corners and angles, thoroughly embedding the reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the exposed surface of concrete during placement using mechanical vibrators. Vibrators shall be high speed power vibrators (8,000 to 10,000 rpm).

FINISHING CONCRETE SURFACES
A. Finished surfaces shall be free from fins, bulges, ridges, offsets, honeycombing, or roughness of any kind, and shall present a finished, smooth, continuous hard surface, and shall be plumb, level or conform to the design alignment, profiles, and dimensions shown on the plans.

B. No treatment is required after form removal except for curing, repair of defective concrete, and treatment of surface defects.

C. Surface holes larger than two (2) inch in diameter or deeper than three (3) inch are defined as surface defects in basins and exposed walls.

CURING
A. All concrete shall be cured for no less than seven (7) days after placing, in accordance with the methods 1076
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indicated below:

Surface to be Cured Method
Unstripped forms 1
Encasement concrete, thrust blocks, manhole bases and top blocks 2 All other concrete surfaces 3
B. Method 1: Outside of wooden forms shall be wetted immediately after concrete has been placed and shall be kept wet with water until removal. If steel forms are used the exposed concrete surfaces shall be kept continuously wet until the forms are removed. If forms are removed within seven (7) days of placing the concrete, curing shall be continued in accordance with Method 3.

C. Method 2: The surface shall be covered with moist earth for no less than four (4) hours or more than twenty-four (24) hours after the concrete is placed. Earthwork operations that may damage the concrete shall not begin until at least seven (7) days after placement of concrete. Stacking of manhole components on cast-in-place bases shall not commence until the next working business day after the base has been placed.

D. Method 3: The surface shall be sprayed with a liquid curing compound applied in accordance with the manufacturer’s printed instructions. Curing compound shall be applied as soon as the concrete has hardened enough to prevent marring on unformed surfaces and within one (1) hour after removal of forms.

Repairs to formed surfaces shall be made within the one (1) hour period.

TREATMENT OF SURFACE DEFECTS
All repairs shall be built up and shaped in such a manner that the completed work will conform to the requirements of this section, using approved methods which will not disturb the bond, cause sagging or cause horizontal fractures. Surfaces of said repairs shall receive the same kind and amount of curing treatment as required for the concrete in the repaired section.

CARE AND REPAIR OF CONCRETE
The Contractor shall protect all concrete against injury or damage from excessive heat, lack of moisture, overstress or any other cause until final acceptance by City of Richmond.

Particular care shall be taken to prevent the drying of concrete and to avoid roughening or otherwise damaging the surface. Any concrete found to be damaged, or which may have been originally defective, or which becomes defective at any time prior to the final acceptance of the completed work, or which departs from the established line or grade, or which, for any other reason, does not conform to the requirements of the plans, shall be satisfactorily removed and replaced with acceptable concrete. 4-1.23 CONTROLLED LOW-STRENGTH MATERIAL (CLSM)

GENERAL

THE REQUIREMENTS
The Contractor shall furnish all materials for Controlled Low Strength Material (CLSM) in accordance with the provisions of this Section.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.07 - Excavation, Bedding and Backfill
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B. Section 4-1.25 - Grout

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM C 33 Specification for Concrete Aggregates
ASTM C 39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens ASTM C94 Specifications for Ready-mixed Concrete
ASTM C 150 Specification for Portland Cement
ASTM C 260 Specification for Air-Entraining Admixtures for Concrete ASTM C 494 Specification for Chemical Admixtures for Concrete ASTM C 618 Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Filler in Portland Cement Concrete

CONTRACTOR SUBMITTALS
When the Contractor proposes to use a mix design not listed in the City of Richmond Approved Materials List, the proposed mix design including the proportions and gradations of all materials proposed shall be submitted to City of Richmond and shall receive favorable review prior to use. Mix designs shall be tested by an independent testing laboratory for properties specified in this Section, and the results shall be submitted with the proposed CLSM mix designs.

QUALITY ASSURANCE
City of Richmond Inspectors will take samples of CLSM from time to time to ensure compliance with the requirements of this Section.

PRODUCTS

MATERIALS
A. CLSM shall be a mixture of cement (one (1) sack per cubic yard minimum; two (2) sacks per cubic yard maximum), pozzolan, fly ash, coarse and fine aggregate, admixtures, and water batched by a ready mix concrete plant and delivered to the work by means of standard transit mixing trucks. The mixture shall produce a material which may be excavated by hand. The minimum twenty-eight (28) day compressive strength shall be fifty (50) psi and the maximum twenty-eight (28) day compressive strength shall be no greater than one hundred fifty (150) psi in accordance with ASTM C 39.

B. Cement shall be Type II in accordance with the requirements of ASTM C 150.

C. Pozzolan and/or fly ash may be added to improve the flowability and shall be Type F in accordance with the requirements of ASTM C 618.

D. Coarse aggregate shall consist of a well-graded mixture of crushed rock, or sand with a maximum size aggregate of three-eighth (3/8) inch. One hundred percent (100%) shall pass the one-half (1/2) inch sieve.

Not more than thirty percent (30%) shall be retained by the three-eighth (3/8) inch sieve and not more than twelve percent (12%) shall pass the number two hundred (200) sieve. All material shall be free from organic matter and meet the requirements of ASTM C 33.

E. Clean potable or recycled water free from objectionable quantities of silty organic matter, alkali salts and other impurities shall be used.

ADMIXTURES
A. An air entraining admixture may be added to improve the workability and shall be in accordance with the requirements of ASTM C 260. The entrained air content shall be a minimum of eight percent (8%) and a maximum of twenty percent (20%) as required by the Contractor to meet the uses specified herein. 1078
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B. A water reducing agent may be added in accordance with the requirements of ASTM C 494 to improve workability.

EXECUTION

GENERAL
Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.

PREPARING FOR PLACEMENT
The subgrade and compacted fill and/or trench to receive CLSM shall be complete and acceptable in accordance with Section 4-1.07 – Excavation, Bedding and Backfill.

MIXING AND DELIVERING
CLSM shall be batched by a ready mix batching plant acceptable to City of Richmond, and shall be delivered in standard transit mix trucks.

PLACEMENT
A. Use of CLSM in the pipe zone may cause flotation or displacement of the pipe during installation of the CLSM. The Contractor shall take necessary precautions to prevent flotation and ensure that the pipe is installed according to the alignment and grade shown on the plans.

B. CLSM shall be placed by means of tailgate discharge, conveyor belts, concrete pumps, or other means acceptable to City of Richmond.

C. A vibrator may be used to ensure that all voids, crevices, and pockets are filled with CLSM. Care shall be taken to avoid over-consolidation of the material separating the large and fine aggregate.

D. Where new CLSM must be placed against existing CLSM, the placement shall be clean of all loose and foreign material. The surface of existing CLSM shall be soaked a minimum of one (1) hour before placement of fresh CLSM. No standing water will be allowed before starting placement of fresh CLSM.

E. When placing CLSM for trench dams, the Contractor shall ensure that no voids exist around the pipe barrel and that the CLSM completely fills the trench width, including keyways, for the full depth required, as shown.

F. When using CLSM as abandonment grout, the Contractor shall contain CLSM in sewer pipelines and structures to be abandoned using bulkheads.

FINISHING CLSM
The finished surface of CLSM shall be smooth and to the grade shown on the plans or as directed by City of Richmond.

PROTECTION
CLSM shall be protected from running water, rain, freezing, or other conditions that could damage the material until cure is complete.

TRENCH BACKFILL
No equipment, traffic, or backfill shall be allowed on the CLSM until the surface of the CLSM is able to withstand a twenty (20) psi load without displacement or damage. If necessary, the Contractor shall provide steel trench 1079
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plates that span the trench, as specified in Section 4-1.07 – Excavation, Bedding and Backfill, until the CLSM has reached the required strength.
4-1.24 PRECAST CONCRETE BOXES AND VAULTS

GENERAL

THE REQUIREMENT
The Contractor shall furnish and install precast boxes and vaults as shown on the plans, including appurtenances necessary for a complete installation.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.22 - Cast-in-Place Concrete
B. Section 4-1.25 - Grout

CONTRACTOR SUBMITTALS
The Contractor shall submit shop drawings for all precast concrete items not included in the City of Richmond Approved Materials List. Submitted drawings shall show all dimensions, location and type of embedded items, lifting inserts, and details of reinforcement and joints.

QUALITY ASSURANCE
A. Tests on component materials and for compressive strength of concrete will be performed as specified herein.

B. Test methods and criteria for evaluation and acceptance of concrete shall be as specified in Section 4-1.22 – Cast-In-Place Concrete.

PRODUCTS

MANUFACTURED ITEMS
A. Precast boxes and vaults shall be as listed in the City of Richmond Approved Materials List, or approved equals.

B. Concrete used for manufactured vaults shall have a minimum twenty-eight (28) day compressive strength of three thousand (3,000) psi.

C. Boxes or vaults to be installed in areas subject to vehicular traffic shall be designed for HS-20 loads.

PREFORMED JOINT SEALANT
Preformed joint sealant shall be as listed in the City of Richmond Approved Materials List, or approved equal.

NON-SHRINK GROUT
Non-shrink grout shall be as specified in Section 4-1.25 - Grout. 1080
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EXECUTION

INSTALLATION
A. All precast items shall be installed in accordance with the manufacturer's recommendations. All joints shall be sealed by the use of preformed sealant so as to be watertight. All precast boxes and vaults shall be set on a minimum foundation of six (6) inches of Type I Bedding Material compacted to ninety-five percent (95%) relative compaction.

B. Connections to precast boxes and vaults shall be made by one of the following:

1. Casting sections of pipe into the item.

2. Core drilling or casting pipe chases into the items. Where core drilled holes or cast-in pipe chases are used; the annular space between the core-drilled hole or chase and the connecting pipe shall be filled with non-shrink grout or sealed using an approved resilient connector, skirt or reducing coupling, unless otherwise specified on the plans. All such connections shall be watertight. 4-1.25 GROUT

GENERAL

THE REQUIREMENT
A. The Contractor shall furnish grout and shall form, mix, place, cure, repair, finish and do all other work as required to produce finished grout in accordance with the provisions of this Section.

B. The following types of grout are covered in this Section:

1. Non-Shrink Grout: shall be used wherever grout is shown on the plans or required by these Specifications, unless another type is specifically referenced.

2. Epoxy Grout

3. Grout for Topping and Concrete Fill

4. Abandonment Grout

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.22 - Cast-in-Place Concrete
B. Section 4-1.23 - Controlled Low-Strength Material (CLSM)

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM C 109 Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in or 50- mm Cube Specimens)
ASTM C 579 Test Methods for Compressive Strength of Chemical-Resistant Mortars, Grouts, Monolithic Surfacing, and Polymer Concretes
ASTM C 827 Standard Test Method for Change in Height at Early Ages of Cylindrical Specimens of Cementitious Mixtures
ASTM C1107 Standard Specification for Packaged dry, Hydraulic Cement Grout (Non-shrink) 1081
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CONTRACTOR SUBMITTALS
City of Richmond may require that the Contractor submit certified test results verifying that grout meets the compressive strength, shrinkage, and expansion requirements specified herein; and manufacturer's literature containing instructions and recommendations on the mixing, handling, placement and appropriate uses for each type of grout used in the work.

QUALITY ASSURANCE
A. Field Tests:

Compression test specimens may be taken by the Inspector at any time during construction to ensure continued compliance with these Specifications. The specimens will be made by the Inspector.

1. Compression tests and fabrication of specimens for non-shrink grout will be performed as specified in ASTM C 109.

2. Compression tests and fabrication of specimens for epoxy grout will be performed as specified in ASTM C 579, Method B.

PRODUCTS

CEMENT GROUT
A. Cement grout shall be composed of one (1) part cement, three (3) parts sand, and the minimum amount of water necessary to obtain the desired consistency. Where needed to match the color of adjacent concrete, white Portland cement shall be blended with regular cement as needed. The minimum required compressive strength at twenty-eight (28) days shall be four thousand (4,000) psi.

B. Component materials for cement grout materials shall be as specified in Section 4-1.22 – Cast-in-Place Concrete.

PREPACKAGED GROUTS
A. Non-Shrink Grout:

1. Non-shrink grout shall be inorganic, non-gas liberating, nonmetallic, cement-based grout requiring only the addition of water. Manufacturer's instructions shall be printed on each bag or other container in which the materials are packaged. The specific formulation for each class of non-shrink grout shall be as recommended by the manufacturer for the particular application.

2. Non-shrink grouts shall have a minimum twenty eight (28) day compressive strength of five thousand (5,000) psi; shall have no shrinkage (0.0%) and a maximum of four percent (4%) expansion in the plastic state when tested in accordance with ASTM C 827; and shall have no shrinkage (0.0%) and a maximum of point two percent (0.2%) expansion in the hardened state when tested in accordance with ASTM C1107.

3. Non-shrink grout shall be used for the repair of all holes and defects in concrete members which are water bearing or in contact with soil or other fill material, grouting under all equipment base plates, and at all locations where grout is specified in the plans; except for those applications where epoxy grout, grout for topping and concrete fill, and abandonment grout is specified herein.

B. Epoxy Grout:

1. Epoxy grout shall be a pourable, non-shrink, one hundred percent (100%) solids system. The epoxy grout system shall have three (3) components: resin, hardener, and specially blended aggregate, all pre-measured and prepackaged. The resin component shall not contain any non-reactive diluents.

Resins containing butyl glycidyl ether (BGE) or other highly volatile and hazardous reactive diluents are not acceptable. Variation of component ratios is not permitted unless specifically recommended by the manufacturer. Manufacturer's instructions shall be printed on each container in which the materials are packaged.

2. The chemical formulation of the epoxy grout shall be that recommended by the manufacturer for the particular application.
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3. The mixed epoxy grout system shall have a minimum working life of forty- five (45) minutes at seventy-five degrees Fahrenheit (75°F).

4. The epoxy grout shall develop a compressive strength of five thousand (5,000) psi in twenty four (24) hours and ten thousand (10,000) psi in seven (7) days when tested in accordance with ASTM C 579, Method B. There shall be no shrinkage (0.0%) and a maximum four percent (4%) expansion when tested in accordance with ASTM C 827.

GROUT FOR TOPPING AND CONCRETE FILL
A. Grout for topping of slabs and building up surfaces of tank, channel and basin bottoms shall be composed of cement, fine aggregate, coarse aggregate, water, and admixtures proportioned and mixed as specified herein. All component materials and procedures specified for concrete in Section 4-1.22 - Cast-in¬Place Concrete, shall apply except as noted otherwise herein.

B. Topping grout and concrete fill shall contain a minimum of six (6) sacks (564 pounds) of cement per cubic yard with a maximum water-cement ratio of 0.45.

C. Coarse aggregate shall be graded as follows:

U.S. Standard Sieve Size Percent by Weight Passing
1/2" 100
3/8" 90-100
No. 4 20-55
No. 8 5-30
No. 16 0-10
No. 30 0
D. Final mix design shall be as determined by trial mix design under supervision of an approved testing laboratory.

E. Strength: Minimum compressive strength of topping grout and concrete fill at the end of twenty-eight (28) days shall be three thousand (3,000) psi.

ABANDONMENT GROUT
Refer to Section 4-1.23 - Controlled Low-Strength Material (CLSM) for abandonment grout requirements.

