Specs-Amd1_TopockMarshPPFirebreakCanalPumpSta_09-05-2024_0003.pdf

Fire Break Canal Pump Station Topock Marsh Colorado River Front Work and Levee System Solicitation No.

Compacting Earth Materials

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SECTION 31 23 02

COMPACTING EARTH MATERIALS

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Cost:

1. Include cost of compacting earth materials in prices offered in Price Schedule for embankment (pipe trench) backfill, structural backfill, aggregate base, gravel surfacing, and for other items of work where earth materials are required to be compacted.

a. Includes furnishing water and moistening materials.

b. Includes Contractor Quality Testing.

1.02 ACRONYMS

A. NICET: National Institute for Certification in Engineering Technologies

1.03 DEFINITIONS

A. Use definitions from ASTM D653.

B. Control Fraction: The portion of a soil sample consisting of particles smaller than a designated sieve size. The fraction is used to compare in-place unit weight with standard laboratory unit weight. The control sieve size depends on the laboratory test used to determine laboratory maximum density.

C. C-Value: The ratio expressed as a percentage of (1) in-place unit weight at fill moisture content to (2) the wet unit weight of a laboratory-compacted specimen prepared at fill moisture content as determined by the rapid method of construction control in accordance with ASTM D5080. The C-Value is a comparison of compactive effort of field compaction equipment to standard laboratory compactive effort.

D. D-value: The ratio expressed as a percentage of (1) in-place wet unit weight at fill moisture content to (2) laboratory maximum wet unit weight as determined from a compaction curve constructed at fill moisture content as determined by the rapid method of construction control ASTM D5080. The D-value is the equivalent of percent compaction in accordance with ASTM D698.

E. Percent Compaction: The ratio expressed as a percentage of the in-place dry unit weight to the laboratory maximum dry unit weight

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F. Special compaction: Compaction close to structures or in spaces not accessible by standard width rollers.

1.04 REFERENCE STANDARDS

A. ASTM International (ASTM)

1. ASTM D422-63(2007) Particle-Size Analysis of Soils

2. ASTM D653-14 Terminology Relating to Soil, Rock, and

Contained Fluids

3. ASTM D698-12 Laboratory Compaction Characteristics of

Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3))

4. ASTM D1140-14 Amount of Material in Soils Finer than the No. 200 (75-µm) Sieve

5. ASTM D1556/D1556M-15 Density and Unit Weight of Soil in Place by the Sand-Cone Method

6. ASTM D2216-10 Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

7. ASTM D2487-11 Classification of Soils for Engineering Purposes (Unified Soil Classification System)

8. ASTM D2488-09a Description and Identification of Soils (Visual-Manual Procedure)

9. ASTM D4318-10 Liquid Limit, Plastic Limit, and Plasticity Index of Soils

10. ASTM D4546-08 One-Dimensional Swell or Collapse of Cohesive Soils

11. ASTM D4647/D4647M-13 Identification and Classification of Dispersive Clay Soils by the Pinhole Test

12. ASTM D4718-87(2007) Correction of Unit Weight and Water Content for Soils Containing Oversize Particles

13. ASTM D4914-08 Density of Soil and Rock in Place by the Sand Replacement Method in a Test Pit

14. ASTM D5030/D5030M-13a Density of Soil and Rock in Place by the Water Replacement Method in a Test Pit

15. ASTM D5080-08 Rapid Determination of Percent Compaction

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16. ASTM D6572-13 Determining Dispersive Characteristics of Clayey Soils by the Crumb Test

17. ASTM D6938-10 In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depths)

18. ASTM D7382-08 Determination of Maximum Dry Unit Weight and Water Content Range for Effective Compaction of Granular Soils Using a Vibrating Hammer

B. Bureau of Reclamation (USBR)

1. USBR Guidelines for Earthwork Construction Control Testing of Gravelly Soils, Earth Sciences and Research Laboratory, Technical Service Center, Bureau of Reclamation, Denver, Colorado, September 2008.

1.05 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 - Submittals.

B. RSN 31 23 02-1, Test Results:

1. Results of tests listed in Table 31 23 02A – Contractor Materials Testing

Requirements and Frequency.

