Technical_Specifications.pdf

Hardening of Milliken Raw Water Pipeline EARTHWORK AND GRADING WTR2022-DR17FR20 Page 1

SECTION 31 22 00

EARTHWORK AND GRADING

Part 1 - General

1.1 SUMMARY

A. This section describes general requirements, products, and methods of execution relating to on-site earthwork. Any work within the public right-of-way shall be constructed to the standards of the City of Napa and State of California Department of Transportation. Work includes, but is not limited to, the following:

1. Grading.

2. Material.

3. Excavation.

4. Filling and backfilling.

B. Provide labor, material and equipment and services necessary to complete the excavations, compaction and finish grading as specified and indicated on Drawings.

1. Obtain permit from local authorities.

2. Provide surveying for grading operations.

3. Provide shoring design.

4. Provide dewatering operations.

5. Provide site grading, cut, fill and finish.

6. Provide excavation and backfill for filling construction, including trenches within building lines.

7. Preparation for subgrade for building slabs, walks, pavements, and landscaping.

8. Provide distribution of stockpiled topsoil.

9. Provide sub-base course for walks and pavements.

10. Provide engineered fills for building slabs and foundations.

11. Provide sand and gravel for capillary break/moisture barrier under building slabs.

12. Provide sub-surface drainage backfill for walls and trenches.

C. The work includes removal and legal disposal off the site of debris, rubbish and other materials resulting from clearing and grubbing operations.

D. Work specified in Related Sections:

1. Section 31 23 33 – TRENCHING, BACKFILLING, AND COMPACTING.

1.2 DEFINITIONS

A. Engineered Fill:

1. Soil or soil-rock material approved by City’s Representative used by the

Contractor in order to raise grades or to backfill excavations.

2. The City’s Testing Agency will make sufficient tests and/or observations for the purpose of issuing a written statement that material meets or exceeds the specification requirements.

B. On-site Material: Soil or earth material obtained from required on-site excavation.

C. Excavation: Consists of the removal of material encountered to subgrade elevations and the re-use or disposal of materials removed.

D. Subgrade: The uppermost surface of an excavation or the top surface of a fill or backfill immediately below sub-base, drainage fill, rock base course, or topsoil materials.

E. Import Material: Soil material obtained off-site when sufficient approved soil material is not available from excavations.

F. Base Course: The layer placed between the sub-base and surface pavement in a paving system.

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G. Relative Compaction: In-place dry density of soil expressed as percentage of maximum dry density of same materials, as determined by laboratory test procedure American Society for Testing and Materials (ASTM) D1557.

H. Over-excavation: Removal of material below required subgrade elevations.

I. Hard Rock Excavation: Rock excavation at a production rate of less than two cubic yards per hour using a moderate to large size hydraulic excavator (net power of at least 180 hp and a minimum weight of 80,000 lbs) operating at full power with carbide tipped rock teeth on a ¾-yard bucket. Any rock conditions encountered to be claimed as hard rock needs to be observed and approved in the field by the Geotechnical Engineer prior to being accepted as hard rock.

1.3 SUBMITTALS

A. Comply with provisions of Section 01 33 00 – SUBMITTAL PROCEDURES.

B. Product Data: Manufacturer’s literature and data, including, where applicable, capacity, labels, or other markings on equipment made to the specified standards for materials, for the following:

1. Imported materials.

2. Class II aggregate base (Caltrans Section 26).

3. Subdrainage Pipe.

C. Test Reports: Submit the following reports for import material directly to City from the Contractor’s testing services:

1. Compaction curve.

2. Sieve analysis.

3. Atterberg limits.

4. For Class 2 aggregate base, provide test reports for R-value, durability and sand equivalent.

5. Not used.

D. Shoring Design: Where shoring is required by State Law or Contractor shall provide necessary design, provide proposed excavation shoring method for review prior to commencement of excavation requiring shoring. Include the following information:

1. Basic design assumptions.

2. Design Calculations.

3. Describe materials or shoring system to be used.

4. Indicate whether or not any components will remain after filling or backfilling.

5. The shop drawings for the proposed shoring system.

6. Coordinate with the Construction Documents and identify any proposed modifications or deviations.

7. Certification of the above by a registered professional civil or structural engineer licensed by the State of California.

8. Submittal will be reviewed for general conformance with project plans, but no review of calculations will be provided.

E. Dewatering Plan: Based upon site surface and subsurface conditions, including available geotechnical and hydrological data, provide a system to perform the following:

1. Lower the ground water level below bottom of excavation.

2. Relieve the hydrostatic pressure below the subgrade to prevent uplift.

3. Prevent surface drainage from accumulating within work area.

4. Legally discharge and dispose of excess water.

5. Submit description of basic components of proposed dewatering system and its planned method of operation.

F. Samples:

1. 20-lb. samples sealed in air-tight containers, of each proposed fill and backfill soil material from on-site or borrow sources. Provide to Geotechnical Engineer as requested.

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2. 20-lb samples sealed in air tight containers of specialty soils for submission to a plant and soil testing facility for analysis. Include perc test and sieve analysis.

G. Haul Routes.

1. Contractor shall submit plan indicating how equipment and materials will be transferred to/from work areas and how work will be sequenced.

1.4 QUALITY ASSURANCE

A. Requirements of Regulatory Agencies:

1. Comply with State of California Business and Transportation Agency, California Department of Transportation (CDT, Caltrans) “Standard Specifications” (Caltrans Standard Specification).

2. Comply with State of California Code of Regulations (CCR).

3. Comply with State of California Construction Safety Orders, Latest Edition

(CAL/OSHA).