CURING MATERIALS
Curing materials shall be as specified in Section 4-1.22 - Cast-in-Place Concrete for cement grout and as recommended by the manufacturer of prepackaged grouts.

CONSISTENCY
A. The consistency of grouts shall be that necessary to completely fill the space to be grouted for the particular application. Dry pack consistency shall be such that the grout is plastic and moldable but will not flow. Where dry pack is called for on the plans, it shall mean a grout of that consistency; the type of grout to be used shall be as specified herein for the particular application.

B. The slump of grout for topping and concrete fill shall be adjusted to match placement and finishing conditions but shall not exceed four (4) inches.

MEASUREMENT OF INGREDIENTS
A. Measurements for cement grout shall be made accurately by volume using containers. Shovel measurement shall not be allowed.
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B. Prepackaged grouts shall have ingredients measured by means recommended by the manufacturer.

EXECUTION

GENERAL
A. All surface preparation, curing, and protection of cement grout shall be as specified in Section 4-1.22 - Cast-in-Place Concrete. The finish of the grout surface shall match that of the adjacent concrete.

B. Base concrete shall have attained its design strength before grout is placed, unless otherwise authorized by City of Richmond.

C. Grout at the consistency necessary for the particular application shall be placed in such a manner so as to completely fill the space to be grouted.

D. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.

GROUTING PROCEDURES
A. Prepackaged Grouts: All mixing, surface preparation, handling, placing, consolidation, curing, and other means of execution for prepackaged grouts shall be done according to the instructions and recommendations of the manufacturer.

B. Grout for topping or concrete fill:

1. All finish work shall be completed prior to placement of topping or concrete fill. The base slab shall be given a roughened textured surface by sandblasting or hydroblasting, exposing the aggregates, to ensure bonding to the base slab.

2. The minimum thickness of grout topping and concrete fill shall be one (1) inch. Where the finished surface of concrete fill is to form an intersecting angle of less than forty-five degrees (45°) with the concrete surface it is to be placed against, a key shall be formed in the concrete surface at the intersection point. The key shall be a minimum of three (3) inches wide by one (1) inch deep.

3. The base slab shall be thoroughly cleaned and wetted prior to placing topping and fill. No topping concrete shall be placed until the slab is free from standing pools or ponds of water. A thin coat of Type II cement shall be broomed into the surface of the slab just before topping of fill placement. The topping and fill shall be compacted by rolling or tamping, brought to established grade, and floated.

4. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement.

5. The surface shall be tested with a straight edge to detect high and low spots which shall be immediately eliminated. When the topping and fill has hardened sufficiently, it shall be steel troweled to a smooth surface free from pinholes and other imperfections. An approved type of mechanical trowel may be used as an assist in this operation, but the last pass over the surface shall be by handtroweling. During finishing, no water, dry cement or mixture of dry cement and sand shall be applied to the surface.

C. Abandonment Grout

1. Placing of Material
a) Batching, mixing, and placing may be started if the weather conditions are favorable and when the air temperature is thirty four degrees Fahrenheit (34°F) and rising. At the time of placement, the abandonment grout must have a temperature of at least forty degrees Fahrenheit (40°F).

Mixing and placing shall stop when the air temperature is thirty eight degrees Fahrenheit (38°F) or less and falling.
b) The Contractor shall contain abandonment grout in sewer pipelines and structures to be abandoned using bulkheads.
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4-1.26 MISCELLANEOUS METAL WORK

GENERAL

THE REQUIREMENT
The Contractor shall provide miscellaneous metalwork and appurtenances, complete, in accordance with the plans and these Specifications.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.27 - Protective Coating and Painting

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM A 36 Carbon Structural Steel
ASTM A 48 Specification for Gray Iron Castings
ASTM A 123 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products ASTM A 153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile ANSI/AWS D1.1 Structural Welding Code – Steel
AWS American Welding Society Standards

PRODUCTS

GENERAL
A. Standard: Structural steel shapes, plates, bars (excluding reinforcement steel covered in Section 4-1.22 - Cast-In-Place Concrete) shall conform to the requirements of ASTM A 36.

B. Corrosion Protection: Fabricated steel shall be coated in accordance with Section 4-1.27 - Protective Coating and Painting or shall be hot dip galvanized as indicated on the plans.

C. Stainless Steel: Unless otherwise indicated, stainless steel metalwork and bolts shall be of Type 316 stainless steel and shall not be galvanized.

BOLTS AND ANCHORS
A. Standard Service Bolts (Not Buried or Submerged): Bolts, anchor bolts and cap screws shall be in accordance with the requirements of ASTM A 307 Grade A or B, or threaded parts of ASTM A 36.

B. Length of Bolts: The length of all bolts shall be such that after joints are made up, each bolt shall extend through the entire nut, but in no case more than one-half (1/2) inch beyond the nut.

C. Adhesive Anchors: Unless otherwise indicated, all drilled, concrete or masonry anchors shall be adhesive anchors. No substitutions will be considered unless accompanied with ICBO report verifying strength and material equivalency.

1. Epoxy adhesive anchors are required for drilled anchors where exposed to weather, in submerged, wet, splash, overhead and corrosive conditions, and for anchoring handrails, pumps, mechanical equipment and reinforcing bars. Epoxy systems shall be per the Approved Materials List. Threaded rods shall be Type 316 stainless steel. Holes are to be clean and dry prior to the application of epoxy.

2. Unless otherwise shown, glass capsule, polyester resin adhesive anchors will be permitted in locations not specified above and shall be per the Approved Materials List. Threaded rod shall be galvanized steel.

D. Expanding-Type Anchors: Expanding-type anchors if indicated or permitted shall be steel expansion type 1085
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per the Approved Materials List. Lead caulking anchors will not be permitted. Size shall be as shown.

Non-embedded buried or submerged anchors shall be Type 316 stainless steel.

E. Lubricant: Non-seize lubricant shall be applied to the threads of all stainless steel bolts prior to installation.

CASTINGS
A. Steel castings shall contain no less than point six percent (0.6%) of manganese and not less than point two percent (0.2%) of silicon.

B. All castings shall be sound and free from shrinkage crack, blow holes and other defects. All fins and burnt sand shall be removed. Excessive porosity and spongy surfaces will constitute causes for rejection. City of Richmond shall be final judge as to whether the defects present are sufficient to cause rejection.

C. No welding or patching of defects in castings will be permitted unless authorized by the Inspector. Any such welding or patching done without the Inspector’s consent shall be cause for rejection.

D. All castings shall be true to the form and dimensions shown on the Standard Drawings. After inspection and prior to shipping, all machined surfaces shall be coated with a blue rust inhibitive lacquer, or other material which can be easily removed, unless otherwise specified.

E. Castings shall not be more than seven and one-half percent (7-1/2%) overweight.

CAST IRON FRAME AND COVERS
A. Castings for manhole frames and covers shall be non-rocking and shall conform to the requirements of ASTM A 48, Class 30. Cast iron covers and frames shall be heavy traffic type with a minimum weight and diameter as shown in the Drawings. Frame and cover shall be designed for H-20 traffic loading. Each item in a set of frames and covers shall be supplied by the same Manufacturer. The manhole covers shall have sealed pick holes.

B. Refer to SS-3 & SS-4 of the Standard Drawings for manhole cover requirements. Covers for public sewer manholes shall be marked "City of Richmond." Covers for manholes in private site collector systems shall be marked “Sanitary Sewer.”
C. The cover and its seat in the frame shall be machined so that the cover will sit evenly and firmly in the frame. Cast iron frames and covers shall be dipped or painted with asphalt.

FILLETS
A. Steel, gray iron, malleable iron and bronze castings shall be provided with continuous fillets in all inside angles. The radius of curvature of the exposed surface of a fillet shall define the size of the fillet.

B. The size of fillets shall not be less than one-half (1/2) of the thickness of the thinnest adjoined member nor less than one-half (1/2) inch.

MATCH MARKING
Connecting parts assembled in the shop for the purpose of alignment in the field shall be match marked.

EXECUTION

FABRICATION AND INSTALLATION REQUIREMENTS
Except as otherwise indicated, the fabrication and erection of structural steel shall conform to the requirements of the American Institute of Steel Construction "Manual of Steel Construction,” current edition.

WELDING
A. All welding shall be by the metal-arc method or gas-shielded arc method as described in the American Welding Society's (AWS) "Welding Handbook" as supplemented by other pertinent standards of the AWS. Qualification of welders shall be in accordance with the AWS Standards.

B. In assembly and during welding, the component parts shall be adequately clamped, supported and restrained to minimize distortion and for control of dimensions. Welded reinforcement shall be as indicated by the AWS Standards. Upon completion of welding, all weld splatter, flux, slag and burrs left by attachments shall be removed. Welds shall be repaired to produce a workmanlike appearance, with uniform weld contours and dimensions. All sharp corners of material which are to be painted or coated shall be ground to a minimum one-thirty second (1/32) inch chamfer.

C. Welding electrodes shall be uniformly and heavily coated (not washed) and shall be of such nature that the coating will not chip or peel while being used with the maximum amperage specified by the manufacturer.

GALVANIZING
All structural steel plates’ shapes, bars and fabricated assemblies to be galvanized shall be thoroughly cleaned of rust and scale, and galvanized in accordance with the requirements of ASTM A 123. Bolts, anchor bolts, nuts and similar threaded fasteners, after being properly cleaned, shall be galvanized in accordance with the requirements of ASTM A 153. Field repairs to galvanizing shall be made using approved coating according to the Approved Materials List.

DRILLED ANCHORS
Drilled anchors and reinforcing bars shall be installed in strict accordance with the manufacturer's instructions.

Holes shall be roughened with a brush on a power drill, cleaned and dried. Expanding anchors if permitted shall not be installed until the concrete has reached the required twenty-eight (28) day compressive strength. Adhesive anchors shall not be loaded until the adhesive has reached its indicated strength in accordance with the manufacturer's instructions.

CUTTING WITH TORCH
A. The use of a cutting torch is permissible if the metal being cut is not carrying stress during the operation.

B. When cutting with a torch, cuts shall be true to line with a maximum deviation of one-eighth (1/8) inch.

All burned edges shall be finished by grinding or chipping.

C. The use of the cutting torch will be permitted on ends that form compression connections providing a minimum of one-quarter (1/4) inch of metal is left to be removed by machining. 4-1.27 PROTECTIVE COATING AND PAINTING

GENERAL

THE REQUIREMENT
A. The Contractor shall apply protective coatings, complete and in place, where indicated on the plans, or as directed by the Inspector, in accordance with the requirements of this Section.

B. The Contractor or its subcontractor who applies the protective coatings shall possess a valid license from the California Contractor’s State License Board as required for performance of the painting and coating 1087
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work.

CONTRACTOR SUBMITTALS
The Contractor shall submit the following information at least thirty (30) days prior to commencement of protective coating work:

A. Coating Materials List: Showing the manufacturer and the name of the product. The list shall be submitted prior to or at the time of submittal of samples.

B. Paint Manufacturer’s Information: For each coating system product to be used, the following data:

1. Paint manufacturer's data sheet, including statements on the suitability of the material for the intended use.

2. Technical and performance information that demonstrates compliance with the system performance and material requirements.

3. Paint manufacturer's instructions and recommendations on surface preparation and application.

4. Colors available for each product (where applicable). Color charts that identify each color the Contractor is proposing shall be submitted. City of Richmond will select the color to be used during the submittal process.

5. Compatibility of shop and field applied coatings (where applicable).

6. Material Safety Data Sheet for each product to be used.

C. Samples of all paint, finishes, and other coating materials shall be submitted on eight and one-half (8-1/2) inch by eleven (11) inch sheet metal. Each sheet shall be completely coated over its entire surface with one protective coating material, type, and color.

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

The following referenced surface preparation Specifications of the Steel Structures Painting Council shall form a part of this specification:

SSPC SP1 Solvent Cleaning: Removal of oil, grease, soil, salts, and other soluble contaminants by cleaning with solvent, vapor, alkali, emulsion or steam.

SSPC SP2 Hand Tool Cleaning: Removal of loose rust, loose mill scale, loose paint and other loose detrimental foreign matter, by hand chipping, scraping, sanding and wire brushing.

SSPC SP3 Power Tool Cleaning: Removal of loose rust, loose mill scale, loose paint and other loose detrimental foreign matter, by power tool chipping, descaling, sanding, wire brushing and grinding.

SSPC SP5 White Metal Blast Cleaning: Removal of all visible rust, oil, grease, soil, dust, mill scale, paint, oxides, corrosion products and foreign matter by blast cleaning.

SSPC SP6 Commercial Blast Cleaning: Removal of all visible oil, grease, soil, dust, mill scale, rust, paint, oxides, corrosion products, and other foreign matter, except that staining shall be limited to no more than thirtythree percent (33%) of each square inch of surface area.

SSPC SP7 Brush-Off Blast Cleaning: Removal of all visible oil, grease, soil, dust, loose mill scale, loose rust and loose paint.

SSPC SP10 Near-White Blast Cleaning: Removal of all visible oil, grease, soil, dust, mill scale, rust, paint, oxides, corrosion products and other foreign matter, except that staining shall be limited to no more than five percent (5%) of each square inch of surface area.

SSPC-SP13 Surface Preparation of Concrete, Abrasive Blast Cleaning Method: Removal of all visible oil, grease, soil, dust, mill scale, paint, oxides, corrosion products and foreign matter by blast cleaning.

QUALITY ASSURANCE
A. The Contractor shall prepare surfaces and apply coatings in strict accordance with the requirements and 1088
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intent of the Specifications. All materials furnished and all work accomplished shall be subject to inspection by City of Richmond. The Contractor shall provide access and allow for adequate time to perform all inspections.

B. Quality assurance procedures and practices shall be used to monitor all phases of surface preparation, application and inspection throughout the duration of the project. Procedures or practices not specifically defined herein may be used provided they meet recognized and acceptable professional standards and are approved by City of Richmond.

PRODUCTS

GENERAL
A. The Contractor shall use suitable coating materials as recommended by the manufacturer. Materials shall comply with Volatile Organic Compound (VOC) limits applicable at the site.

B. Coating materials shall be sealed in containers clearly labeled to indicate the designated name, formula or specification number, batch number, color, date of manufacture and name of manufacturer, all of which shall be plainly legible at the time of use.

COATING SYSTEMS FOR EXPOSED STEEL PIPE
A. Zinc/Epoxy/Polyurethane System: The zinc primer shall be an aromatic urethane that contains at least eighty-three percent (83%) of metallic zinc by weight in the dried film, and is recommended by the coating manufacturer as a primer for this system. The intermediate coat shall be a high-build two-component epoxy with a solids content of at least sixty-nine percent (69%) by volume. Finish coats shall be a two-component aliphatic acrylic or polyester polyurethane coating material that provides superior color and gloss retention, resistance to chemical fumes and severe weathering. Finish coat shall have a minimum solids content of seventy- three percent (73%) by volume.

1. Prime coat (minimum dry film thickness = 3 mils): Tnemec Series 90-97 Tneme-Zinc, Amercoat 68HS, Carbozinc 859, or equal.

3. Intermediate coat (minimum dry film thickness = 4 mils): Tnemec Series N69 Polyamidoamine Epoxy, Amerlock 400, Carboguard 890 or equal.

