section 02010 site clearing - wmwd.com

WRCRWA SITE CLEARING

AREATION UPGRADE PROJECT 02010-1

SECTION 02010 – SITE CLEARING

PART 1 - GENERAL 1.01 DESCRIPTION OF WORK A. The Contractor shall be responsible to provide all material, equipment, and labor required to

clear the construction site of unwanted trees, shrubs, and other vegetation. Also included in this section is clearing and grubbing, stripping and stockpiling of topsoil, and proper disposal of all debris cleared from the site.

1.02 JOB CONDITIONS

A. Traffic: Conduct site clearing operations to ensure minimum interference with roads and other adjacent occupied or used facilities. Do not close or obstruct existing facilities without permission from authorities having jurisdiction.

B. Protection of Existing Improvements: Provide protection as necessary to prevent damage to

existing improvements indicated to remain in place. Protect improvements on adjoining properties. Restore damaged improvements to their original condition, as acceptable to parties having jurisdiction.

PART 2 – PRODUCTS (N/A) PART 3 - EXECUTION 3.01 GENERAL

A. Remove trees, shrubs, grass, and other vegetation or obstructions interfering with the installation of new facilities and improvements. Removal includes digging out stumps and roots.

3.02 TOPSOIL

A. Topsoil is defined as loamy surface soil found at a depth of not less than 4". Satisfactory topsoil is reasonably free of subsoil, clay lumps, stones, and other objects over 2" in diameter, and without weeds, roots, and other objectionable material.

B. Strip topsoil to whatever depths encountered in a manner to prevent mixing with underlying

subsoil or other objectionable material. C. Remove heavy growths of grass from areas before stripping.

D. Stockpile topsoil in storage piles as directed by Owner. Construct storage piles to freely drain

surface water. Cover storage piles if required to prevent wind-blown dust.

E. Dispose of unsuitable or excess topsoil in the same manner as waste material, herein specified.

3.03 CLEARING AND GRUBBING

A. Clear site of trees, shrubs and other vegetation.

WRCRWA SITE CLEARING

AREATION UPGRADE PROJECT 02010-2

B. Completely remove stumps, roots and other debris protruding through ground surface.

3.04 DISPOSAL OF WASTE MATERIALS

A. Remove all waste materials, including unsuitable and excess materials, from the site and dispose of off site in a legal manner.

END OF SECTION 2010

WRCRWA DEMOLITION AND SALVAGE AERATION UPGRADE PROJECT 02050-1

SECTION 02050 – DEMOLITION AND SALVAGE PART 1: GENERAL 1.01 THE REQUIREMENT:

A. The Contractor shall provide demolition and removal of existing structural materials and piping, electrical gear, and equipment in accordance with the requirements of the Contract Documents. The Contractor shall conduct demolition operations so that existing facilities to remain and new work will not be damaged or disturbed.

B. It is vital that the existing treatment plant system remain in operation at all times. Any

proposed shut-down of any one of the system facilities shall be coordinated and approved by the Owner.

C. If during demolition operations the Contractor becomes aware of any asbestos,

hazardous waste or toxic material at the Work site to which the Contractor or any subcontractor, supplier or Owner's personnel may be exposed the Contractor shall immediately notify the Owner and the Engineer in writing.

D. The Contractor shall repair or replace without cost to the Owner and to the satisfaction of

the Engineer existing facilities disturbed or damaged during demolition and removal operations.

E. Immediately upon removal the Contractor shall legally dispose of demolished items not to

be salvaged. The Contractor shall not allow demolished items not to be salvaged to accumulate at the Work site. No demolished items shall be sold while on the Owner's property.

F. The Owner reserves the right to salvage any of the existing materials or equipment. The

Contractor, upon being notified by the Engineer or the Owner, shall salvage and relocate to an Owner designated, on-site storage area any materials or equipment the Owner desires to keep. The cost for such salvage shall be included under the contract.

G. The Contractor shall patch and seal abandoned openings and holes left as a result of

removal and demolition to match existing surrounding structure. Openings in concrete shall be patched with non-shrink grout and if necessary grouted openings in floors shall be supported in a manner approved by the Engineer. Large openings shall be supported by 1/4-inch minimum galvanized sheet metal bolted to the structure underneath the opening.

H. The existing aerators designated for salvage to owner shall be cleaned (power-washed)

and placed on individual pallets before being salvaged to owner.

END OF SECTION 02050

WRCRWA DEMOLITION AND SALVAGE AERATION UPGRADE PROJECT 02050-2

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WRCRWA EARTHWORK

AERATION UPGRADE PROJECT 02200-1

SECTION 02200 - EARTHWORK PART 1 - GENERAL 1.01 THE REQUIREMENT:

A. The Work of this Section includes all earthwork required for construction of the Work. Earthwork shall include, but not be limited to the loosening, removing, loading, transporting, depositing and compacting in its final location of all materials wet and dry, as required for the purposes of completing the work specified in the Contract Documents which shall include, but not be limited to, the furnishing, placing and removing of sheeting and bracing necessary to safely support the sides of all excavation; all pumping, ditching, draining and other required measures for the removal or exclusion of water from the excavation; the supporting of structures above and below the ground; all backfilling around structures and all backfilling of trenches and pits; the disposal of excess excavated materials; borrow of materials to make up deficiencies for fills; and all other incidental earthwork, all in accordance with the requirements of the Contract Documents.