4. City of Napa Department of Public Works, Standards and Specifications and

Drawings, latest edition.

5. BCDC, ACOE, Fish and Wildlife, if applicable.

B. Soil Testing:

1. City will engage a geotechnical testing agency, to include testing soil materials proposed for use in the work and for quality control testing during excavation and fill operations.

C. Codes and Standards:

1. Perform excavation work in compliance with applicable requirements of authorities having jurisdiction.

D. Comply with the latest editions of the following Standards and Regulations:

1. American Society for Testing and Materials (ASTM):

a. D422: Particle Size Analysis of Soil.

b. D1557: Laboratory Compaction Characteristics of Soil Using Modified

Effort

c. D2216: Determination of Water (Moisture) Content of Soil, Rock, and

Soil-Aggregate Mixtures.

d. D2419:

e. D2487: Classification of Soils for Engineering Purposes.

f. D2922: Density of Soil and Soil-Aggregate in Place by Nuclear

Methods (Shallow Depth)

g. D3017: Water Content of Soil and Rock in Place by Nuclear Methods

(Shallow Depth).

h. D4318: Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

E. California Tests

1. CTM 202: Aggregate gradation

2. CTM 217: Sand Equivalent

3. CTM 229: Durability Index

4. CTM 301: R-value

F. California Code of Regulations, Title 24, Part 2 - Basic Building Regulations, Chapter 24 - Excavations, Foundations, and Retaining Walls.

G. California Department of Transportation (Caltrans) Standard Specifications:

1. Section 10: Watering.

2. Section 18: Dust Palliatives.

3. Section 19: Earthwork.

H. CAL/OSHA, Title 8.

I. City of Napa Standard Plans and Specifications J. Other authorities having jurisdiction

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1.5 DELIVERY, STORAGE, AND HANDLING

A. Protect materials of this section before, during and after installation; objects designated to be retained; and the installed work of other trades.

B. In the event of damage to any of these items, immediately make repairs or replacements necessary to the acceptance of the City’s Representative and at no additional cost to the City.

1.6 PROJECT CONDITIONS

B. Environmental Requirements:

1. When unfavorable weather conditions necessitate interrupting filling and grading operations, prepare areas by compaction of surface and grading to avoid collection of water.

2. Provide adequate temporary drainage to prevent erosion.

3. After interruption, reestablish compaction specified in last layer before resuming work.

4. Protect existing storm drainage system from silt and debris resulting from construction activities. If contamination occurs, remove contamination at no cost to the City.

5. Protect existing streams, ditches and storm drain inlets from water-borne soil by means of straw bale dikes, filter fiber dams, or other methods.

E. Transport of soils.

1. Transport all excess soils materials by legally approved methods to disposal areas.

2. Coordinate with the City’s Representative.

3. Sufficient topsoil and fill material shall be retained from the site to complete project requirements.

4. Any additional topsoil and fill requirements shall be the responsibility of the

Contractor.

F. Blasting and use of explosives will not be permitted.

G. Dust Control Requirements: At all times during earthwork operations and until final completion and acceptance of the earthwork, the Contractor shall prevent the formation of an airborne dust and dirt nuisance from interfering with the surrounding normal operations. The Contractor shall effectively stabilize the site of work in such a manner that it will confine dust particles to the immediate surface of the work and to obtain a minimum of 40 percent emissions reduction by applying a dust palliative except in areas of active cut and fill. The dust palliative shall be non-petroleum based. Water alone is not considered to be a dust palliative. The dust palliative shall be applied at the rate and method in conformance with Section 18, “Dust Palliatives,” of the Caltrans Standard Specifications and as recommended and/or specified by the manufacturer.

Contractor shall assume liability for all claims related to dust and dirt nuisances.

H. All areas to receive Structural Soil shall be inspected by the City’s Representative prior to beginning this work.

1.8 SEQUENCING AND SCHEDULING

A. The schedule of operations shall be reviewed by the City’s Representative prior to commencement of any work.

B. Coordinate operations with other construction activities, such as relocation of existing utilities.

Part 2 - Products

2.1 MATERIALS

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A. General:

1. Fill material will be subject to approval of the Geotechnical Engineer.

2. Native and import fill material shall meet the following requirements:

a. Free of organic matter

b. Plasticity Index of less than 20 and Liquid Limit less than 40 (ASTM

D4318).

c. A minimum R-value of 20 (California Test 301)

d. Contain no more than 50 percent of particles passing a No. 200 sieve.

e. A maximum particle size of 4 inches.

B. Drain Rock: Conform to Caltrans Class 1 permeable material C. Filter Fabric: Provide filter fabrics that meet or exceed the listed minimum physical properties determined according to ASTM D4759 and the referenced standard test method.

1. Grab Tensile Strength (ASTM D4632): 120 lb.

2. Apparent Opening Size (ASTM D4751): #70 U.S. Standard sieve.

3. Permeability (ASTM D4491): 135 gallons per minute per square foot.

D. Drainage Pipe:

1. Perforated corrugated plastic drainage tubing meeting ASTM F667.

2. Acceptable Manufacturers and Products: Advanced Drainage Systems

“DrainGuard,” Hancor “Agri-Flow.”

3. Provide couplings, elbows and other fittings as recommended by pipe manufacturer.

E. Water: Clean and free from deleterious amounts of acids, alkalis, salts and organic matter.

Part 3 - Execution

3.1 GENERAL

A. Prior to commencement of earthwork, become thoroughly familiar with site conditions.

B. If event discrepancies are found, immediately notify the City’s Representative in writing, indicating the nature and extent of differing conditions.