2. Include test date, time, location and person performing tests.

3. Notify COR within 2 hours if testing does not meet specified requirements.

1.06 QUALIFICATIONS

A. Refer to Section 01 46 20 – Testing Agency Services.

1.07 AMBIENT CONDITIONS

A. Do not place and compact soil under following conditions:

1. Rain that creates puddles in clayey or silty materials.

2. Heat or wind or both that dries material below specified moisture conditions.

3. Ice, frost, or snow pockets are visible in soil being placed or in underlying materials.

B. Ambient air temperature below freezing may make placement and compaction operations difficult.

1. Minimize interruptions of operations.

2. Continuous operations may be required to eliminate freezing of materials.

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3. Obtain COR approval, before performing operations when ambient air temperatures are below freezing.

4. Cease operations when placed materials are freezing or below freezing.

PART 2 PRODUCTS

2.01 CLASSIFICATION

A. When required, classify earth materials using the Unified Soil Classification System (USCS) according to ASTM D2487 or ASTM D2488, (or USBR 5000, 5005).

1. Gradation tests for classification: ASTM D422 or D1140, (USBR 5325, 5330, or

5335).

2. Atterberg limits testing for classification: ASTM D4318, (USBR 5350, 5355, or

5360).

2.02 SOIL TYPES

A. Structural Fill for Working Platform:

1. Structural fill shall comply with the requirements for CALTRANS Standard

Specifications, Division 19 Earthwork, Section 19-3.02D Structural Foundation Fill.

2. Do not use soils that exhibit expansive or dispersive characteristics in accordance with ASTM D4546, ASTM D4647, or ASTM D6572.

3. Free of roots, stumps, limbs, vegetation, organic matter, and ice.

4. Does not contain construction debris, scrap materials, refuse, man-made wastes, or chemical or hydro-carbon contamination.

B. Do not use frozen soils.

C. Special Gradations and Plasticity.

1. In some cases, such as embankment materials, embedment for buried pipe, special gradations and/or plasticity characteristics may be required. These requirements are in the applicable Section.

2.03 DESIGNATION OF SOILS FOR COMPACTION

A. Requirements for lift thickness, method of compaction, and method of determining degree of compaction depends on whether soil is considered to be silty or clayey, cohesionless, or cohesionless containing some silt and clay.

B. Silty or Clayey Soils:

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1. Contains appreciable amounts of fines (more than 15 percent plastic fines or 30 percent non-plastic fines).

2. Classified as GM, GC, SM, SC, CL, ML, CH, or any dual symbol or borderline soil beginning with one of these symbols.

C. Cohesionless Soils:

1. Contains few fines (less than 5 percent fines).

2. Classified as GW, SW, GP, SP, or any borderline soil beginning with any of these symbols.

D. Cohesionless Soils Containing Some Clay and Silt:

1. Contains some clay and silt (between 5 percent fines and 15 percent plastic fines or

30 percent non-plastic fines).

2. Classified with dual symbol soils such as GW-GM, GW-GC, GP-GM, GP-GC, SW-SM, SW-SC, SP-SM, SP-SC.

2.04 MAXIMUM PARTICLE SIZE

A. Soil for compacted structural backfill and pipe trench backfill:

1. Maximum particle size limitations described in appropriate Sections for backfill against specific structures.

2. Otherwise, no cobbles larger than 3 inches or boulders.

PART 3 EXECUTION

3.01 SURFACE PREPARATION

A. Remove any exposed debris, buried wooden structures, or soil particles larger than 3 inches protruding from the surface. Backfill and compact resulting cavities as specified in this section.

B. Remove any soft or saturated, clayey or silty soils exposed on the surface with approval of the COR. Backfill and compact resulting cavities as specified in this section.

C. Prepare surface so that first compacted lift will be placed on firm, stable base. Compact surface to specified compaction, if necessary.

D. Scarify and moisten surface to provide satisfactory bonding surface before placing layer of material to be compacted.

E. Use approved dewatering and unwatering methods to remove all standing water from the foundation surface in accordance with Section 31 03 33 – Removal and Control of Water.

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3.02 SOIL MOISTURE CONTENT

A. Moisten or aerate material, as necessary, to provide moisture content that will readily facilitate obtaining specified compaction. Add water to soil only in increments that will permit moisture content to be uniform and homogenous throughout each layer after mixing.