1.02 REFERENCE SPECIFICATION, CODES AND STANDARDS:

A. Codes: All codes, as referenced herein, are specified in Section 01090 entitled, "Reference Standards".

B. Commercial Standards:

ASTM D 422 Method for Particle-Size Analysis of Soils.

ASTM D 698 Test Methods for Moisture-Density Relations of Soils and

Soil-Aggregate Mixtures, Using 5.5-lb (2.49-kg) Rammer and 12-in (304.8-mm) Drop.

ASTM D 1556 Test Method for Density of Soil in Place by the Sand-Cone

Method.

ASTM D 2419 Test Method for Sand Equivalent Value of Soils and Fine Aggregate.

ASTM D 2487 Classification of Soils for Engineering Purposes.

ASTM D 2922 Test Methods for Density for Soil and Soil- Aggregate in

Place by Nuclear Methods (Shallow Depth).

ASTM D 4253 Test Methods for Maximum Index Density of Soils Using a Vibratory Table.

ASTM D 4254 Test Methods for Minimum Index Density of Soils and

Calculation of Relative Density.

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1.03 QUALITY ASSURANCE:

A. General: All soils testing will be done by a testing laboratory of the Owner's choice and the Owner's expense. Where tests of fill or backfill show non-compliance with the required density the Contractor shall accomplish such remedy as may be required to ensure compliance. Subsequent testing to show compliance shall be by the testing laboratory selected by the Owner, but shall be at the Contractor's expense.

B. Where soil material is required to be compacted to a percentage of maximum density, the

maximum density at optimum moisture content will be determined in accordance with ASTM D 698. Where cohesionless free draining soil material is required to be compacted to a percentage of relative density, the calculation of relative density will be determined in accordance with ASTM D 4253 and D 4254. Field density in-place tests will be performed in accordance with ASTM D 1556, or ASTM D 2922.

C. Particle size analysis will be performed using ASTM D 422.

D. The sand equivalent value will be performed using ASTM D 2419.

E. References in these specifications to soil classification types and standards shall be as set

forth in unified soil classification system, ASTM D 2487. PART 2 - PRODUCTS 2.01 GENERAL FILL, BACKFILL AND EMBANKMENT MATERIAL REQUIREMENTS:

A. Fill, backfill, and embankment materials shall be selected or processed clean, fine earth, rock or sand free from grass, roots, brush or other vegetation. Materials for fill, backfill and embankments that are classified under ASTM D 2487 as Pt, OH, CH, MH or OL are herein defined as unsuitable and shall not be used in the Work. Materials which cannot be compacted to achieve the required percentage of maximum density for the intended use shall not be used in the Work.

B. Fill and backfill materials to be placed within 6-inches of any structure shall be free of rocks

having a maximum dimension larger than 3-inches. Materials to be placed within 6-inches of any pipe or electrical conduit or conduit bank shall be free of rocks having maximum dimension larger than the type of material specified for the particular use under paragraph 2.02 herein.

C. Fill and backfill materials may be obtained from on-site excavations, may be processed from

on-site materials, or may be imported. If imported materials are required to meet the requirements of these specifications or to meet the quantity requirements of the project the Contractor shall provide the imported materials at no additional expense to the Owner unless a unit price item is included for imported materials in the bidding schedule.

2.02 SPECIFIC FILL AND BACKFILL MATERIAL REQUIREMENTS:

A. The following types of select fill or backfill materials are defined as follows:

1. Crushed rock aggregate base course material as specified below. At the option of the Contractor the grading for either the 1-1/2-inch maximum size or 3/4-inch maximum size shall be used. The sand equivalent valve shall not be less than 22 and the material shall meet the following gradation requirements:

1-1/2 inch Gradation

WRCRWA EARTHWORK


Sieve Size Percentage Passing Tolerance 1-1/2-inch 100 0 3/4-inch 86 +5 1/2-inch 72 +5 No. 4 48 +5 No. 16 26 +3 No. 200 8 +2 3/4 inch Gradation Sieve Size Percentage Passing Tolerance 3/4-inch 100 0 1/2-inch 85 +7 No. 4 61 +6 No. 16 33 +5 No. 200 9 +2

2. Drain rock shall be crushed rock or gravel, durable and free from slaking or

decomposition under the action alternate wetting or drying. The material shall be uniformly graded and have a sand equivalent value not less than 75.

Sieve Size Percentage Passing 1-inch 100 3/4-inch 90-100 3/8-inch 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3

4. Select bedding and backfill material for coal tar enamel coated pipe, polyethylene

encased pipe, tape wrapped pipe or PVC pipe shall be crushed rock or gravel, durable and free from slaking or decomposition under action of alternate wetting and drying. The material shall be uniformly graded and shall meet the following gradation requirements:

Sieve Size Percentage Passing 1/2-inch 100 3/8-inch 40-50 No. 4 30-40 No. 8 20-30 No. 30 8-15 No. 50 0-7 No. 200 0-3

5. All materials considered as suitable for fill and backfill obtained from the required

excavation meeting the requirements of paragraph 2.01 herein. PART 3 - EXECUTION 3.01 STRUCTURE, ROADWAY AND EMBANKMENT EXCAVATION:

A. Excavations shall include the removal of all materials of whatever nature encountered including removal or relocation of all obstructions that would interfere with the proper

WRCRWA EARTHWORK


execution of the Work. The removal of said materials shall conform to the lines and grades shown on the plans or ordered by the Engineer. The Contractor shall furnish, place and maintain all supports and shoring that may be required for safety of excavations and protection of adjacent structures and all pumping, ditching or other measures necessary for the removal or exclusion of water, including taking care of storm water, groundwater and wastewater reaching the site of the Work from any source so as to prevent damage to the Work or adjoining property. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926).