C. Requirements:

1. Grades and elevations are to be established with reference to benchmarks referenced on Drawings.

2. Maintain engineering markers such as monuments, benchmarks and location stakes. If disturbed or destroyed, replace.

D. The Geotechnical Engineer’s acceptance is required by these specifications;

notify the City’s Representative at least 48 hours prior to commencing any phase of earthwork.

1. No phase of work shall proceed until prior phase has been accepted by the

Geotechnical Engineer.

2. Work shall not be covered up or continued until acceptance of the

Geotechnical Engineer shall give written notice of conformance with the specifications upon completion of grading.

E. Compacting:

1. Compact by power tamping, rolling or combinations thereof.

2. Where impractical to use rollers in close proximity to walls, stairs, etc., compact by mechanical tamping.

3. Scarify and re-compact any layer not attaining compaction until required density is obtained.

4. Compaction by flooding, ponding or jetting will not be permitted, unless specifically accepted by the Geotechnical Engineer.

F. Hazardous Materials

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1. If any materials are encountered that may be hazardous (as defined in Section 25117 of the California Health and Safety Code), inform the City’s Representative verbally within 24 hours and in writing within 2 business days.

Upon discovery, material is to remain undisturbed until investigation by State’s representative is complete. The removal and disposal of hazardous materials, if discovered, is not part of the scope of work of this Division for this project.

3.2 SITE PREPARATION:

A. Protect structures, utilities, sidewalks, pavements, and other facilities which are to remain from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations. Set up tree protection measures prior to commencing grading or demolition operations.

B. Clearing and Grubbing:

1. Remove from area of designated project earthwork all improvements and obstructions, including designated concrete curbs or slabs, asphaltic concrete, all tree and shrub roots, any buried utility and irrigation lines, and other matter determined by the Geotechnical Engineer to be deleterious.

a. In all new planting areas, remove existing base material.

b. Use only hand methods for grubbing inside the drip line of trees indicated to be left standing.

C. Remove from the site all trees and shrubs, unless otherwise indicated on the drawings as existing trees to be left standing.

D. Removed material shall become property of the Contractor and shall be removed from site, unless otherwise indicated on the drawings or specified herein.

E. Holes resulting from removal of underground obstructions that extend below finish grades shall be cleared and backfilled with engineered fill.

F. Existing Trees to remain:

a. Verify the locations of existing trees to be preserved.

b. Replace existing trees to remain that are damaged during construction at no additional cost to the City.

c. Carefully make clean cuts at roots and branches of trees indicated to be left standing, where such roots and branches obstruct new construction. Paint cuts over ½ inch in size with tree pruning compound.

G. Topsoil:

1. Strip topsoil to whatever depths encountered in manner to prevent intermingling with the underlying subsoil or other objectionable material.

2. Remove heavy growths of grass from areas before stripping. Where trees are indicated to be left standing, stop topsoil stripping a sufficient distance to prevent damage to the main root system.

3. Stockpile topsoil in storage piles to freely drain surface water.

4. Cover storage piles if required to prevent windblown dust.

3.3 EXISTING UTILITIES

A. Protect existing utilities that are to remain in operation as specified.

B. Movement of construction machinery and equipment over existing pipes and utilities during construction shall be at contractor’s risk.

C. Excavation made with power-driven equipment is not permitted within 2 feet of any known utility or subsurface structure.

1. Use hand or light equipment for excavating immediately adjacent to or for excavations exposing a utility or buried structure.

2. Start hand or light equipment excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured.

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3. Support uncovered lines or other existing work affected by excavation until approval for backfill is obtained.

4. Report damage of utility line or subsurface structures immediately to the City’s Representative.

3.4 SITE EXCAVATION

A. General

1. Hard rock excavation is defined above. Payment for excavating hard rock will be made as specified in Schedule of Values.

2. All supports, shoring, and sloping required for the sides of excavations or for protection of adjacent existing improvements shall be provided and maintained by the Contractor. The design, implementation, maintenance and adequacy of such systems shall be the complete responsibility of the Contractor.

3. Soil and rock, regardless of character and subsurface conditions, shall be excavated to depths shown on drawings and to the neat dimensions of the footings wherever practicable, to permit pouring of footings and grade beams without use of side forms, except at slab perimeters.

4. Where footing excavation exceeds the minimum plan dimensions, backfill shall be concrete.

5. Where forming is required, only that excavation necessary to permit placing and removal of forms shall be done.

6. Bottoms of all footings and foundations excavations shall be reviewed by the Geotechnical Engineer.

B. Excavate subgrade as required to allow for finish grades shown on drawings, as required for structural fill or otherwise required for proper completion of the work.

C. Remove and replace subgrade materials designated by Geotechnical Engineer as unsuitable.

3.5 FILL AND COMPACTING

A. General Requirements:

1. Backfill excavations as promptly as work permits.

2. Do not place engineered fill or backfill until areas have been approved by the

City’s Representative.

3. Place fill material in horizontal lifts of eight inches or less and uniformly compact to at least 85 percent relative compaction and to achieve a firm and unyielding surface.

B. Materials generated during site earthwork may be used in fill when conforming to the specifications outlined above.

3.6 DISPOSAL OF EXCESS AND WASTE MATERIALS

A. Removal of Excess Excavated Material: Excess material shall be removed by the Contractor off the site in a legal manner and disposed of at no additional cost to City.

3.7 FIELD QUALITY CONTROL

A. Testing Agency Services: Allow City’s testing agency to inspect and test each subgrade and each fill or backfill layer. Do not proceed until test results for previously completed work demonstrate compliance with requirements.

