Pittsburg City Council
January 17, 2023

3.9 MISCELLANEOUS AREAS AND DIKES
A. Asphalt concrete for dikes shall be Type A, 3/8” maximum size aggregate.

B. Prepare the areas to receive HMA for miscellane ous areas and dikes, including excavation, placing tack coat, and backfill as needed.

C. Spread the HMA in miscellaneous areas in 1 layer and compact to the specified lines and grades.

D. The finished surface must be:

1. Textured uniformly

2. Compacted firmly

3. Without depressions, humps, and irregularities.

3.10 COMPACTION
A. Rolling must leave the completed surface compacted and smooth without tearing, cracking, or shoving.
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B. If a vibratory roller is used as a finish roller, turn the vibrator off.

C. If the surface to be pa ved is both in sunlight and shade, pavement surface temperatures are taken in the shade.

D. Relative compaction will be determined by California Test 375.

3.11 PAVEMENT CRACK SEALING
A. See Section 32 12 17 – Asphalt Paving Rehabilitation for Pavement Crack Sealing Specifications.

3.12 ASPHALT PAVING TOLERANCES
A. Section 01 45 00 - Quality Control: Tolerances.

B. Flatness: Maximum variation of 1/8 inch measured with 10-foot straight edge.

C. Scheduled Compacted Thickness: Within 1/4 inch.

3.13 FIELD QUALITY CONTROL
A. Section 01 45 00 – Quality Control : Requirements for testing, adjusting , and balancing.

B. Asphalt Paving Mix Temperature: Measure temperature at time of placement.

3.14 PROTECTION
A. Section 01 77 00 - Closeout Requirements: Requirements for protecting finished Work.

B. Immediately after placement, protect paving from mechanical injury for until surface temperature is less than 140 degrees F.

END OF SECTION 32 12 16
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SECTION 32 12 17 - ASPHALT PAVEMENT REHABILITATION
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Asphalt materials.

2. Aggregate materials.

3. Type A HMA Asphalt paving

4. Tack coat

5. Cold Planing

6. Geosynthetic pavement interlayer

7. Crack treatment

8. Adjusting iron castings to grade

9. Surface slurry.

10. Micro-surfacing
B. Related Requirement:

1. Section 32 11 23 - Aggregate Base Cou rses: Compacted subbase for paving.

2. Section 33 05 13 - Manholes and Structures

1.2 PRICE AND PAYMENT PROCEDURES
A. Section 01 29 00 - Payment Procedures Contract Sum/Price B. Asphalt Paving or HMA:

1. Basis of Measurement: By ton and will be based on certified weight-meters certificates showing gross, net weight and the type and grading of the mix for each load.

2. Basis of Payment: Includes priming surfaces, tack coating surfaces, fog seal, furnishing, placing, compacting, and testing base course.

C. Cold Planing Asphalt Pavement:

1. Basis of Measurement: By Square foot.

2. Basis of Payment: Includes removing existing pavement markers, legends and pavement striping, removing detector loops, grinding or cold planing asphalt pavement to achieve a minimum 2-inch HMA thickness overlay, and preparing surface for HMA overlay.
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3. If a separate bid item is not listed in the bid form for Monument Protection and Referencing, full compensation for referencing monuments, re - establishing the monuments and submitting corner record to the County by a Licensed Land Surveyor shall be considered as included in the price paid for Cold Planing Asphalt Pavement and no separate compensation will be allowed therefor.

4. If a separate bid item is not listed in the bid form for lowering of utilities and re-adjustment of utility boxes, valves, grates and manholes covers to finish grade after paving, full compensation for adjusting the utility boxes, valves, grates and manhole covers to finish grade shall be considered as included in the price paid for Cold Planing Asphalt Pavement and no separate compensation will be allowed therefor.

D. Geosynthetic Pavement Interlayer:

1. Basis of Measurement: By square yard of area measured from the actual pavement covered over the interlayer. If multiple layers of pavement interlayer are used, square footage of each layer would be added for the measurement.

2. Basis of Payment: Includes priming surfaces, tack coating surfaces, furnishing, placing, overlapping and compacting.

E. Crack Treatment:

1. Basis of Measurement: Crack treatment will be measured per lineal foot , unless specified otherwise in the Contract Documents.

Basis of Payment: Crack treatment is considered incidental to the item most closely related to and no separate compensation will be allowed therefor.

F. Slurry seal:

1. Basis of Measurement: By square feet of area measured from the actual pavement covered by slurry seal application

2. Basis of Payment: Includes coordinating with utility companies, covering and protecting utility structures before and after slurry seal, sweeping, traffic controls, surface preparation, equipment inspections, applying slurry seal, rolling, clean up, and opening to traffic.

G. Micro-surfacing:

1. Basis of Measurement: By square feet of area measured from the actual pavement covered by Micro-surfacing application.

2. Basis of Payment: Includes coordinating with utility companies, covering and protecting utility structures before and after micro-surfacing, grade, sweeping, traffic controls, surface prepar ation, equipment inspections, applying micro-surfacing, rolling, clean up, and opening to traffic. 485
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1.3 REFERENCE STANDARDS
A. American Association of State Highway and Transportation Officials:

1. AASHTO M17 - Standard Specification for Mineral Filler for Bituminous Paving Mixtures.

2. AASHTO M29 - Standard Specification for Fine Aggregate for Bituminous Paving Mixtures.

3. AASHTO M140 - Standard Specification for Emulsified Asphalt.

4. AASHTO M208 - Standard Specification for Cationic Emulsified Asphalt.

5. AASHTO M28 8 - Standard Specification for Geotextile Specification for Highway Applications.

6. AASHTO M320 - Standard Specification for Performance -Graded Asphalt Binder.

7. AASHTO M324 - Standard Specification for Joint and Crack Sealant s, Hot Applied, for Concrete and Asphalt Pavements.

8. AASHTO MP1a - Standard Specification for Performance -Graded Asphalt Binder.

9. AASHTO T283-14 – Standard Method of Test for Resistance of Compacted Asphalt Mixtures to Moisture-Induced Damage.

10. AASHTO T324 (Modified) -Hamburg Wheel-Track Testing of Compacted Hot Mix Asphalt (HMA).

B. Asphalt Institute:

1. AI MS-2 - Mix Design Methods for Asphalt Concrete and Other Hot - Mix Types.

2. AI MS-19 - Basic Asphalt Emulsion Manual.

3. AI SP-2 - Superpave Mix Design.

C. State Standard Specification:

1. Section 39 Asphalt Concrete.

2. Section 92 Asphalt Binders.

3. Section 94 Asphaltic Emulsions

4. Section 96 Geosynthetics

1.4 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Job Mix Formula (JMF): Except for the Hot Mix Asphalt (HMA) to be used in miscellaneous areas (median island areas not including inside shoulders, island areas, sidewalk, gutters, ditches, over side drains and aprons at end of drainage structures) and dikes, submit the proposed JMF for Type A HMA.

C. The JMF must be submitted on the Contractor Job Mix Formula Proposal form along with:
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1. Mix design documentation on Contractor’s Hot Mix Asphalt Design data form dated with 12 months of submittal.

2. Safety Data Sheets (SDS) for the following:
a. Asphalt Binder
b. Supplemental fine aggregate except fines from dust collectors c. Antistrip additives.

D. The Contractor’s Hot Mix Asphalt Design Data form must show documentation on aggregate quality.

E. Submit QC test results for R eclaimed Asphalt Pavement (R AP) gradation with the combined aggregate gradation within 2 business days of taking RAP samples during Type A HMA production.

F. Contractor shall submit a new JMF if there are changes to any of the following:

1. Target asphalt binder percentage greater than ±0.2 percent.

2. Asphalt binder supplier

3. Combined aggregate gradation

4. Aggregate sources

5. Liquid antistrip producer or dosage

6. Average binder content in a new processed RAP stockpile by more than ±2.0 percent from the average RAP binder content reported on Contractor Hot Mix Asphalt Design Data form.

7. Average maximum specific gravity in a new processed RAP stockpile by more than ±0.060 percent from the average maximum specific gravity value reported on Contractor’s Hot Mix Asphalt Design Data form.

8. Any material in the JMF.

G. Submit a current asphalt concrete mix design from two separate sources (primary source and backup source) for asphalt concrete proposed to be used.

H. For C apital Improvement Projects (C IP) projects, the Contractor shall provide delivery tickets to the City at the time of delivery of each load of product, including asphalt concrete, tack coat, sealant, and paving reinforcement fabric. Each delivery ticket shall include or be accompanied by appropriate batch information produced by the batching plant or factory of origin and information stating the mix or model number, total yield in tons, gallons, or square feet, and time, date, and location of delivery.

I. Any asphalt concrete rejected by the Project Manager shall be deducted from the total quantity of asphalt concrete tonnage.

J. Reference Plan: Contractor shall have a walk through with Engineer for all installed underground boxes and/or iron elements, ten (10) working days prior to any pavement repair. Contractor shall submit a reference plan (RP) for utility facilities adjustment prior to covering or lowering any utility facilities three (3) working days prior to any pavement repair.
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K. Submit a laboratory report of test results and a proposed mix design 10 days before starting placement of slurry seal. The report and mix design must include the specific materials to be used. The laboratory report must include:

1. Test results used in the mix design

2. Proportions of the following materials based on the aggregate’s dry weight:
a. Aggregate
b. Filler determined from tests, minimum and maximum
c. Water, minimum and maximum
d. Asphalt solid content
e. Set control agent

3. Comparison of slurry seal test results to the specified values L. Submit a laboratory report of test results and a proposed mix design 10 days before starting placement of micro -surfacing. The report and mix design must include the specific materials to be used. The laboratory report must include:

1. Test results used in the mix design

2. Proportions of the following materials based on the aggregate’s dry weight:
a. Aggregate
b. Water, minimum and maximum
c. Additives
d. Mineral filler, minimum and maximum
e. Micro-surfacing emulsion residual asphalt content, minimum and maximum

3. Recommend changes to the following proportions based on heating the mixture to 100-degree F and mixing for 60 seconds:
a. Water
b. Additives
c. Mineral Filler

4. Comparison of each individual material’s test results to its specified values.

5. Quantitative moisture effects on the aggregate’s unit weight determined under ASTM C29.

1.5 QUALITY CONTROL PLAN
A. The Contractor shall submit a Quality Control (QC) plan for HMA.

B. The QC plan shall describe the organization and procedures for:

1. Controlling HMA quality characteristics

2. Taking samples, including sampling locations.

3. Establishing, implementing, and maintaining QC

4. Determining when corrective actions are needed.

5. Implementing corrective actions.

6. Using methods and materials for backfilling core locations.

C. The QC plan must address the elements affecting HMA Quality, including 488
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1. Aggregates

2. Asphalt binder

3. Additives

4. Productions

5. Paving
D. For CIP projects, the Contractor shall permit the City’s certified testing laboratory to take samples of the aggregate and asphalt emulsion used in the project at the City’s discretion. Gradation and sand equivalent tests may be run on the aggregate and residual asphalt tests on the emulsion. City will compare the test results with this Section and notify the Contractor if any test fails to meet specifications.

E. The Contractor shall furnish all tools and equipment and employ sufficient trained personnel to operate all equipment and perform all handwork efficiently and skillfully.

1.6 AGGREGATES TESTING:

A. Contractor shall test the quality of aggregates under the test methods and frequencies shown in Section 32 12 16 – Asphalt Paving.

1.7 AMBIENT CONDITIONS
A. Refer to Section 32 12 16 – Asphalt Paving for ambient air and surface temperatures for spreading HMA.

PART 2 - PRODUCTS

2.1 ASPHALT PAVING
A. Asphalt Concrete shall conform to Section 39 , “Asphalt Concrete”, of the State Standard Specifications and the City Standard Specifications.

B. Asphalt Concrete for surfacing shall be Hot Mix Asphalt (HMA) Type A.

C. Asphalt Materials:

1. Asphalt Binder: Asphalt Binder must comply with Section 92 , “ Asphalt Binders”, of the State Standard Specifications.
a. For a leveling course, the grade of the asphalt binder for the Hot mix asphalt (HMA) must be PG 64-10 or PG 64-16.
b. For Miscellaneous areas, and asphalt dikes the grade of the asphalt binder for the Hot mix asphalt (HMA) must be PG 70 -10. Minimum 489
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asphalt binder content must be 6.40 percent for 3/8” maximum size aggregate.

2. Tack Coat: Diluted cationic emulsified asphalt per Section 94 , “Asphaltic Emulsion”, of the State Standard Specification. Asphaltic emulsion shall be Grade CSS1h setting type.

3. Reclaimed As phalt Pavement (RAP): Processed material obtained by milling or full depth removal of existing asphalt paving.

4. Oil
D. Reclaimed Asphalt Pavement (RAP) aggregate may be substituted for a part of virgin aggregate in a quantity not to exceed fifteen percent (15%) by weight of the aggregate blend.

1. RAP shall conform to Section 39 -2.02A(3)(c), “ Reclaimed Asphalt Pavement”, of the State Standard Specifications.

2. During Type A HMA production, sample RAP twice daily and perform QC testing for:
a. Aggregate gradation at least once a day under California Test 384. b. Moisture content at least twice a day.

3. If RAP is used, RAP quality requirements must be as shown in the following table.

Reclaimed Asphalt Pavement Quality
Quality Characteristic Test method Requirement
Binder Content (% within the average
value reported)
AASHTO T 164 ± 2.00
Specific Gravity (within the average
value reported)
AASHTO T 209 ± 0.06

E. Aggregate Materials: All aggregate materials shall conform to the aggregate material specifications specified in Section 32 12 16 – Asphalt Paving.

2.2 TYPE A HMA PRODUCTION
A. Contractor shall test the quality characteristics of Type A HMA under the test methods and frequencies shown in Section 32 12 16 – Asphalt Paving.

2.3 TYPE A HMA ACCEPTANCE
A. For Type A HMA quality requirements, see Type A HMA acceptance specified in Section 32 12 16 – Asphalt Paving.
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2.4 GEOSYNTHETIC PAVEMENT INTERLAYER:

A. Geosynthetic pavement interlayer shall conform to Geosynthetic pavement interlayer specified in Section 32 12 16 – Asphalt Paving.

2.5 CRACK TREATMENT:

A. Crack sealant must comply with Section 37 -6, “Crack Treatments”, of the State Standard Specifications.

B. The pavement crack treatment material must comply with the requirements for Type 1 or Type 2 crack treatment material shown in the following table:

Crack Treatment Material
Requirements
Quality
characteristica
Test methodb Type 1 Type 2
Softening Point (min,
°C)
ASTM D36/D36M 102 96
Cone Penetration at
77-degrees F (max)
ASTM D5329 35 40
Resilience at 77-
degre F, unaged (%,
min)
ASTM D5329 20-60 25-65
Flexibilityc (°C) ASTM D3111 0 0
Tensile adhesion
(min, %)
ASTM D5329 300 400
Specific Gravity
(max.)
ASTM D70 1.25 1.25
Asphalt
Compatibility
ASTM D5329 Pass Pass
Sieve test (%
passing)
See note d 100 100

aCold-applied crack treatment material residue collected under ASTM D6943, Method B and sampled under ASTM D140 must comply with the grade specifications.

bExcept for viscosity, cure each specimen at a temperature of 23 ± 2 °C and a relative humidity of 50 ± 10 percent for 24 ± 2 hours before testing.

cFor the flexibility test, the specimen size must be 6.4 ± 0.2 mm thick by 25 ±

0.2 mm wide by 150 ± 0.5 mm long. The test mandrel diameter must be 6.4 ±

0.2 mm. The bend arc must be 180 degrees. The bend rate must be 2 ± 1 seconds. At least 4 of 5 test specimens must pass at the specified test temperature without fracture, crazing, or cracking.
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dFor hot-applied crack treatment, dilute with toluene and sieve through a no. 8 sieve. For cold-applied crack treatment, sieve the material as-received through a no. 8 sieve. If the manufacturer provides a statement that added components passed the no. 16 sieve before blending, this requirement is void.

C. The material shall be capable of being melted and applied to cracks and joints at temperatures below 400 -degrees F. When heated, it shall readily penetrate cracks 1/4-inch wide or wider.

D. Crack treatment material must be delivered to the job site with manufacturer’s name, production location, brand or trade name, designation, crack treatment trade name, batch number, maximum heat temperature and expiration date for cold application only.

E. Hot-applied crack treatment must be delivered to the job site premixed in cardboard containers with meltable inclusion liners or in a fully meltable package.

F. Sand applied to tacky crack treatment material must be clean, free of clay, and comply with the gradation shown in the following table:

Sand Gradation
Sieve Size Percent passing
No. 4 100
No. 50 0-30
No. 200 0-5

2.6 SLURRY SEAL
A. Slurry Seal shall be in conformance with Section 37 -3 – Slurry Seal and Micro - Surfacing of the State Standard Specifications.

B. Applying slurry seal consists of spreading a mixture of asphaltic emulsion, aggregate, set-control additives, and water on a surface or pavement.

C. Aggregates for slurry seal and micro -surfacing must comply with the gradation requirements shown in the following table:

Sand Gradation
Sieve Size Percent passing (Class II)
3/8” 100
No. 4 94-100
No. 8 65-90
No. 16 40-70
No. 30 25-50
No. 200 5-15
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D. Aggregate must be rock dust or sand such as plaster sand. Aggregate larger than No. 50 sieve must be 100 percent crushed rock. Aggregate must be free from vegetable matter, deleterious substances, caked or clay clamps, and oversized particles.

E. The mix des ign must have the percent of asphaltic emulsion, based on percentage by weight of the dry aggregate, within the range of 12%-18% for Class II aggregate type.

F. Minimum sand equivalent per California Test 217 and minimum durability index and California Test 229 shall be 55 for Class II Aggregate.

2.7 MICRO-SURFACING
A. Micro-surfacing shall be in conformance with Section 37 -3, “ Slurry Seal and Micro-surfacings”, of the State Standard Specifications.

B. Applying Micro -surfacing consists of spreading a mixture of micro -surfacing emulsion, water, additives, mineral filler and aggregate on the pavement.

C. Micro-surfacing mix design must have the material proportion limits shown in the following table:

Micro-surfacing Mix Design Proportion Limits
Material Proportion Limits
Micro-surfacing emulsion residual asphalt 5.5%-9.5% of aggregate by weight Water and additives No Limit
Mineral Filler 0%-3% aggregate dry weight
D. Aggregate for micro-surfacing except mineral filler must comply with the requirements shown in the following table:

Micro-surfacing aggregate
Quality Characteristic Test Method Requirement
Sand equivalent (min.) California Test 217 65
Durability index (min.) California Test 229 65
Percentage of crushed particles
(min., %)a
California Test 205 95
Los Angeles Rattler
Loss at 500 revolutions (max, %)b
California Test 211 35
aCrushed particles must have at least 1 fractured face
bCalifornia Test 211 must be performed on the aggregate before crushing. 493
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E. Micro-surfacing emulsion must be a homogeneous mixture of asphalt, polymer, and emulsifier solution and shall conform to Section 37-3.03A(4)(b)(ii), “Micro- surfacing Emulsion”, of the State Standard Specifications.

F. If Portland cement is used as mineral filler, it must be any combination of Type I, Type II or Type II cement.

2.8 SOURCE QUALITY CONTROL
A. Section 01 45 00 - Quality Control: Testing, inspection and analysis requirements.

B. Test samples in accordance with AI MS-2.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Section 01 70 00 - Execution and Section 01 77 00 - Closeout Requirements:

Requirements for installation examination.

B. Verify utilities indicated under paving are installed with excavations and trenches backfilled and compacted.

C. Verify compacted aggregate base is dry and ready to support paving and imposed loads as specified in the project Geotechnical Report or as directed by the Project Manager.

1. Proof roll subbase with minimum two perpendicular passes to identify soft spots.

2. Remove soft subbase and replace with compacted fill.

D. Verify with a licensed land surveyor that the gradients and elevations of base are correct.

E. Verify drainage grates and frames, and manhole frames are installed in correct position and elevation.

3.2 DEMOLITION
A. Saw cut and notch existing paving as indicted on Drawings. Before removing any portion of an asphalt concrete facility, make a sawcut full depth to a true line along the limits of the removal area.

B. Clean existing paving to remove foreign material, excess joint sealant and crack filler from paving surface.
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C. Repair surface defects in existing paving to provide uniform surface to receive new paving.

D. Where replace asphalt concrete surfacing is shown, remove the full depth of the existing asphalt concrete surfacing and replace with HMA.

E. Before removing asphalt concrete, outline the replacement areas and cut neat lines with a saw or grind to full depth of on the existing asphalt concrete. Do not damage asphalt concrete and base that is to remain in place.

F. Any excavations of the base material beyond the specified plane, shall be replaced with HMA. No additional compensation will be allowed for HMA placed beyond the specified plane.

G. Do not use a material transfer vehicle for replacing asphalt concrete surfacing.

H. When base and surfacing are described to be removed, remove base and surfacing to a depth of at least 6 inches below the grade of the existing surfacing.

Backfill resulting holes and depressions.

I. All material removed shall become the property of the C ontractor and shall be disposed of in a legal manner.

3.3 COLD PLANING ASPHALT CONCRETE PAVEMENT
A. Cold planning asphalt concrete pavement includes the removal of pavement markers, traffic stripe, and pavement markings within the area of cold planning.

B. Cold plane existing asphalt paving to a minimum depth that results in a new HMA pavement section which is minimum 2 -inch thick as shown on the Drawings.

Contractor shall make a sawcut after cold planing at the conform edges to allow for a minimum 2-inch vertical surface at the conforms.

C. HMA for temporary tapers must be of the same quality that is used for the HMA overlay.

D. Do not use a heating device to soften the pavement.

E. The cold planning machine must be:

1. Equipped with a cutter head width that matches the planing width unless a wider cutter head is authorized

2. Equipped with automatic controls for the longitudinal grade and transverse slope of the cutter head and:
a. If a ski device is used, it must be at least 30 feet long, rigid, and a 1 - piece unit. The entire length must be used in activating the sensor. b. If referencing from existing pavement, the cold planing machine must be controlled by a self-contained grade reference system. The system 495
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must be used at or near the centerline of the roadway. On the adjacent pass with the cold planing machine, a joint matching shoe may be used.

3. Equipped to effectively control dust generated by the planing operation.

4. Operated such that no fumes or smoke is produced.

F. Replace broken, missing, or worn machine teeth.

G. If the Contractor does not complete placing the HMA surfacing before opening the area to traffic, the Contractor must:

1. Construct a temporary HMA taper to the level of the existing pavement

2. Place HMA during the next work shift

3. Submit a corrective action plan that shows that the Contractor will complete cold planing and placement of HMA in the same work shift. Do not restart cold planing activities until the corrective action plan is authorized.

H. The completed surface of the planed pavement must not vary more than 0.02 foot when measured with a 12-foot straightedge parallel with the centerline. With the straightedge at right angles to the centerline, the transverse slope of the planed surface must not vary more than 0.03 foot.

I. Where lanes are open to traffic, the drop-off between adjacent lanes must not be more than 0.15 foot.

J. Remove cold planed material concurrently with planing activities such that the removal does not lag more than 50 feet behind the planer. All materials removed shall become the property of the Contractor and shall be disposed of in a legal manner.

K. The Contractor shall be responsible for maintaining the street in a clean condition during the course of the cold planing or grinding operations using a vacuum sweeper.

L. If a drop-off between the existing pavement and the planed areas at transverse joints cannot be avoided before opening to traffic, construct a temporary HMA taper. The HMA temporary taper must be:

1. Placed to the level of existing pavement and tapered on a slope of 30:1 (horizontal: vertical) or flatter to the level of the planed areas.

2. Compacted by any method that will produce a smooth riding surface.

M. Completely remove temporary tapers before placing permanent surfacing.

N. Remove and replace any traffic signal detector loops and loop conductors including the loop conductors leading into the detector box. For City owned traffic signals where traffic signal detector loops are present, the Contractor shall notify the Project Manager a minimum of one (1) week prior to beginning work near the loops. For Caltrans traffic signals the Contractor shall n otify Caltrans in conformance with Caltrans requirements.
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3.4 CONSTRUCTION
A. Refer to Section 32 12 16 - Asphalt Paving for construction of asphalt paving.

3.5 SPREADING AND COMPACTING EQUIPMENT
A. Refer to Section 32 12 16 - Asphalt Paving for construction of compaction of asphalt paving.

3.6 MATERIAL TRANSFER VEHICLE:

A. Refer to Section 32 12 16 - Asphalt Paving for material transfer vehicle.

3.7 METHOD COMPACTION EQUIPMENT:

A. Refer to Section 32 12 16 - Asphalt Paving for material method compaction equipment.

3.8 SURAFCE PREPARATION:

A. Refer to Section 32 12 16 - Asphalt Paving for surface preparation and tack coat.

3.9 GEOSYNTHETIC PAVEMENT INTERLAYER
A. Where shown on Drawings, place geosynthetic pavement interlayer over a coa t of asphalt binder and in compliance with the manufacturer’s instructions. Do not place the interlayer on a wet or frozen surface.

B. Before placing the interlayer and asphalt binder:

1. Repair cracks 1/4 -inch and wider, spalls, and holes in the pavement.

Repairing cracks is not change order work.

2. Clean the pavement of loose and extraneous material.

C. Immediately before placing the interlayer, apply 0.25 ± 0.03 gal of asphalt binder per square yard of interlayer or until saturated. Apply asphalt binder the width o f the interlayer plus 3 inches on each side. At an overlap, apply asphalt binder on the lower interlayer the same overlap distance as the upper interlayer.

D. Align and place the interlayer with no overlapping wrinkles, except a wrinkle that overlaps may remain if it is less than 1/2 -inch thick. If the overlapping wrinkle is more than 1/2-inch thick, cut the wrinkle out and overlap the interlayer no more than 4 inches.
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E. Overlap the interlayer borders between 4 to 6 inches. In the direction of paving, overlap the following roll with the preceding roll at any break.

F. Use rolling equipment to correct distortions or wrinkles in the interlayer.

G. If asphalt binder tracked onto the interlayer or brought to the surface by construction equipment causes interlayer displacement, cover it with a small quantity of HMA.

H. Before placing HMA on the interlayer, do not expose the interlayer to:

1. Traffic except for crossings under traffic control and only after you place a small HMA quantity.

2. Sharp turns from construction equipment

3. Damaging elements.

I. Pave HMA on the interlayer during the same work shift. The minimum HMA thickness over the interlayer must be 0.17-foot thick including at pavement conforms as shown on the drawings.

3.10 LONGITUDINAL JOINTS
A. Refer to Section 32 12 16 - Asphalt Paving for longitudinal joints.

3.11 WIDENING EXISTING PAVEMENT
A. If widening existing pavement, construct new pavement structure to match the elevations of the existing pavement’s edge before placing HMA over the existing pavement.

3.12 COMPACTION
A. Refer to Section 32 12 16 - Asphalt Paving for compaction.

3.13 PAVEMENT CRACK SEALING
A. Prior to overlaying existing pavements, crack sealing operations shall be performed in accordance with the following:

1. Crack sealing shall be performed on all pavement cracks 1/4-inch wide or wider. Cracks between 1/ 4-inch and 1/2 -inch wide shall be routed to a depth and width of 1/2-inch prior to sealing.

2. Fill or repair cracks wider than 1-inch or as shown on the Drawings.

3. Crack sealing shall be performed after any required pavement repair or grinding operations and prior to placing flexible pavement coatings, pavement reinforcing fabric, or overlay.
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4. All pavement cracks not routed shall first be treated for weed prevention.

5. For hot-applied crack treatment material, rout cracks or sawcut to form a reservoir.

6. Immediately prior to performing crack sealing, the cracks shall be cleaned by the use of oil-free compressed air at a pressure of at least 90 psi such that all vegetation, dirt, and other objectionable materials are removed. The compressed air shall be filtered of moisture and oils. Under damp conditions, a hot compressed air lance shall be utilized to dry the cracks as well. The hot air lance must not apply flame directly on the pavement.

7. Crack sealant material shall conform to the provisions of PART 2 “Products” of this Section and shall be applied at the temperature and rate recommended by the manufacturer.

8. Apply crack treatment with a nozzle inserted into the crack. Fill the crack flush. If after 2 days the crack treatment is more than 1/4 -inch below the specified level, the sealant fails, or the crack re-opens, re-treat the crack.

9. Extensively cracked pavement areas shall not be crack sealed unless specifically directed by the Project Manager. This is necessary to avoid interference with proper adhesion of the flexible pavement coatings, pavement reinforcing fabric, or overlay, and to avoid subsequent asphalt bleeding on the new surface. Where the Project Manager determines excessive coating or thickness of pavement crack sealant by the Contractor, the Contractor shall perform the necessary pavement base repairs at the Contractor’s expense to correct the problem prior to placement of any flexible pavement coating, pavement reinforcing fabric, or overlay.

10. Immediately remove crack treatment material that is spilled or deposited on the pavement surface.

11. Crack seal areas shall be protect ed from traffic until the material has sufficiently cured and does not track. Any damage or loss of material from freshly placed crack seal material shall be replaced by the Contractor.

12. Before opening to traffic, apply sand or the manufacturer’s recommend ed detackifying agent to tacky crack treatment material on the traveled way.

Sweep up excess sand before opening to traffic.

3.14 ADJUST IRON CASTINGS TO GRADE
A. Before applying slurry seal or micro -surfacing, cover manholes, valves and monument covers, grates o r other exposed facilities located within the area of application using plastic or oil resistant construction paper secured by tape or adhesive to the facility being covered. Reference the covered facilities with enough control points to locate the facilities after application of the seal coat.

B. All Iron Castings shall be set to finish grade after placing the asphalt concrete.

The adjustment of structures and monuments to grade shall be in conformance with Section 15, "Existing Facilities," of the State Standard Specifications and this Section.
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C. When streets are overlayed unless deemed unsuitable by the Project Manager, existing frames and covers shall be salvaged and re -used. All iron castings damaged during construction shall be replaced by the Contractor with new iron castings at the Contractor’s expense. Replacement iron castings for City utility structures shall be replaced in conformance with the appropriate technical section. Replacement iron castings for other Agency utility structures shall be replaced in conformance with the appropriate Agency requirements.

D. All water valve covers shall be exposed on the same day in which they are covered by resurfacing operations.

E. All maintenance hole covers shall be raised no later than 2 working days after resurfacing is placed, and shall be patch -paved with asphalt concrete within 2 working days after being raised.

F. Tops of frames shall be set flush with finish grade. Frames which are not flush with finish grade shall be re -adjusted by the Contractor at the Contr actor’s expense.

G. After adjusting frames Contractor shall ensure all covers are removable and seat properly when replaced. For new iron castings the new covers shall not rock.

H. Hand mixing of concrete for use in raising iron castings to grade will be allowe d.

Concrete shall be placed and thoroughly consolidated in conformance with Section 32 13 13 - Concrete Surface Improvements.

I. The contractor shall place a false bottom in manholes and valve boxes prior to starting any work. The contractor is to remove any debris with a vacuum cleaner and remove the false bottom after paving. False bottom is to be constructed of 1" marine grade moisture-resistant plywood or City approved equal. The plywood is cut to a circle or otherwise shaped to fit the bottom of the manhole or valve box and then cut in half. The false bottom is then placed in the manhole or valve box with the seam crossing the flow or in such a manner to protect the sewer system from any debris. False bottom is to be placed on blocks at a minimum of 1" above all inlets to the manhole. False bottom shall be connected to the blocks via nails or staples to prevent the blocks from falling into the flow. Blocks shall not obstruct any part of the flow. All debris shall be removed from manhole prior to constructing false bottom. All debris shall be removed from manhole each time the manhole is worked on. False bottoms must be approved by the City prior to installations.

J. Asphalt concrete patch paving shall be 1/2" maximum asphalt concrete placed over a tack coat. Patch paving may be placed by hand using a vibratory plate compactor or roller in conformance with this Section.
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3.15 SLURRY SEAL & MICRO-SURFACING
A. Proportion slurry seal ingredients in compliance with the authorized mix design.

Proportion and blend different aggregate types before adding other ingredients.

After proportioning, the slurry seal mixture must be workable.

B. Proportion the micro-surfacing materials using the authorized mix design. Field conditions may require adjustments to the proportions during construction. Obtain Project Manger’s written authorization before adjusting proportions.

C. Before placing slurry seal or micro -surfacing, clean the pavement surface by removing loose particles of extraneous materials, including paving and dirt. Use any nondestructive methods , such as flushing and sweeping, cleaning any oil spots.

D. If the slurry seal and micro -surfacing activities affec t access to public parking, residential property o r commercial property, business; notify residents, businesses, and utility companies at least 48 hours before starting activities, The notice must:

1. Describe the work to be performed

2. Detail streets and limits of activities

3. Indicate work hours

4. Be authorized by the Project manager

5. Have an emergency contact information for the Contractor.

E. Before starting slurry seal and micro -surfacing activities, post signs at 100 -foot intervals on the affected streets. Signs must display No Parking-Tow Away. Signs must state the day of the week and hours parking or access will be restricted.

Signs when no longer required shall be removed.

F. Place slurry seal and micro-surfacing of both the pavement and air temperatures are at least 50 degrees F. Do not place Slurry or micro -surfacing if either the pavement or air temperature is below 50-degree F and falling. The expected high temperature must be at least 65 degrees F within 24 hours after placement.

G. Do not place slurry seal or micro -surfacing if rain is imminent or the air temperature is expected to be below 36 degrees F within 24 hours after placement.

H. Longitudinal joint must correspond with lane lines. Spread slur ry in full lane widths.

I. Longitudinal and transverse joints must be uniform, straight, neat in appearance, butt-type joints, without material buildup, and without uncovered areas.

J. Spread slurry seal uniformly within the spread rate range of 10 to 15 lbs. o f dry aggregate per square yard for Class II aggregate. Do not spot, rehandle or shift the mixture.
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K. Coat the pavement surface with CSS grade asphaltic emulsion mixed with additional water. The ratio of water to asphaltic emulsion must be 3 to 1. Apply the tack coat at a rate from 0.08 to 0.15 gal/sq. yd.

L. The slurry seal mixture must be uniform and homogenous after spreading, and there must not be separation of the emulsion and aggregate after setting.

M. The slurry seal surface must be cured to allow traffic without pilot cars within 1 hour after placement. The slurry seal must not show bleeding, raveling, separation, or other distresses for 15 days after placing.

N. Protect the slurry seal from damage until it has cured and will not adhere or picked up by vehicle tires.

O. Before micro-surfacing, fog the roadway surface with water ahead of the spreader box. The fog spray must be adjusted for pavement temperature, surface texture and dryness.

P. The completed spread rate must be within 10 percent of the specified spread rate. The micro -surfacing spread rates must be within the ranges shown in the following table:

Micro-surfacing Spread Rates
Micro-surfacing type Location Range (lbs. of
dry aggregate
per sq. yd.)
Type II Full lane width 10-20
Type IIIa Full lane width 20-32
aOver asphalt concrete pavement
Q. Spread micro-surfacing either in the direction of traffic or in the opposite direction.

R. Finished micro-surfacing must be free of irregularities such as scratch or tear marks. Do not leave any marks that are over 1-inch wide or 6-inches long.

S. Sweep the micro -surfacing 24 hours after the placement without damaging the micro-surfacing. For 5 days afterward, sweep the micro-surfacing daily.

T. If bleeding, raveling, delaminating, rutting, or wash-boarding occurs after placing the micro-surfacing make repairs as approved by the Project Manager.

U. Sidewalk and driveways must be kept clean with an air compressor after 1 st and 5th day of sweeping.
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3.16 ASPHALT PAVING TOLERANCES
A. Section 01 45 00 – Quality Control: Tolerances.

B. Flatness: Maximum variation of 1/8 inch measured with 10-foot straight edge.

C. Scheduled Compacted Thickness: Within 1/4 inch.

3.17 FIELD QUALITY CONTROL
A. Section 01 45 00 – Quality Control : Requirements for testing, adjusting, and balancing.

B. Asphalt Paving Mix Temperature: Measure temperature at time of placement.

3.18 PROTECTION
A. Section 01 77 00 - Closeout Requirements: Requirements for protecting finished Work.

B. Immediately after placement, protect paving from mechanical injury for until surface temperature is less than 140 degrees F.

END OF SECTION 32 12 17
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SECTION 32 13 13 - CONCRETE SURFACE IMPROVEMENTS
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Aggregate base course.

2. Concrete Surface Improvements for:
a. Concrete sidewalks
b. Concrete driveways
c. Concrete curb ramps
d. Concrete curbs and gutters
e. Concrete retaining curbs
f. Concrete median curbs
g. Concrete median nose surfacing
h. Concrete valley gutters
i. Concrete bus turnouts
j. Concrete survey monuments
k. Concrete ditches

3. Forms for Concrete

4. Concrete reinforcement (reinforcing bars, welded wire fabric and accessories).

5. Portland Cement Concrete placement

6. Concrete Joints - Expansion, Weakened plane and Score joints

7. Curing compounds
B. Related Requirements:

1. Section 09 90 00 - Painting and Coating: Pavement markings.

2. Section 31 05 13 - Clearing & Grubbing, Excavation, and Earthwork

3. Section 32 11 23 - Aggregate Base Courses

4. Section 32 12 16 - Asphalt Paving

5. Section 33 05 13 - Manholes and Structures

1.2 PRICE AND PAYMENT PROCEDURES
A. Section 01 29 00 - Payment Procedures
B. Aggregate Base Course:

1. Basis of Measurement: Not measured.
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2. Basis of Payment: Incidental to measurement for concrete surface improvements and i ncludes supplying fill material, stockpiling, scarifying substrate surface, placing where required, and compacting.

C. Concrete Surface Improvements:

1. Basis of Measurement: By square feet for sidewalks, driveways, curb ramps, valley gutters, bus turnouts, trash enclosure pads and median nose surfacing; By linear feet for c urb & gutter , concrete retaining curbs, and median curbs . Concrete pads around utility facilities and miscellaneous concrete footings are incidental to the bid item most closely related to and no separa te compensation allowed therefor. Truncated domes for curb ramps are not measured separately are considered incidental to the pay item for Curb Ramps. Retaining curbs at curb ramps are not measured and are considered incidental to the measurement of curb ramps. Curb and gutter and vertical curbs adjacent to the curb ramp will be measured separately. Concrete Survey Monuments shall be measured on a per un it basis.

2. Basis of Payment: Includes all labor, materials, tools, equipment, and incidentals including subgrade preparation, excavation, base preparation, forms, reinforcing, concrete, accessories, placing concrete, finishing concrete, expansion joints, weakened plane joints, scoring joints, curing, removal of all forms, and testing.

1.3 REFERENCE STANDARDS
A. State of California (Caltrans) Standards:

1. Section 19 Earthwork

2. Section 26 Aggregate Base

3. Section 51 Concrete Structures

4. Section 52 Reinforcement

5. Section 73 Concrete Curbs and Sidewalks

6. Section 90 Concrete
B. American Association of State Highway and Transportation Officials:

1. AASHTO M295 - Standard Specification for Coal Fly Ash or Calcined Natural Pozzolan for Use in Concrete.

2. AASHTO M302 – Standard Specification for Ground Blast-Furnace Slag for Use in Concrete and Mortars

3. AASHTO T160 - Standard Method of Test for Length Change of Hardened Hydraulic Cement Mortar and Concrete
C. American Concrete Institute:
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1. ACI 117 - Specifications for Tolerances for Concrete Construction and Materials.

2. ACI 301 - Specification for Structural Concrete

3. ACI 304 - Guide for Measuring, Mixing, Transporting, and Placing Concrete.

4. ACI 308.1 - Specification for Curing Concrete.

5. ACI 347 – Guide to Formwork for Concrete
D. American Forest & Paper Association:

1. AF&PA - National Design Specification (NDS) for Wood Construction.

E. APA - The Engineered Wood Association:

1. APA/EWA PS 1 - Voluntary Product Standard - Structural Plywood.

F. ASTM International:

1. ASTM A185 - Standard Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement.

2. ASTM A497 - Standard Specification for Steel Welded Wire Fabric, Deformed, for Concrete Reinforcement.

3. ASTM A615 - Standard Specification for Deformed and Plain Bi llet-Steel Bars for Concrete Reinforcement.

4. ASTM A775 - Standard Specification for Epoxy -Coated Steel Reinforcing Bars.

5. ASTM A1064 - Standard Specification for Carbon -Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

6. ASTM C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.

7. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

8. ASTM C94 - Standard Specification for Ready-Mixed Concrete.

9. ASTM C143 - Standard Test Me thod for Slump of Hydraulic Cement Concrete.

10. ASTM C150 - Standard Specification for Portland Cement.

11. ASTM C171 - Standard Specification for Sheet Materials for Curing Concrete.

12. ASTM C172 - Standard Practice for Sampling Freshly Mixed Concrete.

13. ASTM C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.

14. ASTM C231 - Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method.

15. ASTM C260 - Standard Specification for Air -Entraining Admixtu res for Concrete.

16. ASTM C309 - Standard Specification for Liquid Membrane -Forming Compounds for Curing Concrete.

17. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.

18. ASTM C595 - Standard Specification for Blended Hydraulic Cements. 506
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19. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete.

20. ASTM C979 - Standard Specification for Pigments for Integrally Colored Concrete.

21. ASTM C989 - Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars.

22. ASTM C1017 - Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete.

23. ASTM C1064 - Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete.

24. ASTM D209 - Standard Specification for Lampblack Pigment

25. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

G. Concrete Reinforcing Steel Institute:

1. CRSI 10-MSP – Manual of Standard Practice

2. CRSI 10PLACE – Placing Reinforcing Bars
H. West Coast Lumber Inspection Bureau:

1. WCLIB - Standard No. 17 Grading Rules for West Coast Lumber.

1.4 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data:

1. Submit data on concrete materials, joint filler, joint sealants, admixtures, curing compounds.

2. Submit certified copies of mill test report of reinforcement materials analysis. Indicate bending and cutting schedules and supporting and spacing devices.

3. Submit manufacturer's information on curing compounds. Submit detailed instructions on installation requirements, including storage and handling procedures.

4. Shop drawings indicate formwork, shoring and reshoring.

C. Design Data:

1. Submit concrete mix design for each concrete strength. Submit separate mix designs when admixtures are required for the following:
a. Hot and cold weather concrete work.
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2. Identify mix ingredients and proportions, including admixtures.

3. Chloride can contribute to corrosion of metals embedded in concrete.

Admixture manufacturers shall i dentify chloride content of admixtures and whether or not chloride was added during manufacture.

D. Protection:

1. Protect materials from moisture and dust by storing in clean, dry location remote from construction operations areas.

2. Provide additional protection according to manufacturer instructions.

E. Source Quality Control Submitt als: Indicate results of factory tests and inspections.

F. Certifications:

1. At the time of delivery provide certificates of compliance signed by both the Contractor and Supplier to verify the following:

a. Materials supplied comply with the specification in all respects. b. Proportioning and mixing is in compliance with a design mix which has been field tested in accordance with the herein requirements and produces the required compressive strength under like conditions. c. Statement of type and amount of admixtures.
d. All Certificates shall include the Material and Supplier’s mix design number.
e. Volume of concrete. At the time of delivery provide certified delivery ticket stating volume of concrete delivered and time of mixing, or time of load-out in case of transit mixers.

1.5 QUALITY ASSURANCE
A. Perform Work according to ACI 301.

B. Obtain cementitious materials from same source throughout unless approved by the City.

C. Concrete finish shall be consistent with adjacent concrete unless specified otherwise on the Drawings.

D. For wood products furnished for Work of this Section, comply with AF&PA.

1.6 MOCKUP
A. Section 01 45 00 - Quality Control: Requirements for mockup. 508
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B. Construct mockup, 5 feet x 5 feet, including paving, expansion joints, weakened plane joints, score joints, surface texture, and base material for decorative colored concrete work.

C. Locate where directed by the Project Manager.

D. Remove mockup when directed by Project Manager.

1.7 AMBIENT CONDITIONS
A. Section 01 50 00 - Temporary Facilities and Controls: Ambient conditions control facilities for product storage and installation.

B. Do not place concrete when surface is wet or frozen.

C. Do not place concrete when base surface temperature is less than 45 degrees F, nor when conditions indicate that the temperature may fall less than 45 degrees F. within 24 hours, except with the written permission of the City Engineer. Salt chemicals, or other foreign materials shall not be mixed with the concrete for the purpose of preventing freezing. Concrete shall be effectively protected from freezing or frost for period of 5 days after placing.

D. Concrete for structures shall not be mixed or placed while the ambient temperature is above 110 degrees F. unless adequate means are employed to cool the aggregate and water and satisfactory provisions have been made for protecting the work.

PART 2 - PRODUCTS

2.1 AGGREGATE BASE COURSE
A. Aggregate Base: 3/4" maximum - Class 2 Aggregate Base as specified in Section 32 11 23 - Aggregate Base Courses.

2.2 CONCRETE SURFACE IMPROVEMENTS
A. Form Materials:

1. Form Materials: Conform to ACI 301 and shall be new.

2. Plywood:
a. Species: Douglas fir.
b. Grade: Solid one side
c. Edges: Clean and true.

3. Plywood Forms:
a. Application: Exposed finish concrete.
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b. Description:
1) Comply with APA/EWA PS 1.
2) Panels: Full size, 4 by 8 feet.
3) Label each panel with grade trademark of APA/EWA.
c. Plywood for Surfaces to Receive Membrane Waterproofing:
1) Minimum Thickness: 5/8 inch.
2) Grade: APA/EWA "B-B Plyform Structural I Exterior."

4. Formwork shall be designed for the loads and lateral pressure outlined in Section 102 of ACI 347 and other loads indicated and shall be designed to have sufficient strength to carry the dead weight of the concrete as a liquid, without appreciable deflection. If any such deflection occurs, it shall be sufficient cause for rejection of the work.

5. Where necessary to maintain the tolerances indicated, the formwork shall be cambered to compensate for anticipated deflections due to the weight and pressure of the fresh concrete and due to construction loads.

6. Forms shall be smooth, mortar -tight, true to the re quired lines and grades and of sufficient strength to resist springing out of shape during the placing of concrete.

7. Surfaces of forms shall be free from irregularities, dents, snags, rust, and other material which would discolor or transfer to the concrete.

B. Reinforcement:

1. Deformed Reinforcing: Steel: ASTM A615 , 60 ksi yield grade, deformed billet bars, uncoated finish.

2. Welded Deformed Wire Fabric: ASTM A497; in [flat sheets] [coiled rolls]; [unfinished] [epoxy coated finish].

3. Dowels: ASTM A615 ; 60 ksi yield strength, plain steel bars; cut to length indicated on Drawings, square ends with burrs removed; unfinished . One end of the dowel shall include a sleeve over the dowel.

4. Tie Wire: ASTM A1064, Minimum 16 gage, black annealed type.

5. Chairs, Bolsters, Bar Supports, and Spacers:
a. Size and Shape: To strengthen and support reinforcement during concrete placement conditions.

1. Splicing: Splice reinforcing where indicated on Drawings. The length of lapped splices shall be as follows:
a. Reinforcing bars No. 8, or smaller, shall be lapped at least 45 bar diameters of the smaller bar joined, except when otherwise shown on the Drawings.
b. Reinforcing bars No. 9, 10 and 11 shall be lapped at least 60 bar diameters of the smaller bars joined, except when otherwise shown on the Drawings.
c. If not indicated on Drawings, locate reinforcement splices at point of minimum stress. Obtain approval of splice locations from the City.

2. Reinforcing bars shall be free of mortar, oil, dirt, excessive mill scale and scabby rust and other coatings of any character that would destroy or 510
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reduce the bond. All bending shall be done cold, to the shapes sho wn on the Drawings.

3. Place, support, and secure reinforcement against displacement by using precast mortar blocks or ferrous metal chairs, spacers, metal hangers, supporting wires, and other approved devices of sufficient strength to resist crushing under applied loads. Supports and ties shall be such as to permit walking on reinforcing without undue displacement.

4. Do not deviate from required position beyond specified tolerances.

5. Accommodate placement of formed openings.

6. Spacings:
a. Space reinforcement bars w ith minimum clear spacing as shown on the Drawings.
b. If bars are indicated in multiple layers, place upper bars directly above the lower bars, unless specified otherwise on the Drawings.

7. Maintain minimum concrete cover around reinforcement according to ACI 318 code and as follows:
a. Footings and Concrete formed against earth: 3 inches b. Concrete Exposed to Earth or Weather: 2 inches

8. Splice reinforcing where indicated on Drawings. The length of lapped splices shall be as follows:
a. Reinforcing bars No. 8, or smalle r, shall be lapped at least 45 bar diameters of the smaller bar joined, except when otherwise shown on the Drawings.
b. Reinforcing bars No. 9, 10 and 11 shall be lapped at least 60 bar diameters of the smaller bars joined, except when otherwise shown on the Drawings.

9. All reinforcing shall be securely tied in place prior to pouring concrete.

10. Placing of dowels or other reinforcing in the wet concrete is not permitted.

C. Joint Filler: ASTM D1751; Premolded expansion joint filler 1/4-inch thick.

D. Joint seal material s must be either silicone joint sealant, asphalt rubber joint sealant, or preformed compression joint seal. Silicone or asphalt rubber joint sealant must not bond or react with the backer rod.
a. Silicone Joint Sealant. Silicone joint sealant must be on the Authorized Material List for silicone joint sealant.
b. Asphalt Rubber Joint Sealant. Asphalt rubber joint sealant must:
1) Be asphalt binder mixed with not less than 10 percent ground rubber by weight. Ground rubber must be vulcanized or a combination of vulcanized and devulcanized materials that pass a no. 8 sieve.
2) Comply with ASTM D6690 for Type II.
3) Be capable of melting at a temperature below 400 degrees F and applied to cracks and joints.
4) Be delivered in containers complying with ASTM D6690.

E. Concrete Materials:
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1. Cement: Cement shall conform to Section 90, “Concrete” of the State Standard Specifications.

2. Fine and Coarse Aggregates: Conform to the requirements of Section 90 -

1.02C, “Aggregates” of the State Standard Specifications. Size of aggregate for Portland cement concrete mix to be used for Survey monuments shall be 1/2-inch maximum.

3. Water: C onform to Section 90 -1.02D, “Water” of the State Standard Specifications.

4. Air Entrainment: Air Entrainment admixtures shall meet the requirements of Section 90 -1.02E(3), “Air-Entraining Admixtures ” of the State Standard Specifications.

5. Chemical Admixture: Chemical admixtures shall meet the requirements of Section 90 -1.02E(2), “Chemical admixtu res” of the State Standard Specifications.

6. Supplementary Cementitious Materials - Fly Ash: Conform to the requirements of Section 90 -1.02B(3), “Supplementary Cementitious Materials” of the State Standard Specifications.

7. Supplementary Cementitious Materials - Slag: Conform to the requirements of Section 90 -1.02B(3), “Supplementary Cementitious Materials ” of the State Standard Specifications.

8. Color Pigment: ASTM C979; mineral oxides, alkali and fade resistant. The dosage must not exceed 10 percent by weight of cementitious material in the concrete mix design.

a. Lampblack: Conform to ASTM D209, and shall be of approved quality mixed at a rate of one pound per cubic yard of concrete. b. Color: No added color unless s pecified otherwise on the Drawing s, except lampblack.

2.3 CONCRETE MIX
A. Concrete Mix:

1. Concrete shall conform to Section 90, “ Concrete”, of the State Standard Specifications.

2. The concrete shall contain not less than 564 pounds of cement itious material per cubic yard.

3. Maximum slump for concrete is 4”.

4. Provide concrete to the following criteria:
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Item Min. 28-day Compressive
Strength (psi)
Sidewalks 4,000
Driveways 4,000
Curb Ramps 4,000
Curb and Gutters 4,000
Median Curbs 4,000
Median Nose Surfacing 4,000
Concrete Ditches 4,000
Valley Gutters 5,000
Bus Turnouts 5,000
Survey Monuments 5,000

2.4 CONCRETE CURING COMPOUND
A. Curing Compound: ASTM C309, Type 1D, Class A and shall conform to Section 90-1.03B (3) “Curing Compound Method”, of the State Standard Specifications.

2.5 SOURCE QUALITY CONTROL
A. Section 01 45 00 - Quality Control: Testing and Inspection Services.

B. Submit proposed mix design of each class of concrete to City for review prior to commencement of Work.

C. Concrete Slump shall conform to Section 90 -1.02G (6) “Quantity of Water and Penetration or Slump”, of the State Standard Specifications D. Tests on cement, aggregates, and mixes will be performed to ensure conformance with specified requirements.
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PART 3 - EXECUTION

3.1 EXAMINATION
A. Section 01 70 00 - Execution and Section 01 77 00 - Closeout Requirements:

Requirements for installation examination.

B. Verify compacted subgrad e and base is dry and ready to support paving and imposed loads.

1. Proof roll subgrade with two perpendicular passes to identify soft spots.

2. Remove soft sub grade and replace with compacted fill as specified in Section 31 05 13 – Clearing & Grubbing, Excavation, and Earthwork.

C. Verify gradients and elevations of base are correct.

3.2 PREPARATION
A. Section 01 70 00 - Execution and Section 01 77 00 - Closeout Requirements:

Requirements for installation preparation.

B. Moisten subgrade to minimize absorption of water from fresh concrete.

C. Notify City minimum 24 hours prior to commencement of concrete operations.

3.3 INSTALLATION
A. Subgrade Preparation:

1. Remove soft or spongy basement material to a depth of six (6) inches below the subgrade elevations for sidewalks, driveways, curb ramps, curbs, gutter depressions, median nose island paving, valley gutters, bus turnouts, and other miscellaneous concrete pads. Backfill the subgrade with earth, sand, gravel or suitable backfill materials to produce a stable foundation.

2. The subgrade, including any base material, shall be thoroughly compacted by an approved mechanical device to not less than ninety-five percent (95%) relative compaction as determined by Test Method No. Calif. 216 or 231 before placi ng the concrete at bus turnouts, driveways and valley gutters.

3. The subgrade, including any base material, shall be thoroughly compacted by an approved mechanical device to not less than ninety percent (90%) relative compaction as determined by Test Method No. Calif. 216 or 231 before placing the concrete at curb and gutters, sidewalk, median nose surfacing and curb ramps.

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B. Sawcutting Existing Concrete:

1. Where a portion of existing concrete surface improvements is to be removed and replaced, the section to be removed shall be sawcut with an approved concrete saw to a minimum depth of 2-1/2 inches. For sidewalks, curbs, gutters, concrete pads, curb ramps, and driveways the limit of the saw cut shall be at a minimum the first score line beyond the limits of the area to be replaced or as directed by the City.

C. Base Course:

1. Aggregate Base Course: Install as specified in Section 32 11 23 - Aggregate Base Courses.

D. Forms:

1. No forms sh all be placed prior to approval of the aggregate base and subgrade by the City.

2. Place and secure forms and screeds to correct location, dimension, profile, and gradient.

3. All dirt, chips, soil, dust, nails, and other foreign matter shall be completely removed from forms before any concrete is deposited therein.

4. Form boards having joints opened by shrinkage of the wood shall be swelled by wetting until closed, before concrete is placed.

5. The design and construction of forms and form supports shall be subject to approval, but responsibility for their adequacy shall rest with the Contractor.

6. Forms shall be carefully set to alignment and grade and shall conform to the required dimensions. Forms shall be held rigidly in place by stakes.

Clamps, spreaders and brac es shall be used where required to insure rigidity in the forms.

7. Assemble formwork to permit easy stripping and dismantling without damaging concrete.

8. When grades are less than 0.4 percent, the Contractor shall set grade stakes at a minimum of 25 foot intervals.

9. Where shown on the Drawings, specified in the Technical Specifications or permitted by the City, side forms for footings may be omitted and concrete may be poured against the firm earth.

E. Coating:

1. Before concrete is placed, the contact surfaces for forms shall be coated with an approved non-staining form coating compound.

2. Forms previously used shall be thoroughly cleaned of all dirt, mortar, and foreign matter before being re-used.

3. When forms are coated to prevent bond with concrete, coating shall be done prior to placing of the reinforcing steel.

4. Excess coating material shall not be allowed to stand in puddles in the forms nor allowed to come in contact with concrete against which fresh concret e will be placed
F. Reinforcement:
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1. Place reinforcing as indicated on Drawings.

2. Interrupt reinforcing at weakened plane and expansion joints as shown on the Drawings.

3. Place dowels where required to achieve concrete paving and curb alignment as detailed.

G. Ties:

1. Approved form clamps or bolts shall be used to fasten forms.

2. The use of ties consisting of twisted wire loops to hold forms in position during the placing of concrete will not be permitted.

3. Bolts and form clamps shall be positive in action and shall be of sufficient strength and number to prevent spreading of the forms.

4. They shall be of such type that when the forms are removed all metal shall be at least one (1) inch from any surface.

5. Spreader cones and ties shall not exceed one (1) inch in diameter. These shall be of the type which do not have to be completely withdrawn as holes through the wall will not be permitted
H. Joints

1. Place weakened plane joints at D/4 (1” deep and 1/8” wide with rounded edges of 1/8” radius for a 4” thick concrete sidewalk) at maximum of 10 foot intervals, unless shown otherwise on the Drawings. Align curb, gutter, and sidewalk joints.

2. Place expansion joints (full depth of concrete section and 1/2” wide) at maximum of 40 foot intervals, at begin and end of curve, all changes in horizontal alignment, back of sidewalk at driveways, at corners of tree wells and corners of utility vaults, unless shown otherwise on the Drawings. Align curb, gutter, and sidewalk joints.

3. Place joint filler between concrete paving components and building or other appurtenances. Recess top of filler 1/4 inch for sealant installation.

4. Seal all expansion joints as shown on the Drawings.

5. The joint opening shall be thoroughly cleaned before the sealing material is placed.

6. Sealing material shall not be spilled on exposed surfaces of the concrete.

Any excess material on exposed surfaces of the concrete shall be removed immediately and concrete surfaces cleaned.

7. Provide scored joints transversely (1/4” deep and 1/8” wide with rounded edges of 1/8” radius for a 4” thick concrete sidewalk) at maximum of 5 foot intervals, unless shown otherwise on the Drawings and between sidewalk and back of curbs at an optimum time after finishing. Provide additional score lines longitudinally at mid-point on sidewalks 8 feet and over in width.