B. Excavations beneath structures shall be carried to the grades shown or specified. Over-

excavations ordered by the Engineer that are not shown or specified and the resulting backfill will be paid for under a separate unit price bid item if such bid item has been established, otherwise payment will be made in accordance with a negotiated price. After the required excavation or over-excavation has been completed the exposed surface shall be scarified to a depth of 6-inches, brought to optimum moisture content and rolled with heavy compaction equipment to obtain ninety percent (90%) of maximum density.

C. Excavation under roadways and areas to be paved shall extend to the bottom of the

aggregate base. After the required excavation has been completed the exposed surface shall be scarified brought to optimum moisture content and rolled with heavy compaction equipment to obtain ninety-five percent (95%) of maximum density.

D. The subgrade area beneath embankments shall be excavated to remove the top 8-inches of

native or topsoil material. Where the subgrade is sloped the excavation shall be benched.

E. The Contractor shall keep separate and stockpile from required excavations all topsoil consisting of the top 8-inches of native material. The Contractor shall place and grade this topsoil material as the top 6-inches on areas requiring landscaping, if applicable, to the extent it remains available.

F. The Contractor shall notify the Engineer of the completion of any structural excavation and

shall allow the Engineer at least 24-hours review period before the exposed foundation is scarified and compacted or is covered with any structural backfill materials.

G. The Contractor shall remove and dispose of all excess excavated material at a site selected

by the Contractor and reviewed by the Engineer.

3.02 PIPELINE AND UTILITY TRENCH EXCAVATION:

A. Unless otherwise shown or ordered, excavation for pipelines and utilities shall be open-cut trenches. The bottom of the trench shall have a minimum width equal to the outside diameter of the pipe plus 12-inches and a maximum width equal to the outside diameter of the pipe plus 24-inches. Trenches for pipelines smaller than 8-inches shall be excavated uniformly to the grade of the bottom of the pipe. Trenches for pipelines 8 inches and larger, unless otherwise ordered by the Engineer, shall be excavated uniformly to the grade 6-inches below the grade of the outside bottom of the pipe. The over-excavation shall be replaced with gravel bedding material as specified herein for the particular type of pipe being installed. The pipe bedding shall be compacted by mechanical means suitable to the Engineer to eighty-five percent (85%) of relative density. The trench bottom shall be uniformly graded so that each pipe section when first laid will be continually in contact with the bedding along the entire length of the pipe.

B. The maximum amount of open trench permitted in any one location shall be the length

necessary to accommodate the amount of pipe installed and backfilled in a single day. The Contractor shall make every reasonable effort to backfill all trenches at the end of each day.

WRCRWA EARTHWORK


When this is not possible, barricades with warning lights meeting OSHA requirements shall be provided, set and maintained.

C. All pipeline and utility trench excavations shall be kept reasonably free from excess water

during excavation, fine grading, pipe laying, and backfilling operations. Ground water shall be lowered to the extent necessary to keep the trench free from water and the trench bottom stable when the work within the trench is in progress. The Contractor shall provide and maintain at all times during construction ample means and equipment with which to properly and promptly remove and dispose of all water entering the excavation or other parts of the Work whether the water be surface water or underground water. The Contractor shall dispose of the water from the Work site in a suitable manner without damage to adjacent property.

D. When ordered by the Engineer, whether indicated on the Drawings or not, trenches shall be

over-excavated beyond the depth shown or specified. Such over-excavation shall be to the depth ordered. The trench shall then be backfilled to the grad required. When the over-excavation, ordered by the Engineer, is 4-inches or greater below the limits shown, additional payment will be made to the Contractor for that portion of the Work which is located below said 4-inch distance. Said additional payment will be made under separate unit price bid items for over-excavation and bedding if such bid items have been established, otherwise payment will be made in accordance with a negotiated price.

E. The Contractor shall remove and dispose of all excess excavated material at a site selected

by the Contractor and reviewed by the Engineer. 3.03 PIPE AND UTILITY TRENCH BACKFILL:

A. Backfill material shall not be dropped directly on the pipe or utility conduit.

B. Except for drain rock materials being placed in over-excavated areas of the trench for dewatering purposes backfill shall be placed after all water is removed from the excavation.

C. The pipe zone is defined as that portion of the vertical trench cross-section lying between 6-

inches below the bottom of the pipe (trench subgrade) and 12-inches above the top surface of the pipe. The pipe zone shall be backfilled with the material specified herein for the particular type of pipe.

D. After the pipe zone backfill has been placed and inspected by the Engineer, the trench zone

backfilling may proceed. The trench zone is that portion of the vertical trench cross-section lying between 6-inches above the top surface of the pipe and finished surface grade. The trench zone backfill may be suitable material from required excavations except where under paved areas, sidewalks, pipelines, utilities and structures. The entire trench zone shall be backfilled using select material as specified herein.