4. Finish coats (one or more, minimum dry film thickness = 3 mils): Tnemec Series 1075 Endurashield, Ameron Amershield, Carbothane 134 HG or equal.

5. Total system minimum dry film thickness = 10 mils.

6. Intermediate coat shall be applied in excess of four (4) mils minimum dry film thickness or in more than one (1) coat as necessary to completely cover the organic zinc primer and prevent application bubbling of the polyurethane finish coat.

7. More than one finish coat shall be applied as necessary to produce a finish with uniform color and texture. If the organic zinc primer is used as a pre-construction or shop applied primer, all damaged and uncoated areas shall be spot abrasive blasted and coated after construction using the indicated material.

EXECUTION

STORAGE, MIXING AND THINNING OF MATERIALS
A. Manufacturer's Recommendations: Unless otherwise indicated, the coating manufacturer's printed recommendations and instructions for thinning, mixing, handling, applying, and protecting its coating materials, for preparation of surfaces for coating and for all other procedures relative to coating shall be 1089
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strictly observed.

B. All protective coating materials shall be used within the manufacturer's recommended shelf life.

C. Storage and Mixing: Coating materials shall be stored under the conditions recommended by the Material Safety Data Sheets, and shall be thoroughly stirred, strained, and kept at a uniform consistency during application. Coatings of different manufacturers shall not be mixed together. It is required for the MSDS to be on the application site during use.

METAL SURFACE PREPARATION (UNGALVANIZED)
A. The minimum abrasive blasting surface preparation shall be as indicated in the coating manufacturer's printed recommendations for the intended service.

B. Workmanship for metal surface preparation shall be in conformance with the current SSPC Standards and this Section. Blast cleaned surfaces shall match the standard samples available from the National Association of Corrosion Engineers (NACE), NACE Standard TM-01-70 - Visual Standard for Surfaces of New Steel Airblast Cleaned with Sand Abrasive and TM-01-75 - Visual Standard for Surfaces of New Steel Centrifugally Blast Cleaned with Steel Grit.

C. All oil, grease, welding fluxes, and other surface contaminants shall be removed by solvent cleaning per SSPC SP1 - Solvent Cleaning prior to blast cleaning.

D. All sharp edges shall be rounded or chamfered and all burrs, surface defects and weld splatter shall be ground smooth prior to blast cleaning.

E. The type and size of abrasive shall be selected to produce a surface profile that meets the coating manufacturer's recommendation for the particular coating and service conditions. Abrasives for submerged and severe service coating systems shall be clean, hard, sharp cutting crushed slag. Automated blasting systems shall not be used for surfaces that will be in submerged service. Metal shot or grit shall not be used for surfaces that will be in submerged service, even if subsequent abrasive blasting is planned to be one with hard, sharp cutting crushed slag.

F. The abrasive shall not be reused unless an automated blasting system is used for surfaces that will be in non-submerged service. For automated blasting systems, clean oil-free abrasives shall be maintained. The abrasive mix shall include at least fifty percent (50%) grit.

G. The Contractor shall comply with the applicable federal, state and local air pollution control regulations for blast cleaning.

H. Compressed air for air blast cleaning shall be supplied at adequate pressure from well-maintained compressors equipped with oil and moisture separators that remove at least ninety-five percent (95%) of the contaminants.

I. Surfaces shall be cleaned of all dust and residual particles of the cleaning operation by dry air blast cleaning, vacuuming, or another approved method prior to painting.

J. Enclosed areas and other areas where dust settling is a problem shall be vacuum cleaned and wiped with a tack cloth.

K. Damaged or defective coating shall be removed by the blast cleaning to meet the clean surface requirements before recoating.

L. If the required abrasive blast cleaning will damage adjacent work, the area to be cleaned is less than one hundred (100) square feet, and the coated surface will not be submerged in service, then SSPC SP2 or SSPC SP3 is to be used.
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M. Shop applied coatings of unknown composition shall be completely removed before the indicated coatings are applied. Valves, castings, ductile or cast iron pipe, and fabricated pipe or equipment shall be examined for the presence of shop-applied temporary coatings. Temporary coatings shall be completely removed by solvent cleaning per SSPC SP1 before the abrasive blast cleaning work has been started.

N. Shop primed equipment shall be solvent cleaned in the field before finish coats are applied.

SURFACE PREPARATION FOR GALVANIZED FERROUS METAL
A. Unless noted otherwise, galvanized ferrous metal shall be alkaline cleaned per SSPC SP1 to remove oil, grease, and other contaminants detrimental to adhesion of the protective coating system to be used, followed by brush off blast cleaning per SSPC SP7.

B. Pretreatment coatings of surfaces shall be in accordance with the printed recommendations of the coating manufacturer.

SURFACE PREPARATION OF FERROUS SURFACES WITH EXISTING COATINGS A. General: All grease, oil, heavy chalk, dirt, or other contaminants shall be removed by solvent or detergent cleaning prior to abrasive blast cleaning. The generic type of the existing coatings shall be determined by laboratory testing.

B. The Contractor shall provide the degree of cleaning indicated in the coating system schedule for the entire surface to be coated. If the degree of cleaning is not indicated in the schedule, deteriorated coatings shall be removed by abrasive blast cleaning to SSPC SP6. Areas of tightly adhering coatings shall be cleaned to SSPC SP7, with the remaining thickness of existing coating not to exceed three (3) mils.

C. If coatings to be applied are not compatible with existing coatings, the Contractor shall apply intermediate coatings per the paint manufacturer's recommendation for the indicated coating system or shall completely remove the existing coating prior to abrasive blast cleaning. A small trial application shall be conducted for compatibility prior to painting large areas.

D. Coatings of unknown composition shall be completely removed prior to application of new coatings.

E. Where indicated or where site conditions do not permit dry abrasive blasting due to dust or air pollution considerations, water abrasive blasting or wet abrasive blasting may be used. In both methods, paintcompatible corrosion inhibitors shall be used, and coating application shall begin as soon as the surfaces are dry. Water abrasive blasting shall be done using high pressure water with sand injection. In both methods, the equipment used shall be commercially produced equipment with a successful service record.

Wet blasting methods shall not be used for submerged and severe service coating systems unless indicated.

PREPARATION FOR COATING
A. All surfaces to receive protective coatings shall be cleaned as indicated prior to application of coatings.

The Contractor shall examine all surfaces to be coated, and shall correct all surface defects before application of any coating material. All marred or abraded spots on shop-primed and on factory-finished surfaces shall receive touch-up restoration prior to any coating application. Surfaces to be coated shall be dry and free of visible dust.

B. Surfaces that are not to receive protective coatings shall be protected during surface preparation, cleaning, and coating operations.

C. All hardware, lighting fixtures, switch plates, machined surfaces, couplings, shafts, bearings, nameplates on machinery, and other surfaces not to be painted shall be removed, masked or otherwise protected. Drop cloths shall be provided to prevent coating materials from falling on or marring adjacent surfaces. The working parts of all mechanical and electrical equipment shall be protected from damage during surface 1091
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preparation and coating operations. Openings in motors shall be masked to prevent entry of coating or other materials.

D. Care shall be exercised not to damage adjacent work during blast cleaning operations. Spray painting shall be conducted under carefully controlled conditions. The Contractor shall be fully responsible for and shall promptly repair any and all damage to adjacent work or adjoining property occurring from blast cleaning or coating operations.

E. Cleaning and coating shall be coordinated so that dust and other contaminants from the cleaning process will not fall on wet, newly coated surfaces.

APPLICATION OF COATING
A. Coating shall be done in a workmanlike manner so as to produce an even film of uniform thickness.

Edges, corners, crevices, and joints shall receive special attention to insure thorough cleaning and adequate thickness of coating material. The finished surfaces shall be free from runs, drops, ridges, waves, laps, brush marks, and variations in color, texture, and finish. The finish coat application shall be so complete that the addition of another coat would not substantially change the color or texture of the finished work.

B. All damage to surfaces resulting from the work shall be cleaned, repaired, and refinished to its original condition.
4-1.28 INDIVIDUAL LOT PUMPING SYSTEMS

GENERAL

THE REQUIREMENT
A. Design and construction of private individual lot pumping systems shall be in conformance with applicable Cal/OSHA regulations, electrical, plumbing, and building codes, and the requirements of this Section.

B. Pumping systems for single residential units may be either simplex (single pump) or duplex (two pumps).

Systems to serve multiple residential units or nonresidential uses service shall be duplex systems (two pumps).

C. Flow Rates: Pumping systems shall produce a velocity in the pressure sewer (force main) of three (3) to five (5) feet per second when pumping against the non-surcharged head at sump Low Water Level (LWL).

1. Connection to House Plumbing
Systems connected to the house plumbing shall employ grinder pumps that discharge at a maximum flow rate of thirty (30) gallons per minute (gpm).

2. Connection to Side Sewer Systems connected to side sewers shall discharge at a maximum flow rate of fifty (50) gpm.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.07 - Excavation, Bedding and Backfill
B. Section 4-1.29 – Multiple-User Low Pressure Sewer Systems C. Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe
D. Section 4-1.35 - High-Density Polyethylene (HDPE) Pipe 1092
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CONTRACTOR SUBMITTALS
A. The Contractor shall submit a complete Individual Lot Pumping System Application including manufacturer’s Specifications for pumps, electrical controllers, sumps, and alarms to City of Richmond and receive favorable review prior to purchasing any pumping system components, or commencing construction work.

B. The Contractor shall submit a copy of the electrical permit signed off as approved by the local building code enforcement agency to the Inspector prior to startup testing of the pumping system.

QUALITY ASSURANCE
A. Leakage Test: After closing the isolation valve at the pump station, the pump discharge pressure sewer shall be filled with water and pressurized with compressed air to the required test pressure cited on the approved City of Richmond pump curve data sheet at its point of connection to the gravity sewer system (air-over-water). The pressure shall be allowed to stabilize for a period of five (5) minutes immediately preceding a ten (10) minute test period. To pass the test, there shall be no pressure drop during the test period.

B. Electrical Permit and Inspection: The Property Owner or the Contractor shall obtain an electrical construction permit for the electrical control and alarm work from the local building code enforcement agency, and shall show evidence of favorable inspection of the system prior to functional testing of the pumping system.

C. Functional Test: When the pumping system installation is complete and favorable inspection of the electrical work has been obtained, the Contractor shall call for functional testing of the system. The Contractor shall arrange for a supply of water for use in the functional testing. The Inspector will witness the Contractor’s operation of the system during the functional test, which shall include running through more than one (1) normal automatic pumping cycle; hand (manual) switching of pumps; alternation of pumps in duplex systems; activation, silencing and resetting of alarms (visual and audible); and activation of all other switches and system features.

PRODUCTS

GENERAL
All equipment and accessories shall be standard manufactured items and shall be specifically manufactured for sewage use by a company regularly engaged in the manufacture and assembly of pumping system components.

PUMPS
A. Pump systems not listed as “pre-approved” in the Approved Materials List are subject to review by City of Richmond. Such pumps shall be approved for residential sewage service by a Nationally Recognized Testing Entity (NRTE) such as Underwriters Laboratories (UL Listed) and/or CSA, and shall carry a certification label for this use, and shall be one of the types described below:

1. Submersible, centrifugal, non-clog pumps: Impeller shall be a non-clog type and shall be capable of passing a two (2) inch sphere. The pump discharge shall be at least two (2) inches in diameter.

2. Submersible, centrifugal or positive displacement grinder pumps: The grinder pump shall be constructed of long-lasting, low maintenance material that is capable of reducing all components in normal domestic sewage (including “foreign objects”, such as paper, wood, plastic, glass, rubber, etc.) to finely divided particles which will pass freely through the passages of the pump, force main, and fittings. The pump discharge shall match the manufacturer’s recommended discharge size, but shall be at least one and one-quarter (1-1/4) inches in diameter.

B. For duplex systems (two pumps), an alternator shall be provided to automatically alternate between the pumps on each operating cycle so that each pump is assured of near-equal operating time. For duplex systems, the High Water Alarm (HWA) shall be activated in the event that the lead (first) pump is unable 1093
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to maintain proper level and the lag (second) pump is called to run.

PUMP SUMPS
A. The pump sump shall include integral anti-flotation flanges, and shall be fabricated from one of the following materials:

1. Asphalt-coated steel (minimum three-sixteenth (3/16) inch plate), with interior and exterior surfaces protected with a minimum of 0.10-inch thick corrosion barrier acceptable to City of Richmond.

3. Filament wound fiberglass, minimum one-quarter (1/4) inch wall thickness with tank interior surface protected with a minimum of 0.10-inch thick, resin-rich corrosion barrier.

4. Reinforced concrete pipe or manhole barrel sections with a corrosion barrier of PVC “T-lock” or other material or coating acceptable to City of Richmond.

5. High density polyethylene (HDPE).

6. A City of Richmond-approved alternative.

B. The sump shall have a four (4) inch minimum inlet and an outlet at least the size of the pump discharge.

The invert of the inlet shall be at least six (6) inches above the High Water Alarm (HWA) set-point elevation.

C. The pump sump cover shall be epoxy coated steel plate (one-half (1/2) inch minimum thickness), heavy cast iron or the pump system manufacturer’s standard molded plastic, and shall be designed to support reasonably anticipated dead and live loads, including impact (HS-20 required for traffic areas).

MOTORS
A. Motors for column-type pumps shall be a drip-proof vertical type, totally enclosed, weather protected, and shall conform to the standards of NEMA.

B. Only explosion proof pump and motor assemblies approved by an NRTE and listed as explosion proof for Class 1, Division 1, Groups C and D locations shall be used in non-residential applications.

C. Pumps constructed with separate thermal overload protection and moisture sensing seal failure probes shall have these devices connected to sensors and to an alarm in the control panel according to the manufacturers’ recommendations.

MOTOR LEVEL CONTROLS AND PANELS
A. The pump’s level controls shall employ either: 1) a ball and rod mechanical float switch mounted above the cover; 2) a weighted mechanical-type float switch sealed within a polypropylene shell with a neoprene-covered cable; or a City of Richmond approved alternate.

B. Each pump level control switch shall be wired directly and independently to terminals in the control panel.

C. Each pump and the level control/alarm system shall be on separate electrical circuit breakers.

D. The following level control switches shall be provided:

1. A “High Water Alarm (HWA)” switch set to alarm a minimum of six (6) inches below the invert elevation of the gravity inlet sewer and to start the “lag” pump in a duplex system.

2. A “Pump On” (High Water Level (HWL)) switch set to start the single pump in a simplex system or the “lead” pump in a duplex system at a reasonable elevation below the HWA.

3. A “Pump Off” (Low Water Level (LWL)) switch set to turn off the pump(s) at a reasonable elevation above the LWA. The distance between the HWL and LWL shall be great enough to allow the pump to run for at least thirty (30) seconds during each pump cycle.

4. An optional “Low Water Alarm” (LWA) switch set to alarm at an elevation above the pump suction inlet and wired to a redundant pump shut off.
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INTRINSICALLY SAFE CIRCUITS
Level control and alarm system circuit wiring connected to level switches in the tank shall be listed as intrinsically safe by an NRTE. The circuits shall reduce the power to the pilot devices and alarms to a value incapable of releasing sufficient thermal or electrical energy to ignite an explosive environment. Separate conduits for the control and motor power wiring shall be run between the sump and the control panel. Both conduits shall be provided with seals to prevent sewer gases from migrating to the control panel.