1. Perform field in-place density tests as specified above.

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B. Footing Subgrade: shall be observed and approved by the Geotechnical Engineer.

C. Paved and Building Slab Areas; At subgrade and at each compacted fill and backfill layer, perform at least one field in-place density test for every 2,000 square feet or less of paved area or building slab, but in no case fewer than three tests.

D. Foundation Wall Backfill: In each compacted backfill layer, perform at least one field in-place density test for each 100 feet or less of wall length, but no fewer than two tests along a wall face.

E. Number and location of test shall be at option of the Geotechnical Engineer.

F. When testing agency reports that subgrades, fills, or backfills are below specified density, scarify and moisture condition, or remove and replace soil to the depth required, re-compact and retest until required density is obtained and finished surface is firm and unyielding.

G. After grading is completed and the testing agency has completed observation of the work, permit no further excavation or filling, except as approved by the City’s Representative.

END OF SECTION

Hardening of Milliken Raw Water Pipeline TRENCHING, BACKFILLING AND COMPACTING

Section 31 23 33 Trenching, Backfilling and Compacting

Part 1 – General

1.1 SUMMARY

A. Provide labor, material, equipment, and services necessary to complete the backfilling and compacting as necessary for this project. Section includes, but is not limited to:

1. Initial Backfill Material.

2. Subsequent Backfill.

3. Detectable Tape.

4. Trench Excavation.

5. Pipe Bedding.

6. Trench Backfill.

7. Trench Surfacing.

B. Work specified in Related Sections include:

1. Section 33 10 00 – WATER SYSTEMS.

1.2 DEFINITIONS

A. Engineered Fill:

1. Soil or soil-rock material approved by the Geotechnical Engineer and transported to the site by the Contractor in order to raise grades or to backfill excavations.

2. Contractor shall provide sufficient tests, and a written statement that all materials brought onto the project site comply with specification requirements.

B. Excavation: Consists of the removal of material encountered to subgrade elevations.

C. Subgrade: The uppermost surface of an excavation or the top surface of a fill or backfill immediately below base.

D. Base: The layer placed between the subgrade and surface pavement in a paving system.

E. Relative Compaction: In-place dry density of soil expressed as percentage of maximum dry density of same materials, as determined by laboratory test procedure American Society for Testing and Materials (ASTM) D1557.

F. Hard Rock Excavation: Rock excavation at a production rate of less than two cubic yards per hour using a moderate to large size hydraulic excavator (net power of at least 180 hp and a minimum weight of 80,000 lbs) operating at full power with carbide tipped rock teeth on a ¾-yard bucket. Any rock conditions encountered to be claimed as hard rock needs to be observed and approved in the field by the Geotechnical Engineer prior to being accepted as hard rock.

1.3 SYSTEM DESCRIPTION

A. Requirements:

1. Comply with the recommendations of the Geotechnical Engineer.

2. Protect existing trees to remain.

3. Excavations for appurtenant structures, such as, but not limited to, manholes, transition structures, junction structure, vaults, valve boxes, catch basins, thrust blocks, and boring pits, shall be deemed to be in the category of trench excavation.

4. Unless otherwise indicated in the Drawings, all excavation for pipelines shall be open cut.

1.4 SUBMITTALS

A. Comply with provisions of Section 01 33 00 – SUBMITTAL PROCEDURES.

B. Test Reports: Submit the following report for import material directly to the City’s

Representative from the Contractor’s testing services:

1. Compaction test reports for import materials.

C. Submit description of compactors proposed for use when requesting placement of backfill material.

1.5 QUALITY ASSURANCE

A. Requirements of Regulatory Agencies:

1. Comply with State of California Business and Transportation Agency, Department of Transportation (Caltrans) latest edition of “Standard Specifications.” (Caltrans Standard Specification).

2. Comply with State of California Code of Regulations (CCR).

3. Comply with State of California Construction Safety Orders, Latest Edition

(CAL/OSHA).

B. Soil Testing:

1. City shall engage a geotechnical testing agency, to include compaction testing and for quality control testing during fill operations.

2. Test results will be submitted to the City’s Representative.

C. Codes and Standards:

1. Perform excavation work in compliance with applicable requirements of authorities having jurisdiction.

2. California Department of Transportation Standard Specifications (Caltrans Standard Specification):

a. Section 19: Earthwork.

b. Standard Test Methods: No. 202.

3. American Society for Testing and Materials (ASTM):

a. D1556: Density of Soil by the Sand Cone Method.

b. D1557: Moisture Density Relations of Soils and Soil-Aggregate

Mixtures.

1.6 DELIVERY, STORAGE AND HANDLING

A. Protect materials before, during and after installation.

1.7 PROJECT CONDITIONS

A. Environmental Requirements:

1. Protect existing storm drainage system from silt and debris resulting from construction activities. If contamination occurs, remove contamination at no cost to the City.

2. Protect existing streams, ditches and storm drain inlets during work on this project.

B. Barricade and cover open excavations.

1. Contractor shall cover all open excavations with ½” thick plywood and barricades at end of each day.

C. Protection of Subgrade: Do not allow equipment to pump or rut subgrade, stripped areas, footing excavations, or other areas prepared for project.

D. Transport all excess soils materials by legally approved methods to disposal areas.

1. Coordinate with the City’s Representative.

2. Any additional fill requirements shall be the responsibility of the Contractor.

1.8 SEQUENCING AND SCHEDULING

A. The sequence of operations shall be reviewed by the City’s Representative prior to commencement of any work.

Part 2 – Products

2.1 MATERIALS

A. General:

1. Backfill materials will be subject to approval of the Engineer.

2. For approval of backfill fill material, notify the City’s Representative at least 7 days in advance of intention to import material.