E. Pipe-zone and utility trench backfill material shall be spread and compacted in layers not to

exceed 6-inches in thickness. Compaction shall be achieved using mechanical equipment. Flooding, ponding or jetting shall not be used for compaction unless otherwise approved by the Engineer. Pipe zone backfill material shall be manually spread around the pipe so that when compacted the pipe zone backfill will provide uniform bearing and side support. Piping shall be protected from lateral displacement and possible damage resulting from impact or unbalanced loading during backfill operations. Trench zone backfill material shall be uniformly spread and mechanically compacted in layers not to exceed 12-inches in thickness. Moisture content shall be uniformly adjusted by wetting or drying as necessary.

F. Pipe zone including bedding compaction requirements shall be ninety-five percent (95%) of

maximum density or eighty-five percent (85%) at relative density whichever is applicable.

WRCRWA EARTHWORK


G. Trench zone backfill using required excavated material shall be not less than eighty-five

(85%) of maximum density except under paved areas, sidewalks, pipelines, utilities and structures which shall not be less than ninety-five percent (95%) of maximum density.

H. Aggregate base course materials shall be placed and compacted to not less than ninety-five

percent (95%) of maximum density.

3.04 BACKFILL BENEATH STRUCTURES:

A. All structures shall be constructed on imported, select, granular backfill as specified and of the thickness shown on the plans or as required by the geotechnical report. Where a thickness is not specified it shall be at least 12-inches. Compaction shall be ninety percent (90%) of maximum density or eighty-five percent (85%) of relative density, whichever is applicable. Where granular backfill under footings encases an underdrain piping system or has a thickness of 18-inches or greater or where shown on the Drawings, a layer of soil stabilization fabric shall be placed under the first horizontal layer of granular backfill. Soil stabilizer fabric shall be Mirafi 500 or equal. The sloping or vertical side slopes shall receive a layer of Mirafi 140 NL or equal.

B. Except for drain rock materials being placed in over-excavated areas for dewatering

purposes backfill shall be placed after all water is removed from the excavation. 3.05 BACKFILL ON AND AROUND STRUCTURES:

A. All backfill on and around structures shall be placed to the finish lines and grades shown on the plans. After foundation and walls are cured and other construction below the final grade is completed and prior to backfill all forms shall be removed and the excavation shall be cleaned of all trash and debris. Where the backfill will be under a part of the structure the backfill material shall be select granular backfill. Materials in all other areas may consist of suitable excavated materials. Backfill material shall not include concrete brick, broken masonry, metal, rock, wood or soft, unstable materials that do not compact readily by tamping or rolling.

B. Backfill shall be placed in horizontal layers not to exceed 8-inches in thickness measured

before compaction. The backfill shall be brought up evenly with each layer being moistened to near the optimum moisture content and compacted by mechanical means to ninety-five percent (95%) of maximum density beneath areas having pavement, concrete walks, steps, landings, piping, utility conduits and to ninety percent (90%) of maximum density in other areas.

C. Backfill shall not be dropped directly on or against any structure. Backfill shall not be placed

around or upon any structure until the concrete has attained the required strength to support the loads imposed. Backfill around water retaining structures shall not be placed until the structures have been tested for leaks and the structures are full of water while the backfill is being placed.

D. Equipment weighing more than 10,000 pounds shall not be used closer to walls than a

horizontal distance equal to the depth of the fill at that time. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations or may cause damage to the structure.

WRCRWA EARTHWORK


3.06 DEWATERING:

A. Prevent surface water and subsurface or ground water from flowing into trenches and excavations and from flooding project site and surrounding area.

1. The existing drain system may be used for discharging ground water.

2. Do not allow water to accumulate in excavations. Remove water to prevent softening of

foundation bottoms, undercutting footings, and soil changes detrimental to stability of subgrades and foundations. Provide and maintain pumps, well point, sumps, suction and discharge lines, and other dewatering system components necessary to convey water away from excavations.

3. Establish and maintain temporary drainage ditches and other diversions outside

excavation limits to convey rainwater and water removed from excavations to collecting or runoff areas. Do not use trench excavations as temporary drainage ditches.


WRCRWA EARTHWORK



WRCRWA A.C. PAVEMENT AND BASE


SECTION 02510 – A.C. PAVEMENT AND BASE

PART 1 - GENERAL

1.01 THE REQUIREMENT

A. The Contractor shall furnish all labor, materials, plant equipment, supplies and facilities and

perform all work required to provide a finished A.C. Pavement and Base satisfying all the

requirements of the Contract Documents.

1.02 RELATED WORK SPECIFIED ELSEWHERE

A. Contractor Submittals. Section 01300

B. Earthwork. Section 02200

C. Geotechnical Report. Section 02900

1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS

A. Codes: All codes and "Standard Specifications" as referenced herein, are specified in

Section 01090 entitled, "Reference Standards".

B. Commercial Standards:

AASHTO M 82 Cut-Back Asphalt (Medium Curing Type).

AASHTO M 140 Emulsified Asphalt.

AASHTO M 208 Cationic Emulsified Asphalt.

AASHTO M 226 Viscosity Graded Asphalt Cement

ASTM D 242 Mineral Filler for Bituminous Paving

Mixtures.

ASTM D 692 Coarse Aggregate for Bituminous Paving

Mixtures.

ASTM D 977 Emulsified Asphalt.