EXECUTION

GENERAL
A. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.

B. Installation of pumping system components shall conform to the manufacturer recommendations.

C. A standard clean out with an Overflow Protection Device shall be installed between the served building and the sump inlet.

PUMP SUMP
A. Ballast consisting of material specified in Section 4-1.22-Cast In-Place Concrete, or Section 4-1.23 - Controlled Low-Strength Material (CLSM), and weighing at least one and one-half (1-1/2) times the calculated buoyant force on the sump assuming the groundwater surface is one (1) foot below finish grade shall be provided. The required minimum volume of ballast material will be cited on the approved City of Richmond pump curve data sheet.

B. The top of the cover shall be at least three (3) inches above the surrounding ground surface in non-traffic areas. The sump cover shall be securely attached to the pump sump with stainless steel bolts, and all joints between the component parts and openings shall be sealed with gas tight gaskets.

C. The sump shall be vented to atmosphere, either: 1) to the building drain-waste-roof vent; or 2) through an integral vent in the cover.

CONTROL PANEL, ALARM SYSTEM AND ELECTRICAL WORK
A. The Control Panel shall be mounted outside the pump sump on a post or building wall, or inside the served building. The panel shall have a NEMA 1 classification when mounted inside a building or a minimum NEMA 3R classification when mounted outside the building.

B. The Alarm Panel, or a remote alarm indicator, shall be mounted within the building that is served by the pump and shall provide a visible pilot light and audible alarm with silencer to alert the building occupants to alarm events. The alarm system shall be on a separate electrical circuit from pump motor power. When activated by a high water or low water condition, the alarm system shall remain latched until manually acknowledged and cleared.

C. Electrical work shall conform to the technical and permitting requirements of the local building code enforcement agency.

DISCHARGE LINE
A. The pressure portion of the discharge line, including the isolation valve, check valve and mechanical couplings shall be the same size as the pump discharge line. The valves and discharge line connecting the isolation valve, check valve, cleanout and mechanical couplings inside the sump shall be DWV brass, copper or galvanized steel pipe (Schedule 40), or a City of Richmond approved alternate material. The isolation valve shall be operable from grade and shall be placed in a utility box if outside the sump. 1095
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B. The portion of the pressure discharge line between the sump and its connection to the private gravity side sewer shall be PVC conforming to the requirements of Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe; or High Density Polyethylene (SDR 11) conforming to the requirements of Section 4-1.35 - High Density Polyethylene (HDPE) Pipe; and shall meet depth and bedding requirements for side sewers as specified in Section 4-1.07 - Excavation, Bedding and Backfill. All bends shall be special extra-long radius (Rmin = 9 inches).

C. A standard tee or wye branch with cleanout shall be placed where the discharge line connects to the private gravity side sewer.

D. Installation of a high water passive overflow pipe is optional. If installed, the pipe shall extend to a sanitary sewer main. A Clean Check valve as listed in the Approved Materials List shall be installed in the passive overflow line.
4-1.29 MULTIPLE-USER LOW PRESSURE SEWER SYSTEMS

GENERAL

THE REQUIREMENT
The Contractor shall furnish all pipe, manholes, flushing inlets, valves, fittings, other appurtenances, tools, materials, and labor required to install and test multiple-user low-pressure sewer systems (MULPSS), in accordance with the requirements of the Plans and this Section.

A. Extension of MULPSS shall be subject to the same rules, requirements and procedures as apply to extensions of the public gravity main sewers.

B. Individual lot pumping systems (ILPS) connected to MULPSS shall conform to the requirements specified in Section 4-1.28 of these Specifications, and in addition shall:

1. Utilize “grinder” pumps with nearly vertical pump curves (semi-positive displacement type pumps) discharging at less than twenty (20) gallons per minute;

2. Incorporate a redundant curb stop (isolation valve) and check valve at each connection to a MULPSS, in addition to the isolation and check valves installed at the ILPS;

3. Connections to the MULPSS shall be at a manhole.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.07 - Excavation, Bedding and Backfill
B. Section 4-1.17 - Manholes & Rodding Inlets
C. Section 4-1.28 - Individual Lot Pumping Systems
D. Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe
E. Section 4-1.35 - High-Density Polyethylene (HDPE) Pipe

CONTRACTOR SUBMITTALS
A. The Contractor shall submit complete shop drawings for all precast manhole components to City of Richmond, and shall receive favorable review prior to ordering the components.

B. The Contractor shall submit catalog cuts and/or shop drawings for any proposed MULPSS components not listed in the Approved Materials List.
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QUALITY ASSURANCE
Leakage Test: After closing the isolation valves at each individual lot connection and fitting the lowest flushing inlet with a liquid filled pressure gauge having a full-scale reading of one hundred sixty (160) psi, the multi-user low-pressure sewer shall be filled with water and pressurized with compressed air at its high point until the pressure gauge reads one hundred (100) psi (air-over-water). The pressure shall be allowed to stabilize for a period of at least five (5) minutes immediately preceding a minimum fifteen (15) minute test period. There shall be no pressure drop during the test period.

PRODUCTS

PIPES AND FITTINGS
A. Casing pipe and fittings shall be C900 PVC (DR-14) of the size indicated on the Plans, conforming to the requirements of Section 4-1.34 of these Specifications.

B. Pressure sewer pipe shall be HDPE (SDR 11) of the size indicated on the Plans, conforming to the requirements of Section 4-1.35 of these Specifications.

C. Brass pipe and threaded fittings shall be one (1) inch diameter Schedule 40 NPS.

VALVES
A. Isolation Valves shall be true union ball valves of the size indicated on the Plans, fabricated from PVC rated for one hundred fifty (150 psi) service at seventy five degrees Fahrenheit (75°F) as listed in the Approved Materials List, or equal.

B. Check Valves shall be true union flap check valves of the size indicated on the Plans, fabricated from PVC rated for one hundred fifty (150 psi) service at seventy five degrees Fahrenheit (75°F) as listed in the Approved Materials List, or equal.

C. Combination Isolation/Check Valves shall be a combination true union ball valve and flap check valve of the size indicated on the Plans, fabricated from PVC rated for one hundred fifty (150 psi) service at seventy five degrees Fahrenheit (75°F) as listed in the Approved Materials List, or equal.

D. Bronze ball valves shall be one (1) inch diameter, FIPT x FIPT, rated for a maximum working pressure of six hundred (600 psi) WOG (water, oil, gas), having chromium plated balls and PTFE (Teflon) seats.

MANHOLE COMPONENTS
A. Precast manhole components shall be as listed on the Approved Materials List.

B. Standard manhole frames and covers shall be as listed on the Approved Materials List.

TRACER WIRE AND TERMINAL BOARDS
A. Tracer wire shall be TW #10 copper.

B. Terminal Boards for tracer wires shall be fabricated from three-eighths (3/8) inch HDPE sheet and threesixteenths (3/16) inch diameter brass machine screws, washers and knurled nuts. 1097
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FLUSHING NOZZLE COMPONENTS
A. Pressure gauges shall be glycerine-filled having stainless steel cases, brass internal components, one quarter (1/4) inch NPT inlets and two (2) inch diameter dials having maximum range of three hundred (300) psi and five (5) psi graduations, Grainger Stock Number 5WZ52, or equal.

B. Pressure relief valves shall have bronze bodies, stainless steel ball valves, one (1) inch MNPT inlet ports, three-quarters (3/4) inch right angle FNPT outlet ports, adjustable outlet pressure from zero (0) to four hundred (400) psi and maximum outlet flow of forty (40) gpm; Dayton Model Number 3YB67, or equal.

EXECUTION

GENERAL
A. Casing pipes and structures (manholes and flushing inlets) for MULPSS shall be installed in accordance with the requirements of these Specifications pertaining to installation of gravity sewers, except where otherwise required in this Section.

B. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.

INSTALLATION OF PRESSURE SEWER MAIN
A. After installing the casing pipe and manhole bases, pull HDPE pressure main sewer pipe of the size indicated on the Plans into the casing.

B. The Contractor may pull more than one reach of adjacent HDPE pressure sewer main pipe of the same size through intermediate manholes.

PLUMBING AT MANHOLES
A. Plumbing for pressure main sewers and laterals shall be configured and firmly attached to galvanized metal struts as shown on the Plans.

B. At most, four (4) private pressure lateral sewers shall be connected to the public pressure main sewer at each manhole. Connection tees shall be located as near to the center of the manhole as is practical to provide adequate space for initial assembly and disassembly/assembly for future maintenance.

TRACER WIRE
A. Pull tracer wire into pipe casing when installing the HDPE pressure main sewer in the casing.

B. Terminate the tracer wires on a terminal board at each manhole. Test each tracer wire for continuity after installation.
4-1.30 PIPING, GENERAL

GENERAL

THE REQUIREMENT
A. Pipe materials and installation procedures shall be in accordance with the pipe manufacturer's recommendations unless otherwise specified in this Section, or in the specific Section of these Specifications for the particular pipeline material being used.

B. A current list of pipe, fittings and joint materials specifically approved by City of Richmond as 1098
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conforming to these Specifications and allowed for use in sewer pipeline installations within City of Richmond boundaries, referred to as the "Approved Materials List," is on file and copies are available at City of Richmond’s office. Pipe, appurtenances and accessories not appearing on the Approved Material List shall not be used without prior written approval of City of Richmond.

C. Pipe sizes cited in these Specifications refer to the nominal diameter of the pipe in whole inches.

D. For a particular sewer installation, pipe and manufactured fittings connecting pipe between structures shall be of one and only one manufacturer's brand and of the same type, quality, class and size.

E. Joining of pipe dissimilar size should be joined using an eccentric sheer band coupler and matching the inverts of the pipes to be connected.

F. Where field cuts are required, the Contractor shall use tools and/or equipment recommended by the pipe manufacturer. No hammer and chisel cuts will be permitted.

G. All pipe and fittings delivered to the jobsite shall be marked by the manufacturer with such inventory and identification (Brand Name, Pipe Type, Strength Class, Batch Lot, Lengths, etc.) as to be properly identified in the field as meeting the requirements of these Specifications.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.06 - Shoring, Excavation Support and Protective Systems B. Section 4-1.07 - Excavation, Bedding and Backfill
C. Section 4-1.19 - Pipeline Cleaning, Testing and Televising D. Section 4-1.27 - Protective Coating and Painting
E. Section 4-1.31 - Reinforced Concrete Pipe (RCP)
F. Section 4-1.32 - Vitrified Clay Pipe (VCP)
G. Section 4-1.33 - Ductile Iron Pipe (DIP)
H. Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe
I. Section 4-1.35 - High-Density Polyethylene (HDPE) Pipe J. Section 4-1.36- Cast Iron Soil Pipe (CIP)

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ANSI/ASME B1.20. Pipe Threads, General Purpose (inch)
ANSI/AWS D1.1 Structural Welding Code
B. Codes:

Cal/OSHA Construction Safety Orders

QUALITY ASSURANCE
A. Pipe shall be subject to inspection at the place of manufacture. During the manufacture of the pipe, City of Richmond shall be given access to all areas where manufacturing is in progress and shall be permitted to make all inspections necessary to confirm compliance with these Specifications. 1099
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B. Except where otherwise specified, all materials used in the manufacture of the pipe shall be tested in accordance with the applicable specifications and standards. The manufacturer shall perform all tests at its own cost.

C. All installed pipe shall be cleaned, tested and televised in accordance with Section 4-1.19 – Pipeline Cleaning, Testing and Televising of these Specifications.

MANUFACTURER’S SERVICE REPRESENTATIVE
Where the assistance of a manufacturer’s service representative is required, in order to obtain compliance for pipe joints, supports, or special connections, the Contractor shall arrange for such assistance.

MATERIAL DELIVERY, STORAGE AND PROTECTION
All piping materials, fittings, valves, and accessories shall be delivered in a clean and undamaged condition, and stored off the ground. All pipe and appurtenances shall be protected from damage by sunlight, moisture, corrosive materials, equipment and other sources. All defective or damaged pipe or appurtenances shall be removed from the jobsite and replaced with new materials.

PRODUCTS

GENERAL
A. Pipes, fittings, and appurtenances shall be furnished in accordance with the requirements of the applicable Section of these Specifications for the particular pipeline material being used.

B. Application of pipe coatings shall be in accordance with the requirements of the applicable Section of these Specifications for the particular pipeline material being used and Section 4-1.27 - Protective Coating and Painting.

BANDED COUPLINGS
Where banded couplings are used for joining of new pipe or repair of existing pipelines, only couplings listed in the Approved Materials List shall be allowed.

EXECUTION

GENERAL
Sewer pipelines shall be constructed to the alignment and grade shown on the plans, and in compliance with the specified requirements of this Section and of the specific Section of these Specifications for the particular pipeline material being used.

SEWER INSTALLATION
A. Sewer pipelines shall have a minimum wall-to-wall horizontal clearance of three (3) feet and a minimum vertical clearance of twelve (12) inches from all other improvements and utilities unless otherwise shown on the plans as being allowed by City of Richmond under Special Approval.

B. Where sewer pipelines are to be installed in the vicinity of potable water pipelines, wall-to-wall sewer-towater pipeline separation shall be in conformance with the minimum requirements shown on SS-13 of the Standard Drawings. Sewer pipeline installation in the area labeled “Special Permission,” will not be allowed unless specifically approved in writing by the water utility.

C. Pipe cover for sewer pipelines shall be in conformance with the requirements showed in the Standard Drawings, unless otherwise shown on the plans as being allowed by City of Richmond under a Special Approval.

D. For main sewers and trunk sewers, the grade line shall be established by setting cut stakes and obtaining 1100
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City of Richmond approval for cut sheets. During pipe installation, the Contractor shall continuously utilize an industrial-standard laser grade control system to confirm that the pipe is installed to the design grade, subject to the following requirements:

1. The Contractor shall provide a properly calibrated laser instrument and an operator who is qualified and trained in the operation of the particular laser instrument being used. The operator shall adhere to the provisions of the CalOSHA Construction Safety Orders regarding the use of laser equipment.

2. Laser control points shall be established bench marks or construction cut stakes identified on the City of Richmond approved cut sheets.

3. Laser must contain a direct grade reading screen, which will allow the Inspector to verify the grade at all times.

E. Pipe shall not be laid when the Inspector determines that the condition of the trench is unsuitable.

F. If the sewer is to be laid in an area that is to be filled, and the cover prior to filling is less than the required minimum cover specified pipe material and type, the pipe shall not be laid until the area has been properly filled and compacted to a level at least equal to required minimum cover above the proposed pipe, unless otherwise authorized by the Inspector.

G. If field conditions in areas that are potentially unstable or subject to settlement warrant, the Inspector may require that the Contractor substitute a different pipe material/type for the pipe shown on the plans.

H. Pipe, fittings and appurtenances shall be carefully handled and protected against damage, impact shocks, and free fall. Pipe shall be stored in a manner which will protect it from damage at the trench site or elsewhere. The Contractor shall inspect each pipe and fitting prior to installation to determine that only undamaged material is installed.