B. Trench Sand:

1. Material free from clay, organic materials, and other deleterious substances and conforming to Caltrans Standard Specification Section 19-3.02F(2).

C. Trench Gravel:

1. Granular material free from clay, organic materials, and other deleterious substances and conforming to Class 1 Type A Permeable Material, per Caltrans Standard Specification Section 68-2.02F(2).

D. Approved Native Fill:

1. See Section 31 22 00 – EARTHWORK AND GRADING.

E. Imported Fill:

1. See Section 31 22 00 – EARTHWORK AND GRADING.

F. Class II Aggregate Base: ¾” maximum, Class II AB, free from organic matter and other deleterious substances and conforming to Caltrans Standard Specification Section 26-1.02A.

G. Controlled Low Strength Material (CLSM):

1. Low strength structural backfill with a compressive strength between 50 and

100 psi, conforming to Caltrans Standard Specifications Section 19-3.02G.

H. Water: Clean and free from deleterious amounts of acids, alkalis, salts and organic matter.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

A. Polyethylene plastic and metallic core or metallic-faced, acid- and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 75 mm 3 inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent, unaffected by moisture or soil.

1. Warning Tape Color Codes.

Red: Electric.

Yellow: Gas, Oil; Dangerous Materials.

Orange: Telephone and Other Communications.

Blue: Water Systems.

Green: Sewer Systems.

White: Steam Systems.

Gray: Compressed Air.

2. Warning Tape for Metallic Piping: Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

3. Detectable Warning Tape for Non-Metallic Piping: Polyethylene plastic tape conforming to the width, color, and printing requirements specified above.

Minimum thickness of the tape shall be 0.004 inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 920 mm 3 feet deep.

Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

A. Tracer wire shall be taped to the top of the pipe at a minimum of 5-foot intervals, and at all crosses, tees, and elbows. When taping tracer wire to pipe, wrap the tape once around the tracer wire before wrapping the tape around the full diameter of the pipe.

B. Tracer wire shall be at a minimum No. 10 AWG annealed bare copper UF solid type wire with cross-linked polyethylene insulation minimum 30 mil thickness or subject to the approval of the City’s Representative. The insulation shall be blue in color. Connectors shall have a dielectric gel and must be sealed.

Part 3 – Execution

3.1 GENERAL

A. Prior to commencement of work, become thoroughly familiar with site conditions.

B. In the event discrepancies are found, immediately notify the City’s

Representative in writing, indicating the nature and extent of differing conditions.

C. Backfill excavations as promptly as work permits.

D. Do not place engineered fill or backfill until rubbish and deleterious materials have been removed and areas have been approved by the City’s Representative.

E. Place acceptable soil material in layers to required subgrade elevations, for each area classification listed below.

F. In excavations, use satisfactory excavated or borrow material that has been reviewed by the Geotechnical Engineer.

3.2 COMPACTING

A. Compact by power tamping, rolling or combinations thereof.

1. Where impractical to use rollers in close proximity to walls, stairs, etc., compact by mechanical tamping.

2. Scarify and re-compact any layer not attaining compaction until required density is obtained.

3.3 SITE PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities, which are to remain, from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

B. Protect existing storm drainage system from silt and debris resulting from construction activities. If contamination occurs, remove contamination at no cost to the City.

3.5 TRENCH EXCAVATION

A. General:

1. Excavation shall include removal of all water and materials that interfere with construction. The Contractor shall remove any water which may be encountered in the trench by pumping or other methods during the pipe laying, bedding and backfill operations. Material shall be sufficiently dry to permit approved jointing.

2. Excavation shall include the construction and maintenance of bridges required for vehicular and pedestrian traffic, support for adjoining utilities.

3. The Contractor shall be responsible to safely direct vehicular and pedestrian traffic through or around his/her work area at all times.

4. The Contractor shall relocate, reconstruct, replace or repair, at his/her own expense, all improvements which are in the line of construction or which may be damaged, removed, disrupted or otherwise disturbed by the Contractor.

B. Existing Paving and Concrete:

1. Existing pavement over trench shall be saw cut, removed, and hauled away from the job. Existing pavement shall be neatly saw cut a minimum of 6-inches beyond the limits of excavations.

2. Existing concrete over the trench shall be saw cut to a full depth in straight lines either parallel to the curb or right angles to the alignment of the sidewalk.

3. Boards or other suitable material shall be placed under equipment outrigging to prevent damage to paved surfaces.

C. Trench Width:

1. The maximum allowable trench widths at the top of the pipe shall be as follows:

Pipe Type Trench Width (Maximum) Copper Outside diameter of barrel plus 18 inches Plastic " Vitrified Clay "

Cast-Iron Outside diameter of barrel plus 24 inches Ductile-Iron " Reinforced Concrete

a. The maximum trench width shall be inclusive of all shoring.

b. If the maximum trench width is exceeded, the City’s Representative or

Inspector of Record may direct the Contractor to encase or cradle the pipe in concrete at no additional charge.

2. For pipes 3 inch diameter and larger, the free working space on each side of the pipe barrel shall not be less than 6 inches.

D. Open Trench:

1. The maximum length of open trench shall be 300 feet or the distance necessary to accommodate the amount of pipe installed in a single day, whichever is greater. No trench shall be left open at the end of the day.

2. Provisions for trench crossings and free access shall be made at all street crossings, driveways, water gate valves, and fire hydrants.

E. Excavation Bracing:

1. The excavation shall be supported and excavation operations shall be conducted in accordance with the California Industrial Accident Commission and CAL/OSHA.