ASTM D 1073 Fine Aggregate for Bituminous Paving

Mixtures

ASTM D 1188 Bulk Specific Gravity and Density of Compacted Bituminous

Mixtures Using Paraffin-Coated Specimens.

ASTM D 1557 Moisture-Density Relations of Soils and Soil - Aggregate Mixtures

Using 10-lb (4.54-kg) Rammer and 18-in (457-mm) Drop.

ASTM D 2027 Cutback Asphalt (Medium Curing Type).

ASTM D 2397 Cationic Emulsified Asphalt.



ASTM D 2726 Bulk Specific Gravity and Density of Compacted Bituminous

Mixtures using Saturated Surface-Dry Specimens.

ASTM D 3381 Viscosity-Graded Asphalt Cement for Use in Pavement

Construction.

ASTM D 3515 Hot-Mixed, Hot-Laid Bituminous Paving Mixtures.

1.04 CONTRACTOR SUBMITTALS

A. The Contractor shall submit materials testing reports, job-mix formulas, and other pertinent

information satisfactory to the Engineer demonstrating that materials and methods the

Contractor proposes to utilize will comply with the provisions of this Section. Tests for

conformance with the Specifications shall be performed prior to start of the Work. The

samples shall be identified as to material and aggregate source. Materials to be tested shall

include aggregate base, coarse and fine aggregate for paving mixtures, mineral filler, and

asphalt cement.

PART 2 - PRODUCTS

2.01 AGGREGATE BASE

A. Class 2 aggregate conforming to requirements of Caltrans Standard Specifications.

2.03 TACK COAT

A. Tack coat shall be as specified in Section 02709 of the Standard Specification referenced

under Section 01090 section G entitled, "Referenced Standards".

2.04 ASPHALTIC CONCRETE

Asphaltic-concrete shall be as specified in Section 402 of the Standard Specification except

that hydrated lime need not be used. The mineral aggregate shall be 3/4-inch gradation.

The bituminous material for the surface course shall be AC-10 penetration asphalt cement

conforming to the requirements of ASTM M-226. The Contractor shall establish a mix

gradation and the amount of bituminous material. A Marshall Mix Report shall be submitted

for the Engineer's review to verify the percentage of voids. Regardless of the bituminous

content, there shall not be more than three percent (3%) voids in the aggregate.

PART 3 - EXECUTION

3.01 SUBGRADE PREPARATION

A. Refer to Plans CD-1.

3.02 AGGREGATE BASE

A. Aggregate base shall be provided where shown and to the thickness shown. Imported

aggregate bases shall be delivered to the job site as uniform mixtures and each layer shall

be spread in one operation. Segregation shall be avoided and the base shall be free of

pockets of coarse or fine material. Where the required thickness is 6-inches or less, the

base materials may be spread and compacted in one layer. Where the required thickness is



more than 6-inches, the base material shall be spread and compacted in two or more layers

of approximately equal thickness and the maximum compacted thickness of any one layer

shall not exceed 6-inches. The relative compaction of each layer of aggregate base shall

not be less than ninety-five percent (95%) of maximum density when measured in

accordance with ASTM D 1557. The compacted surface of the finished aggregate shall be

hard, uniform, smooth to grade.

3.03 TACK COAT

A. A tack coat shall be applied in accordance with Section 404 of the Referenced Standards to

existing paved surfaces where new asphalt concrete is to be placed on existing pavement.

It shall also be applied to the contact surfaces of all cold pavement joints, curbs, gutters,

manholes and the like immediately before the adjoining asphalt pavement is place.

3.04 ASPHALT CONCRETE

A. At the time of delivery to the Work site, the temperature of mixture shall not be lower than

250 degrees F.

B. Asphalt concrete shall not be placed when the atmospheric temperature is below 40

degrees F, or during unsuitable weather as determined by the Engineer.

C. In no case shall the asphalt from two (2) different sources be intermixed. If the source is

changed during the course of the work, a new mix design shall be submitted.

D. The depositing, distributing, and spreading of the asphalt concrete shall be accomplished in

a single, continuous operation by means of a self-propelled mechanical spreading and

finishing machine designed specially for that purpose. The machine shall be equipped with

a screed or strike-off assembly capable of being accurately regulated and adjusted to

distribute a layer of the material to a definite pre-determined thickness. When paving is of a

size or in a location that use of a self-propelled machine is impractical, the Engineer may

waive the self-propelled requirement.

E. Spreading, once commenced, must continue without interruption.

F. The mix shall be compacted immediately after placing. Initial rolling with a steel-wheeled

tandem roller, steel three-wheeled roller, vibratory roller, or a pneumatic-tired roller shall

follow the paver as closely as possible. If needed, intermediate rolling with a pneumatic-

tired roller shall be done immediately behind the initial rolling. Final rolling shall eliminate

marks from previous rolling. In areas too small for the roller, a vibrating plate compactor or

a hand tamper shall be used to achieve thorough compaction.

G. Upon completion, the pavement shall be true to grade and cross-section. When a 10-foot

straight edge is laid on the finished surface parallel to the center of the roadway, the surface

shall not vary from the edge of the straight edge more than 1/8-inch except at intersections

or changes of grade. In the transverse direction, the surface shall not vary from the edge of

the straightedge more than 1/4-inch.