I. Before placement of pipe in the trench, each pipe or fitting shall be thoroughly cleaned of any foreign substance and shall be kept clean at all times thereafter.

J. Sewer pipelines shall be laid upgrade from the point of connection to the existing sewer with the bell end at the upgrade end of each pipe length.

K. Layout of curves should not be allowed except by special variance from COR.

L. Non-marring slings shall be used for lowering each length of pipe into the trench (chains shall not be used). The pipe shall be laid on properly compacted bedding material as specified in Section 4-1.07 - Excavation, Bedding and Backfill. No blocking will be permitted and the pipe shall have full bearing for its entire length between bell holes excavated in said bedding material to prevent point loading at the bells or couplings and to allow for unobstructed assembly of all joints. Excavation shall be made as needed outside the normal trench section at field joints to permit adequate access to the joints for field connection operations and for application of coating on field joints. After jointing is completed, bell holes shall be backfilled with properly compacted bedding material, taking care not to damage, move, or lift the pipe from its bedding support.

M. Where it becomes necessary to modify the design pipe alignment to resolve conflicts with unforeseen obstructions or other causes, the Contractor shall propose a revised alignment to the Inspector who may allow installation per the revised alignment or may require that the revision be submitted to the Engineer for consideration. Such revision may be made by the deflection of joints, by the use of fittings or by forced bending of the pipe if permitted, however, in no case shall the deflection in the pipe or at any joint exceed the maximum deflection recommended by the pipe manufacturer.

N. Sewer pipes, branches, stubs, or other open ends which are not to be immediately connected, shall be plugged or capped.

O. The Contractor shall take all necessary precautions to prevent excavated or other foreign material from getting into the pipe during the laying operations. At all times when laying operations are not in progress and at the close of the day’s work, the openings of all pipe and specials, whether in the trench or in 1101
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storage, shall be protected with suitable bulkheads to prevent unauthorized access by persons, animals, water, or any undesirable substance.

P. The Contractor shall prevent the pipe from floating during and after its installation.

CONNECTIONS TO EXISTING SEWERS
A. Existing sewers are shown on the plans at the locations where new sewers are to be connected. It is the responsibility of the Contractor to determine the exact location and depth of the existing sewers prior to the installation of any sewer pipe. New pipe shall be plugged with mechanical plugs until further connection is necessary.

B. Connection of new main and/or trunk sewers to existing lines up to and including forty eight (48) inches in diameter shall be made at existing manholes or by constructing a new manhole over the point of connection, or by removing an existing rodding inlet or plug and extending new pipe of the same diameter, material and class from the point of connection.

1. Where the connection is to be made into an existing manhole, the Contractor shall make the connection by core-drilling through the manhole shelf to the existing channel, installing the new pipe, finishing a new channel within the manhole and repairing any damage to the structure.

2. Where the connection is to be made by constructing a new manhole on an existing sewer, the manhole and new connection shall conform to the details shown in SS-1 through SS-2 & SS-5A & 5B of the Standard Drawings. The existing sewer shall be kept intact until immediately before the cleaning and flushing operation for the new sewer is to begin.

3. Where the connection is to be made at a removed rodding inlet or plug, the existing piping shall be cut square and ends properly prepared for the connection shown and an air test fitting shall be installed at the connection of new and existing pipelines.

4. All new pipe shall be plugged with an approved mechanical plug or brick/mortar until the line is completed and ready for testing.

C. Side Sewer Connections to Main Sewers:

1. Side sewer connections shall be made with fittings or adapters recommended by the manufacturer for use with the particular pipe and as listed on the Approved Materials List.

2. Side sewers equal in size to the main sewer shall be connected by installing a wye branch or tee fitting.

3. Connection and side sewer details shall conform to the requirements shown ON SS-16D of the Standard Drawings.

4. Side sewer or lateral connections to new or existing manholes shall be as detailed on SS-1 through SS-2, SS-5A, SS-5B & SS-6B of the Standard Drawings.

5. Side sewer connections where wyes, tees or laterals were not installed during main sewer construction, shall be made by installing a tap listed in the Approved Materials List, installing a main sewer repair spool (replacement pipe section) as specified in Subsection 3.5 below including a Section 4-1.30 – Piping, General new wye branch or tee fitting, or by core drilling through the barrel of an existing manhole at the top of the shelf or crown of mainline pipe. Installation of taps shall comply with the following requirements:
a. Only pre-qualified Contractors shall be permitted to install tap and saddle connections on VCP, CIP, DIP, or RCP.
b. Before commencing excavation for tap installation, the Contractor shall have sufficient Type I bedding and backfill material at the site to properly re-bed the main and lateral sewers, and backfill the excavation.
c. The excavation for the tapping work shall be a minimum of two (2) feet in width, give enough length for work space, without under-cut sides and shall be properly shored in conformance with Section 4-1.06 - Shoring, Excavation Support and Protective Systems. A minimum clearance of three (3) inches below, six (6) inches on each side and twelve (12) inches each way along the main from the point of connection shall be provided for tap installation.

6. If the main sewer is damaged during excavation for or during installation of the tap, the Contractor shall install a main sewer repair spool (replacement pipe section) as specified in Subsection 3.5 below including a new wye branch or tee fitting.

7. The outer surface of the main in this exposed area shall be thoroughly cleaned prior to tapping. 1102
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REPAIRS TO EXISTING SIDE SEWERS AND MAINS
A. Repairs to main sewers and trunk sewers sixteen (16) inches or less in diameter shall be made using pipe and fittings specified in Section 4-1.33 - Ductile Iron Pipe (DIP), or Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe.

B. Repairs to side sewers shall conform to the requirements shown in SS-14 of the Standard Drawings, and shall be made using pipe and fittings specified in:

1. Section 4-1.33 - Ductile Iron Pipe (DIP);

2. Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe;

3. Section 4-1.35 - High-Density Polyethylene (HDPE) Pipe; or

2. Section 4-1.36 - Cast Iron Soil Pipe (CIP).

C. When repair of a damaged section of pipe is required within eighteen (18) inches of a pipe joint, the replacement section shall extend to and include the joint.

D. Where repair couplings are permitted, only couplings listed in the Approved Materials List shall be used.

E. The Inspector may require replacement of broken, damaged or improper pipe or fittings discovered during sewer repair or replacement work.

REPAIRS TO NEW SEWER MAINS
A. If damage to the new main sewer pipe is identified during inspection, testing or televising, the Contractor shall repair the damage or replace the pipe as instructed by the Inspector. When repair of a damaged section of pipe is required within eighteen (18) inches of a pipe joint, the replacement section shall be extended to include the joint. Repair procedures shall comply with the following:

1. VCP and DIP SEWER MAINS – Manufacturer’s recommended couplings shall be used. The damaged pipe shall be removed by squarely cutting out the damaged section. The replacement pipe shall be squarely cut approximately one-half (1/2) inch shorter than the missing section. The repair couplings shall be placed onto the pipe ends, the replacement assembly inserted into the gap, the repair couplings moved to be centered over each new joint, and the fasteners or bands tightened as required. The Contractor shall re-bed the pipe and backfill the excavation with properly compacted bedding and backfill material in accordance with Section 4-1.07 - Excavation, Bedding and Backfill.

2. PVC SEWER MAINS - PVC double bell repair couplings shall be used. The damaged pipe shall be removed by squarely cutting out the damaged section, and the remaining ends shall be beveled. The replacement pipe shall be a minimum of three (3) feet in length and shall be squarely cut approximately one-half (1/2) inch shorter than the missing section, and its ends shall be beveled.

Reference lines indicating the spigot stab distance required for centering the repair coupling shall be clearly marked on all cut ends. The repair couplings shall be placed onto the pipe ends, the replacement assembly inserted into the gap, the repair couplings moved to be centered over each new joint. The Contractor shall re-bed the pipe and backfill the excavation with properly compacted bedding and backfill material in accordance with Section 4-1.07 - Excavation, Bedding and Backfill.

WARNING TAPE INSTALLATION
See Section 4-1.07 - Excavation, Bedding and Backfill for warning tape requirements. 1103
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4-1.31 REINFORCED CONCRETE SEWER PIPE

GENERAL

THE REQUIREMENT
The Contractor shall furnish and install reinforced concrete sewer pipe and all appurtenances as specified, complete and in place, as shown on the plans, as specified in this Section and in Section 4-1.30 Piping, General.

RELATED WORK SPECIFIED ELSEWHERE
Section 4-1.30 – Piping, General

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM C 76 Specification for Reinforced Concrete Culvert, Storm Drain and Sewer Pipe ASTM C 150 Specification for Portland Cement
AWWA C 302 Reinforced Concrete Pressure Pipe, Non-cylinder Type, for Water and Other Liquids

CONTRACTOR SUBMITTALS
A. Certificates guaranteeing that the pipe furnished hereunder is in compliance with the requirements of these Specifications and the referenced standards.

B. Quality control records as required herein.

C. Detailed fabrication including pipe designs, special pipe, dimensions, weights, joint details, laying diagrams and a fabrication schedule. Drawings shall indicate, at relative scale, concrete covers, reinforcement placements, joint assembly design, the design pipe size, D-load, cement type, concrete strength and areas, and types and placements of reinforcement.

D. Three-edge bearing test results. Results shall indicate the City of Richmond assigned project number, agency and operator performing the test, date, pipe size and specified D-load and ultimate test load applied. The ultimate test load applied shall not exceed one hundred ten percent (110%) of the specified D-load.

E. Fabrication plant joint leakage testing results.

QUALITY ASSURANCE
A. For concrete pipes of thirty (30) inches inside diameter and larger, each pipe joint shall be inspected by the Contractor from the inside of the installed piece of pipe before backfilling and before the next piece of pipe is connected. The inspection shall include the checking of proper joint gaps and gasket placement, and damaged or chipped joints. The Contractor shall verify the deflection at each joint by comparing the width of gaps at the top and bottom and each side of each joint. Gaps exceeding manufacturer’s maximum/minimum allowable limits and/or with potentially rolled or pinched gaskets shall be corrected before the next piece of pipe is installed. If a pipe section, which has previously been installed, is moved or dislodged in the process of installing the next pipe section, those pipe joints which have been previously checked and which may have been affected by the moving or dislodging shall be rechecked. In addition, at the completion of each pipe installation day, the Contractor shall again inspect the inside of the pipeline installed that day for potential problems that may have developed since the individual joint inspections. The Contractor shall correct all excessive gaps and potential problems that may affect the passing of the leakage test before any more pipes are installed.

B. The Inspector may participate in any or all of the alignment checks or interior pipe inspections. The City 1104
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of Richmond’s inspection, if implemented, will be for general compliance only and will not relieve the Contractor from being fully responsible for the overall installation quality including the proper alignment, grades, and the passing of the specified leakage test. The Contractor shall provide all necessary access and safety equipment that will assure a safe work area and facilitate the inspection process for the Inspector.

C. City of Richmond reserves the right to reject the repairing of pipe joints needed to pass the specified leakage test. Such repairs may be allowed only at the Inspector’s discretion, and may require the installation of exterior concrete collars designed for leakage and settlement in addition to interior repairs, or other approved equivalent repair methods to ensure the integrity of the pipeline for the full design life.

Repair of chipped joints, if approved by City of Richmond, shall be made after the passing of the specified leakage test, as approved by City of Richmond.

D. Except as modified in this Section, all materials used in the manufacture or installation of the pipe shall be tested in accordance with the requirements of the referenced standards.

E. Submittals and testing shall be done in compliance with Section 4-1.30 – Piping, General of these Specifications.

PRODUCTS

PIPE MATERIALS
A. All pipe sizes refer to the nominal inside diameter of pipe (including any pipe linings) and no pipe, except where specified herein, shall be more than three-eighth (3/8) inch smaller than the nominal size designated. All pipe, joints incorporated into the pipe, and manufactured fittings connecting pipe between structures shall be fabricated by one and only one manufacturer and be of the same type, quality, class, and size unless otherwise specified or shown. Jointing of pipe dissimilar in size and/or material shall be accomplished at structures. All field cut pipe shall be accomplished by methods and equipment recommended by the pipe manufacturer. No hammer and chisel cuts will be permitted. All pipe and fittings delivered to the jobsite shall be properly marked by the manufacturer with, at a minimum, the manufacturer’s name, piece number, pipe diameter, class (or D-load) and date of manufacture. All elliptically reinforced pipe shall also be marked with a “field top” designation.

B. Reinforced Concrete Sewer Pipe with Flared or Flush Bell and Spigot Joint: All Reinforced Concrete, hereinafter referred to as R.C., pipe and fittings shall conform to the requirements of ASTM C 76 and as modified herein:

1. Materials shall comply with the appropriate ASTM designation under which the subject pipe is to be manufactured, modified as specified hereunder:
a. Cement used in the manufacture of R.C. pipe shall be TYPE II in conformance with ASTM C 150.
b. No admixtures shall be introduced to concrete mixes. c. Rubber for gaskets shall be neoprene and shall comply with the requirements of AWWA C 302. d. Aggregates used shall consist of granitic, calcareous or combinations.

2. Design shall comply with appropriate ASTM designation under which the subject pipe is to be manufactured and as modified herein.
a. In no case shall pipe be less than that specified under ASTM C 76 provisions for CLASS III, Walls "B" or "C". Wall "A" shall not be acceptable.
b. Total concrete cover of reinforcement at the inner wall, (clearance of steel surface to inner wall surface), nominal one and one-half (1-1/2) inches, regardless of pipe diameter size or type and placement configuration of reinforcement. Minimum concrete cover at the outer wall shall not be less than one (1) inch.
c. Joint design for thirty (30) inch diameter and larger pipe shall be reinforced concrete bell and spigot incorporating a fully-retained, double rubber gasketed joint with a one-half (1/2) inch diameter Schedule 40 PVC testing tube extending from the inside of the pipe into the annular space between the two gaskets. A removable plastic screw-in plug shall be provided to protect the tube opening. Position of the testing tube shall be at the springline of the pipe. 1105
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d. Reinforced concrete pipe for tunneled installations shall be double spigot type with Type 316 stainless steel joint band. The minimum thickness of the Type 316 stainless steel joint band shall be one-half (1/2) inch unless a greater thickness is required by the Contractor for the tunnel and jacking operation.

3. PVC lined reinforced concrete pipe shall be manufactured by the vertically cast process, utilizing stationary inner and outer forms. Vertically cast pipe shall be wet cast, vibrated, steam cured, and shall remain in the forms for a minimum of six (6) hours. Pipe manufactured by the "Dry Cast" method is unacceptable. Fabrication of centrifugally spun and vertically cast pipe shall be in accordance with AWWA C 302 and as modified herein:
a. Form oils or release agents shall not contain any material or substances that would penetrate or otherwise retard concrete set at the formed surface.
b. The steel forms shall be placed horizontally in a machine capable of spinning the forms at speeds that will produce concrete meeting or exceeding the concrete strengths required under the appropriate ASTM standard for the subject pipe specified.