8. Provide keyed joints as indicated.

9. For sidewalk replacement projects, match adjacent scoring and joint pattern.

I. Inspections prior to Placing Concrete:
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1. All excavations, false -work, forms, reinforcement, joints made prior to pouring, electrical and mechanical inserts, etc., shall be inspected and approved before concrete is placed, and if found unsatisfactory the work shall not proceed until all defects have been remedied. Approval will in no way relieve the Contractor of his ob ligations to produce the finished concrete required by the Drawings and the Specifications J. Placing Concrete:

1. Place concrete according to Section 73, “Concrete Curbs and Sidewalks ” of the State Standard Specifications.

2. All concrete shall be placed while fresh and before it has taken an initial set.

3. Re-tempering partially hardened concrete with additional water or vibrating will not be permitted.

4. Runways or other means must be provided to convey the concrete to the place of deposit in order not to disturb forms or reinforcement. Runways shall not be blocked up on reinforcement and wheel barrows shall not be run directly over reinforcement.

5. Immediately before placing reinforcement or pouring concrete on the ground, the s urface of the ground shall be brought to a true, even plane, and compacted to a solid bearing by roIling or tamping. The subgrade surface shall then be dampened to prevent absorption of water form the concrete. Too much water shall not be used and no pools shall form on the area to receive concrete.

6. Concrete shall be effectively protected from freezing or frost for period of 5 days after placing.

7. The concrete shall be deposited as nearly as possible in its final position and the use of vibrators for extensive shifting of the mass of fresh concrete will not be permitted.

8. Fresh concrete shall not be permitted to fall from a height greater than 4 feet without the use of adjustable pipes or "elephant trunks.”

9. Concrete shall be placed with square ends and level tops. Concrete shall be deposited continuously or in layers of such thickness that no concrete will be deposited on concrete which has hardened sufficiently to cause the formation of seams or planes of weakness within the section.

10. The Contractor shall stamp an appropriate two (2) inch symbol S, W or C in the top of curb at all locations where sanitary sewer, water or conduit crosses under curbs.

11. All exposed edges shall be tooled with a one-half inch (1/2") radius tool.

12. If a section cannot be placed c ontinuously, keyed construction joints shall be located at points as indicated or as approved. Placing shall be carried out at such a rate that the concrete which is being integrated with fresh concrete is still plastic.

13. Concrete placement shall be stopped at construction joints before rainfall starts or is sufficient to cause damage to the work.

14. Poured work shall be covered and protected.

15. Concrete, after being deposited, shall be consolidated until all voids are filled and free mortar appears on the surface.
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16. Consolidate the concrete by means of high frequency internal vibrators of type, size, and number as approved by the City. The number of vibrators employed shall be ample to consolidate the incoming concrete to a p roper degree within 15 minutes after it is deposited in forms. Vibrators shall not be attached to nor held against the forms or the reinforcing steel. The location, manner, and duration of the application of the vibrators shall be such as to secure maxim um consolidation of the concrete without causing segregation of mortar and coarse aggregate and without causing water or cement paste to flush to the surface. The thickness of the layers shall be not greater than can be satisfactorily consolidated with th e vibrators. The vibrators shall vertically penetrate a few inches into the previous lift (which should not be rigid) at regular intervals. The use of approved external vibrators for consolidating concrete will be permitted when the concrete is inaccessible for adequate consolidation, provided the forms are constructed sufficiently rigid to resist displacements and damage from external vibration.

17. The forms on the face of curbs shall not be removed while the concrete is sufficiently plastic to slump.

K. Finishing:

1. After the concrete has been placed and consolidated, the surface of the concrete shall receive a preliminary finish. The preliminary finish shall consist of carefully striking of the surface of the concrete with a template, strike board, or approved compacting type screed, operated on and between supports or headers, until a uniform surface is obtained.

2. Horizontal surfaces shall receive a broom finish unless otherwise shown on the Drawings. Make the broom finish perpendicular to the path of travel on surfaces used by Pedestrians.

3. Miscellaneous concrete footings shall be sloped to provide drainage away from the post/pipe.

4. Imperfect or Damaged Work: The Contractor shall repair and clean all concrete damaged or discolored during construction.

5. Finishing Unformed Surfaces: Following completion of the preliminary finish, a final finish of the type indicated shall be provided.

L. Curing and Protection

1. Immediately after placement, protect concrete fro m premature drying, excessively hot or cold temperatures, and mechanical injury.

2. Curing concrete shall conform to Section 90-1.03B – “Curing Concrete”, of the State Standard Specifications.

3. Maintain concrete with minimal moisture loss at relatively constan t temperature for period necessary for hydration of cement and hardening of concrete.

4. Membrane-Curing Compound: Apply curing compound in two coats with second coat applied at right angles to first over the entire exposed faces of the concrete.

5. Do not permit traffic over unprotected surfaces.
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3.4 TOLERANCES
A. Section 01 45 00 – Quality Control: Tolerances.

B. Maximum Variation from True Position: 1/4 inch.

C. The finished surface must not vary more than 0.02 foot from a 10 -foot straightedge except at grade changes.

3.5 FIELD QUALITY CONTROL
A. Section 01 77 00 - Closeout Requirements: Requirements for testing, adjusting, and balancing.

B. Perform field inspection and testing according to State Standard Specifications.

C. Inspect reinforcing placement for size, spacing, location, support.

D. For development projects, Developer’s or Contractor’s t esting firm will take cylinders and perform slump and air entrainment tests according to ACI 301. For City projects, the City’s testing team will perform testing.

E. Clean any discolored concrete by abras ive blast cleaning or other authorized method.

F. Strength Test Samples:

1. Sampling Procedures: ASTM C172.

2. Cylinder Molding and Curing Procedures: ASTM C31, cylinder specimens, standard cure/field cured.

3. The frequency of sampling will be determined by the City.

4. Sample concrete and make at a minimum of one set of three cylinders (each cylinder must be six (6) inches in diameter by 12 inches depth) for every 100 cubic yards less of each class of concrete placed each day and for every 5,000 square feet of surface area paving.

5. Make one additional cylinder during cold weather concrete and placement, and field cure.

G. Field Testing:

1. Slump Test Method: ASTM C143.

2. Air Content Test Method: ASTM C173 or ASTM C231.

3. Temperature Test Method: ASTM C1064.

4. Density: ASTM C138

5. Measure slump and temperature for each compressive strength concrete sample.

6. Measure air content in air entrained concrete for each compressive strength concrete sample.
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H. Cylinder Compressive Strength Testing:

1. Test Method: ASTM C39.

2. Test Acceptance: Average compressive strength of three consecutive compressive strength test shall be equal to or greater than minimum specified compressive strength specified in this Section. No single strength test should fall below the specified compressive strength by more than 500 psi.

3. Test one cylinder at 7 days.

4. Test two cylinders at 28 days.

5. Retain one cylinder for testing when requested by City.

6. Dispose remaining cylinders when testing is not required.

I. Maintain records of placed concrete items. Record date, location of pour, quantity, air temperature, and test samples taken.

J. The finished surface shall be true and straight, and shall be of uniform width, free from humps, sags, or other irregularities.

K. Where curb and gutter, valley gutter and bus turnout gutter grades are less than one percent (1%), the Contractor shall water test the gutters for low spots. Any depressions shall be corrected prior to asphalt concrete paving.

3.6 PROTECTION
A. Section 01 77 00 - Closeout Requirements: Requirements for protecting finished Work.

B. Immediately after placement, protect paving from premature drying, excessive hot or cold temperatures, and mechanical injury.

C. Do not permit pedestrian or vehicular traffic over paving for 7 days minimum after finishing until 75 percent design strength of concrete has been achieved, unless approved by the City.

D. Vandalism: Contractor shall be responsible for protection of newly poured concrete against vandalism. Any damage to the newly poured concrete shall be the responsibility of the Con tractor and shall be replaced at the Contractor’s expense.

END OF SECTION 32 13 13
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SECTION 32 17 00 - PAVEMENT DELINEATION
PART 1 - GENERAL

1.1 SUMMARY
A. Work under this section shall consist of all traffic striping, markings and all other directional information or pavement delineation on the surfaces of streets, detour roads, parking lots, median strips and curbing in accordance with the plans, Technical Specifications and as specified herein, in conformance with the applicable provisions of the Department of Transportation Standard Specifications, California Manual on Uniform Traffic Control Devices ( CA MUTCD), and California Vehicle Code.

B. Related Sections:

1. Section 01 33 00 – Submittal Procedures

2. Section 01 60 00 - Product Requirements

3. Section 01 77 00 - Closeout Requirements

4. Section 01 78 00 - Closeout Submittals

1.2 REFERENCES
A. Department of Transportation (Caltrans Standard Specifications) B. California Manual on Uniform Traffic Control Devices (CA MUTCD) C. California Vehicle Code (CVC)

1.3 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Submittal procedures.

B. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

C. Product Data: Provide manufacturers specification and literature for materials furnished.

1.4 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals. 521
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1.5 QUALITY ASSURANCE
A. Perform work in accordance with the plans, Technical Specifications and as specified herein, in conformance with the applicable provisions of the Caltrans Standard Specifications, CA MUTCD, and CVC.

1.6 QUALIFICATIONS
A. Pavement markings installer shall have experience in the type of work required and a reputation for producing satisfactory work on time.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Product transportation, storage, handling, and protection requirements.

B. Accept materials on site in original factory packaging, labeled with manufacturer's identification.

C. Protect from weather and construction traffic, dirt, water, chemical, and mechanical damage, by storing in original packaging.

D. Do not deliver items to project before time of installation. Limit shipment of bulk and multiple-use materials to quantities needed for immediate installation.

1.8 ENVIRONMENTAL REQUIREMENTS
A. Section 01 60 00 - Product Requirements: Environmental conditions affect ing products on site.

B. Install pavement markers only when ambient temperature and humidity conditions acceptable per manufacturer's specifications.

C. Testing and removal of yellow traffic stripe and pavement markings with hazardous waste residue shall be in c onformance with Department of Transportation Standard Specification 14 -11.12, “Removal of Yellow Traffic Stripe and Pavement Marking with Hazardous Waste Residue”.

1.9 MAINTENANCE/EXTRA MATERIALS
A. Section 01 77 00 - Closeout Requirements: Extra materials and maintenance products.
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PART 2 - PRODUCTS

2.1 GENERAL
A. Unless otherwise specified in the Technical Specifications or contract plans, all pavement striping and markings (except temporary) shall be thermoplastic.

2.2 THERMOPLASTIC
A. Thermoplastic for traffic stripes and pavement markings shall conform to Section 84 -2, "Traffic Stripes and Pavement Markings", of the Caltrans Standard Specifications.

B. The thermoplastic material shall conform to Caltrans Specification PTH - 02SPRAY, PTH-02HYDRO or PTH-02ALKYD. Glass beads to be applied to the surface of the molten thermoplastic material shall conform to the requirements of Caltrans Standard Specification.

C. Concrete surfaces shall be treated before thermoplast ic stripes and markings are installed, per Section 84 -2, "Traffic Stripes and Pavement Markings", of the Caltrans Standard Specification.

2.3 PAINT
A. Paint for traffic stripes and pavements markings shall conform to Section 84 -2, "Traffic Stripes and Pavement Ma rkings", of the Caltrans Standard Specifications and the following:

1. Waterborne Traffic Line (White, Yellow, Black): Caltrans Standard Specification PTWB-01

2. Acetone-Based (White, Yellow, Black): Specification PT-150VOC(A)

3. Waterborne Traffic Line for disabl ed persons' parking, and other curb markings (blue, red, green): Federal Specification No. TT-P-1952D B. Glass beads shall conform to Caltrans Standard Specification.

2.4 PAVEMENT MARKERS
A. Pavement markers shall conform to Section 81 -3, "Pavement Markers," of the Caltrans Standard Specifications, as specified herein, and in the Technical Specifications.

B. Fire Hydrant markers shall be two-way, reflective blue markers. 523
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2.5 TEMPORARY PAVEMENT DELINEATION
A. Temporary Pavement Delineation shall conform to Section 12 -6, "Temporary Pavement Delineation," and Section 84 -2, "Traffic Stripes and Pavement Markings", of the Caltrans Standard Specifications.

2.6 ADHESIVE
A. Adhesive for Pavement Markers shall be the hot melt bituminous type conforming to Section 81 -3, "Pavement Markers ," of the Caltrans Standard Specifications.

PART 3 - EXECUTION

3.1 LAYOUT, ALIGNMENT, AND SPOTTINGS
A. All layout, spotting and tracking required shall be performed by and at the expense of the Contractor and approved by the City, prior to placement of pavement striping or markings.

B. When no previously applied figures, markings, or traffic striping are available to serve as a guide, suitable layouts shall be spotted in advance of the permanent paint application by any means satisfactory to the City.

C. The Contractor shall mark or otherwi se delineate the traffic lanes in the new roadway or portion of roadway, or detour before opening it to traffic.

D. The Contractor shall provide an experienced technician to supervise the location, alignment, layout, dimensions, and application of the delineation or marking.

E. The Contractor shall furnish all equipment, materials, labor and supervision necessary for installing pavement striping and markings in accordance with the contract plans for temporary detours required for the safe control of traffic through and/or around the project.

F. Standard word markings, letters, numerals, and symbols shall be as shown, on the plans. In the absence of such information, all stencils and templates shall be identical with those used by the City. The Contractor shall obtain stencils for all required legends.

3.2 TEMPORARY PAVEMENT MARKINGS
A. Should the Contractor elect to alter the existing traffic stripes and markings, or to divert the flow of traffic on construction projects for his own convenience and 524
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there are no special pave ment markings or lan e delineations shown on the plans or in the Technical Specifications , he shall, at no expense to the City, provide the necessary temporary striping in accordance with the CA MUTCD, unless otherwise directed by the City. Removal of such striping shall be at the Contractor's expense. The Contractor shall remove all existing or temporary detour striping or markings that may confuse the public. When temporary detour striping or markings are no longer required, they shall be removed prio r to applying the new traffic stripes or markings.

B. Temporary Traffic Stripe or Marking Tape shall be removed "clean" prior to installation of permanent pavement delineation.

3.3 REMOVAL OF EXISTING MARKINGS
A. Existing striping and pavement markings that will be in conflict with the finish traffic circulation shall be removed as directed by the City in accordance with Section 84-9 of the Caltrans Standard Specifications.

B. The Contractor shall conduct his work so as not to damage existing pavement and public improv ements to remain. Any resultant damage determined to be excessive by the City shall be repaired in kind by the Contractor at its sole expense.

C. Damage to the pavement resulting from removal of pavement markers shall be considered as any depression more than 1/4-inch (6.35mm) deep and shall be repaired by the Contractor by filling the depression with hot melt bituminous adhesive to the satisfaction of the City.

D. Where blast cleaning is used for the removal of traffic stripes and pavement markings or objectionable material, the residue including dust shall be removed immediately after contact between the sand and the surface being treated.

Such removal shall be by a vacuum attachment operating concurrently with the blast cleaning operation.

E. Where removal of traf fic stripes and pavement markings is done by grinding or sandblasting methods, the effected pavement surface shall be completely covered by applying asphaltic emulsion conforming to Section 94 of Caltrans Standard Specifications.

F. All reference markings made by the Contractor shall be done with spray chalk.

G. All temporary traffic stripes and pavement markings shall be removed by the Contractor on the same day as placement of the permanent striping and markings.
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3.4 PAVEMENT MARKER INSTALLATION
A. Placement of paveme nt markers shall conform to Section 81 -3, "Pavement Markers," of the Caltrans Standard Specifications, as specified herein, and in the Technical Specifications.

B. Fire hydrant markers shall be two-way blue retroreflective pavement markers and installed at all fire hydrant locations, as directed by the City.

3.5 PAVEMENT MARKINGS INSTALLATION
A. Placement of all traffic stripes and pavement markings shall be in conformance with Section 84, "Markings" o f the Caltrans Standard Specifications, referenced Plans of the Caltrans Standard Plans, with color required as shown on the Drawings and as specified herein.

B. Any overlap, dripping, or tracking of fresh thermoplastic or paint onto unmarked surfacing shall be removed to the satisfaction of the City.

C. Thermoplastic and paint shall be placed as close as possible to existing utility structure and monument frames and covers without covering them.

D. The Contractor shall protect all fresh thermoplastic and paint and shall repair or replace all damage to traffic stripes and pavement markings caused by his failure to do so at its own expense.

E. All traffic stripes and pavement markings, new or existing, within or adjacent to the work limits which become defaced or damaged during the Contractor's operations shall be replaced by the Contractor at its expense concurrently with other traffic marking operations in the immediate area. The City shall be the sole judge as to which stripes or legends are defaced or damaged.

F. Curb painting shall be applied as shown on the plans and as directed by the City. Curb painting shall include the application of two coats of traffic paint with glass beads incorporated in the second coat. Top and face of curb shall be painted. Color of curb markings shall conform to ASTM D6628.

G. All traffic stripes and pavement markings shall be placed at application rates in conformance with Section 84-2, "Traffic Stripes and Pavement Markings", of the Caltrans Standard Specifications.

3.6 GLASS BEAD APPLICATION
A. All traffic stripes, except the black separation line, shall be beaded. 526
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B. Glass beads shall be applied directly and uniformly to the set traffic line with a bead dispenser machine placed the proper distance behind the paint spray nozzle, unless pre-mix is approved.

C. Glass beads shall be applied to pavement markings and crosswalks by a special paint spray gun developed for this purpose.

D. Glass beads shall be applied at application rates in conformance with Section 84-2, "Traffic Stripes and P avement Markings", of the Caltrans Standard Specifications.:

3.7 CLEANING
A. Section 01 77 00 - Closeout Requirements: Final cleaning.

B. Clean finishes and touch up damage.

3.8 PROTECTION OF FINISHED WORK
A. Section 01 77 00 - Closeout Requirements: Protecting finished work.

END OF SECTION 32 17 00
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DETECTABLE WARNING SURFACING 32 17 26 - 1
SECTION 32 17 26 - DETECTABLE WARNING SURFACING
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes: Detectable warning surfacing and accessories at curb ramps, median opening islands, and at other locations as shown on the drawings.

B. Related Requirements:

1. Section 01 50 00 - Temporary Facilities and Controls : Short -term traffic control as required by this Section.

2. Section 32 12 16 - Asphalt Paving: Coordination with paving systems for equipment specified in this Section.

3. Section 32 13 13 - Concrete Surface Improvements : Coordination with paving systems for equipment specified in this Section.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 - Payment Procedures : Contract Sum/Price modification procedures.

B. Detectable Warning Surfacing:

1. Basis of Measurement: Detectable domes shall be included in the cost of curb ramps and median island openings unless specified otherwise in the Technical Specifications.

2. Basis of Payment: Includes furnishing, installing, inspecting, and maintaining detectable warning surfacing until final inspections.

1.3 REFERENCE STANDARDS
A. American Association of State and Highway Transportation Officials:

1. AASHTO HB-17 - Standard Specifications for Highway Bridges.

B. ASTM International:

1. ASTM C1371 - Standard Test Method for Determination of Emittance of Materials Near Room Temperature Using Portable Emissometers.

2. ASTM C1549 - Standard Test Method for Determination of Solar Reflectance Near Ambi ent Temperature Using a Portable Solar Reflectometer.

3. ASTM D570 - Standard Test Method for Water Absorption of Plastics. 528
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4. ASTM D638 - Standard Test Method for Tensile Properties of Plastics.

5. ASTM D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.

6. ASTM D1044 - Standard Test Method for Resistance of Transparent Plastics to Surface Abrasion.

7. ASTM D2240 - Standard Test Method for Rubber Property - Durometer Hardness.

8. ASTM E84 - Standard Test Method for Surface Burning Characteristics of Building Materials.

9. ASTM E303 - Standard Test Method for Measuring Surface Frictional Properties Using the British Pendulum Tester.

10. ASTM E408 - Standard Test Methods for Total Normal Emittance of Surfaces Using Inspection-Meter Techniques.

11. ASTM E903 - Standard Test Method for Solar Absorptance, Reflectance, and Transmittance of Materials Using Integrating Spheres.

12. ASTM E1918 - Standard Test Method for Measuring Solar Reflectance of Horizontal and Low-Sloped Surfaces in the Field.

13. ASTM E1980 - Standard Practice for Calculating Solar Reflectance Index of Horizontal and Low-Sloped Opaque Surfaces.

C. U.S. Architectural and Transportation Barriers Compliance Board (Access Board):

1. Americans with Disabiliti es Act (ADA) - Accessibility Guidelines for Buildings and Facilities.

D. California Code of Regulations (CCR): Provide only approved DSAAC detectable warning products as provided in the California Code of Regulations (CCR) Title 24, Chapter 2, Section 202 def inition of “Detectable Warning”. Section 11B -247 and 11B-705 “Detectable Warnings And Detectable Directional Texture” E. Caltrans Standard Specifications

1. Section 73 – Concrete Curbs and Sidewalks.

F. California Building Code (CBC).

1.4 COORDINATION
A. Coordinate Work of this Section with Work of other Sections.

1.5 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures specifies requirements for submittals. 529
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B. Product Data: Submit manufacturer's information including characteristics, dimensions, domes, and special shapes.

C. Manufacturer's Certificate: Certify that product meets or exceed s specified requirements.

D. Manufacturer's Instructions: Submit detailed instructions on installation requirements, including storage, cleaning and handling procedures.

E. Submit maintenance recommendations.

F. Source Quality -Control S ubmittals: Indicate results of factory tests and inspections.

G. Manufacturer Reports:

1. Certify that equipment has been installed according to manufacturer's instructions.

2. Indicate activities on Site, adverse findings, and recommendations.

1.6 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transpor ting, handling, storing, and protecting products.

B. Inspection: Accept materials on Site in manufacturer's original packaging and inspect for damage.

C. Store and protect materials according to manufacturer's instructions. Finished surfaces shall be protected by sturdy wrappings.

1.7 WARRANTY
A. Section 01 78 00 - Closeout Submittals: Requirements for warranties.

B. Furnish five (5) year manufacturer's warranty for detectable warning surfacing.

PART 2 - PRODUCTS

2.1 DETECTABLE WARNING SURFACING
A. Manufacturer List:

1. Armor-Tile Tactile Systems by Engineered Plastics, Inc.

2. ADA Solutions
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3. Or approved equal
B. Description:

1. ADA-compliant detectable warning surfaces for visually impaired pedestrians.

2. Suitable for installation on both asphalt and concrete.

C. Design and Performance Criteria:

1. Loading: Single-wheel HS20-44, according to AASHTO HB-17.

2. Resistant to impacts, wear, freeze-thaw, UV exposure, and stains.

3. Fire Spread: Less than 25 when tested according to ASTM E84.

4. Slip Resistance: 0.80, according to ASTM E303.

5. Taber Abrasion: 150 mgs, according to ASTM D1044.

6. Durometer Hardness: 90, according to ASTM D2240, Type A.

7. Water Absorption:
a. Comply with ASTM D570.
b. Maximum: 0.05 percent.

8. Minimum Strengths:
a. Compressive: 28,000 psi according to ASTM D695.
b. Flexural: 25,000 psi, according to ASTM D790.
c. Tensile: 11,000 psi, according to ASTM D638.

9. Slip Resistance:
a. Static coefficient of friction (Dry): 1.03.
b. Static coefficient of friction (Wet): 0.83.
c. Wheelchair Safety: Furnish minimum 40, 90-degree raised 0.045-inch points per sq. in.
d. Spacing: Center to center spacing of 2.30-inches minimum to 2.40 - inches maximum, and base-to-base spacing of 0.65-inches minimum, measured between the most adjacent domes on a square grid.

Exception: Where installed in a radial pattern, truncated domes shall have a center-to-center spacing of 1.60-inches minimum to 2.40-inces maximum.

e. Size: Base bottom diameter of 0.90-inches minimum and 0.92-inches maximum, top diameter of 0.45-inches minimum and 0.47 -inches maximum, and a height of 0.2-inches.

D. Cast-in-Place-Type:
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1. Epoxy polymer, glass-reinforced, thermoset composite

2. Length and Width: As shown on the Drawings.

3. Depth: 1-3/8 inches.

4. Face Thickness: 3/16 inch

5. Color: Yellow, FS33538 of Federal Standard 595C. Color shall be homogeneous throughout the detectable warning surface.

6. Detectable Warning surfaces shall provide a 70 percent minimum visual contrast with adjacent walking surfaces.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Section 01 70 00 - Execution: Requirements for installation examination.

B. Verify that substrate is level or to correct grade, is smooth, is capable of supporting detectable warning surface units and imposed loads, and is otherwise ready to receive Work of this Section.

3.2 PREPARATION
A. Maintenance and Protection of Traffic:

1. Provide short -term traffic control as specified in Section 01 50 00 - Temporary Facilities and Controls.

2. Prevent interference with operations.

3. Maintain access to existing business and other properties requiring access.

B. Surface Preparation:

1. Clean and dry paved surface prior to installing detectable warning surface modules.

2. Blow or sweep surface free of dirt, debris, oil, grease, or gasoline.

3. Cleaning materials used on site shall have code acceptable low VOC solvent content and low flammability.

C. Existing Work:

1. Remove existing detectable warning surface modules by methods that will cause least damage to pavement surface.

2. Repair pavement or surface damage caused by removal operations. 532
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DETECTABLE WARNING SURFACING 32 17 26 - 6

3.3 INSTALLATION
A. Install detectable warning surfacing according to manufacturer's instructions.

Contractor shall use whole pieces before using any cut pieces of domes.

B. The concrete shall be poured and finished, true and smooth to the required dimensions and slope prior to Cast-in-Place Detectable Warning Surfacing.

C. Cast-in-Place Detectable Warning Surfacing shall be tamped or vibrated into the fresh concrete to ensure that there are no voids or air pockets, and the field level of the Cast -in-Place Detectable Warning Surfacing is flush to the adjacent concrete surface or as the Drawings indicate to permit proper water drainage and eliminate tripping hazards between adjacent finishes.

3.4 FIELD QUALITY CONTROL
A. Section 01 77 00 - Closeout Requirements: Requirements for testing, adjusting, and balancing.

B. Inspect for correct location, extent of coverage, and final grade.

3.5 CLEANING
A. Clean detectable warning surfacing according to manufacturer's instructions.

3.6 PROTECTION
A. During and after the detectable warning surfacing installation and the concrete curing stage, it is imperative that there are no walking, leaning or external forces placed on the detectable warning surfacing to rock the detectable warning surfacing, causing a void between the underside of the detectable warning surfacing and the concrete.

B. Protect detectable warning surfacing from vehicular and pedestrian traffic on newly installed detectable warning surface modules for period of time as instructed by manufacturer.

C. Remove Protective Plastic Sheeting from detectable warning surfacing within 24 hours of installation of the detectable warning surfacing. Particularly under hot weather conditions (80 degrees or higher), plastic sheeting will adhere strongly (resulting in difficult removal of same) to detectable warning surfacing when not removed quickly.

D. While detectable dome installation is susceptible to vandalism, Contractor s hall have someone present on -site to ensure that the detectable dome installation isn’t damaged.
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DETECTABLE WARNING SURFACING 32 17 26 - 7
END OF SECTION 32 17 26
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City of Pittsburg, California December 2022 CHAIN LINK FENCES AND GATES 32 31 13 - 1
SECTION 32 31 13 - CHAIN LINK FENCES AND GATES
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Fence framework, fabric, and accessories.

2. Excavation for post bases.

3. Concrete foundation for posts and center drop for gates.

4. Manual gates and related hardware.

5. Privacy slats.

B. Related Sections:

1. Section 03 30 00 – Utility Cast-in-place concrete

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Fencing:

1. Basis of Measurement: By linear foot measured along the base of the fence to the fence height specified, based on specified post spacing.

2. Basis of Payment: Includes posts, rails, tension wire, fabric, accessories, attachments.

B. Post Footings:

1. Basis of Measurement: Not Measured.

2. Basis of Payment: Includes excavation, concrete placed, finishing and is incidental to the price paid per linear foot for Chain link fence or unit pri ce paid for Gates as shown on the bid form.

C. Gates:

1. Basis of Measurement: Measured as each to the gate width and height specified.

2. Basis of Payment: Includes excavation, concrete post & gate footings, finishing, frame posts, fabric, accessories, hardware.

1.3 REFERENCES
A. ASTM International:
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City of Pittsburg, California December 2022 CHAIN LINK FENCES AND GATES 32 31 13 - 2

1. ASTM A121 - Standard Specification for Metallic -Coated Carbon Steel Barbed Wire.

2. ASTM A123 - Standard Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products.

3. ASTM A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

4. ASTM A392 - Standard Specification for Zinc -Coated Steel Chain -Link Fence Fabric.

5. ASTM A491 - Standard Specification for Aluminum -Coated Steel Chain - Link Fence Fabric.

6. ASTM A817 - Standard Specification for Metallic -Coated Steel Wire for Chain-Link Fence Fabric and Marcelled Tension Wire.

7. A1011/A1011M-07 Standard Specification for Steel, Sheet and Strip, Hot - Rolled, Carbon, Structural, High -Strength Low -Alloy, High -Strength Low - Alloy with Improved Formability, and Ultra-High Strength

8. ASTM B42 - Standard Specification for Aluminum-Alloy Extruded Structural Pipe and Tube.

9. ASTM C94 - Standard Specification for Ready-Mixed Concrete.

10. ASTM F552 - Standard Terminology relating to Chain Link Fencing.

11. ASTM F567 - Standard Practice for Installation of Chain-Link Fence.

12. ASTM F626 - Standard Specification for Fence Fittings.

13. ASTM F668 - Standard Specification for Polyvinyl Chloride (PVC) and Other Organic Polymer-Coated Steel Chain-Link Fence Fabric.

14. ASTM F900 - Standard Specification for Industrial and Commercial Swing Gates.

15. ASTM F934 - Standard Specification for Standard Colors for Polymer - Coated Chain Link Fence Materials.

16. ASTM F1043 - Standard Specification for Strength and Protective Coatings on Metal Industrial Chain Link Fence Framework.

17. ASTM F1083 - Standard Specification for Pipe, Steel, Hot -Dipped Zinc - Coated (Galvanized) Welded, for Fence Structures.

18. ASTM F1183 - Standard Specification for Aluminum Alloy Chain Link Fence Fabric.

19. ASTM F1184 - Standard Specification for Industrial and Commercial Horizontal Slide Gates.

20. ASTM F1345 - Standard Specification for Zinc - 5% Aluminum -Mischmetal Alloy-Coated Steel Chain-Link Fence Fabric.

B. Chain Link Fence Manufacturers Institute:

1. CLFMI - Product Manual.

C. State Standard Specifications

1. Section 75 Miscellaneous Metal

2. Section 80 Fences
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1.4 SYSTEM DESCRIPTION
A. Fence Height: Six (6) feet nominal, unless otherwise indicated otherwise on the Drawings.

B. Line Post Spacing: At intervals not exceeding ten ( 10) feet, unless otherwise indicated otherwise on the Drawings.

C. Fence Post and Rail Strength: Conform to ASTM F1043 quality, unless otherwise indicated otherwise on the Drawings.

1.5 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Shop Drawings: Indicate plan layout, spacing of components, post foundation dimensions, hardware anchorage, gates, and schedule of components.

C. Product Data: Submit data on fabric, posts, accessories, fittings and hardware.

D. Manufacturer's Installation Instructions: Submit installation requirements and post foundation anchor bolt templates.

E. Submit structural calculations and structural details for fo otings, posts and rail diameter for Chain Link Fences greater than six (6) feet in height and for gates longer than 16 feet with any gate leaf greater than 8 feet in length.

F. For fence to be located on or near the property line, and p rior to the Contractor installing fence, Contractor’s licensed land surveyor to obtain the recorded property line map and stake the property line every 50 feet along the fence and at all changes in direction.

G. Contractor to obtain from the Engineer the dimension from the line post and corner post to the property line.

1.6 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Closeout procedures.

B. Project Record Documents: Accurately record actual locations of property perimeter posts relative to property lines and easements.

C. Operation and Maintenance Data: Procedures for submittals. 537
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1.7 QUALITY ASSURANCE
A. Supply material according to CLFMI - Product Manual.

B. Perform installation according to ASTM F567.

C. Perform Work according to 2018 Caltrans Standard Plans A85, 85A, and A85B.

1.8 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing Products specified in this section with minimum three (3) years documented experience.

1.9 DELIVERY, STORAGE AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Deliver fence fabric and accessories in packed cartons or firmly tied rolls.

C. Identify each package with manufacturer's name.

D. Store fence fabric and accessories in secure and dry place.

PART 2 - PRODUCTS

2.1 MANUFACTURERS
A. Manufacturers:

1. Master Halco

2. Pacific Fence and Wire Company

3. Allied Tube & Conduit, a part of Atkore International.

4. Amico Corporation

5. Or approved equal.

2.2 MATERIALS AND COMPONENTS
A. Materials and Components: Conform to CLFMI Product Manual.

B. Fabric Size: Chain link fabric must comply with AASHTO M 181 for Type 1 fabric (zinc-coated steel) with a class C coating (1.2 oz/ft 2) or ASTM F1345, Class 2 (1.0 oz/ft2 - Zinc-5% Aluminum-Mischmetal Alloy Coated Steel Fabric). The wire for the fabric must be 11 gauge for a fence height 84 inches or less in height and 9 gauge for a fence over 85 inches in height and for a slatted chain link fence. 538
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Chain link fabric for fence must have the diamond count corresponding to the fabric height as shown in the following table:

Diamond Counts
Fabric Height
(inches)
36 42 48 60 72 84 96
Diamond Count 10-
1/2
12-
1/2
13-1/2 17-1/2 20-
1/2
24-
1/2
27-
1/2
C. Chain link fabric for slatted fence must have 3 -1/4-inch-vertical and 5-1/4-inch horizontal mesh. Knuckle finish fabric on the top and bottom edges.

D. Posts and Braces : The base metal for posts and braces must be commercial - quality, weldable steel complying with AASHTO M181, Type 1, except for the protective coating requirements.

E. Posts and braces must comply with the strength requirements in ASTM F1043:

1. Group IA (Round Steel Pipe-Schedule 40), regular grade, for round pots

2. Group II-L (Roll formed Steel Shapes – C-Sections), for roll -formed posts and braces.

F. Galvanize posts and braces as required per State Standard Specification section 75-1.02B, except, instead of galvanizing, tubular posts and braces may have a protective coating system complying with the following:

1. Exterior surfaces of tubular posts and braces must have a comb ination coating consisting of hot -dip galvanized primer followed by a chromate conversion coating, and then a finish coat of clear, cross -linked organic coating. For this combination coating:
a. Thickness of the zinc coating must be at least 0.9 mil as determ ined from the average results of at least 2 samples and at least 0.8 mil on an individual sample.
b. Chromate conversion coating must be at least 15µg/square inch. c. Total thickness of the combination coating must be at least 1.7 mils. d. Clear finish coat must no t have any film cracking after 500 hours of exposure in an artificial weathering device under one of the following:
1) ASTM G152, cycles 1, or 3 Carbon Arc artificial weathering device.
2) ASTM G155, cycles 1, or 2 Xenon Arc artificial weathering device
Clear finish coat must not have blistering or cracking after 500 hours of exposure to 100 percent relative humidity under ASTM D2247.

2. Interior surfaces must have a zinc coating or a cross-linked organic coating containing a corrosion inhibitor. For these coating:
a. Coating thickness must be at least 0.3 mil.
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G. Each post must have provisions to securely hold the top tension wire in position and allow for post removal and replacement without damaging the wire. Fit each tubular post with rainproof top.

H. Post tops, extension arms, stretcher bars, and other fittings and hardware must be:

1. Steel or malleable or wrought iron

2. Galvanized after fabrication per State Standard Specification Section 75 -

1.02B.

I. Galvanize or coat ferrous materials. Do not use materials imperfectly galvanized or imperfectly coated or with serious abrasion.

J. Concrete: Type specified in Section 03 30 00 – Utility Cast-in-Place Concrete.

2.3 GATES
A. General:

1. Gate Types, Opening Widths and Directions of Operation: As indicated on Drawings.

2. Factory assemble gates.

3. Each walk gate must be minimum four (4 ) feet wide, unless shown otherwise on Drawings. Maximum gate width is 24 feet or 2-12-foot gate leafs, unless shown otherwise on Drawings.

4. Gates greater than 8 feet in length must have vertical stays such that no panel exceeds 8 feet in length.

5. A gate frame must be made with pipe at least 1-1/2 inch in diameter.

6. Interior vertical stays must be made with pipe at least one (1) inch in diameter. Pipe must comply with the Specifications for post and braces as specified in this Section.

7. Each gate frame panel must be cross trussed with adjustable truss rods at least 3/8 inch in diameter.

8. Fasten and reinforce each corner of a gate frame by welding per the gusset detail shown on the Caltrans Standard Plans.

9. Each pressed steel fitting must have a nominal thickn ess before galvanizing of at least 0.135 inch and fastened to develop the strength of the connected members.

10. Factory welds must be smooth and develop the strength of the connected member.

11. Galvanize fittings, latches, rods, nuts, bolts, and other gate hardw are per State Standard Specification section 75-1.02B.

12. Fabric for gates in chain link fences must comply with the specification for the fabric for the fence in which the gate is installed. 540
City of Pittsburg, California December 2022 CHAIN LINK FENCES AND GATES 32 31 13 - 7

13. Attach chain link fence fabric to the gate frame using stretcher bars and tie wires as specified for fence construction. Space tension connectors at 1 - foot intervals.

14. For a chain link walk gate installed in an existing fence, the gate mounting hardware must not contain open-end slots for the fastening bolts.

15. Each gate mu st have a combination steel or malleable iron catch and locking attachment that does not rotate around the latch post.

16. Design gates for operation by one person.

B. Swing Gates:

1. Fabricate gates to permit 180-degree swing.

2. Gates Construction: ASTM F900 with welded corners. Use of corner fittings is not permitted.

2.4 PRIVACY SLATS
A. Slats must be wood or plastic. Wood slats must be clear redwood or as shown on Drawings.

B. Each wood slat must have a thickness of at least 1/4 inch, width about 2-5/8 inch and length enough to fill the vertical openings of the fabric.

C. Plastic slat s must be HDPE with UV inhibitors and have a flat tubular cross section with a minimum wall thickness of 0.03 inch, minimum depth of 0.325 inch, minimum width of 2.38 inch, and length equal to the fence height.

D. Plastic slat material must comply with the requirements shown in the following table:

Plastic Slat Material Requirements
Quality characteristic Test Method Requirement
Melt Index ASTM D1238 0.24
Density ASTM D1505 0.951
Low temperature brittleness (°F) ASTM D746 -76
Tensile strength (psi) ASTM D638 3,700

2.5 ACCESSORIES
A. Caps: Galvanized pressed steel sized to post diameter, set screw retainer. 541
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B. Fittings: Sleeves, bands, clips, rail ends, tension bars, fasteners and fittings; galvanized steel.

C. Extension Arms: Galvanized pressed steel to accommodate strands of barbed wire, [sloped to 45 degrees].

D. Gate Hardware: Fork latch with gravity drop or center gate stop and drop rod for double gates; two 180-degree gate hinges for each leaf and hardware for padlock keyed.

2.6 FINISHES
A. Components and Fabri c: Galvanized to ASTM A123 for components ; ASTM A153 for hardware; ASTM A392 for fabric.

B. Components and Fabric: Vinyl coating, dark green color according to ASTM F934 over galvanized coating as selected and as shown on Drawings.

C. Hardware: Galvanized to ASTM A153
D. Accessories: Same finish as fabric.

PART 3 - EXECUTION

3.1 INSTALLATION
A. Contractor shall contact Underground Service Alert (USA) and utility locators at least three (3) days prior to installation to identify and mark utilities around the proposed chain link fence to avoid damaging any utilities. Any utilities damaged shall be replaced at the Contractor’s expense.

B. Install framework, fabric, accessories and gates according to ASTM F567.

C. Excavate holes for posts to diameter and spacing indicated on Drawings without disturbing underlying materials.

D. Prior to drilling posts, mark gate width locations in the field and obtain written approval from City for gate location.

E. Center and align posts. Place concrete around posts, and vibrate or tamp for consolidation. Verify vertical and top alignment of posts and make necessary corrections.

F. Set intermediate, terminal, and gate posts plumb, in concrete footings with top of footing one (1) inch above finish grade. Slope top of concrete forming crown for water runoff.
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G. Line Post Footing Depth Below Finish Grade: ASTM F567; varies from 2.5 feet to 4 feet depending on height of fence as shown on Caltrans Standard Plans A85.

H. Corner, Gate and Terminal Post Footing Depth Below Finish Grade: ASTM F567; varies from 2.5 feet to 4 feet depending on height of fence as shown on Caltrans Standard Plans A85.

I. Allow footings to cure minimum seven (7) days before installing fabric and other materials attached to posts.

J. Brace each end, latch, and corner post to the nearest line post with either of the following:

1. Diagonal brace used as a compression member.

2. Horizontal brace used as a compression member and truss rods used as tension member
K. Install brace rail one bay from end and gate posts.

L. Brace each gate post to the nearest line post with a horizontal brace used as a compression member and truss rods used as tension members.

M. Equip each steel truss rod with a turnbuckle or truss tightener.

N. Brace line posts horizontally and truss in both direct ions at intervals of at most 300 feet.

O. Fasten chain link fabric on the side of the posts designated by the Engineer.

Stretch and securely fasten the fabric to the posts.

P. Fasten the top and bottom edges of the fabric to the tension wires. Stretch the tension wires tight.

Q. Install the bottom tension wire on a straight grade between posts by excavating high points of the ground. Do not fill in low points.

R. Fasten the fabric to end, latch, corner, and gate posts with stretcher bars and stretcher bar bands at 1 -foot intervals except the fabric may be fastened to end and corner posts by threading through loops formed on the posts.

S. Fasten the fabric to line posts with tie wires or post clips and to tension wires with tie wires or hog rings. Space the fasteners at about 14 inches on line posts and about 18 inches on tension wires. Give wire ties at least 1 complete turn. Close each hog ring with the ends overlapping. Wrap tension wires around terminal posts. The top of the fabric to the top tension wire must be at most 2 inches.

T. If supporting arms for barbed wire are shown, extend each arm upward from the top of the fence at an angle of about 45 degrees. Fit it with clips or other means for attaching 3 lines of barbed wire. Attach the top outside wire to the supporting 543
City of Pittsburg, California December 2022 CHAIN LINK FENCES AND GATES 32 31 13 - 10
arm at a point about 12 inches above the top of the chain link fabric and 12 inches out from the fence line. Attach the other wires to the arm spaced evenly between the top of the fence and the top outside wire.

U. Hang each gate with at least 2 steel or malleable iron hinges at least 3 inches in width such that the gate is securely clamped to the gate post and permits the gate to be swung back against the fence. The bottom hinge must have a so cket to take the ball end of the gate frame.

V. Construct a center rest with a catch and stops to hold gates open.

W. For a walk gate constructed in an existing fence, remove a line post and install the gate such that the gate is centered on the hole of the remo ved post. When not working on the walk gate, close the opening made in the existing fence with existing fence fabric or 6-foot chain link fabric.

X. Install top rail through line post tops and splice with 6-inch-long rail sleeves.

Y. Place fabric on outside of posts and rails, unless shown otherwise on Drawings or otherwise directed by Project Manager.

Z. Do not stretch fabric until concrete foundation has cured for 7 days.

AA. Position bottom of fabric 2 inches above finished grade.

BB. Install bottom tension wire stretched taut between terminal posts.

CC. Install support arms sloped outward unless shown otherwise on Drawings and attach barbed wire; tension and secure.

DD. Support gates from gate posts. Do not attach hinged side of gate from building wall.

EE. Install gate with fabric to match fence. Install minimum of two hinges on each gate, one latch per leaf, and catches.

FF. Provide concrete center drop to footing depth and drop rod retainers at center of double gate openings.

GG. Connect to existing fence at existing terminal post or existing line post converted to terminal post by installation of brace rails and brace rods , unless shown otherwise on Drawings.

HH. Install posts with six (6) inches maximum clear opening from end posts to buildings, fences and other structures, unless shown otherwise on Drawings. 544
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3.2 PRIVACY SLATS
A. Install slat inserts in vertical pattern woven through fence fabric, unless shown otherwise on the Drawings.

B. For a chain link fence with slats, install slats vertically in the mesh openings such that the slats fit snugly.

3.3 ERECTION TOLERANCES
A. Section 01 45 00 - Quality Control: Tolerances.

B. Maximum Variation from Plumb: 1/4 inch.

C. Maximum Offset from Indicated Position: 1 inch.

END OF SECTION 32 31 13
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IRRIGATION SYSTEM 32 80 00 - 1

SECTION 32 80 00 - IRRIGATION SYSTEM

PART 1 - GENERAL

1.1 SUMMARY
A. The CONTRACTOR shall provide all labor, materials, supplies, tools, and transportation and perform all operations in connection with and reasonably incidental to complete the installation of the automatic sprinkler irrigation systems as shown on the drawings . Items hereinafter are included as an aid to take off, and are not necessarily a complete list of work items.

1. Trenching, stockpiling, excavation, materials, and refilling trenches.

2. Furnishing materials and installation for complete system including piping, valves, fittings, sprinkler heads, automatic controls, and final adjustment of heads to insure complete coverage.

3. Line voltage connections to the irrigation controllers and low voltage control wiring from controllers to remote control valves.

4. Replacement of unsatisfactory materials.

5. Clean-up, inspection and approval.

6. All work of every description mentioned in the specification and/or addenda thereto, all other labor, and materials reasonably incidental to the satisfactory completion of the work, including clean -up of the site, as directed by the Project Manager.

7. Tests.

8. Record drawings.

B. Related Requirements:

1. Section 01 29 00 - Payment Procedures

2. Section 01 70 00 - Execution

3. Section 01 77 00 - Closeout Requirements

4. Section 31 23 16 – Utility Trenching

5. Section 32 90 00 – Landscape Work

6. Section 33 05 26 – Utility Identification

7. Section 33 11 13 – Water Distribution Piping

8. Section 33 12 00 – Water Distribution Equipment

9. Section 33 12 13 – Water Service Connections

10. Section 33 12 16 – Water Distribution Valves

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1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 2 9 00 - Payment Procedures : Con tract Sum/Price modification procedures.

B. Irrigation System:

1. Measurement: Irrigation system installation is measured on a lump sum basis.

2. Payment: The contract lump sum price paid for the Irrigation System shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing the Irrigation System, complete in place.

1.3 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data: Submit manufacturer catalog information on all material to be used on the project as specified on the legend, notes, details and plans. Redline or highlight exact items on page to be submitted. Complete material list shall be submitted prior to performing any work.

C. Substitutions: No substitution will be permitted without prior written approval by the Project Manager. If the product is approved and, in the opinion of the Project Manager, the substituted product does not perform as well as the specified product, the Contractor shall replace it with the specified product at no additional cost to the City.

D. All equipment or materials installed or furnished without prior approval of the City may be rejected and the Contractor may be required to remove the equipment or material at their own expense.

1.4 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Project Record Documents: The Contractor shall maintain in good order in the field office, one complete set of black line prints of all sprinkler drawings which form a part of the contract, showing all water lines, electrical, sprinklers, valves, stub-outs. In the event any work is not installed as indicated on the drawings, such work shall be corrected and dimensioned accurately from the building walls.

All underground stub-outs for future connections and valves shall be located and dimensioned accurately from building walls on all record drawings. In addition to the hard copies a full sized scanned PDF will be required at completion.

C. Controller Chart:
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IRRIGATION SYSTEM 32 80 00 - 3

1. Provide one laminated controller chart showing the area covered by controller for each automatic controller supplied at the maximum size controller door will allow . Chart shall be a reduced drawing of the actual "as-built" system. If controller sequence is not legible when the drawing is reduced to door size, the drawing shall be enlarged to a size that is readable and placed folded, in a sealed plastic container, inside the controller door.

2. Controller chart shall be a blackline print with a different color used to show area of coverage for each station. Charts must be completed and approved by the Project Manager prior to final inspection of the irrigation system.

D. Maintenance and Operating Instructions and Manuals:

1. Contractor shall prepare an Operation and Maintenance Manual, organized in a 3-ring binder, containing the following information. a. Contractor's name, address, and telephone number. Duration of guarantee, periods as specified herein, list of equipment with names and addresses of local manufacturer’s representatives with duration of written warranties. Complete operating and maintenance instructions on all equipment spare parts lists and related manufacturer's information.

2. Submit the Operation and Maintenance Manual to the Project Manager within 10 Calendar Days of completion of work of this Section and as a condition of project acceptance.

E. SiteOne Green Tech controller certification:

1. Contractor shall coordinate with SiteOne Green Tech to have each controller certified after installation. A certification letter shall be provided to the Project Manager upon completion of project. Irrigation Controller shall be EPA WaterSense® approved.

1.5 QUALITY ASSURANCE & GENERAL REQUIREMENTS
A. Qualifications: The Contractor, personally or through an authorized and competent representative, shall supervise the work constantly, and shall as far as possible keep the same foreman and workmen on the job from commencement to completion. The workmanship of the entire job must in every way be first class, and only experienced and competent workmen will be allowed on the job. A minimum of five years’ experience of installing irrigation systems of similar scope, size and complexity as the system being installed under this scope of work is required for all on-site job superintendents.

B. Manufacturer’s installation instructions and best practices: Ma nufacturer’s installation instructions shall be followed in all cases when not shown in the Drawings or Specifications.

C. O.S.H.A. Compliance: All articles and services covered by this specification shall meet or exceed the safety standards established under the Federal Occupational 548
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IRRIGATION SYSTEM 32 80 00 - 4

Safety and Health Act of 1970, together with all amendments in effect as of the date of this specification.

D. All irrigation systems shall be in stalled to meet or exceed the requirements set forth in the California Department of Water Resources Model Water Efficient Landscape Ordinance.

E. All irrigation systems shall be installed to meet or exceed the requirements set forth in Bay Friendly Landscape Guidelines.

F. Codes and Standards: Comply with all applicable codes and standards.

1. All work and materials shall be in full accordance with the latest rules and regulations of the National Electric Code; published by the Western Plumbing Officials Association; and other State or local laws regulations.

Nothing in these drawings or specifications is to be construed as to permit work not conforming to these codes.

2. When the specifications call for materials or construction of a better quality or larger size than required by the above mentioned rules and regulations, the provision of the specifications shall take precedence over the requirements of said rules and regulations.

3. Contractor shall furnish, without extra charge, any additional material and labor when required by the compliance with th ese rules and regulations, though the work be not mentioned in these particular specifications or shown on the drawings.

4. The Contractor shall erect and maintain barricades, guards, warning signs, and lights as necessary or required by O.S.H.A. regulations for the protection of the public or workmen.

5. Any existing buildings, equipment, piping, pipe covering sewers, etc., damaged by the Contractor during the course of his work shall be replaced or repaired by the Contractor in a manner satisfactory to the Project Manager and at Contractor’s own expense, before final payment is made .

The Contractor shall be responsible for damage caused by leaks in the piping systems being installed or having been installed under this contract.

He/she shall repair, at his/her ow n expense, all damage so caused, in a manner satisfactory to the Project Manager.

6. The Contractor shall pay for all permits, licenses, and fees required.

1.6 EXISTING CONDITIONS
A. Protection Of Existing Structures and Utilities

1. The Drawings show, if applicable, existing above and below grade structures and utilities that are known to the City. Locate known existing installations before proceeding with construction operations that may cause damage to such installations. Existing installations shall be kept in service where possible and damage to them shall be repaired with no adjustment of Contract Sum . Verify with Project Manager if As Built drawings are available.
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2. If other structures or utilities are encountered, request Project Manager to provide direction on how to proceed with the Work. If a structure or utility is damaged, take appropriate action to ensure the safety of persons and property.

B. Trench Interference with Existing Tree Root Systems: Prior to trenching, layout main and lateral line locations within drip Line of trees and review locations with Project Manager. Relocate any lines that may interfere with existing root systems to avoid or reduce damage to root systems as accepted by Project Manager.

1.7 LAYOUT OF WORK
A. The Contractor shall stake out the irrigation system as shown on the drawings .

These areas shall be checked by the Contractor and Project Manager before construction is started. Any changes, deletions or additions shall be determined at this check.

B. Due to the scale of the Drawings, it is not possible to indicate all piping offsets, fittings, sleeves, etc., which may be required. Carefully investigate the conditions affected all of the work and plan accordingly, and furnish all required fittings .

Install system in such a manner to avoid conflicts with planting, utilities and architectural features.

C. Do not install the irrigation system as shown on the Drawings when it is obvious in the field that obstructions, grade differences or discrepancies in arc dimensions exist that might not have been considered in Project Manager. Bring such obstruction or differences to the attention of the Project Manager. Notify and coordinate irrigation Work with applicable contractors for location and installation of piping and sleeves through or under walls, pavement and structures. In the event this notification is not given, the Contractor shall assume full responsibility for any revision necessary.

1.8 SEQUENCING AND SCHEDULING

A. Acceptance: Do not install main line trenching prior to acceptance by Project Manager of rough grades completed under another Section.

B. Coordination: Coordinate with the all other trades the sleeving, power requirements of the project, prior to the start of construction.

1.9 INSTRUCTION
A. After the system has been installed and approved, the Contractor shall instruct the Project Manager in complete operation and maintenance of the irrigation system.

PART 2 - MATERIALS
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2.1 PIPE AND FITTINGS
A. Main lines (constant pressure); 4” and larger shall be polyvinylchloride (PVC) 1120-Class 200, ASTM D1785, Type 1, Grade 1 with rubber gasketed bell connections with ductile iron fittings with thrust blocks or jo int restraints; 3” and smaller shall be PVC 1120 -Schedule 40 plastic pipe. Pipe shall be made from NSF approved Type 1, Grade 1 PVC compound conforming to ASTM D1785.

1. Join lengths of pipe by means of integrally formed bell end on pipe using rubber ring seal.

2. Ring-tite main line: At changes in direction or branch mains, use appropriate Ductile Iron rubber ring seal fittings with thrust blocks or joint restraints.

3. Solvent weld main lines: At changes in direction or branch mains, use appropriate Schedule 40 P VC solvent weld fittings as approved by the Uniform Plumbing Code.

B. All piping for recycled water systems shall be manufactured from purple-colored PVC material and shall be printed on two sides with the wording "CAUTION- RECLAIMED WATER". Refer to Delta Diablo specifications for requirements.

C. Lateral lines (non -pressure): 3/4" and larger shall be 1120 -Schedule 40 PVC plastic pipe. All lateral lines shall be connected with Schedule 40, Type I, Grade I, PVC solvent weld fittings.

D. Irrigation Sleeves shall be 1120 -Schedule 40 PVC plastic pipe. Irrigation pipe and wire s crossing beneath hardscape surfaces shall be contained within sleeving and Schedule 40 PVC conduit. Provide a minimum of one sleeve for water lines and a minimum of one Schedule 40 PVC electrical conduit for control wires. Sleeving size shall be a minimum of two times the aggregate diameter of all pipes contained within sleeve. Provide vertical sweeps for all electrical conduit on each side of hardscape and terminate ends a minimum of 12" from hardscape surface.

E. Connections between main lines and RCV’s shall be of Schedule 80 PVC (threaded both ends) nipples and fittings.

F. Risers shall be as follows:

1. Rotary Sprinklers Schedule 80 PVC threaded nipples and Schedule 80 PVC ells as shown in the construction details.

2.2 BACKFLOW PREVENTION DEVICE
A. Backflow prevention device shall be the reduced pressure type with gate valves, check valves, test cocks, reduced pressure chamber and air vent.

B. Provide a freeze preventative blanket around backflow assembly. Blanket shall be green.
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C. All metallic pipe and fittings installed below grade shall be may be wrapped with an approved asphaltic tape.

D. Backflow prevention device model shall be per City of Pittsburg standard equipment list. Size as shown on the drawings. Install backflow prevention device in accordance with City of Pittsburg standard detail.

2.3 BACKFLOW PREVENTION DEVICE ENCLOSURE
A. Enclosure shall be sized to completely enclosure backflow device.

B. Install enclosure device in accordance with City of Pittsburg standard detail.

C. Enclosure model shall be per City of Pittsburg standard equipment list . Powder coated dark green. Size as shown on drawings.

2.4 PRESSURE REDUCING VALVE
A. Pressure reducing valve shall be diaphragm type, bronze body, with bolt to adjust the downstream pressure.

B. Pressure reducing valve shall reduce pressure in both flow and no -flow conditions.

C. Pressure shall adjustable with a range of 25-75 PSI.

D. Pressure reducing valve shall be per City of Pittsburg standard equipment list .

Size as shown on drawings.

2.5 BOOSTER PUMP
A. When static water pressure in the City water system is less than 55 psi or when the hydraulic analysis of a proposed irrigation system requires more pressure than available a booster pump is required.

B. Booster pump shall be a prefabricated, self -contained, Variable speed, (VFD), horizontal centrifugal pump station with piping, valves, and enclosure. Controls will be an operator interface with software programming written specifically for the project specific pump requirements. Pump station shall have a formed and reinforced base platform and enclosure with lockable lid contains all manifolding, pumps, motors and control panels to provide an integral unit ready for easy installation.

2.6 MASTER CONTROL VALVE
A. Master control valve shall be a normally closed 24 VAC solenoid actuated globe pattern valve.
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B. Valves shall be made of durable glass-filled nylon with a pressure rating of 200 PSI
C. Valve shall have external and internal bleed for manual operation.

D. Valve shall have a scrubber mechanism to clean the stainless steel screen.

E. Valve shall be model shall be per City of Pittsburg standard equipment list. Size as shown on drawings.

2.7 GATE VALVES
A. Gate valves 3” and smaller shall meet the following requirements:

1. Valves shall be of stainless steel (304 or higher) construction with non-rising stem, cross handle and threaded connections.

2. Valves shall be per City of Pittsburg standard equipment list. Size as shown on the drawings

3. Install in 10” diameter plastic valve box as detailed.

B. Gate valves 4” and larger shall meet the following requirements:

1. Valves shall be cas t iron with operating nut (2” square) and “O” ring connections for Class 200 PVC plastic pipe.

2. Valves shall be per City of Pittsburg standard equipment list. Size as shown on the drawings.

3. Install in 10” diameter plastic valve box as detailed.

2.8 QUICK COUPLING VALVES
A. Quick coupling valves shall per City of Pittsburg standard equipment list . Use Rain Bird 44NP w ith purple covers for use with recycled water . Install in 10” diameter plastic valve box as detailed. Refer to Delta Diablo specificatio ns for requirements.

2.9 CONTROLLERS
A. Controller’s size and model shall be as listed on the drawings.

B. Final location(s) of controller shall be approved by the Project Manager.

C. Controller requires 120v power. Maximum power output of controller is 2.0 amps.

D. Controllers shall be Rain Master Evolution DX2 controller within a Strongbox Stainless Steel Top entry controller. All controllers shall have a high gain antenna installed adjacent to the enclosure for communication with City’s central computer. Contact Site One Green Tech when purchasing.