H. The relative density after compaction shall be ninety-five percent (95%) of the density

obtained by using ASTM D 1188 or D 2726. A properly calibrated nuclear asphalt testing

device shall be used for determining the field density of compacted asphalt concrete, or slab

or cores may be laboratory tested in accordance with ASTM D 1188.


WRCRWA SAW CUTTING ASPHALT AERATION UPGRADE PROJECT 02512-1

SECTION 02512-SAW CUTTING ASPHALT PART 1 - GENERAL

Work under this item consists of providing all labor and equipment necessary to saw cut the existing asphalt as specified herein and indicated on the drawings. Saw cutting shall be accomplished as indicated on the drawings.

PART 2 - PRODUCTS N/A PART 3 - EXECUTION

GENERAL: All existing asphalt to be removed shall be saw cut 6 inches beyond the limits of excavation and to a depth sufficient to provide clean straight edges when the asphalt is removed. Saw cuts shall be straight lines.


WRCRWA SAW CUTTING ASPHALT AERATION UPGRADE PROJECT 02512-2


WRCRWA DUCTILE IRON PIPE


SECTION 02630 - DUCTILE IRON PIPE PART 1 - GENERAL 1.01 THE REQUIREMENT:

A. The Contractor shall furnish and install all ductile iron pipe, fittings, transitions, connections and appurtenant work, complete and in accordance with the requirements of the Contract Documents. Where pipe material is specifically called for in the Drawings, Contractor shall use such pipe as specified.

1.02 RELATED WORK SPECIFIED ELSEWHERE:

A. Piping, General. Section 15050

B. Ductile Iron Pipe & Appurtenances 15080 C. Water Pipeline testing Section 02666

1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:

A. Commercial Standards:

ANSI/AWWA C104/A21.4 Cement-mortar lining for Ductile Iron and Gray Iron Pipe and Fittings for Water.

ANSI/AWWA C105/A21.5 Polyethylene Encasement for Gray and Ductile

Cast Iron Piping for Water and Other Liquids.

ANSI/AWWA C110/A21.10 Fittings, 3-inch through 48-inch for Water and Other Liquids, Gray Iron.

ANSI/AWWA C111/A21.11 Rubber Gasket Joints for Ductile Iron and Gray

Iron Pressure Pipe and Fittings.

ANSI/AWWA C115/A21.15 Flanged Ductile Iron and Gray Iron Pipe with Threaded Flanges.

ANSI/AWWA C150/A21.50 Thickness Design of Ductile Iron Pipe.

ANSI/AWWA C151/A21.51 Ductile Iron Pipe, Centrifugally Cast, in Metal

Molds or Sand Lined Molds for Water and Other Liquids.

ANSI/AWWA C153/A21.53 Fittings, 3-inch through 48-inch for Water and

Other Liquids, Ductile Iron.

ANSI/AWWA C209 Cold Applied Coatings for the Exterior of Special Sections, Connections and Fittings for Steel Water Pipelines.

ANSI/AWWA C214 Tape Coating Systems for the Exterior of Steel

Water Pipelines.



ANSI/AWWA C600 Water Mains and Appurtenances, Installation of Ductile Iron.

ANSI/ASTM D 1248 Polyethylene Lining Material for Ductile Iron Pipe

and Fittings.

ASTM C 150 Specification for Portland Cement.

ASTM A 746 Installation of Ductile Iron Pipe for Gravity Sewers.

1.04 CONTRACTOR SUBMITTALS:

A. The Contractor shall furnish a certified affidavit of compliance for all pipe and other products or materials furnished under this Section of the Specifications and as specified in the referenced standards. Certification shall include physical and chemical properties of pipe materials and hydrostatic test reports.

B. All expenses incurred in sampling and testing for certifications shall be borne by the

Contractor. 1.05 QUALITY ASSURANCE:

A. Ductile iron pipe shall be manufactured with the material, have the dimensions, be within the tolerances and meet the testing requirements set forth in ASTM A746 and ANSI A21.51. Ductile iron pipe shall be manufactured in nominal 18-foot or 20-foot laying lengths and shall have the lining called for in the Contract Documents.

B. All pipe shall be subject to inspection at the place of manufacture in accordance with the

provisions of the referenced standards, as supplemented by the requirements herein.

C. In addition to those tests specifically required, the Engineer may request additional samples of any material including lining and coating samples for testing by the Owner. The additional samples shall be furnished at no additional cost to the Owner.

PART 2 - PRODUCTS 2.01 GENERAL:

A. Mortar lined and polyethylene encased ductile iron pipe shall conform to ANSI/AWWA C151, C104, C105, C214 and D1248, subject to the following supplemental requirements. The pipe shall be of the diameter and class shown, shall be furnished complete with rubber gaskets as indicated in the Contract Documents and all specials and fittings shall be provided as required under the Contract Documents.

B. The pipe shall be handled by use of wide slings, padded cradles or other devices acceptable

to the Engineer, designed and constructed to prevent damage to the pipe lining and/or coating. The use of chains, hooks or other equipment which might injure the pipe lining and coating will not be permitted. Stockpiled pipe shall be safely and properly supported to prevent accidental rolling. The Contractor shall be fully liable for the cost of replacement or repair of pipe which is damaged.

C. Maximum pipe laying lengths shall be 20-foot with shorter lengths provided as required by the

Drawings.