B. Silty and Clayey Soils and Cohesionless Soils Containing Some Silt and Clay:

1. Add no more than 2 percent water to fill by sprinkling just prior to compaction when fill is clayey and contains dry clods of clay.

a. If clayey borrow soil is more than 2 percent below optimum moisture, pre-conditioning and curing may be required to obtain uniform and homogenous distribution of moisture in the clods.

b. Use of disks, harrows, or rakes may be required to blend moisture in the stockpile area.

2. Moisture content during compaction:

a. Soils controlled by impact compaction

1) Not greater than 2 percentage points wet or not less than 2 percentage points dry of optimum moisture content.

b. Soils controlled by the vibrating hammer.

1) Within the water content range for effective compaction as determined by ASTM D7382.

C. Cohesionless Soils:

1. Add water during compaction, as necessary, since these soils are free-draining.

D. Determine moisture with one of the following:

1. ASTM D1556.

2. ASTM D4914.

3. ASTM D5030.

4. ASTM D5080.

5. ASTM D2216.

6. ASTM D6938.

a. Correct moisture from the nuclear gauge for gauge error for the specific soils tested and the moisture content of the total material may require adjustment for the control fraction (ASTM D4718).

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3.03 FOUNDAITON INSPECTION

A. Notify COR 5 days in advance of foundation surfaces being ready for inspection. Do not place backfill or other materials until foundation surface is approved by COR.

B. Foundation surfaces shall be maintained in a clean condition free of standing water, mud, loose soil, or debris.

C. Provide safe access for inspection staff to access the foundation surface such as ladders or other means.

D. Allow up to one full working day for inspection of each foundation area to be approved.

E. Contractor is not entitled to compensation for delays, standby time, reduced efficiencies, or other similar costs due to the time required for foundation inspection.

3.04 PLACEMENT

A. Place soils to be compacted in horizontal layers.

B. If necessary, blend materials so that compacted fill is homogenous and free from lenses, pockets, streaks, voids, laminations, or other imperfections.

3.05 COMPACTION

A. Compact material with following methods and techniques appropriate to type of soil.

B. Compacting silty or clayey soils:

1. Compact with mechanical impact tampers, tamping rollers, vibrating pad foot rollers, rubber tire rollers, other suitable compaction equipment, or equipment travel.

a. Uniformly distribute equipment passes.

b. Compact in horizontal layers to compacted thickness of 6 inches or less.

2. Special compaction: Compact with hand held impact tampers, or small tamping equipment.

a. Uniformly distribute effort.

b. Compact in horizontal layers to compacted thickness of 4 inches.

3. Scarify lifts for bonding.

4. Density:

a. Percent Compaction, minimum: 95 percent, or

b. D-value, minimum 95 percent with moisture content +/-2 percent of optimum content.

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C. Compacting cohesionless free-draining soils:

1. Equipment:

a. Compact with crawler-type tractors, vibrating drum rollers, surface plate vibrator, or similar equipment

2. Uniformly distribute equipment passes.

3. If using a vibrating drum roller for compaction, compact in horizontal layers to compacted thickness of 12 inches or less. If using crawler-type tractors or similar equipment for compaction, compact in horizontal layers to compacted thickness of 6 inches or less.

4. Special compaction: Compact with hand held impact tampers, vibrating plate tampers, or small tamping equipment.

a. Uniformly distribute effort.

b. Compact in horizontal layers to compacted thickness of 4 inches.

5. Density:

a. Percent Compaction, minimum: 90 percent.

D. Cohesionless Soils Containing Some Silt and Clay:

1. Compact in accordance with either procedure above.

2. Density:

a. Percent Compaction, minimum: 95 percent, or

b. D-value, minimum: 95 percent with moisture content +/- 2 percent of optimum.

E. Demonstration:

1. Lift thicknesses may vary depending on equipment and methods. Before changing requirements in this Section, demonstrate that required density will be obtained.

3.06 SPECIAL COMPACTION REQUIREMENTS FOR PIPE TRENCH

A. Compact pipe trench (RCPP) foundation surface to the specified compaction outlined below in the areas where reinforced concrete pressure pipe (RCPP) will be placed.

1. Upon excavating to subgrade, proof roll the foundation area to ensure that the final subgrade is firm and devoid of any loose zones or ruts.