E. Controller shall have a preinstalled flow sensor terminal board. 553
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F. Install Controller and accessories per City and Manufacturer’s details.

G. Each controller shall be equipped with a built in radio remote receiver and one remote transmitter.

2.10 CONTROLLER COMMUNCATION CABLE
A. All sites with multiple Rain Master DX2 controllers shall be connected together via communication cable. Cable shall be Rain Master model EV-CAB-COM B. Communication cable shall be installed within 1¼” Schedule 40 grey PVC with Schedule 40 fittings and Schedule 40 electrical long sweeps elbows at all changes in direction. Pull boxes shall be located a minimum of 200 feet on center, adjacent to controller, and at each change of direction. Use rectangular boxes for all pull boxes. Use Carson model 1419 -12 with bolt down lid. Color shall be black. Heat brand box “PB”. Text height of letters to be 2”.

C. Maximum distance of communication cable shall be 2000’.

D. Splicing of cable between controllers is not permitted.

2.11 CONTROL WIRE
A. Control wire shall be copper with U.L. approval for direct burial in ground, size #14-Common ground wire shall have white insulating jacket; control wire shall have insulating jacket of color other than white or yellow. Runs over 2,000 lineal feet shall be #12- AWG-UF 600-volt copper wire. Splices shall be made with 3M- DBY seal packs.

B. Provide a separate ground wire for each controller.

C. Provide a minimum of two spare control wires into each RCV box for future.

Spare wires shall be yellow in color.

D. Tracer wire shall be used on all pressure piping. Tracer wire shall be blue and suitable for direct burial and wet conditions. Refer to Section 33 05 26 for additional requirements.

2.12 ELECTRIC REMOTE CONTROL VALVES
A. Electric remote control valves sizes shall be shown on drawings.

B. Electric remote control valve shall be a normally closed 24 VAC solenoid actuated globe pattern valve.

C. Valves shall be made of durable glass -filled nylon with a pressure rating of 200 PSI
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D. Valve shall have external and internal bleed for manual operation.

E. Provide and install one Schedule 80 PVC FIPT threaded true union ball valve with EPDM O-rings on the upstream side of valve and one Schedule 80 union on the downstream side of valve. Match valve size when sizing ball valve and union.

F. All electric remote control valves for dripline or drip systems shall include a wye filter with a 200 mesh stainless steel screen and pressure regulator on the valve or downstream of the valve.

2.13 IDENTIFICATION TAGS/TAPE
A. Identification tags for all electric control valves shall be manufactured by Christy.

Tag numbers shall match stationing in controller and as shown on as -built drawings. Provide one yellow station number tag for each electric control valve and an additional purple one for recycled water system as follows:

1. Potable water systems: Christy ID.STD.Y1

2. Recycled water systems: Christy ID.STD.Y1 and Christy ID.MAX.P2.RC006. Refer to Delta Diablo specifications for requirements.

B. Identification tags for all quick coupling valves are ONLY required for recycled water systems. Tags shall be Christy model ID.MAX.P2.RC006. Refer to Delta Diablo specifications for requirements.

C. Detectable tape shall be installed on all pressurized pipes greater than 2”. Tape shall be placed above the centerline of the pipe, spanning the full length of the pipe, and be placed at a depth of 6” above the top of the pipe. Tape shall be 3” wide by 5 mil thick and manufactured for direct burial service. Use blue colored tape for potable irrigation and purple for recycled water systems. Standard imprints shall read “CAUTION WATER LINE BELOW” AND “CAUTION BURIED RECLAIMED WATER LINE BELOW”.

2.14 VALVES BOXES
A. ELECTRIC REMOTE CONTROL VALVE BOXES:

1. All electric remote control valve boxes that service non-drip systems shall be installed within a Carson Model 1419 -12 or 1324-12 plastic valve box with bolt down plastic lid. Size of box is dependent on the size of valve. Lid shall be marked: "Irrigation Control Valve." Color: Green.

2. All electric remote control valve boxes that service dripline or drip systems shall be installed within a Carson Model 1324-12 plastic valve box with bolt down plastic lid. Lid shall be marked: "Irrigation Control Valve." Color:

Green.

3. Use purple color ed bo xes with bolt down lid marked “RECLAIMED OR RECYCLED WATER” and with bilingual non-potable warning and symbol for all recycled water systems . Refer to Delta Diablo specifications for requirements.
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4. Heat brand controller letter and numbers into lid. Minimum text height to be 2”.

B. GATE VALVE AND QUICK COUPLING VALVE BOXES:

1. All gate valve and quick coupling valve shall be installed within a Carson Model 910-10 plastic valve box with plastic lid or approved equal. Use 8” sleeve to encase gate valve. Color: Green.

2. Use purple color boxes with bolt down lid marked “RECLAIMED OR RECYCLED WATER” and with bilingual non -potable warning and symbol.

Refer to Delta Diablo specifications for requirements.

3. Heat brand the letters “GV” into lid. Minimum text height to be 2”.

C. DRIP COMPONENT BOXES:

1. All drip components shall be installed within a 6” round black plastic valve box with plastic lid.

2. Use purple color lid with non-hinged bolt down lid marked “RECLAIMED OR RECYCLED WATER” and with bilingu al non-potable warning and symbol.

Refer to Delta Diablo specifications for requirements.

2.15 SPRINKLER HEADS AND BUBBLERS
A. All sprinkler heads shall be as listed on the drawings. Refer to City of Pittsburg standard equipment list for make and model of pop-up rotary and spray sprinklers.

B. Pop-up spray sprinklers shall include a built in check valve in the body to hold up to 14 feet of head.

C. Pop-up spray sprinklers shall include built in pressure regulation in the body.

D. Use built in 30 psi regulators for a ll spray nozzles and 45 psi regulators for all rotating nozzles. Use 12” pop-ups in shrub and ground cover areas and 6” pop - ups in turf areas.

E. Riser units and nipples shall be the same size as the inlet to the sprinkler body.

F. Use purple caps on sprinkler h ead for recycled water systems. Refer to Delta Diablo specifications for requirements.

2.16 DRIPLINE & DRIPLINE COMPONENTS
A. Dripline shall be as listed on the drawings. Refer to City of Pittsburg standard equipment list for model number.

B. Tubing shall be low density, UV resistant, polyethylene tubing with 17mm in size with internal pressure -compensating, drip emitters impregnated into the tubing spaced at 12 or 18 inches
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C. The built in emitters shall be capable of delivering 0.6 gallons per hour per emitter.

D. Use purple colored tubing for recycled water systems.

E. All dripline systems shall have a manual flush valve at each isolated zone within the systems. Multiple flush valves may be required per drip zone.

F. All dripline systems shall have air relief valve(s) at the highest elevation point(s) within each isolated zone. Install one air relief valve for every 500 linear feet of dripline.

2.17 FLOW SENSORS
A. Inline f low sensors shall be installed in accordance with the manufacturer’s installation instructions. Contractor is responsible for the installation, all required materials and connections of the flow sensors for complete operation with the irrigation controller.

B. Flow sensor size and model shall be listed on the drawings. Conta ct Site One Green Tech for models numbers

2.18 FLOW SENSOR CABLE AND CONDUIT:

A. Flow sensor wire shall be shielded cable model EV -CAB-SEN manufactured by Rain Master.

B. Maximum cable distance from controller to flow sensor shall be 2000 ft.

C. Install flow sens or cable in a 1 ” grey SCH 40 PVC conduit with long sweep elbows.

D. Conduit and flow sensor cable shall be routed with mainline wherever possible.

Install 18” below grade. Provide a minimum 6” separation between conduit and pressure main line.

E. Provide 10” round grey electrical pull boxes a minimum of every 200 ft, at each change in direction and adjacent to each controller. Heat brand lid of pull box “FSB”.

2.19 CHECK VALVE
A. Spring check valve shall be Schedule 40 PVC with ½ lb spring and stem rated at 150 PSI.

B. Model and size as shown on drawings.
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2.20 MISCELLANEOUS INSTALLATION MATERIALS
A. Solvent cement and primer for solvent weld joints shall be of make and type approved by manufacturer(s) of pipe and fittings. Cement shall be maintained at proper consistency throughout use.

B. Lubricant for assembling rubber ring seal joints shall be of make and type approved by manufacturer of pipe.

C. Pipe joint compound shall be non -hardening, non -toxic materials designed specifically for use on threaded connections in water carrying pipe. Performance shall be same as RectorSeal #5.

2.21 MISCELLANEOUS EQUIPMENT
A. Provide all equipment called for by the drawings.

B. Provide to the Project Manager, at completion of the maintenance period, three (3) each of all operating and servicing keys and wrenches required for complete maintenance and operation of all heads and valve . Include all wrenches necessary for complete disassembly of all heads and valves.

PART 3 - INSTALLATION

3.1 PREPARATION
A. Schedule and coordinate placement of materials and equipment in a manner to effect the earliest completion of work in conformance with construction and progress schedule.

3.2 HANDLING AND STORAGE
A. Protect work and materials from damage during construction a nd storage as directed by the Project Manager.

B. Handle plastic pipe carefully; especially protect it from prolonged exposure to sunlight. Any section of pipe that has been damaged will be discarded and removed and replaced if installed.

3.3 LAYOUT
A. Lay out w ork as accurately as possible in accordance with diagrammatic drawings.

B. Where site conditions do not permit location of piping, valves and heads where shown, notify Project Manager immediately and determine relocation in joint conference.
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C. Prior to installation, the Contractor shall stake out the routing of all pressurized main lines and sprinkler heads for approval by Project Manager.

D. Run pipelines and automatic control wiring in common trenches wherever practical.

3.4 EXCAVATING AND TRENCHING
A. Excavation shall be in all cases ample in size to permit the pipes to be laid at the elevations intended and to permit ample space for joining.

B. Make trenches for pipelines deep enough to provide minimum cover from finish grade as follows:

1. 18” minimum cove r over main lines to control valves and quick coupling valves.

2. 18” minimum cover over control wires from controller to valves.

3. 12” minimum cover over RCV controlled lateral lines to sprinkler heads.

C. Restore surfaces, existing underground installations, etc ., damaged or cut as a result of excavations, to original conditions in a manner approved by the Project Manager.

D. Where other utilities interfere with irrigation trenching and pipe work, adjust the trench depth as instructed by the Project Manager.

3.5 ASSEMBLING PIPELINES
A. All pipe shall be assembled free from dirt and pipe scale. Field cut ends shall be reamed only to full pipe diameter with rough edges and burrs removed.

B. Install plastic pipe in accordance with manufacturer’s recommendations.

C. Install 3” wide detectable warning tape above all pressurized main lines as shown in the City standard “Irrigation System Trenching Detail”. Refer to Section 33 05 26 – Utility Identification.

D. Rubber Ring Seal Joint:

1. Use factory made male end or prepare field -cut male end to exact specifications of factory made end.

2. Carefully clean bell or coupling and insert rubber ring without lubricant.

Position ring carefully according to manufacturer’s instructions.

3. Lubricate male end according to manufacturer’s instruction and insert male end to specified depth. Use hands only when inserting PVC pipe.

4. Thrust blocks shall be provided where necessary to resist system pressure on ring-tite pipe and fittings. Blocks shall be concrete and the size shall be based on an average soil safe bearing load of 700# per square foot.

5. Form thrust blocks in such a manner that concrete comes in contact only with the fittings. Thrust blocks shall be between solid soil and the fittings. 559
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C. Solvent Weld Joint:

1. Prepare joint by first making sure the pipe end is square. Then, de -burring the pipe end, and clean pipe and fitting of dirt, dust and moisture.

2. Dry insert pipe into fitting to check for proper sizing. Pipe should enter fitting 1/3 to 2/3 depth of socket.

3. Coat the inside soc ket surface of the fitting and the male end of the pipe with P-70 primer (manufactured by Weld -On). Then without delay, apply Weld-On 711 cement liberally to the male end of the pipe and also apply 711 cement lightly to the inside of the socket . At this time, apply a second coat of cement to the pipe end.

4. Insert pipe immediately into fitting and turn 1/4 turn to distribute cement and remove air bubbles . The pipe must seat to the bottom of the socket and fitting. Check alignment of the fitting . Pipe and fitt ing shall be aligned properly without strain to either.

5. Hold joint still for approximately thirty (30) seconds and then wipe the excess cement from the pipe and fitting.

6. Cure joint a minimum of thirty (30) minutes before handling, at least six (6) hours before allowing water in the pipe.

D. Threaded Joint:

1. Field threading of plastic pipe or fittings is not permitted. Only factory formed threads will be permitted.

2. Factory made nipples shall be used wherever possible. Field cut threads in metallic pipe will be permitted only where absolutely necessary. When field threading, cut threads accurately on axis with sharp dies.

3. All threaded joints shall be made up with pipe joint compound . Apply compound to male threads only.

4. Where assembling metallic pipe to metallic fitting or valve, not more than three (3) full threads shall show when joint is made up.

5. Where assembling to threaded plastic fitting, take up joint no more than one full turn beyond hand tight.

6. Where assembling plastic pipe, use strap type fricti on wrench only; do not use metal-jawed wrench.

E. Cap or plug openings as pipeline is assembled to prevent entrance of dirt or obstructions. Remove caps or plugs only when necessary to continue assembly.

F. Where pipes or control wires pass through sleeves, prov ide removable non - decaying plug at ends of sleeve to prevent entrance of earth.

3.6 REMOTE CONTROL VALVES
A. Install where shown on drawings and group together where practical . Limit one remote control valve per box. No exceptions!
B. Locate valve boxes 12” from and perpendicular to walk edges, buildings and walls. Provide 12” between valve boxes where valves are grouped together. 560
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C. Thoroughly flush main line before installing valves.

D. Install in shrub or groundcover areas where possible.

E. Label contro l line wire at each valve with an I.D. tag, indicating identification number of valve (controller and station number). Attach label to control wire.

F. Flow control stems shall be adjusted or tuned per manufacturer recommendations.

3.7 AUTOMATIC CONTROL WIRE
A. Run lines along mains wherever practical. Tie wires in bundles with pipe wrapping tape at 10’ intervals and allow slack for contraction between strappings.

B. Loop a minimum of three (3) feet of extra wire in each valve box; both control wire and ground wire.

C. Connections shall be made by crimping bare wires with brass connectors and sealing with watertight resin sealer packs.

D. Splicing will be permitted only on runs exceeding 2500’. Locate all splices at valve locations within valve boxes.

E. Where con trol lines pass under paving, they shall pass through Schedule 40 electrical PVC conduit. Do not tape wire in bundles inside conduit.

3.8 AUTOMATIC CONTROLLER
A. Provide and install automatic irrigation controller in approximate locations shown on drawings. The exact location will be determined on the site by the Project Manager. Provide conduit and wire and connect to 120 volt switch accessible to controller for ease of maintenance.

B. Connect control lines to controller in sequential arrangement according to assigned identification number on valve . Each control line wire shall be labeled at controller with a permanent non-fading label indicating station number of valve controlled. Attach label to control wire.

C. Provide each irrigation controller with its own inde pendent low voltage common ground wire.

D. Provide each pedestal controller with its own ground rod . Separate the ground rods by a minimum of eight feet . The ground rod shall be an eight foot long by 5/8" diameter U.L. approved copper clad rod or as recommend ed by controller manufacturer. Install no more than 6" of the ground rod above finish grade .

Connect #8 gauge wire with a U.L. approved ground rod clamp to rod and back to ground screw at base of controller with appropriate connector. Make this wire 561
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as short as possible, avoiding any kinks or bending. Install a minimum of 8’ away from pedestal housing base unless otherwise noted.

3.9 BUBBLERS, SPRINKLER HEADS AND QUICK COUPLING VALVES A. Thoroughly flush lines before installing heads, bubblers or QCV’s.

B. Locate bubblers, heads and QCV’s as shown in the drawings and details.

C. Adjust sprinkler heads for proper distribution and trim.

D. Install lawn heads 1” above grade in seeded lawn area at time of installation.

Lower to finished grade after turf is well establ ished and as directed by Project Manager.

3.10 DRIPLINE AND DRIPLINE COMPONENTS
A. Thoroughly all flush lines driplines.

B. Install dripline a minimum of 12” away from all buildings and 6” off hardscapes for shrubs and groundcover. 2” of paving for all no-mow or sod type grasses.

C. Space driplines equally throughout the planting area as detailed. Refer to legend for emitter and row spacing of dripline. Adjust alternate rows so emitters are spaced in a triangular pattern.

D. All dripline tubing shall be buried 3” below finish grade and stapled down every 4’ and at each change in direction with a 6” tubing stake.

E. For slopes greater than 10:1, modify dripline row spacing on the bottom 1/3 of the slope to be 25% greater at the bottom of the slope.

F. Install flush valves at the low end of each drip zone minimum of 2 valves are required for each valve. Refer to manufacturer details for installation instructions.

G. Install air vacuum relief valve(s) at high point(s) of each planting area. Refer to drawings for approximate locati ons. Revise locations in field based on actual grades of the site. Locate 1 valve per every 500’ of dripline. Refer to manufacturer details for installation instructions.

H. Thoroughly saturate soil prior to planting. Provide additional surface watering as required to keep plant root systems moist during planting establishment period.

3.11 BACKFILLING
A. Backfill only after piping and wire has been inspected and approved.

B. Sand bed all pressurized mainlines as shown in the City standard “Irrigation System Trenching Detail”
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C. Backfill material shall be the earth excavated from the trenches, free from rocks, concrete chunks, and other foreign or coarse materials . The pH value of all backfill material shall be tested to be within 6.5 to 7.5 range.

D. Place backfill materials in 6" layers and compact by tamping to a minimum compaction of 90 percent of original soil density.

E. Dress off areas to finish grade and remove excess soil, rocks, or debris remaining after backfill is completed.

F. If settlement occurs along trenche s, and adjustments in pipes, valves, and sprinkler heads, soil, sod, or paving are necessary to bring the system, soil, sod, or paving to the proper level or the permanent grade, the Contractor, as part of the work under this contract, shall make all adjustments without extra cost to the City.

3.12 FIELD QUALITY CONTROL
A. Coverage Tests:

1. Perform coverage tests in the presence of Project Manager, after sprinkler or drip system is completed. Test system to assure that all areas are irrigated completely and uniformly.

2. Do not spray onto pavement or structures. Adjust arc nozzles as needed to provide full coverage without over spray.

B. Adjusting and Cleaning:

1. System adjustment:
a. Valves: Adjust flow for proper operation.
b. Heads: Adjust for alignment and coverage.
c. If it is determined that coverage could be improved by adding additional driplines or a nozzle change, make such changes as required to provide adequate coverage to all plant material. d. Perform final cleaning of all risers, dripline, heads, and equipme nt for proper operation. Demonstrate operation and uniform coverage in the presence of the Project Manager prior before final acceptance.

3.13 TESTING
Perform test as specified below. Remake any faulty join ts with all new materials. Use of cement or caulking to seal leaks is absolutely prohibited.

Contractor shall:

A. Notify the Project Manager at least three (3) days in advance of testing.

B. Perform testing at his/hers own expense.

C. Center load piping with small amount of backfill to prevent arching or slipping under pressure. No fitting shall be covered
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D. Apply the following tests after welded plastic pipe joints have cured at least twenty-four (24) hours.

1. Ring-Tite Mainline: Remove all the air from the piping system then test live (constant pressure) and QCV lines hydrostatically at 1 25 PSI minimum .

Lines will be approved if test pressure is maintained for two (2) hours .

Maintain pressure during this time period and measure the amount of water required to maintain that test pressure. Approved tables of allowable loss are below, and the line will be approved or not approved as such results may indicate. The Contractor shall make tests and repairs as necessary until test conditions are met.

Allowable leakage for PVC plastic pipe with elastomeri c joints in U.S. gallons per hour at a test pressure of 150 PSI.

a. 4” - 0.30 gallons per 1000 ft. or 50 joints
b. 6” - 0.45 gallons per 1000 ft. or 50 joints
c. 8” - 0.60 gallons per 1000 ft. or 50 joints

2. Solvent Weld Mainline: Remove all the air from the piping system then test live (constant pressure) and QCV lines hydrostatically at 125 PSI minimum.

Lines will be approved if test pressure is maintained for six (6) hours. The lines shall be restored to the original test pressure . The Contractor shall make tests and repairs as necessary until test conditions are met.

3. Test RCV controlled lateral lines with water at line pressure and visually inspect for leaks. Retest after correcting defects.

3.14 MAINTENANCE

A. Continuously maintain irrigation system in areas indicated in the Contract during the progress of work and for a period of 90 days after substantial completion.

B. It is Contractor's responsibility to turn over the irrigation in a first -class condition at the end of the maintenance period.

C. Maintenance Schedule: Contractor shall submit schedule of maintenance tasks to be performed for City review and approval. At a minimum, maintenance staff shall be on-site two times per month. It is not the intention of these Specifications to allow a "quick cleanup" at the end of the maintenance period, but rather that the work be continuous and ongoing.

D. Proper irrigation system maintenance includes the overall supervision of the sys- tem, controller scheduling, routine adjustments and necessary repairs.

E. Maintain irrigation system for optimum performance, as per manufacturer’s spec- ifications, by inspecting the entire system on an on-going basis. This includes cleaning and adjusting all sprinkler, bubbler heads, drip and drip tube emitters and valves for proper coverage
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3.15 GUARANTEE
A. It shall be the responsibility of the Contractor to fill and repair all depressions and replace all necessary lawn and planting due to the settlement of irrigation trenches for one year following completion and acceptance of the job.

B. The Contractor shall also guarantee all materials, equipment and workmanship furnished by him to be free of all defects of workmanship and materials, and shall agree to replace at his expense, at any time within one year after installation is accepted, any and all defective parts that may be found.

3.15 CLEAN-UP
A. When work of this section has been completed and at such other times as may be directed, remove all trash, debris, surplus materials, and equipment from site.

END OF SECTION 32 80 00

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SECTION 32 90 00 - LANDSCAPE WORK

PART 1 - GENERAL

1.1 SUMMARY

A. The CONTRACTOR shall provide all materials, equipment, and labor necessary to furnish and install the planting as shown on the Drawings and herein specified.

B. Related Requirements:

1. Section 01 29 00 - Payment Procedures

2. Section 01 70 00 - Execution

3. Section 01 77 00 - Closeout Requirements

4. Section 32 80 00 - Irrigation

1.2 UNIT PRICE – MEASUREMENT AND PAYMENT

A. Section 01 29 00 - Payment Procedures : Contract Sum/Price modification procedures.

B. Planting

1. Measurement: Measurement for landscape planting shall be as provided in the bid proposal.

2. Payment: The contract lump sum or unit prices shall include full compensation for furnishing all labor, materials, tools and equipment and preforming all work necessary to complete the landscape installation work as shown and specified in the contract documents.

C. Landscape Maintenance

1. Measurement: Measurement for landscape maintenance shall be as provided in the bid proposal.

2. Payment: The contract lump sum shall incl ude full compensation for furnishing all labor, materials, tools and equipment and preforming all work necessary t o maintain the planting and irrigation work as shown and specified in the contract documents.

1.3 DEFINITIONS

A. Bay-Friendly Landscaping (BFL) is a holistic approach to design, construction and maintenance of the landscape in order to support the integrity of the San Francisco Bay watershed ecosystem. BFL practices foster soil health, conserve water and other valuable resources while reducing waste and preventing pollution. BFL practices incorporated in these specifications are designated as (BFL Practice). Additional Bay-Friendly resources are available at www.rescapeca.org/resources/publications-list
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B. Compost: An organic matter resource that is the product of controlled biological decomposition of organic materials, often including urban plant debris and food waste. Compost contains plant nutrients but is typically not characterized as a fertilizer. It has the unique ability to improve chemical, physical and biological characteristics of soils or growing media. (Excerpted from US Compost Council, Field Guide to Compost Use).

1.4 REFERENCE STANDARDS

D. Reference Standards:

1. American Standard for Nursery Stock (ANSI) - ANSI A300: Tree, Shrubs and Other Woody Plant Maintenance - Standard Practices, current edition.

2. ANSI Z133.1: Tree Care Safety Standards, current edition.

3. BASMAA-SBF: Bay Area Stormwater Management Agencies Association Specification of Soils for Biotreatment or Bioretention Facilities, dated April 18, 2016, or most current edition.

4. International Society of Arboriculture (ISA) Tree Pruning Guidelines, current edition.

5. U.S. Composting Council (USCC) S eal of Testing Assurance (STA) Program assures that compost producers have regularly tested compost for chemical, physical and biological properties. www.compostingcouncil.org

E. Related Documents:

1. California Model Water Efficient Landscape Ordinance (MWELO), updated July 2015, or current edition.

2. Bay-Friendly Landscape Guidelines describing the principles and practices in sustainable landscape construction and maintenance. Bay-Friendly publications and resources are available on -line at
www.rescapeca.org/resources/publications-list.

3. Cal-Trans ‘Storm Water Quality Handbooks’ - Construction Site Best Management Practices (BMP’s) Manual, current edition.

1.5 SUBMITTALS AND SAMPLES

A. References

1. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

2. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Product Data & Schedules : Furnish manufacturer’s literature, laboratory analytical data (soil analysis results and amendment recommendations) as required in this specification section, samples as noted , and schedules for the following items:

1. Planting fertilizer(s)

2. Composted Greenwaste Organic Amendment (BFL Practice)

3. Mulch (two one-quart samples) (BFL Practice)

4. Import topsoil (two one-quart samples)

5. Bioretention Soil (two one-gallon samples)
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6. Nursery invoices for all plant material for this project

7. Pesticide(s)

8. Maintenance Schedule

C. Substitutions: Plant Material Substitutions of plant material shall not be permitted unless authorized in writing by the Landscape Architect / Project Manager . If proof is submitted that specified plant material is not available, a proposal will be considered for use of the nearest equivalent size or variety with an equitable adjustment of contract price. These provisions shall not relieve Contractor of the responsibility of obtaining sp ecified materials in advance if special growing conditions or other arrangements must be made in order to supply specified materials.

D. Closeout Submittals

1. As-built drawings (hard copy and PDF-format scanned images) shall be provided as part of the closeout submittals.

E. The Landscape Architect / Project Manager reserves the right to take and analyze samples of materials for conformity to specifications at any time. Contractor shall furnish samples upon request of the Project Manager. Rejected materials shall be immediately removed from the site at Contractor’s expense. Costs of testing materials not meeting specifications shall be paid by Contractor.

1.6 QUALITY ASSURANCE

A. Contractor Qualifications: Provide sufficient experienced workmen and supervisors who shall be present at all times during execution of this portion of work and who are thoroughly familiar with the type of construction, materials and methods involved. In the acceptance or rejection of the work, no allowance will be made by City for lack of workmen's skill.

B. Requirements of Regulatory Agencies:

1. Obtain and pay for all licenses and permits and pay all inspection and other fees connected with the work.

2. Conform to requirements of applicable Federal, State and local agencies.

Nothing in the Contract Documents is to be construed to permit work not conforming to these requirements. Furnish without extra charge any additional material and labor required by above.

3. Where conflict exists between requirements of above agencies and/or these Specifications, the more restrictive shall govern.

4. All plants and planting material shall meet or exceed the Specifications of Federal, State, and local laws requiring inspection for plant disease and insect control. All inspection certificates required shall accompany shipments.

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C. Source Quality Control: Quality and size shall conform to current edition of "USA Standard for Nursery Stock" for number one grade nursery stock as adopted by American Associations of Nurserymen. In all cases, botanical names shall take precedence over common names.

1.7 QUANTITIES

A. Plant material quantities indicated on the Drawings are for estimating purposes only. Furnish and install all plant materials as indicated - drawn quantities shall supersede numerical quantities.

1.8 DELIVERY, STORAGE AND HANDLING

A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Deliver all items to the site in their original containers with all labels intact and legible. Protect plants at all times from sun or drying winds as necessary or until planted. Do not handle plants by stems, trunks or tops, but only by container.

1.9 SITE CONDITIONS

A. Contractor shall familiarize himself with existing site conditions as they may affect his work.

B. Water will be provided at the site at no cost to Contractor. Make and remove temporary lines and connections as necessary for the proper execution of the work.

1.10 WARRANTY PERIOD

A. All trees, shrubs, vines and ground covers shall be guaranteed to take root and thrive for a period of one year after FINAL ACCEPTANCE date.

B. Plants shall be free of dead or dying branches and branch tips, and shall bear foliage of normal density, size and color. All dead plants, all plants not in a vigorous growing condition and plants exhibiting conditions unacceptable due to actions during planting and maintenance operations, as determined by Landscape Architect / Project Manager , shall be replaced immediately by Contractor at no additional cost to the City. Replacement shall closely match size and habit of adjacent specimens of the same species and shall be subject to all requirements of the Specifications.

C. Contractor shall not be responsible for failures due to neglect by the City, vandalism, abuse or damage by others, or unusual phenomenon or incidents 569
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above and beyond the Contractor’s control, during Warranty Period. Report such conditions to the City in writing.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Fertilizers, Soil Amendments and Mulch: First quality, standard brand, agricultural products. Deliver in original containers with brand name marked thereon. Furnish City with all certificates or delivery slips for each material delivery in containers or in bulk.

1. Commercial Fertilizer: A complete control-release fertilizer in pellet form of which part of the elements are derived from organic sources:
16% Nitrogen, 16% Phosphoric Acid and 16% Potash
Plant Fertilizer Paks: Best-Paks 20-10-5 planter paks.

2. Soil Sulfur: Agricultural grade Sulfur containing minimum of 99% Sulfur (expressed as elemental).

3. Ammonium Sulfate, 21-0-0

4. Iron Sulfate: 20% iron (expressed as metallic iron) derived from ferric and ferrous sulfate, 10% sulfur (expressed as elemental).

5. Potassium Sulfate, 0-0-50.

6. Calcium Carbonate: 95% lime derived from oyster shells.

7. Gypsum: Agricultural grade with 98% Calcium Sulfate.

8. Sulfur Coated Urea (SCU): SCU 21-7-14 or SCU 21-7-7.

9. Composted Organic Greenwaste Amendment (BFL Practice): Yard waste compost free of contaminants with pH of 5.5-8.0, minimum organic content of 250 pounds per cubic yard of compost (minimum 50% of compost’s dry weight, TMECC 05.07 -A), 35-60% moisture content, maximum 4.5 dS/m Ece, salinity measured on the saturation extract solution shall not exceed

8.0 dS/m, 8 or below carbon dioxide evolution rate (TMECC 05.08 -B), greater than 80% seedling emergence maturity bioassay (TMECC 05.05 - A), and a minimum of 90% of the material by weight shall pass a ½" screen.

Material passing the ½" screen shall meet the following criteria:

Sieve Designation Percent Passing

9.51 mm (3/8”) 85-100%

2.38 mm (No. 8) 50-80%
500 micron (No. 35) 0-40%
- Composted Organic Amendment shall have ‘STA’ certification from U.S. Composting Council (USCC).
- Provide sample (two one -quart size) certificate of conformance and current analysis for approval.

Approved products include WM EarthCare “Homegrown Compost” (877.963.2784); BFI Organics “Super Humus” compost (408.687.1928); Z- Best Organic Compost (408.263.2384) ; “Premium Compost” by Recology Blossom Valley Organics (209.872.0734), or equal.
(verify products)
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10. Mulch: 100% recycled, clean, untreated lumber coarsely ground to 2” minus, and dyed with colorfast, natural dye with 1-year color retention; no ground wood stumps or branches. “M ission Mahogany” by WM EarthCare (877.963.2784), or equal.
- Submit samples (two one-quart size) for approval.

B. Soils

1. "On-Site" topsoil: Topsoil from the site without admixture of subsoil, free from rocks, clay or foreign matter.
a. Soil Testing: Obtain soil analysis and recommendati ons from Waypoint Analytical, San Jose, (408)727 -0330, for approval prior to planting. At a minimum, soil analysis shall include soil texture, infiltration rate determined by laboratory test or soil texture infiltration rate table, PH, total soluble salts, sodium, essential nutrients and percent organic matter. Recommendations shall reflect amending soil with compost to bring the soil organic matter to a minimum of 5% by dry weight and incorporating fertilizers to recommended levels for planting area.
b. Amendments, fertilizer rates and quantities listed under Item 3.2K-Soil Amendment are to be used for bid basis only. Adjust the quantities of soil amendments and fertilizer per soil report. Contractor shall be reimbursed for additions as approved by Project Manager.

2. "Import" Topsoil: “Import" Topsoil: Fertile, friable local natural sandy loam or loam , free from weeds, seed, stones, subsoil or other debris and complying with the following:
a. Physical Properties:

Class Particle size range maximum, % wt. minimum, % wt.

Coarse sand 0.05-2.0 mm 15 0
Silt plus clay <.05 mm 50 25
Silt 0.002-0.05 mm 30 10
Clay 0-0.002 mm 20 10
Other Classes
Gravel 2-13 mm 15 0
Rock >½ inch 10% by volume 0
none>1 inch
Organic matter 15 0
If the native subgrade texture is within specified limits, the import topsoil texture should be as similar as practical to that material to minimize interfacing concerns.
b. Chemistry: pH shall be between 5.5 and 7.5 without high qualitative lime content and boron shall not exceed 1 part per million as measured on a saturation extract. Salinity ECe shall be less than 3.0 dS/m @ 25 degrees C. and sodium adsorption ratio (SAR) shall be less than 6.0. c. Fertility Considerations: Soil to contain sufficient available nitrogen, phosphorus, potassium, calcium and magnesium to support normal 571
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plant growth. In the event of nutrient inadequacies, provisions shall be made to add required materials prior to planting.
d. Sample: Submit samples (two one-quart size) with a soil analysis and recommendations from Waypoint Analytical for approval.

3. Bioretention Soil : A mixture of fine sand and compost, conforming to BASMAA-SBF, shall provide a long-term, in-place infiltration rate of at least 5 inches per hour, shall support vigorous plant growth and consist of the following mixture, measured on a volume basis: 60 -70% Sand, 30 -40% Compost.
a. Submit Requirements per BASMAA-SBF:
- Sample of mixed Bioretention Soil (one-gallon size).
- Certification that the Bioretention Soil meets the guideline specification requirements.
- Grain size analysis results of the fine sand component. - USCC STA quality analysis results for compost.
- Organic content test results of mixed Bioretention Soil. - Grain size analysis results of compost components.
- Description of equipment and methods used to produce
Bioretention Soil.
b. Suppliers producing Bioretention Soil found to meet and/or exceed the Guideline Specifications are:
- LH Voss Materials, 925.560.9920
- Contra Costa Topsoil, Martinez, 925.228.4007

C. Plants:

1. Furnish plant materials to complete work as indicated on Drawings and as specified.

2. Plants shall be typical for variety and species ; healthy, vigorous, free from disease and insects, with healthy normal root systems, filling their containers, but shall not be rootbound.

3. Plants shall be subject to review and approval by the Landscape Architect / Project Manager at place of growth and upon delivery for conformity to Specifications. Such approval shall not impair the right of review and rejection during progress of the work.
a. Submit written request for review of plant material at place of growth to the Project Manager. Written request shall state the place of growth and quantity of plants to be inspected. The Landscape Architect / Project Manager reserves the right to refuse review at this time if, in his judgment, a sufficient quantity of plants is not available for review. b. Inspection for approval or rejection is reserved for the project site upon delivery. Plants shall be inspected for size, variety, condition, root system and defects. Any rejected material shall be promptly removed from site. Notify Project Manager 48 hours prior to inspection.

4. Sod: As noted on the Drawings. Sod shall be machine cut at a uniform thickness. It shall be harvested, delivered and planted within 30 hours.

Individual slabs shall be no larger than 9 sq. ft. and shall be weed free.

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D. Supplies:

1. Tree Stakes: Lodgepole Pine tree stakes; untreated chamfered top and bottom.

2. Tree Ties: Cinch-Tie, UV resistant, virgin flexible black vinyl meeting ASTM- D-412 standards for tensile elongation strength. Ties shall have a double back locking configur ation and secured with one galvanized screw to prevent slippage. Manufacturer: V.I.T. Products, 800.729.1314.

3. Tree Drains: Flexible corrugated perforated plastic drain pipe, 4” diameter.

Tree drain to extend 6” deeper tha n tree rootball, 18” minimum length.

Backfill with ¾” drain rock.

4. Root Barrier: #UB 24 -2 polypropylene plastic barrier. Manufacturer: Deep Root Corp. available through Ewing 510-687-3220.

5. Water Barrier: WB24/30 24/40 24/60 24/80 24" depth polyethylene (HDPE),

0.030" (0.76 mm) thickness, by Deep Root Corp.

6. Pesticides: Product and a pplication rates to conform to manufacturer’s recommendations and as approved by City IPM Coordinator. Notify Project Manager 24-hours prior to application. City staff shall be present during application unless otherwise directed.
a. Pre-emergence Weed Control: Ronstar manufactured by Chipco b. Broad Leaf Control: Trimec.
c. Grass Control: Poast (mix with oil concentrate emulsifier - No Foam Herbicide Activator) or Fusilade (mix with non-ionic surfactant).

PART 3 - EXECUTION

3.1 EXAMINATION

A. Prior to the work of this section, inspect existing grades and installed work of other trades and verify that planting may be completed in accordance with Contract Documents.

B. Should sub -surface drainage or soil conditions (high water table, excessive compaction, etc.) be encountered which would be detrimental to growth or survival of plant material, notify Project Manager in writing, stating conditions and submitting a proposal covering cost of correction. I f the Contractor fails to notify Project Manager of such conditions, he shall be responsible for plant material under the guarantee clause of this Section.

3.2 PREPARATION

A. Layout of Work: Drawings are to be considered schematic unless specifically dimensioned. Check all Drawings and make work conform to all conditions shown thereon. Stake out exact plant locations on the job to suit actual conditions. Verify with Project Manager any variations prior to planting. Locations so determined are Contractor's r esponsibility and changes required because of such actions shall be by Contractor at no extra cost to City.

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B. Debris Removal: Remove all construction debris, base rock, refuse and paving material to full depth where occurs in planting areas.

C. Plant Material Protection: Existing plant material to remain shall be protected from damage. Do not stockpile material or equipment within 25' of dripline. Trenching adjacent to roots shall be performed in accordance with the irrigation specs.

D. Existing Plant Ma terial to Be Removed: In order to accommodate proposed planting installation, remove existing plant material including vegetation, stumps, and roots 1" in diameter and larg er to a depth of 2 feet below existing ground surface or to subgrade, whichever is d eeper. Fill all stump and roots holes with import or on -site (see plan) topsoil in accordance with fill and compaction requirements.

E. Plant Material Removal: All vegetation, stumps, and roots 1" in diameter and larger shall be removed 2 feet below existing ground surface or to subgrade, whichever is deeper. Fill all stump and roots holes with suitable material in accordance with fill and compaction requirements.

F. Root Barrier: Provide as noted on Drawings. Install barrier per manufacturer's specifications and as detailed.

G. Water Barrier: Provide water barrier at perimeter of all median planting areas.

Provide as noted on Drawings. Install barrier per manufacturer's specifications and as detailed.

H. Topsoil: "On-site Topsoil” shall be used where possible. If there is not sufficient soil available to meet finish grades, add "Import Topsoil” to complete grading.

I. Bioretention Soil Installation: Conform to Civil Engineer’s Drawings. Place soil in 8” to 12” lifts. Lifts are not to be compacted but are placed to reduce the possibility of excessive settlement. Allow time for natural compaction and settlement prior to planting. Bioretention Soil may be watered to encourage compaction.

J. Topsoil Preparation: Do not work soil when moisture content is so great that excessive compaction will occur or when clods will not break readily. Apply water, if necessary, to bring soil to an optimum moisture content for tilling and planting.

1. Grades shall conform to those in dicated on the Drawings and herein specified. Do not place topsoil in the drip line of any existing tree.

2. Cultivate all planting areas to 10” depth for continuous area of friable soil.

Larger areas may be cultivated by ripping using tractor with downpressu re on ripper shanks at 8” to 10” on center, or equivalent.

3. Import topsoil shall be incorporated into top two inches (2") of existing site soil.

4. Compact topsoil to 80% maximum relative compaction.
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K. Soil Amendment (excluding Bioretention Soil): After grading, cultivation, and topsoil placement has been completed and soil water settled, high and low spots regraded and rough grades approved by Project Manager, add soil amendment as indicated below and rototill until thoroughly mixed to six inch (6") depth.

AMOUNT/1,000 SQUARE FEET
6 Cubic Yards Composted Organic Amendment
20 Pounds 18-12-6 Commercial Fertilizer

L. Planting Backfill at Tree and Shrub Planting Pits:

1. Shrubs (5 gallon and smaller): Utilize surface amended soil for planting backfill, full depth of plant pit.
a. At areas where soil amendment procedure is not required, amend soil at plant pits. Amend plant pit at the following rate: .33 cubic yards organic amendment per cubic yard of soil.

2. Shrubs (15-gallon size): See tree planting backfill as follows.

3. Trees:
a. 0-12" depth: Utilize surface amended soil.
b. 0-12" depth (areas where soil amendment procedure is not required):

Amend soil at each plant pit. Amend upper 12" of plant pit at the following rate: .33 cubic yards organic amendment per cubic yar d of soil.
c. Backfill below 12" depth:

Utilize native soil without amendment or additives.

Incorporate 1 pound 6-20-20 and 2 pounds iron sulfate per cubic yard of soil.

M. Finish Grading:

1. Slope soil areas adjacent to buildings away from buildings. Surface drainage shall conform to Engineer's drawings.

2. Finish grades shall be uniform levels or slopes between points where elevations are given or established by paving, curbs or catch basins.

Grades shall be smooth, uniform planes with no abrupt changes.

3. All grades shall provide for natural runoff of water without pockets.

Accurately set flow line grades to a minimum of 2% gradient.

4. Finish grade for all planted areas shall be 1" below top of paving, curbs or walls unless indicated on Drawings.

3.3 INSTALLATION

A. General:

1. Do not install plant material until all construction work has been completed and irrigation system installed and checked. Do not install planting during unfavorable weather.

2. Set all plants so that, when settled, the natural grade in the container is the same as the finished grade of planting area. All roots shall be covered and 575
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no filling will be permitted around trunk. Water all plants at least 1/2 hour before planting and again after planting each plant.

B. Installation of Shrubs and/or Trees:

1. Locate plant material as indicated on the Drawings. Where material is indicated in a "loose" pattern, maintain an unequal, random spacing.

Excavate holes for trees and shrubs to depths and widths as shown on details. Scarify bottom and sides of holes. Soils at bottom of plant pit shall be scarified to 8" depth to improve soil porosity. If rocky or shale soil is encountered, increase width and depth of plant hole by 6", and insure drainage.

2. Lift plant out of container carefully by the rootball. Place each plant in the center of plant hole. Spread out any exposed roots, do not fold under or bend up. Prune injured roots.

3. Place Plant Fertilizer Paks in backfill, 6" -8" under soil surface & 1" from rootball at all plants when planted. Apply paks at the following rate: one gallon - 1 Pak; 5 gallon - 3 Paks; 15 gallon - 9 Paks; boxed trees - 12 Paks.

4. Backfill with specified material and firmly tamp around the rootball to force out all air pockets. Water thoroughly.

5. If settlement occurs, lift plant or replant plants to finish flush with existing grade.

6. Form a circular earth watering basin centered on plant. Basin rim shall be 4" above finish grade at the trunk. Install 2" depth mulch at inside of basin.

Basins shall be lifted around plants until winter, and then one side shall be broken to allow water passage.

7. Remove all nursery stakes and plant labels.

C. Mulch:

1. Mulch all planted areas (including Bioretention Facilities) with minimum 3” depth of mulch (BFL Practice), except that within plant basins mulch shall be 2” depth.

2. Hold mulch material a minimum four (4”) inches away from rootcrown of tree and a minimum two (2”) inches away from rootcrown of shrubs, perennials and ornamental grasses one (1) gallon size and larger. Mulch may be installed to the rootcrown of plant material smaller than one (1) gallon in size.

3. Install mulch immediately after plant installation.

D. Ground Cover Installation:

1. Prior to planting ground cover, install mulch in planting areas indicated on the Drawings.

2. Plant ground cover in designated areas at spacing shown on Drawings, in neat staggered rows, insuring complete coverage and including around shrubs and trees. After planting, smooth the soil around plants. 576
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3. Water plants immediately after planting with a light spray until soil is saturated. Do not spray in hot direct sun. Do not allow plants to dry out before planting.

E. Installing of Tree Stakes and Ties:

1. Double stake all trees as detailed on Drawings. Set stakes at right angles to prevailing wind. Drive stakes 2' into firm ground, set plumb. Do not drive stake through rootball.

2. Tree Ties: Install per manufacturer’s specifications, securing at stakes with galvanized screws.

3. Set up a sample stake and ties for approval of Project Manager prior to installing tree stakes and ties.

F. Vine/Espalier Installation: Remove stake support without damage to plant and train upon adjacent support as directed. Secure vine/espalier with plastic, ribbon or glue-on vine ties.

G. Lawn Installation:

1. Do not install lawns until all construction and irrigation work has been completed. This includes cultivation and incorporation of soil amendment as specified.

2. Rototill soil to 6” minimum depth. Remove all stones 3/4" or larger.

Incorporate soil amendment as specified. Remove all stones 3/4" or larger.

3. Bring lawn bed to grade by rolling, raking and dragging until surface is smooth and of a uniform fine texture.

4. Sodding: Sod shall be as noted on the Drawings.
a. Sod shall be machine cut at a uniform thickness of 3/4" excluding top growth and thatch. It shall be harvested, delivered and planted within 30 hours. Individual slabs shall be no larger than 9 sq. ft. and shall be weed free.
b. Distribute SCU 21-7-14 commercial fertilizer over lawn areas at rate of 10 lbs. per 1000 sq.ft.; water thoroughly.
c. While areas are still damp, lay slabs tightly together without overlapping. Stagger rows of slabs.
d. Lightly roll sod with 200 lb. roller to obtain uniform grade. Correct any irregularities or settlement by lifting sod, regrading area and relay. e. Water thoroughly to a depth of 8", and keep moist at all times until it has rooted into the soil.

5. Seeding:
a. Lawn seed mix shall be as noted on Drawin gs. Seed application rate shall be 6 lbs. per 1000 square feet.
b. Seed shall be fresh, clean and new crop. Deliver to the site in sealed standard containers. All containers shall be labeled to show mixture and percentages of purity and germination of each variety of seed. No mixture shall contain more than 3.50% inert material and 10% weed 577
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seed. Seed which has become wet, moldy or otherwise damaged in transit or storage will not be accepted.
c. Sow seed during the windless period with an approved seeder, sowing ½ of the amount in each direction.
d. Distribute SCU21-7-14 commercial fertilizer over lawn areas at the rate of 10 lbs. per 1000 square feet and lightly rake surface to cover seed and to mix with fertilizer. Compact by rolling with 200 lb. roller. e. Wet seeded area slowly, but thoroughly, and keep moist at all times until germination.
f. Contractor shall guarantee an even and uniform stand of grass and shall re-seed and maintain until such stand is produced.

3.4 CLEAN-UP Prior to pre -maintenance inspection, remove all debris, dirt, rocks, trash, etc. from paving, sidewalks, and other non -planter areas. Be prepared to wash all paved areas clean with either a water truck or fire hose or other large suitable equipment capable of accomplishing the work quickly.

3.5 PRE-MAINTENANCE INSPECTION

A. Upon receipt of Contractor’s written notification that all construction and installation work has been completed, a date for pre-maintenance inspection will be scheduled.

B. All plan ting areas shall be free of weeds and neatly cultivated at time of inspection.

C. Contractor, Project Manager, Landscape Architect and such others as the Project Manager directs shall be present at the inspection. If, after the review, the Landscape Architect / Project Manager is of the opinion that all work has been performed per the Contract Documents and that all plant materials are in satisfactory growing condition, t he Contractor will be given a written notice of acceptance of the planting portions of the Work and commencement of the Maintenance Period.

D. Work requiring corrective action or replacement shall be performed within 10 days after the Inspection. This work will not be accepted for the start of the maintenance period until all items noted as deficient during the inspection are corrected or complet ed. Corrective work and materials replacement shall be in accordance with the Plans and Specifications and shall be made by the Contractor at no cost to the City. Upon approval of work by Project Manager, maintenance period shall begin.

3.6 MAINTENANCE

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A. Continuously maintain all plantings and irrigation system in areas indicated in the Contract during the progress of work and for a period of 90 days after substantial completion.

B. It is Contractor's responsibility to turn over the landscaping in a first -class condition at the end of the maintenance period. All plants will be healthy and growing; the beds will be free from weeds and generally clean.

C. Maintenance Schedule: Contractor shall submit schedule of maintenance tasks to be performed for City review and approval. At a minimum, maintenance staff shall be on-site two times per month. It is not the intention of these Specifications to allow a "quick cleanup" at the end of the ma intenance period, but rather that the work be continuous and ongoing.

D. Plant Material: Reset plants to proper grades or upright position. Replace, without cost to City, all dead, dying or missing plants with plants of a size, condition and variety acceptable to the Landscape Architect / Project Manager. Replacement plants shall be installed as soon as unacceptable condition is noted.

E. Tree Staking: Check and adjust frequently to ensure that no tree damage is being caused. Remove stakes as soon as tree roo ts are established and trees are stable (typically after one full growing season).

F. Weeding: Manually or chemically at Contractor's discretion and as approved by City.

1. Pre-emergence control:
a. Four (4) days following the planting of the trees and shrubs, treat all exposed soil with Ronstar G or equal.
b. Exposed soil shall be defined as "that soil not planted with ground cover at least 6 inches away from a shrub rootball and 12 inches away from a tree rootball."
c. Pre-emergence materials shall always be applied prior to mulching of any kind.

2. Post-emergence control:
a. Grass control: Apply in accordance with manufacturer's recommendations.
b. General broad spectrum control: Apply in accordance with manufacturer's recommendations. NEVER SPRAY ON WINDY
DAYS! APPLICATOR WILL BE RESPONSIBLE FOR
REPLACEMENT OF ALL DAMAGED PLANT MATERIALS.

G. Fertilizing - Ground Cover/Shrub Areas: Apply ammonium sulfate (21-0-0) at the rate of 5 lbs per 1,000 sq. ft. of area in all ground cover areas at least once every 30 calendar days during the maintenance period, until final acceptance of Project Manager. Water thoroughly.

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H. Fertilizing - Lawn Areas: Apply SCU 21 -7-14 fertilizer at the rate of 10 lbs per 1,000 sq. ft. 50 days after planting.

I. Cultivation: All areas that are not covered with ground cover or mulch shall be kept cultivated. Perform this work in such a way as not to disturb feeder roots.

Cultivating at least once a month in prominent areas close to entrance ways to keep the "fresh look" apparent. Do not cultivate until all trash and leaves are removed from planting beds.

J. Insect and Disease Control: Contractor shal l be prepared to effect a spraying program to control all infestation s of insects, fungus diseases, etc. that could cause damage to the landscape. Inspection for spraying program shall be on the same schedule as fertilization.

K. Rodent & Pest Control (If problems occur ): Contractor shall be prepared to implement a pest management program to control rodents , rabbits, and ground squirrels that could cause damage to the landscape.

1. Coordination with City staff for recommendations and approval.

2. Utilize tamperproof trapping devices to control infestations where feasible.

Submit product literature for City’s review and approval.

3. Utilize EPA-approved rodenticides applied at manufactured recommended rates. Submit literature for City’s review and approval.

L. Pruning: Pruning shall be kept to the minimum necessary for safety, improving long-term tree structure, and providing the necessary clearance for construction equipment. Remove crossover branching, developing co-dominant leaders and dead wood. Do not over prune or shear plants.

1. All pruning shall be performed by a tree contractor possessing a State of California Contractor’s License for Tree Service and supervised by a certified arborist. All operations shall be in accordance with the ISA pruning guidelines and adhere to ANSI Z133.1 and ANSI A300. Heading cuts shall not be used.

2. Prune all trees once a year in the dormant season for thinning and shaping. In the spring at the start of growing season, remove unwanted sucker growth by "thumb" pruning.

Pruning: Follow the standard pruning techniques recommended by the University of California at Davis Pruning Manual.

M. Mowing: Lawns shall be mowed once a week during growing season and as required during dormant season.

N. Watering: Automatic: Contractor is responsible for setting irrigation controller to apply enough water each week to keep the plantings moist--not too wet and not too dry. The amount of watering will vary with the season and location. Make sure through weekly examination of irrigation system that all heads are operating properly. See Section 32 80 00 for irrigation system maintenance. 580
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3.7 FINAL ACCEPTANCE REVIEW

A. Contractor shall request review in writing. Arrangements shall be made 48 hours in advance for final review at end of maintenance period.

B. Contractor, Project Manager, Landscape Architect and such others as the Project Manager directs shall be present at the review.

C. If, after the review, the Landscape Architect / Project Manager is of the opinion that all work has been performed per the Contract Documents and that all plant materials are in satisfactory growing condition, and the irrigation system is in operating order, the Contractor will be given a written notice of Final Acceptance Review, the end of the Maintenance Period, and commencement of the Warranty Period.

D. Work requiring corrective action or replacement shall be performed within 10 days after the Final Acceptance Review. Corrective work and materials replacement shall be in accordance with the Plans and Speci fications and shall be made by the Contractor at no cost to the City.

E. No partial approvals will be given.

END OF SECTION 32 90 00

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SECTION 33 01 30 – TESTING FOR SANITARY SEWER, STORM DRAINAGE -

PIPING AND MANHOLES
PART 1 - GENERAL

1.1 SUMMARY
A. The CONTRACTOR shall provide all materials, equipment and labor to perform and complete pipeline flushing and testing, and Closed Circuit Television Inspection (CCTV) complete, for sanitary sewer and storm drain system piping, as specified herein.

B. The CONTRACTOR shall be responsible for conveying test water from the source to the point of usage and also for proper disposal, as required, of water used in the testing operations. All costs associated with supply and disposal of test water shall be at the Contractor’s expense.

C. Section Includes:

1. Testing of Gravity Sewer Piping and Storm Drainage Piping:
a. Low pressure air testing.

2. Deflection testing of plastic sewer piping and storm drainage piping.

3. Testing of Manholes:
a. Vacuum testing.

4. Closed Circuit Television Inspection (CCTV)
D. Related Requirements:

1. Section 01 33 00 – Submittal Procedures

2. Section 01 70 00 - Execution

3. Section 01 77 00 - Closeout Requirements

4. Section 33 31 13 - Sanitary Sewer Piping

5. Section 33 41 13 - Storm Drainage Piping

1.2 REFERENCE STANDARDS
A. ASTM International:

1. ASTM C 828 - Standard Test Method for Low-Pressure Air Test of Vitrified Clay Pipe Lines.

2. ASTM C1244 - Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test Prior to Backfill.
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3. ASTM D2122 - Standard Test Method for Determining Dimensions of Thermoplastic Pipe and Fittings. (For Determining Dimension of PVC pipes).

1.3 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Contractor shall submit following items a minimum of 3 working days prior to start of testing:

1. Testing procedures.

2. List of test equipment.

3. Testing sequence schedule.

4. Provisions for disposal of flushing and test water.

5. Certification of test gage calibration certified by laboratory at the Contractor’s expense prior to the leakage test.

6. Deflection mandrel drawings and calculations.

C. Test and Evaluatio n Reports: Contractor shall submit results of manhole and piping tests.

D. The Contractor shall provide all inspection data and files on a portable external hard drive or CD or DVD and shall become the property of the City once submitted. All mpg video files and individual report PDF’s contained on the hard drive shall be named as follows: upstream manhole ID-downstream manhole ID- Date Time Stamp; (i.e.MH22-MH23 MM-DD-YYYY-HH:MM:SS.mpg) E. The Contractor shall utilize Pipeline Assessment and Cert ification Program (PACP) certified inspectors for the CCTV work at all times and PACP latest Version. coding methods shall be employed for all CCTV inspections conducted.

Evidence of PACP certification of the Operator shall be provided to the City prior to the commencement of any work
PART 2 - PRODUCTS

2.1 MATERIAL REQUIREMENTS
A. All testing equipment and materials including but not limited to materials and equipment specified below shall be provided by the Contractor. No materials shall be used which would be injurious t o pipeline system or structure or future function.

B. All test gages shall be laboratory-calibrated test gages and shall be recalibrated by a certified laboratory at the Contractor’s ex pense prior to the leakage test. A timeline for the last testing of the calibration gage shall be submitted prior to use. 583
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2.2 VACUUM TESTING
A. Contractor shall furnish all equipment:

1. Vacuum pump.

2. Vacuum line.

3. Vacuum Tester Base:
a. Compression band seal.
b. Outlet port.

4. Shutoff valve.

5. Stopwatch.

6. Plugs.

7. Vacuum Gage: Calibrated to 0.1 in. Hg.

2.3 AIR TESTING
A. Contractor shall furnish all equipment:

1. Air compressor.

2. Air supply line.

3. Shutoff valves.

4. Pressure regulator.

5. Pressure relief valve.

6. Stopwatch.

7. Plugs.

8. Pressure Gage: Calibrated to 0.1 psi.

2.4 DEFLECTION TESTING
A. Contractor shall furnish all equipment:

1. "Go, no go" mandrels of various sizes with diameter not less than 95 percent of the average inside diameter of pipe, as determined by ASTM standard to which pipe is manufactured.

2. Pull/retrieval ropes.

2.5 CCTV INSPECTION
A. For Capital Improvement Projects (CIP) and new development projects, the CCTV inspections shall be completed by the City. The Project Developer shall pay the City for the CCTV inspection services and fees. The developer will only be responsible to conduct the CCTV inspections if the City is unable to perform the work.
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B. Television inspection equipment shall have an accurate footage counter that will display on the monitor and record the camera distance from the centerline of the starting manhole.

C. The camera shall be of the remotely operated pan and tilt type and shall have full HD resolution (1920x1080 pixels) camera capable of zooming . The rotating camera and light head configuration shall have the capability of panning 360° with pan and tilt capability of providing a full view of the pipe to ensure complete inspection of the mainline pipe and service laterals. A disk to determine the depth of water shall be installed to the CCTV camera.

D. The camera, television monitor, and other components shall be color. To ensure peak picture quality throughout all conditions encountered, the color camera shall be equipped with the necessary circuitry to allow for the remote adjustment of the optical focus iris from the power control unit at the viewing station. A variable intensity control of the camera lights shall also be located at the viewing station E. Lighting and camera quality shall be suitable to allow a clear, in focus picture for the entire inside periphery of the pipe.

F. Camera quality shall be suitable to provide a full 360° view of the pipe during the inspection pipelines extending at least ten (10) feet in front of the camera.