4. Pipe fabrication plant and field hydrostatic joint leakage testing shall be in accordance with the following minimum criteria:
a. All pipes shall be subject to a D-load test by the manufacturer. Three-edge bearing test loads shall be applied to the extent that no greater than a 0.01-inch crack is produced in tested pipe sections. Applied test loading may be terminated without producing a 0.01-inch maximum crack if or when such loading has reached one hundred ten percent (110%) of that required for and relative to the specified D-load for the subject pipe. City of Richmond may select at random and test as specified in ANSI/AWWA C 302. The cost of the pipe and the tests shall be borne by the Contractor. Pipe will be acceptable under the test requirements specified herein when all test specimens conform to the test requirements, the manufacturer will be allowed to retest two (2) additional specimens for each specimen that failed, and the pipe shall be acceptable only when all of the retest specimens meet the strength requirements. b. Fabrication plant joint leakage testing shall be performed in accordance with AWWA C 302. The pipe test pressure shall be a minimum head of twenty five (25) feet. c. Field hydrostatic joint leakage testing shall be performed by the Contractor installing the pipe, after the pipe is in place in accordance with the requirements of Section 4-1.19 - Pipeline Cleaning, Testing and Televising.

5. Pipe minimum and maximum lengths, except where required otherwise shall be in accordance with AWWA C 302.

C. The quality of materials, the process of manufacture, and the finished pipe shall be subject to inspection and approval by City of Richmond or its assignee. Pipe shall be substantially free of fractures and internal surface roughness. The ends of the pipe shall be normal to the walls and centerline of the pipe, within the limits of variations given in ASTM C 76. Pipe shall be subject to rejection for failure to conform to any of the specification requirements. City of Richmond’s decision regarding rejection of the pipe shall be final and the rejected pipe shall be immediately removed from the jobsite and replaced at the Contractor’s cost.

Individual sections of pipe may be rejected for any of the following defects:

1. Fractures or cracks passing through the wall, except for a single end crack that does not exceed the depth of the joint.

2. Defects that indicate proportioning, mixing, and molding not in compliance with ASTM C 76.

3. Spigot and/or bell surface and/or dimensional irregularities which may impede assembling the joint or affect leak tightness.

4. Surface defects indicating honeycomb, rock pockets or open texture.

5. Damaged or cracked ends where such damage would prevent making a satisfactory joint.

6. Any continuous crack having a surface width of 0.01 inch or more and extending for a length of twelve (12) inches or more, regardless of position in the wall of the pipe.

EXECUTION

GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and of Section 4-

1.30 – Piping, General.
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B. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.

PIPE INSTALLATION
A. Reinforced concrete pipe shall be installed in accordance with the Manufacturer’s recommendations and the additional requirements of this Section.

B. Bell holes shall be excavated at each joint to provide full-length barrel support of the pipe and to prevent point loading at the bells or couplings.

C. Pipe bedding or trench subgrade beneath the pipe shall be compacted and graded to provide a uniform and continuous support beneath the pipe at all points between the bell holes or pipe joints.

D. Unless otherwise required, all pipes shall be laid straight between changes in alignment and at uniform grade between changes in grade. Where lined reinforced concrete pipe is specified, it shall be installed with the unlined area of the pipe circumference centered on the invert. For pipes with elliptical reinforcement, the pipe shall be placed with the minor axis of the reinforcement in a vertical position.

E. For standard beveled pipes where it is necessary to defect the pipe joint to achieve the required line or grade, the amount of joint "pull" shall not exceed the pipe manufacturer’s recommendation. Pipes installed in straight lines or grades shall have a uniform end gap all around the pipe joint.

PIPE DEFLECTION
Horizontal Curves shall be installed in straight pipe segments and joint deflections or fittings by special variance from COR. Minimum curvature radius requirements for RCP pipe are shown on the table below. All designs of curvilinear sewers are subject to approval by City of Richmond.

Reinforced Concrete Pipe (RCP)
Allowable Deflection Per Joint Segment Length Minimum Radius

1.2 Degree Joint Deflection 8’0” 400 ft.

JOINTS
A. Care shall be taken to avoid dragging the spigot on the ground or allowing it to be damaged by contact with gravel, crushed stone, or other hard objects.

B. Joint mating surfaces shall be cleaned immediately prior to jointing.

C. After the subgrade has been prepared as specified, the rubber gaskets shall be placed in the groove(s) on the spigot ring, and the spigot end of the pipe then centered into the bell of the adjoining pipe and pushed into position. Care shall be taken to avoid twisting or cutting the gasket(s) when jointing the pipe. The inside surface of the bell, the gasket groove(s) and the gasket(s) shall be lubricated immediately prior to jointing with a compound recommended by the manufacturer which will facilitate the telescoping of the joint.

D. After the pipe joint is made, the Contractor shall check proper gasket(s) placement with a feeler gauge supplied by the pipe manufacturer for such testing. Where joint placement is found to be improper, the tested pipe section shall be first removed, the gasket(s) checked for defects due to manufacturing error, a new gasket(s) installed if necessary, the pipe re-laid and the gasket(s) placement rechecked. 1107
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TRENCH LOAD
Trench load calculations and design shall reflect the following minimum criteria:

A. Maximum trench width of twenty four (24) inches greater that the outside diametric dimension (O.D.) of the pipe barrel not including bells and a backfill density relative to that anticipated but in all cases not less than one hundred twenty (120) pounds per cubic foot.

B. A dead load factor not greater that one and nine-tenths (1.9) for bedding shown and specified on SS-10 and SS-11 of the Standard Drawings.

C. Live load and impact factors relative to that anticipated but in all cases not less than that produced by using AASHO HS-20 load criteria and a one and one-half (1.5) impact factor.

D. A safety factor of not less than one and one-half (1.5). 4-1.32 VITRIFIED CLAY PIPE (VCP)

GENERAL

THE REQUIREMENT
The Contractor shall furnish and install vitrified clay pipe and all appurtenances as specified, complete and in place, as shown on the plans, as specified in this Section and in Section 4-1.30 Piping, General.

RELATED WORK SPECIFIED ELSEWHERE
Section 4-1.30 – Piping, General

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM C 12 Practice for Installing Vitrified Clay Pipe Lines ASTM C 301 Test Methods for Vitrified Clay Pipe
ASTM C 700 Specification for Vitrified Clay Pipe, Extra Strength, Standard Strength and Perforated

CONTRACTOR SUBMITTALS
The Contractor shall furnish a certified affidavit of compliance for all pipe and other products or materials furnished under this Section, as specified in the referenced standards.

QUALITY ASSURANCE
A. All pipes shall be subject to a hydrostatic pressure test and a three (3) edge bearing test at the manufacturer's plant.

B. All pipe and fittings shall be true, circular, and concentric with the barrel of the pipe, on a plane at right angles to the longitudinal axis of the pipe. At no point shall the thickness of the pipe spigot be less in thickness than the shell of the main body of the pipe. Socket ends shall be square with the longitudinal axis and shall be true, circular and concentric with the barrel of the pipe.

C. All pipe and fittings shall have smooth interiors and shall be free from injurious cracks, checks, blisters, broken extremities or other imperfections.

D. Pipe shall be subject to rejection for failure to conform to any specification requirement. City of Richmond’s decision regarding rejection of the pipe shall be final and the rejected pipe shall be immediately removed from the jobsite and replaced at the Contractor’s cost. Individual sections of pipe may be rejected for any of the following defects:
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1. A single crack in the pipe or fitting extending through the entire thickness, regardless of the length of such crack; a single crack which extends through one-fifth (1/5) of the barrel thickness and is over two (2) inches long. Any surface firing crack that is more than 1/32 inch wide at its widest point.

2. Lumps, blisters, pits, or flakes on the interior surface of a pipe or fitting.

3. When spigot or bell of the pipe varies from a true circle more than three percent (3%) of its nominal diameter.

4. Any piece broken from the spigot end that extends through the barrel.

5. Tramp clays, grog, or other foreign matter fused to the exterior or interior surface of the pipe or fittings.

E. Except as modified in this Section, all materials used in the manufacture or installation of the pipe shall be tested in accordance with the requirements of the referenced standards.

F. Submittals and testing shall be done in compliance with Section 4-1.30 – Piping, General of these Specifications.

PRODUCTS

PIPE AND FITTINGS
Clay pipe and fittings shall be extra strength, glazed, unless otherwise shown, and shall conform to the requirements of ASTM C 700.

JOINTS
Joints in vitrified clay pipe shall be made up using a factory-made bell and spigot compression joint, or a coupling listed in the Approved Materials List.

EXECUTION

GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and of Section 4-

1.30 – Piping, General.

INSTALLATION OF VCP
A. Installation of pipe shall be in accordance with ASTM C 12. Pipe laying shall proceed upgrade with spigot ends pointing in direction of flow. After a section of pipe has been lowered into the prepared trench, supported along the full length of the pipe section, and immediately before joining the pipe, the ends of the pipe to be joined shall be cleaned and the rubber gasket lubricated, all in accordance with the pipe manufacturer's written instructions. Assembly of the pipe length shall be in accordance with the recommendations of the manufacturer. All special tools and appliances required for joining the pipe shall be provided by the Contractor. When cutting or machining of the pipe is necessary, only tools and methods recommended in writing by the pipe manufacturer and approved by City of Richmond shall be employed.

B. All necessary precautions shall be taken to prevent uplift or floating of the pipe prior to the completion of the backfilling operation. The Contractor shall assume full responsibility for any damage due to this cause and shall restore and replace the pipe to its specified condition and grade if it is displaced due to floating. 1109
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PIPE DEFLECTION
Horizontal Curves shall be installed in straight pipe segments and joint deflections or fittings by special variance from COR. Minimum curvature radius requirements for VCP pipe are shown on the table below. All designs of curvilinear sewers are subject to approval by City of Richmond.

VCP
Max. Equation for r (feet)
Allowed Minimum Minimum Radius of
Curvature,
Deflection Radius For Pipe Length (L) of:
(Degrees) ( L= Pipe Length) 4' 6' 8' 10'

2.4 r = 24.0(L) 96 144 192 ~

1.8 r = 32.0(L) 128 192 256 320

1.2 r = 48.0(L) 192 288 384 480

0.9 r = 64.0(L) 256 384 512 640

MANHOLES
VCP entering and leaving manholes or other structures shall have two (2) standard joints within three (3) feet of the manhole base. One (1) joint shall be incorporated in the manhole base or installed immediately adjacent to the manhole base and there shall not be less than twelve (12) inches between the two (2) joints. 4-1.33 DUCTILE IRON PIPE (DIP)

GENERAL

THE REQUIREMENT
The Contractor shall furnish and install ductile iron pipe (DIP) and all appurtenances as specified, complete and in place, as shown on the plans, as specified in this Section and in Section 4-1.30 Piping, General.

RELATED WORK SPECIFIED ELSEWHERE
Section 4-1.30 – Piping, General.

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ANSI/AWWA C110/A21.10 Ductile-Iron and Gray-Iron Fittings, 3 in. through 48 in. for Water and Other Liquids
ANSI/AWWA C111/A21.11 Rubber-Gasket Joints for Ductile-Iron and Gray-Iron Pressure Pipe and Fittings
ANSI/AWWA C115/A21.15 Flanged Ductile-Iron and Gray-Iron Pipe with Threaded Flanges ANSI/AWWA C150/A21.50 Thickness Design of Ductile-Iron Pipe ANSI/AWWA C151/A21.51 Ductile-Iron Pipe, Centrifugally Cast ANSI/AWWA C153/A21.53 Ductile-Iron Compact Fittings, 3 in. through 12 in. for Water and Other Liquids
AWWA C600 Installation of Ductile-Iron Water Mains and Their Appurtenances 1110
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B. Submittals and testing shall be done in compliance with Section 4-1.30 – Piping, General of these Specifications.

PRODUCTS

GENERAL
A. Ductile-iron pipe shall conform to the latest revision of ANSI/AWWA C150/A21.50 subject to the following supplemental requirements. The pipe shall be furnished complete with rubber gaskets, and all special fittings shall be provided as shown on the plans.

B. Bell and spigot joints are to be used for all underground applications. As an alternative to bell and spigot joints the use of mechanical and flanged joints will be permitted for above ground applications only.

PIPE
Ductile iron pipe shall be of the diameter indicated at a minimum class 52, and shall be manufactured with standard bell and spigot joints in accordance with the latest revision of ANSI/AWWA C151/A21.51.

LINING AND COATING
Pipe shall have standard asphaltic coating on the exterior and be epoxy lined on the interior with Protecto 401TM ceramic epoxy lining as manufactured by U.S. Pipe, or approved equal.

FITTINGS
A. Fittings shall be ductile iron at a minimum of class 52. Fittings shall conform to the latest revision of either ANSI/AWWA C110/A21.10 or ANSI/AWWA C153/A21.53. Fittings and accessories shall be furnished with either Push-on or Mechanical Type Joints in accordance with ANSI/AWWA C111/A21.11.

B. Ductile-iron pipe and fittings shall be furnished with mechanical joints, push-on joints, flanged joints, and/or restrained joints, as required. Bolted joints shall not be used for underground installations.

1. Mechanical and push-on bell and spigot joints shall conform to ANSI/AWWA C111/ A21.11, and be furnished complete with all necessary accessories.

2. Flanged joints shall conform to ANSI/AWWA C115/A21.15.

3. Restrained joints shall be per the Approved Materials List.

EXECUTION

GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and of Section 4-

1.30 – Piping, General.

INSTALLATION OF PIPE
All pipe shall be installed in accordance with ANSI/AWWA C600. 1111
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RUBBER-GASKETED JOINTS
Immediately before jointing pipe, the bell end of the pipe shall be thoroughly cleaned, and a clean rubber gasket, lubricated with an approved vegetable-based lubricant, shall be placed in the bell groove. The spigot end of the pipe shall be carefully cleaned and lubricated with a vegetable-based lubricant. The spigot end of the pipe section shall then be inserted into the bell of the previously laid joint and pushed into its proper position. Tilting of the pipe to insert the spigot into the bell will not be permitted. 4-1.34 POLYVINYL CHLORIDE (PVC) PIPE

GENERAL

THE REQUIREMENT
The Contractor shall furnish and install PVC pipe and all appurtenances as specified, complete and in place, as shown on the plans, as specified in this Section and in Section 4-1.30 Piping, General.

RELATED WORK SPECIFIED ELSEWHERE
Section 4-1.30 – Piping, General.

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

AWWA C900-07 Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In.

Through 12 In. (100 mm through 300 mm), for Water Transmission and Distribution AWWA C905-08 Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 In. Through 48 In. (350 mm Through 1,200 mm), for Water Transmission and Distribution ASTM D 1784 Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.

ASTM D 2241 Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR-Series) ASTM D 2321 Practice for Underground Installation of Thermoplastic Sewer Pipe for Sewers and Other Gravity-Flow Applications
ASTM D 3034 Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
ASTM F 477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
ASTM F 1674 Test Method for Joint Restraint Products

B. Submittals and testing shall be done in compliance with Section 4-1.30 – Piping, General of these Specifications.

PRODUCTS

GENERAL
All PVC pipe shall be continuously and permanently marked with the manufacturer's name, pipe size and pressure rating in psi.
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PIPE
A. All PVC pipe shall be joined by compression, solvent-welded, thermo-fusion welded or mechanical restrained joints as shown on the Plans.

B. Polyvinyl chloride pipe (PVC) shall conform to the requirements of ASTM D 3034, SDR 26, or AWWA C900 or C905, Class 100, 150, 165, 200, 253, or 305. Material for PVC pipe shall conform to the requirements of ASTM D 1784 for Class 12454-B or 12454-C as defined therein.