2. Compact RCPP foundation surfaces with self-propelled, vibrating, smooth-drum rollers with a minimum operating weight of 10 tons, or other suitable compaction equipment as approved by the COR.

3. Uniformly distribute equipment passes.

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4. Compact the RCPP foundation surface with 6 passes of the required roller. Do not operate roller at speeds exceeding 1.5 miles per hour.

5. Where smooth-drum roller equipment cannot access and efficiently operate within the foundation area, compact the surfaces with 6 passes of the approved special compaction equipment.

6. Obtain COR approval of foundation conditions prior to founding structures or placing or compacting embankment backfill.

7. Obtain COR approval of subgrade conditions prior to placing CLSM, or placing geotextile.

8. During inspection, following cleanup for foundation inspection, if the COR determines that additional excavation is required to improve foundation conditions or remove unsuitable materials, perform additional excavation to the extents and depths as determined by COR and directed by CO. Clean the areas of additional excavation. Proof-roll foundation subgrade by 6 passes of an approved roller to eliminate soft spots in the foundation. The Government will inspect the surfaces of additional excavation for foundation approval.

3.07 MEASURE OF COMPACTION

A. Determine unit weight of soils in-place using one of the following methods:

1. Silty or Clayey and Cohesionless Soils:

a. ASTM D1556, (or USBR 7205), or;

b. ASTM D4914, (or USBR 7220), or;

c. ASTM D5030, (or USBR 7221), or;

d. ASTM D6938, (or USBR 7230).

B. Percent compaction will be determined by one of the following.

1. Silty or clayey soils:

a. Percent Compaction:

1) Rapid Method: ASTM D5080.

2) Laboratory Compaction Test: Comparison of in-place dry unit weight of minus no. 4 sieve size control fraction to laboratory maximum dry unit weight as determined by ASTM D698, Procedure A.

2. Cohesionless soils:

a. Percent Compaction: In-place dry unit weight compared to the maximum dry unit weight determined by ASTM D7382.

3. Cohesionless Soils Containing Some Silt and Clay:

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a. Use whichever testing procedure result requires higher in-place dry density of compacted soils.

C. Adjustment:

1. For soils with 5 to 30 percent oversized particles: In-place unit weight of minus

no. 4 size control fraction determined by screening gravel, washing, and determining mass and volume by assuming surface saturated dried moisture as outlined in ASTM D4718.

2. For soils containing greater than 30 percent oversized particles: Required D ratio or Percent Compaction may be adjusted in accordance with appropriate curve on Figure 3 in USBR Guidelines for Earthwork Construction Control Testing of Gravelly Soils.

3.08 CONTRACTOR FIELD QUALITY TESTING

A. Testing:

1. Independent testing laboratory shall perform sampling, testing, and reporting as required in Table 31 23 02A - Contractor Materials Testing Requirements and Frequency.

a. Independent testing laboratory shall meet requirements specified in

Section 01 46 20 - Testing Agency Services.

2. Notify the independent testing laboratory and Government 24 hours before compaction work begins and 24 hours before significant change in compaction operations (major change in equipment or procedure used).

3. Notify the independent testing laboratory and Government immediately of equipment change due to breakdown, or re-deployment.

4. Testing Frequency:

a. At a minimum, perform tests at frequencies specified in Table 31 23 02A -

Contractor Materials Testing Requirements and Frequency.

b. Perform greater frequency of testing than the minimum specified under the following circumstances: at the beginning of new work, when new borrow sources are utilized or variable soil types are encountered in the foundation, when a new work crew begins performing the work, or when new equipment is used for the work. Frequency of additional testing beyond the minimum frequency is at discretion of the Government.

c. Only after a successful work operation pattern is established using the same crew and equipment, may testing frequency be performed at the minimum frequency specified.

d. Perform additional tests at sites considered questionable by the Government; such as suspected incomplete compaction, surfaces that may have become excessively wet or dry since compaction, compacted

31 23 02 - 11 surfaces torn up by subsequent equipment travel, or other similar circumstances. Frequency of additional testing is at discretion of the Government.