G. The travel speed of the camera shall be variable but uniform and shall not exceed 30 feet per minute. Any means of propelling the camera through the sewer line which would produce non-uniform or jerky movement of the camera, will not be acceptable.

H. The television system shall be capable of performing line segment inspection in increments of 400 feet with one setup.

I. Service laterals shall be inspected utilizing a CCTV inspection push camera system, capable of inspecting up to one hundred (100) feet of pipe.

J. Water shall be flowing in pipe continuously during CCTV recording.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Verify that manholes and piping are ready for testing.

B. Verify that trenches are backfilled.
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3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for preparation.

B. Lamping:

1. Lamp gravity piping after flushing and cleaning.

2. Perform lamping operation by shining light at one end of each pipe section between manholes.

3. Observe light at other end.

4. Pipe not installed with uniform line and grade will be rejected.

5. Remove and reinstall rejected pipe sections.

6. Re-clean and lamp until pipe section is installed to uniform line and grade.

C. Plugs:

1. Plug outlets, wye branches, and laterals.

2. Brace plugs to resist test pressures.

3.3 FIELD QUALITY CONTROL
A. Section 01 45 00 – Quality Control : R equirements for testing, adjusting, and balancing.

B. All sanitary sewer and storm drain lines shall be cleaned and flushed prior to testing using a high-pressure sewer jet with vacuum equipment or other methods acceptable to the Project Manager.

C. Contractor will be solely responsible for conveying test water from the source point to the point of usage as part of Contractor’s expense and will be solely responsible for the proper disposal of all wat er used in the flushing and testing process. Disposal of all water shall be in accordance with appropriate regulatory agency requirements. All flushing and testing operations shall be performed in the presence of the Project Manager. During flushing of th e sanitary sewer and storm drain lines, the manholes at the low end of the new line shall be plugged and incoming water pumped to a drain point approved by the Project Manager.

Before the plug can be removed, all sand, silt, gravel and other foreign mater ial shall be completely removed from the manhole.

3.4 LOW-PRESSURE AIR TESTING FOR STORM DRAINAGE AND SANITARY

SEWER PIPING
A. The Contractor shall furnish all materials, equipment and labor for making an air test. Air test equipment shall be approved by the Project Manager . The Contractor may conduct an initial air test of the sewer main line after densification of the backfill but prior to installation of the laterals. Such tests will be considered 586
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to be for the Contractor’s convenience and need not to be perfo rmed in the presence of the Project Manager.

1. Test each reach of gravity sewer piping between manholes by plugging and bracing all openings in the main sewer line and the end of all laterals.

2. Prior to any air pressure testing, all pipe plugs shall be checked with a soap solution to detect any air leakage. If any leaks are found, the air pressure shall be released, the leaks eliminated and the test procedure started over again.

3. The final leakage test of the sewer main line and laterals shall be conducted in the presence of the Project Manager.

4. Introduce air pressure within the line slowly to approximately 4 psig using a compressed air supply.

5. Determine ground water elevation above spring line of piping.

6. For every foot of ground water above spring line of piping, increase starting air test pressure by 0.43 psi.

7. Do not increase pressure above 10 psig.

8. Allow pressure to stab ilize for at least five minutes before the actual test begins.

9. Adjust pressure to 3.5 psig or to increased test pressure as determined above when ground water is present.

10. Minimum Testing Duration in Minutes:

Distance between openings
Pipe Size
(inches) 50 ft 100 ft 150 ft 200 ft 250 ft 300 ft
3 0.10 0.20 0.30 0.40 0.50 0.60
4 0.15 0.30 0.45 0.60 0.75 0.90
6 0.35 0.70 1.05 1.40 1.75 2.10
8 0.60 1.20 1.80 2.40 3.00 3.60
10 0.75 1.50 2.25 3.00 3.75 4.50
12 0.90 1.80 2.70 3.60 4.50 5.40
15 1.05 2.10 3.15 4.20 5.25 6.30
18 1.20 2.40 3.60 4.80 6.00 7.20
21 1.50 3.00 4.50 6.00 7.50 9.00
24 1.80 3.60 5.40 7.20 9.00 10.80
27 2.10 4.20 6.30 8.40 10.50 12.60
30 2.40 4.80 7.20 9.60 12.00 14.40
33 2.70 5.40 8.10 10.80 13.50 16.20
36 3.00 6.00 9.00 12.00 15.00 18.00

11. Record drop in pressure during testing period.

12. If air pressure drops more than 1.0 psi during testing period, piping has failed.

13. If 1.0 psi air pressure drop has not occurred during testing period, piping is acceptable; discontinue testing.
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14. If piping fails, test reach of piping in incremental s tages until leaks are isolated, repair leaks, and retest entire reach between manholes.

15. After completion of the test, the air pressure shall be released slowly and the test plugs shall not be removed until the air pressure is no longer measurable.

16. At the Contractor’s option, joints may be air tested individually, joint by joint, with the use of specialized equipment. The Contractor shall submit its joint testing procedure for the Project Manager’s review prior to testing. Prior to each test, the pipe at the joint shall be wetted with water.

3.5 DEFLECTION TESTING OF PLASTIC STORM DRAINAGE AND SANITARY

SEWER PIPING
A. See below for Deflection Testing requirements.

1. Contractor shall perform vertical ring deflection testing on PVC non-pressure piping after backfilling and initial paving has been in place and prior to last lift of paving.

2. Allowable maximum deflection for installed plastic sewer pipe s shall not exceed the limits on the Central San Standard Specifications for Design and Construction.

3. Perform deflection testing using properly sized "go, no go" mandrel.

4. Furnish mandrel with diameter not less than 95 percent of the average inside diameter of pipe, as determined by ASTM standard to which pipe is manufactured; measure pipe diameter in compliance with ASTM D2122.

5. Perform testing without mechanical pulling devices.

6. All PVC non-pressure piping shall be tested by passing the mandrel from the nearest downstream structure to the nearest upstream structure.

7. Contractor shall l ocate, excavate, replace, and retest piping that exceeds allowable deflection.

3.6 MANHOLE TESTING
A. All manholes shall be vacuum tested for leakage after installation in the presence of the Project Manager. Prior to vacuum testing all manholes shall be visually inspected for leaks. All lea ks, cracks and lift holes shall be repaired by the Contractor, prior to vacuum testing, to the satisfaction of the Project Manager. All repairs shall be made with non-shrink grout. Any alternative repair methods shall be approved by the Project Manager.

1. If air testing, test prior to backfilling in order to easily locate the leaks.

2. Repair both outside and inside of joint to ensure permanent seal.

3. Test manholes with manhole frame set in place.

4. Vacuum Testing:

a. Comply with ASTM C1244.
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b. Plug pipe openings; securely brace plugs and pipe to sufficiently hold against vacuum pressure during testing, and removed following successful completion of the testing.
c. Inflate compression band to create seal between vacuum base and structure.
d. Connect vacuum pump to o utlet port with valve open, then draw vacuum to ten (10) inches of Mercury ( Hg). Stabilize the vacuum at ten (10) inches of Mercury (Hg).
e. Close valve and shut off the vacuum pump.
f. Manhole Test Duration in Seconds:
1) Diameter 4 Feet: 60.
2) Diameter 5 Feet: 75.
3) Diameter 6 Feet: 90.
g. Record vacuum drop during test period.
h. If vacuum drop is greater than one (1) inches of Mercury ( Hg) during testing period, repair and retest manhole.
i. If vacuum drop of one (1) inches of Mercury (Hg) does not occur during test period; manhole is acceptable; discontinue testing. j. If vacuum test fails to meet one (1) inches of Mercury (Hg) drop in specified time after repair, repair and retest manhole. k. Manholes repairs and retesting shall proceed until a passing test is completed.

3.7 CCTV INSPECTION
A. See below for CCTV requirements before final lift of paving:

1. All sanitary sewer systems shall be CCTV inspected. In addition, all storm drain systems are subject to CCTV inspection. In all paved areas the CCTV inspection must be coordinated by the Contractor to allow sufficient time for the CCTV inspection to be performed after backfill, initial paving and prior to the final lift of asphalt paving being placed. The City’s approved CCTV testing company will perform the CCTV inspections. The Contractor shall repair all problems revealed by the CCTV inspection. The Contractor shall coordinate with the Project Manager to arrange for a compatible time to conduct the inspection.

2. The Contractor shall contact the Project Manager for a list of approved CCTV testing companies. The Contractor shall submit the sanitary sewer video (CD/DVD disk) to the City for review. No unrecorded gaps shall be left in the recording of a segment between the inspections. All recording of a single segment shall not extend over more than one CD/DVD disk.

3. CD/DVD shall visually display, at a minimum, CCTV Contractor’s name, project name, date of inspection, pipe segment number, manhole numbers as shown on the Drawings or lateral lot numbers. The distance between manholes shall be verified by measuring tape. If the counter distance and the 589
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taping distance differ by more than 2 feet per 100 feet, the run shall be re - televised by the CCTV Contractor at the Contractor’s expense.

4. Any of, but not limited to the following observations from CCTV inspections will require correction:
a. Low spot 0.0625 x diameter of pipe or greater (e.g., 0.5” for an 8” pipe). b. Joint separations (3/4” or greater opening between pipe sections). c. Cocked joints present in straight runs or on the inside of pipe curves. d. Chips in pipe ends.
e. Cracked or damaged pipe.
f. Offset joints.
g. Infiltration.
h. Debris or other foreign objects.
i. Other obvious deficiencies.

5. CD/DVD disk, USB flash drive, or portable external hard drive shall become the property of the City.

END OF SECTION 33 01 30
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SECTION 33 05 13 - MANHOLES AND STRUCTURES
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Cast-in-place concrete manholes and structures with transition to cover frame, covers, anchorage, and accessories.

2. Modular precast concrete manholes and structures with tongue-and-groove joints and transition to cover frame, covers, anchorage, and accessories.

3. Bedding and cover materials.

B. Related Requirements:

1. Section 03 30 00 – Utility Cast-in-Place Concrete: Concrete Forming and Accessories, Erection and bracing of forms.

2. Section 03 30 00 – Utility Cast-in-Place Concrete: Concrete Reinforcing:

Execution requirements for reinforcing steel as required by this Section.

3. Section 03 30 00 – Utility Cast -in-Place Concrete : Concrete type for manhole and structure foundation slab construction.

4. Section 31 05 13 – Clearing & Grubbing, Excavation, and Earthwork :

Backfill.

5. Section 31 23 16 – Utility Trenching: Excavating for manholes, structures, and foundation slabs.

6. Section 33 01 30 – Testing for Sanitary Sewer, Storm Drainage – Piping and Manholes: Testing requirements for manholes.

7. Section 33 05 17 – Precast Concrete Valve Vaults and Meter Boxes :

Execution requirements for utility structures affected by this Section.

8. Section 33 31 13 – Sanitary Sewer Piping: Piping connections to manholes.

9. Section 33 41 13 – Storm Drainage Piping: Piping connections to manholes and structures.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 – Payment Procedures : Contract Sum/Price modification procedures.

B. Manholes and Structures:

1. Basis of Measurement: Manholes, Catch Basin, Area Drains, Headwalls, Flare pipe end are measur ed by each. Structure bedding and backfill are 591
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incidental to the bid item most closely related to and no separate compensation allowed therefor.

2. Basis of Payment: Includes excavating, all utility trenching work as specified in Section 31 23 16 – Utility Trenching, concrete foundation slab, concrete structure sections , bedding, backfill, concrete masonry structure construction, transition to cover frame, cover frame and cover to indicated design depth , forming, sealing pipe inlets and outlets and air testing of structures.

1.3 REFERENCE STANDARDS
A. American Association of State Highway Transportation Officials:

1. AASHTO M288 - Standard Specification for Geotextile Specification for Highway Applications.

2. AASHTO M306 - Standard Specification for Drainag e, Sewer, Utility, and Related Castings.

B. American Concrete Institute:

1. ACI 530/530.1 - Building Code Requirements and Specification for Masonry Structures.

C. ASTM International:

1. ASTM A48 - Standard Specification for Gray Iron Castings.

2. ASTM A123 - Standard Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products.

3. ASTM C361 - Standard Specification for Reinforced Concrete Low -Head Pressure Pipe.

4. ASTM C478 - Standard Specification for Precast Reinforced Concrete Manhole Sections.

5. ASTM C497 - Standard Test Methods for Concrete Pipe, Manhole Sections, or Tile.

6. ASTM C913 - Standard Specification for Precast Concrete Water and Wastewater Structures.

7. ASTM C923 - Standard Specification for Resilient Connectors between Reinforced Concrete Manhole Structures, Pipes, and Laterals.

1.4 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data: Submit data for manhole covers, component construction, features, configuration, and dimensions.

C. Shop Drawings:
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1. Indicate structure locations and elevations.

2. Indicate sizes and elevations of piping, conduit, and penetrations.

D. Manufacturer's Certificate: Certify that products meet or exceed the Specifications.

E. Manufacturer Instructions: Submit detailed instructions on installation requirements, including storage and handling procedures.

F. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and inspections.

1.5 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specifie d in this Section with minimum three (3) years' documented experience.

1.6 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Inspection: Accept ma terials on Site in manufacturer' s original packaging and inspect for damage.

C. Comply with precast concre te manufacturer's instructio ns and ASTM C913 for unloading, storing, and moving precast manholes and drainage structures.

D. Storage:

1. Store precast concrete manholes and drainage structures to prevent damage to Owner's property or other public or private property.

2. Repair property damaged from materials storage.

PART 2 - PRODUCTS

2.1 MANHOLES AND STRUCTURES
A. Manufacturers:

1. Oldcastle Precast, Inc.

2. Jensen Precast

3. Cook Concrete Products, Inc.

4. US Concrete Precast Group

5. Forterra

6. Or approved equal
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B. Manhole and Structure Sections:

1. Description: Reinforced precast concrete conforming to ASTM C478 with gaskets conforming to ASTM C923.

2. Joints for Precast Manholes and Structures:
a. Conforming to ASTM C913.
b. Maximum Leakage: 0.025 gal. per hour per foot of joint at 3 feet of head.

C. Manhole and Structure Sections: Reinforced cast-in-place concrete as specified in Section 03 30 00 – Utility Cast-in-Place Concrete.

D. Mortar and Grout:

1. Type S with minimum 28-day compressive strength of 2,100 psi.

E. Reinforcement: Formed steel: Welded wire and reinforcing rebar per ASTM A615 Grade 60.

F. Shaft Construction and Eccentric Cone Top Section:

1. Pipe Sections: Reinforced precast concrete, unless specified otherwise.

2. Joints:
a. Watertight Joints
b. Dry.

3. Sleeved to receive pipe.

G. Shape: Cylindrical for Manholes and Square or Rectangular for inlet structures H. Clear Inside Dimensions: Diameter of Minimum 48 inches for manholes unless specified otherwise on the Drawings.

I. Design Depth: As indicated on Drawings.

J. Clear Cover Opening: Diameter of Minimum 26 inches unless specified otherwise on the Drawings.

K. Pipe Entry: Furnish openings as indicated on Drawings.

L. Structure Joint Gaskets:

1. ASTM C361.

2. Material: Rubber.

M. Steps: No steps are to be installed in any structures. 594
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N. All storm drain inlet structures require a fish decal with the wording, “No Dumping, Drains to Delta”, or as approved by the Project Manager.

O. The exterior surfaces of all Precast Concrete Structure sections shall be waterproofed.

1. Tremco, TREMproof 250GC

2. Or approved equal.

2.2 FRAMES, GRATES AND COVERS
A. Manufacturers:

1. D&L Foundry and Supply

2. Neenah Enterprises, inc.

3. EJ

4. Or approved equal.

B. Description:

1. Construction: ASTM A48, Class 35B, AASHTO M306, cast iron.

2. Lid:
a. Machined flat bearing surface.
b. Lockable on all unpaved areas and Boltable for all grates. c. One Pick/Lift hole

3. Grate: Grates shall be boltable and covers in unpaved areas shall be lockable.

4. Cover Design: Closed, Open checkerboard grille ASTM grid pattern and waterproof.

5. Frame and covers shall be non-rocking.

6. Wheel Load Rating: H-20.

7. Sealing gasket.

8. Cover: Molded with identifying name and logo: Storm Drain or Sanitary Sewer, City of Pittsburg.

9. Grate: Galvanized and Bicycle safe

10. All castings shall be thoroughly cleaned and subject to a hammer inspection after which they shall be twice dipped with an asphalt or coal tar coating applied at a temperature of not less than 290° F, nor more than 310° F.

2.3 RISER RINGS
A. Riser Rings:

1. 4 Inches to 6 Inches Thick:
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a. Material: Precast concrete.
b. Comply with ASTM C478.

2. Less than 4 Inches Thick:
a. Material: Cast iron.
b. Comply with AASHTO M306.

B. Accessories:

1. Joint Sealant: Comply with ASTM C990.

2.4 RUBBER SEAL WRAPS:

1. Rubber Seal Wraps shall be
a. Wraps and Band Widths: Conform to ASTM C877, Type III. b. Cone/Riser Ring Joint: Minimum 3 inches of overlap.
c. Frame/Riser Ring Joint: 2 inches of overlap.
d. Additional Bands: Overlap upper band by 2 inches.

2.5 CONCRETE CRADLES
A. Concrete Cradle:

1. As specified in Section 03 30 00 – Utility Cast-in-Place Concrete.

2. Description: Minimum compressive strength of 4,000 psi, 28-day reinforced concrete, air entrained, rough troweled finish.

B. Cast-in-place Concrete Reinforcement: As specified in Section 03 30 00 – Utility Cast-in-place Concrete.

2.6 MATERIALS
A. Bedding and Backfill:

1. Install minimum 8-inches thick Class 2 Permeable material as specified in Section 31 23 16 – Utility Trenching below the manholes and structures.

2. Bedding and Backfill shall conform to Section 31 23 16 – Utility Trenching.

2.7 ACCESSORIES
A. Foundation Slab:
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MANHOLES AND STRUCTURES 33 05 13 - 7

1. Cast-in-place concrete as specified in Section 03 30 00 – Utility Cast-in- Place Concrete.

2. Top Surface: Level.

B. Interior Manhole Coating: Coatings shall be white in color or grey in color.

1. Manufacturers:
a. Sewper Coat
b. Carboline
c. Or approved equal.

C. Concrete: As specified in Section 03 30 00 – Utility Cast-in-Place Concrete D. Grout: As specified by the Manufacturer.

2.8 FINISHES
A. Steel Galvanizing:

1. ASTM A123.

2. Hot dip galvanize after fabrication.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Verify that items provided by other Sections of Work are properly sized and located.

B. Verify that built -in items are in proper location and are ready for roughing into Work.

C. Verify correct size of manhole and structure excavation.

3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for installation preparation.

B. Mark each precast structure by indentation or waterproof paint showing date of manufacture, manufacturer, and identifying symbols and numbers as indicated on Drawings to indicate its intended use.

C. Coordinate placement of inlet and outlet pipe or duct sleeves req uired by other Sections.
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MANHOLES AND STRUCTURES 33 05 13 - 8
D. Do not install manholes and structures where Site conditions induce loads exceeding structural capacity of manholes or structures.

E. Inspect precast concrete manholes and structures immediately prior to placement in excavation to ver ify that they are internally clean and free from damage; remove and replace damaged units.

3.3 INSTALLATION
A. Excavation and Backfill:

1. Excavate for manholes and structures as specified in Section 31 23 16 – Utility Trenching and in indicated locations and depths.

2. Provide twenty-four (24) inches of minimum clearance around sidewalls of manhole or structu re for construction operations , granular backfill, and placement of geotextile filter fabric if required.

3. If groundwater is encountered, prevent accumulation of water in excavations; place manhole or structure in dry trench. Where possibility exists of watertight manhole or structure becoming buoyant in flooded excavation, anchor manhole or structure to avoid flotation, as approved by Project Manager.

B. Foundation Slab:

1. Cast-in-place foundation slab and trowel top surface level. Precast foundation slabs are acceptable with approval from City.

2. Place manhole sections plumb and level, trim to correct elevations, and anchor to foundation slab.

C. Install manholes and structures supported at proper grade and alignment on Class 2 permeable material bedding extending twenty-four (24) inches beyond the sidewalls of manholes or structures.

D. Backfill excavations for manholes and structures as specified in Section 31 23 16 – Utility Trenching
E. Form and place manhole or structure cylinder plumb and level, to corre ct dimensions and elevations.

F. Cut and fit for pipe, conduit and sleeves.

G. Grout base of shaft sections to achieve slope to exit piping, trowel smooth, and contour to form continuous drainage channel as indicated on Drawings.

H. Paint interior with two coats of interior coating at rate of 120 sq. ft. per gal. for each coat.
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MANHOLES AND STRUCTURES 33 05 13 - 9
I. Set cover frames and covers level to correct elevations without tipping.

J. Precast Concrete Manholes and Structures:

1. Lift precast components at lifting points designated by manufacturer.

2. When lowering manholes and structures into excavations and joining pipe to units, take precautions to ensure that interior of pipeline and structure remains clean.

3. Set precast structures, bearing firmly and fully on Class 2 Permeable Material bedding, com pacted as specified in Section 31 23 16 – Utility Trenching or on other support system as indicated on Drawings.

4. Assembly:
a. Assemble multi -section manholes and structures by lowering each section into excavation.
b. Install rubber gasket joints between precast sections according to manufacturer's recommendations.
c. Lower, set level, and firmly position base section before placing additional sections.

5. Remove foreign materials from joint surfaces and verify sealing materials are placed properly.

6. Maintain alignment between sections by using guide device s affixed to lower section.

7. Joint sealing materials should be installed on site.

8. Verify that installed manholes and structures meet required alignment and grade.

9. Remove knockouts or cut structure to receive piping without creating openings larger than requ ired to receive pipe; fill annular spaces with mortar.

10. Cut pipe flush with interior of structure.

11. Install synthetic rubber water stop gasket at all pipe entries.

12. Shape inverts through manhole and structures as indicated on Drawings.

K. Cast-in-Place Concrete Manholes and Structures:

1. Unless approved in writing by the City Engineer, Cast-in-Place Concrete Manholes shall only be constructed to retrofit existing sanitary sewer mains at locations without an existing manhole in place.

2. Cast-in-Place Concrete Manholes shall be installed in accordance with Central San Standard Specifications for Design and Construction.

3. Prepare Class 2 Permeable Material bedding or other support system as indicated on Drawings to receive base slab as specified fo r precast structures.
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MANHOLES AND STRUCTURES 33 05 13 - 10

4. Erect and brace forms against movement, install reinforcing steel, place and cure concrete as specified in Sec tion 03 30 00 – Utility Cast -in-Place Concrete.

L. Sanitary Manhole Exterior Drop Connections:

1. CLSM Encasement: Minimum 2 feet outside of manhole.

2. Form channel from pipe drop to sweep into main channel at maximum angle of 30 degrees.

M. Castings:

1. Set frames using mortar and masonry as indicated on Drawings.

3.4 FIELD QUALITY CONTROL
A. Section 01 77 00 - Closeout Requirements: Requirements for testing, adjusting, and balancing.

B. Test cast -in-place concrete as specified in Section 03 30 00 – Utility Cast-in- Place Concrete.

C. Test concrete manhole and structure sections prior to backfill according to ASTM C497 as specified in Section 33 01 30 - Testing for Sanitary Sewer, Storm Drainage - Piping and Manholes.

D. Vertical Adjustment of Existing Manholes and Structures:

1. If required, adjust top elevation of existing manholes and structures to finished grades as indicated on Drawings.

2. Frames, Grates, and Covers:
a. Install a false bottom to prevent dirt getting into the structure. Carefully remove frames, grates, and covers cleaned of mortar fragments. b. Reset to required elevation according to requirements specified for installation of castings.

3. Reinforcing Bars:
a. Remove concrete without damaging existing vertical reinforcing bars if removal of existing concrete wall is required.
b. Clean vertical bars of concrete and bend into new concrete top slab or splice to required vertical reinforcement as indicated on Drawings.

4. Clean and apply sand -cement bonding compound on existing concrete surfaces to receive cast-in-place concrete as specified in Section 03 30 00 – Utility Cast-in-Place Concrete.
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MANHOLES AND STRUCTURES 33 05 13 - 11

3.5 REHABILITATION OF MANHOLES
A. Contractor shall hire a certified Manhole Rehabilitation Inspector by NASSCO (National Association of Sewer Service Companies).

B. Remove existing steps within manhole.

C. Clean and prepare interior surface of manhole using a power wash with up to 5000 psi to remove all loose concrete to get to a good substrate.

D. Repair any existing leaks consider ed as weepers usin g a fast setting blend of special cements and fillers that is used to stop leaks through cracks and holes on underground concrete and brick structures and remove any infiltrating roots.

Manufacturer for fast setting blend of cement shall be Mainstay ML -10 or approved equal.

E. Apply up to 3/4" of a Portland cement-based, microsilica-enhanced, high-strength structural restoration and resurfacing mortar designed to be applied at a minimum of 1/4", and up to 5" on vertical and overhead surfaces and trowel it to get a smooth finish. Manufacturers for Portland cement -based resurfacing mortar is Mainstay ML-72 or approved equal.

F. Spray 100 mils of a 100% solids epoxy coating. Manufacturer is Mainstay DS-5, or approved equal.

G. Finalize with at least 4" wide of a 100% solids flexible epoxy joint sealant that is applied by trowel to the joint between the chimney and the manhole frame, at a thickness of 1/4" to prevent premature cracks where the manhole frame and mortar meet. Manufacturer for this flexible epoxy joint sealant is Madewell 806, or approved equal.

H. Create a smooth transition between the bench and the walls of the manhole to avoid debris accumulation.

I. Seal, plug, patch and coat the manhole structure as specified in the specifications from bench up to the top of each manhole.

J. Contractor shall provide a minimum one year guarantee of material from the manufacture company and one year on workmanship.

END OF SECTION 33 05 13
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PRECAST CONCRETE VALVE VAULTS AND METER BOXES 33 05 17 - 1 SECTION 33 05 17 - PRECAST CONCRETE VALVE VAULTS AND METER BOXES PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Precast concrete valve vaults.

2. Precast concrete meter boxes.

B. Related Requirements:

1. Section 33 11 13 - Water Distribution Piping : Execution req uirements for piping Work as required by this Section.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 - Payment Procedures : Contract Sum/Price modification procedures.

B. Precast Concrete Valve Vaults:

1. Basis of Measurement: By each.

2. Basis of Payment: Includes sawcut, demolition, excavation, all utility trenching work as specified in Section 31 23 16 – Utility Trenching, protecting the excavation in compliance with Cal/OSHA, installing valve vault, accessories, tests, backfill and surface restoration.

C. Precast Concrete WATER Meter Boxes:

1. Basis of Measurement: By each.

2. Basis of Payment: Includes sawcut, demolition, excavation, water meter box, accessories, test, and backfill and surface restoration.

1.3 REFERENCE STANDARDS
A. ASTM International:

1. ASTM A48 - Standard Specification for Gray Iron Castings.

2. ASTM A185 - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete.

3. ASTM A536 - Standard Specification for Ductile Iron Castings.

4. ASTM A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.
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PRECAST CONCRETE VALVE VAULTS AND METER BOXES 33 05 17 - 2

5. ASTM B221 - Standard Specification for Aluminum and Aluminum -Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes.

6. ASTM C33 - Standard Specification for Concrete Aggregates.

7. ASTM C150 - Standard Specification for Portland Cement.

8. ASTM C260 - Standard S pecification for Air -Entraining Admixtures for Concrete.

9. ASTM C478 - Standard Specification for Precast Reinforced Concrete Manhole Sections.

10. ASTM C497 - Standard Test Methods for Concrete Pipe, Manhole Sections, or Tile.

11. ASTM C890 - Standard Practice for Minimum Structural Design Loading for Monolithic or Sectional Precast Concrete Water and Wastewater Structures.

12. ASTM C913 - Standard Specification for Precast Concrete Water and Wastewater Structures.

13. ASTM C990 - Standard Specification for Joi nts for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants.

14. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft -lbf/ft3 (600 kN - m/m3).

15. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft -lbf/ft3 (2,700 kN - m/m3).

16. ASTM D4104 - Standard Test Method (Analytical Procedure) for Determining Transmissivity of Nonleaky Confined Aquifers by Overdamped Well Response to Instantaneous Change in Head (Slug Tests).

17. ASTM D6938 - Standard Test Method for In -Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

1.4 COORDINATION
A. Coordinate Work with other utilities within construction area.

1.5 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data: Submit data on valve vaults and meter boxes.

C. Shop Drawings: Indicate plan, location, and inverts of connecting piping.

D. Manufacturer's Certificate: Certify that precast concrete valve vaults and meter boxes meet or exceed ASTM standards and specified requirements. 603
City of Pittsburg, California December 2022

PRECAST CONCRETE VALVE VAULTS AND METER BOXES 33 05 17 - 3 E. Manufacturer Instructions: Submit special procedures for precast concrete valve vaults and meter boxes installation.

F. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and inspections.

G. Qualifications Statement:

1. Submit qualifications for manufacturer.

1.6 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for closeout procedures.

B. Project Record Documents: Record actual locations and inverts of buried pipe, components, and connections.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Inspection: Accept materials on Site in manufacturer's original packaging and inspect for damage.

C. Transport and handle precast concrete units with equipment designed to protect units from damage.

D. Storage:

1. Store precast concrete valve vaults and meter boxes according to manufacturer instructions.

2. Do not place concrete units in position to cause overstress, warping, or twisting.

PART 2 - PRODUCTS

2.1 DESIGN REQUIREMENTS
A. Performance and Design Criteria:

1. Watertight, Precast, Reinforced, Air-Entrained Concrete Structures:
a. Design to ASTM C890 A16: equivalent to AASHTO HS20 - 16-kip wheel live loading and installation conditions.
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PRECAST CONCRETE VALVE VAULTS AND METER BOXES 33 05 17 - 4 b. Manufactured to conform to ASTM C913.

2. Minimum 28-Day Compressive Strength: 5,000 psi

3. Honeycombed or re-tempered concrete is not permitted.

2.2 WATER METER BOXES
A. Manufacturers:

1. Christy
a. B9X with FL9X lid for ¾” meter
b. B16 with FL16D lid for 1-inch meters.
c. B-36 (17 ¼” X30”) with FL36E lid for 1 ½” & 2” meter d. R37 P36 Pit with R37-52HT lid for 3” thru 6” meters
e. For 4” meter and larger, install concrete water meter vaults. Submit detailed drawings.

2. Or approved equal
B. After payment of fees, water meter shall be furnished and installed by the city for new services.

C. When meter box is to be located in an area subject to vehicular traffic loading, the permittee shall furnish a regular box for ¾” & 1” meters and a H/20 traffic rated box for 1 ½” & 2” meters . Traffic box cover shall be FL12 box with FL12D lid for 5/8” x ¾” through 1-inch meters (or approved equal) and Christy B10” X 17” with B36-616 lid (or approved equal) for 1 ½” & 2” meters.

D. For all types of pipes, service saddle shall be Mueller H-13000 series cc tapered thread (or approved equal). Saddles for PVC pipe shall be double or wide strap design.

E. Corporation stop shall be 1” Mueller B-25008N (or approved equal) for ¾” & 1” meters and a 2” Mueller B-25008N (or approved equal) for 1 ½” & 2” meters.

F. Angle meter stop shall be Mueller B -24258N (or approved equal) for ¾” & 1” meters and a 2” Mueller B-24276N (or approved equal) for 1 ½” & 2” meters.

G. Water meter shall be located in the center of water meter box.

H. Water lateral and services to be sized per the requirements of latest version of the California plumbing code.

I. All water service fittings shall be lead-free
J. Where the material for service fittings is specified to be bronze, brass fittings may be used.
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City of Pittsburg, California December 2022

PRECAST CONCRETE VALVE VAULTS AND METER BOXES 33 05 17 - 5 K. Minimum cover over building supply (yard piping) shall not be less than that specified in the plumbing code.

L. 1” x ¾” brass reducer shall be used for 5/8” x ¾” meter.

M. The meter box for a 1 ½” turbine meter shall be a Christy B-30E lid (or B-30-61G for traffic areas), or approved equals. The meter box for a 2 in turbine shall be a Christy B -36 box with B -36E lid (or B -36-61G for traffic areas), or approved equals.

N. 5lb minimum anode required on all copper service lines 2” and smaller unless geotechnical report stipulates, it is not necessary. Additional weight may be required by geotechnical report. Insulating coupling required between copper water lateral and water if main is metallic.

O. Meter boxes, extensions, and covers shall be commercial products. Boxes shall be large enough to allow easy maintenance, testing, and removal meters.

2.3 PRECAST CONCRETE VALVES
A. Manufacturers:

1. Oldcastle Precast, Inc.

2. Jensen Precast

3. Or approved equal
B. Valve Vault and Covers:

1. Cast Iron Castings:
a. ASTM A48, Class 30 or better.
b. Free of bubbles, sand, air holes, and other imperfections. c. Slip resistant coating.
d. ADA rated grating in pedestrian routes and pathways.

2. Christy G5 traffic valve box (or approved equal)

2.4 MATERIALS
A. Portland Cement:

1. ASTM C150, Type II.

B. Coarse Aggregates:

1. ASTM C33.

2. Graded 1 inch to No. 4 sieve.

C. Sand:
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PRECAST CONCRETE VALVE VAULTS AND METER BOXES 33 05 17 - 6

1. ASTM C33.

2. Fineness Modulus: 2.35.

D. Water:

1. Potable.

2. Clean and free of injurious amounts of acids, alkalis, salts, organic materials, and substances incompatible with concrete or steel.

E. Air-Entraining Admixtures: ASTM C260.

F. Reinforcing Steel:

1. Deformed Bars: ASTM A615, Grade 60.

2. Welded Wire Fabric: ASTM A185.

G. Joint Sealant:

1. ASTM C990.

H. Bedding and Backfill:

1. Bedding: Bedding Type, as specified in Section 31 23 16 – Utility Trenching.

2. Backfill: Backfill Type, as specified in Section 31 23 16 – Utility Trenching.

2.5 FABRICATION
A. Fabricate precast reinforced concrete structures according to ASTM C913, to dimensions indicated on Drawings, and to specified design criteria.

2.6 MIXES
A. Design concrete mix to produce required concrete strength, air -entrainment, watertight properties, and loading requirements.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Verify that piping connections, sizes, locations, and inverts are as indicated on Drawings.
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PRECAST CONCRETE VALVE VAULTS AND METER BOXES 33 05 17 - 7

3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for installation preparation.

B. Ream pipe ends and remove burrs.

C. Remove scale and dirt from components before assembly.

D. Establish invert elevations for each component in system.

E. Hand trim excavation to suit valve vaults and meter boxes; remove stones, roots, and other obstructions.

3.3 INSTALLATION
A. Bedding and Backfill:

1. Excavate as specified in Section 31 23 16 – Utility Trenching for Work of this Section.

2. Hand trim excavation for accurate placement of vaults and meter boxes to elevations indicated.

3. Place bedding material level in one continuous layer and compacted depth and compact to percent maximum density as specified in Section 31 23 16 – Utility Trenching.

4. Backfill around sides of vaults and meter boxes, tamp in place, and compact to 95 percent maximum density.

5. Maintain optimum moisture content of bedding material to attain required compaction density.

6. Install vaults and meter boxes and related components on bedding.

B. Connect piping.

3.4 FIELD QUALITY CONTROL
A. Section 01 77 00 - Closeout Requirements: Requirements for testing, adjusting, and balancing.

B. Request inspection by Project Manager prior to placing aggregate cover over piping.

C. Compaction Testing: Conform to ASTM D1557.

D. When tests indicate Work does not meet specified requirements, remove Work, replace, and retest.

END OF SECTION 33 05 17
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UTILITY IDENTIFICATION 33 05 26 - 1
SECTION 33 05 26 - UTILITY IDENTIFICATION
PART 1 - GENERAL

1.1 SUMMARY
A. The Contractor shall provide all materials, equipment, and labor necessary to furnish, install all utility identifications systems and appurtenances as required and as specified below:

1. Pipeline marker posts.

2. Metal utility markers.

3. Marking flags.

4. Plastic warning tape for placement above direct-buried utility.

5. Trace wire for placement above direct-buried utility.

B. Related Requirements:

1. Section 31 23 16 – Utility Trenching: Backfilling considerations for installation of underground pipe markers.

2. Section 33 11 13 - Water Distribution Piping : Piping, valves, and appurtenances requiring identification marking.

3. Section 33 31 13 - Sanitary Sewer Piping : Piping, valves, and appurtenances requiring identification marking.

4. Section 33 41 13 - Storm Drainage Piping : Piping, valves, and appurtenances requiring identification marking.

1.2 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data: Submit manufacturer's catalog information for each product required.

C. Samples: Submit one sample of pipeline marker post, utility marker, marking flag, 10 feet of warning tape, and 10 feet of trace wire.

D. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.

E. Qualifications Statement: Submit qualifications for manufacturer. 609
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UTILITY IDENTIFICATION 33 05 26 - 2

1.3 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Project Record Documents: Record actual locations of tagged valves.

1.4 MAINTENANCE MATERIAL SUBMITTALS
A. Section 01 77 00 - Closeout Requirements : Requirements for maintenance materials.

PART 2 - PRODUCTS

2.1 PIPELINE MARKER POSTS
A. Manufacturers:

1. Furnish above ground utility marker materials with visibility enhancer according to City standards.
a. Pro-Mark Utility Supply Inc,
b. Northtown Company
c. Bernsten
d. or approved equal.

B. Description:

1. Material: High Impact Fiberglass Reinforced Resins

2. Width: 4 inches +/- 0.25 inches

3. Length: 96 inches

4. Color: Orange (Telecommunications, Fiber Optic cables or conduits) , Yellow (Natural Gas, Oil, Steam, Petroleum Pipelines), Blue (Water lines), Red (Electric Power Lines, cables), Green (Sewer and Drain Lines), Purple (Reclaimed Water, Irrigation), White (Proposed excavation limits) and Pink (Temporary Survey Markings, Unknown/Unidentified facilities).

5. Embedment: T-anchor.

6. Technical Data:

Description Test Spec. or Criteria Test Result
Tensile Strength ASTM D638 410 kg/cm2
Tensile Elongation ASTM D638 35%
Tensile Modulus ASTM D638 17,600 kg/cm2
Flexural Strength ASTM D790 660 kg/cm2
Flexural Modulus ASTM D790 19,500 kg/cm2
IZOD Impact Strength ASTM D256 45 kg cm/cm
Heat Deflection Temp ASTM D648 204.8°F
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UTILITY IDENTIFICATION 33 05 26 - 3
Vicat Softening Temp ASTM D1525 201.2°F
Flammability UL94 HB Class

2.2 UTILITY MARKERS
A. Manufacturers:

1. Furnish materials according to City standards.
a. Bernsten
b. Rhino
c. or approved equal.

B. Metal:

1. Material: Bronze

2. Diameter: 2 inches.

3. Stem: 3/4 by 2 inches

4. Text: “Warning Water Pipeline Caution Call 811 Before you dig” or “Stub for Pipeline”.

2.3 MARKING FLAGS
A. Manufacturers:

1. Furnish materials according to City standards.
a. Bernsten
b. Presco Products
c. or approved equal.

B. Description:

1. Material: Polyethylene

2. Minimum Size: 2-1/2 by 3-1/2 inches.

3. Wire Stem: 21 inches

4. Color: Yellow, Orange, Blue, Green, Red, Pink and White.

5. Text: Blue (Bu ried Waterline), Red (Buried Electric Line), Pink (Survey Marker), Green (Buried Sewerline), Yellow (Buried Gas line) and Orange (Buried Fiber Optic conduits).

2.4 WARNING TAPE
A. Warning Tape:

1. Warning Tape shall be installed on all pipes greater than 2 inches and the warning tape shall be place above the centerline of the pipe, s panning the full length of the pipe, and be placed at a depth of 1-foot above top of pipe.

2. Furnish materials according to National Transportation Safety Board NTSB- PSS-73-1, GSA Public Buildings Service Guide, American Gas Association 611
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UTILITY IDENTIFICATION 33 05 26 - 4
72-D-56, API RP 1109, OSHA 1926.956 (c)(1), APWA Uniform Color Code, DOT Office of Pipeline Safety USAS B31.8, and Federal Gas Safety Regulations S 192-321 (e).

3. Technical Data:

Properties Test Method Value
Thickness ASTM D2103 0.005” (5 mil)
Elongation ASTM D882-75B 80%
Colors APWA Coded See below
Tensile Strength ASTM D882 35 lbs/inch (15,000 psi)
Bond Strength Boiling Water 5 Hours w/o Peel
Adhesives Mfg. Specs Morton 548 or Equivalent
Bottom Later Mfg. Specs Virgin PE
Top Later Mfg. Specs Virgin PET
Foil Mfg. Specs 0.00035 (0.35 Mil)
Flexibility ASTM 671-76 Pliable Hand
Message Repeat Mfg. Specs AXL II
Inks Mfg. Specs Varies per Legend
Printability ASTM D2578 45 Dynes

4. Manufacturers:
a. Northtown Company
b. Christy’s
c. Bernsten
d. or approved equal.

B. Description:

1. Material: Polyethylene

2. Brightly colored, continuously printed.

3. Minimum Size: 6 inches wide by 5 mils thick.

4. Manufactured for direct burial service.

5. Lettering Size: 1 inch

6. Color: All tape is APWA color coded and permanently printed a. Red – Electric, Fire
b. Yellow – Gas, Oil
c. Blue – Water, Potable Water
d. Green – Sewer, Storm Drain
e. Orange – Fiber Optic, Telephone
f. Purple – Recycled Water, Non-Potable Water.

7. Standard Imprints: “CAUTION WATER LINE BURIED BELOW”, “CAUTION SEWER LINE BURIED BELOW”, “CAUTION SANITARY SEWER BURIED BELOW”, CAUTION GAS LINE BURIED BELOW’, “CAUTION HIGH
VOLTAGE ELECTRIC BURIED BELOW” or other custom utility legends in large letters.
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UTILITY IDENTIFICATION 33 05 26 - 5

2.5 TRACE WIRE
A. Tracer Wire:

1. Tracer wire shall be used on all pressure piping (water, recycled water, irrigation water, sewer force main etc). Tracer wire shall be blue and suitable for direct burial and wet conditions.

2. Tracer wire shall be continuous and splices shall be made with two copper or brass split bolt fasteners without encapsulation in epoxy.

3. Contractor shall submit proof of continuity testing to the City in a written format.

4. Tracing wire through valve boxes shall be placed outside of riser but inside the valve box.

5. Tracer wire shall be UL listed, Standard 83, conforming to Federal Specification JC -30-B, ANSI -C 33.80 and the requirements of National Electric Code.

6. For all pressure piping systems (potable, recycled water, sewer force mains, irrigation system, and water valves) , a No. 12 A.W.G. UF Insulated solid copper wire shall be attached to the pipeline.

7. The wire shall be taped to hold in place and the tape shall be 2 inches wide, 10 mil. thick. On mains the wire shall be held in place with tape spaced not more than 10 feet apart. On service laterals the wires shall be wrapped around the pipe.

8. Furnish materials according to City standards.
a. Northtown Company
b. Priority Wire and Cable, Inc.
c. or approved equal.

9. Description:
a. Wire: Unshielded 12-AWG THWN insulated copper.

2.6 RECYCLED WATER SIGNING
A. Contractor shall provide all identification signs and stickers for irrigation controllers for recycled water systems in compliance with Delta Diablo Water District’s requirements.

B. Signs shall be measured no less than 8”x8” with white type against a purple background.

PART 3 - EXECUTION

3.1 INSTALLATION
A. Pipeline Marker Posts, Utility Markers, and Marking Flags: As recommended by manufacturer.

B. Warning Tape and Tracer Wire:
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City of Pittsburg, California December 2022

UTILITY IDENTIFICATION 33 05 26 - 6

1. Warning tape shall be continuous over top of pipe buried 12 inches above piping.

2. Tracer wire shall be taped to the pipe.

3. If multiple pipes occur in common trench, locate tape and wire above centerline of trench.

4. Coordinate with trench Work a s specified in Section 31 23 16 – Utility Trenching.

END OF SECTION 33 05 26
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SECTION 33 11 13 - WATER DISTRIBUTION PIPING
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Pipe and fittings for public line, including potable water line , fire water line and fire hydrant lateral.

2. Tapping sleeves and valves.

3. Valves and fire hydrants.

4. Underground pipe markers.

5. Precast concrete vault and boxes

6. Pipe support systems.

7. Bedding and cover materials.

B. Related Requirements:

1. Section 03 30 00 – Utility Cast-in-Place Concrete : Concrete for thrust restraints and Reinforcing steel and required supports for cast -in-place concrete.

2. Section 31 05 13 – Clearing & Grubbing, Excavation, and Earthwork: Soils for backfill in trenches.

3. Section 31 23 16 – Utility Trenching: Execution requirements for trenching required by this Section.

4. Section 33 05 13 - Manholes and Structures : Cast -in-place, precast concrete, fiber reinforced plastic (FRP), masonry manholes and covers, and other structure construction for access to subsurface drainage piping or utilities.

5. Section 33 05 17 - Precast Concrete Valve Vaults and Meter Boxes: Precast concrete valve vaults and meter boxes for valve and meter installation.

6. Section 33 12 13 - Water Service Connections : Backflow prevention at water main.

7. Section 33 12 16 - Water Distribution Valves : Valves and valve boxes for fire hydrant and water main installation.

8. Section 33 12 19 - Water Distribution Fire Hydrants: Fire hydrants used in water main installations.

9. Section 33 13 00 - Disinfecting of Water Distribution : Disinfection of water piping.
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1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 - Payment Procedures : Contract Sum/Price modification procedures.

B. Pipe and Fittings:

1. Basis of Measurement: By linear foot.

2. Basis of Payment: Includes hand -trimming, sawcut, excavation, all utility trenching work as specified in Section 31 23 16 – Utility Trenching , protecting the excavation in compliance with Cal/OSHA, pipe and fittings, bedding, backfill, surface restoration, concrete thrust restraints, mechanical joints, warning tape, tracer wire, polyethylene fittings, connection and tap to building service piping, pressure pipeline testing, flushing, disinfection and connection and tie into municipal utility water source.

C. Taps:

1. Basis of Measurement: By unit.

2. Basis of Payment: Includes sawcut, excavation, all utility trenching work as specified in Section 31 23 16 – Utility Trenching, protecting the excavation in compliance with Cal/OSHA, pipe and fittings, bedding, backfill, surface restoration, concrete thrust restraints, mechanical joints, warning tape tracer wire, tapping sleeve, tapping valves, and accessories to connect to the existing water main, pressure pipeline testing, flushing, disinfection and surface restoration.

1.3 REFERENCE STANDARDS
A. American Association of State Highway and Transportation Officials:

1. AASHTO T 180 - Standard Method of Test for Moisture -Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.

B. American Society of Mechanical Engineers:

1. ASME B16.1 - Gray Iron Pipe Flanges and Flanged Fittings: Classes 25, 125, and 250.

C. ASTM International:

1. ASTM A36 - Standard Specification for Carbon Structural Steel.

2. ASTM A123 - Standard Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products.

3. ASTM A193 - Standard Specification for Alloy -Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Application.
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4. ASTM A194 - Standard Specification for Carbon Steel, Alloy Steel, and Stainless Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.

5. ASTM A240 - Standard Specification for Chromium and Chromium -Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications.

6. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft -lbf/ft3 (600 kN - m/m3).

7. ASTM D1557 - Standard Test Methods for Labo ratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft -lbf/ft3 (2,700 kN - m/m3).

8. ASTM D1784 - Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinly Chloride) (CPVC) Compounds.

9. ASTM D2241 - Standard Specification for Poly(Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series).

10. ASTM D2412 - Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading.

11. ASTM D3035 - Standard Specification for Po lyethylene (PE) Plastic Pipe (DR-PR) Based on Controlled Outside Diameter.

12. ASTM D3139 - Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals.

13. ASTM D6938 - Standard Test Method for In -Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

14. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.

D. American Water Works Association:

1. AWWA C104 - Cement-Mortar Lining for Ductile-Iron Pipe and Fittings.

2. AWWA C105 - Polyethylene Encasement for Ductile-Iron Pipe Systems.

3. AWWA C110 - Ductile-Iron and Gray-Iron Fittings.

4. AWWA C111 - Rubber-Gasket Joints for Ductile -Iron Pressure Pipe and Fittings.

5. AWWA C115 - Flanged Ductile -Iron Pipe with Ductile-Iron or Gray -Iron Threaded Flanges.

6. AWWA C151 - Ductile-Iron Pipe, Centrifugally Cast.

7. AWWA C153 - Ductile-Iron Compact Fittings.

8. AWWA C223 - Fabricated Steel and Stainless Steel Tapping Sleeves.

9. AWWA C5 15 - Reduced-Wall, Resilient -Seated Gate Valv es for Water Supply Service.

10. AWWA C600 - Installation of Ductile-Iron Mains and Their Appurtenances.

11. AWWA C605 - Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water.
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12. AWWA C900 - Polyvinyl Chloride (PVC) Pressure Pipe a nd Fabricated Fittings, 4 In. Through 12 In. (100 mm Through 300 mm), for Water Transmission and Distribution.

13. AWWA C905 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 In. Through 48 In. (350 mm Through 1,200 mm) for Water Transmission and Distribution.

E. California Codes:

1. Titles 17 and 22 California Code of Regulations - Chapter 16 – California Waterworks Standards

2. Water Main Separation Criteria: Chapter 16 - California Waterworks Standards: Article 6 - §64572
F. Manufacturers Standardization Society of the Valve and Fittings Industry:

1. MSS SP -60 - Connecting Flange Joints between Tapping Sleeves and Tapping Valves.

G. National Fire Protection Association:

1. NFPA 24 - Standard for the Installation of Private Fire Service Mains and Their Appurtenances.

1.4 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data: Submit data on pipe materials, pipe fittings, valves, and accessories.

C. Shop Drawings: Indicate piping layout, including piping specialties.

D. Manufacturer's Certificate: Certify that product meet or exceeds the manufacturer’s requirements.

E. For all federal -aid construction projects, manufacturer certifies that all melting, casting, cutting, welding, machining and finishing process for manufacturing and fabricating the products and/or materials shipped or provided are in full compliance with the American Iron and Steel requirement as mandated in EPA’s State Revolving Fund Programs and with all United States Federal Highway Administration “Buy America” requirements identified in Title 23 CFR Section 635.410
F. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and inspections.

G. Preconstruction Photographs:
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1. Submit digital files of colored photographs of Work areas and material storage areas.

1.5 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Project Record Docum ents: Record actual locations of piping mains, valves, connections, thrust restraints, and invert elevations.

C. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.

1.6 QUALITY ASSURANCE
A. Pipes: Each length of Ductile iron pipe supplied shall be hydrostatically tested at the point of manufacture to 500 psi for a duration of 10 seconds per AWWA C151.

Testing may be performed prior to machining bell and spigot. Failure of ductile iron pipe shall be defined as any rup ture of the pipe wall. Certified test results shall be furnished in duplicate to the City prior to the time of shipment.

B. All pipe and fittings shall be permanently marked with the manufacturer’s name, date, nominal size, dimension ratio number, type, pressure rating or class, or wall thickness, material cell classification, seal of the National Sanitation Foundation (NSF) testing agency that verified the suitability of the pipe and the material for potable water, and standard produced (AWWA, ASTM etc.)
C. Valves: Mark valve body with manufacturer's name , date, size, type, pressure rating and standard produced (AWWA, ASTM etc.).

D. Pipes, valves hydrants, fittings and appurtenances shall be new and unused.

E. Perform Work according to City standards and manufacturer’s specifications.

F. Contractor shall submit 5-year warranty for all pipe materials.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Deliver and store valves in shipping containers with manufacturer's labeling in place and inspect for damage.

C. Block individual and stockpiled pipe lengths to prevent moving. 619
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WATER UTILITY DISTRIBUTION PIPING 33 11 13 - 6
D. Do not place pipe or pipe materials on private property or in areas obstructing pedestrian or vehicle traffic.

E. Store polyethylene and PVC materials out of sunlight.

1.8 EXISTING CONDITIONS
A. Field Measurements:

1. Verify field measurements prior to fabrication.

2. Indicate field measurements on Shop Drawings.

PART 2 - PRODUCTS

2.1 WATER PIPING
A. Ductile-Iron Pipe: Ductile Iron pipe shall be supplied in standard factory lengths for all pipe diameters. All pipe size beyond 12” in size shall be per the Technical Specifications.

1. Comply with AWWA C151.

2. All pipes 12” and smaller shall have a minimum pressure rating of 350 psi.

3. Bituminous Outside Coating: Comply with AWWA C151.
a. Asphaltic coating shall be approximately one mil thick.

4. Pipe Mortar Lining:
a. Comply with AWWA C104.
b. Cement mortar linings shall be double thickness linings. c. Thickness of lining shall not be less than
i. 1/4-inch for 3” to 12” pipe

5. Polyethylene Encasement: 8 mil thick minimum and c omply with AWWA C105.

6. Pipe Class:
a. Comply with AWWA C151.
b. Pipe class shall be Pressure Class 350 for 3”-12” pipe diameter, unless specified otherwise on the Drawings.

7. Manufacturers:
a. U.S. Pipe
b. McWane,Ductile
c. AMERICAN Cast Iron Pipe Company
d. Or approved equal.

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B. Fittings: Fittings shall have the same pressure rating, as a minimum of the connecting pipe unless specified otherwise.

1. Fittings:
a. Material: Ductile iron, AWWA C153.
b. Fittings: Comply with AWWA C153.
c. Fittings shall conform to a minimum pressure rating of 350 psi. d. Coating and Lining:
i. Bituminous Coating: Comply with AWWA C115.
ii. Cement Mortar Lining: Comply with AWWA C104.

2. Joints:
a. Mechanical and Push-on Joints: Comply with AWWA C111. b. Flanged Joints: Comply with AWWA C115.
c. Tighten bolts alternately (across from one another) to the recommended manufacturer rating or if not provided, to the following normal torques and as stated in ANSI/AWWA C600 are:

Joint Size Bolt Size Range of Torque (ft.-lb.)
3” 5/8” 45 - 60
4"-24” 3/4” 75 - 90
30"-36” 1” 100-120
42"-48” 1-1/4” 120 -150

d. Flange gasket: Full face type per AWWA C111 to provide positive sealing for the flange ductile iron joints.
e. Flange Bolts: Comply with ASTM A193, Type 304 Stainless Steel, Grade B8 hex -head bolts, washers, and hexagon nuts. Bolts shall have “B8 Class 2” stamped on the head. Threads shall conform to ANSI B1.1. Bolt lengths shall be such that after joints are assembled, the bolts shall protrude through the nuts, but not more than ½ inch. f. Restrained Joints: Boltless, push -on type, joint restraint independent of joint seal.
g. Jointing of pipe dissimilar in size or material shall be accomplished either by use of special adapters or couplings as specified on the plans or approved by the Project Manager for such use.

3. Jackets: Comply with AWWA C105, polyethylene jacket, Double layer, half lapped, 10-mil polyethylene tape.

4. Manufacturers for ductile iron pipe fittings:
a. Tyler
b. Sigma
c. Star
d. Or approved equal.
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5. Manufacturers for pipe restraints:
a. EBAA Iron Sales, Inc. (1100 Megalug for DIP and 2000PV for PVC pipes)
b. Star Pipe Products (Stargrip Series 3000 for DIP pipes and Stargrip Series 4000 for PVC pipes)
c. Or approved equal.

C. PVC:

1. Comply with AWWA C900 and AWWA C905 – Pressure Class 305 (DR14) or as specified on the project plans.

2. Fittings: Comply with AWWA C900, AWWA C905, AWWA C111, cast iron.

3. Joints:
a. Comply with ASTM D3139, ASTM F477.
b. Seals: PVC flexible elastomeric.
c. Solvent-cement couplings are not permitted.

4. Manufacturers:
a. Vinyltech
b. Diamond Plastics Corporation
c. North American Pipe
d. JM Eagle
e. Or approved equal

2.2 TAPPING SLEEVES AND VALVES
A. Tapping Sleeves:

1. Manufacturers:
a. Mueller Co. (H -304SS Stainless steel tapping sleeve with stainless steel outlet flange)
b. Romac Industries, Inc. (STS420 Stainless Steel Tapping Sleeve) c. JCM Industries, Inc. (JCM 432 All Stainless steel tapping sleeve) d. Or approved equal

2. Description:
a. Comply with ASTM A240 and AWWA C223
b. Material: Stainless Steel Type 304 (18-8)
c. Maximum Working Pressure:
i. Pipe Sizes 3”-12”: 250 psig
ii. Pipe Sizes 14”-24”: 200 psig
d. Gasket: Full circumferential Virgin Styrene -Butadiene Rubber (SBR) per ASTM D2000. For 3” -12” size -on-size flanges, the gaskets are 622
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WATER UTILITY DISTRIBUTION PIPING 33 11 13 - 9
reinforced with a metal ring. Larger than 12” size-on-size sleeves us a square profile o-ring NBR per ASTM D2000 set in a full body thickness cavity.
e. Certified to ANSI/NSF 61.
f. Outlet Flange Dimensions and Drilling: Comply with ASME B16.1, Class 125 and MSS SP-60. Flanges on Stainless Steel Tees shall be Stainless Steel. A ¾ -inch NPT stainless steel test plug shall be provided.
g. Bolts and Nuts: All hardware for tapping sleeves shall be Polytetrafluoroethylene (PTFE) Teflon coated Type 304 Stainless Steel.

B. Tapping Valves:

1. Manufacturers:
a. Mueller Co. (T-2361)
b. American (2500 Series)
c. Or approved equal

2. Description:
a. Comply with AWWA C515, certified to ANSI/NSF 61 S tandard, listed by Underwriters Laboratories, Inc. and approved by Factory Mutual Corporation.
b. Type: Double disc with non-rising stem.
c. Sizes: 4”-48”
d. Maximum Working Pressure: 250 psig
e. Inlet Flanges: Comply with ANSI B16.42, Class 125 and MSS SP-60. f. Mechanical Joint Outlets: Comply with AWWA C111.
g. Coating: Comply with AWWA C550 and Epoxy Fusion Coating interior and Exterior surfaces.
h. Fasteners: Stainless Steel Type 316.
i. Non-rising stem (NRS) valve with 2” square wrench nut (optional hand wheel).
j. All wedges shall be fully encapsulated with EPDM rubber. k. All tapping valves shall include a minimum 3/8 in. NPT pipe plug on the bonnet of the valve body to aid in the field testing of the valve.