2. The Contractor shall, at his/her own expense, furnish, put in place, and maintain such sheeting and bracing as may be required to support the sides of all excavations (whether above or below the pipe grade), and to prevent any movement which could in any way diminish the required trench section or otherwise injure or delay the work. The sheeting and bracing shall be withdrawn in a manner such as to prevent any earth movement that might overload the pipe.

F. Excavated Material:

1. All excavated material not required for backfill shall be immediately removed and properly disposed of in a legal manner by the Contractor.

2. Material excavated in streets and roadways shall be laid alongside the trench no closer than 2 feet from the trench edge and kept trimmed to minimize inconvenience to public traffic.

3. Provisions shall be made whereby all storm and wastewater can flow uninterrupted in gutters or drainage channels.

3.6 PIPE BEDDING

A. Bedding Excavation: The trench shall be excavated below the grade of the pipe bottom to the following minimum depths:

Pipe Type Depth Copper 3 inch Reinforced Concrete 3 inch Plastic: 2 inch diameter and smaller 3 inch Cast/Ductile Iron 6 inch Plastic: over 2 inch diameter 6 inch

1. Stabilization of Trench Bottom: When the trench bottom is unstable due to wet or spongy foundation, trench bottom shall be stabilized with gravel or crushed rock. The Inspector of Record will determine the suitability of the trench bottom and the amount of gravel or crushed rock needed to stabilize a soft foundation. Soft material shall be removed and replaced with gravel or crushed rock as necessary.

2. Placement of Bedding Material: The trench bottom shall be cleaned to remove all loose native material prior to placing pipe bedding material. Pipe bedding shall be trench sand or trench gravel, as defined in these specifications.

Sufficient pipe bedding material shall be placed in trench and tamped to bring trench bottom up to grade of the bottom of pipe, plus 1/8th of the pipe diameter.

The relative compaction of tamped material shall be not less than 90 percent.

It is the intention of these requirements to provide uniform bearing under the full length of pipe to a minimum width of 60 percent of the external diameter.

3.7 TRENCH BACKFILL

A. Initial Backfill:

1. Prior to trench backfill, the condition of the trench and lying of pipe must be inspected and approved by The City’s Representative.

2. Trench Sand and Trench Gravel shall be used for initial backfill. After the pipe has been properly laid and inspected, initial backfill material shall be placed on both sides of the pipe and compacted to final depth as follows:

Pipe Type Depth

Copper 6 inches above top of pipe Cast Iron 6 inches above top of pipe Plastic: less than 3 inches diameter 6 inches above top of pipe Plastic: 3 inches diameter and larger 12 inches above top of pipe Ductile Iron 12 inches above top of pipe Reinforced Concrete ½ outside diameter of pipe (pipe spring line)

3. Compaction: Initial backfill compaction shall be by mechanical means. The initial backfill material shall be hand tamped in layers not exceeding 4 inches in un-compacted depth and shall be brought up uniformly on both sides of the pipe to avoid bending or distortional stress. After hand tamping, the relative compaction of the initial backfill material shall be not less than 85 percent.

4. Pipe Detection: In trenches containing pressurized plastic pipes, tracer wire shall be placed directly above the pipe and shall be connected to all valves, existing exposed tracer wires, and other appurtenances as appropriate.

B. Subsequent Backfill:

1. Subsequent backfill material shall consist of approved native material, imported fill, or Class II AB conforming to these specifications.

2. Structure and utility trench backfill should be moisture conditioned, placed in lifts eight inches or less in loose thickness, and mechanically compacted to at least 90 percent relative compaction except the relative compaction shall not be less than 95 percent within 2-1/2 feet of finished permanent surface grade or 1-1/2 feet below the finished subgrade, whichever is greater; jetting will not be permitted. The moderately expansive clay soils exposed in trenches should not be allowed to dry out prior to placement of trench backfill materials.

3. Contractor shall select equipment and procedures that shall accomplish the grading as described above. Contractor shall work in such a manner that the Soil Engineer can test and/or observe each element of grading.

C. Controlled Low Strength Material (CLSM):

1. CLSM is permitted at Engineer of Records discretion or where indicated on the contract documents.

D. Jetting and Ponding:

1. Jetting of trench backfill is not permitted.

E. Compaction Testing:

1. Compaction testing shall be in accordance with California Test Method ASTM D1556 or D1557.

3.8 TRENCH SURFACING

A. Unpaved Areas:

1. In unimproved areas, the trench surface shall be restored to its original condition. No mounds of earth shall be left along the trench. Repair and re-establish grades in settled, eroded, and rutted areas to specified tolerances.

2. Where completed compacted areas are disturbed by subsequent construction operation or adverse weather, scarify surface, reshape, compact to required density and provide other corrective work, including retesting, prior to further construction.

3.9 MOISTURE CONTROL

A. Do not resume operations until moisture content and fill density are satisfactory to the Geotechnical Engineer.

3.10 PROTECTION

A. Repair and re-establish grades in settled, eroded, and rutted areas to specified tolerances.

B. Where completed compacted areas are disturbed by subsequent construction operation or adverse weather, scarify surface, reshape, compact to required density and provide other corrective work, including retesting, prior to further construction.

3.11 CLEAN-UP

A. Remove all debris, equipment, tools and materials upon completion prior to final inspections to the satisfactions of the engineer.

B. In unpaved areas without landscaping, cover with straw erosion control blanket.

Follow manufacturer’s recommendations for installation. Provide and place straw wattles or biodegradable fiber logs across the slope at the midpoint and along the downhill edge of site. No soil is to be left uncovered at the completion of construction.