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Table 31 23 02A – Contractor Materials Testing and Frequency

PROCEDURE TEST

STANDARD

STANDARD TITLE MINIMUM FREQUENCY OF

TESTING

Soil Classification

ASTM D2487 Classification of Soils for Engineering Purposes

As necessary to classify material to meet specification requirements or to index material for determining density by nuclear method. ASTM D2488 Description and

Identification of Soils

Moisture Content

ASTM D2216 Laboratory Determination of Water (Moisture Content of Soil and Rock by Mass.

With in-place density or as required to index material for determining density by nuclear method.

Laboratory Compaction (Standard Effort)

ASTM D698,

Procedure A.

Laboratory Compaction Characteristics of Soil Using Standard Effort

Minimum one laboratory maximum density and optimum moisture content for each foundation and embankment construction material.

Additional tests as needed when changes in the materials are observed.

Laboratory Compaction (Vibratory Hammer)

ASTM D7382 Standard Test Methods for Determination of Maximum Dry Unit Weight and Water Content Range for Effective Compaction of Granular Soils Using a Vibrating Hammer

Minimum one laboratory maximum density and optimum moisture content for each foundation and embankment construction material.

Additional tests as needed when changes in the materials are observed.

Oversized Correction

ASTM D4718 Correction of Unit Weight and Water Content for Soils Containing Oversize Particles

When oversize material is between 5 to 30 percent

Rock Factor USBR Guidelines for Earthwork Construction Control Testing of Gravelly Soils

When oversize material is greater than 30 percent

Rapid Construction Control

ASTM D5080 Rapid Determination of Percent Compaction

As directed by the COR to confirm Nuclear Method results.

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Table 31 23 02A – Contractor Materials Testing and Frequency

PROCEDURE TEST

STANDARD

STANDARD TITLE MINIMUM FREQUENCY OF

TESTING

Nuclear Method

ASTM D6938 In-Place Density and Water Content of Soil and Soil- Aggregate by Nuclear Methods (Shallow Depth)

One test every 100 yd3

Minimum 1 test per day per compacted backfill operation, and one test per lift, regardless of amount of material placed.

Minimum 1 test per foundation prior to concrete placement.

B. Contractor Support:

1. Provide timely access to areas for density testing and excavate and level an area in compacted material to provide a surface for testing.

a. Test fills compacted by sheepsfoot rollers one or two lifts below surface.

2. Government may select location of testing.

3. When density is being measured by a sand-cone device (ASTM D1556), cease construction activity in immediate vicinity of testing.

4. Dig test pits as requested to examine compacted soil against structures or pipe.

5. Backfill test pits to original requirements.

6. Provide warning lights, flags, or other safety devices as needed by testing personnel.

7. Provide adequate lighting for performing test if required because of darkness.

3.09 GOVERNMENT FIELD QUALITY ASSURANCE

A. Government may perform tests as required to verify contractor quality testing. If Government performs quality assurance testing, provide support as required for contactor quality testing.

END OF SECTION

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Pipe Trench Earthwork

31 23 22 - 1

SECTION 31 23 22

PIPE TRENCH EARTHWORK

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Cost:

1. Include cost of excavation for pipe in price offered in the Price Schedule for

Excavation for Foundations.

B. Cost:

1. Include cost of compacting embankment backfill in pipe trenches in price offered in the Price Schedule for Structural / Embankment Backfill.

a. Includes cost of furnishing water and moistening the material.

b. No direct payment will be made for compacting backfill or embedment in pipe trenches between the bottom of the pipe and a height of 0.70 Dp above the bottom of the pipe. Include cost of compacting this material in the prices offered in the Price Schedule for various sizes and classes of line pipe. Backfill between the above limits will be paid for as backfill in pipe trenches.

c. No direct payment will be made to the Contractor for compacting backfill in pipe trenches outside the paylines shown on drawings. Include cost of compacting backfill required outside paylines for trench types 2 and 3 in the prices offered in the Price Schedule for various sizes and classes of line pipe. Compacting backfill for over excavation outside specified or directed excavation paylines will be at the expense of the Contractor.

2. Include cost of CLSM bedding for pipe trenches in prices offered in the Price Schedule for CLSM.

1.02 REFERENCE STANDARDS

A. American Association of State Highway Officials (AASHTO)

1. AASHTO SSHB-02 Standard Specifications for Highway

Bridges, 17th Edition

1.03 DEFINITIONS

A. Additional Excavation: Excavation beyond specified lines as directed by the COR to remove unsuitable foundation material.