3. Mark manufacturer's name and pressure rating on valve body.

2.3 HOT TAP
A. Water Department personnel shall be present during hot tap and inspection of materials and installation. If Water Department personnel is not available, Contractor shall not perform the hot tap installation.
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B. The location of hot tap to be verified by the Contra ctor to insure a minimum of 2 feet is kept from tap location and a bell end or end of pipe on a dead end.

C. For direct tap only Contractor shall apply two layers of adhesive tape completely around the pipe at tapping location prior to tapping.

D. Contractor shall encase tapping saddle, all fasteners, all pipe fittings, and service lines within, with polywrap.

E. Where the connection is to be a hot tap larger than 2 inches, the Contractor shall provide and install a flanged by mechanical joint tapping valve and sl eeve, and any other hardware required, and Contractor will make the tap with 3 working days advance notice.

F. In cases, where the tapping sleeve cannot be moved, the joint shall be removed and the proposed hot tap shall be replaced with a "cut -in" tee. When a "cut-in" tee and valve(s) assembly is required on the plans, the Contractor shall provide and install the entire assembly (including valves) and any other hardware necessary under inspection, and shall provide all other work and materials necessary to complete the installation to City Standards.

2.4 VALVES AND FIRE HYDRANTS
A. Valves: As specified in Section 33 12 16 - Water Distribution Valves.

B. Fire Hydrants: As specified in Section 33 12 19 - Water Distribution Fire Hydrants.

2.5 COUPLINGS:

A. Couplings shall be fusion bonded epoxy ductile iron per ASTM A536. Rods and nuts shall be Type 304 stainless steel.

B. Pipe couplings shall be installed in strict accordance with the manufacturer's printed recommendations, using the correct style coupling and gasket as appropriate.

C. Couplings and sleeves for 4-inch through 12-inch PVC pipe shall be fusion epoxy coated ductile iron, with a minimum working pressure equal to the connecting pipe.

D. Where flexible connections in piping are specified or indicated on the plans, they shall be obtained by the use of sleeve -type coupling. All sleeve -type couplings and accessories shall be of a pressure rating at least equal to that of the pipeline in which they are to be installed.

E. Sleeve type couplings shall be
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1. Romac Industries, Inc. (501)

2. Dresser Mfg Div., (Style 38)

3. Ford Couplings

4. Smith-Blair

5. or approved equal

2.6 AIR RELEASE VALVES
A. Manufacturers:

1. A.R.I - D-040-NS Combination Air Valve with a non -slam, discharge - throttling attachment, allows full air intake, throttles air discharge.

2. Or approved equal
B. Description:

1. Body and Cover: Ductile Iron ASTM A536 Gr 65-45-12

2. Float: Stainless Steel, ASTM A240

3. Needle and Seat: Buna-N.

4. Plug: Stainless Steel ASTM A276
C. Maximum Working pressure: 250 psi
D. Test Pressure: 360 psi.

E. All valves are combination air release valves unless requested otherwise by the Project Manager.

2.7 UNDERGROUND PIPE MARKERS
A. Warning Tape: As specified in Section 33 05 26 – Utility Identification.

B. Trace Wire: As specified in Section 33 05 26 – Utility Identification.

2.8 PRECAST CONCRETE VALVE VAULTS AND METER BOXES
A. Precast Concrete Valve Vaults and Meter Boxes: As specified in Section 33 05 17 - Precast Concrete Valve Vaults and Meter Boxes.

2.9 VALVE BOXES
A. Valve Boxes: As specified in Section 33 12 16 – Water Distribution Valves. 625
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2.10 PIPE SUPPORTS AND ANCHORING
A. Metal for Pipe Support Brackets: Structural steel, galvanized, thoroughly coated with bituminous paint.

B. Metal Tie Rods and Clamps or Lugs: Stainless Steel Type 304.

2.11 CONCRETE ENCASEMENT AND CRADLES
A. Concrete:

1. As specified in Section 03 30 00 – Utility Cast-in-Place Concrete.

2. Type: reinforced, air entrained.

3. Compressive Strength: 4,000 psi at 28 days.

4. Finish: Rough troweled.

B. Concrete Reinforcement: As specified in Section 03 30 00 – Utility Cast-in-Place Concrete.

2.12 MATERIALS
A. Bedding and Backfill:

1. Bedding: Bedding Type, as specified in Section 31 23 16 – Utility Trenching.

2. Backfill: Backfill Type, as specified in Section 31 23 16 – Utility Trenching.

2.13 ACCESSORIES
A. Concrete for Thrust Restraints: As specified in Section 03 30 00 – Utility Cast-in- Place Concrete.

B. Rods, Bolts and Nuts:

1. Comply with ASTM A193 and ASTM A194.

2. Material: Type 304 Stainless Steel

3. Bolts and Nuts for flanges and couplings shall be Hea vy Hex Head ASTM A193 (Grade B8 - Class 2 ) for bolts and Heavy Hex Head ASTM A 194 (Grade 8) for nuts.

4. When approved by the Project Manager, Bolts and Nuts for flanges and couplings which are Heavy Hex Head ASTM A193 (Grade B7 ) bolts and Heavy Hex Head ASTM A194 (Grade 2H) nuts, they sh all be coated as described below.
a. Rods, Bolts, Lugs and Nuts (including threads) shall be coated using a three-layer system consisting of a metallic base coat, an adhesion coat, and a heat cured fluoropolymer compound containing PTFE or 626
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TEFLON® as topcoat. Coating shall be FluoroKote#1 by Metal Coatings Corp., Tripac 2000 Blue Coating System by Tripac Fasteners, or approved equal.
b. Washers shall be provided for each nut, and shall be the same material and coating as the nut.
c. Apply a liberal coat of white food grade anti -seizing compound containing PTFE or TEFLON® to the threads of all nuts and bolts, and to the face of all washers. The compound shall have operating range covering -20°F to 440° F, be NSF approved (or meet USDA -H1 and FDA requirements for incidental food contact), suitable for use on stainless steel, with a coefficient of friction no great er than K=0.13.

Compound shall be White -Knight as manufactured by Jet -Lube, or approved equal.

2.14 TEST EQUIPMENT
A. Hydrostatic Testing of Pressure Pipes.

1. Water – From the City’s existing water system.

2. Pump – Install water meter in -line with pump to measure wate r use to maintain pressure.

3. Strainer – On inlet side of the pump to prevent foreign matter form entering the system.

4. Valves – Shall be provided on the suction and discharge side of the pump.

5. Relief Valve – Set a pressure to relieve at 20 to 25 percent abov e the required test pressure.

6. Pressure Gage(s) – Capable of reaching 50 percent over the test pressure.

These should be located at the pump discharge and any other place deemed convenient by the Contractor.

7. Pressure Gages and relief valves shall be checked for accuracy before use in test procedures.

8. Backflow Prevention assembly - A state approved reduce pressure backflow assembly installed to prevent flow into the existing system.

9. Tank or other materials as needed for hydrostatic testing.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Verify that existing utility water main size, location, and invert are as indicated on Drawings.

3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for installation preparation. 627
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B. Preconstruction Site Photos:

1. Take photographs along centerline of proposed pipe trench; minimum one photograph for each 50 feet of pipe trench. The picture should be clear with minimum resolution of 1024 x 768 pixels.

2. Show mailboxes, curbing, lawns, driveways, signs, culverts, and oth er existing Site features.

3. Include Project description, date taken, and sequential number on back of each photograph.

C. Pipe Cutting:

1. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, and remove burrs.

2. Use only equipment specifically desig ned for pipe cutting and recommended by the pipe manufacturer ; use of chisels , hammer or hand saws is not permitted.

3. Grind edges smooth with beveled end for push-on connections.

D. Remove scale and dirt on inside and outside before assembly.

E. Prepare pipe connections to equipment with flanges or unions.

3.3 CONNECTION TO EXISTING MAINS

A. The Project Manager shall be given not less than three (3) working days’ notice before any connection shall be made to any existing main. In general, shut- downs in residential areas shall be made at times when there will be the least interference. Connections shall be made only after correlate and satisfactory preparation for such work has been made including passing bacteria test re- sults, in order that the shutdown may be as short as possible. Prior written ap- proval from the Project Manager is required.

The Contractor shall be responsible for contacting the citizens and the City will be responsible to provide the notes.

B. Under no circumstances shall anyone other than a representative of the Water Division of the Department of Public Works open or close any valve in the city- operated water system.

3.4 INSTALLATION
A. Bedding:

1. Excavation:
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a. Excavate pipe trench as specified in Section 31 23 16 – Utility Trenching for Work of this Section.
b. Hand trim excavation for accurate placement of pipe to elev ations as indicated on Drawings.

2. Dewater excavations to maintain dry conditions and to preserve final grades at bottom of excavation as specified in Section 31 23 16 – Utility Trenching.

3. Provide sheeting and shoring as specified in Section 31 23 16 – Utility Trenching.

4. Place bedding material at trench bottom, level fill materials in one continuous layer, and compacted as specified in Section 31 23 16 – Utility Trenching.

B. Piping:

1. Install pipe according to AWWA C600 and AWWA C605.

2. Handle and assemble pipe according to manufacturer instructions and as indicated on Drawings.

3. Steel Rods, Bolt, Lugs, and Brackets: Coat buried steel with one coat of coal tar coating before backfilling.

4. Water Main Separation Criteria: Chapter 16 - California Waterworks Standards: Article 6 - §64572
a. New water mains and new supply lines shall not be installed in the same trench as, and shall be at least 10 feet horizontally from and one foot vertically above, any parallel pipeline conveying sanitary sewer, recycled water or fuel lines.
b. New water mains and new supply lines shall be installed at least 4 feet horizontally from, and one foot vertically above, any parallel pipeline conveying storm drainage and disinfected tertiary recycled water. c. If crossing a pipeline conveying a fluid listed in subsections a and b above, a new water main shall be constructed no less than 45-degrees to and at least one foot above that pipeline. No connection joints shall be made in the water main within eight horizontal feet of the fluid pipeline.
d. The vertical separation specified in subsections above is required only when the horizontal distance between a water main and pipeline is less than ten feet.

5. Install ductile-iron piping and fittings according to AWWA C600.

6. Route pipe in straight line; re-lay pipe that is out of alignment or grade.

7. High Points:
a. Install pipe with no high points.
b. If unforeseen field conditions arise that necessitate high points, install air release valves as directed by Project Manager.

8. Bearing:
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a. Install pipe to have bearing along entire length of pipe. b. Excavate bell holes to permit proper joint installation. c. Do not lay pipe in wet or frozen trench.

9. Prevent foreign material from entering pipe during placement.

10. Install pipe to allow for expansion and contraction without stressing pipe or joints.

11. Close pipe openings with watertight plugs during Work stoppages.

12. Install access fittings to permit disinfection of water system performed under Section 33 13 00 - Disinfecting of Water Distribution.

13. Cover:
a. Establish elevations of buried piping with not less than forty-two (42) inches of cover or as shown on the plans.
b. Measure depth of cover from final surface grade to top of pipe barrel.

14. Pipe Markers:
a. Install warning tape and tracer wire continuous over top of pipe as specified in Section 33 05 26 – Utility Identification. b. Coordinate with trench Work as specified in Section 31 23 16 – Utility Trenching.

C. Valves and Hydrants:

1. Install valves as specified in Section 33 12 16 - Water Distribution Valves.

2. Install hydrants as specified in Section 33 12 19 - Water Distribution Fire Hydrants.

D. Tapping Sleeves and Valves : As indicated on Drawings and according to manufacturer instructions.

E. Polyethylene Encasement:

1. Encase piping in polyethylene for all ductile iron pipe and fittings to prevent contact with surrounding backfill material.

2. Comply with AWWA C105.

3. Terminate encasement 3 to 6 inches above ground where pipe is exposed.

4. Care shall be exercised to prevent entrapment of soil materials between the polyethylene wrap and metal surfaces.

F. Thrust Restraints:

1. Provide valves, tees, bends, caps, and plugs with concrete thrust blocks.

2. Pour concrete thrust blocks against undisturbed earth. 630
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WATER UTILITY DISTRIBUTION PIPING 33 11 13 - 17

3. Locate thrust blocks at each elbow or change of pipe direction to resist resultant force and to ens ure that pipe and fitting joints will be accessible for repair.

4. Provide minimum square feet of thrust restraint bearing on subsoil as specified in the City Standard Details.

5. Install tie rods, clamps, setscrew retainer glands, or restrained joints.

6. Protect metal-restrained joint components against corrosion by applying a bituminous coating or encasing metal area using concrete mortar.

7. Do not encase pipe and fitting joints to flanges.

8. Install thrust blocks, tie rods, and joint restraint at dead ends of water main.

G. Service Connections: As specified in Section 33 12 13 - Water Service Connections.

H. Backfilling: Backfill around sides and to top of pipe as specified in Section 31 23 16 - Utility Trenching.

I. Disinfection of Potable Water Piping System: As specified in Section 33 13 00 - Disinfecting of Water Distribution.

3.5 TOLERANCES
A. Section 01 45 00 - Quality Control: Requirements for tolerances.

B. Install pipe to indicated elevation within tolerance of 5/8 inch.

3.6 FIELD QUALITY CONTROL
A. Section 01 77 00 - Closeout Requirements: Requirements for testing, adjusting, and balancing.

B. Pressure test system according to AWWA C600 and following:

1. Test Pressure: Not less than 200 psig or 50 psi in excess of maximum static pressure, whichever is greater. The tests shall be performed at ambient temperature unless otherwise specified.

2. Preparation of Test:
a. Vents shall be at the high points of the system and drains provided where means of venting or draining do not exist.
b. Remove or block off, all relief valves, rupture discs, alarms, control instruments, etc. that shall not be subjected to the test pressure. All gages used in the system shall be calibrated gages.
c. All discs, balls, or pistons from check valves shall be removed if they interfere with filling the system. Open all valves between inlet and outlet of the section to be tested.
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d. Connect pump and provide temporary closures for all the external openings in the system. Use caution to insure that the closures are properly designed and strong enough to withstand the test pressure. e. A joint previously tested in accordance with this specification may be covered or insulated.
f. Expansion joints shall be provided with temporary restraint for additional pressure under test or shall be isolated from the test. g. Flanged joints, where blanks are inserted to isolate equipment during the test, need not be tested.
h. All concrete block shall be allowed to cure a sufficient time to develop the minimum compressive strength before testing.
i. Pressure te sts on exposed and above ground piping shall be conducted only after the entire piping systems has been installed and attached to the pipe supports, hangers or anchors or as shown on the plans.
j. Any connection between the new pipeline being installed and th e existing water system shall include a state approved reduced pressure backflow assembly installed to prevent flow into the existing system.

The backflow device assembly shall be required until bacteriological sampling proves the new pipeline is properly disinfected. k. Contractor shall disconnect system from the pump prior to verifying the drop in pressure.

3. The Contractor shall pay costs of all water used for construction purposes, including flushing and testing. The C ity, at his expense, shall provide a meter approved by the Project Manager to complete the work.

4. The Contractor shall furnish all required equipment, pumps, calibrated gages and materials, make all connections and perform the required tests.

5. Conduct hydrostatic test for at least two hours. Apply the hydrostatic test pressure in increments of 25 psig , or as directed by the Project Manager until the maximum test pressure is reached. Hold pressure for 5 minutes at each 25 psig increment and inspect for leaks before adding more pressure.

6. Slowly fill section to be tested with water; expel air from piping at high points using the vents . Prior to beginning hydrostatic testing, the pipeline shall have been filled with water and allowed to stand a minimum of four (4) hours under a slight pressure. Install corporation cocks at high points. Close air vents and corporation cocks after air is expelled. Raise pressure slowly with the pump to specified test pressure.

7. Maintain pressure for four (4) hours keeping personnel at a safe distance.

8. Observe joints, fittings, and valves under test. Remove and renew cracked pipes, joints, fittings, and valves showing visible leakage. Retest.

9. Correct visible deficiencies by releasing the pressure, draining the system and continue testing at same test pressure fo r additional two hours to determine any leakage. Maintain pressure within plus or minus 5 psi of test pressure.

10. During hydrostatic testing, the contractor shall provide for temporary blocking of the pipeline at the tie -in points or as directed by the Project 632
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Manager. No hydrostatic test will be allowed against a closed valve connected to the existing system except under specific supervised conditions approved by the Project Manager.

11. No leakage is allowed.

12. If test of pipe indicates leakage, locate source of leakage, make corrections, and retest until there is no leakage in the system

13. After hydrostatic test is complete, remove the pressure with caution to avoid escaping fluid and debris.

C. Compaction Te sting for Bedding: As specified in Section 31 23 1 6 - Utility Trenching.

D. If tests indicate Work does not meet specified requirements, remove Work, replace, and retest.

END OF SECTION 33 11 13
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SECTION 33 12 00 - WATER DISTRIBUTION EQUIPMENT
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Reduced-pressure backflow preventer assemblies.

2. Double-check-valve backflow preventer assemblies.

3. Valve vaults.

4. Buried piping within 5 feet of backflow preventer valve vault.

5. Interior piping.

6. Valves.

7. Pipe supports.

8. Bedding and cover materials.

B. Related Requirements:

1. Section 09 90 00 - Painting and Coating: For pipe supports.

2. Section 31 05 13 – Clearing & Grubbing, Excavation and Earthwork :

Excavation and Earthwork

3. Section 31 23 16 – Utility Trenching: Trenching for buried pipe installation.

4. Section 33 05 17 - Precast Concrete Valve Vaults and Meter Boxes :

Backflow preventer precast concrete valve vault.

5. Section 33 05 26 – Utility Identification: Warning tape and tracer wire.

6. Section 33 11 13 - Water Distribution Piping: Potable water piping beyond backflow preventer valve vault.

7. Section 33 13 00 - Disinfecting of Water Distribution : Disinfection of domestic water piping beyond backflow preventer valve vault.

1.2 DEFINITIONS
A. NRS: Non-rising stem.

B. OS&Y: Outside screw and yoke.

1.3 REFERENCE STANDARDS
A. American Water Works Association:

1. AWWA C104 - Cement-Mortar Lining for Ductile-Iron Pipe and Fittings.

2. AWWA C111 - Rubber-Gasket Joints for Ductile -Iron Pressure Pipe and Fittings.

3. AWWA C151 - Ductile-Iron Pipe, Centrifugally Cast.
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WATER DISTRIBUTION EQUIPMENT 33 12 00 - 2

4. AWWA C506-78 (R83) - Backflow Prevention Devices - Reduced Pressure Principle and Double Check Valve Types

5. AWWA C509 - Resilient-Seated Gate Valves for Water Supply Service.

6. AWWA C510 - Double Check Valve Backflow Prevention Assembly.

7. AWWA C511 - Reduced-Pressure Principle Backflow Prevention Assembly.

8. AWWA C900 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In. Through 12 In. (100 mm Through 300 mm), for Water Transmission and Distribution.

B. American Welding Society:

1. AWS A5.8/A5.8M - Specification for Filler Metals for Brazing and Braze Welding.

C. ASME International:

1. ASME B16.18 - Cast Copper Alloy Solder Joint Pressure Fittings.

2. ASME B16.22 - Wrought Copper and Copper Alloy Solder -Joint Pressure Fittings.

3. ASME B31.9 - Building Services Piping.

D. ASSE International:

1. ASSE 1013 - Performance Requirements for Reduced Pressure Principle Backflow Preventers and Reduced Pressure Principle Fire Protection Backflow Preventers.

2. ASSE 1015 - Performance Requirement s for Double Check Backflow Prevention Assemblies and Double Check Fire Protection Backflow Prevention Assemblies.

3. ASSE 1047 - Performance Requirements for Reduced Pressure Detector Fire Protection Backflow Prevention Assemblies.

4. ASSE 1048 - Performance Requirements for Double Check Detector Fire Protection Backflow Prevention Assemblies.

E. ASTM International:

1. ASTM B88 - Standard Specification for Seamless Copper Water Tube.

2. ASTM D1785 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120.

3. ASTM D2241 - Standard Specification for Poly(Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series).

4. ASTM D2466 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40.

5. ASTM D2855 - Standard Practice for Making Solvent-Cemented Joints with Poly(Vinyl Chloride) (PVC) Pipe and Fittings.

6. ASTM D3035 - Standard Specification for Polyethylene (PE) Plastic Pipe (DR-PR) Based on Controlled Outside Diameter.
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7. ASTM D3139 - Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals.

F. California Code of Regulations (CCR) – Title 17. Public Heath – Division 1 State Department of Health Services – Chapter 5 Sanitation (Environmental), subchapter 1 Engineering (Sanitary) – Group 4 Drinking Water Supplies, Article 2 Protection of Water System.

G. California Regulations Related to Drinking Water dated July 16, 2015 - §64572.

Water Main Separation
H. Manufacturers Standardization Society of the Valve and Fittings Industry:

1. MSS SP-58 - Pipe Hangers and Supports - Materials, Design, Manufacture, Selection, Application, and Installation.

I. Municipal Code

1. Chapter 13.14 – Regulations for the Control of Backflow and Cross - Connections to the City’s Water System.

J. Foundation of Cross-Connection Control and Hydraulic Research (FCCCHR) of the University of Southern California – Specifications of Backflow Prevention Assemblies.

1.4 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data:

1. Submit data on backflow preventer assemblies.

2. Piping: Submit data on pipe materials, fittings, and accessories.

3. Valves: Submit manufacturer's catalog information with valve data and ratings for each service.

4. Supports: Submit manufacturer's catalog information including load capacity.

C. Manufacturer's Certificate: Certify that products meet or exceed the St andard Specification requirements
D. Manufacturer Instructions: Submit installation instructions for backflow preventer assemblies, valves, and accessories.

E. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and inspections.
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F. Qualifications Statements:

1. Submit qualifications for manufacturer and installer.

2. Submit manufacturer's approval of installer.

1.5 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Project Record Documents: Record actual locations of backflow preventer assemblies.

C. Operation and Maintenance Data: Submit spare parts list, exploded assembly views, and recommended maintenance intervals.

1.6 MAINTENANCE MATERIAL SUBMITTALS
A. Section 01 77 00 - Closeout Requirements : Requirements for maintenance materials.

B. Extra Stock Materials:

1. Furnish two (2) sets of seals for each backflow preventer assembly.

1.7 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this Section with minimum three (3) years' documented experience.

B. Backflow preventers shall have passed laboratory and field evaluation tests performed by a recognized testing organi zation which has demonstrated their competency to perform such tests to the State Water Resources Control Board.

C. Installer: Company specializing in performing Work of this Section with minimum three (3) years' documented experience and approved by manufacturer.

1.8 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Inspection: Accept materials on Site in manufacturer's original packaging and inspect for damage.

C. Furnish temporary protective coating for cast-iron and steel valves. 637
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WATER DISTRIBUTION EQUIPMENT 33 12 00 - 5
D. Furnish temporary end caps and closures for pipe and fittings; maintain caps and closures in place until installation.

E. Protection:

1. Provide temporary covers for backflow preventer assemblies to prevent entry of foreign materials.

2. Protect openings in sections of completed piping systems.

3. Protect openings in piping systems when Work is not in progress.

1.9 EXISTING CONDITIONS
A. Field Measurements:

1. Verify field measurements prior to fabrication.

2. Indicate field measurements on Shop Drawings.

1.10 WARRANTY
A. Section 01 77 00 - Closeout Requirements: Requirements for warranties.

B. Furnish five-year manufacturer's warranty for backflow preventer assemblies.

PART 2 - PRODUCTS

2.1 BACKFLOW PREVENTERS
A. All backflow assemblies are reduced pressure backflow prevention assemblies, except for fire services.

B. Backflow Prevention Assemblies for Fire Prevention Systems

1. Fire Protection Systems
a. Class I & II: Direct connections from public water mains only, no physical connection from other water supplies (tanks, reservoirs) and all sprinkler drains discharge to the atmosphere or other safe outlets.

Class II same as class I except that booster pumps may be installed. b. Class III (low hazard): Direct connection from public water supply main plus one or more of the following: elevated storage tanks, fire pumps taking suction from above ground, covered reservoirs or tanks. c. Class IV (low hazard): Similar to class I & II but which uses or has available for an unapproved auxiliary water supply.
d. Class V (high hazard): Supplied from public mains and interconnected with an unapproved auxiliary water exposed to contamination (harbors, rivers, ponds, wells or industrial fluids). The appropriate 638
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backflow prevention assembly shall be determined after th e fire marshal and the engineering department have made a complete survey of the fire protection requirements of the premises.

2. All fire protection systems have detector meters only and do not require service meters.

3. Reduced pressure backflow prevention ass embly per University of Southern California’s foundation for cross connection control and hydraulic research’s list of approved backflow prevention assemblies.

C. Manufacturers:

1. Reduced-Pressure Backflow Preventers:
a. Febco LF825YA RP with ball valves (1/2” to 2”)
b. Febco LF880V (2-1/2” to 8”).
c. Zurn Wilkins 975XL2 (3/4” to 2”)
d. Zurn Wilkins 375 (2-1/2” to 10”)
e. Or approved equal

2. Double Check Detector Assemblies:
a. Febco LF876V (2-1/2” to 8”)
b. Zurn Wilkins 350 (2-1/2” to 10”)
c. Or approved equal
D. Points of Service

1. Point of service is at the back of the curb for all city streets with planter strips.

2. Point of service is at the back of the sidewalk for streets with combined curb and sidewalk.

3. Point of service is at the right -of-way line on all unimproved streets and alleys.

E. Lists of approved (by state & city) backflow prevention assemblies and certified backflow prevention assembly testers are available at City o f Pittsburg, Public Works Dept. at 357 E. 12th St. and/or at the Engineering Department at 65 Civic Ave.

F. Reduced Pressure Backflow Preventers are required on all irrigation systems and domestic water main systems mains greater than 3 inches . Install BPDI Guardshack two-piece protective enclosure around unit, hinged, stainless steel with forest green powder coating or approved equal. ?
G. A Reduced pressure principle backflow prevention device shall be located as close as practical to the user's connection and shall be installed a minimum of twelve inches (12”) above grade and not more than thirty -six inches (36”) above grade measured from the bottom of the device
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H. A backflow assembly shall be installed above ground, in a horizontal and level position unless otherwise approved by the engineering department or public works department.

I. No additional connections (outlet, tap or tee) are permitted between the water main and backflow prevention assembly.

J. Backflow assemblies shall not be installed in basements or vaults.

K. Provide 20 mil tape between copper supply line and concrete pad 4” above and below concrete.

L. Provide a 2” minimum bypass on all BFDS. Provide a reduced pressure backflow prevention detector on the bypass 3” and up.

M. Reduced pressure backflow prevention assembly per University of Southern California’s foundation for cross connection control and hydraulic research’s list of approved backflow prevention assemblies.

N. Reduced-Pressure Backflow Preventers:

1. Size: 3/4 inch to 2 inches.

2. Comply with ASSE 1013 and AWWA C511.

3. Materials:
a. Body: Cast Bronze, ASTM B 584
b. Internal Parts: Cast Bronze, ASTM B 584
c. Springs: Stainless steel.
d. Maximum Working Pressure of 175psi.
e. Maximum Hydrostatic Pressure of 350psi.

4. Check Valves:
a. Quantity: Two, operating independently.
b. Spring loaded.
c. Third Check Valve: Open under back pressure in case of diaphragm failure.

5. Differential-Pressure Relief Valve:
a. Type: Diaphragm.
b. Located between check valves.

6. Ball Valves:
a. Type: Full port, resilient seated.
b. Quantity: Two.
c. Operation: Quarter turn.
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WATER DISTRIBUTION EQUIPMENT 33 12 00 - 8
d. Material: Bronze.

7. Accessories Strainer and test cocks.

O. Reduced-Pressure Backflow Preventers:

1. Size: 3 inches to 10 inches.

2. Comply with ASSE 1013 and AWWA C511.

3. Materials:
a. Body: Ductile Iron Grade 65-45-12
b. Finish: Fusion epoxy coating inside and outside.
c. Springs: Stainless steel.
d. Maximum Working Pressure of 175psi.
e. Maximum Hydrostatic Pressure of 350psi.

4. Check Valves:
a. Quantity: Two, operating independently.
b. Spring loaded.
c. Third Check Valve: Open under back pressure in case of diaphragm failure.

5. Differential-Pressure Relief Valve:
a. Type: Diaphragm.
b. Located between check valves.

6. Gate Valves:
a. Type: Resilient seated according to AWWA C509 and AWWAC515. b. Quantity: Two.
c. End Connections: Flanged
d. Operation: OS&Y.

7. Accessories:
a. Strainer.
b. Four resilient-seated ball valve test cocks.

P. Double-Check-Valve Backflow Preventer with Detector Assembly:

1. Size: 2-1/2 inch to 10 inches.

2. Comply with ASSE 1048 and AWWA C510.

3. Materials:
a. Body: Ductile Iron Grade 65-45-12
b. Finish: Fusion epoxy coating inside and outside.
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WATER DISTRIBUTION EQUIPMENT 33 12 00 - 9
c. Springs: Stainless steel.
d. Maximum Working Pressure of 175psi.
e. Maximum Hydrostatic Pressure of 350psi.

4. Check Valves:
a. Quantity: Two, operating independently.

5. Gate Valves:
a. Type: Resilient seated according to AWWA C509 and AWWAC515. b. Quantity: Two.
c. End Connections: Flanged.
d. Operation: OS&Y.

6. Accessories: Strainer and test cocks.

2.2 VALVE VAULTS
A. Description: Precast concrete vaults shall be as specified in Section 33 05 17 - Precast Concrete Valve Vaults and Meter Boxes.

2.3 PIPING
A. Description: As specified in Section 33 11 13 - Water Distribution Piping.

2.4 PIPE SUPPORTS
A. Manufacturers:

1. Copper B-line#3093

2. Or approved equal
B. Floor Support for Pipe: Cast -iron adjustable pipe saddle, lock nut, nipple, floor flange, and steel support.

C. Copper Pipe Support: Adjustable carbon-steel ring and copper plate.

2.5 MATERIALS
A. Bedding and Backfill:

1. Bedding: Bedding Type, as specified in Section 31 23 16 – Utility Trenching.

2. Backfill: Backfill Type, as specified in Section 31 23 16 – Utility Trenching. 642
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2.6 FLANGES, UNIONS, AND COUPLINGS
A. Pipe Size 3 Inches and Smaller:

1. Ferrous Pipe:
a. Class 150, malleable iron.
b. Unions: Threaded.

2. Copper Tube and Pipe:
a. Class 150.
b. Unions: Bronze.
c. Joints: Soldered.

B. Grooved and Shouldered Pipe End Couplings:

1. Housing:
a. Description:
1) Malleable iron clamps to engage and lock.
2) Designed to permit some angular deflection, contraction, and expansion.
b. Bolts, Nuts, and Washers: Type 304 Stainless S teel ASTM A193 (Grade B8-Class 2) and ASTM A194 (Grade 8).

2. Sealing Gasket:
a. "C" shape.
b. Material: Composite.

C. PVC Pipe:

1. Description: For connections to equipment and valves with threaded connections.

2. Schedule 80 threaded PVC pipe.

D. Dielectric Connections:

1. Description: Union with one end connection of galvanized or plated threaded steel, and other end connection of copper solder.

2. Isolation Barrier: Impervious to water.

3. Manufacturer:
a. Epco, Inc.
b. Or approved equal
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2.7 UNDERGROUND PIPE MARKERS
A. Warning Tape: As specified in Section 33 05 26 – Utility Identification.

B. Trace Wire: As specified in Section 33 05 26 – Utility Identification.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Verify that excavations are to required grade, dry, and not over-excavated.

B. Verify that piping connections to existing piping system, sizes, locations, and inverts are as indicated on Drawings.

3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for installation preparation.

B. Remove scale and dirt on inside and outside before assembly.

3.3 INSTALLATION
A. Valve Vault: As specified in Section 33 05 17 - Precast Concrete Valve Vaults and Meter Boxes.

B. Pipe Supports:

1. Install pipe supports according to MSS SP-58.

2. Exposed Supports: Prime coated as specified in Section 09 90 00 - Painting and Coating.

C. Buried Piping Systems:

1. Establish elevations of buried piping with not less than 2.5 feet of cover.

2. Establish minimum five (5) feet of separation from sanitary sewer lateral piping according to §64572. Water Main Separat ion of the California Regulations Related to Drinking Water.

3. Remove scale and dirt from inside of piping before assembly.

4. Excavate pipe trench as specified in Section 31 23 16- Utility Trenching.

5. Install pipe to elevation as indicated on Drawings.

6. Place bedding material at trench bottom to provide uniform bedding for piping.

7. Level bedding material in one continuous layer as specified in Section 31 23 16- Utility Trenching
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8. Compact bedding material to percen t maximum density as specified in Section 31 23 16- Utility Trenching.

9. Install pipe on prepared bedding.

10. Route pipe in straight line.

11. Install pipe to allow for expansion and contraction without stressing pipe or joints.

12. Install shutoff and drain valves at locations as indicated on Drawings and as specified in this Section.

13. Install plastic warning tape and tracer wire continuous over the top of pipe as specified in Section 33 05 26 – Utility Identification

14. Backfill: Install backfill Type, as specified in Section 31 23 16 – Utility Trenching.

D. Vault Interior Piping Systems:

1. Install non -conducting dielectric connections wherever joining dissimilar metals.

2. Establish elevations of buried piping outside valve vault to obtain not less than 2.5 feet of cover.

3. Prepare exposed and unfinished pipe, fittings, supports, and accessories ready for finish painting as specified in Section 09 90 00 - Painting and Coating.

4. Install water piping according to ASME B31.9.

5. Install unions downstream of valves and at equipment or apparatus connections.

6. Install brass male adapters on each side of valves in copper piped system; solder adapters to pipe.

E. Backflow Preventer Assemblies:

1. Install backflow preventers of type, size, and capacity indicated.

2. Comply with California Regulations Related to Drinking Water and authority having jurisdiction.

3. Install air-gap fitting on units with atmospheric vent connection.

4. Pipe relief outlet drain to nearest floor drain.

5. Do not install bypasses around backflow preventers.

3.4 FIELD QUALITY CONTROL
A. Section 01 77 00 - Closeout Requirements: Requirements for testing, adjusting, and balancing.

B. Perform pressure test on installed backflow pressure assemblies as specified in Section 33 11 13 - Water Distribution Piping.
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WATER DISTRIBUTION EQUIPMENT 33 12 00 - 13
C. Disinfect installed backflow preventer assemblies as specified in Section 33 13 00 - Disinfecting of Water Distribution.

END OF SECTION 33 12 00
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WATER SERVICE CONNECTIONS 33 12 13 - 1
SECTION 33 12 13 - WATER SERVICE CONNECTIONS
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Pipe and fittings for water service connections.

2. Corporation stop assemblies.

3. Curb stop assemblies.

4. Meter setting equipment.

5. Water meters.

6. Backflow preventers.

7. Underground pipe markers.

8. Precast concrete vaults.

9. Bedding and cover materials.

B. Related Requirements:

1. Section 03 30 00 – Utility Cast-in-Place Concrete : Concrete for thrust restraints.

2. Section 31 05 13 – Clearing & Grubbing, Excavation and Earthwork :

Excavation for water services.

3. Section 31 23 16 – Utility Trenching: Excavation of pipe trench.

4. Section 33 05 13 - Manholes and Structures: Soil backfill type, manholes, and covers.

5. Section 33 05 17 - Precast Concrete Valve Vaults and Meter Boxes: Valve vaults.

6. Section 33 13 00 - Disinfecting of Water Distribution : Flushing and disinfecting of water system.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 - Payment Procedures : Contract Sum/Price modification procedures.

B. Water Service Pipe and Fittings:

1. Basis of Measurement: By linear foot or each as specified in the Bid Form.

2. Basis of Payment: Includes hand trimming, sawcut, demolition, excavation, pipe and fittings, corporation stop assembly, curb stop assembly, bedding, concrete thrust restraints, backfill, surface restoration and connection to building service piping and utility water source.
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C. Corporation Stop Assembly:

1. Basis of Measurement: Not a measured item.

2. Basis of Payment: Incidental to water service
D. Curb Stop Assembly:

1. Basis of Measurement: Not a measured item.

2. Basis of Payment: Incidental to water service
E. Water Meters:

1. Basis of Measurement: By unit.

2. Basis of Payment: Includes installing city -furnished meter, meter setting equipment, fittings, and accessories.

F. Backflow Preventers:

1. Basis of Measurement: By unit.

2. Basis of Payment: Includes reduced pressure backflow preventer, fittings, thrust blocks, concrete pad, backflow enclosure, and accessories.

1.3 REFERENCE STANDARDS
A. American Association of State Highway and Transportation Officials:

1. AASHTO T 180 - Standard Method of Test for Moisture -Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.

B. American Society of Mechanical Engineers:

1. ASME B16.18 - Cast Copper Alloy Solder Joint Pressure Fittings.

2. ASME B16.22 - Wrought Copper and Copper Alloy Solder Joint Pressure Fittings.

C. American Society of Sanitary Engineering:

1. ASSE 1012 - Performance Requirements for Backflow Preventers with an Intermediate Atmospheric Vent.

2. ASSE 1013 - Performance Requirements for Reduced Pressure Principle Backflow Preventers and Reduced Pressure Principle Fire Protection Backflow Preventers.

D.

ASTM International:

1. ASTM A48 - Standard Specification for Gray Iron Castings. 648
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2. ASTM B62 - Standard Specification for Composition Bronze or Ounce Metal Castings.

3. ASTM B88 - Standard Specification for Seamless Copper Water Tube.

4. ASTM B584 – Standard Specification for Copper Alloy Sand Castings for General Applications.

5. ASTM C858 - Standard Specification for Underground Precast Concrete Utility Structures.

6. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft -lbf/ft3 (600 kN - m/m3).

7. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft -lbf/ft3 (2,700 kN - m/m3).

8. ASTM D1785 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120.

9. ASTM D2241 - Standard Specification for Poly(Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series).

10. ASTM D2466 - Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40.

11. ASTM D2855 - Standard Practice for Making Solvent-Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe and Fittings.

12. ASTM D6938 - Standard Test Method for In -Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

E. American Welding Society:

1. AWS A5.8 - Specification for Filler Metals for Brazing and Braze Welding.

F. American Water Works Association:

1. AWWA C600 - Installation of Ductile-Iron Mains and Their Appurtenances.

2. AWWA C700 - Cold-Water Meters - Displacement Type, Bronze Main Case.

3. AWWA C701 - Cold-Water Meters - Turbine Type, for Customer Service.

4. AWWA C702 - Cold-Water Meters - Compound Type.

5. AWWA C706 - Direct-Reading, Remote -Registration Systems for Cold - Water Meters.

6. AWWA C800 - Underground Service Line Valves and Fittings.

7. AWWA C901 - Polyethylene (PE) Pressure Pipe and Tubing, 1/2 In. (13 mm) Through 3 In. (76 mm), for Water Service.

8. AWWA M6 - Water Meters - Selection, Installation, Testing, and Maintenance.

1.4 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals. 649
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WATER SERVICE CONNECTIONS 33 12 13 - 4
B. Product Data: Submit data on pipe materials, pipe fittings, corporation stop assemblies, curb stop assemblies, meters, meter setting equipment, service saddles, backflow preventer, and accessories.

C. Shop Drawings: Indicate details showing vault and accessories.

D. Manufacturer's Certificate: Certify that products meet or exceed the AWWA and ASTM Standards.

E. Manufacturer Instructions: Submit detailed instructions on installation requirements, including storage and handling procedures.

F. Field Quality -Control Su bmittals: Indicate results of Contractor -furnished tests and inspections.

G. Qualifications Statement:

1. Submit qualifications for manufacturer.

1.5 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Project Record Documents: Record actual locations of piping mains, curb stops, connections, thrust restraints, and invert elevations.

C. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.

1.6 QUALITY ASSURANCE
A. All pipe, fittings used for potable water systems shall be “lead free”. All bronze goods shall be “lead free” and marked by stamping, etching, or casting “NL” in the main body or by other methods acceptable to City.

B. All br onze parts in contact with potable water shall be certified by an ANSI accredited test lab for “Lead Free” requirements. Contractor shall submit proof of certification.

1.7 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this Section with minimum three (3) years' documented experience. 650
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1.8 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Inspection: Accept materials on Site in manufacturer's original packaging and inspect for damage.

C. Store products and materials off ground and under protective coverings and away from walls.

D. Exercise care in handling precast concrete products to avoid chipping, cracking, and breakage.

PART 2 - PRODUCTS

2.1 WATER PIPING AND FITTINGS
A. Copper Tubing:

1. Comply with ASTM B88.

2. Type K, soft temper, joint free for buried piping and uniform wall thickness.

3. Fittings: Soldered Fittings shall conform to ASME B16.18, cast copper or ASME B16.22, wrought copper.

4. Joints: Compression connections.

2.2 CORPORATION STOP ASSEMBLIES
A. Manufacturers:

1. Mueller Co. (H-15008 with CC thread only and H-15013N for 1-1/2” and 2”).

2. Ford Meter Box, Inc.

3. Or approved equal.

B. Corporation Stops:

1. Comply with ASTM B62 with the exception that any bronze part of the fitting in contact with potable water (wetted parts) shall be made of a “No -Lead Bronze”, in accordance with the chemical and mechanical requirements of ASTM B584 and “Lead Free” requirements of California Assembly Bill 1953.

2. Maximum working pressure: 300 psig.

3. Type: Ground Key Corporation valve

4. Body: Low Lead Bronze alloy.

5. Inlet End: Threaded for tapping according to AWWA C800.

6. Outlet End: Compression connection for CTS O.D tubing.

7. O-ring: EPDM ASTM D2000
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WATER SERVICE CONNECTIONS 33 12 13 - 6
C. Service Saddles:

1. Type: Double strap.

2. Material: Bronze when used with PVC pipe, and full circle stainless steel with full circle insulating pad, when used with ductile iron pipe.

3. Outlet thread shall be AWWA Standard CC thread only.

4. Designed to hold pressures in excess of pipe working pressure.

5. The bronze saddles shall comply with lead leaching threshold per local regulations.

6. Manufacturers:
a. Mueller Co. (BR2B Series)
b. Or approved equal.

2.3 ANGLE METER STOP
A. Type: Bronze
B. Compression connection for CTS OD Tubing x meter flange C. Manufacturer:

1. Mueller Co. (H-14258 for 1” service and H-14277 for 1-1/2” and 2” service)

2. Or approved equal.

2.4 METER SETTING EQUIPMENT
A. As specified in Section 33 05 17 – Precast Concrete Valve Vaults and Meter Boxes.

2.5 WATER METERS
A. For Capital Improvement Projects (CIP) the Contractor shall connect to existing meters.

B. For Development Projects, the Contractor shall install wate r meters for two (2) inches and smaller diameter lines furnished by the City. For larger diameter lines, the Contractor is responsible to furnish the water meters.

2.6 BACKFLOW PREVENTERS
A. As specified in Section 33 12 00 - Water Distribution Equipment.

2.7 UNDERGROUND PIPE MARKERS
A. As specified in Section 33 05 26 – Utility Identification 652
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2.8 PRECAST CONCRETE VAULTS
A. As specified in Section 33 05 17 - Precast Concrete Valve Vaults and Meter Boxes.

2.9 MATERIALS
A. Bedding and Backfill:

1. Bedding: Bedding Type, as specified in Section 31 23 16 – Utility Trenching.

2. Backfill: Backfill Type, as specified in Section 31 23 16 – Utility Trenching.

2.10 ACCESSORIES
A. Concrete for Thrust Restraints: As specified in Section 03 30 00 – Utility Cast-in- Place Concrete.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Verify that building service connections and municipal utility water main sizes, locations, and inverts are as indicated on Drawings.

3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for installation preparation.

B. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, and remove burrs.

C. Remove scale and dirt from inside and outside of piping before assembly.

D. Prepare pipe connections to equipment with flanges or unions.

3.3 INSTALLATION
A. Bedding:

1. Excavate pipe trench and backfill as specified in Section 31 23 16 – Utility Trenching
B. Pipe and Fittings:
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1. Maintain a minimum of five (5) feet of separation between water and sewer services.

2. Group piping with other Site piping Work whenever practical.

3. Route pipe in straight line.

4. Install pipe to allow for expansion and contraction without stressing pipe or joints.

5. Install access fittings to permit disinfection of water system performed under Section 33 13 00 - Disinfecting of Water Distribution.

6. Form and place concrete for thrust restraints at each elbow or change of direction of pipe.

7. Establish elevations of buried piping with not less than two and half (2.5) feet of cover.

8. Install warning tape continuous over top of pipe as specified in Section 33 05 26 – Utility Identification.

9. Backfill trench as specified in Section 31 23 16 – Utility Trenching.

C. Curb Stop Assemblies:

1. Set curb stops on solid bearing and compacted soil.

2. Boxes:
a. Center and plumb curb boxes over curb stops.
b. Set box cover flush with finished grade.

D. Hot Tap Process:

1. Tapping for water service connections shall be performed using Corporation Stops threaded on double strap bronze Service Saddles. No direct threaded connection of Corporation Stops on pipe shall be permitted; regardless of the type of mainline pipe material.

2. Minimum distances required when tapping are: 18 inch between taps (staggered at 45 degrees); 24 inch from back of bell; and 24 inch from spigot insertion line; or per manufacturer recommendations, whichever is greater.

Contractor shall consult the City ’s Inspector on these critical distance situations, and shall not backfill without inspection. Contractor shall submit the tapping bit to the City’s Inspector/Engineer for approval, before starting the tapping work.

E. Service Saddles and Service connections:

1. Service saddles shall have a bearing area of sufficient width along the axis of the pipe, so that the pipe will not be distorted when the saddle is made tight.

2. An internal shell cutter shall be used to drill through the corporation stop to minimize PVC shavings, retain the coupon, and reduce stress. Single fluted shell cutters or twist drills will not be allowed.
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WATER SERVICE CONNECTIONS 33 12 13 - 9

3. Lubricate the cutting and tapping edges of the tool with cutting lubricant.

Make the cuts slowly and use the follower very lightly. Do not f orce cutter through pipe wall. Shell cutter shall have sufficient throat depth to handle the heavy wall PVC pipe.

4. Maximum outlet size permitted with service saddle is 2 inches.

F. Water Meters: The Contractor shall follow the procedures below in conjunction with the City Standard Detail W-5.

1. The new procedure for installing permanent domestic water service is as follows:
a. Contractor to excavate and set meter box per City standard Detail W-

5. b. Contractor is responsible for connecting the house line to the new meter, and flushing service line at resident’s hose bib to remove any dirt and / or sediment prior to sign off.
c. Contractor is responsible for disinfecting new and repaired water mains in accordance with AWWA Ansi/AWWA C651-1.
d. Contractor to pay Contra Costa Water District Facility Reserve Fee to the Contra Costa Water District and provide copy of receipt to the Building Department.
e. Contractor to pay the Building Department for the meter. Contractor to provide the box.
f. Contractor to pay the Engineering Department for the City Water Facility Reserve charge.
g. Once Building Department has confirmation of all fees paid, Building Division will notify the Public Works Department that the meter can be released. Public Works staff will install the water meter.

2. The procedure for obtaining temporary water service for construction is as follows: (Picking up a Hydrant Meter)
a. Obtain a Construction Water Permit – Hydrant Meter Form from the City of Pittsburg Water Payment Center Desk (first floor, Civic Center, 65 Civic Avenue).
b. Submit this completed form and pay fees according to the table below at the Water Payment Center Desk.
c. Take the completed form and payment receipt to the office of Public Works Corporation Yard, 357 E. 12th Street to pick up hydrant meter between the hours of 7:00 a.m. and 3:00 p.m.

3. Contractor’s Responsibilities:
a. All water to be used for construction purposes and drawn from a fire hydrant MUST be metered.
b. Contractor/Applicant is responsible to pay monthly fixed charges and a water usage charge which will be billed once a month, and after the meter is returned to the City of Pittsburg Public Works Department. If 655
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account becomes delinquent, Public Works may r equest hydrant meter to be returned until account has been paid current. c. Contractor/Applicant is responsible for reporting meter reading to the Finance Department during the third week of every month: by faxing the monthly hydrant read request form and pic ture of read and meter number to (925) 252-6927 or by email [email protected]. If a meter reading is not provided by the 20 th of each month, a $34 verification meter reading fee will be charged to reimburse the city for the cost. If no read has been reported by the 25th Public Works will attempt to contact jobsite and other fees may apply.
d. If the meter readings are not verified in the field by city staff at least every three months, the contractor is responsible to bring the hydrant meter to the Public Works Corporation Yard to have it officially read.

The reads will be verified to the monthly reads reported to the Finance Department. Also at this time, the condition of the meter will be checked to determine if repairs are needed.
e. Contractor/Applicant is responsible for any and all damage to the meter and is required to keep the meter and register clean and free of obstructions which may affect the operation of the meter while issued to them.
f. Meters shall not be moved to another job site or taken outside city limits. Meters must be accessible to Public Works at all times. g. Lost, stolen or severely damaged hydrant meters may result in the loss of deposit and/or additional charges to the applicant. At any point Public Works could require the meter to be tested for accuracy. h. Meters shall be kept inside vehicles when not in use. If registe r rolls backwards extra fees may apply.

G. Backflow Preventers: Install backflow preventers as specified in Section 33 12 00 - Water Distribution Equipment.

H. Service Connections:

1. Install water service according to City Standard details. All new water services shall be minimum of 1 inch in size.

2. Services shall be reconnected with an insulating and reducing coupling to the existing customer meters at all locations.

3. Install water meter and backflow preventer in concrete vault located outside of City right of way as specified in Section 33 05 17 - Precast Concrete Valve Vaults and Meter Boxes.

4. Install water service to the water meter and connect to building water service beyond the water meter.

5. Install water meter and backflow preventer.

I. Precast Concrete Vault:
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1. Construct valve vaults of precast concrete.

2. Seal vault joints watertight with preformed plastic joint sealant compound.

3. Apply asphalt waterproofing to exterior walls.

4. Seal annular space between pipe and wall sleeves as indicated on Drawings.

5. Install vault covers and frames and adjust to finished grade elevation.

J. Disinfection of Water Piping System: Flush and disinfect system as specified in Section 33 13 00 - Disinfecting of Water Distribution.

3.4 FIELD QUALITY CONTROL
A. Section 01 77 00 - Closeout Requirements: Requirements for testing, adjusting, and balancing.

B. Pressure test water distribution system according to AWWA C600 and as specified in Section 33 11 13 – Water Distribution Piping.

C. Compaction Testing for Bedding: Comply with ASTM D1557.

D. If tests indicate Work does not meet sp ecified requirements, remove Work, replace, and retest.

E. Frequency of Compaction Tests: Every 25 feet and minimum one test for each water services, whichever is greater.

END OF SECTION 33 12 13
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WATER DISTRIBUTION VALVES 33 12 16 - 1
SECTION 33 12 16 - WATER DISTRIBUTION VALVES
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Gates Valves and Butterfly Valves

2. Valve boxes.

B. Related Requirements:

1. Section 03 30 00 – Utility Cast-in-Place Concrete : Concrete for thrust restraints.

2. Section 33 11 13 - Water Distribution Piping: Piping trenching, backfilling, and compaction requirements.

3. Section 33 12 13 - Water Service Connections: Pipe materials, fittings, and service connection appurtenances and installation requirements.

4. Section 33 12 19 - Water Distribution Fire Hydrants: Execution requirements for fire hydrants.

5. Section 33 13 00 - Disinfecting of Water Distribution : Flu shing and disinfection requirements.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 - Payment Procedures : Contract Sum/Price modification procedures.

B. Valves:

1. Basis of Measurement: By each.

2. Basis of Payment: Includes sawcut, excavation, including all utility trenching work as specified in Section 31 23 16 – Utility Trenching, water valve, valve box, riser, accessories, concrete collar, tests, backfill and surface restoration.

1.3 REFERENCE STANDARDS
A. American Water Works Association:

1. AWWA C500 - Metal-Seated Gate Valves for Water Supply Service.

2. AWWA C509 - Resilient-Seated Gate Valves for Water Supply Service.

3. AWWA C550 - Protecting Interior Coatings for Valves and Hydrants. 658
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WATER DISTRIBUTION VALVES 33 12 16 - 2

4. AWWA C600 - Installation of Ductile-Iron Mains and Their Appurtenances.

B. ASTM International:

1. ASTM B 62 - Specification for Composition Bronze or Ounce Metal Castings.

C. NSF International:

1. NSF 61 - Drinking Water System Components - Health Effects.

2. NSF 372 - Drinking Water System Components - Lead Content.

1.4 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data: Submit manufacturer's latest published literature. Include illustrations, installation and maintenance instructions, and parts lists.

C. Shop Drawings: Submit description of proposed installation.

D. Manufacturer's Certificate: Certify that products meet or exceed the City’s requirements.

E. Submit 10-year warranty for valves.

F. Manufacturer Instructions: Submit detailed instruct ions on installation requirements, including storage and handling procedures.

G. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and inspections.

H. Qualifications Statements:

1. Submit qualifications for manufacturer and installer.

2. Submit manufacturer's approval of installer.

1.5 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Project Record Documents: Record actual locations of valves.

C. Operation and Maintenance Data: Submit information for valves. 659
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1.6 MAINTENANCE MATERIAL SUBMITTALS
A. Section 01 77 00 - Closeout Requirements : Requirements for mainte nance materials.

1.7 QUALITY ASSURANCE
A. Cast manufacturer's name, pressure rating, and year of fabrication into valve body.

B. Contractor shall submit the Hydrostatic and Leakage test report for the valves.

C. Unless otherwise specified, all interior bronze parts of valves shall conform to the requirements of ASTM B 62.

1.8 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this Section with minimum three years' documented experience.

B. Installer: Company specializing in performing Work of this Section with minimum three years' documented experience and approved by manufacturer.

1.9 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Prepare valves and accessori es for shipment according to applicable AWWA standards.

C. Seal valve and ends to prevent entry of foreign matter.

D. Inspection: Accept materials on Site in manufacturer's original packaging and inspect for damage. Care shall be taken in loading, transporting and unloading to prevent injury to the valves, appurtenances, or coatings. Equipment shall not be dropped. All valves and appurtenances shall be examined before installation and no piece shall be installed which is found to be defective. Any damage to the coatings shall be repaired as acceptable to the Project Manager.

E. Insofar as is practical, the equipment specified herein, shall be factory assembled. The parts and assemblies that are shipped unassembled, shall be packaged and tagged in a manner that will protect the equipment from damage and facilitate the final assembly in the field.

F. Storage:
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1. Store materials in areas protected from weather, moisture, or other potential damage.

2. Do not store materials directly on ground.

G. Handle products carefully to prevent damage to interior or exterior surfaces.

H. Weight handling instruction shall be included with each shipment.

I. Special tools and the manufacturer's standard spare parts, if required for normal operation and maintenance, shall be supplied with the equipment.

PART 2 - PRODUCTS

2.1 VALVES
A. The CONTRACTOR shall furnish all valves, valve -operating units, stem extensions and other accessories. All valves shall be new and of current manufacturer.

B. Valve size shall be the same diameter as the largest adjacent pipe size.

C. Where buried, all valves shall be provided with valve boxes and covers.

D. All elastomers used in valves shall be made of EPDM synthetic polymers that are specifically developed for their chemical resistance. EPDM elastomers are to be used in both the gate valves and butterfly valves.

E. Except where otherwise specified, ferrous surf aces, exclusive of stainless steel surfaces, in the water passages of all valves, as well as the exterior surfaces of all valves shall be coated in accordance with AWWA.

F. All unburied manual operators shall have handwheels.

G. All valve operation shall be left-hand (counterclockwise) opening.

H. All buried valves shall have operating nuts, valve boxes and other features.

I. All nuts and bolts on valve flanges and supports shall be in accordance with Section 33 11 13 – Water Distribution Piping.

J. 5lb minimum anode required on all copper service lines 2” and less unless geotechnical report stipulates it is not necessary. Additional weight may be required between copper water lateral and water main if main is metallic. 661
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2.2 RESILIENT WEDGE GATE VALVES
A. Manufacturers:

1. Mueller Co. (A-2360 & A-2361)

2. Or approved equal.

B. Description:

1. Comply with AWWA C509 /WWA C515 , Underwriters Laboratory Inc., Certified to NSF 61 and approved by Factory Mutual Corporation.

2. Materials: Body is Ductile iron

3. Seats: Resilient seated with fully encapsulated disk and inside screw type.

All elastomers used in valves shall be made of EPDM sy nthetic polymers that are specifically developed for their chemical resistance.

4. Stem:
a. Type: Non-rising stem with O-ring stuffing boxes.
b. Material: Bronze.

5. Operation:
a. 2-inch Square operating nut.
b. Open counterclockwise unless otherwise indicated.

6. End Connections: Flanged or Mechanical joint.

7. Coatings:
a. Comply with AWWA C550.
b. Interior and exterior.
c. Bolt holes and body-to-bonnet flanges surfaces are fully epoxy coated.

8. Maximum Working Pressure Rating: 250 psig for 10” pipe diameter and smaller.

2.3 BUTTERFLY VALVES
A. Manufacturers:

1. Mueller Co. (Mueller Lineseal XPII Class 250B)

2. Or approved equal.

B. Description:

1. Comply with AWWA C50 4, Underwriters Laboratory Inc ., Certified to NSF 61 and approved by Factory Mutual Corporation.

2. All butterfly valves shall be of the rubber-seated, tight closing type.

3. Materials: All valve bodies and vanes shall be of high strength ductile iron to ASTM A536, Grade 65-45-12.

4. Shafts: Valve shafts shall be ASTM A564 Type 630 stainless steel. Each valve shaft shall be of a one-piece design for valves 10” and smaller and a two-piece design for valves 1 2” and larger. Valve shafts shall have a minimum diameter extending through the valve bearings and into the valve disc as specified in AWWA C504. All valve shafts must meet or exceed the minimum connection torque requirement set forth in AWWA C504. 662
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5. Rubber valve seats shall be a full-circle 360 degree, seat not penetrated by the valve shaft. Valve seat shall be EPDM.

6. Stem:
a. Type: Non-rising stem with O-ring stuffing boxes.
b. Material: Bronze.

7. Operation:
a. 2-inch Square operating nut. Unless otherwise shown, all unburied manually-operated butterfly valves shall be equipped with a hand wheel and position indicator. All operators shall be side mounted. b. Open counterclockwise unless otherwise indicated.

8. End Connections: Flanged or Mechanical joint.

9. Coatings:
a. Comply with AWWA C550.
b. Interior and exterior.
c. Bolt holes and body-to-bonnet flanges surfaces are fully epoxy coated.