C. Flexible rubber rings for compression type joints for PVC pipe and fittings shall conform to the requirements of ASTM F 477.

D. All sun-faded pipe or pipe with noticeable surface defects will be rejected and shall be replaced by the Contractor.

COUPLINGS AND FITTINGS
A. Couplings shall be as listed in the Approved Materials List.

B. All fittings for PVC pipe shall conform to the requirements of ASTM D 2241. The ring groove and gasket ring shall be compatible with PVC pipe ends.

C. The strength class of fittings shall be no less than the strength class of any adjoining pipe.

D. PVC fittings shall, at a minimum, conform to the requirements of ASTM D 3034 as they apply to type SDR 26 PVC Sewer Pipe using an Elastomeric Gasket Joint in a bell and spigot assembly system. Rubber sealing gaskets shall meet the requirements of ASTM F 477.

E. All PVC pipe entering or leaving a concrete structure shall have a rubber sealing gasket, as supplied by the pipe manufacturer, firmly seated perpendicular to the pipe axis, around the pipe banded and cast into the structure base or near the structure wall center as a water stop. Said water stop may also consist of a manhole coupling with rubber sealing rings cast into the structure base.

RESTRAINED JOINTS FOR C900 PVC PIPE
All restrained joints used in sanitary sewer applications shall meet or exceed the requirements of ASTM F 1674.

All restrained joints shall be per the Approved Materials List.

EXECUTION

GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and of Section 4-

1.30 - Piping, General.

B. Work shall meet the specified requirements of these Specifications unless the requirements of the local agency having jurisdiction are greater, in which case the greater requirements shall govern.

INSTALLATION
PVC pipe shall be installed in accordance with the requirements of ASTM D 2321; as specified herein and shown on the plans.

3.3 HORIZONTAL CURVES
Horizontal curves shall be installed in straight pipe segments by special variance from COR, each a minimum of five feet in length and joint deflections or fittings in accordance with the requirements or with forced bends where the radius of the curve exceeds the minimums specified in the table below:
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SDR 26 PVC Pipe (Forced Bends)
Pipe Diameter 4" 6" 8" 10"
Minimum Radius 135’ 200’ 260’ 322’

FIELD JOINTING
A. Each pipe compression type joint shall be joined with a lock-in rubber ring and a ring groove that is designed to resist displacement during pipe insertion.

B. The ring and the ring seat inside the bell shall be wiped clean before the gasket is inserted. A thin film of lubricant shall be applied to the exposed surface of the ring and to the outside of the clean pipe end.

Lubricant other than that furnished with the pipe shall not be used.

C. Joints shall not be deflected either vertically or horizontally in excess of the printed recommendations of the pipe manufacturer.
4-1.35 HIGH DENSITY POLYETHYLENE (HDPE) PIPE

GENERAL

THE REQUIREMENT
The Contractor shall furnish and install high-density polyethylene pipe (HDPE) and all appurtenances as specified, complete in place, as shown on the plans, as specified in this Section and in Section 4-1.30 Piping, General. The HDPE pipe and fittings specified herein shall be used only in association with pipe-bursting methods and directional drilling construction methods unless otherwise approved by City of Richmond.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.10 - Horizontal Directional Drilling
B. Section 4-1.12 - Pipe Bursting
C. Section 4-1.30 - Piping, General

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM D 638 Test Method for Tensile Properties of Plastics ASTM D 696 Test Method for Coefficient of Linear Thermal Expansion of Plastics ASTM D 746 Test Method for Brittleness Temperature of Plastics and Elastomers by Impact ASTM D 1238 Test Method for Flow Rates of Thermoplastics by Extrusion Plastometer ASTM D 1248 Specification for Polyethylene Plastics Molding and Extrusion Materials ASTM D 1505 Test Method for Density of Plastics by the Density-Gradient Technique ASTM D 1525 Test Method for Vicat Softening Temperature of Plastics ASTM D 1693 Test Method for Environmental Stress-Cracking of Ethylene Plastics ASTM D 2240 Test Method for Rubber Property - Durometer Hardness ASTM D 2837 Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials ASTM D 3350 Specification for Polyethylene Plastics Pipe and Fittings Materials ASTM F 585 Practice for Insertion of Flexible Polyethylene Pipe into Existing Sewers ASTM F 714 Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter PLASTICS PIPE Renewing Sewers with Polyolefin Pipe Industry (PPI) 1114
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B. Submittals and testing shall be done in compliance with Section 4-1.30 - Piping, General of these Specifications.

PRODUCTS

GENERAL
Referenced pipe sizes are nominal pipe diameters.

PIPING MATERIALS
A. Pipe and fittings shall be high density, high molecular weight polyethylene with a cell classification of 345434D, as defined in ASTM D 3350 and shall be colored white or light gray. In addition, the material shall be listed by the Plastic Pipe Institute with a designation of PE 3408 and shall be classified as a Type III, Class C, Category 5, Grade P34 material, as defined in ASTM D 1248.

B. Fittings shall be of the same material and class as the pipe. Identification of pipe and fittings shall be in accordance with ASTM D 3350. Pipe and fittings shall be made from virgin material. No rework compound, except that obtained from the manufacturers own production of the same formulation, shall be used. Pipe and fittings shall be homogeneous throughout and shall be free of visible cracks, holes, foreign material, blisters, or other deleterious faults.

C. Dimensions of pipe and fittings shall be in accordance with ASTM F 714. Pipe and fittings shall be at minimum SDR 17 with cast iron/ ductile iron outside diameter and have a minimum pressure rating of one hundred (100) psi at seventy three and four-tenth degrees Fahrenheit (73.4°F).

D. The physical properties of the pipe and fittings material shall be as follows:

PROPERTY TEST METHOD VALUE
Density ASTM D 1505 0.955 gm/cc
Melt Index ASTM D 1238 0.14 gm/10 min
Environmental Stress-Cracking Resistance a ASTM D 1693 > 5,000 hr > 800 hr
Tensile Strength, Yield b ASTM D 638 3,200 psi
Elongation at Break c ASTM D 638 > 750 percent
Vicat Softening Temperature ASTM D 1525 257º F
Brittleness Temperature ASTM D 746 < -180º F
Flexural Modulus ASTM D 3350 125,000 psi
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Modulus of Elasticity ASTM D 638 105,000 psi
Hardness ASTM D 2240 65 Shore D
Coefficient of Linear Thermal Expansion d ASTM D 696 8.3x10-5 in/in/°F

1.2x10-4 in/in/°F
Long Term Strength e ASTM D 2837 1,600 psi
800 psi
a - Condition A, B & C @ 0°F; Compressed Ring @ 50°F
b - Type IV specimen
c - Type IV specimen
d - Molded specimen; Extruded pipe
e - @ 73°F; @ 140°F
JOINTS
A. Joints in HDPE pipe shall be made using thermal butt-fusion welding equipment designed for the specific purpose of permanently connecting HDPE pipes. This equipment shall be capable of squarely facing the pipe ends to be joined, properly heating each pipe end to the temperature range specified by the pipe manufacturer, and applying and sustaining the appropriate pressure, as recommended by the pipe manufacturer. Test joints may be requested at the Inspector’s discretion to ensure the quality of the joints.

B. For main sewer installation, the butt-fusion welding machine shall be outfitted with a measuring and recording unit that documents the conditions existing during the fusion of each individual weld. A printout that includes the date and time each joint was made, the joint number, the initials of the machine operator, the platen temperature at the time of mating, the pressure during the heating cycle, the time period for the heating cycle, the pressure during the soak cycle, and the time period of the soak cycle shall be machinegenerated and delivered to City of Richmond at the end of each work shift. The recording unit shall be a DataLogger, as manufactured by McElroy Manufacturing, Inc., or approved equal.

C. Fusion equipment shall be operated by technicians who have been certified by a major gas public utility such as Pacific Gas and Electric or Southern California-Edison for operation of such equipment. A copy of the technician’s certification shall be provided to City of Richmond prior to the start of the work.

Furthermore, all technicians performing butt-fusion welding on this project shall have a minimum of two (2) years’ experience operating the same equipment used hereon.

D. Butt-fusion welding equipment shall be as follows, or approved equal:

1. McElroy No. 412 Hydraulic Fusion Machine, McElroy Manufacturing, Tulsa, Oklahoma.

2. Proweld Field 12 (315)-R, Asahi/America, Malden, Massachusetts.

FITTINGS
A. The Contractor shall provide fabricated fittings where required. Fabricated fittings shall be of the same material as, and shall have a minimum pressure rating equal to, the pipeline material. If the fitting is inline with the pipeline (i.e., a flange adapter), then the I.D. of the fitting shall be the same as the pipe. If the fitting is off-line (i.e., a tee), then the fitting shall have an I.D. in accordance with the plans. Unless otherwise required, all fittings shall be butt-fusion welded or flanged.

B. Terminations to pipe or fittings made of other pipe materials shall be made by using flanges. Flanges shall 1116
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consist of flange adapters butt-fusion welded to the HDPE pipe end, ductile iron back-up rings with a pressure rating of at least one-hundred and fifty (150) pounds per square inch (psi), Type 316 stainless steel bolts, nuts and washers, and one eighth (1/8) inch thick, black-reinforced rubber gaskets. In no case shall threaded fittings or adapters be used to connect HDPE materials.

EXECUTION

GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and of Section 4-

1.30 – Piping, General.

HANDLING AND STORAGE
A. The Contractor shall inspect each pipe and fitting prior to butt-fusion welding and again prior to installation. Any damaged pipe or fittings shall be replaced by the Contractor.

B. Prior to butt-fusion welding or installation, each pipe or fitting shall be thoroughly cleaned and shall be kept clean. The material used to clean the pipe and fittings shall be as recommended by the pipe manufacturer.

BUTT-FUSION WELDING
A. Butt-fusion welds shall be performed in accordance with manufacturer’s instructions. The butt-fusion welding procedures are summarized below:

1. Clean each pipe end with a clean cotton cloth to remove dirt, oil, grease and other foreign materials.

2. Square (face) the mating surfaces of each of the pipes to be fused.

3. Bring the two (2) pipe ends together and adjust the pipe locations to ensure proper alignment.

4. Verify that the surface temperature of the heater plate is between three hundred seventy five degrees Fahrenheit (375°F) to four hundred degrees Fahrenheit (400°F) and then clean the heater surface with a clean cotton cloth.

5. Insert the heater plate between the pipe ends, bring the ends into firm contact with the heater plate without applying pressure and achieve a proper melt pattern.

6. After achieving the proper melt bead, remove the heater plate and quickly examine the pipe ends for complete melt.

7. Once complete melt has been accomplished, rapidly bring the pipe ends together and apply pressure as recommended by the pipe manufacturer.

8. Hold the pressure constant and at the proper level throughout the cooling period, for the minimum time period recommended by the pipe manufacturer or as necessary to achieve proper cooling.

B. For main sewer installations, the Contractor shall mark each joint with the individual joint number, corresponding to the joint identification number appearing on the printout of the data logger attached to the butt-fusion welding machine. The printout shall be attached to the pipe near the joint for collection by City of Richmond.

C. For main sewer installations, the Contractor shall remove the internal melt bead from the welded joint.

Bead removal shall be accomplished in a manner that does not score or gouge the pipe.

INSTALLATION
A. The Contractor shall insert and retrieve the pipe through properly prepared insertion and receiving pits, in accordance with the requirements of ASTM F 585.
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B. All pipe bursting and directional drilling procedures that require the use of HDPE pipe, shall be executed as listed in Section 4-1.10 - Horizontal Directional Drilling and Section 4-1.12 - Pipe Bursting.

C. For side sewer installations, a maximum of ten (10) joints per one hundred foot (100) length of laid pipe shall be achieved, unless all joints are de-beaded.

PIPE DEFLECTION
Horizontal curves shall be installed by forced bending of the pipe by special variance from COR. Minimum curvature radius requirements for HDPE pipe are shown on the table below. All designs of curvilinear sewers are subject to approval by City of Richmond.

HDPE
Pipe DR Minimum Curve Radius
≤ 9 20 times pipe O.D.
> 9 - 13.5 25 times pipe O.D.
> 13.5- 21 27 times pipe O.D.
> 21 30 times pipe O.D.

Fitting or flange
present in bend 100 times pipe O.D.

FIELD COUPLINGS
A. Fittings/joints that are to be assembled after pipe bursting or directional drilling has been completed shall be butt fused where accessible. Electrofusion couplings listed in the Approved Materials List shall be used on inaccessible locations.

B. Saddles used for taps shall be per the Approved Materials List. 4-1.36 CAST IRON SOIL PIPE

GENERAL

THE REQUIREMENT
The Contractor shall furnish and install cast iron soil pipe and all appurtenances as specified, complete and in place, as shown on the plans, as specified in this Section and in Section 4-1.30 Piping, General.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.30 – Piping, General.

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM A 74 Standard specifications for Hub and Spigot Cast Iron Soil Pipe and Fittings CISPI 301 Hubless Cast Iron Soil Pipe and Fitting for Sanitary and Storm Drain, Waster and Vent Piping Applications

QUALITY ASSURANCE
A. Except as modified in this Section, all materials used in the manufacture or installation of the pipe shall be tested in accordance with the requirements of the referenced standards. 1118
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B. Submittals and testing shall be done in compliance with Section 4-1.30 - Piping, General of these Specifications.

PRODUCTS

PIPE AND FITTINGS
A. All hub and spigot cast iron pipes (CIP) shall conform to the requirements of ASTM A 74 as it applies to single hub, extra heavy and service weight pipe.

B. Service weight, Class SV, pipe shall be the normal requirement of CIP installations; however, the Inspector may require use of extra heavy, Class XH, pipe or ductile iron pipe under special conditions.

C. CIP may be installed without the use of foundation bedding material where such trench bottom provides solid bearing for the full length of the pipe. The Inspector may require foundation bedding material where conditions warrant.

D. Cast Iron “Hubless” pipe and fittings shall conform to the requirements of the Cast Iron Soil Pipe Institute, (CISPI), “Standard No. 301.”

EXECUTION

GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and of Section 4-

1.30 - Piping, General.

C. Cast Iron Soil Pipe shall not be used in food service or grease interceptor applications.

COUPLINGS
A. Hubless pipe shall be installed in accordance with CISPI Pamphlet No. 100 using only four (4) banded couplings or approved equals per the Approved Materials List.