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B. Overexcavation: Excavation performed for the convenience, fault, or operation of the Contractor beyond specified or directed additional excavation lines.

PART 2 PRODUCTS

2.01 MATERIALS FOR COMPACTED EMBANKMENT BACKFILL

A. Use materials removed in excavating for pipe trenches or from other sources arranged for by the Contractor.

1. The Government makes no guarantee that specified backfill materials are contained in or can be processed from materials excavated from pipe trenches.

2. Backfill material will be provided by the Government.

B. Provide processing equipment and perform work necessary to process excavated materials to produce materials meeting the requirements of these specifications.

C. Bedding and embedment:

1. Select material: Conform to gradation limits for select material shown in tables on drawings 40-D-6552.

2. For pipe having a diameter of 12-inches or larger} controlled low strength materials in accordance with Section 31 23 70 - Controlled Low Strength Materials (CLSM) may be used in lieu of select material.

3. Where pipeline grades exceed 0.30, silty or clayey material may be used for embedment in lieu of select material as approved by the COR.

D. Maximum backfill particle size within 1 foot of the outside of pipe: Conform to requirements of Table 31 23 22A - Maximum Backfill Particle Size.

Table 31 23 22A - Maximum Backfill Particle Size

Type of Pipe Maximum Particle Size, inches

Concrete Pipe 3/4

E. Particle size of material placed in compacted backfill, maximum: 3/4 inches.

F. Particle size of material placed in uncompacted backfill, maximum: 3/4 inches.

G. Backfill placed where pipelines cross under open irrigation ditches and other watercourses: Silty or clayey material with a plasticity index of 8 or more.

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H. Backfill placed outside of a 1 foot radius of the pipe shall be no larger than 2 inches in size and must be free of debris and organics

PART 3 EXECUTION

3.01 EXCAVATION

A. Excavate pipe trenches for pipelines, delivery installations, and pipeline accessories to lines, grades, and dimensions shown on drawings.

B. Finish bottom of trench accurately to lines and grades shown on drawings.

C. Perform excavation in the dry.

D. Do not excavate in frozen materials without written approval of the COR.

3.02 ADDITIONAL EXCAVATION

A. Perform additional excavation in trench bottom for pipe foundations as shown on drawings and other additional excavation beyond specified lines, as determined by the

COR.

3.03 OVEREXCAVATION

A. When foundation material is overexcavated beyond specified or directed lines, fill the overexcavation with backfill materials and compact in accordance with Section 31 23 02

- Compacting Earth Materials.

B. If foundation material is overexcavated by being disturbed or loosened during excavation, compact material in place or remove and replace with backfill material and compact in accordance with Section 31 23 02 - Compacting Earth Materials.

3.04 STOCKPILING

A. Stockpile excavated materials which meet or will be processed to meet material requirements for backfill in pipe trenches until processed or used as backfill material.

3.05 DISPOSAL

A. Dispose of excess excavated materials in accordance with Section 31 23 39 - Disposal of Excavated Materials.

1. Excess excavated materials: Materials which are not used or processed for use as backfill material and waste materials from such processing.

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3.06 BACKFILL PLACEMENT

A. Place backfill in pipe trenches to lines shown on drawings, or as determined by the COR.

B. Do not place material in backfill when either the material or the surfaces on which the backfill is to be placed are frozen.

C. Place backfill for overexcavation performed outside specified or directed paylines for excavation for pipe trenches in the same manner as specified for adjacent backfill or embedment.

D. Place CLSM material below bottom of pipe before pipe is installed as shown on drawings.

E. Do not drop backfill directly on pipe.

F. Place backfill carefully and spread in uniform layers so that spaces about rocks and clods will be filled.

G. Place backfill in lifts:

1. Backfill to be compacted: In accordance with Section 31 23 02 - Compacting

Earth Materials.

2. Maximum lift height of other backfill: 1 foot.

H. Place backfill to about the same elevation on both sides of the pipe to prevent unequal loading and displacement of pipe. Elevation difference of backfill on sides of pipe shall not exceed 6 inches.

3.07 COMPACTING BACKFILL

A. Compact backfill in pipe trenches in layers having about the same top elevation on both sides of the pipe to prevent unequal loading and displacement of the pipe.