10. Maximum Working Pressure Rating: 250 psig for 12 -inch Diameter and larger.

2.4 VALVE BOXES
A. Manufacturers:

1. Oldcastle Precast
a. Christy G5T Box and G05CT Lid for all diameter valves

2. Or approved equal.

B. Description:

1. Valves:
a. Style: Flush
b. Material: Cast iron.
c. Type: Two-piece, screw.
d. Lid: Cast Iron Bolt down and Surface Skid Resistant
e. Grade Ring Material: Cast Iron
f. Body Material: Reinforced concrete with frame and Type 304 Stainless steel bolts – 10-3/8” diameter and 12” high
g. Extension: 12” Reinforced Concrete
h. Performance: H20 rated.
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2.5 ACCESSORIES
A. Concrete for Thrust Restraints: Concrete type as specified in Section 03 30 00 – Utility Cast-in-Place Concrete.

B. Valve Box Aligner: High-strength plastic device designed to automatically center valve box base and to prevent it from shifting off center during backfilling.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Determine exact location and size of valves from Drawings.

B. Verify that invert elevations of existing work prior to excavation and installation of valves are as indicated on Drawings.

3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for installation preparation.

B. Conduct operations to not interfere with, interrupt, damage, destroy, or endanger integrity of surface or subsurface structures, utilities, and landscape in immediate or adjacent areas.

C. Identify required lines, levels, contours, and datum locations.

D. Locate, identify, and protect from damage utilities to remain.

E. Do not interrupt existing utilities without per mission and without making arrangements to provide temporary utility services.

1. Notify Project Manager not less than two (2) working days in advance of proposed utility interruption.

2. Do not proceed without written permission from Project Manager.

3.3 INSTALLATION
A. Perform trench excavation, backfilling, and compaction as specified in Section 33 11 13 - Water Distribution Piping.

B. Install valves in conjunction with pipe laying. All valves shall be handled in a manner to prevent any injury or damage to any part of the valve. All joints shall be thoroughly cleaned and prepared prior to installation 664
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WATER DISTRIBUTION VALVES 33 12 16 - 8
C. Set valves plumb. Support valves firmly to avoid undue stresses on the pipe during installation.

D. Provide buried valves with valve boxes installed flush with finished grade.

E. All exposed valves shall be installed to provide easy access for operation, removal and maintenance and to avoid conflicts between valve operators, structural members, or piping
F. All gate and butterfly valves, operating nuts, valve boxes and accessories shall be installed in accordance with AWWA Standards and the manufacturer's printed recommendations.

G. All buried butterfly valves shall be oriented so that the operating nuts are on the side of the water main closest to the curb.

H. Where flanged butterfly valves are connected to a "Tee" or "Cross" fitting, a minimum 12-inch long ductile iron pipe flange spool shall be installed between the fitting and the valve. An adapto r (FLGxMJ) is required between the valve and the pipe when PVC C-900 DR14 and PVC C905 DR14 pipe are used.

I. Where flanged butterfly valves are installed with PVC C -900 DR1 4 and PVC C905 DR14 pipe, an adaptor (FLGxMJ) is required on both sides of the valve.

J. All exposed butterfly valves shall be installed with a coupling that can be used in removing the complete valve assembly without dismantling the valve or operator.

K. Disinfection of Water Piping System:

1. Flush and disinfect system as specified in Section 33 13 00 - Disinfecting of Water Distribution.

3.4 FIELD QUALITY CONTROL
A. Pressure test system according to AWWA C600 and following:

1. Perform pressure testing on water distribution system according to Section 33 11 13 - Water Distribution Piping.

END OF SECTION 33 12 16
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WATER DISTRIBUTION FIRE HYDRANTS 33 12 19 - 1
SECTION 33 12 19 - WATER DISTRIBUTION FIRE HYDRANTS
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Fire hydrants.

B. Related Requirements:

1. Section 03 30 00 – Utility Cast-in-Place Concrete : Con crete for thrust restraints.

2. Section 31 05 16 – Clearing & Grubbing, Excavation and Earthwork :

Excavation for hydrant.

3. Section 31 23 16 – Utility Trenching: Trenching, backfilling, and compaction requirements.

4. Section 33 13 00 - Disinfecting of Water Distribution : Flushing and disinfection requirements.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 - Payment Procedures : Contract Sum/Price modification procedures.

B. Fire Hydrants:

1. Basis of Measurement: By each.

2. Basis of Payment: Includes sawcut, excavation, all utility trenching work as specified in Section 31 23 16 – Utility Trenching, install fire hydrant, bury, fire hydrant lateral, accessories, testing, and backfilling.

1.3 REFERENCE STANDARDS
A. American Water Works Association:

1. AWWA C503 - Wet-Barrel Fire Hydrants.

2. AWWA C550 - Protective Interior Coatings for Valves and Hydrants.

3. AWWA C600 - Installation of Ductile-Iron Mains and Their Appurtenances.

B. National Fire Protection Association:
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1. NFPA 291 - Recommended Practice for Fire Flow Testing and Marking of Hydrants.

1.4 COORDINATION
A. Contractor shall coordinate with City’s Public Works Department for any temporary shutdowns for existing fire hydrants.

1.5 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data: Submit manufacturer's latest published literature, including illustrations, installation and maintenance instructions, and parts lists.

C. Shop Drawings: Submit description of proposed installation.

D. Manufacturer's Certificate: Certify that products meet or exceed the AWWA Standards and project requirements.

E. Testing: Fire Hydrants shall be subjected to a hydrostatic pressure of 400 psi with the whole interior of the hydrant under pressure.

F. Manufacturer Instructions: Submit detailed instructions on installation requirements, including storage and handling procedures.

G. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and inspections.

H. Qualifications Statements:

1. Submit qualifications for manufacturer and installer.

2. Submit manufacturer's approval of installer.

1.6 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Project Record Documents: Record actual locations of fire hydrants and service valves.

C. Operation and Maintenance Data: Submit data for hydrants. 667
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1.7 QUALITY ASSURANCE
A. Perform Work according to AWWA standards and City Fire Department requirements.

B. Submit test results indicating that fire hydrants are tested to 400 psig.

C. Submit 10-year warranty for the Fire Hydrants.

1.8 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this Section with minimum three years' documented experience.

B. Installer: Company specializing in performing Work of this Section with minimum three years' documented experience and approved by manufacturer.

1.9 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Prepare hydrants and acc essories for shipment according to AWWA standards and seal hydrant and ends to prevent entry of foreign matter.

C. Inspection: Accept materials on Site in manufacturer's original packaging and inspect for damage.

D. Storage:

1. Store materials in areas protected fr om weather, moisture, or potential damage.

2. Do not store materials directly on ground.

E. Handle materials in a way that prevents damage to interior and exterior surfaces.

PART 2 - PRODUCTS

2.1 FIRE HYDRANTS
A. Manufacturers:

1. Clow Valve Company (950-residential or 960-commercial & industrial)

B. Wet-Barrel Type Fire Hydrants:
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1. Comply with AWWA standards, tested and approved by Underwriters Laboratories (UL) or equivalent.

2. Body: Ductile Iron ASTM A536 Grade 65-45-12

3. Valve Openings: Individual for pumper and hose nozzles.

4. End Connections: Mechanical joint

5. Bolts and Nuts: Type 304 Stainless steel ASTM A193 (Grade B8-Class 2) and ASTM A194 (Grade 8).

6. Interior Coating: Comply with AWWA C550 and NSF 61.

7. Direction of Opening: Counterclockwise unless otherwise indicated.

8. Hydrant inlet shall be six (6) inches in diameter.

9. Minimum Working Pressure: 200 psig.

10. Hydrants shall be set using breakoff risers, flanged bury and suitable thrust blocks. Riser, bury and ferrous parts of hydrant shall be epoxy coated.

11. A six (6) inch gate valve shall be installed between the main and bury.

12. Where placed in unpaved areas, all hydrants shall have a 2’ square slab of concrete 4-inch in thickness constructed to the same standards required for sidewalks in these Specifications. The top flange of the hydrant shall be 3- inches above finished grade

13. The hydrant valve shall be located next to the Tee on the hydrant lateral pipe.

C. Hose Connections:

1. One pumper-4-1/2”, one hose nozzle – 2-1/2” threaded outlets for residential areas.

2. One pumper-4-1/2”, two hose nozzles – 2-1/2” threaded outlets for commercial and industrial areas.

3. Obtain thread type and size from local fire department. Hose connection threads shall be American National Fire Hose Threads.

4. Attach nozzle caps by separate zinc coated steel chains having links made from stock not less than one -eight inch (1/8”) in diameter . Caps shall be Cast Iron ASTM A126 Class B.

D. Blue Markers: Fire Hydrant blue reflective markers shall be provided. The reflective marker shall be located per CA MUTCD (latest edition) figure 3B-102.

E. Bollards: Bollards shall be provided where the fire hydrant is subject to vehicular damage as determined and shall conform to the California Fire Code. Bollards shall be set in concrete, set vertically and plu mbed. Each bollard shall be professionally cleaned and painted with one coat of primer and one finish coat of yellow exterior grade latex paint.

F. Finishes: Fire hydrant and exposed breakoff spool shall be painted with DuPont 30-10 white enamel primer, followed with a finish coat of n o. 612-00 white fuller O’Brien heavy duty, high gloss paint.
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2.2 ACCESSORIES
A. Concrete for Thrust Restraints: Concrete type as specified in Section 03 30 00 – Utility Cast-in-Place Concrete.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Verify exact location and size of hydrants from Drawings.

B. Obtain clarification and directions from Project Manager prior to execution of Work.

C. Verify that invert elevations of existing work are as indicated on Drawings prior to excavation and installation of fire hydrants.

3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for installation preparation.

B. Conduct operations not to interfere with, interrupt, damage, destroy, or endanger integrity of surface or subsurface structures, utilities, and landscape in immediate or adjacent areas.

C. Identify required lines, levels, contours, and datum locations.

D. Locate, identify, and protect from damage utilities to remain.

E. Do not interrupt existing utilities without permission and without making arrangements to provide temporary utility services.

1. Notify Project Manager not less than two (2) workings days in advance of proposed utility interruption.

2. Do not proceed without written permission from Project Manager.

3.3 INSTALLATION
A. Perform trench excavation, backfilling, and compaction as specified in Section 31 23 16 – Utility Trenching.

B. Provide support blocking and drainage gravel while installing fire hydrants; do not block drain hole.

C. Set fire hydrants plumb with pumper nozzle facing roadway. 670
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D. Set fire hydrants with centerline of pumper nozzle 18 inch es above finished grade, and with safety flange not more than 6 inches nor less than 2 inches above grade.

E. Paint hydrants according to color scheme of local authorities having jurisdiction.

F. After hydrostatic testing, flush hydrants and check for proper drainage.

G. Disinfection of Water Piping System: Flush and disinfect system as specified in Section 33 13 00 - Disinfecting of Water Distribution.

H. Remove and dispose of unsuitable materials and debris.

3.4 FIELD QUALITY CONTROL
A. Section 01 77 00 - Closeout Requirements: Requirements for testing, adjusting, and balancing.

B. Pressure test water distribution system according to AWWA C600.

END OF SECTION 33 12 19
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SECTION 33 13 00 - DISINFECTING OF WATER DISTRIBUTION
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Disinfection of potable water distribution and transmission systems.

2. Testing and reporting of results.

B. Related Requirements:

1. Section 33 11 13 - Water Distribution Piping : Product and execution requirements for installation and testing of site domestic water distribution piping.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 - Payment Procedures : Contract Sum/Price modification procedures.

B. Disinfection:

1. Basis of Measurement: Not a measured item.

2. Basis of Payment: Incidental to the price paid for linear foot of pipe and includes preparing, disinfecting, testing, and reporting.

1.3 REFERENCE STANDARDS
A. American Water Works Association:

1. AWWA B300 - Hypochlorites.

2. AWWA C651 - Disinfecting Water Mains (Please see section 1.6 QUALITY ASSURANCE A.1)
B. California Codes:

1. Titles 17 and 22 California Code of Regulations - Chapter 16 – California Waterworks Standards – Article 5. Disinfection Requirements - §64580 – Disinfection of New or Repaired Mains.

2. Titles 17 a nd 22 California Code of Regulations - Chapter 16 – California Waterworks Standards – Article 5. Disinfection Requirements - §64590 – Direct Additives.

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1.4 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. A testing schedule, include proposed plans for water conveyance, fill location, bleed location(s), control, disposal, and disinfection shall be submitted to the Project Manager for review a minimum of 72 hours before testing is to start.

C. Submit plan for disinfection of pipelines, appurtenances, and any portion of the existing connecting system that might become contaminated during construction activities. The plan must outline how disinfection will be applied and implemented, the method used shall be the continuous feed method using sodium hypochlorite of no less than 12.0% strength, preventative and corrective measures to prevent contamination during construction, method of capping pipes, flushing plan, and bacteriological sampling plan. The plan must be in strict accordance with AWWA Standard C651-05. Other disinfection methods may be approved at the City’s discretion.

D. Product Data: Submit procedures, proposed chemicals, and treatment levels.

E. Manufacturer's Certificate: Certify that products meet o r exceed project requirements.

F. Certify that cleanliness of water distribution system meets or exceeds the project requirements.

G. Certify that water conforms or fails to conform to bacterial standards of the jurisdiction.

H. Certify that water conforms to quality standards of the jurisdiction.

I. Test and Evaluation Reports: Indicate testing results comparative to specified requirements.

J. Field Quality -Control Submittals: Indicate results of Contractor -furnished tests and inspections.

K. Qualifications Statements:

1. Submit qualifications for water treatment firm and testing firm.

1.5 CLOSEOUT SUBMITTALS
A. Section 01 77 00 - Closeout Requirements: Requirements for submittals.

B. Disinfection Report:
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1. Type and form of disinfectant used.

2. Date and time of disinfectant injection start and time of completion.

3. Test locations.

4. Name of person collecting samples.

5. Initial and 24 -hour disinfectant residuals in treated water in ppm for each outlet tested.

6. Date and time of flushing start and completion.

7. Disinfectant residual after flushing in ppm for each outlet tested.

C. Bacteriological Report:

1. Date issued, pr oject name, and testing laboratory name, address, and telephone number.

2. Time and date of water sample collection.

3. Name of person collecting samples.

4. Test locations.

5. Initial and 24-hour disinfectant residuals in ppm for each outlet tested.

6. Coliform bacteria test results for each outlet tested.

7. Submit bacteriologist's signature and authority associated with testing.

1.6 QUALITY ASSURANCE
A. Perform Work according to AWWA C651 with exception of the following:

1. The rest period for taking 1st and 2nd samples shall be 24 hours apart. (16- hour rest period is not an option!)

1.7 QUALIFICATIONS
A. Water Treatment Firm: Company specializing in disinfecting potable water systems specified in this Section with minimum three (3) years' documented experience.

PART 2 - PRODUCTS

2.1 DISINFECTION CHEMICALS
A. Chemicals:

1. Hypochlorite: Comply with AWWA B300.

2. Chlorine for disinfection shall be in the form of sodium hypochlorite solution, or calcium hypochlorite granules or tablets.

3. The Contractor shall only use NSF approved chemicals in accordance with California Code of Regulations Title 22, Article 7. Section §64590. 674
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4. The concentration dosage of chlorine for disinfecting water mains shall be as defined in AWWA Standard C651-05.

2.2 TEST EQUIPMENT
A. All test equipment, temporary valves or assemblies, strainers, calibrated pressure gages, pumps, bulkheads, or other water control equip ment and materials shall be furnished by the Contractor subject to the Project Manage r’s review. No materials shall be used which would be injurious to the piping system or its proposed function.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Section 01 70 00 - Execution: Requirements for installation examination.

B. Verify that piping system has been cleaned, inspected, and pressure tested.

C. Perform scheduling and disinfecting activity with startup, water pressure testing, adjusting and bal ancing, and demonstration procedures, including coordination with related systems.

3.2 INSTALLATION
A. Provide and attach required equipment to perform Work of this Section.

B. After completion of the hydrostatic test as specified in Section 33 11 13 - Water Distribution Piping, the mains sha ll be thoroughly flushed with a m inimum pipe velocity of 2.5 fps until the receiving water is free of visible dirt and impurities.

C. Filling the system: Fill entire test system with the chlorine solution at a rate not to exceed 1 foot per second. Open all taps and valves and leave open until a strong odor of chlorine is noticeable in the water coming from the outlets, after which close the taps and valves. The chlorine residual must be verified by field sampling and be above 100 PPM at all points of the disinfected pipeline and at designated services.

D. Testing Period: Allow chlorinated water to remain in the system a minimum of 24- hours, and then thoroughly flush the system. During retention period, operate all valves, stops, and other appurtenances to a ssist the disinfection process. After 24 hours, the minimum chlorine residual shall be verified by field sampling and not be less than 10 PPM at all points of the disinfected pipeline and at designated services.
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E. Post Disinfection Flushing: Flush, circulate, and clean until required cleanliness is achieved using municipal domestic water. Clean all pipelines by flushing with water or other means to remove all dirt, stones, pieces of wood, or other material which may have entered the pipes during the construction period. Debris cleaned from the lines shall be removed from the low end of the pipeline. If after this cleaning, obstructions remain, they shall be removed. Flush the potable water system to remove all super chlorinated water. Continue flushing until the receiving water is field verified and the chlorine residual is no higher than 3 PPM and is consistent with the City source water.

F. Bacteriological Examination: After the system has been thoroughly flushed, the City requires that the new main and servic es test negative for total coliform and Escherichia coli. Two consecutive sets of samples and one sample from each dead end taken at least 24 -hours apart every 600 feet shall be collected by the Contractor at locations approved by the City. At any time tha t a sample test positive, the disinfection process will restart from the beginning. The Contractor shall sample and perform bacteriological testing for the first two consecutive rounds of sampling, if the samples are all negative for total coliform and Escherichia coli. Contractor shall in writing notify the City 24-hours in advance of any sampling plan changes or results.

G. Samples shall be taken no sooner than 24 hours after final flushing. Jumpers and/or plates shall be pulled within 14 days of the notification of a successful test, or new bacteria samples will have to be taken. Follow -up bacteriological testing shall take place after tie-ins have been made, and shall meet the same passing requirements as the initial tests.

H. Should the initial disinfectant fail to produce satisfactory bacteriological test results, the disinfection procedure shall be repeated until acceptable results are obtained at the Contractor’s cost if the first time fails (The first round of taking samples are free of charge). All lab costs for the bacteriological testing including staff hours (City of Pittsburg Master Fee Schedule) shall be borne by the Contractor. All costs for water used for flushing, and re-filling of the pipelines shall also be borne by the Contractor. The Contractor shall notify the City in writing a minimum of 7-days prior to commencing the disinfection of any pipe segment.

I. Testing Documentation: In order to pass the disinfection process, the Contractor shall submit a written report verifying the initial chlorine dose of above 100 PPM, the chlorine residual after the 24 -hour test period of above 10 PPM, and the chlorine residual for post disinfection flushing. The Contractor will be responsible for the bacteriological r esults for the two sets of consecutive samples. The Contractor shall be responsible for providing all required reports conducted in order to pass the disinfection process.

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J. Failure in following any portion of this section and American Water Works Standards C651 -05, is in direct violation of the State of California Code of Regulations Article 5. Disinfection Requirements §64580. Disinfection of New or Repaired Mains.

K. Disposal of Chlorinated Water: Dispose of chlorinated water in accordance with local agency, Delta Diablo Sanitation District (DDSD) , state and federal regulations so that no water having chlorine residual reaches a surface stream.

Contractor shall receive a permit from all above agencies including the City prior to any flushing operation.

L. Final Flushing: After completion of successful disinfection process and connection to existing system, flush entire system to achieve velocities on the order of 3 feet per second. Continue flushing until water is free of dirt and impurities.

M. After the pipelines are cleaned and if the groundwater level is above the pipe or following a heavy rain, the Project Manager will examine the pipes for leaks. If any further defective pipes or joints are discovered, the Contractor shall repair them. Finished paving shall not be installed prior to completion of all cleaning and testing.

N. Replace permanent system devices that were removed for disinfection.

O. After the samples have passed the bacteriological testing, the Contractor will be notified and arrangements can be made to make tie-ins and connections to house services

3.3 FIELD QUALITY CONTROL
A. Section 01 77 00 - Closeout Requirements: Requirements for testing, adjusting, and balancing.

B. Disinfection, Flushing, and Sampling:

1. Disinfect pipeline installation according to AWWA C651.

2. Use of liquid chlorine is not permitted.

3. Taps for chlorination and sampling shall be installed by the Contractor.

4. Upon completion of retention period required for disinfection, flush pipeline until chlorine concentration in water leaving pipeline is no higher than that generally prevailing in existing system or is acceptable for domestic use.

5. Disposal:
a. Legally dispose of chlorinated water.
b. When chlorinated discharge may cause damage to environment, apply neutralizing chemical to chlorinated water to neutralize chlorine residual remaining in water.
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c. No discharge of chlorinated water to any storm sewer or natural water course will be allowed.
d. All costs for water disposal shall be borne by the Contractor.

6. After final flushing and before pipeline is connected to existing system or placed in service, employ an approved independent testing laboratory to sample, test, and certify that water quality meets quality standards of the jurisdiction.

7. Disinfection of tie-ins shall be performed by the Contractor by swabbing with chlorine or by other approved methods in the presence of Project Manager.

Following a tie-in, the area affected by the tie-in shall be thoroughly flushed and bacteriological samples will be taken by the City as deemed necessary.

END OF SECTION 33 13 00
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SANITARY SEWER PIPING 33 31 13 - 1
SECTION 33 31 13 - SANITARY SEWER PIPING
PART 1 - GENERAL

1.1 SUMMARY
A. The CONTRACTOR shall provide all materials, equipment, and labor necessary to furnish and install sanitary sewerage pipe , joints and fittings, pipe markers, connection to existing sewer manholes, wye branches and tees, sanitary sewer laterals.

B. Jointing of pipe dissimilar in size and/or material shall be accomplished either by use of special adapters or couplings as specified on the plans or approved by the Project Manager for such use.

C. All field cut pipe shall be accomplished with equipment recommended by the pipe manufacturer. No hammer or chisel cuts will be permitted.

D. Related Requirements:

1. Section 01 29 00 - Payment Procedures

2. Section 01 77 00 - Closeout Requirements

3. Section 03 30 00 – Utility Cast-In-Place Concrete

4. Section 03 60 00 - Grouting

5. Section 31 23 16 - Utility Trenching

6. Section 33 05 13 - Manholes and Structures

7. Section 33 05 26 - Utility Identification

8. Section 33 11 13 - Water Distribution Piping.

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 - Payment Procedures : Contract Sum/Price modification procedures.

B. Pipe and Fittings:

1. Measurement: Sanitary Sewer pipes are measured b y linear foot of pipe installed measured along the top centerline of the pipe from inside of a structure to structure. Sanitary Sewer cleanouts and rodding inlets shall be measured on a per unit basis.

2. Payment:
a. The contract price paid per linear foot for Sanitary Sewer pipe shall include full compensation for furnishing all labor, materials, tools, equipment, a nd incidentals, and for doing all the work involved in furnishing and installing Sanitary Sewer Pipes , complete in place 679
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including all utility trenching work as specified in Section 31 23 16 – Utility Trenching, pipe installation with warning tape, pipe connection, connection to manholes, fittings, aggregate base for subgrade, compaction, restoration of T -trench, testing, CCTV inspections and disposing of materials outside the Right -of-Way and connection to existing or new sewer mains and manholes.
b. The contract unit price paid per Sanitary Sewer Lateral shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing Sanitary Sewer lateral pipe, com plete in place including all utility trenching work as specified in Section 31 23 16 – Utility Trenching, pipe installation with warning tape, pipe connection, connection to manholes, fittings, aggregate base for subgrade, compaction, restoration of T -trench, testing, CCTV inspections and disposing of materials outside t he Right -of-Way and connection to existing or new sewer mains and manholes.
c. The contract unit price paid for Sanitary Sewer Cleanout shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all t he work involved in furnishing and installing Two-way Sanitary Sewer Cleanouts, complete in place including all utility trenching work as specified in Section 31 23 16 – Utility Trenching , riser pipe installation, pipe connection, fittings, aggregate base for subgrade, compaction, restoration of trench, testing, CCTV ins pections and disposing of materials outside the Right-of-Way and connection to existing or new sewer mains.

1.3 REFERENCE STANDARDS
A. American Association of State Highway and Transportation Officials:

1. AASHTO T 180 - Standard Method of Test for Moisture -Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.

B. ASTM International:

1. ASTM C923 - Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals.

2. ASTM C923M - Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals.

3. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft -lbf/ft3 (600 kN - m/m3).

4. ASTM D155 7 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft -lbf/ft3 (2,700 kN - m/m3).

5. ASTM D3034 - Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings.
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6. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.

7. ASTM D 638 Test Method for Tensile Properties of Plastics

8. ASTM D 696 Test Method for Coefficient of Linear Thermal Expansion of Plastics

9. ASTM D 746 Test Method for Brittleness Temperat ure of Plastics and Elastomers by Impact

10. ASTM D 1238 Test Method for Flow Rates of Thermoplastics by Extrusion Plastometer

11. ASTM D 1248 Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable

12. ASTM D 1505 Test Method for Density of Plastics by the Density- Gradient Technique

13. ASTM D 1525 Test Method for Vicat Softening Temperature of Plastics

14. ASTM D 1693 Test Method for Environmental Stress-Cracking of Ethylene Plastics

15. ASTM D 2240 Test Method for Rubber Property – Durometer Hardness

16. ASTM D 2837 Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials or Pressure Design Basis for Thermoplastic Pipe Products

17. ASTM D 3350 Specification for Polyethylene Plastics Pipe and Fittings Materials

18. ASTM F 585 Pra ctice for Insertion of Flexible Polyethylene Pipe into Existing Sewers

19. ASTM F 714 Specification for P olyethylene (PE) Plastic Pipe ( DR-PR) Based on Outside Diameter

20. PLASTICS PIPE Renewing Sewers with Polyolefin Pipe Industry (PPI) C. American Water Works Association:

1. AWWA C906 -07 - Polyethylene (PE) Pressure Pipe and Fittings, 4 In.

Through 63 In. for Water Distribution and Transmission

1.4 COORDINATION
A. Notify affected property owners at least 72 hours prior to construction. All notifications shall be in English and Spanish and shall require prior approval from City. A detail letter regarding the construction work shall be prepared and mailed to any affected property owners a week ahead of starting the construction by the Contractor. No parking sign barricades shall be installed 72 hours prior to the work by the Contractor.

1.5 PREINSTALLATION MEETINGS
A. Attendance Roster: Include affected utility companies and appropriate City officials.
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1.6 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

C. Product Data: Submit manufacturer catalog cuts, other information indicating proposed materials, accessories, details, and construction information. Test and Evaluation Reports: Submit reports indicating field tests made and results obtained.

D. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.

E. Manufacturer Instructions:

1. Indicate special procedures required to install specified products.

2. Submit detailed description of procedures for connecting new sewer o r existing sewer line and directional drilling installation.

1.7 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Project Record Documents: Record invert elevations and actual locations of pipe runs, connections, manholes and cleanouts.

C. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.

D. Field Quality-Control Submittals: Indicate results of Contractor -furnished tests and inspections.

E. As-built drawings shall be provided as part of the closeout submittals.

1.8 QUALITY ASSURANCE
A. Testing at Manufacturer’s Plant: All pipe shall be subject to a hydrostat ic pressure test and a 3-edge bearing test at the manufacturer’s plant. The Project Manager may select at random and test as specified one length of pipe for each 1000 feet or fraction thereof to be installed for the test as specified in ASTM C 301. The cost of pipe and the test 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. Should any of the test specimens fail to meet the test requirements , the manufacturer will be allowed to retest 2 additional 682
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specimens for each specimen that failed, and the pipe shall be acceptable only when all the retest specimens meet the strength requirements.

B. Inspection of Materials: All pipe and fittings shall be true, circular, and concentric with the barrel of the pipe, cut off on a plane at right angles to the longitudinal axis of the pipe. At no point shall the thickness of the shell of the extreme outer end of the 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. All pipe shall be subject to inspection at the place of manufacture. The Contractor shall notify t he Project Manager, in writing, of the manufacturing starting date not less than 14 days prior to the start of any phase of the pipe manufacture.

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

D. The following imperfections in the barrel or socket of a pipe or fitting will be considered injurious and cause for rejection:

1. A single crack in the barrel of the pipe or fitting regardless of the length and depth of such crack.

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 3 percent (3%) of its nominal diameter.

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

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

1.9 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this Section that are included in the contract shall have minimum three years of documented experience.

1.10 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Inspection: Accept ma terials on Site in manufacturer' s original packaging an d inspect for damage.

C. Storage: Store materials according to manufacturer instructions.

D. Protection:
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1. Protect materials from moisture and dust by storing in clean, dry location remote from construction operations areas.

2. Block individual and stockpiled pipe lengths to prevent moving.

3. Provide any additional protection according to manufacturer instructions.

1.11 EXISTING CONDITIONS
A. Field Measurements:

1. Verify field measurements prior to fabrication.

2. Indicate field measurements on Shop Drawings.

PART 2 - PRODUCTS

2.1 SANITARY SEWERAGE PIPE AND FITTINGS
A. Plastic Pipe:

1. Material: Polyvinyl chloride (PVC).

2. Comply with ASTM D3034, SDR-26

3. Inside Nominal Diameter: 4 inches through 15 inches.

4. End Connections: Bell and spigot style, with rubber-ring-sealed gasket joint.

5. Fittings: PVC.
i. 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.
ii. The strength class of fittings shall be no less than the strength class of any adjoining pipe, unless the adjoining pipe is an existing pipe. iii. PVC fittings shall, at a minimum, conform to the requirements of ASTM D3034 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 F477. iv. 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.

6. Joints: Joints shall be Elastomeric gaskets complying with ASTM F477.

B. High Density Polyethylene (HDPE) Pipe
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1. 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.

2. Pipe and fittings shall be high density, high molecular weight polyethylene with a cell classification of PE445574E, 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.

3. All HDPE pipes to be used shall not be black or any dark color on the interior; or orange, red, magenta, or blue color on the exterior of the pipe.

4. 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 manufactu rers 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.

5. Dimensions of pipe and fittings shall be in a ccordance 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).

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

PROPERTY TEST
METHOD
VALUE
Density ASTM D 1505 0.950 gms/cm3
(gray)
Melt Index ASTM D 1238 0.08 gms/10 min.

Hydrostatic Design Basis 73°F
(23°C)
ASTM D2837 1,600 psi
Hydrostatic Design Basis 140°F
(60°C)
ASTM D2837 1,000 psi
Color: UV Stabilizer ASTM D3350
[E]
Gray, UV
Stabilized
Flexural Modulus ASTM D 7900 > 120,000 psi
Tensile Strength, Yield ASTM D638,
Type IV
> 3,500 psi
Elongation at Break, 2 in./min.,
Type IV Bar
ASTM D638 > 800 percent

Environmental Stress -Cracking
Resistanceª
ASTM D1693 > 5,000 hr
> 800 hr
Elastic Modulus ASTM D638 > 175,000 psi
Hardness ASTM D 2240 62 Shore D
PENT ASTM F1473 > 500 hrs
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SANITARY SEWER PIPING 33 31 13 - 8
Vicat Softening Temperature ASTM D1525 256°F
Brittleness Temperature ASTM D 746 < -103°F
Thermal Expansion ASTM D 696 1.0x10-4 in./in./°F

6. Joints: 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 Project Manager’s discretion to ensure the quality of the joints.

7. 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 machine-generated and delivered to City at the end of each work shift.

The recording unit shall be a DataLogger, as manufactured by McElroy Manufacturing, Inc., or approved equal

8. Fusion equipment shall be operated by technicians who have been certified by the pipe manufacturer . A copy of the technician’s certification shall be provided to City seven (7) working days prior to the start of the work.

Furthermore, all technicians performing butt -fusion welding on this project shall have a minimum of t hree (3) years’ experience operating the same equipment used hereon.

9. Butt-fusion welding equipment shall be as follows, or approved equal:
a. McElroy No. 412 Hydraulic Fusion Machine, McElroy Manufacturing, Tulsa, Oklahoma.
b. Proweld Field 12 (315)-R, Asahi/America, Malden, Massachusetts.

10. Fittings: 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 materi al. If the fitting is in - line 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 wye), 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.

11. Terminations to pipe or fittings made of other pipe materials shall be made by using flanges. Flanges shall consist of flange adapters butt -fusion welded to the HDPE pipe end, ductile iron b ack-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.
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12. Forced main shall be HDPE SDR 11 pipe and joined by electro -fusion couplings.

2.2 FLEXIBLE COUPLINGS
A. Description: Flexible couplings used for repairs, alterations and connections of dissimilar materials shall be rubber, full -circle, clamp-on type conforming with ASTM C 425, resilient chemical -resistant elastomeric polyvinyl chloride (PVC) coupling and provided with four (4) stainless steel band screw-clamps to secure the coupling tightly to entering and exiting pipes. All screw-clamp hardware shall be Type 304 or Type 316 stainless steel. Rubber material shall be suitable f or use on sewage systems. All flexible couplin gs shall be approved by the City Engineer prior to its installation.

B. Manufacturers: Fernco®, Mission®, Husky® or approved equal C. Furnish materials according to ASTM C 425.

2.3 TWO WAY SEWER CLEANOUTS
A. Cleanouts shall be provided in the side sewer system at the following locations:

1. At the property line

2. At any single bend greater than forty-five degrees (45°).

3. At intervals along the side sewer system where the cumulative total of deflection from the point of connection to the main sewer or from another cleanout equals or exceeds ninety degrees (90°).

4. At intervals not to exceed one hundred (100) feet.

5. Cast iron two-way cleanout fittings are not preferred.

2.4 RODDING INLETS
A. Rodding inlets are considered temporary terminal structures and may only be used when: 1) future main sewer extensions are possible beyond the proposed upstream end of the Job; and 2) a future sewer main sewer extension would not require a manhole at the proposed upstream end of the current Job.

2.5 OVERFLOW PROTECTION DEVICES:

A. Overflow protection devices are required when the lowest building finish floor elevation is one foot lower than the rim elevation of the nearest upstream sanitary sewer manhole. This overflow protection device is to prevent backflow of sewage into the building.
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B. No side sewer shall be constructed, altered or repaired without confirming that an approved overflow protection device has been properly installed on the side sewer.

C. Where reasonably possible, overflow protection devices shall be located in areas away from vehicular and foot traffic. If an overflow protection device must be located in an area which will have concrete or asphalt paving, such as a driveway or sidewalk, the device shall be installed in an approved reinforced concrete utility box fitted with a metal grate.

D. Where the sewage cannot overflow on the area surrounding of an overflow protection device without damage to property, a City -approved overflow protection device shall be installed.

E. Manufacturers:

1. Unlimited Home Solutions, LLC or approved equal (Sewer Relief Cap)

2. Genplex – Kelly Backwater Device (No -Hub & IPS) or approved equal (Mushroom type OPD)

3. Sewer PopperTM by Stephens Corp. or approved equal (Sewer Pop up)

4. Mainline Backflow Products; Rector Seal; or approved equal (Extendable Backwater Valve)

2.6 MANHOLES
A. Description: As specified in Section 33 05 13 - Manholes and Structures.

2.7 MIXES
A. Grout: As specified in Section 03 60 00 - Grouting.

2.8 FINISHES
A. Galvanizing:

1. Hot-dip galvanize after fabrication.

2. Comply with ASTM A123.

2.9 ACCESSORIES
A. Pipe Supports:

1. Metal for pipe support brackets: Galvanized structural steel, thoroughly coated with bituminous paint.

B. Pipe Markers: As specified in Section 33 05 26 - Utility Identification. 688
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SANITARY SEWER PIPING 33 31 13 - 11
PART 3 - EXECUTION

3.1 EXAMINATION
A. Verify that trench cut is ready to receive Work.

B. Verify that excavations, dimensions, and elevations are as indicated on the drawings.

3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for installation preparation.

B. Remove large stones or other hard materials that could damage pipe or impede consistent backfilling or compaction.

C. Protect and support existing sewer lines, utilities, and appurtenances.

D. Utilities:

1. Maintain profiles of utilities.

2. Coordinate with other utilities to eliminate interference.

3. Notify Project Manager if crossing conflicts occur.

3.3 INSTALLATION
A. Bedding:

1. Excavate pipe trench as specified in Section 31 23 16 - Utility Trenching.

2. Excavate to lines and grades as indicated on Drawings, or as required to accommodate installation of encasement.

3. Dewater excavations to maintain dry conditions and to preserve final grades at bottom of excavation.

4. Provide sheeting and shoring as specified in Section 31 23 16 - Utility Trenching.

5. Placement:
a. Place bedding material at trench bottom as specified in Section 31 23 16 - Utility Trenching.
b. Level materials in continuous layer not exceeding lifts as specified in Section 31 23 16 - Utility Trenching.
c. Compact to percent age of maximu m density as specified in Section 31 23 16 - Utility Trenching.

B. Piping:

1. Sewer pipe shall be laid to the line and grade as indicated on the Drawings.

A string line shall be set and maintained by the Contractor by measuring 689
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from three (3) consecutive points shown on the same rate of grade or slope, in order to detect any variation from a straight grade, and in any case such discrepancy is not reported to the Project Manager, the Contractor shall be responsible for any error in the finished work.

2. Maximum Variation from Indicated Slope: 1/8 inch in 10 feet.

3. Begin at downstream end and progress upstream.

4. Assemble and handle pipe according to manufacturer's instructions, except as may be modified on Drawings.

5. Keep pipe and fittings clean until Work has been completed and accepted by Project Manager.

6. Cap open ends during periods of Work stoppage.

7. Lay bell and spigot pipe with bells upstream.

8. Each length of pipe shall be laid on a firm bed and shall have a true bearing for the entire length betwe en bell holes. No wedging or blo cking up of the pipe will be permitted. Pipe found to be damaged must be replaced by new sections, repair clamps will not be allowed.

9. When, for any reason, pipe laying is interrupted, the open end of all lines shall be closed with a close-fitting stopper.

10. 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 dis- placed due to floating including caused by groundwater, weather, or con- struction activity.

11. Joints shall not be deflected.

12. Install Plastic PVC SDR -26 pipe, fittings, and accessories according to ASTM D2321, and seal joints watertight.

13. 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.

14. 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.

15. Backfill and compact as specified in Section 31 23 16 - Utility Trenching

16. Do not displace or damage pipe when compacting.

17. Pipes 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 n ot be less than twelve (12) inches between the two (2) joints.

18. Pipe Markers: As specified in Section 33 05 26 - Utility Identification.

19. HDPE Pipe:
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.
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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. c. Butt-fusion welds shall be performed in accordance with manufacturer’s instructions. The butt-fusion welding procedures are summarized below:
i. Clean each pipe end with a clean cotton cloth to remove dirt, oil, grease and other foreign materials.
ii. Square (face) the mating surfaces of each of the pipes to be fused. iii. Bring the two (2) pipe ends together and adjust the pipe locations to ensure proper alignment.
iv. 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.
v. Insert the heater plate between the pipe ends, bring the end into firm contact with the heater plate without applying pressure and achieve a proper melt pattern.
vi. After achieving the proper melt bead, remove the heater plate and quickly examine the pipe ends for complete melt.
vii. Once complete melt has been accomplished, rapidly bring the pip ends together and apply pressure as recommended by the pipe manufacturer.
viii. 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 d. 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.
e. 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.
f. The Contractor shall insert and retrieve the pipe through properly prepared insertion and receiving pits, in accordance with the requirements of ASTM F 585.
g. All pipe bursting and directional drilling procedures that require the use of HDPE pipe, shall be executed as specified on the Drawings and Technical Specifications.
h. 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 debeaded.
i. Fittings/joints that are to be assembled after pipe bursting or directional drilling has been compl eted shall be butt fused where accessible.

Electrofusion couplings like Friatec® Frialen or approved equal shall be used on inaccessible locations.
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j. Saddles used for taps shall be per thermal fused saddles for HDPE pipe.

C. Connection to Existing Manholes:

1. Connections to existing manholes shall be made by core drilling a clean opening into the existing manhole wall. Insert end of the pipe through the opening to flush with the inside wall, installing a watertight neoprene gasket around the pipe and seal with no n-shrink concrete grout to form a water - tight connection. The grout shall be trowelled smooth and flush with the interior surface of the manhole. Channelizing of the flow through the manhole shall conform to the details shown on the drawings for new manholes. Use of pneumatic hammers, chipping guns, sledge hammers are not permitted to make the opening in the manhole walls.

2. The Contractor shall notify the Project Manager twenty-four hours in advance before any connection is made to existing structures. He shall schedule his work so that there is no interruption of flow.

3. Encasement:
a. Concrete encase new sewer pipe minimum of 24 inches to the nearest pipe joint.
b. Use epoxy binder between new and existing concrete.

4. Prevent construction debris from entering existing sewer line when making connection.

5. Where required, an exterior drop connection shall be constructed whenever any sewer enters a manhole more than four (4) feet above the flow line of the manhole, in accordance with the drawings, and may include a connection to either an existing manhole or a new manhole.

6. All drop manholes shall be outside drop manholes.

7. Care shall be taken that the riser portion is vertical, and that the elbow is firmly supported by the concrete.

D. Connections to existing sewers:

1. 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.

2. 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. a. Where the connection is to be made into an existing manhole, it shall be done as specified above.
b. 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 on the Drawings. The existing sewer shall be kept intact until immediately before the cleaning and flushing operation for the new sewer is to begin.
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c. 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 tigh t fitting shall be installed at the connection of new and existing pipelines.
d. All ne w pipe shall be plugged with an approved mechanical plug or brick/mortar until the line is completed and ready for testing.

3. Side Sewer Connections to Main Sewers:
a. Side sewer connections shall be made with fittings or adapters recommended by the manufacturer for use with the particular pipe as shown on the Drawings
b. Side sewers equal in size to the main sewer shall be connected by installing a wye branch or tee fitting.
c. Connection and side sewer details shall conform to the drawings. d. Side sewer connections where wyes, laterals were not installed during main sewer construction, shall be made by installing a mainline tap as listed below, installing a main sewer repair spool (replacement pipe section) below including a new wye branc h fitting. Installation of taps shall comply with the following requirements
1) Before commencing excavation for tap installation, the Contractor shall have sufficient bedding and backfill material at the site to properly re -bed the main and lateral sewers, a nd backfill the excavation.
1) 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. A minimum clearance of three (3) inches below, six (6) inc hes on each side and twelve (12) inches each way along the main from the point of connection shall be provided for tap installation.
e. If the main sewer is damaged during excavation for or during installation of the tap, the Contractor shall install a main s ewer repair spool (replacement pipe section) including a new wye branch fitting. f. The outer surface of the main in this exposed area shall be thoroughly cleaned prior to tapping.

E. Manholes:

1. Install sanitary sewer manholes as specified in Section 33 05 13 - Manholes and Structures.

F. Wye Branches:

1. Concurrent with pipe-laying operations, install wye branches at locations indicated on Drawings.

2. Use standard fittings of same material and joint type as sewer main.

3. Maintain minimum five (5) feet separation distance between wye connection and manhole.
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4. Sewer lateral bends shall be made with sewer Combination Wye and (1/8) Bends and not with sanitary tees

5. Use saddle wye with stainless-steel clamps for taps into existing piping.

6. Mount saddles with gasket and secure with stainless steel bands.

7. Lay out holes with template, and cut holes with mechanical cutter.

8. Saddles shall be Sealtite Type “S” Saddle or approved equal with four (4) band coupling for PVC and VCP pipes.

9. All fittings and coupling to be part of the low-pressure air test.

G. Sanitary Laterals:

1. Construct laterals from wye branch to terminal point at the right-of-way of a two-way sanitary sewer cleanout and as shown on the drawings.

2. Where depth of main pipeline warrants, construct riser -type laterals from wye branch.

3. Minimum Depth of Cover over Piping: Three (3) feet minimum.

4. Minimum Separation Distance between Laterals: Five (5) feet minimum.

5. Install watertight plug, braced to withstand pipeline test pressure thrust, at termination of lateral.

H. Backfilling:

1. Backfill around sides and to top of pipe as specified in Section 31 23 16 – Utility Trenching.

2. Maintain optimum moisture content of bedding material as required to attain specified compaction density.

3.4 FIELD QUALITY CONTROL
A. Section 01 45 00 – Quality Control : Requirements for testing, adjusting , and balancing.

B. Request inspection by Project Manager prior to and immediately after placing bedding.

C. Testing:

1. Pipe Testing: Low pressure air test, infiltration test, manhole leakage testing, tv inspections and mandrel deflection test shall be per Section 33 01 30 - Testing for Sanitary Sewer, Storm Drainage - Piping and Manholes

2. Compaction Testing: Comply with Section 31 23 16 - Utility Trenching

3.5 PROTECTION
A. Section 01 77 00 - Closeout Requirements: Requirements for protecting finished Work.
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B. Protect pipe and aggregate cover from damage or displacement until backfilling operation is in progress.

END OF SECTION 33 31 13
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STORM DRAINAGE PIPING 33 41 13 - 1
SECTION 33 41 13 - STORM DRAINAGE PIPING
PART 1 - GENERAL

1.1 SUMMARY
A. This Section includes all materials, equipment, and labor necessary to furnish and install all storm drainage piping, piping accessories, drainage structures, bedding and cover materials, concrete encasement and cradles, and all appurtenant work, complete and operable, including all connections as shown on the Drawings and as specified herein.

B. Related Requirements:

1. Section 03 30 00 - Utility Cast-in-Place Concrete

2. Section 03 60 00 - Grouting

3. Section 31 05 13 - Clearing & Grubbing, Excavation, and Earthwork

4. Section 31 23 16 - Utility Trenching

5. Section 33 01 30 - Testing for Sanitary Sewer, Storm Drainage – Piping and Manholes

6. Section 33 05 13 - Manholes and Structures

7. Section 33 05 26 - Utility Identification

1.2 UNIT PRICE - MEASUREMENT AND PAYMENT
A. Section 01 29 00 - Payment Procedures : Contract Sum/ Price modification procedures.

B. Pipe and Fittings:

1. Basis of Measurement: Storm Drainage Piping shall be measured by linear foot of pipe installed, measured from edge of structure to edge of structure for various pipe materials and various sizes irrespective of the depth of pipes.

2. Basis of Payment: The contract price paid per linear foot for Storm Drainage piping shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in furnishing and installing Storm Drainage Piping, complete in place including bends, elbows or other pipe fittings, saw cut, excavating to required elevations, all utility trenching work as specified in Section 31 23 16 – Utility Trenching, removing excavated materials, d ewatering, bedding, cradles, backfill and backfill material, pipe installation with warning tape, restoration and disposing of materials outside the Right -of-Way and connections to existing or new storm drainage mains and manholes.
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1.3 REFERENCE STANDARDS
A. American Association of State Highway and Transportation Officials:

1. AASHTO M170 - Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe.

2. AASHTO M206 - Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe.

3. AASHTO M207 - Standard Specification for Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe.

4. AASHTO M 252 - Standard Specification for Corrugated Polyethylene Drainage Pipe 3”-10”.

5. AASHTO M 294 - Standard Specification for Corrugated Polyethylene Pipe, 12”-60”.

B. ASTM International:

1. ASTM A123 - Standard Specification for Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products.

2. ASTM C76 - Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe.

3. ASTM C443 - Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets.

4. ASTM C506 - Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe.

5. ASTM C969 - Standard Practice for Infiltration and Ex filtration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines.

6. ASTM C1103 - Standard Practice for Joint Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines.

7. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft -lbf/ft3 (600 kN - m/m3).

8. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft -lbf/ft3 (2,700 kN - m/m3).

9. ASTM D1784 – Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds.

10. ASTM D2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications.

11. ASTM D2412 – Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading.

12. ASTM D2564 - Standard Specification for Solvent Cements for Polyvinyl Chloride (PVC) Plastic Piping Systems.

13. ASTM D2855 - Standard Practice for Making Solvent-Cemented Joints with Poly(Vinyl Chloride) (PVC) Pipe and Fittings.
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14. ASTM D3034 - Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings.

15. ASTM D3212 – Standard Specification fo r Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals.

16. ASTM D 3350 - Standard Specification for Polyethylene Plastics Pipe and Fittings Materials

17. ASTM D6938 - Standard Test Method for In -Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

18. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.

19. ASTM F679 – Standard Specification for Poly Vinyl Chloride (PVC) Large - Diameter Plastic Gravity Sewer Pipe and Fittings.

20. ASTM F2306 - Standard Specification for 12 to 60 in. Annular Corrugated Profile-Wall Polyethylene (PE) Pipe and Fittings for Gravity -Flow Storm Sewer and Subsurface Drainage Applications.

21. ASTM F2648 - Standard Specification for 2 to 60 in. Annular Co rrugated Profile Wall Polyethylene (PE) Pipe and Fittings for Land Drainage Applications

1.4 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.

B. Product Data: Submit data indicating pipe, pipe accessories and gaskets C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.

D. Manufacturer Instructions: Submit detailed instructions on installation requirements, including storage and handling procedures.

1.5 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Project Record Documents: Record actual locations of pipe installed and top of pipe elevations and invert of pipe at all structures.

C. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.

D. As-built drawings shall be provided as part of the closeout submittals. 698
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1.6 QUALITY ASSURANCE
A. Perform Work according to City Standard Specification.

B. Maintain one (1) copy of each standard affecting Work of this Section on Site.

1.7 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specifie d in this Section with minimum three (3) years of documented experience.

B. Installer: Company specializing in performing Work of this Section with minimum three (3) years of documented experience and approved by the Manufacturer.

1.8 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Requirements for transporting, handling, storing, and protecting products.

B. Inspection: Accept materials on Site in manufacturer's original packaging and inspect for damage. It is the responsibility of the Contractor to check quantities and note any missing or damaged items.

C. Storage:

1. Store materials according to manufacturer instructions.

2. Block individual and stockpiled pipe lengths to prevent moving.

3. Stack it on reasonably level ground.

4. Do not place pipe or pipe material s on private property or in areas obstructing pedestrian or vehicle traffic.

5. Do not place pipe flat on ground; cradle to prevent point stress.

6. Don’t stack the pipes next to heat sources such as boilers, steam lines, electrical equipment or engine exhausts.

7. Gaskets should also be protected from heat, oil and grease.

D. Protection:

1. Keep UV-sensitive materials out of direct sunlight.

2. Provide additional protection according to manufacturer instructions.

PART 2 - PRODUCTS

2.1 STORM DRAINAGE PIPING
A. Reinforced Concrete Piping:
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1. Pipe:
a. Comply with ASTM C76, AASHTO M170, ASTM C506, AASHTO M206, AASHTO M207, Class III or Class V, with Wall Type “B” or Wall “C” as specified in ASTM C76, however Wall “A” will not be allowed. b. The minimum allowable class of RCP shal l be class III for pipe cover from three (3) feet to fifteen (15) feet defined as the distance from the inside top of pipe to the top of finished grade. RCP pipe cover less than three (3) feet from finished grade shal l be Class V . Pipe covers more than fifteen ( 15) feet deep shall require structural loading calculations.
c. Reinforcement: Circular reinforcing bars.
d. Inside Nominal Diameter: 12 inches through 144 inches e. Ends: Bell and spigot.

2. Fittings: Reinforced concrete.

3. Joints:
a. Comply with ASTM C443.
b. Gaskets: O-Ring Rubber compression gaskets retained in a groove on the spigot end.

4. Manufacturers:
a. Oldcastle Precast
b. Jensen Precast
c. Cook Concrete Products, Inc.
d. Or approved equal.

B. Plastic Piping:

1. Pipe:
a. Material: PVC.
b. Comply with ASTM D3034, ASTM F79 - SDR 35 (Pipe Stiffness of 46psi) and SDR 26 (Pipe Stiffness of 115 psi)
c. PVC SDR-35 pipe shall be used for perforated pipes only. d. The perforations shall be two rows of 1/2" diameter holes or openings at the bottom of the pipe 120° apart and five (5) inches on center. e. Color: Green
f. Inside Nominal Diameter: Four (4) inches through Fifteen (15) inches per ASTM D3034 and Eighteen (18) inches through Forty -eight (48) inches per ASTM F679.
g. Style: Bell and spigot with rubber-ring sealed gasket joint.

2. Fittings: PVC.

3. Joints:
a. Comply with ASTM F477.
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b. Gaskets: Elastomeric.

4. Manufacturers:
a. JM Eagle
b. North American Pipe Corporation
c. Or approved equal
C. Corrugated High Density Polyethylene Pipe (CHDPE):

1. Pipe & Fittings:

a. Material: Corrugated PVC pipe with smooth interior must be manufactured from PVC virgin compounds, except clean, reworked, recycled PVC materials generated from the manufacturer’s pipe or fitting fabrication may be reused.
b. Corrugated PVC pipe and fabricated fittings shall be manufactured using High Density Polyethylene (HDPE) as defined and described in ASTM D3350 meeting the minimum requirements of cell classification of
1) 424420C for 4”-10” pipe diameters and
2) 435400C for 12”-60” pipe diameters,
except the carbon black content should not exceed 4%.
c. Size:
1) 4-inch through 10-inch: Comply with AASHTO M252, Type S and ASTM F2648
2) 12-inch through 60-incch: Comply with AASHTO M294, Type S; ASTM F2306 and ASTM F2648
d. Manning’s n value: 0.012
e. Minimum pipe stiffness when tested under ASTMD2412 shall conform to the following Table:

Nominal ID
(inches)
Min. Pipe Stiffness
at 5% Deflection
(psi)
4 50
6 50
8 50
10 50
12 50
15 42
18 40
24 34
30 28
36 22
42 20
48 18
60 14
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f. Minimum Pipe cover: 24-inches to finish grade.
g. Color: Black
h. Style: Watertight Bell and spigot with rubber -ring sealed gasket joint meeting AASHTO M252, M294 or ASTM F2306 . The integral joints shall be watertight according to ASTM D3212.
i. Joints: Joint shall provide a minimum pull-apart strength of 400lbs. The bell shall be an integral part of the pipe. Joints shall remain silt -tight when subjected to a 1.5° axial misalignment.
j. Elastomeric gaskets must comply with ASTM F477. Install joints so that the elastomeric gasket will be compressed radially between the pipe bell and spigot to form a tight seal when assembled. k. Wyes, tees, reducers, elbows, coupling, laterals, and other fittings must be molded or fabricated meeting the requirements of AASHTO M252, M294 or ASTM F2306.
l. Lubricant shall be applied to the bell and gasket during installation and must comply with pipe manufacturer’s instructions.

2. Manufacturers:
a. N-12® WT as manufactured by Advanced Drainage Systems, Inc. b. Prinsco Goldflo WT® Pipe
c. Hancor, Inc. – Blue Seal® WT IB pipe
d. Contech Eagle Corr PETM (Dual Wall)
e. Or approved equal

2.2 DRAINAGE STRUCTURES
A. Description: As specified in Section 33 05 13 - Manholes and Structures.

2.3 CONCRETE ENCASEMENT AND CRADLES
A. Concrete:

1. Description: Reinforced concrete, as specified in Section 03 30 00 – Utility Cast-in-Place Concrete.

2. Compressive Strength: 4,000 psi at 28 days, reinforced concrete, air- entrained rough-troweled finish.

B. Reinforcement: As specified in Section 03 30 00 - Utility Cast-in-Place Concrete.

2.4 MATERIALS
A. Bedding and Backfill:
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1. Bedding & Backfill: Bedding and Backfill shall be as specified in Section 31 23 16 - Utility Trenching

2.5 MIXES
A. Grout: As specified in Section 03 60 00 – Grouting
B. Concrete Encasements and Cradles:

1. Class A concrete, as specified in Section 03 30 00 – Utility Cast-in-Place Concrete.

2.6 ACCESSORIES
A. Pipe Support Brackets: Galvanized structural steel coated with bituminous paint.

B. Pipe Markers: As specified in Section 33 05 26 - Utility Identification.

C. Drainage Structures:

1. Catch Basins, Inlets, Manholes and other Drainage Structures: As specified in Section 33 05 13 - Manholes and Structures.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Verify that trench cut is ready to receive Work.

B. Verify that excavations, dimensions, and elevations are as indicated on drawings.

3.2 PREPARATION
A. Section 01 70 00 - Execution: Requirements for installation preparation.

B. Remove large stones and other hard matter that could damage piping or impede consistent backfilling or compaction.

C. Protect and support existing sewer lines, utilities, and appurtenances.

D. Utilities:

1. Maintain profiles of utilities.

2. Coordinate with other utilities to eliminate interference.

3. Notify Project Manager if crossing conflicts occur.
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3.3 INSTALLATION
A. Excavation and Bedding:

1. Excavate pipe trench and providing sheeting and shoring as specified in Section 31 23 16 – Utility Trenching.

2. Hand trim excavation for accurate placement of piping to indicated elevations.

3. Dewater excavations to maintain dry conditions to preserve final grades at bottom of excavation.

4. Level materials, maintaining optimum moisture content of bedding material, compacting subgrade shall conform to Section 31 23 16 – Utility Trenching.

5. Cradle bottom 20 percent of diameter to avoid point load.

B. Piping:

1. Install pipe, fittings, and accessories according to ASTM D2321.

2. Install pipes in prepared trenches starting at the lowest point, with the spigot ends pointing in the direction of flow.

3. Seal joints watertight.

4. Place pipe on bedding meeting bedding requirements as specified in Section 31 23 16 – Utility Trenching.

5. Unless otherwise required, all pipe shall be laid straight between the changes in alignment and at uniform grade between changes in grade.

6. The rubber gasket joint shall be made by properly lubricating the rubber gasket with a suitable vegetable compound soap before it is placed in the groove at the spigot end. The gasket shall be stretched over the spigot end of the pipe and carefully seated in the groove, with care taken to equalize the stress in the gasket around the circumference of the joint. The gasket shall not be twisted, rolled, cut, crimped, or otherwise injured or forced out of position during the closure of the joint. A feeler gauge shall be used to check the position of the rubber gasket after the joint has been assembled.

Where a joint placement is found to be improper, the tested pipe section shall be removed, the gasket checked for damage, a new gasket installed, if necessary, the pipe re-laid and the gasket placement rechecked.

7. Pointing and bonding mortar at pipe connections to structures shall be plastic and of such consistency that it will readily adhere to the pipe and structure.

8. Install backfill at sides and over top of pipe

9. Compact to percent maximum density as specified in Section 31 23 16 – Utility Trenching.

10. Install water stop at all pipe entry into structures.

11. Backfilling and Compaction:
a. As specified in Section 31 23 16 – Utility Trenching. b. Do not displace or damage pipe while compacting.
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12. Pipe Markers: As specified in Section 33 05 26 - Utility Identification.

C. Drainage Structures:

1. Catch Basins , Inlets, Manholes , and Other Drainage Structures : As specified in Section 33 05 13 - Manholes and Structures.