END OF TRENCHING, BACKFILLING AND COMPACTING

Hardening of Milliken Raw Water Pipeline 2021 Form SOLDIER PILE RETAINING WALLS

Section 32 32 00 Soldier Pile Retaining Walls

A. Provide labor, material, equipment, and services necessary to complete the construct the steel soldier pile and metal lagging retaining walls and related work as shown on the drawings. Section includes, but is not limited to:

1. Soldier Pile Construction

2. Wall Drainage and Backfill

B. Related Sections:

1. Section 31 22 00 – EARTHWORK AND GRADING

1.2 DEFINITIONS

A. Soldier Pile: Structural steel beam encased in concrete within a drilled hole. The upper portion of the steel beam, not embedded in concrete, retains soil and is part of the visible wall. The loads from the upper portion are transferred to the concrete encased lower portion.

B. Permeable Material: Sand, gravel, and/or crushed stone designed to allow the drainage of water through the material.

C. Relative Compaction: In-place dry density of soil expressed as percentage of maximum dry density of same materials, as determined by laboratory test procedure American Society for Testing and Materials (ASTM) D1557.

1.3 SUBMITTALS

A. Comply with provisions of Section 01 33 00 – SUBMITTAL PROCEDURES.

B. Submit the following:

a. Work plan which includes general description of equipment, methods and other details for retaining wall construction

b. Concrete mix design

c. Concrete batching, mixing and delivery procedures

d. Material data sheets for:

i. steel sections for soldier piles and walers

ii. corrugated metal lagging

iii. permeable material, filter fabric and piping for wall drainage

e. Procedures and materials used for protective coating for steel beams

1.4 QUALITY ASSURANCE

A. Requirements of Regulatory Agencies:

1. Comply with State of California Business and Transportation Agency, Department of Transportation (Caltrans) latest edition of “Standard Specifications.” (Caltrans Standard Specification).

2. Comply with State of California Code of Regulations (CCR).

3. Comply with State of California Construction Safety Orders, Latest Edition

(CAL/OSHA).

B. Soil Testing:

1. City shall engage a material testing agency to:

a. Sample concrete and perform compressive strength testing

b. Compaction testing of wall backfill

2. The Geotechnical Engineer shall be present to observe drilling for soldier piles and to document the depth of the drilled holes prior to steel beam and concrete placement.

C. Codes and Standards:

1. Perform excavation work in compliance with applicable requirements of authorities having jurisdiction.

2. California Department of Transportation Standard Specifications (Caltrans

Standard Specification):

a. Section 19: Earthwork.

b. Section 46: Ground Anchors

3. American Society for Testing and Materials (ASTM):

a. A572: High-Strength Low Alloy Columbium Vanadium Structural Steel

b. C39: Compressive Strength of Cylindrical Concrete Specimens

c. C150: Portland Cement

d. D1557: Moisture Density Relations of Soils and Soil-Aggregate

Mixtures.

1.5 DELIVERY, STORAGE AND HANDLING

A. Protect materials before, during and after installation.

1.6 SEQUENCING AND SCHEDULING

A. The sequence of operations shall be reviewed by the City Representative prior to commencement of any work.

Part 2 – Products

2.1 MATERIALS

A. Concrete:

1. The concrete must have a quality of workability suitable for uniform and proper placement, and when cured must have the required strength and durability. The concrete shall have a minimum 28-day compressive strength of 2,500 psi, unless otherwise specified by the Engineer.

B. Steel Sections for Soldier Piles & Walers:

1. Steel shall be ASTM A572 Grade 50. The length and size of the steel sections shall be as shown on the plans.

2. Protective coating for exposed steel shall be two coats of Black Coal Tar

Epoxy, Carboline Bitumastic No. 300-M, or approved equal.

C. Corrugated Metal Lagging:

1. 12 guage, 6 in x 2 in pregalvanized steel bridge plan by Contech or approved equal.

D. Fill materials used for Backfill:

1. See Section 31 22 00 – EARTHWORK AND GRADING.

E. Permeable materials used for drainage:

1. Caltrans Class 1 permeable material encased in filter fabric or Caltrans Class

2 permeable material.

2. Filter fabric shall consist of Mirafi 140N or approved equal.

Part 3 – Execution

3.1 GENERAL

A. Prior to commencement of work, become thoroughly familiar with site conditions.

B. In the event discrepancies are found, immediately notify the City’s

Representative in writing, indicating the nature and extent of differing conditions.

3.2 DRILLING

A. The soldier pile excavation shall be performed under the intermittent observation of the Engineer to confirm that subsurface conditions are as expected.

B. The Contractor shall keep records of the excavation depth and the transition depth from soil to rock for each drilled excavation.

C. For drilling, “Hard rock" is defined as a penetration rate slower than 30 minutes of continuous drilling per foot using a rock core barrel or other hard rock equipment with at least 3000 lbs. downward pressure. The excavation and determination of "hard rock," if a separate pay item, shall be determined by the Engineer.

3.3 BEAM & CONCRETE PLACEMENT

A. The steel soldier piles shall be placed and securely blocked from the sides of the hole so that the minimum concrete cover shown on the plans is achieved.

B. Out of plumbness of soldier piles shall not exceed 1.5 percent.

C. Each drilled hole and beam shall be inspected and approved by the Engineer prior to placement of concrete.

D. Concrete placement shall start as soon as possible after the drilled hole and beam placement have been inspected.

E. Concrete placement shall progress in a continuous operation so that not more than one hour elapses between beginning and completion of the concrete placement in any soldier pile.