B. Compact backfill as specified in Section 31 23 02 - Compacting Earth Materials.

C. Location of compacted backfill:

1. Compacted backfill shall be placed above CLSM to final grade as indicated in drawings.

D. When tests indicate insufficient density of compacted backfill about pipe:

1. Remove backfill above compacted backfill

2. Compact backfill until proper density is obtained

3. Replace backfill above compacted backfill

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4. This work shall be at the Contractor's expense.

3.08 PROTECTION

A. To provide adequate protection for compacted backfill in pipe trenches, the Government reserves the right to direct the Contractor to place a sufficient amount of backfill material over compacted backfill within 72 hours after compacting of backfill has been completed.

B. Place uncompacted backfill to a minimum depth of 3 feet or compact backfill to a minimum depth of 2 feet above top of pipe before allowing construction equipment to travel over pipe.

1. After these minimum earth covers are in place, the maximum equipment loading allowed over the pipe shall be HS-20 loading (16,000-pound wheel load) in accordance with AASHTO SSHB.

2. If construction equipment that exerts a larger wheel load is proposed to be used, submit construction equipment loadings to the COR for analysis and determination of required backfill depths or other protective measures.

Driven Piles 31 62 00 - 1

SECTION 31 62 00

DRIVEN PILES

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Steel H-Piles:

1. Measurement: Linear feet of piles installed as shown on drawings.

2. Payment: Linear feet price offered in the Price Schedule.

a. Includes cost of:

1) Design, furnishing, and installing driven pile foundation materials required to support the pumping plant and metering vault structures.

2) Labor, equipment, and materials to performing all operations in connection with the furnishing, installing, and testing of steel piles.

3) Accessories, appurtenances, and any other miscellaneous items required to install piles based on the pile manufacturer’s directions and this section.

a) Including pile points, pile splices, pile connections and pile caps.

4) Pulling damaged piles which includes backfilling any remaining voids.

5) Redriving pulled piles.

6) Testing costs:

a) Conducting vibratory driving analysis (VDA) tests and compiling pile driving test records.

b) Furnishing, installing, and operating a VDA and reducing its data.

3. Costs for damages are the Contractor's responsibility.

a. No payment will be made for furnishing, delivering, driving, pulling, backfilling voids, and disposing of piles, including pile points and pile splices, pulled and found to be damaged or rejected.

b. Piles driven out of place shall be removed at the expense of the Contractor.

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1.02 REFERENCE STANDARDS

A. ASTM International (ASTM)

1. ASTM A572 High-Strength Low-Alloy Columbium-

Vanadium Structural Steel

2. ASTM A36/A36M (2019) Carbon Structural Steel

3. ASTM A148/A148M (2020; E 2020) Steel Castings, High

Strength, for Structural Purposes

4. ASTM A572/A572M (2021) High-Strength Low-Alloy

Columbium-Vanadium Structural Steel

5. ASTM A588/A588M (2019) High-Strength Low-Alloy Structural

Steel, up to 50 ksi [345 MPa] Minimum Yield Point, with Atmospheric Corrosion Resistance

6. ASTM A690/A690M (2013a; R 2018) High-Strength Low-Alloy Nickel, Copper, Phosphorus Steel H-Piles and Sheet Piling with Atmospheric Corrosion Resistance for Use in Marine Environments

7. ASTM D4945 (2017) Standard Test Method for High-Strain Dynamic Testing of Deep Foundations

B. American Welding Society (AWS)

1. AWS D1.1/D1.1M (2020) Structural Welding Code – Steel

C. American Institute of Steel Construction (AISC)

1. AISC 325 Steel Construction Manual

1.03 DEFINITIONS

A. Design Position: The location of the centroid of the pile at cutoff elevation (x, y, and z coordinates) as shown on the drawings.

B. Elevations: Referenced to Project vertical datum.

C. Fixed Leads: Leads that are pinned to crane boom at top and equipped with hydraulic spotter at bottom capable of spotting pile to its correct position and maintaining alignment during driving.

D. Obstruction: Sudden and significant increase of penetration resistance and deviation of pile out of tolerance resulting from encountering a subsurface or physical condition.

31 62 00 - 3

E. Sweep: Deviation from straightness measured along two perpendicular faces of pile while not subject to bending forces.