3.4 TOLERANCES
A. Section 01 45 00 - Quality Control: Requirements for tolerances.

B. Maximum Variation from indicated Pipe Slope: 1/8 inch in 10 feet.

3.5 FIELD QUALITY CONTROL
A. Section 01 45 00 - Quality Control : Requirements for testing, adjusting, and balancing.

B. Request inspection by Project Manage r prior to backfill in pipe zone and immediately after placing aggregate base over pipe in the pipe zone.

C. Testing:

1. If tests indicate that Work does not meet specified requirements, remove Work, replace, and retest.

2. Compaction Tests:
a. Comply with ASTM D1557, ASTM D698, AASHTO T180, and ASTM D6938.

3. Low-Pressure Air Test:
a. As specified in Section 33 01 30 – Testing for Sanitary Sewer, Storm Drainage - Piping and Manholes.

4. Deflection Tests and CCTV Inspections:
a. As specified in Section 33 01 30 – Testing for Sanitary Sewer, Storm Drainage - Piping and Manholes

3.6 PROTECTION
A. Section 01 77 00 - Closeout Requirements: Requirements for protecting finished Work.

B. Protect pipe and aggregate base from damage or displacement until backfilling operation is in progress.
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END OF SECTION 33 41 13
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SECTION 34 41 00 - TRAFFIC SIGNALS AND LIGHTING
PART 1 - GENERAL

1.1 SUMMARY
A. Work under this section shall consist of furnishing and installing, modifying or removing one or more electrical systems, all as shown on the plans and as specified in these specifications and the Department of Transportation Standard Provisions. Any deviation from the contract documents shall be approved by the Project Manager.

B. All signals and lighting materials shall conform to the applicable provisions of the standards specified in Division X "Electrical Work" of the Department of Transportation Standard Specifications and these specifications.

C. All materials furnished and used shall be new, except materials specified to be reused.

D. All incidental parts which are not shown on the plans, or specified herein or in the Technical Specifications , and which are necessary to complete or modify the systems, shall be furnished and installe d as though such parts were shown on the Plans or specified herein. All systems shall be in satisfactory operation at the time of completion of the work. All work end materials shall conform with the appropriate utility agency standards at Contractor’s cost.

1.2 REFERENCES
A. Caltrans Standard Specifications (Department of Transportation) B. California Manual on Uniform Traffic Control Devices (CA MUTCD) C. California Vehicle Code (CVC)
D. National Electrical Manufacturers Association (NEMA) E. Underwriters' Laboratories Inc. (UL)
F. Electronic Industries Association (EIA)
G. National Electrical Code (Code)
H. California Administrative Code, Title 8, Subchapter 5, Electrical Safety Orders 707
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I. Rules for Overhead Electrical Line Construction, General Order No. 95 and Rules' For Construction of Underground Electric Supply & Communication Systems, General Order No. 128 of the Public Utilities Commission J. Standards of the American Society for Testing and Materials (ASTM) K. National Standards Institute (ANSI)

1.3 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Submittal procedures.

B. Contractor shall submit a schedule of values for all lump sum contract items in accordance with the Section 01 33 00 - Submittal Procedures C. Unless otherwise authorized in writing by the Project Manager, the Contractor shall, in accordance with the Section 01 33 00 - Submittal Procedures, submit to the Project Manager for approval of list of equipment and materials which the Contractor proposes to install. The list shall be complete as to name of manufacturer, size and identifying number of each item.

D. In addition, the Contractor shall submit detailed drawings and wiring diagrams for all electrical equipment to be used. The City will not be liable for any material purchased, labor performed, or delay to the w ork prior to review of documents required above.

E. A certificate of compliance with these specifications shall be submitted to the City by the manufacturer with all 5,000-volt series lighting conductors.

F. Product Data: Provide manufacturers specification, literature, and shop drawings for all products in this Section including but not limited to the following items:
a. Traffic signal controller, cabinets, and network equipment. The cabinet diagram shall include all details and dimensions of the cabinet enclosure, door, shelves, and internal features.
b. Conduit (GRS, PVC, and HDPE), pull boxes, conductors, vehicle signal heads, pedestrian signal heads, signal mounting assemblies (framework and mounting hardware), poles, mast arms, push buttons, loop sealants, conduit, pull tape, pull boxes, conduit/duct plugs and caps, LED signal modules, video detection system, battery backup system, and paint. c. Concrete mix design for foundation concrete.

G. If ordered by the Project Manager, the Contractor shall submit for review sample articles of the material proposed for use. After review, said sample articles will be returned to the Contractor. Inspection or sampling of certain materials may be 708
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made at the factory or warehouse prior to d elivery to the jobsite, when required by the Project Manager.

H. The Contractor shall submit a Sign Inventory Form to be used as the official sign inventory record. The form is to be submitted by the Contractor as part of the Traffic Control Plan prior to the start of any contract field work. The Sign Inventory Form is included in this Project Manual as Appendix A to this Section. Sign Inventory Forms are required for each intersection corner that included any pole or traffic signal work. Sign Inventory Forms shall accurately reflect all existing traffic control, street name, and other City signs at the required corners including approximately 25’ along each sidewalk approaching the corner.

I. If directed by the Project Manager, submit a scaled shop drawing or ful l scale mock-up for any sign that does not comply with the CA MUTCD.

J. If directed by the Project Manager, or as one or more of the following conditions exist, a Short Circuit Coordination study/Arc Flash study shall be required.

1. Voltage ratings above 208 VAC to 15,000 VAC

2. Bolted Fault between 700 Amps – 106,000 Amps Short Circuit Current

3. Arcing Fault based on circuit breaker clearing time

4. XFMR Impedance characteristics above 125 KVA

5. Systems of 50 & 60 Hz

6. Both Grounded and Ungrounded systems

1.4 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

B. Upon completion of the work, the Contractor shall submit one complete set of "as-built" or corrected plans showing in detail all construction changes, within 30 days of project completion
C. Prior to acceptance of the work, the Contractor shall furnish 5 sets of traffic signal controller cabinet schematic wiring diagrams which shall have the same phase designations required or as shown on the plans for the intersection. The diagrams shall show the location of the installation and shall list all equipment installed in each cabinet.

D. For each signal installation, the Contractor shall furnish an intersection sketch showing standards, detectors and phasing. One copy of the controller cabinet diagram and the intersection and phase diagram, as reviewed by the City, shall be placed in a heavy-duty plastic envelope and attached to the inside of the door of each controller cabinet.
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1.5 QUALITY ASSURANCE
A. All equipment and work shall be performed in accordance with the regulations and codes as follows: NEMA, the UL, or the EIA, wherever applicable. In addition to the requirements of the plans, these specifications, and the Technical Specifications, all materials shall conform where applicable to the requirements of the Code; California Administrative Code, Title 8, Subchapter 5, Electrical Safety Orders; Rules for Overhead Electrical Line Construction, General Order No. 95 and Rules' For Constructi on of Underground Electric Supply & Communication Systems, General Order No. 128 of the Public Utilities Commission; ASTM; ANSI; any local ordinances which may apply; and the applicable provisions of the Caltrans Standard Specifications, CA MUTCD, and CVC.

B. Manufacturers' warranties and guarantees furnished for materials used in the work and instruction sheets and parts lists supplied with materials shall be delivered to the City prior to acceptance of the project. The duration of the warranty or guarantee shall be the standard of the industry with minimum of one year from the date of acceptance of the work.

C. The controller/cabinet vendor shall provide phone technical support with a response time of 2 hours or less during vendor’s normal business hours. This technical support shall be at no additional cost during the life of the contract or warranty period. The technical support shall be provided by qualified personnel with extensive knowledge of the firmware and hardware characteristics of the controllers an d cabinets provided in this contract. The vendor shall provide technical assistance with the programming of all controllers provided in this contract.

D. If necessary, the controller/cabinet vendor shall provide field activation assistance by qualified personnel for all controllers supplied in this contract during the warranty period.

E. The controller and cabinet, including cabinet wiring and related hardware, shall be guaranteed against defective materials or workmanship for a 24-month period (from date of delivery). The vendor shall be responsible for reimbursing City forces for any time and material utilized to make necessary field trouble calls due to defective controllers and/or related hardware peripherals during the warranty period. Units that are identified as being defective before the warranty has expired shall be replaced withi n 14 calendar days. The vendor shall be responsible for all costs, including shipping, incurred by the City for all units that are installed at an intersection and fail as a result of warranty covered failure within the warranty period.

F. Prior to delivery, the controller and/or cabinet assembly shall be tested by the controller and/or cabinet manufacturer or authorized local distributor to ensure proper component integration and operation. All inputs and outputs shall be 710
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tested. The controller manufacturer shall provide certification that the controller has met all CALTRANS quality assurance tests. The cabinet manufacturer shall provide certification that the cabinet assembly has met all NEMA quality assurance tests.

G. The video detection system must be war ranted to be free of defects in material and workmanship for a period of 3 years from date of shipment from the supplier’s facility. During the warranty period, the supplier must repair with new or refurbished materials, or replace at no charge, any product containing a warranty defect provided the product is returned FOB to the supplier’s factory or authorized repair site. Return product repair or replaced under warranty by the supplier with transportation prepaid. This warranty does not apply to products damaged by accident, improperly operated, abused, serviced by unauthorized personnel or unauthorized modification.

Ongoing software support by the supplier must include updates of the Video Image Vehicle Detection System ( VIVDS) PROCESSOR and supervisor software (if a field setup computer is required for set up). Provide these updates free of charge during the warranty period.

The supplier must maintain a program for technical support and software updates following expiration of the warranty period.

H. The Ba ttery Backup System (BBS) Manufacturer shall provide a two (2) year factory-repair warranty for parts and labor on the BBS from date of acceptance but more than six (6) months from ship date. Batteries shall be warranted for full replacement for five ( 5) years from date of purchase with an additional 1 - year added when a battery balancer is installed at time of initial installation. A battery shall be considered bad shou ld it not deliver 80% of its original capability within the stated warranty period.

The warranty shall be included in the total bid price of the BBS.

I. Each BBS shall be manufactured in accordance with a manufacturer Quality Assurance (QA) program. The QA program shall include two Quality Assurance procedures: (1) Design QA and (2) Production QA. The Production QA shall include statistically controlled routine tests to ensure minimum performance levels of BBS units built to meet this specification and a docu mented process of how problems are to be resolved. The manufacturer, or an independent testing lab hired by the manufacturer, shall perform Design Qualification Testing on new BBS system(s) offered, and when any major design change has been implemented on an existing design. A major design change is defined as any modification, either material, electrical, physical or theoretical, that changes any performance characteristics of the system, or results in a different circuit configuration.
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Production Quality Control tests shall be performed on each new system prior to shipment. Failure to meet this requirements shall be cause for rejection. Each system shall be visually inspected for any exterior physical damage or assembly anomalies. Any defects shall be cause for rejection.

1.6 QUALIFICATIONS
A. The Contractor or its listed subcontractor or its key team members performing electrical work for this contract shall have a current and active class A General Engineering Contractor or C -10 Electrical Specialty license, and have satisfactorily completed projects with work that is similar in size and complexity to that of the Contract with the following minimum requirements:

1. The City considers the proper classification for employees who perform all electrical work associated with the installation of underground fed traffic signals to be that of Electrician: Inside Wireman.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Product transportation, storage, handling, and protection requirements.

B. Protect, transport, and store all electrical items specified herein in accordance with manufacturer's instructions.

C. Contractor shall deliver controller to the City of Pittsburg's Corporation Yard, 357 E. 12th Street, Pittsburg, CA 94565, for testing at least two weeks prior to installation at the Project Site

1.8 MAINTENANCE/EXTRA MATERIALS
A. Section 01 78 00 - Closeout Submittals: Extra materials and maintenance products.

PART 2 - PRODUCTS

2.1 VEHICLE SIGNAL HEADS
A. Vehicle signal faces shall conform to Section 86 -1.02R, "Signal Heads," of the Caltrans Standard Specifications.

B. All traffic signal heads shall have 12-inch indications and be LED. 712
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C. All new vehicle signal heads installed at any one intersection shall be of the same style and from the same manufacturer, except for programmed visibility heads.

2.2 LOUVERS AND VISORS
A. All louvers and visors shall conform to Section 86 -1.02R(4)(c) "Visors and Directional Louvers," of the Caltrans Standard Specifications. Visors for signal faces shall be aluminum.

B. Where shown on the plans or standard drawings, louvers shall be furnished and installed in the visors of the signal head sections designated. Louvers shall be Directional Louvers as per Caltrans Standard Plan ES-4C.

C. Visors shall be attached to signal heads w ith “universal” clips. The contractor shall apply an anti-seize compound (brand name “Never-Seeze” or equal) to the threads of the screws used to secure visors to signal heads.

D. Unless indicated otherwise on the plans, angle visors shall be dimensioned as follows:

1. 12-inch heads 12”x12”x27”

2.3 PEDESTRIAN SIGNALS
A. Pedestrian signals shall conform to Section 86-1.02S, "Pedestrian Signal Heads," of the Caltrans Standard Specifications.

B. All pedestrian signal heads shall have solid "man" and solid "hand" indications and be LED.

C. All pedestrian heads shall have a device approved by the City to reduce sun glare.

2.4 PEDESTRIAN PUSH BUTTON POST
A. Pedestrian push button posts shall be in accordance with Caltrans Standard Plan ES-7A.

2.5 ACCESSIBLE PEDESTRIAN SIGNALS
A. Accessible pedestrian signals shall conform to Section 86 -1.02T "Accessible Pedestrian Signals," of the Caltrans Standard Specifications.

B. Accessible pedestrian signals shall be Polara Navigator, or approved equal. 713
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C. Accessible pedestrian signals shall be in accordance with Caltrans Standard Plan ES-5C.

D. Accessible pedestrian signals shall be installed on the crosswalk side of the standard unless otherwise specified.

E. Accessible pedestrian signals shall be installed near transit stations, or as directed by the City, with Braille signage.

2.6 SIGNAL MOUNTING ASSEMBLIES
A. Signal mounting shall be as per applicable details shown on Caltrans Standard Plan ES-4A, ES-4B, ES-4C, ES-4D, and ES -4E. Heads shall be supported by assemblies of 1 -1/2-inch Standard steel pipes with malleable iron or bronze fittings. All assemblies shall be installed plumb or level, as applicable, shall be symmetrically arranged, and securely tightened.

B. Top horizontal members shall be approximately 12 inches in length.

C. Construction shall be such that all conductors are concealed within standards or pipe assemblies.

D. Each U-bolt type pole clamp shall consist of a cast bronze pole plate drilled and tapped for 1-1/2-inch pipe thread, a hot -dip galvanized 1/2-inch U-bolt to fit the perimeter of the pole and oversized galvanized nuts and SAE washers. Portions of the pole plate shall be hinged for adapting the plate to various pole contours and shall be equipped with bolt openings through which the ends of the U -bolt shall be installed. U-bolt threads shall extend beyond the face of the nut at least ¼ inch and no more than 1-1/2 inches.

E. All set screws and back plate attachment screws shall be stainless steel.

Plumbizer thru bolts, nuts, and washers shall be galvanized. Setscrews in slip fitters shall have square heads.

F. Unless otherwise specified herein or on the plans, heads shall be installed with terminal compartment mountings. For top mounting of a one-way head and mast arm mountings, a slip-fitter without a terminal compartment shall be used. Clamp- type mounting may be used for installation of heads on existing concrete standards if inserts for terminal compartment mounting have not been provided.

The terminal compartment shall be mounted and the standard on the side away from traffic and parallel with the prolongation of the nearest curb face. Terminal compartment door screws shall be stainless steel and be ¾ inch in length. 714
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2.7 TRAFFIC SIGNAL STANDARDS, PEDESTALS, AND POSTS
A. Standards for traffic signals and flashing beacons, pedestals for cabinets, and posts for pedestrian push buttons shall conform to Section 56 -3 of the Caltrans Standard Specifications, and with Caltrans Standard Plans ES -7A through ES - 7O.

B. Anchor bolts shall be of the type and size as shown on the plans. Anchor bolts shall conform to the specifications of ASTM A307, and shall be provided with 2 nuts and 2 washers each. Anchor bolts shall extend no less than ¼ inch and no greater than 1-¼ inch beyond the face on the nut. Anchor bolts shall not be cut.

C. Anchor bolts, nuts, and washers shall be galvanized by the hot -dipped process conforming to ASTM AI53, or cadmium plated with Type NS coating conforming to ASTM AI65.

D. All nuts shall be symmetrically formed with the hole centered and at right angles to the face, tapped to fit a corresponding thread so that nut can be run the entire length of the thread by the fingers without undue forcing, and without noticeable play or rocking.

2.8 FOUNDATIONS
A. All concrete work related to traffic signal work shall be cast in place.

B. Concrete for foundations shall conform to Section 90-2 of the Caltrans Standard Specifications, “Minor Concrete,” and the Technical Specifications . Concrete shall contain not less than 56 4 pounds of cement per cubic yard, unless noted otherwise on contract drawings.

C. The Contractor is advised that existing pole foundations vary in size and shape.

They may be as deep as 9 ft and as wide as 5 ft. There may be existing conduits embedded in the foundation. If the pole removal is specified, the Contractor shall remove pole foundation to 5 ft or deeper as required to accommodate the new pole foundation and fill the cavity with slurry.

D. In unpaved areas, a 4-inch-thick Portland cement concrete slab shall be constructed in front of each controller cabinet. The slab shall extend the full width of the cabinet foundation and extend out 3 feet from the face of said foundation.

2.9 TRAFFIC CONTROLLER UNIT
A. The traffic controller unit shall be Naztec Type TS-2, or approved equal.

B. Each controller furnished in this contract shall be in compliance with the March 12, 2009 TEES. Units provided in this contract shall meet Caltrans standards. 715
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2.10 TRAFFIC SIGNAL CABINET
A. Controller to be Cubic Trafficware TS2 TYPE 2 980 or 980ATC (approval by City Engineer).

B. Conflict monitor to be Cubic Trafficware NM512-E123.

C. Cabinet to be Cubic Trafficware Standard NEMA TS1 cabinet.

1. Controller cabinet shall be City Standard Type P 44 or Stretch P depending on location and/or design conforming to the requirements of Section 86 -

1.02Q, “Cabinets” of the State Standard Specifications and shall have two exhaust fans with two thermostats wired parallel to non -UPS breaker. A baffle bracket shall be provided to interrupt and prevent reverse air flow between the fans.

2. Controller cabinet shall as per applicable details shown on Caltrans Standard Plan ES-3A, except the following:

a. Cabinet and doors shall be fabricated of 0.125 -inch minimum thickness aluminum with continuously welded exterior seams. The door shall be latched using a three (3) point latching mechanism, using rods with a roller-style design and bearings. The cabinet door shall be fitted with a Number 2 Corbin lock (#2 key) and a stainless -steel handle with a flat profile.

b. Cabinet shelves shall provide spaces with minimum dimensions of 12 in. x 19 in. x 12 in.

c. Cabinet shall be Anodized Aluminum.

d. All equipment and modules shall be secured when properly installed.

Vibration and minor shaking of the cabinet shall not caus e any equipment or module to become dislodged from its proper position nor its operation to fail.

e. All cabinet shelves shall be perforated.

f. Cabinet riser 18”, Anodized Aluminum to be provided with the signal cabinet. Installation per city engineer based on location.

D. Cabinet Wiring - Wiring shall conform to the requirements of Sections 8 7-1.03Q “Cabinets”, of the State Standard Specifications and the following:

1. All wires terminating on a terminal strip shall be neatly dressed with adequate service loop.

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2. All solid conductors installed in the cabinet (such as component pigtails), when a crimp connector is applied, shall be soldered.

3. No more than three wires shall be attached to the rear of each terminal of a feed-through type terminal block, and it shall be possible to alter or interrupt any and all equipment and terminal interconnections at the front of aforementioned terminal block(s). Jumpers shall be allowed on the rear of terminals in order to bus logic power, logic grounds, and other signals fo r multiple distributions to front mounted terminations.

4. Cabinet to be wired for 40 detects.

E. Cabinet Accessories - The following accessories or features shall be provided and included as part of the controller cabinet assembly

1. A two position “Stop Time Auto-Manual” switch shall be provided stop time of the controller unit when the police panel “Flash -Auto” switch is placed into the "Flash" position. When placed in the “Manual” position, the controller unit will be stop timed. The “Stop Time Auto-Manual” switch shall not have an off position.

2. An “Equipment Power On-Off” switch shall be provided on the control panel to disconnect power to all equipment in the cabinet except the vehicle flasher circuit, which shall remain operable.

3. The cabinet lighting fixture shall be an LED type, composed of two modules with each module having an output of 300 lumens. The light fixture shall be mounted on the fan/light control panel. A third LED module shall be mounted under the document drawer. A door switch shall be provided to shut off the cabinet light when the door is closed.

4. The maintenance panel shall be silkscreened and not use engraved labels.

5. Signal interconnect terminal strip to be installed.

F. Auxiliary Equipment - The following equipment shall be provided:

1. The load bay shall be fastened with hinges near the bottom rear of its point of attachment to the cabinet. It shall be possible, by removing no more than two (2) fasteners at the top of the rack, to swing the rack downward and gain access to the rear of the rack and its wiring.

2. 16 MOV modules shall be supplied with every cabinet, having 12x modules with MOV protection only and 4x modules with MOV protection and a loading capacitor on the YELLOW channel only for pedestrian channels.

Load switches shall be PDC #SSS-86I/O.

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3. The back panel shall be constructed from one solid piece of 5052H32 black anodized brushed aluminum of 0.090 inches minimum thickness and formed so as to minimize any flexing when plugin components are installed.

Back panels that are riveted together from multiple pieces of aluminum will not be acceptable.

4. All load switch outputs shall be wired to the field terminal blocks. All load switch field terminals shall be labeled with colored labels (RED, YELLOW, GREEN) that correspond to the appropriate signal indication color.

5. The load bay shall provide sixteen (16) load switch channels, one (1) flasher, and eight (6) flash transfer relays. Load switches and flasher shall be securely supported by a well braced metal bar or shelf located underneath the load.

6. Switch convection cooling or with full utilization of the load switch handle to facilitate the insertion and removal. The front portion of the support shall contain the phase/function label(s) for the load switches. The labe ls shall be visible while either standing or kneeling in front of the cabinet. All load switches shall be of solid state design and shall be provided with LED indicators of the input and output status

7. Conflict monitors shall conform to Section 3 of NEMA Publication TS 2-2003 v02.06, Type 2 Controller Unit; and the following

a. TS1 monitor with twelve (12) fully programmable input channels shall be used

b. The monitor shall have the capability to detect the absence of phase color, switch failure, no lamp load conditions and more than one color (R, Y, or G) being on at the same time for each channel. It shall also be capable to detect short clearance intervals for each phase. The minimum interval shall be fixed at 2.5 seconds or shall be adjustable between 2.5 seconds and 2.8 seconds

c. Conflict monitors are required to monitor voltage levels per NEMA standards regardless of sensed voltage phase shift with respect to cabinet voltage. This shall include 180 degree out of phase shift with respect to cabinet voltage

d. Conflict monitors shall not latch upon the failure of the Controller Voltage Monitor (NEMA CVM) output; however, conflict monitors shall latch upon failure of either 24 volt monitor circuit

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e. The conflict monitor shall monitor both the controller 24 VDC power supply and the auxiliary power supply. The 24 volt monitor shall operate as follows:

1) If the monitoring device places the signals into flashing operation because of activation of either +24 VDC monitoring circuit, the flashing operation shall lock -in and shall release only upon operation of a reset switch and restoration of the proper +24 VDC levels. If a complete power failure to the controller assembly occurs after the monitoring device has placed the signals into flashing operation because of act ivation of either +24 VDC monitoring circuit, the flashing operation may release if proper +24 VDC levels exist when power is restored.

2) Circuitry to provide this feature shall be fully contained within the conflict monitor unit.

3) In no case shall a comple te power failure to the controller assembly, which was functioning properly and in normal or “automatic” mode prior to the power failure, cause the signals to be in flashing operation, due to false or erratic operations of the aforementioned circuitry, after restoration of power.

4) All conflict monitor wiring for channel assignments to field indications shall be connected only to the field terminal block(s), not to the rear of load switch sockets.

5) The conflict monitor logic power shall be furnished by the controller power switch. The power to the conflict monitor relay shall be furnished from the unswitched main power.

f. One duplex convenience outlet with USB charging ports shall be provided in each cabinet. One six outlet power strip to be provided in each cabinet.

g. A convenience outlet shall be provided in each cabinet, conforming to the following:

1) Devices plugged into the convenience outlet shall not be damaged or interfered by the cabinet door movement.

2) It shall be equipped with ground fault circuit interrupter (GFCI) protection.

h. All isolators, interfaces, cables, and related equipment for pedestrian circuitry, telemetry, and preemption systems shall be provided 719
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regardless of whether those systems will be provided. The optical discrimination module shall only be provided when specified.

G. Detector Card Rack

1. Each controller cabinet shall be provided with two TS1 rack -mount card racks, capable of providing 32 channels of loop detection. EVP rack to provide 2 dual channel detector cards. First slot for channel A & B, Second slot for channel C & D. Opticom phase selectors to be GTT 762.

2. Detector card racks shall have a rigid aluminum frame and shall have slots set in a modular fashion such that the PCB edge connectors shall plug into the rear while sliding between top and bottom card guides for each module.

Mounting flanges shall be provided and be turned outward for ease of access. Detector card racks shall be bolted to and unbolted from the cabinet shelf using simple tools.

3. Card rack slots shall be numbered 1 to 16 from left to right when viewed from the front of the rack. A flange shall be provided on the top and the bottom of the rack to label each individual channel.

4. Detector card racks shall be powered by an external DC power supply.

5. Rack chassis ground shall be bussed to a common point and wired to the detector panel.

6. Rack logic ground shall be bussed to both the controller logic ground and the external logic ground at a common point and wired to the detector panel.

7. Provide 16 (sixteen) LCD “EDI” Oracle 2E 2 -channel detector cards with beep tone for maintenance purposes.

H. Detector Termination Panel - The controller cabinet shall be provided with a loop detector termination panel mounted in the interior left side of the cabinet. The detector panel shall meet the following:

1. Detector termination panel shall provide for all connections between detector loops installed in the street and detector amplifiers.

2. Detector termination panel shall be constructed of 3.2 mm / (1/8 in.) thick aluminum.

3. Detector termination panel shall contain a 76 mm (3 inches) horizontal slot in each corner to accommodate 6 mm (1/4 inch) mounting bolts.

4. All inputs from the loops shall be brought through posted 10/32 inch X 5/16 inch binder screw terminals or 8/32 inch X 5/16 inch binder screw terminals. 720
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5. Each loop pair shall be protected by lightning surge suppressor. The suppressors shall be mounted to the back of the panel using feed -through screw terminals.

6. Detector terminals shall each have a test switch such that when the switch is closed, a call is placed upon that detector input. The test switch shall be on momentarily.

7. A chassis ground bus bar shall be provided on the panel and connected to the cabinet by an insulated braided copper ground strap. The strap shall be bonded to the cabinet.

8. The detector termination panel shall provide connection points for external 24 V power supply, loop inputs, logic ground, and chassis ground bus.

I. Power Panel

1. Cabinet power panel shall have a plugin type (HE1750) AC Surge Protector, Modular, and a HESCO/R LS model LF60, 60-amp 125 VAC radio interference line filter.

2. Separate breakers for convenience outlet, fan and light to a terminal block to service power.

3. Separate breaker for signal power to a terminal block for UPS.

4. A Crydom A-2475 solid state contactor shall be used instead of a mercury contactor.

2.11 VEHICLE DETECTION SYSTEMS
A. Vehicle detectors shall be of the type or types shown on the plans. The location of each detector shall be as shown on the plan or as directed by the City.

B. A minimum of at least one sensor unit shall be provided for each approach for each separately controlled phase of operation unless otherwise specified. Sensor units shall be housed in the controller cabinet unless otherwise specified.

C. Inductive loops - Detector loops shall conform to the following:

1. Detector loops, and their leads to the nearest pull box, shall be formed from continuous conductor of No. 12 AWG solid or seven-strand minimum tinned copper wire, having 600 -volt type USF cross -linked polyethylene insulation with a minimum thickness or 3/6” inch. 721
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D. Video Detection System - Video Detection System shall consist of the Aldis GridSmart vehicle tracking, detection, and data collection system, or approved equal, and shall conform to the following:

1. Description.

Install a Video Imaging Vehicle Detection System (VIVDS) that monitors vehicles on a roadway via processing of video images and provides detector outputs to a traffic controller or similar device.

A VIVDS configuration for a single intersection will consist of either 1 or 2 fixed focal length omnidirectional view cameras and the VIVDS PROCESSOR.

The system is composed of these principal items: the camera(s), the field communications link consisting of a single CAT5e cable between each camera and the VIVDS Process or, and the VIVDS PROCESSOR along with a PC, video monitor or associated equipment required to setup the VIVDS PROCESSOR and software to communicate to the VIVDS PROCESSOR.

The VIVDS PROCESSOR must be either NEMA TS 2 TYPE 1 or TYPE 2.

TYPE 2 must have RS 485 SDLC. The VIVDS PROCESSOR must have at least four (4) processing cores of 2.8GHz or greater, a minimum of 3GB random access memory (RAM), and at least 32GB of onboard storage.

2. Definitions.
a. VIVDS PROCESSOR. The electronic unit that converts the vide o image provided by the cameras, generates vehicle detections for defined zones and collects vehicular data as specified. b. Central Control. A remotely located control center, which communicates with the VIVDS PROCESSOR. The VIVDS operator at the central control has the ability to monitor the operation and modify detector placement and configuration parameters. The equipment that constitutes central control is comprised of a workstation microcomputer along with the associated peripherals as described in this special specification.
c. Field Setup Computer. A portable microcomputer used to set up and monitor the operation of the VIVDS PROCESSOR. If required to interface with the VIVDS processor unit, the field setup computer with the associated peripherals describ ed in this special specification and a video monitor, also described in this special specification, must be supplied as part of the VIVDS.
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d. Field Communications Link. The communications connection between the camera(s) and the VIVDS PROCESSOR. This link wi ll consist of one CAT5e cable for each omnidirectional camera.
e. Remote Communications Link. The communications connection between the VIVDS PROCESSOR and the central control.
f. Camera Assembly. The complete camera or optical device assembly used to collect the visual image. The camera assembly consists of a CMOS camera, environmental enclosure, temperature control mechanism, and all necessary mounting hardware.
g. Occlusion. The phenomenon when a vehicle passes through the detection zone but the view from the sensor is obstructed by another vehicle. This type of occlusion results in the vehicle not being detected by the sensor.
or
h. When a vehicle in one lane passes through the detection zone of an adjacent lane. This type of occlusion can result in the same vehi cle being counted in more than one lane detection zone. The detection zone is an area selected through the VIVDS PROCESSOR that when occupied by a vehicle, sends a vehicle detection to the traffic controller or freeway management system.
i. Detection Accuracy. The measure of the basic operation of a detection system (shows detection when a vehicle is in the detection zone and shows no detection when there is not a vehicle in the detection zone). j. Live Video. Video being viewed or processed at 5 to 10 frames pe r second.
k. Lux. The measure of light intensity at which a camera may operate. A unit of illumination equal to one lumen per square meter or to the illumination of a surface uniformly one meter distant from a point source of one candle.

3. Functional Capabilities.

The system software must be able to detect either approaching or departing vehicles in multiple traffic lanes. A minimum of 24 detector outputs per VIVDS PROCESSOR. Each zone and output must be user definable through interactive graphics by drawing ar bitrarily shaped polygons using the Field Setup Computer or Central Control. The user must be able to redefine previously defined detection zones. 723
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The VIVDS PROCESSOR must provide real time vehicle detection (within 500 milliseconds (ms) of vehicle arrival).

The system must be able to detect the presence of vehicles in up to 64 detection zones per camera.

Detection zones must be provided that are sensitive to the direction of vehicle travel. The direction to be detected by each detection zone must be user programmable. The VIVDS PROCESSOR unit must compensate for minor camera movement (up to 2% of the field of view at 400 ft.) without falsely detecting vehicles. The camera movement must be measured on the unprocessed video input to the VIVDS PROCESSOR.

The camera must operate while directly connected to VIVDS Processor Unit.

Once the detector configuration has been downloaded or saved into the VIVDS PROCESSOR, the video detection system must operate with the monitoring equipment (monitor and/or laptop) disconnected or on-line.

When the monitoring equipment is directly connected to the VIVDS PROCESSOR, it must be possible to view vehicle detections in real time as they occur on the field setup computer's color VGA display or the video monitor.

The VIVDS PROC ESSOR must support 1 or 2 omnidirectional view cameras. If equipped with 1 omnidirectional view camera, the VIVDS processor must also be capable of simultaneously supporting up to four (4) more traditional view cameras for special needs such as advance detection or underpass detection.

4. Vehicle Detection.
a. Detection Zone Placement. The video detection system must provide flexible detection zone placement anywhere within the combined field of view of the image sensors. Preferred presence detector configurations shall be arbitrarily shaped polygons, including simple boxes, drawn across lanes of traffic or placed in line with lanes of traffic. A single detector must be able to replace one or more conventional detector loops.
b. Detection Zone Programming. Placement of detection zones must be by means of a graphical interface using the video image of the roadway. The monitor must show images of the detection zones superimposed on the video image of traffic while the VIVDS PROCESSOR is running. The displayed zones, when operating, must be able to be displayed outlined or filled, with a visible change indicating detection.
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The detection zones must be created by using the mouse or keypad to draw detection zones on the monitor. The detection zones must be capable of being sized and shaped to provide optimal road coverage and detection. It must be possible to upload detector configurations to the VIVDS PROCESSOR and to retrieve the detector configuration that is currently running in the VIVDS PROCESSOR.

The mouse or keypad may be used to edit previously defined detector configurations so as to fine tune the detection zone placement size and shape. Once a detection configuration has been created, the system must provide a graphic display of the new configuration on its monitor. While this fine -tuning is being done, the detection must continue to operate from the detector configuration that is currently called.

When a vehicle occupies a detection zone, the detection zone on the live video must indicate the presence of a vehicle, thereby verifying proper operation of the detection system. With the absence of video, the VIVDS PROCESSOR must have a display that will indicate proper operation of the detection zones.

Detection zones must be provided that are sensitive to the direction of vehicle travel. The direction to be detected by each detection zone must be user programmable. The vehicle detection zone should not activate if a vehicle traveling any direction other than the one specified for detection occupies the detection zone. Cross-street and wrong way traffic should not cause a detection.

Detection zones must have the option for the user to define that calls can be made with a side entrance (90° or less angled entrance). c. Design Field of View. The video detection system must reliably detect vehicle presence in the design field of view. The design field of view must be defined as the sensor view when the image sensor is mounted 30 ft. or higher above the roadway, when the camera is adjacent (within 15 ft.) to the edge of the nearest vehicle travel lane, and when the length of the detection area is not greater than 5 times the mounting height of the image sensor. Within this design field of view, the VIVDS PROCESSOR unit must be capable of setting up a single detection zone for point detection (equivalent to the operation of a 6 ft. by 6 ft. inductive loop). A single camera, placed at the proper mounting height, must be able to monitor up to and including 5 traffic lanes simultaneously. A single omnidirectional camera, placed at the proper mounting height, must be able to monitor detection zones in at least intersection approaches.
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d. Detection Performance. Detection accuracy of the video detection system must be comparable to properly operating inductive loops.

Detection accuracy must include the presence of any vehicle in the defined detection zone regardless of the lane, which the vehicle is occupying. Occlusion produced by vehicles in the same or adjacent lanes must not be considered a failure of the VIVDS PROCESSOR, but a limitation of the camera placement. Detection accuracy (a minimum of 95%) must be enforced for the entire design field of view on a lane by lane and on a time period basis. When specified in the plans, furnish up to 24 continuous hours of recorded video of all installed intersection cameras within the 30 day test period for verification of proper camera placement, field of view, focus, detection zone placement, processor setup and operation. The video from each camera must show vehicle detections for all zones.
e. Equipment failure, either camera or VIVDS PROCESSOR, must result in constant vehicle detection on affected detection zones.

5. VIVDS Processor
f. Cabinet Mounting- The VIVDS PROCESSOR is shelf mountable. g. Environmental Requirements - The VIVDS PROCESSOR m ust be designed to operate reliably in the adverse environment found in the typical roadside traffic cabinet. It must meet the environmental requirements set forth by the latest NEMA (National Electrical Manufacturers Association) TS1 and TS2 standards as well as the environmental requirements for Type 170, Type 179 and 2070 controllers. Operating temperature must be from -30°F to +165°F at 0% to 95% relative humidity, non-condensing.
h. Electrical - The VIVDS PROCESSOR must have a modular electrical design. The VIVDS PROCESSOR must operate within a range of 89 to 135 VAC, 60 Hz single phase. Power to the VIVDS PROCESSOR must be from the transient protected side of the AC power distribution system in the traffic control cabinet in which the VIVDS PROCESSOR is installed. Communications to the field setup computer must be through an Ethernet port. This port must be able to download the real time detection information needed to show detector actuations.

The VIVDS PROCESSOR must have an Ethernet connection on the front of the unit for the connection to the 1st camera. If a second camera is installed at the intersection, the camera will connect with the VIVDS PROCESSOR through a connector mounted on the side of the PROCESSOR.
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The unit must be equipped with a single VGA video output. This output must be capable of displaying the operation and detections of the VIVDS PROCESSOR. The change log for all Software upgrades and/or changes MUST be presented on a readily assessable internet site with unencumbered public access.

The unit software and the supervisor software must include diagnostic software to allow testing the VIVDS functions. This must include the capability to set and clear individual detector outputs and display the status of inputs to enable setup and troubleshooting in the field.

6. Camera Assembly
i. Camera. The video detection system must use high resolution, color image sensors as the video source for real time vehicle detection. The cameras must be approved for use with the VIVDS PROCESSOR unit by the supplier of the VIVDS. As a minimum, each camera must provide the following capabilities:
i. Images must be produced with a CMOS sensing element
with horizontal resolution of at least 2580 lines and vertical resolution of at least 1920 lines. Images must be output in digital format as MJPEG image.
ii. Useable video and resolvable features in the video image must be produced when those features have luminance
levels as low 1.0 lux for color, for night use.
iii. Useable video and resolvable features in the video image must be pr oduced when those features have luminance
levels as high as 10,000 lux during the day.
iv. The camera must include an electronic shutter control based upon average scene luminance and must be equipped with
fixed field of view and fixed focus lens which does not require opening the camera enclosure. The fixed focus lens must be always in focus without any required end-user adjustments. j. Camera and Lens Assembly. The camera and lens assembly must be housed in an environmental enclosure that provides the following capabilities:
i. The enclosure must be waterproof and dust tight to the latest NEMA 4 specifications.
ii. The enclosure must allow the camera to operate
satisfactorily over an ambient temperature range from -30°F 727
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to +165°F while exposed to precipitation as well as direct sunlight.
iii. The enclosure must include a provision for connection of the CAT5e cable. Input power to the environmental enclosure must be included in the Ethernet interface.
iv. A thermostatically controlled heater must be at the front of the enclosure to prevent the formation of ice and
condensation. The heater must not interfere with the
operation of the camera electronics, and it must not cause interference with the video signal.
v. The enclosure must be light colored or unfinished and must be designed to minimize solar heating. Any plastics used in the enclosure must include ultra violet inhibitors.
vi. The total weight of the image sensor in the environmental enclosure must be less than 10 lb.

Use waterproof, quick disconnect connectors to the camera for the CAT5e connection.

A camera interface panel capable of being mounted to sidewall s of a controller cabinet must be provided for protection of the VIVDS PROCESSOR, camera CAT5e connection. The panel must consist of, as a minimum, 2 CAT5e cable surge protection connections.

When the connection between the camera and the VIVDS
PROCESSOR is CAT5e cable, the cable used must be suited for outdoor installation. Camera mounting hardware must allow for vertical or horizontal mounting to the camera enclosure.

7. Field Communications Link
The field communications link must be a two way communication s connection from the camera to the VIVDS PROCESSOR. The primary communications link media must be burial grade CAT5e cable.

The following requirements must govern for the various types of field communications link media described on the plans:
k. CAT5e Cable. In locations where the plans indicate CAT5e cable is required as the primary communications link, this cable must be burial grade as well as suitable for above ground applications.

All connection cables must be continuous from the equipment cabinet to the camera connector. Install lightning and transient surge suppression 728
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devices on the processor side of the field communications link to protect the peripheral devices. The suppression devices must be all solid state.

The devices must present high impedance to, and must not interfere with, the communications lines during normal operation. The suppression devices must not allow the peak voltage on any line to exceed 300% of the normal operating peak voltage at any time. The response time of the devices must not exceed 5 nanoseconds.

8. VIVDS Set-up System
The minimum VIVDS set -up system, as needed for detector setup and viewing of vehicle detections, must consist of a field setup computer and Windows based interface software (if required) or a video monitor wit h interface software built -in to the VIVDS PROCESSOR. Live video (5 frames per second) must be available on the field setup computer to determine proper operation of detectors. The field set -up computer as a minimum, must have a network connection.

If a field setup computer is required for system set-up, it must be supplied by the supplier of the VIVDS PROCESSOR.

The field setup computer must include all necessary cabling and a Windows based program to interface with the VIVDS PROCESSOR. This software must provide an easy to use graphical user interface and support all models/versions of the supplied VIVDS.

Live video with the detection overlaid is required for field verification of the system.

9. Temporary Use and Retesting
When shown on the plans, the VIVDS equipment must be used to provide vehicle detection on a temporary basis. When the permanent vehicle detection system and related equipment are installed and made operational, the VIVDS equipment must be carefully removed and delivered to the location shown on the plans.

10. Operations from Central Control
The central control must transmit and receive all information needed for detector setup, monitor the vehicle detection, view the vehicle traffic flow and interrogate all required stored data. The remot e communications link between the VIVDS PROCESSOR and central control may be dial -up (telephone or ISDN lines) or dedicated twisted wire pair communications cable which may be accompanied with coaxial cable or fiber -optic cable, as shown on the plans. Communications with the central control must not interfere with the on-street detection of the VIVDS PROCESSOR. 729
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2.12 BATTERY BACKUP SYSTEM (BBS)
A. Battery Backup Systems shall be mounted shown on the plans. The location of each shall be as shown on the plan or as directed by the City.

B. Battery Backup Systems to provide backup to the Controller and Traffic Signal Control shall be installed by one of the following methods:

1. Pole Mounted: The BBS Enclosure shall be capable of being Pole Mounted. The enclosure will house th e batteries, UPS and bypass switches. The cabinet must meet the requirements for NEMA 3R enclosures. The housing must have the structure and bracket options to be easily attached to wooden, steel or concrete pole. Dimensions of the enclosure shall not exceed 27”H x 22” W x 18” D.

The complete enclosure and door must be made from .125” thick, 5052 aluminum. All external seams must be continuously welded. The door opening must have a double flange for weather sealing purposes.

2. Pad Mounted: The BBS Enclosure shall be capable of being Pad Mounted.

The enclosure will house the batteries, UPS and bypass switches. The cabinet must meet the requirements for NEMA 3R enclosures. Dimensions of the enclosure shall not exceed 50”H x 17” W x 17” D. An eight (8) inch Riser shall be available for Stand-Alone Pad Mount installations.

The complete enclosure and door must be made from .125” thick, 5052 aluminum. All external seams must be continuously welded. The door opening must have a double flange for weather sealing purposes.

3. Side Mounted: The BBS configuration shall have the UPS Power Module installed into the existing traffic control cabinet along with the bypass manual/automatic transfer switch. The batteries shall be installed into its own side mounted battery compartm ent. The side mounted battery compartment will house the batteries, battery balancer and compartment fan. The cabinet must meet the requirements for NEMA 3R enclosures.

The housing must have the dimensions so that it may easily be attached the side of a M, P or 332 Type cabinet. Dimensions of the enclosure shall not exceed 48”H x 20” W x 10” D. The side mounted battery compartment must not interfere with the opening of the traffic cabinet door.

The complete enclosure and door must be made from .125” thick, 5052 aluminum. All external seams must be continuously welded. The door opening must have a double flange for weather sealing purposes.

The battery side mount compartment will be mounted to the traffic control cabinet with six 8 hex head bolts, ¼” x 20”. All holes will be field drilled by the Contractor to accommodate the specific situation. A grommet must be supplied to protect the cable in a field drilled 1.5” to 2” hole for cable 730
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connection to the existing traffic controller. The Contractor will supply all the mounting hardware, bolts, washers, nuts, gaskets, bushings, grommets, caulking, etc., necessary to install the cabinet in a safe and weatherproof manner.

C. Battery Backup System shall consist of a complete Alpha Technologies BBS, or approved equal, and shall conform to the following.

1. Description.

Furnish an Outdoor Hardened Battery Backup System with a battery enclosure mounted as noted.

2. Materials.

Furnish, assemble, fabricate, or install new corrosion resistant materials in accordance with these sp ecifications. Supply a “rack mounted” UPS unit, including a front panel with indicators and control switches, as shown on the plans.

3. Functional Requirements.

The following are the minimum requirements for a complete emergency battery backup system for use with Light Emitting Diode Traffic Signal Modules at intersections with NEMA, 170 or 2070 cabinets. The Battery Backup System (BBS) shall include, but not be limited to the following:

Inverter/Charger, Batteries, a separate automatic and manually operated Bypass Switch and all necessary hardware and interconnect wiring. The BBS shall be capable of providing power for full run -time operation for an “LED –only” intersection (all colors: red, yellow, green and pedestrian heads) or flashing mode operation and i ntersection Red LED’s. The BBS shall be designed for outdoor applications.

4. Enclosure Construction.
a. Door. The cabinet must have a door to provide access to the complete cabinet interior. The door must include a continuous piano hinge made of 14-gauge stainless steel and a .120” diameter stainless steel hinge pin. The hinge must be attached to the enclosure and the door with close end pop rivets. The door must have a three (3) point locking mechanism with rollers at the ends for the latch rods. The key lock must be a Corbin cylinder lock with a #2 key. When the door is opened it must have stops at 90, and 130 degrees. A continuous neoprene gasket must be used to weatherproof the enclosure when the door is closed.
b. Ventilation Fan. A fan must be m ounted in the air baffle at the top of the cabinet with an air outlet built into the overhang. The fan must be 731
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thermostatically controlled. The bottom of the door must be louvered to allow airflow. A removable dust filter must be located behind the vent.
c. Finish. The enclosure shall be a natural aluminum or painted ASA 61 Gray.
d. Features. An “On Battery” factory installed high impact red light option shall be available for the enclosure. The “On Battery” LED shall operate off of the DC voltage of the UPS to n otify that the UPS is on batteries without opening of the door. The lamp will be wired to and controlled by the UPS power module. The enclosure shall be designed to rack mount the UPS and Fail Safe ATS transfer switch. When the UPS is mounted into the encl osure it must be mounted to accommodate straight-on horizontal viewing of the LCD screen on the UPS.
e. Generator Connection. An optional factory installed flush mount generator compartment with neoprene gaskets for weatherproofing shall be available for the enclosure. The generator compartment shall include a locking 30 amp plug, L5 -30FI, for connecting of a portable AC generator. A manual transfer switch shall be mounted within the generator compartment to allow for transferring from utility power to generator power. The generator door will provide a cable slot to allow for closing of the door when the generator is plugged in and to lock the cable inside of the compartment. The door will include a Corbin Type 2 lock.

5. Battery System.
a. Individual batteries shall be:
• Voltage rating: 12V type
• Amp-hour rating: 100 amp-hour minimum
• Group size: 31
• Batteries shall be easily replaced and commercially available off the shelf.
b. Batteries used for BBS shall consist of 4 batteries. All batteries must meet their specifications out of the box immediately after the initial 24- hour top off charge. Batteries that require cycling to meet the AH rating specifications are not acceptable.
c. Batteries shall be deep discharge, sealed prismatic lead -calcium based GEL/VRLA Gelled E lectrolyte/ Valve Regulated Lead Acid). 732
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Batteries designed for Cycle applications, such as Solar, are not acceptable. The battery must be designed for Standby Applications. d. Batteries shall have a discharge operating temperature range of – 40 °C to +71 °C.
e. Batteries shall have a Manufactures Warranty of 4 Years Full Replacement plus 1 additional year when a battery balancer is used.

The warranty shall cover any battery that does not meet 80% of its original reserve capability during the warranty period. f. The batteries shall be provided with appropriate interconnect wiring for the cabinet into which they will be installed.
g. Batteries shall indicate maximum recharge data and recharging cycles.
h. Battery Harness

1. Battery interconnect wiring shall be via two-part modular harness.

2. Part I shall be equipped with red (+) and black ( -) 30.48 cm (12”) cabling that can be permanently connected to the positive and negative posts of each battery. Each red and black pair shall be terminated into an Anderson style Power Pole c onnector or equivalent.

3. Part II shall be equipped with the mating Power Pole style connector for the batteries and a single, insulated Power Pole style connection to the inverter/charger unit. Harness shall be fully insulated and constructed to allow batteries to be quickly and easily connected in any order to ensure proper polarity and circuit configuration.

4. Power Pole connectors may be either one -piece or two-piece. If a two-piece connector is used, a locking pin shall be used to prevent the connectors from separating.

5. All battery interconnect harness wiring shall be UL Style 1015 CSA TEW or Welding Style Cable or equivalent, all of proper gauge with respect to design current and with sufficient strand count for flexibility and ease of handling.

6. Battery terminals shall be covered and insulated with molded boots so as to prevent accidental shorting.
i. Battery Balancer: The battery balancer shall be provided that automatically balances the battery charge voltage on all batteries in 733
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the string to within ±100mV between any two batteries. The Balancer shall allow for any single 12V battery within the battery string to be replaced at any time throughout the warranty period and not require the purchase of new batteries, to install the battery covered under the warranty.

6. BBS Operation.
a. The BBS shall provide a minimum four (4) hours of full run -time operation at 500 watts with an additional nine (9) hours of Red Flash operation at 125 watts. Typical values for a “LED -only” intersection.

The inverter, when on batt eries, shall operate with a minimum efficiency of 84% with a load ranging from 25% to 90% of the BBS total output rating. The BBS shall operate at 98% or higher when operating under normal condition (utility power is available).
b. The BBS, for safety and efficiency shall operate with a nominal 48 VDC buss. A DC level higher than 56 VDC shall be considered unsafe and not acceptable.
c. The maximum transfer time allowed, from disruption of normal utility line voltage to stabilized inverter line voltage from batteries, shall be 5 milliseconds. 5 milliseconds maximum allowable transfer time shall also apply when switching from inverter line voltage to utility line voltage.
d. The BBS shall include a rack mounted Fail Safe Automatic/Manual Bypass Switch for bypassing the UPS for maintenance. The FS -ATS bypass switch will be a 3 -stage configuration, UPS Normal mode, bypass UPS on and bypass UPS off. The FS-ATS Bypass Switch shall mount in a 19” rack inside of the BBS side mount enclosure. e. The BBS shall provide the user with 6-sets of normally open (NO) and normally closed (NC) single -pole double -throw (SPDT) individually programmable dry relay contact closures, available on a front panel - mounted terminal block, rated at a minimum 120V/1A, and labeled so as to identify each contact.

1. One set of NO and NC contact closures shall be energized whenever the unit switches to battery power. Contact shall be labeled or marked “On Batt.”

2. A second and third set of NO and NC contact closures shall be energized whenever the battery approaches approximately 40% of remaining useful capacity. Contact shall be labeled or marked “Low Batt.” This setting must be adjustable from 10% to 90% via the RS232 connection.
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3. A fourth set of NO and NC contact closures shall be energized two hours after the unit switches to battery power. Contact shall be labeled or marked “Timer.” This setting must be adjustable from 1 Min. to 8 Hours via the RS232 connection.

4. A fifth set of NO and NC contact closures shall be energized in the event that an Alarm condition occurs. Contact shall be labeled “Alarm”.

5. A 48 VDC output shall be provided for operating an external fan.

This output can also be factory configured as a dry contact

6. Relay contact activation shall be annunciated on the front panel via a visual indication. This can be either discreet LED, or part of LCD screen, etc.
f. The BBS shall have two (2) independently programmable timers 0 to 8 hours with two (2) times-of-day restrictions on each timer, providing dry contacts to provide Red Flash operation at user definable times of day.
g. The BBS shall provide 3 user inputs to support Intrusion Alarm, Emergency Power Off (EPO) and external Self Test (Battery Test). h. Operating temperature for both the inverter/charger, and manual bypass switch shall be –40 °C to +74 °C with a load of 850 watts. i. The Fail Safe ATS Bypass Switch shall be rated at 240VAC/30 amps, minimum
j. The BBS shall use a temperature -compensated battery charging system. The charging system shall compensate over a range of 2.5 –

6.0 mV/ °C per cell. The te mperature sensor shall be external to the inverter/charger unit. The temperature sensor shall come with 3 meters (9’10”) of wire. .
k. Batteries shall not be recharged when battery temperature exceeds 50 °C ± 3 °C.
l. BBS shall bypass the utility line power whenever the utility line voltage is outside of the following voltage range: 85VAC to 175VAC (± 2VAC).

During a utility input from 85 VAC to 175 VAC the UPS shall utilize its internal double buck, double boost regulation to maintain a 108 to 131 VAC output to the controller cabinet, without the use of the batteries.

The BBS shall go into Boost Mode 1 when the AC Line voltage reaches below 110 VAC, +/- 2volts. When the AC line drops below 96 VAC, +/- 2 volts the BBS shall go into Boost Mode 2. When the AC line voltage reaches 131volts, +/- 2volts the BBS shall go into Buck Mode 1. When 735
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the AC Line voltage reaches 150 volts the BBS shall go into Boost Mode 2.
m. When utilizing battery power, the BBS output voltage shall be between 110 VAC and 128 VAC, pure sine wave output, ≤ 3% THD, 60Hz ± 3Hz.
n. BBS shall be compatible with NEMA, 170 or 2170 Controllers, and cabinet components for full time operation. All loads to the maximum rating of the BBS shall be powered through the BBS system to utilize the UPS internal Buck/Boost regulation.
o. In cases of low (below 85VAC) or absent utility line power, when the utility line power has been restored to normal for more than 3 seconds, the BBS shall transfer from the Boost Regulation Mode or the battery backed inverter mode back to utility line mode.
p. In cases of high utility line power (above 175VAC), when the utility line power has been restored to normal for more than 3 seconds, the BBS shall transfer from the Buck Regulation Mode or battery backed inverter mode back to utility line mode.
q. BBS shall be equipped to prevent a malfunction feedback to the cabinet or from feeding back to the utility service. For conformation the UPS module must be UL/CSA approved and labeled. “Tested to” or “Built to” UL/CSA is not acceptable.
r. In th e event of inverter/charger failure, battery failure or complete battery discharge, the Fail Safe Transfer Switch shall revert to the NC (and de-energized) state, where utility line power or generator power, if available, is connected to the cabinet.
s. Recharge time for the battery, from “protective low -cutoff” to 90% or more of full battery charge capacity, shall not exceed eight (8) hours, unless limited by the Temperature Regulated charger due to excessive battery heat that could damage the integrity of the battery string. t. Batteries shall be Deep Discharge Gel Type Valve Regulated Lead Acid Battery and compatible with the Battery charger.

7. Maintenance, Displays, Controls and Diagnostics.
a. The BBS shall include a display and /or meter to indicate current battery charge status and conditions.

1. The BBS shall provide voltmeter standard probe input-jacks (+) and (-) to read the exact battery voltage drop at the inverter input. 736
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b. The BBS shall have lightning surge protection compliant with IEEE/ANSI C.62.41.
c. The BBS shall be equipped with an integral system to prevent battery from destructive discharge and overcharge.
d. The BBS and batteries shall be easily replaced with all needed hardware and shall not require any special tools for installation. e. The BBS shall display via an LCD panel to indicate the number of times the BBS was activated and the total number of hours the unit has operated on battery power. The LCD display shall show the UPS mode, Alarm status, Input and output voltages, Output current, Battery voltage, ba ttery charger current and last event. It shall allow for programming of the battery charger from 3, 6 and 10 amp charger setting.
f. The BBS shall include two separate communication ports on the front panel of the UPS, a factory installed internal Ethernet po rt for SNMP/WEB communications along with an RS 232 port for local communications.
g. The BBS shall include a Microsoft Windows® Graphical User Interface for programming and monitoring the BBS. This must be provided in addition to the use of Hyper Terminal and provided at no cost. h. Manufacturer shall include a set of operator’s manuals with each BBS. i. The BBS shall provide the ability to manage daylight savings time automatically.
j. The BBS temperature reporting shall be selectable, Celsius or Fahrenheit.
k. The BBS shall have the ability to update the firmware via the Web Pages.
l. The BBS shall be capable of reporting the date in either number or text format in any order of day, month and year.
m. The BBS shall have battery runtime reporting integration based on the current rate of consumption via a selectable collection of common batteries and via generic configuration with editable Peukert’s number. n. The BBS shall display the MAC address locally and remotely. o. The BBS shall display the unit serial number locally and remotely. 737
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p. The BBS shall display the record the power consumed by the load. (KW)
q. The BBS shall have a user input selectable alarm. An alarm shall be sent via SNMP when activated.
r. The BBS shall have a remote shutdown / reboot via SNMP feature. s. The BBS shall have up to 255 COM ports available on the RS-232.

2.13 STANDARD STREET LIGHTING
A. Standards for lighting shall be in accordance with Section 56 -3 of the Caltrans Standard Specifications, and with Caltrans Standard Plans ES -6A through ES - 6G.

B. All pole hardware nuts, bolts, and screws shall be stainless steel. Mounting bolts, nuts, and screws shall be galvanized.

C. A No 5 pullbox shall be installed at each light pole, Pullbox lid shall have "LIGHTING" stamped in lid.

D. A photo cell shall be installed on each fixture.

E. Each light fixture shall have a fuse
F. Street lighting conduit shall have a minimum coverage of 24 inches.

G. Use 8-foot luminaire arm for roadways less than 40 feet in width, and 15-foot luminaire arm for roadways 40 feet or more in width.

H. A photocell shall be in stalled in each fixture for un -metered electrical service installations.

I. A photocell shall be installed in service assembly for metered electrical service installations.

J. City of Pittsburg Approved "Cobra Head" Fixtures

1. “CREE” (RSW SERIES, MEDIUM) RSWL – A – HT – 3ME – 14L – 40K7 – UL – GY – N - Q
K. In general, the approved above fixtures shall be used on the following roadway classifications (IESNA RP-8 Report). The specific fixture selected shall be used in a photometric analysis and approved by the City.