B. The use of a properly calibrated torque wrench set to sixty (60) foot-pounds for jointing shall be mandatory.
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SECTION 5 - SANITARY SEWER STANDARD DRAWINGS

TABLE OF CONTENTS
Standard Manhole........................................................................................................... SS-1A & 1B Trunk Manhole ............................................................................................................... SS-2A & 2B 24” Diameter Manhole Frame & Cover ......................................................................................SS-3 36” Diameter Manhole Frame & Cover ......................................................................................SS-4 Drop Manhole................................................................................................................. SS-5A & 5B PVC Lining for Manholes........................................................................................................SS-6A Special Base Detail, Cul-de-sac................................................................................................SS-6B Pipe Joint Requirements where pipe is laid through manhole..................................................SS-6C Bolt Down Manhole ....................................................................................................... SS-7A & 7B Riser .........................................................................................................................................SS-8A Riser Frame & Cover ................................................................................................................SS-8B Cleanout Detail to Grade with Wye Connection.........................................................................SS-9A Building Sewer Lateral Details with Two-Way Cleanout...........................................................SS-9B Overflow Protection Device for Laterals..................................................................................SS-9C Trench Section ..........................................................................................................................SS-10 Joint Utility Trench Separation .................................................................................................SS-11 Standard Bedding and Cover Requirements for Gravity Sewer Installation. ............................SS-12 Criteria for the Separation of Water Main and Gravity Sanitary Sewers.....................................SS-13 Side Sewer Repairs....................................................................................................................SS-14 Temporary Access Structure .....................................................................................................SS-15 Trench Dams .............................................................................................................................SS-16 Pipe Anchor Detail......................................................................................................................SS-17 Building Sewer Air Test..............................................................................................SS-18 & SS-19 1120
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SECTION 6 - APPROVED MATERIALS LIST
6-1.01 BEDDING AND BACKFILL MATERIALS
Material Type(s): Bedding Type, Backfill
Description:

TYPE MATERIAL DESCRIPTION
CLSM • Controlled Low Strength Material
Coarse
• Drain or Foundation Rock
• Crushed stone or gravel (not mined alluvial material) • Minimum of 95% crushed particles
• Durability Index of 40
Type 1
• Class 2 Aggregate Base
• Newly quarried or recycled material (not mined alluvial material) • Three-quarter (3/4) inch maximum grading
Type 3 • Free of vegetable matter, debris and refuse, concrete, stones or clods larger than four (4) inches
Type 3
Select
• Particles must not exceed three-quarter (3/4) inch in diameter • Free of vegetable matter, debris and refuse, concrete, stones or clods larger than four (4) inches
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6-1.02 GEOTEXTILE FABRIC
Material Type(s): Geotextile fabric
Description: Geotextile fabric for paving and wrapping foundation rock.

Manufacturer Product

FABRIC FOR

WRAPPING

FOUNDATION ROCK
Mirafi 600X
US Fabrics US 315
Webtec HD
Carthdage Mills FX-66
Amoco 2006
Propex 300 ST
SKAP W315
Thrace/Linq GTF 300

FABRIC FOR
PAVING
Mirafi Mirapave 400
US Fabrics US 90P
Webtec OL
Carthdage Mills FX-38 OL
Amoco 4599 Petromat
Propex 381
SKAP GC 130
Thrace/Linq 130 EX
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6-1.03 CAST IRON FITTINGS
Combination Wye 1/8 Bend Long Sweep Quarter Bend
and (1/8) Bend
P Trap Reducer Reducing Combination
San Tee 1/16 Bend Two Way Combination
(Clean Out Only)
Note: Other fittings may be accepted under
special use approval. Contact the District
Inspector for such circumstances. All
fittings to be four inch (4”) or larger.

Wye Twin Cleanout
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6-1.04 CAST METAL PRODUCTS
Material Type(s): Manhole frames, Covers, Rodding Inlets, Adjustment Rings Manufacturer: Cast Metal Products such as Manhole Frames, Covers, Rodding Inlets and Adjustment Rings can be obtained from but are not limited to the following approved manufacturers:

1. D&L Foundry and Supply
Phone Number: (707) 557-4525

2. South Bay Foundry
Phone Number: (209) 367-1940
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6-1.05 COUPLINGS
Material Type(s): Banded Rubber Couplings
Description: For repairs, alterations and house sewers with connections of dissimilar materials.

Banded rubber couplings shall have four (4) clamps and metal shear bands.

Manufacturer: Manufacturers included but are not limited to:

1. Fernco®

2. Mission®

3. Husky®
Note: Check with Inspector prior to purchase of material to ensure proper coupling is selected for the different pipe types encountered.

Mission® Band Seal Joints® Calder Coupling
Fernco® Proflex Coupling
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Fernco® Stainless Steel Shear Rings Anaco No Hub (60 in lb) (60 in-lb) (For House Only)
Fernco® Strong Back RC Couplings Fernco® 5000 Series RC Couplings (60 in-lb) (60 in-lb)
Fernco® No-Hub Couplings Mission® Adjustable Repair Coupling Silver (60 in-lb), Yellow & Green (80 in-lb)
(For Houses Only)
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6-1.06 HIGH DENSITY POLYETHYLENE COUPLINGS
Friatec® Frialen
Electrofusion Coupling
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6-1.07 HOUSE SEWERS: 4” AND 6”
Material Type(s): Pipe
Description: Pipe material for house sewers in four (4) and six (6) inch in diameter.

1. PVC Solid Wall–SDR 26
(Bell & Spigot Joints)

2. Vitrified Clay Pipe (VCP)
(Bell & Spigot Joints)
(Plain Ended Joints)

3. HDPE SDR 17 Gray (Ductile Iron Pipe O.D.)
(Butt Thermal Fused Joints)
(Pipe Bursting or Directional Drilling only or at Inspector’s discretion) Note: HDPE SDR 17 shall be purchased in longest length practicable in order to achieve the minimum amount of pipe joints during construction. A maximum of ten (10) joints per one hundred foot (100) length of laid pipe shall be achieved, unless all joints are de-beaded.
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6-1.08 OVERFLOW PROTECTION DEVICES
Material Type(s): Overflow Protection Devices (OPD)
Description: Overflow protection devices prevent sewage from entering homes and businesses and reroute the spill outside the building.

Manufacturer:

MANUFACTURER PRODUCT NAME
Extendable
Backwater Valve
Mainline Backflow Products Adapt-a-valve Inspection Chamber with Test-Eze Gate Feature
Rector Seal Clean Check Backwater Valve
"Mushroom" Genplex Kelly Backwater Device
(No-Hub & IPS)
Sewer PopperTM Stephens Corp Sewer PopperTM Model S62-304 Relief Cap Unlimited Home Solutions LLC
(www.unlimitedhomesolutions.com) Sewer Relief Cap
Extendable Backwater Valves
ABS PVC “Mushroom” OPD
Sewer PopperTM OPD Sewer Relief Cap
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6-1.09 MAIN SEWERS: LESS THAN 18”
Material Type(s): Pipe
Description: Pipe material for sewers less than eighteen (18) inches in diameter.

1. PVC Solid Wall–SDR 26 (Bell
& Spigot Joints)

2. Ductile Iron CL52 (Bell &
Spigot Joints)

3. PVC Solid Wall C900 or C905 (Bell &
Spigot Joints)

4. HDPE SR 17 Gray (Ductile Iron Pipe Size O.D.) (Butt Fused Joints, de-beaded)

5. Vitrified Clay
(Bell & Spigot Joints)
Note: Special approval may be granted by City of Richmond for other materials as necessary for the specific application. Material shall be purchased in longest length practicable in order to achieve the minimum number of pipe joints.
6-1.10 JOINT RESTRAINT SYSTEMS

MANUFACTURER JOINT RESTRAINT SYSTEM
DIP
American Ductile Iron Pipe “Lok-Fast” Restrained Joint
U.S. Pipe “TR FLEX” Restrained Joint
U.S. Pipe “Field-Lok 350 Gaskets”
PVC
BullDog Restraint
System
BullDog PVC Pressure Pipe Integrated Joint Restraint
System
Certain Teed Certa-Lok restrained joint system
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6-1.11 PIPE FITTINGS: LESS THAN 18” SEWERS
Material Type(s): Pipe fittings
Description: Pipe fittings for pipelines that are less than eighteen (18) inches in diameter.

PIPE MATERIAL FITTING
DIP Wye, Tee, 11 1/4 ° Fitting, Mechanical Fittings
PVC Solid
Wye, Tee, Closure Coupling
Saddle Tee, 3° Fitting, 11 1/4 ° Fitting
90° Sweep Elbow
VCP Wye, Tee

MANUFACTURER FLEXIBLE

FITTING

MAXIMUM

ALLOWABLE

FITTING

DEFLECTION
Plastic Trends SDR 26 Gasketed Sewer
Fitting 4°
CertainTeed
Cast Iron O.D. 5°
Iron Pipe Size O.D. 5°
90º Sweep Elbow Saddle Tee Fitting Wye, Tee Fitting
for pressure side
sewers
SDR 26 Heavy
Wall Gasketed
Sewer Fitting
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6-1.12 TAPS
Material Type(s): Taps
Description: Tap materials for the corresponding type of main line sewer.

PIPE MATERIAL MAINLINE TAP
ACP • Fowler Saddle
CIP, DIP • Fowler Saddle
• Sealtite Type “S” Saddle with four (4) band coupling
HDPE • Thermal-Fused Saddle
Insituform Liner • PVC Saddle with Rubber Gasket and two (2) stainless steel straps PVC
• Sealtite Type “S” Saddle with four (4) band coupling
• PVC Saddle with Rubber Gasket and two (2) stainless steel straps VCP • Fowler Saddle
• Sealtite Type “S” Saddle with four (4) band coupling
•
Note: PVC taps may be done by any General Engineering (“A”) Contractor registered with City of Richmond. All other taps must be done by either Tap-Tite Company or RotoRooter.

Fowler Saddle HDPE Saddle PVC Saddle
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6-1.13 READY-MIX DESIGNS
Material Type(s): Concrete mix
Manufacturer:

1. Central Concrete Supply
Phone Number: (408) 404-1030
MIX DESIGNATION MIX DESIGN #
Controlled Low
Strength Material F35138AA
Cast-in-place Concrete
1EF115Q1
163115C1

2. Cemex
Phone Number: (650) 333-5357
MIX DESIGNATION MIX DESIGN #
Controlled Low
Strength Material 4212893
Cast-in-place Concrete 4212798
6-1.14 PRECAST PRODUCTS
Material Type(s): Precast Products such as Manhole Bases, Barrels, Cones, Grade Rings, Paving Rings, Adjustment Rings, Gaskets, Top Slabs, Grease Interceptors, Sampling Boxes and Sand-Oil Interceptors can be obtained from the following approved manufacturers.

Manufacturer:

1. Central Precast (US Concrete Precast Group) Phone Number: (925) 960- 8740

2. Jensen Precast
Phone Number: (707) 429-5500

3. Cook Concrete Products
Phone Number: (530) 243-2562
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6-1.15 CONCRETE CURING COMPOUNDS
Material Type(s): Concrete curing compounds
Description: Curing compounds shall be white pigmented and resin based.

MANUFACTURER COMPOUND
Master Builders MB-429
Burke Company Spartan Cote Cure-Seal
Hardener
Euclid Chemical Company Super Rez Seal
Note: Sodium silicate compounds shall not be used.
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6-1.16 REINFORCED CONCRETE UTILITY BOXES
Material Type(s): Utility boxes for traffic and non-traffic areas

ITEM DESCRIPTION PRODUCT
Traffic Area
12" x 12" Drain Box Christy® V12 Box
10-3/8" I.D. x 12" Valve Box Christy® or Jensen® G5 Traffic Valve Cast Iron Grate
(3/8" Max Spacing) H/20 Loading Christy® V12-71W Welded Grate Non-Traffic
Area
8" I.D. x 12" Valve Box Christy® or Jensen® F8 Box
8-1/2" I.D. x 11-3/4" Drain Box Christy® V1 Drain Box
10-5/8" I.D. x 17-1/4" Drain Box Christy® V9 Drain Box
Cast Iron Grate 3/4" Max Spacing
Christy® V1-71C Grate and
V9-71C Grate
Christy® V12 Box Christy® G5 Box Christy® F8 Box
Christy® V12-71W Christy® K-6004 Grate Christy® V1-71C
Welded Grate (Special Order) Grate
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6-1.17 PUMP SYSTEMS
Material Type(s): Pre-Approved Pump Systems, Pipe
Description:

VENDOR SYSTEM PIPE MATERIAL
E-One
D-Series, W-Series,
I-Series and G-Series
HDPE (SDR 11)
or PVC (Sch 40 or 80)
Liberty 2448- Series, Pro370
Series, Pro380 Series
HDPE (SDR 11)
or PVC (Sch 40 or 80)
Aqua Pro
Pump Systems
E-Series, EDP Series,
ESP-Series, SG-Series,
DG-Series
HDPE (SDR 11)
or PVC (Sch 40 or 80)
Note: Complete packages are required for Pre-Approved Pump Systems. This includes a pump, alarm panel, isolation and check valves, sump and sump extensions (as required). Individual parts of Pump System are not pre-approved by City of Richmond. Models include but are not limited to the ones below, contact City of Richmond for special approval of all others.

E-One® Model D-H071 Liberty® 2448 Series E-One® Model Gator Grinder Liberty® Pro370-Series Liberty® Pro380 Series Aqua Pro SG-1182-2 (2” discharge system, (2” discharge system,
Required Access Riser) Required Access Riser)
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6-1.18 GREASE TRAPS
(Referred to in the UPC as Hydromechanical Grease Interceptors) Material Type(s):

Grease Traps
Description: Grease traps for trash enclosures with a 4” connector Manufacturers:

1. Zurn
Phone Number: (805) 238-7100

2. Jay R. Smith Manufacturing Co. Phone Number: (334)
277-8520

3. Schier Products
Phone Number: 1-800-827-7119

4. Dormont
Phone Number: 1-800-376-6668

MANUFACTURER PRODUCT
Zurn Z1165, Z1170, Z1172, GT2700
Grease Interceptors
Jay R. Smith Manufacturing
Company 8000-8100 Series
Schier PATG-2025, PATG-2420
Dormont
WD Series PDI Certified Grease
Interceptor
Jay R. Smith Dormont Zurn
800-8100 Series WD Series Z1170
Schier Products Trapper II*
PATG-2025 or PATG-2420
*Designed for indoor use only
Note: Models without a standard 4” connector shall be upgraded to 4”. 1137
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6-1.19 MISCELLANEOUS APPROVED MATERIALS

MANUFACTURER PRODUCT
D.E.

Separation
Tanks
Pentair Pool Products Product # 60 SEP
Hayward Pool
Products Model # C9002 SEP
Epoxy
Adhesive
Anchors
Sika FI System with Sikadur® Injection Gel Epoxy
Hilti HIT HY150 Adhesive Anchors
BASF Concresive® 1420 Gel Epoxy Adhesive
BASF Concresive® Paste LPL
Expanding -
Type Anchors
ITW Red Head®, Trubolt Wedge Anchor
Hilti Kwik-Bolt 3 Expansion Anchor
Galvanizing
Field Repairs Carboline® Galvanox
Glass Capsule
Polyester
Resin
Adhesive
Anchors
Hilti HVU Adhesive Capsule
HubSettTM Rector Seal® HubSettTM
Manhole
Sealing
Products
J-K Polysource® External Joint Wrap M-860
Henry® Rubr-Nek External Joint Wrap
ConSeal® CS-50 Liquid Butyl Primer
ConSeal® CS-101 Butyl Sealant for Precast Structures
Henry® RAM-NEK Joint Sealant
Transition
Cements
Weld-On® ABS to PVC Transition Cement
Oatey® ABS to PVC Transition Green Solvent Cement
Waterstops Newby Rubber Water Stop Ring
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6-1.20 MISCELLANEOUS APPROVED MATERIALS
Anchors
Trubolt Wedge Anchor HVU Adhesive Capsule HIT HY150 Adhesive Anchor Miscellaneous
Waterstop Rings HubSettTM
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