D. The pipe shall have a smooth dense interior surface and shall be free from fractures, defects and roughness.

2.02 MATERIALS:

A. Ductile iron pipe materials shall conform to the requirements of ANSI/AWWA C151/A21.51.

B. Fittings for ductile iron pipe shall conform to the requirements of ANSI/AWWA C110/A21.10 for diameters 3-inch through 48-inch. Ductile iron fittings larger than 48-inch shall conform to the above referenced standard with the necessary modifications for the larger size.

C. Cement for mortar lining shall conform to the requirements of ANSI/AWWA C104/A21.4;

provided, that cement for mortar lining shall be Type II or V. A fly ash or pozzolan shall not be used as a cement replacement.

D. Not used.

E. Material for the polyethylene encasement shall conform to the requirements of ANSI/AWWA

C105/A21.5.

F. All elastomer gaskets used for ductile iron pipe shall be of neoprene material.

G. All bolts and hardware for flanged connection shall be 316 stainless steel for both

above ground and buried connections. 2.03 DESIGN OF PIPE:

A. Ductile iron pipe shall be designed in accordance with the requirements of ANSI/AWWA C150/A21.50, as applicable and as modified in this Section. The pipe furnished shall be either mortar-lined or polyethylene-lined as called out in the Contract Documents. Buried ductile iron pipe shall be polyethylene encased.

B. The pipe shall be designed, manufactured, tested, inspected and marked according to

applicable requirements previously stated and except as hereinafter modified, shall conform to ANSI/AWWA C151.

C. The pipe and fittings shall be of the diameter shown and shall be of pressure Class 350 for

pipe sizes twelve (12) inches and below and pressure Class 250 for pipe fourteen (14) inches to twenty (20) inches and pressure class 200 for twenty four (24) inch pipe and pressure class 150 for thirty (30) inch and above, except that where mechanical couplings are used and the pipe is grooved, the ductile iron pipe shall be of special thickness Class 53.

D. Ductile iron pipe and fittings shall be furnished with mechanical joints, push-on joints, flanged

joints and restrained joints as required.

1. Mechanical and push-on joints shall conform to ANSI/AWWA C111/A21.11. 2. Flanged joints shall conform to ANSI/AWWA C115/A21.15 and shall be connected using

316 stainless steel bolts and hardware. 3. Restrained joints shall be "Lok-Ring" Restrained Joint by American Ductile Iron Pipe, "TR

FLEX" Restrained Joint by U.S. Pipe, "Mechanical Lock Joint" by Pacific States Cast Iron Pipe Company, or equal.

E. For bell-and-spigot ends with rubber gaskets, the clearance between the bells and spigots

shall be such that when combined with the gasket groove configuration and the gasket itself,



will provide watertight joints under all operating conditions when properly installed. The Contractor shall require the pipe manufacturer to submit details complete with significant dimensions and tolerances and also to submit performance data indicating that the proposed joint has performed satisfactorily under similar conditions. In the absence of a history of field performance, the results of a test program shall be submitted.

2.04 CEMENT-MORTAR LINING:

A. Except as otherwise provided herein, interior surfaces of ductile iron pipe, fittings and specials to be furnished with cement-mortar lining shall be cleaned and lined in the shop with cement-mortar lining applied centrifugally in conformity with ANSI/AWWA C104. If lining is damaged or found faulty at delivery site, the damaged or unsatisfactory portions shall be replaced with lining conforming to these Specifications.

B. The minimum lining thickness shall be as follows:

Nominal Pipe Diameter Minimum Lining Thickness (inches) (inches)

3-12 1/8 14-24 3/16 30-54 1/4

C. For all pipe and fittings with plant-applied cement mortar linings, the Contractor shall provide

a polyethylene or other suitable bulkhead on the ends of the pipe and on all special openings. All bulkheads shall be substantial enough to remain intact during shipping and storage until the pipe is installed.

2.06 EXTERIOR COATING OF PIPE:

A. The exterior surfaces of ductile iron pipe which will be exposed to the atmosphere inside structures or above ground shall be thoroughly cleaned and then give a shop coat of rust-inhibitive primer conforming to the requirements of Section 09800 entitled, "Protective Coatings." This exposed piping shall not be coated with the bituminous coating by the manufacturer prior to delivery.

B. Buried ductile iron pipe shall be polyethylene encased in accordance with the requirements of

ANSI/AWWA C105/A21.5. 2.07 AIR PIPE:

A. Gaskets in contact with hot air (temperature greater than 160° F) shall be Vyton or equal, suitable for hot air applications.

PART 3 - EXECUTION 3.01 INSTALLATION OF PIPE:

A. All pipe, fittings, etc. shall be carefully handled and protected against damage, impact shocks and free fall. All pipe-handling equipment shall be acceptable to the Engineer. Pipe shall not be placed directly on rough ground, but shall be supported in a manner which will protect the pipe against injury whenever stored at the trench site in accordance with Paragraph 2.01, herein. All pipe damaged prior to Substantial Completion shall be repaired or replaced by the Contractor.



B. The Contractor shall inspect each pipe and fitting prior to installation to ensure that there are no damaged portions of the pipe. No pipe shall be installed where the lining or coating show defects that may be harmful as determined by the Engineer. Such damaged lining or coating shall be repaired, or a new undamaged pipe shall be furnished and installed.