1. Local residential streets.

2. Local commercial and collector residential streets (up to 40 feet wide).

3. Collector commercial streets (up to 40 feet wide).

4. All major streets (over 40 feet wide).
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5. All expressway streets (over 40 feet wide).

L. Single Fixture Street Light Pole shall be "HAPCO" Drawing Number B101150, or approved equal (see table for arm length)

2.14 DECORATIVE STREET LIGHTING
A. Standards for lighting shall be in accordance with Section 56 -3 of the Caltrans Standard Specifications, and with Caltrans Standard Plans ES -6A through ES - 6G.

B. All pole hardware nuts, bolts, and screws shall be stainless steel. Foundation mounting bolts, nuts, and screws shall be galvanized.

C. A No 5 pullbox shall be installed at each light pole, Pullbox lid shall have "LIGHTING" stamped in lid.

D. A twist lock photo cell shall be installed on each fixture for un -metered electrical service installations
E. A twist lock photo cell shall be installed in service assembly for metered electrical service installations.

F. Each light fixture shall be fused.

G. Steel tenon base anchorage shall be used in twin-fixture decorative lighting pole with pole height greater than 10’ and/or with banner attached.

H. "Old Town" boundary includes all streets (both sides) within the perimeter of and including Black Diamond Street, East Third Street, Cumberland Street, and East Tenth Street.

I. City of Pittsburg Approved "LED" Decorative ("Acorn") Post Top Light Fixture (Single or Double)

1. "Cyclone Lighting" Catalog # CYT13T4 – VS3ARP – 5 – 50W – 4K – 120 – EV1 – DCP – F2AP – PTDR – SQ – CP1 – BK - TX(For installations outside of "Old Town" boundary)

2. "Cyclone Lighting" Catalog # CYT13T4 – VS3ARP – 5 – 50W – 3K – 120 – EV1 – DCP – F2AP – PTDR – SQ – CP1 – BK - TX (For installations within "Old Town" boundary)
J. City of Pittsburg Approved Decorative Luminaire Pole

1. "Cyclone Lighting" Catalog # PD12-*-GFIC2-BK-TX (single head)

2. "Cyclone Lighting" Catalog # PD12-*-T12-GFIC2-B-TX (double head)

3. "*" - Pole height to be determined by the Engineer
K. City of Pittsburg Approved Decorative Bracket
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1. "Cyclone Lighting" Catalog # CP2408-C2-T12-BK-TX (double head)

2. "Cyclone Lighting" Catalog # BA2-4-24-A-P-D2-BK-TX (pole banner) L. City of Pittsburg Approved Park/Pathway Luminaire Pole, Fixture, and Base Cover

1. "Cyclone Lighting" Catalog “CREE” (EDGE SERIES) ARE-EDR-5M-R6-06- E-UL-BK-40K-525-P ("LED" Light Fixture)

2. "Cyclone Lighting" Catalog # PA40-12-TN32-BK-TX-R30 (Luminaire Pole)

3. “Cyclone Lighting” BD11-BK-TX (Base Cover)

2.15 PULL BOXES
A. Pull boxes shall be in accordance with Section 86 -1.02C “Pull Boxes,” of the Caltrans Standard Specifications and Caltrans Standard Plan ES-8A and ES-8B.

B. Pull boxes shall be installed at the locations shown on the plans or, in long runs, they shall be spaced at not over 200 feet. It shall be the option of the Contractor, at its expense and subject to the approval of the City, to install additional pull boxes that he may desire to facilitate the work.

C. Where practical, pull boxes shown in the vicinity of curbs shall be placed adjacent and level with the beck of curb. Pull boxes shall be installed with the long side parallel to the curb. Pull boxes shall not be installed in any part of a driveway or other traveled way unless otherwise specified.

D. The bottom of the pull box shall rest firmly on a 12 -inch-thick bed of 1-inch max crushed rock extending 6 inches beyond the outside edges of the pull box.

E. Concrete pull box covers to be installed in street lighting systems shall be inscribed "STREET LIGHTING" “HIGH VOLTAGE" for circuits over 600 volts. For 120 volt or 80 volt circuits, cover shall be inscribed with the applicable voltage.

F. Concrete pull box covers to be i nstalled in signal systems, or combined signal and low voltage lighting systems, shall be inscribed "TRAFFIC SIGNALS." Concrete pull box covers for underground service points, where both traffic signals and street lighting jointly occupy the same box, shal l be inscribed "TS - SL."

2.16 CONDUIT
A. All conductors shall be run in conduit except where they are inside standards, or for overhead and temporary installations or otherwise specified.

B. Conduits shall be of the size indicated on the plans. It shall be the option of the Contractor to use larger conduit than that specified, provided that where such 740
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substitution is made, it shall be for the entire length of the conduit run. No reducing fittings will be permitted.

C. Detector or street lighting conduit shall be 1-inch nominal size. Direct interconnect or utility service conduit shall be 1-1/2 inches nominal size. Traffic signal conduit shall be 2 inches nominal size minimum, except conduit from the standard to an adjacent pull box may be 1-1/2 inches unless otherwise specified.

D. All conduit shall be the rigid galvanized steel type unless otherwise specified.

Where non -metallic conduit is specified, it shall be Schedule 40 PVC when concrete-encased or Schedule 80 PVC when direct buried.

E. Conduit and conduit fittings shall be galvanized by the hot-dip, electrodepositing, or metallizing process. Galvanized conduit shall conform to standards for rigid steel conduit as specified by Underwriters' Laboratories, Inc., and shall bear the Underwriters' label on each length.

F. The ends of the conduit shall be free of burrs and rough edges. Ends of conduit shall be properly coupled. Running threads, threadless connectors or threadless couplings will not be permitted.

G. The maximum bend of a conduit shall be 90° and the minimum radius of a factory bend shall be 12 inches (305mm).

2.17 CONDUCTOR AND WIRE
A. Copper wire shall conform to the applicable portions of ASTM B3 and B8. Wire sizes shall be based on American Wire Gauge (AWG).

B. Conductors for series street lighting systems shall be No . 8 AWG solid copper wire insulated with 0.110-inch thickness Polyethylene insulation. Standard S-61- 402 of Insulated Power Cable City Association, and designated for operation at 5,000 volts.

C. Where isolating transformers or ballasts are used, the secondary conductors from transformer to luminaire shall be insulated NO. 10 AWG solid copper wire.

Multiple circuit conductors shall be of a size indicated on the plans. Insulation for such conductors shall be rated and UL approved for 600-volt operation, and shall be standard THHN Type. Grounding conductors shall be stranded soft drawn bare copper of the size indicated on the drawings. Insulated ground wires shall be permitted in raceways and shall be THHN Type with green insulating jacket. 741
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2.18 SERVICE
A. The Contractor shall furnish and install all material and equipment necessary to complete the electrical connection between the terminating point of the serving utility and the electrical system as shown on the plans or otherwise required.

B. Service equipment and enclosures shall be in accordance with Caltrans Standard Plans ES-2A through ES-2G.

C. For series street lighting systems served from overhead circuits, a switch of 5,000-volt rating shall be connected to control each circuit. The switch shall be enclosed in a NEMA Type 3R, 18 -inch by 24 -inch by 6 -inch terminal box. The terminal box shall be fitted with a cover permanently inscribed "DANGER - HIGH VOLTAGE.” The cover shall be attached to the box to form a rain-tight plate and shall require tools for removal. The term inal box shall be installed not less than 10 feet above the ground.

PART 3 - EXECUTION

3.1 MAINTAINING EXISTING AND TEMPORARY ELECTRICAL SYSTEMS A. Existing electrical systems, or temporary replacements thereof, shall be maintained in effective operation by the Contractor during the progress of the work. The Contractor shall notify the Project Manager at least two working days prior to performing work on existing systems.

B. Before commencing the work, the Contractor shall submit in writing to the Project Manager a description and detailed schedule of the intended operations relative to keeping the traffic signals, traffic signal interconnect, and street lights in operation.

C. The Contractor shall furnish and install whatever temporary or permanent conduit, overhead and other wiring and equipment as necessary, shall make all connections and do other work necessary to maintain normal signal and street lighting operation and at th e conclusion of the need therefore, shall remove all temporary facilities from the site.

D. Temporary wiring as described herein shall not apply to circuits exceeding 150 volts to ground.

E. Temporary wiring may be either overhead or underground conductors. All temporary overhead conductors shall be slack -spanned with 20 -foot minimum overhead clearance across thoroughfares and 12-foot minimum clearance above sidewalk areas. No temporary conductor may run on top of the ground or across any sidewalk area unless ade quately protected in an electrical raceway.

Overhead conductors shall be multi -conductor cable or single conductors, 742
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securely tied or taped at intervals not to exceed 5 feet. No spare conductors are required. All splices within 10 feet above ground level shall be enclosed in metal junction boxes. Splices made at ground level shall be enclosed in pull boxes.

F. Temporary traffic signal heads shall provide a minimum of 2 clearly visible signal faces for traffic from each direction, one being adjacent to the left side of the traveled way and one being adjacent at the right side of the traveled way. The exact location and any additional signal faces shall be determined by the City. All temporary signals shall be securely mounted at approximately a 10-foot height and wood poles, platform standards, or semi -permanent structures. Mast arms, where required, shall provide a minimum clearance of 17 feet from the traveled way to the bottom of the signal. All primary and mast arm signals shall have back- plates. All mast arm signals and arrow indications shall be 12-inch size.

G. When traffic signal shutdown is permitted by the City, it will be for a two-hour period between 9 a.m. and 2 p.m. Work necessitating longer periods of time may be authorized by the Project Manager . Preliminary work associated with the shutdown shall be done prior to the actual shutdown in order to minimiz e the amount of time necessary for the completion of the work. Sufficient manpower and equipment shall be employed by the Contractor to minimize the shutdown period. Once a shutdown is in effect, all work shall be diligently pursued without interruption until the signals are back in normal operation. Delays in effecting the shutdown by the City shall not constitute shutdown time for the Contractor.

H. In all cases, shutdown flashing operation, and turn-on must be requested at least 24 hours in advance and must be approved by the City.

I. Contractor shall provide flagmen where necessary to handle traffic safely.

J. The Contractor shall temporarily relocate existing City -owned equipment if the present location of equipment conflicts with an installation of this contract.

K. The Contractor shall be completely responsible for the maintenance and continuity of operation of any temporary electrical facility installed by the Contractor.

L. Disconnection of any existing or temporary streetlights shall not be permitted until the new equipment has been tested and properly adjusted.

M. Lamps (LEDS) in traffic signal heads installed or relocated by the Contractor that burn out during the life of the contract shall be replaced by the Contractor with new approved traffic signal rated lamps.

N. Lamps in street light luminaires installed, relocated or worked on by the Contractor that burn out during the life of the contract shall be replaced by the Contractor with new, equal lamps.
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O. The cost of electrical energy for any temporary facility will be b orne by the City but the Contractor shall bear all costs of any temporary service connections.

P. All work and expenses for maintenance of existing traffic signal and streetlights in operation shall be done as incidental work to traffic signal work of this contract.

3.2 REMOVING, REINSTALLING OR SALVAGING ELECTRICAL EQUIPMENT A. Removing, reinstalling or salvaging electrical equipment shall be in accordance with Section 87 -21 “Existing Electrical Systems,” of the Caltrans Standard Specifications and the Technical Specifications.

B. Unless otherwise specified, conductors, standards, electrical equipment, and foundations not to be reused shall become the property of the Contractor and shall be removed from the jobsite. Any salvage value shall be reflected in the Schedule of Values. All conduit abandoned in place shall be terminated at least 12 inches below the finished grade.

C. Care shall be exercised in removing equipment to be reused or salvaged so that it will remain in the condition existing prior to its rem oval. The Contractor will be required to replace, at its expense, any equipment which has been damaged or destroyed by its operations.

D. All salvaged equipment shall be coordinated and delivered to the City of Pittsburg's Corporation Yard, 357 E. 12th Street, Pittsburg, CA 94565. Contractor responsible for equipment to load, haul and offload materials as directed by the City at the Corporation Yard.

3.3 EXCAVATION AND BACKFILL
A. The excavations required for the installation of conduit, foundations and other equipment shall be performed in such a manner as to cause the least possible damage to the streets, sidewalks and other improvements. The trenches shall not be excavated wider than necessary for the proper installation of the electrical equipment or foundations. Excavating shall not be performed until just prior to installation of equipment. The material from the excavation, shall be shall be placed in a location to cause the least obstruction to surface drainage and vehicular and pedestrian traffic. Refer to Section 31 23 16 – Utility Trenching.

B. Where excavations are required in parkways and lawns, existing sod shall be removed and preserved by the Contractor. After backfi lling, the sod shall be replaced and the entire area restored to original grade and condition or better.

C. Where excavations are required in concrete sidewalk, cuts and joints shall conform with the applicable provisions regarding concrete. 744
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D. After backfilling, excavations shall be kept well filled and maintained in a smooth and well-drained condition until permanent repairs are completed.

E. At the end of each day, and at all other times when construction operations are suspended, all equipment, material and debris shall be removed from that portion of the right of way open for vehicular and pedestrian traffic. Barricades shall be erected at all excavations not backfilled or finished to final grade. Such shall conform with OSHA requirements.

F. All excavations, including those resulting from removal of existing equipment as specified or on the plans, shall be backfilled and the surface restored to match existing improvements in conformance with the applicable requirements concerning such work. The work in the street or highway shall be performed in such a manner that not more than one lane of traffic is restricted in either direction at any time, unless approved by the City.

3.4 FOUNDATION CONSTRUCTION
A. All work shall conform to line elevation and grade as shown on the plans required by the utility or as established by the City.

B. The foundations shall be constructed in a single placement of concrete of the class specified. The bottom of the foundations sha ll rest securely on firm, undisturbed ground. When a firm footing cannot be obtained at the depth shown on the plans, or where the foundation cannot be constructed to standard dimensions because of an obstruction, the foundation shall be installed as directed by the City.

C. Where forms are required because of soil conditions or grade, they shall be true to line and grade, firmly braced and secured in place, and shall not be removed until the concrete has set.

D. Foundations shall cure for 7 days before installing any equipment.

E. Wherever the edge of a concrete foundation extends within 18 inches of any existing concrete improvement, a concrete slab with a minimum thickness of 4 inches shall be extended to meet such improvement.

F. The foundation cap shall be of simil ar color, finish and material as the adjacent sidewalk. It shall be a minimum of 4 inches thick and shall be placed after the standard is set in final position.

G. All anchor bolts, nuts and washers, including those required for existing standards to be relocated, shall be furnished by the Contractor. 745
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3.5 TRAFFIC SIGNAL POLE INSTALLATION
A. Standards, poles, pedestals, and posts shall be installed in accordance with Caltrans Standard Specification 87-1.03J.

B. Plumbing of standards shall be accomplished by adjusting the nuts and the anchor bolts before the foundation cap is placed. Shims or other similar devices for plumbing or raking will not be permitted. After plumbing the standard, anchor bolts shall be cut off 1/4 inch above the nuts and the exposed surfaces shall b e repaired with cold galvanizing paint.

C. Holes left in the shafts of existing standard s due to removal of equipment, shall be repaired by either welding a suitable disc, grinding smooth, and painting as provided for repairing damaged galvanized surfaces els ewhere specified or grouting to match existing texture and color.

3.6 SIGNAL HEAD INSTALLATION
A. Install as per manufacturer’s instructions.

B. Signal heads shall not be installed at any intersection until all other signal equipment, including the controller, is in place and ready for operation at that intersection, except that signal heads may be mounted if the faces are turned away from traffic or are covered.

C. Signal heads shall be located and aimed as shown on the plans or as directed by the City. Mounting location and standards shall be as shown or as directed by the City.

D. After installation, prior to signal operation, all signal heads shall be "bagged".

Plastic sheeting and duct tape are not allowed.

3.7 CONDUIT INSTALLATION
A. All threads shall be treated with approved joint compound before fittings are placed thereon. Where the galvanized coating of conduit or fittings has been injured in handling or installing, such damaged areas shall be thoroughly painted with a rust preventive paint.

B. Conduit shall be installed in accordance with Caltrans Standard Specification 87-

1.03B "Conduit Installation".

C. In any case where a different depth is required to mee t the controlling utility agency
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D. requirements, Contractor shall comply with said utility specifications at no additional cost to the City.

E. Conduit laid in open trench shall not be covered nor shall any trench or inspection hole be backfilled until the installation has been approved by the City.

F. Conduit shall be placed under existing pavement by jacking or drilling methods.

Pavement shall not be disturbed without permission from the City. Jacking or drilling pits shall be kept 2 feet clear of the edge of any type of pavement wherever possible.

1. Excessive use of water, such that pavement might be undermined, or softened, will not be permitted.

2. Jacking pits adjacent to railroad tracks shall be constructed not less than 12 feet from the center line of track or as otherwise required by the railroad agency concerned.

3. When the jacking pit is left overnight, it shall be covered with substantial planking.

3.8 WIRING
A. Wiring shall be done in conformance with all applicable Regulations and Codes and the requirements herein.

B. Wiring shall be installed in accordance with Caltrans Standard Specification 87 -

1.03F 'Conductors and Cable Installation".

C. The Contractor shall investigate and conform the installation connections to any utility services, shall meet the specifications of the utility agency involved. In case of conflict, the utility specifications shall control and the Contractor shall comply in all respects at no additional cost to the City.

D. Connectors and terminals for use with aluminum utility power service conductors shall be aluminum and shall be greased with an approved inhibitor.

E. Where low -voltage conductors are run in standards containing high -voltage conductors, either the low -voltage or the high -voltage conductors shall be encased in flexible or rigid metallic cond uit, to a point where the two types of conductors are no longer in the same raceway.

F. Conductors shall be pulled by hand. Winches or other power -actuated pulling equipment shall not be used. Only approved lubricants may be used in placing conductors in conduit.
747
City of Pittsburg, California December 2022
TRAFFIC SIGNALS AND LIGHTING 34 41 00 - 42
G. Splices, where allowed, shall be made only in pull boxes and standard bases.

Conductors shall be joined by the use of a connector approved by the City. The splice shall be capable of satisfactory operation under continuous submersion in water.

H. Conductor insulation shall be well penciled, trimmed to conical shape, and roughened before applying splice insulation. Splice insulation shall consist of layers of vinyl chloride electrical insulating type, conforming to ASTM D2301, Type I, applied to a thickness equal to and well lapped over the original insulation.

I. Small permanent identification bands shall be marked as specified. The bands shall be securely attached to conductors in pull boxes and near the termination of each conductor. Where circuit and phase are clearly indicated by conductor insulation, bands need not be used. Permanent identification bands shall be embossed, 6 mil oil resistant polyvinyl chloride tape with pressure -sensitive backing. Tape shall be of a type such that symbols contrast with the background color.

3.9 BONDING AND GROUNDING
A. Metallic cable sheaths, metallic conduit, non -metallic conduit grounding wire, ballast and transformer cases, service equipment, sign switches, anchor bolts, end metal standards that form a continuous system shall be effectively grounded.

Bonding and grounding jumpers shall be copper wire or copper strap of the same cross-sectional area as No. 8 AWG for all systems, except where noted herein.

B. Grounding of metallic conduit, service equipment and neutral conduct or at service points shall be accomplished as required by the applicable Code and the serving utility, except that grounding conductors shall be No. 6 AWG copper wire.

C. For bonding purposes in all non-metallic type conduit, a bare No. 8 AWG copper wire shall be run continuously in all circuits.

D. Bonding of standards shall be accomplished by means of a No. 8 AWG bonding wire attached from a grounding bushing to a foundation bolt or to a 3/16 inch, or larger, brass or bronze belt installed in the lower portion of the standard.

E. Bonding of metallic conduit in non-metallic pull boxes shall be by means of copper strap or galvanized grounding bushings and bonding jumpers.

F. The metallic conduit or bonding conductor system shall be securely grounded, at intervals not to exceed 500 feet, to one of the following:

1. A 1-inch galvanized pipe driven to a depth of 8 feet and having its upper end not more than 3 inches above the conduit, or
748
City of Pittsburg, California December 2022
TRAFFIC SIGNALS AND LIGHTING 34 41 00 - 43

2. A minimum I/2-inch by 8-foot copper weld rod driven to a depth of 7 feet 9 inches. On woo d poles, all equipment mounted less than 10 feet above ground surface shall be grounded.

3.10 INDUCTIVE LOOP INSTALLATION
A. The 2 leads for each loop shall be installed as a pair in a common saw slot. The detector loop leads may share a common saw slot with leads from other detector loops. However, the detector loop leads shall not cross any loops and shall not be installed within 20 inches of any other lead. The lead in cable shall consist of No. 21 AWG -UF twisted pair and be continuous from the pull box where connections are made to the inductive detector loops to the cabinet containing the sensor units for the loops.

B. The Contractor shall make continuity and insulation resistance tests after installation on both inductive detector leaps and lead -in cables. The measurement shall be made using the conduit system as ground and with the shield (if any) of the lead-in grounded.

C. Slots ¼-inch minimum width shall be cut in the pavement, blown clean and dried before installing inductive loop detectors. 18-inch corner cutoffs shall be provided on all loops.

D. After conductors are installed in the slots cut in the pavement, the slots shall be filled with epoxy sealant, "Epoxy Sealant for Inductive Loops (Caltrans Standard Specification 80/40-01E-06,”) to within 1/8 inch of the pavement surface. The sealant shall be at least 1/2 inch (13mm) thick above the top conductor in the saw cut. Before setting, surplus sealant shall be removed from the adjacent road surfaces without the use of solvents.

E. The loops shall be joined in the pull box in combination of series and parallel so that optimum sensitivity is obtained at the sensor unit. Final splices between loops and lead-in cable shall not be made until the operation of the loops under actual traffic conditions is approved by the City.

3.11 VIDEO DETECTION SYSTEM INSTALLATION AND TRAINING
A. The supplier of the video detection system must supervise the installation and testing of the video and computer equipment. .

B. Instruction personnel are required to be certified by the equipment manufacturer.

The User's Guide is not an adequate substitute for practical, classroom training and formal certification by an approved agency.

C. Formal levels of factory authorized training are required for installers, contractors and system operators. All training must be certified by the manufacturer. 749
City of Pittsburg, California December 2022
TRAFFIC SIGNALS AND LIGHTING 34 41 00 - 44
D. The sensing elements shall be placed in the bottom of the holes, in a vertical position, and the holes shall be filled with clean dry sand to approximately 3 inches below the pavement surface.

E. The epoxy sealant for the slots and holes shall be Caltrans Standard Specification 8040-O1E-06 and the holes shall be filled with the epoxy sealant.

3.12 TRAFFIC SIGNAL CONTROLLERS AND CABINET ASSEMBLIES
A. Prior to delivery, each controller an d cabinet assembly shall be assembled and tested by the controller manufacturer or authorized local distributor to ensure proper component integration and operation. The vendor shall provide certification that the cabinet and controller assembly has met al l applicable Caltrans quality assurance tests. Approval certificates for each controller and cabinet assembly shall be delivered at the time the controller units and related components are delivered.

B. The City reserves the right to reject an entire shipment of controller/cabinet assemblies if ten percent or more of the total number (sample included) prove to be defective within a thirty (30) day period after installation, or fail any performance test.

C. The Contractor shall install each cabinet directly to a controller foundation in the field. The Contractor shall perform the final signal wire terminations by connecting the field wires to the appropriate terminal locations in the controller cabinet as required preparatory work prior to activation. All field wir es shall be labeled per this Section as part of the preparatory work.

D. Installing New Anchor Bolts into Existing Foundations: The Contractor shall drill new holes for anchor bolts and install anchor bolts with approved materials (see Part 2 for approved bolt and anchor material). The bolts should extend above the concrete by 1.5" (2" max). The depth below the surface of the concrete should be 10-10.5" for epoxy or 6.5 to 7" for the mechanical anchor.

3.13 CABINET EQUIPMENT INSTALLATION
A. The Contractor shall install interior cabinet equipment per the Plans, and as further directed by the Project Manager . The equipment shall be securely fastened to a shelf, wall or rail, i.e. it shall not be left free -standing unless otherwise noted or directed by the Project Manager. The Contractor shall provide training on the setup, configuration, and operation of all equipment. 750
City of Pittsburg, California December 2022
TRAFFIC SIGNALS AND LIGHTING 34 41 00 - 45

3.14 PAINTING OF WORK FURNISHED AND INSTALLED OR WORKED ON

UNDER THIS CONTRACT
A. All electrical equipment furnished and installed by the Contractor sh all not be painted unless otherwise noted on the plans or in these specifications. If electrical equipment is specified to be painted in the plans or in these specifications, the equipment shall be factory painted.

B. All painted equipment which has been re located shall be repainted as directed by the City. All paint used on the job site shall be provided in the original container identifying the grade, trade name, number and manufacturer, and shall conform to the requirements of specifications on painting, or as directed by the City.

C. All paint shall be applied evenly and smoothly by skilled craftsmen by either hand brushing or approved spraying equipment, allowing no surplus to accumulate, except that no spraying shall be done at the job site. The work shall be done in a neat and workmanlike manner, and the use of brushes for the application of paint shall be required when paint spraying proves to be unsatisfactory or otherwise objectionable.

D. The thickness of each paint coat (two required) shall be limited to that which will result in uniform drying throughout the paint film. Skips, holes, thin areas, or other deficiencies in any one coat of paint shall be corrected before the succeeding coat is applied.

E. The final coat of paint shall present a sags or excessi ve brush rnarks, smooth surface, uniform in color, free of runs.

3.15 MAINTENANCE, RELOCATION, AND REMOVAL OF EXISTING TRAFFIC

CONTROL, STREET NAME, AND OTHER CITY SIGNS
A. Before commencing any work, the contractor shall submit completed Sign Inventory Forms as part of the Traffic Control Plan submittal.

B. The Contractor shall temporarily relocate all traffic control, street name, and other City signs, as required for the prosecution of the work and to prevent interference with traffic signal installations, and shall satisfactorily maintain such signs in place at all times. The contractor shall similarly relocate, or remove and salvage as City property, the standards for such signs. The contractor shall salvage standards in their entirety, and remove any concrete therefrom.

C. The temporary relocation of each ST OP or other traffic regulatory sign shall be done immediately upon its removal, and to a locations as close as possible to the original position of such sign, or where directed by the City. The contractor shall remove, and salvage as City property, existing “STOP” or other signs superseded by traffic signals installed by the contractor, immediately upon being notified by the City that such signals will remain in operation.
751
City of Pittsburg, California December 2022
TRAFFIC SIGNALS AND LIGHTING 34 41 00 - 46

3.16 SERVICE CONNECTION
A. The Contractor shall coordinate with PG&E through the City to provide all new service connections. The Contractor shall complete the foundation work and secure service connection dates in a timely manner. Service connection shall be completed no later than 72 hours in advance of the scheduled signal switchover or turn-on; otherwise, the switchover or turn-on will be canceled.

B. The Contractor shall provide temporary service protection at the controller foundation prior to switchover or turn-on.

3.17 INSPECTION/TESTING
A. Prior to acceptance to the completed work, the Contractor sha ll cause the following tests to be made on all electrical circuits, in the presence of the City.

1. Each circuit shall be tested for continuity.

2. Each circuit shall be tested for unintentional ground.

3. A megger test at 500 volts DC shall be made an each circuit between the circuit and a ground. The insulation resist ance shall be not less than 10 - megohms on all circuits, except for inductive loop detector circuits which shall have an insulation resistance value of not less than 100 megohms.

4. A functional test shall be made in which it is demonstrated that each and every part of the system functions as specified or intended. The test may commence only with the approval and in the presence of the City. If unsatisfactory performance of the systems develops the condition shall be corrected and the test shall be repeated until satisfactory operation are obtained. Functional tests shall not start nor turn-ons be made on a Friday, or on the day preceding a legal holiday.

Any material revealed by these tests to be faulty in any part of the installation shall be replaced or corrected by the Contractor at his expense in a manner permitted by the City, and the same test shall be repeated until no fault is evident.

B. Section 01 77 00 - Closeout Requirements: Final cleaning.

C. Clean finishes and touch up damage.

3.18 PROTECTION OF FINISHED WORK
A. Section 01 77 00 - Closeout Requirements: Protecting finished work. 752
City of Pittsburg, California December 2022
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END OF SECTION 34 41 00

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City of Pittsburg, California December 2022
TRAFFIC SIGNAGE 34 41 05 - 1
SECTION 34 41 05 - TRAFFIC SIGNAGE
PART 1 - GENERAL

1.1 SUMMARY
A. Work under this section shall consist of any permanent traffic control sign as required on the plans or in the specifications in accordance with the provisions of Section 82 "Signs and Markers" of the Department of Transportation Standard Specifications and the California Manual on Uniform Traffic Control Devices (CA MUTCD), and the following provisions.

1.2 REFERENCES
A. Caltrans Standard Specifications (Department of Transportation) B. California Manual on Uniform Traffic Control Devices (CA MUTCD) C. California Vehicle Code (CVC)

1.3 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Submittal procedures.

B. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.

1. Sign Panels. Submit a certificate of compliance for:
a. Aluminum sheeting
b. Retroreflective sheeting - Vendors shall present proof that the type of reflective sheeting they intend to use in the manufacture of the signs has been used on highway signs located on California highways for a period of at least two (2) years and has proven entirely satisfactory.
c. Screened-process colors
d. Nonreflective, opaque, black film
e. Protective-overlay film
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TRAFFIC SIGNAGE 34 41 05 - 2
C. Product Data: Provide manufacturers specification and literature for materials furnished.

D. If directed by Project Manager , submit a scaled shop drawing or full-scale mock-up for any sign that does not comply with the MUTCD.

E. Upon request, submit test samples of sign panels and materials at various stages of production. Sign panel samples must be at least 12 by 12 inches in size and include background material and legend.

F. Upon request, within 15 days before starting sign fabrication, submit at least 3 copies of your quality control plan for sign panels. Allow 10 days for the Department's review. Do not start fabricating sign panels until the City accepts the quality control plan. The quality control plan must include:

1. Identification of the person responsible for sign quality control

2. Basis of acceptance for incoming raw materials at the fabrication plant

3. Type, method, and frequency of quality control testing at the fabrication plant

4. Types and brand names of retroreflective sheeting

5. List of the retroreflective sheeting manufacturer's approved process colors, protective overlay film, and black nonreflective film, including the manufacturer's name and product name for each item

6. Retroreflective sheeting manufacturer's installation and splicing instructions

7. Recommended cleaning procedure for each product

8. Method of packaging, transporting, and storing signs G. Do not submit a quality control plan for construction area signs

1.4 CLOSEOUT SUBMITTALS
A. Section 01 78 00 - Closeout Submittals: Requirements for submittals.

1.5 QUALITY ASSURANCE
A. Perform work in accordance with the plans, Technical Specificati ons and as specified herein, in conformance with the applicable provisions of the Caltrans Standard Specifications, CA MUTCD, and CVC.
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TRAFFIC SIGNAGE 34 41 05 - 3

1.6 QUALIFICATIONS
A. Sign manufacturer shall have experience in the type of work required and a reputation for producing satisfactory work on time.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Section 01 60 00 - Product Requirements : Product transportation, storage, handling, and protection requirements.

B. Protect, transport, and store sign panels fabricated with screened -process colors under the retroreflective sheeting manufacturer's instructions.

C. Transport sign panels so that the face of the panels are protected from damage and weather. Ship the panels on pallets, in crates, or in tier racks. Ship the panels vertically on edge. Do not stack the panels horizontally. Place padding and protective materials between the panels as necessary. Keep the panels dry during transit.

D. Store sign panels in a dry environment at all times. Store the panels vertically on edge whether indoors or outdoors. Do not store the panels directly on the ground. Do not let the p anels get wet during storage. In areas of high heat and humidity, store the panels in enclosed, climate -controlled trailers or containers.

Store the panels indoors whenever the storage duration will exceed 30 days.

1.8 ENVIRONMENTAL REQUIREMENTS
A. Section 01 60 00 - Product Requirements: Environmental conditions affecting products on site.

1.9 MAINTENANCE/EXTRA MATERIALS
A. Section 01 77 00 - Closeout Requirements: Extra materials and maintenance products.

PART 2 - PRODUCTS

2.1 ALUMINUM SHEETING
A. The base metal of permanent traffic control signs shall be new sheet aluminum of alloys conforming to Caltrans Standard Specifications Section 82 "Signs and Markers". material shall be subject to inspection prior to month of installation. 756
City of Pittsburg, California December 2022
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B. Aluminum sheeting for road signs shall be stamped or "etched" on the back of sign with date, month/year numerically (XX/XXXX), of installation. Except on back to back sheeted signs.

C. The alloy and temper of aluminum sheeting must comply with ASTM B209 for the designation specified.

D. Aluminum sheeting must be pretreated for corrosion resistance under ASTM B449. The surface of the aluminum sheeting must be cleaned, deoxidized, and coated with a light, tightly adherent chromate conversion coating free of powdery residue. The con version coating must be Class 2 with a weight from 10 milligrams per square foot to 35 milligrams per square foot and an average weight of 25 milligrams per square foot. After the cleaning and coating process, protect the aluminum sheeting from exposure to grease, oils, dust, and contaminants.

E. Metal panels shall be cut to size and shape and shall be free of buckles, warp, dents, cockles, burrs, sharp edges and any other defects resulting from fabrication.

F. The base plate for standard route markers must be die cut.

2.2 RETROREFLECTIVE SHEETING
A. Retroreflective sheeting shall be 3M Diamond Grade or equal unless otherwise indicated on the plans. Sheeting shall meet Table 2A -3, "Minimum Maintained Retroreflectivity Levels", of the CA MUTCD
B. The surface of the reflective sheeting shall be of a flexible, transparent plastic material and shall be smooth. The backing medium shall be of synthetic sheet resin or other suitable non -cellulosic material. The bonding adhesive shall have no staining eff ect and shall be mildew resistant. The sheeting shall permit cutting and color processing at temperatures of 60 to 100° F. and relative humidities of twenty (20) to eighty (80) percent. The sheeting shall be heat resistant, and permit force curing of unapp lied sheeting at temperatures up to IS0°F., and up to 200°F. on applied sheeting. The sheeting surface shall be solvent resistant to gasoline, naphtha, mineral spirits, turpentine and methanol.

C. Retroreflective sheeting used for background and legend must c omply with ASTM D4956 and must be on the Authorized Material List for signing and delineation materials.

D. Type II, III, IV, VIII, IX, and XI retroreflective sheeting must have Class 1, 3, or 4 adhesive backing except Type II retroreflective sheeting may hav e Class 2 adhesive backing. The adhesive backing must be pressure sensitive and fungus resistant.
757
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TRAFFIC SIGNAGE 34 41 05 - 5

2.3 PROCESS COLORS AND FILM
A. The type of material used for screened -process colors, nonreflective, opaque, black film, and protective -overlay film must be the type recommended by the retroreflective sheeting manufacturer.

B. The fabricator must perform all patterns, layouts, and set -ups necessary for the screening process.

C. The completed surface of the applied screened -process color must be flat and smooth.

D. Colored retroreflective sheeting must be used for the background. Reverse - screened-process color on white retroreflective sheeting for signs with green, red, blue, and brown backgrounds may be substituted for the background color.

E. The coefficient of retror eflection for reverse -screened-process colors used on white retroreflective sheeting must be not less than 70 percent of the coefficient of retroreflection specified in ASTM D4956 for the corresponding colored retroreflective sheeting.

F. The legend must be b lack, screened -process color or nonreflective, opaque, black film.

G. Screened-process colors and nonreflective, opaque, black film must have equivalent outdoor weatherability characteristics as the retroreflective sheeting specified in ASTM D4956. Nonreflect ive, opaque, black film must be vinyl or acrylic material.

H. Cured, screened-process colors must be able to withstand removal when tested by applying the 3M Company's Scotch brand cellophane tape no. 600 or equivalent tape over the color and removing it with a single, quick motion at a 90 degree angle normal to the surface of the sign's face.

2.4 ROADSIDE SIGN POSTS
A. Except as shown on the plans, all traffic signs shall be mounted on two (2) inches inside diameter, galvanized steel pipe at a mounting height meetin g Caltrans Standard Specification and traffic code standards and as shown on the plans.

B. Road signs placed within landscaped medians may be installed on wood posts.

C. Mountings for roadside signs to be installed on barriers or railings must be fabricated from (1) welded or seamless steel pipe under ASTM A53/A53M, Grade B, and (2) structural steel complying with ASTM A36/A36M. 758
City of Pittsburg, California December 2022
TRAFFIC SIGNAGE 34 41 05 - 6
D. Bolted connections and concrete anchorage devices must comply with Section 82-3, "Roadside Signs", of the Caltrans Standard Specifications.

E. All metal parts for mounting roadside signs must be galvanized after fabrication.

F. Temporary road signs may be placed on wooden posts.

2.5 ROADSIDE SIGN FASTENING HARDWARE
A. Frame assemblies for multiple sign installations must be fabricated fr om structural steel complying with ASTM A36/A36M or aluminum alloy as shown.

Frames fabricated from structural steel must be hot -dip galvanized after fabrication.

B. Back braces for signs must be commercial quality, mild steel, and hot -dip galvanized after fabrication.

C. Straps and saddle brackets for mounting sign panels on electroliers, sign structure posts, and traffic signal standards must be stainless steel under ASTM A167, Type 302 or 304. Where shown, theft -proof bolts must be stainless steel with a chromium content of at least 16 percent and a nickel content of at least 8 percent.

D. Except for theft-proof bolts, the lag screws, bolts, metal washers, and nuts must be commercial quality steel and hot -dip galvanized after fabrication. Fiber washers must be commercial quality.

E. The exposed portion of the mounting hardware on the sign face, including rivets used to attach sheeting to framing members, must have a factory, or field - applied finish that matches closely the color of the background and legend where it is placed.

PART 3 - EXECUTION

3.1 REMOVAL AND RELOCATION OF EXISTING SIGNS
A. Traffic control signs are to be removed or relocated as shown on the plans.

B. Remove foundations to a minimum of six (6) inches below the ground line, and backfill.

C. Existing mountings may be used; however, the Contractor shall furnish, at his expense, additional mountings necessary to complete the reinstallation, and meet current standards.
759
City of Pittsburg, California December 2022
TRAFFIC SIGNAGE 34 41 05 - 7
D. Any damage to the existing traffic control sign during removal and reinstallation shall be repaired by the Contractor at his expense.

3.2 ALUMINUM SHEETING FABRICATION/PREPARATION
A. The fabrication of all signs shall be accomplished in a uniform and workmanlike manner. The sign panels are to be cut as shown and the sign specification sheets. The dimensional tolerance of the panels shall be plus or minus one - sixteenth (1/16”) inch.

B. All possible fabrication, including shearing, cutting and punching of holes, shall be completed prior to cleaning and anodization of aluminum.

C. The aluminum base metal sh all be thoroughly cleaned and anodized as per Caltrans Standard Specifications.

3.3 RETROREFLECTIVE SHEETING APPLICATION
A. The reflective sheeting shall be applied to the face of the sign by an approved vacuum applicator using a combination of vacuum and heat, a s recommended by the reflective sheeting manufacturer. After aging for forty -eight (48) hours, the adhesive shall produce a durable bond equal to or greater than the strength of the reflective sheeting. No air pocket or bubbles shall exist between the sheeting and the base material.

B. Repairs to damaged reflective sheeting due to poor workmanship or defective material will not be allowed, items must be replaced.

C. Reflective sheeting screening coats shall be oven cured as recommended by the reflective sheeting manufacturer.

D. The legend shall be of high intensity cutout reflective sheeting applied in the same manner as the reflective sheeting specified herein. The orientation of the legend must comply with the retroreflective sheeting manufacturer's instructions.

E. For signs composed of multiple panels, the legend must be placed across joints in a way that does not affect the size, shape, spacing, and appearance of the legend on the assembled sign.

F. There shall be no splices in the reflective sheeting on panels with a minor dimension of forty -eight (48) inches or less. On all rectangular signs with a minor dimension of more than forty -eight (48) inches, the splice shall be horizontal. No finished sign shall have more than one splice and no splice shall fall within two (2) inches of the sign edge.
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TRAFFIC SIGNAGE 34 41 05 - 8
G. Unless the retroreflective sheeting manufacturer's instructions require a different method, splices in the retroreflective sheeting must overlap by a minimum of 1 inch. The retroreflective sheeting on either side of a splice mu st not exhibit a color difference under incident and reflected light.

H. For formed panel signs, the retroreflective sheeting for the background and legend must be wrapped around the interior vertical edges of each panel as shown to prevent delamination.

I. The edges of each completed reflective sheeting sign face and of all cutout letters, numbers, arrows, symbols and borders shall be sealed in a manner and with a sealing solution as recommended by the manufacturer of the reflective sheeting.

J. All letters and de signs shall be clearly cut and sharply defined, meeting Caltrans Standard Specifications.

K. The manufacturer's identification shall be according to the Caltrans Standard Specifications unless otherwise directed by the City.

L. Where shown, a sign with protectiv e-overlay film must be marked at the fabrication plant with a 3/8 -inch diameter dot. The dot must be placed on the lower border of the sign before applying the protective -overlay film. The fabricator must determine the application method and exact location of the dot except the dot must not be placed on the legend or near bolt holes. The dot must be black if placed on a white border and white if placed on a black border.

M. The finished sign shall be flat within a ratio of 0.04 inches per linear foot when measured across the plane of each panel from the opposite corners, or at any location on the panel. All finished signs shall have smooth flat surfaces without defects or objectionable marks of any kind on either the front or back faces.

3.4 ROADSIDE SIGN INSTALLATION
A. Do not reverse screen sign larger than 7 square feet/color.

B. Do not remove a sign that is being replaced until the new sign is placed and uncovered.

C. Establish proper elevation and orientation of all signs and structures and determine proper sign post le ngths as dictated by construction slopes. Refer to Caltrans S Series Standard Drawings.

D. Cover signs that require temporary covering with an opaque material. Secure at the rear of the sign so that the sign is not damaged. Maintain covering until covering or sign is removed.
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TRAFFIC SIGNAGE 34 41 05 - 9
E. All posts shall be set in concrete a minimum of two (2) feet below existing grade level. Minimum diameter of concrete footing for posts installed outside of sidewalk shall be ten (10) inches.

F. Signs to be located in existing sidewalk area may be placed by drilling a hole in the sidewalk one (1) inch larger than the diameter of the pole, a minimum of two (2) feet deep, fill the hole with mortar and place the pale in the hole in a plumb position. Top of pipe post should be fitted a screw cap unless a sign or other device will cap said past.

3.5 INSPECTION
A. All materials and finished signs are subject to inspection by the City.

B. The finished signs shall be clean and free from all router chatter marks, burrs, sharp edges, loose rivets, delaminated reflective sheeting and aluminum marks.

Signs with any defects or damage that would affect their appearance or serviceability will not be acceptable.

C. No repairs shall be made to the face sheet without the approval of the City.

D. All signs not conforming in all respects to the requirements of these specifications will be rejected and replaced at Contractor's cost.

3.6 CLEANING
A. Section 01 77 00 - Closeout Requirements: Final cleaning.

B. Clean finishes and touch up damage.

3.7 PROTECTION OF FINISHED WORK
A. Section 01 77 00 - Closeout Requirements: Protecting finished work.

END OF SECTION 34 41 05
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July 2022
764

TABLE OF CONTENTS
765

TABLE OF CONTENTS
766

TABLE OF CONTENTS
767
768
769
770

BOARDING PROCEDURES (COMMERCIAL)
·
·
·
·
771

SPECIFICATIONS
772

BOARDING PROCEDURES (RESIDENTIAL)
·
·
·
·
773

SPECIFICATIONS
774
775

WATER NOTES
776
777
778
779
780
781
782
783
784
785
786
787
788
789
790
791
792
793
794
795
796
797
798
799
800
801
802

SANITARY SEWER NOTES
803
804

SANITARY SEWER LATERAL CLEANOUT NOTES
805

ROAD WORK NOTES
806
807
808
809
810
811
812
SECTION 1 - Preamble
These Utility Trench Master Permit Conditions are to be used as overall, universal conditions of approval for utility trench paving repairs in the public right-of-way of the local agencies, and are part of the Encroachment Permit conditions.

SECTION 2 - Definitions
Aggregate Base (AB) - Aggregate material as defined in Sections 26 of the Caltrans Standard Specifications used for trench backfill or pavement base.

Asphalt Concrete (AC) - Pavement material that conforms to the requirements of Section 39 of the Caltrans Standard Specifications.

Base - A layer of specified material of planned thickness placed immediately below the pavement or surfacing.

Blanket Permits - Permits issued for either a specific term, and/or region, or for a group of projects, rather than a single project on a specific location, which are issued at the discretion of the local agency.

Caltrans Standard Specifications - The current version, or the version of the State of California, Department of Transportation, Standard Specifications adopted by the local agency.

Capital Projects - Special or large projects that are contracted out and thus require project specific permit conditions from the respective local agency before advertisement for bid, and would reduce the level of service to major or arterial streets during the peak hour.

Coalition - An alliance comprised of utility companies bound together by a Memorandum of Understanding (MOU) or a similar instrument and organized to negotiate with the local agencies and respond to utility trench issues as provided for in the Agreement. It is comprised of Contra Costa Central Sanitary District, East Bay Municipal Utility District, Contra Costa Water District, Pacific Gas & Electric, Comcast, SBC, and others.

Coalition Representative - The person referred to in the Master Permit Conditions who shall represent the Utilities within the Coalition and respond to the local agency regarding failure of a utility trench and its adjacent areas plus areas damaged by a utility line or facility failure.

Coordination - An affirmative effort on the part of the utilities and local agencies to coordinate, when feasible, their various projects to prevent, or minimize, repetitious trench work with emphasis on scheduling trench work on streets before the implementation of scheduled preventative maintenance pavement rehabilitation work.

Coordination Meetings - Meetings held on a quarterly basis to coordinate the activities of the utilities and the local agencies on a three (3) year planning horizon.

Encroachment Permit - A permit issued by the local agency to which these Master Conditions are attached and which contains local requirements that may relate to inspection, traffic control, insurance requirements and the like.

Latent Defect - A right-of-way pavement failure due to utility work, trenching repair or facility failure that was not apparent during the trench repair work, and following completion of work.

Life of the Trench - The useful life of the utility trench envelope is defined as the length of time the utility is in service, but no greater than the useful life of the street as defined in the Pavement Life Performance Warranty.

Local Agencies - The Cities and County of Contra Costa County.

Major Projects - Special or large projects that are either contracted out because of their size, have a length of either 300 feet or one block, or would reduce collector or arterial level of service during the peak period.

Moratorium - Following surface treatment (slurry seal, cape seal, overlay, etc.) or rehabilitation (reconstruction) of a street, the period of time when trench cuts are prohibited except as approved by the local agency as set forth in these Master Permit Conditions.

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Overlay - The placement of single or multiple layers of asphalt concrete on an existing street in accordance with Section 39 of the Caltrans Standard Specifications.

Pavement Condition Index (PCI) - The numerical evaluation of the condition of the pavement based on the Metropolitan Transportation Commission model, unless specifically stipulated otherwise by a jurisdiction, wherein the pavement is rated from 0 to 100 with 70 and above being good, 55 being fair condition, 40 being poor, 25 being very poor and 10 being failed.

Pavement Life Performance Warranty - The instrument that guarantees the condition of the street along the line of the trench and the street area adjacent to as set forth in the Master Permit Conditions.

Portland Cement Concrete (PCC) - The type of pavement material described in Section 90 of the Caltrans Standard Specifications.

Reconstruct - To replace a pavement structural section.

Routine Work - Regular maintenance of facilities, emergency repairs and installation of laterals.

Structural Section - That portion of the pavement from the pavement surface to the subgrade.

Subgrade - That portion of the roadbed on which pavement surfacing, base, subbase or a layer of any other material is placed.

Total Areas Damaged - All of the areas damaged resulting from the excavation of the utility trench and the failure of the utility facility or line.

Utility Contact - The person appointed by a utility to attend and represent that utility at the coordination meetings.

SECTION 3 - Contact

3.1 General -
All surface cut work within a local agency's right-of-way requires an encroachment permit. No work shall commence until after issuance of an encroachment permit except in case of emergency, where notice by facsimile is acceptable by the next business day when work is commenced during normal non-work hours. Before commencing work, the utility shall contact and inform the local agency of the anticipated start date, particularly in the case of blanket permits. For major or capital projects, a pre-construction meeting is required unless the local agency waives this requirement. Additionally, a written notification shall be made at least five (5) working days before work starts with notice of any schedule changes at least one (1) working day prior to the original scheduled start date. For all other projects in the local agency public-right-of-way, written notification (by facsimile) shall be made at least one (1) working day in advance of the work start. Utility shall inform the local agency of the anticipated completion date.

3.2 Applicant-
The applicant for the encroachment permit, whether a contractor for, employee of, or agent of the utility, obligates the utility to these conditions.

3.3 Utility Contact-
As provided for in the Master Permit Conditions, there shall be an established Utility Contact person at each utility to ensure that the proper people are notified within a utility for quarterly utility coordination meeting notices. Such meetings are for the general coordination of work. Where there is a longstanding working relationship between an individual in a local agency and a utility counterpart, the Utility Contact person shall be kept informed of the relationship and any agreements made or understandings arrived at.

3.4 Utility Coalition Representative-

3.4.a There shall be a Utility Coalition Representative who will be a single point of contact regarding any trench failure, pavement failure adjacent to the trench and for expediting trench repairs.

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3.4.b The local agency will make good faith effort to assess the responsible party (e.g. through permits records), and through the use of a distribution list regularly provided to the local agency by the Utility Coalition Representative, will provide that information to the distribution and Utility Coalition Representative to expedite a response.

3.4.c In the event of dense utility alignments involving multiple utilities, the possibly impacted utilities agree to mark respective utilities, in a process similar to underground service alert, to assist the Utility Coalition Representative in locating the local agency source of problem(s).

3.5 Capital Projects -
There will be a separate meeting for capital projects between the particular utility and the local agency to discuss local agency requirements and coordination issues. This meeting is in addition to SECTION 4, Coordination, and is desirable to define bid requirements of the local agency for the utility capital project bid documents during design, prior to contract bidding. Such planning facilitates agency/utility project coordination and negotiations, as well as complete and clear contract documents.

SECTION 4 - Coordination
The purpose of the coordination meetings is to coordinate the local agencies' future street projects with the utilities' future maintenance and capital projects. The goal is to implement the utilities' projects ahead of the City street projects to preserve the integrity of street pavements. The planning horizon for projects to be coordinated is three (3) years. New service connections may not be identifiable in concert with long term program planning. This would include main extensions to accommodate new development. Utilities shall make developers aware of the repair requirements for cutting into any pavement. Accordingly, appropriate conditions will be imposed by the local agency on the applicant during the development review process.

Quarterly coordination meetings will be held. Coordination groups will be formed by region. The hosting local agency may chair the meeting, if necessary. The Contra Costa Transportation Authority (CCTA) Regional Transportation Planning Committee boundaries will be used. Each local agency may meet with the assembled utilities on a prearranged schedule. The regions are defined as follows:

Transplan Oakley, Pittsburg, Antioch, Brentwood, Contra Costa County Transpac Concord, Walnut Creek, Pleasant Hill, Martinez, Contra Costa County SWAT San Ramon, Orinda, Moraga, Lafayette, Danville, Contra Costa County WCCTAC El Cerrito, San Pablo, Richmond, Pinole, Hercules, Contra Costa County SECTION 5 - Final Repair Timing

5.1 Routine Work-
Routine work shall have trench plates and temporary plywood sidewalks removed within 72 hours of placing such plate or plywood. Temporary repair shall be by either hot mix A.C. or polymer enhanced cold asphalt cement material. The utility shall be responsible for maintaining temporary repairs. Final AC or PCC shall be placed no later than 30 days from the day the pavement is cut, and within 48 hours within the central business district unless otherwise approved by the local agency.

5.2 Major and Capital Projects-
Major and Capital projects shall be performed with due diligence and adequate forces on a continuous basis and without delay or schedule gap to completion in accordance with a schedule that is approved by the local agency. The schedule shall include the placement of final paving. When phasing is necessary, such phasing and the related schedule are subject to review and approval by the local agency.

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SECTION 6 - Extent of Repair/Guarantee Process

6.1 General
The following provisions are presented as an alternative to repair of paving following utility trench construction. One of two possible trench repair alternatives may be used, as shown in Exhibits A and B. The utility will determine which trench repair alternative to use as cited below.

6.2 Repair Alternative 1: Standard Trench Detail
This trench repair shall be in accordance with Exhibit A, "Standard Trench Detail". This design requires the pavement and subgrade repair to extend one (1) foot beyond the trench, as shown.

If this alternative is used, the utility shall provide the attached Exhibit C, "Pavement Life Performance Warranty." The warranty shall be for the life of the trench or until the street is reconstructed. The useful life of the street and pavement condition shall be determined. The agreed practice is that pavement with a PCI < 35, excluding trenches, is in poor condition, needs reconstruction, and no longer has useable life. Such pavement shall not be subject to the warranty. Local agency pavement rating shall have current certification in accordance with the MTC Pavement Management System requirements.

Once a street has been reconstructed or overlaid, the street shall be deemed to be renewed, and all warranty obligations to repair trench affected pavement shall be ended for all trenches completed prior to the reconstruction.

6.3 Repair Alternative 2: Trench Cut Mitigation Detail
This trench repair shall be in accordance with the attached Exhibit B. "Trench Cut Mitigation Detail." This design requires the pavement and subgrade repair to include four (4) foot wide beyond all sides of the trench, as shown.

If Alternative 2 is used the "Pavement Life Performance Warranty" shall not be required.

6.4 Other Considerations
The PCI and pavement life cycle will be considered in post construction failures. On streets with a PCI of 35 or lower, excluding trenches, the Coalition will not have post trench repair failure responsibilities beyond the line of the trench.

6.5 Pavement Failure
In the event of a trench or adjacent pavement failure, the local agency will make a good faith effort to determine who the responsible utility is for the repair. Failing that, the local agency shall notify the Coalition Representative who shall be responsible to coordinate the repair and see to its completion. Identifying the responsible utility shall be in part through the requesting of USA markings at the failure site.

It is agreed that there will be a mutual, reasonable, and good faith effort between the responsible utility and the municipality to work together to identify total areas damaged by trench excavation or the failure of the utility facility or line. Latent defects shall be repaired by the responsible utility.

Nothing in the Master Permit Conditions precludes the Coalition from pro-actively inspecting the trench and adjacent areas and implementing repairs subject to issuance of an encroachment permit. The utilities shall work amongst themselves to allocate responsibility for the repair cost.

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SECTION 7 - Moratorium / Additional Repairs for Moratorium Streets.

7.1 General
There shall be a moratorium on trenching in streets for non-emergency work that have been worked on as part of the local agency annual street maintenance program. For streets that have had a surface treatment such as a slurry seal or chip seal, the moratorium on utility cuts in the street is three (3) years. For overlaid or reconstructed streets the moratorium on utility cuts is five (5) years.

Non-emergency trench cuts on streets under the moratorium may be permitted under certain conditions, but will be subject to additional requirements as provided herein and subject to local agency approval.

7.2 Repair
When a trench cut is permitted in moratorium streets, the standard detail and the following shall apply.

7.2.a Surface treated streets shall have Type II Slurry Seal as follows:

For residential roads and streets, the entire width of the road for the length of the trench plus three feet on either end shall be slurry sealed.

Specific conditions will be considered that could reasonably alter the extent required in order to achieve the end result.

For wide/multi-lane roads the slurry seal application shall be for the trench length plus three (3) for:
· the affected travel lane, or
· if multiple lanes are affected, those lanes, or
· if in the center of the street, both directions to the nearest lane line or curb to curb.

7.2.b For roads that have received an overlay or have been reconstructed, the trench length plus one (1) foot beyond the trench shall be repaired and the pavement will be ground down to accept 0.15 feet of ½ inch Type A asphalt concrete for:
· the affected lane, or
· if multiple lanes are affected, those lanes, or
· if in the center of the street has been affected, then both directions to the nearest lane line or curb to curb.

If new service connection work, including main extensions is required to service new development, the developer shall be advised that part of the utility cost will be pavement restoration in accordance with these conditions as part of the conditions of development. In the development application process, the local agency will make such repair a condition of development.

7.2.c At the option of the utility, subject to agreement by the local agency, the utility may elect to pay the equivalent value of the required slurry seal to be combined with City funds for future slurry sealing of the entire street.

SECTION 8 - Amendment of Conditions
These conditions may be amended from time to time as necessary after discussion and coordination with the utility contact.

SECTION 9 - Term of Master Permit Conditions and Extension These Master Permit Conditions will become effective on October 1, 2005 through October 1, 2010, a five year period. 120 Days before the expiration date, the local agency will so notify the Utility Coalition, at which time the Utility Coalition may review permit conditions with the Contra Costa County City-County Engineering Advisory Committee prior to the local agency extending the Master Permit Conditions for another five year period.

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The utilities will make utility cuts, as needed, in city and County Streets for installing, maintaining, and replacing utility facilities. It is the intent of the Coalition and the Local Agencies not to trench or excavate streets within a certain period following the surface treatment or overlay or reconstruction of the streets as provided for on Section 7 of the UTILITY TRENCH MASTER PERMIT CONDITIONS, which provide a moratorium due to the following impacts:

Loss of uniformity of the monolithic structural section and the associated loss in pavement structural strength per the Study; Disruption to businesses, residents, and traffic; and
Visual degradation resulting from the "patch effect" of trenching.

Under certain conditions, the local agency may allow utility trenches in a moratorium street if utility work is necessary before the term stated in SECTION 7, and if the street will receive the repairs required in SECTION 7.

Each utility will warrant the quality of its trench and pavement repair work in any street as described below.

1. WARRANTY. The utility shall repair, replace, and restore that portion of the street, including city-owned utilities such as water, sanitary sewer, and storm drainage, damaged, directly or indirectly, by an street cut made by the utility, or its agents, as closely as possible to the condition prior to the utility's street cut throughout the useful life of the street.

The useful life of the street and pavement condition shall be determined. The agreed practice is that pavement with a PCI < 35, exclusive of trenches, is in poor condition, needs reconstruction, and no longer has useable life. Such pavement shall not be subject to the warranty. Local agency pavement rating shall have current certification in accordance with the MTC Pavement Management System requirements.

Once a street has been reconstructed or overlaid, the street shall be deemed to be renewed, and all warranty obligations to repair trench affected pavement shall be ended for all trenches completed prior to the reconstruction.

2. ACCEPTANCE OF WORK OR SERVICE. The acceptance of work or services, or the payment for work or services, by the local agency shall not constitute a waiver of any provision of this Warranty.