F. An accurate record of the amount of concrete placed in each soldier pile shall be maintained by the Contractor.

3.4 DRAINAGE & BACKFILL

A. Contractor shall notify the Engineer of construction of retaining wall backdrains prior to backfilling. The Engineer shall inspect all elements of the retaining wall backdrain prior to beginning backfilling operations.

B. Retaining wall backfill shall be compacted to at least 90 percent relative compaction in conformance with ASTM D1557.

END OF SOLDIER PILE RETAINING WALLS

Hardening of Milliken Raw Water Pipeline WATER SYSTEMS

Section 33 10 00 Water Systems

A. This section describes general requirements, products, and methods of execution relating to the raw water pipeline and appurtenances. This section applies to:

1. Raw water distribution and services.

B. Contractor shall provide all labor, equipment, and materials unless otherwise noted.

C. Related Sections:

1. Section 31 23 33 – TRENCHING, BACKFILLING, AND COMPACTING.

1.2 SUBMITTALS

A. Comply with requirements of Section 01 33 00 – SUBMITTAL PROCEDURES.

B. Product Data: Manufacturer’s literature and data, including, where applicable, sizes, pressure rating, rated capacity, listing/approval stamps, labels, or other marking on equipment made to the specified standards for materials, and settings of selected models, for the following:

1. Piping and fittings.

2. Gaskets, couplings, sleeves, and assembly bolts and nuts.

3. Gate valves and ball valves.

4. Blow-off valves and air release valves

5. Valve boxes, frames and covers.

6. Water meter boxes, frames and covers.

7. Thrust block concrete mix and/or restrained joints and fittings.

8. Tapping sleeves and tapping valves.

9. Service saddles and corporation stops.

10. Identification materials and devices.

11. Corrosion protection.

12. Water sampling stations.

1.3 QUALITY ASSURANCE

A. Comply with the latest edition of the following Standards and Regulations:

1. American Water Works Association (AWWA) and American National

Standards Institute (ANSI):

a. C104/A21.4 ANSI Standard for Cement-Mortar Lining for Ductile-Iron

Pipe and Fittings for Water.

b. C105/A21.5 ANSI Standard for Polyethylene Encasement for Ductile-

Iron Pipe Systems.

c. C110/A21.10 ANSI Standard for Ductile-Iron and Gray-Iron Fittings, 3 inch - 48 inch for Water.

d. C111/A21.11 ANSI Standard for Rubber-Gasket Joints for Ductile-Iron

Pressure Pipe and Fittings.

e. C115/A21.15 ANSI Standard for Flanged Ductile-Iron Pipe with

Ductile-Iron or Gray-Iron Threaded Flanges.

f. C116/A21.16 ANSI Standard for Protective Fusion-Bonded Epoxy

Coatings Interior & Exterior Surfaces for Ductile-Iron and Gray-Iron Fittings.

g. C150/A21.50 ANSI Standard for Thickness Design of Ductile-Iron Pipe.

h. C151/A21.51 ANSI Standard for Ductile-Iron Pipe, Centrifugally Cast, for Water.

i. C153/A21.53 ANSI Standard for Ductile-Iron Compact Fittings for Water Service.

j. C500 Metal-Seated Gate Valves for Water Supply Service.

k. C502 Dry-Barrel Fire Hydrants.

l. C503 Wet-Barrel Fire Hydrants.

m. C504 Rubber-Seated Butterfly Valves.

n. C507 Ball Valves, 6 inches - 48 inches.

o. C508 Swing-Check Valves for Waterworks Service, 2 inches - 24 inches NPS.

p. C509 Resilient-Seated Gate Valves for Water Supply Service.

q. C512 Air Release, Air/Vacuum, and Combination Air Valves for

Waterworks Service.

r. C550 Protective Epoxy Interior Coating for valves and Hydrants.

s. C600 Installation of Ductile-Iron Water Mains and their

Appurtenances.

t. C602 Cement- Mortar Living of water Pipelines in place- 4 inches and larger.

u. C800 Underground Service Line Valves and Fittings for 1/2 inches - 2 inches.

2. American Society of Testing and Materials (ASTM).

a. ASTM A536 Standard Specification for Ductile Iron Castings.

b. ASTM A674 Standard Practice for Polyethylene Encasement for

Ductile Iron Pipe for Water or Other Liquids.

c. ASTM A53/A53M Standard Specification for Pipe, Steel, Black and

Hot-Dipped, Zinc-Coated, Welded and Seamless.

d. ASTM A795 Standard Specification for Black and Hot-Dipped Zinc-

Coated (Galvanized) Welded and Seamless Steel Pipe for Fire Protection Use.

e. ASTM A865 Standard Specification for Threaded Couplings, Steel, Black or Zinc-Coated (Galvanized) Welded or Seamless, for Use in Steel Pipe Joints.

3. American Society of Mechanical Engineers (ASME).

a. ASME B16 series for valves, fittings, flanges, and gaskets applicable for use in water systems.

b. ASME B1.20.1 American Standard Tapered Pipe Threads for factory-threaded pipe and pipe fittings.

4. American Association of State Highway and Transportation Officials

(AASHTO) for H20 Loading.

5. American Concrete Institute (ACI).

a. ACI 348 - Meter Pit Construction.

6. City of Napa Standard Specifications and Details.

7. Other authorities having jurisdiction.

B. System Description: Grades and elevations are to be established with benchmarks referenced on Plans.

C. Comply with City of Napa Standards and authorities having jurisdiction for the installation and testing of water systems.

D. All testing of systems specified in this section shall be witnessed by representatives of the local water department or local authority. Provide at least 7 days notice.

Pa…