C. The pipe shall be installed in accordance with ANSI/AWWA C600. Before placement of the

pipe in the trench, each pipe or fitting shall be thoroughly cleaned of any foreign substance which may have collected thereon and shall be kept clean at all times thereafter. For this purpose, the openings of all pipes and fittings in the trench shall be closed during any interruption to the Work. As pipe laying progresses, the Contractor shall keep the pipe interior free of all debris. The Contractor shall completely clean the interior of the pipe of all sand, dirt, rocks and any other debris following completion of pipe laying prior to testing and disinfecting the completed pipeline.

D. Pipe shall be laid directly on the imported bedding material. No blocking will be permitted and

the bedding shall be such that it forms a continuous, solid bearing for the full length of the pipe. Excavations shall be made as needed to facilitate removal of handling devices after the pipe is laid. Bell holes shall be formed at the ends of the pipe to prevent joint loading at the bells or couplings. Excavation shall be made as needed outside the normal trench section at field joints to permit adequate access to the joints for field connection operations and for application of coating on field joints.

E. Where necessary to raise or lower the pipe due to unforeseen obstructions or other causes,

the Engineer may change the alignment and/or the grades. Such change shall be made by the deflection of joints, by the use of bevel adapters or by the use of additional fittings. However, in no case shall the deflection in the joint exceed the maximum deflection recommended by the pipe manufacturer.

F. No pipe shall be installed upon a foundation into which frost has penetrated or at any time

that there is a danger of the formation of ice or penetration of frost at the bottom of the excavation. No pipe shall be laid unless it can be established that the trench will be backfilled before the formation of ice and frost occurs.

G. The openings of all pipe and specials where the pipe and specials have been cement-mortar

lined in the shop shall be protected with suitable bulkheads to prevent unauthorized access by persons, animals, water or any undesirable substance. At all times, means shall be provided to prevent the pipe from floating.

H. Immediately before jointing pipe, the bell end of the pipe shall be thoroughly cleaned and a

clean rubber gasket lubricated with an approved vegetable-based lubricant shall be placed in the bell groove. The spigot end of the pipe shall be carefully cleaned and lubricated with a vegetable-based lubricant. The spigot end of the pipe section shall then be inserted into the bell of the previously laid joint and telescoped into its proper position. Tilting of the pipe to insert the spigot into the bell will not be permitted.

I. All valves shall be handled in a manner to prevent any injury to any part of the valve. All joints

shall be thoroughly cleaned and prepared prior to installation. The Contractor shall adjust all stem packing and operate each valve prior to installation to ensure proper operation. All valves shall be installed so that the valve stems are plumb and in the location shown.


WRCRWA PIPELINE TESTING


SECTION 02666 - PIPELINE TESTING PART 1 - GENERAL 1.01 THE REQUIREMENT:

A. The Contractor shall perform flushing and testing of all pipelines and appurtenant piping complete, including conveyance of test water from Owner-designated source to point of use and all disposal thereof, all in accordance with the requirements of the Contract Documents.

1.02 RELATED WORK SPECIFIED ELSEWHERE:

A. N/A PART 2 - PRODUCTS 2.01 MATERIALS REQUIREMENTS:

A. All test equipment, temporary valves, bulkheads or other water control equipment and materials shall be determined and furnished by the Contractor subject to the Engineer's review.

PART 3 - EXECUTION 3.01 GENERAL:

A. The Contractor shall notify the Engineer at least 48-hours in advance of any planned testing and shall review the testing procedures with the Engineer.

B. Unless otherwise provided herein, water for testing pipelines shall be furnished by the Owner;

however, the Contractor shall make all necessary provisions for conveying the water from the Owner-designated source to the points of use.

C. All pipelines shall be tested. All testing operations shall be performed in the presence of the

Engineer.

D. Disposal or release of test water from pipelines, after testing shall be acceptable to the Engineer.

3.02 HYDROSTATIC TESTING OF PIPELINES:

A. Prior to hydrostatic testing, all pipelines shall be flushed or blown out as appropriate. The Contractor shall test all pipelines either in sections or as a unit. The Contractor shall be responsible for ascertaining that all test bulkheads are suitably restrained to resist the thrust of the test pressure without damage to, or movement of, the adjacent pipe. Care shall be taken to see that all air vents are open during filling.

B. The pipeline shall be filled at a rate which will not cause any surges or exceed the rate at

which the air can be released through the air valves at a reasonable velocity and all the air within the pipeline shall be properly purged. After the pipeline or section thereof has been filled it shall be allowed to stand under a slight pressure for at least 24-hours to allow the concrete or mortar lining, as applicable, to absorb what water it will and to allow the escape of air from any air pockets. During this period, bulkheads, valves and connections shall be

WRCRWA PIPELINE TESTING


examined for leaks. If leaks are found, corrective measures satisfactory to the Engineer shall be taken.

C. The hydrostatic test shall consist of holding the test pressure on the pipeline for a period of 4-

hours. The test pressure for distribution and transmission pipelines shall be 133% of the pipe pressure class shown or specified measured at the lowest point of the pipeline being tested. All leaks shall be repaired in a manner acceptable to the Engineer.

D. All piping shall have no leakage. In the case of pipelines that fail to pass the leakage test, the

Contractor shall determine the cause of the leakage, shall take corrective measures necessary to repair the leaks, and shall again test the pipelines.