1.04 PROTECTION OF PROPERTY

A. The Contractor shall take precautions to prevent damage to existing property and structures which could result from driving the support piles.

B. Damage resulting from the Contractor’s operations shall be repaired or replaced at the expense of the Contractor.

1.05 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 - Submittals.

B. RSN 31 62 00-1, Resumes:

1. Geotechnical Designer.

2. Driven Pile Foundation Designer.

3. Special Inspectors.

4. Pile Driving Foreman.

5. Welder.

C. RSN 31 62 00-2, Approval Data:

1. Shop Drawings and manufacturer’s mill certifications indicating that piles meet the specified requirements.

D. RSN 31 62 00-3, Driving Equipment and Analysis:

1. Proposed Hammer and Cushion product data.

2. Provide results of VDA to demonstrate the design tip elevation can be achieved without over stressing the piles.

E. RSN 31 62 00-4, Records:

1. Pile driving records, tests performed, test results and records of corrective actions taken.

1.06 SUBSURFACE DATA

A. Subsurface soil data is available in the geotechnical recommendations report in Section 51 00 00 – Information to Offerors and in Section 53 10 00 – Geologic Investigations and Section 53 20 00 - Records of Geologic and Subsurface Investigations.

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1.07 QUALIFICATIONS

A. Geotechnical Engineer: Has advanced education in geotechnical engineering and holds a professional engineering license in the state of California with at least 10 years of experience in deep foundation and driven pile design. Holds required training to perform pile driving analyzer testing during pile installation.

B. Driven Pile Foundation Designer: Holds a professional engineering license in the state of California with at least 10 years of experience in deep foundation and driven pile design.

1. May also serve as the Geotechnical Engineer if meets both requirements.

C. Pile Driving Foreman: Minimum of 5 years of past successful experience on 10 projects of pile installation. Pile driving foreman is responsible for leading the pile driving crew, ensuring the layout, assembly, installation, and securing of piles in their proper location and embedment depth.

D. Welder: Current qualification in proposed welding procedure(s) in accordance with

AWS D1.1.

1.08 PROJECT CONDITIONS AND COORDINATION

A. Protect property, structures, underground utilities, and other construction from damage caused by pile driving.

B. Site Information: Contractor is responsible for evaluating and implementing barriers and protective measures for the Project.

C. Pre-installation Conference:

1. Contractor shall conduct conference at Project site prior to pile installation.

1.09 PILE DRIVING RECORDS

A. Compile and submit accurate records of the pile driving operations.

1. Include in driving records for each pile:

a. Date driven,

b. Pile identification number,

c. Cross section shape.

d. Pile:

1) Dimensions.

2) Position.

3) Deviations from approved design position.

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4) Original length.

5) Ground elevation.

6) Top elevation.

7) Tip elevation.

2. Pile driving hammer used:

a. Total driving time in minutes and seconds.

b. Any other pertinent information as required or requested such as unusual driving conditions, interruptions or delays during driving, damage to pile resulting from driving, heave in adjacent piles, redriving, weaving, obstructions, and depth and description of voids formed adjacent to the pile.

c. Impact Hammers:

1) Impact Hammers are not allowed.

3. Vibratory Hammers:

a. Hammer power pack description, make, size, wattage horsepower applied to pile, and hammer operating frequency.

1.10 DELIVERY, STORAGE, AND HANDLING

A. Transport and handle in a manner which prevents bending or damage.

B. Store piles in an organized manner above ground on timber blocking or equivalent material to prevent damage to piles.

1. Do not stack piles more than 5 feet high.

C. Stack piles during delivery and storage so that each pile is maintained in a straight position and is supported every 10 feet or less along its length (ends inclusive) to prevent exceeding the maximum camber or sweep.

1. Inspect piles for excessive camber and sweep and for damage before transporting them from the storage area to the driving area and immediately prior to placement in the driving leads.

D. Damaged piles may be rejected and require replacement if the pile is determined by the COR to be structurally compromised.

1. Piles replaced due to damage are the Contractor's responsibility.

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PART 2 PRODUCTS

2.01 MATERIALS

A. HP14x89 H-piles: ASTM A572-50.

1. Minimum size and wall thickness shown on the drawings.

2. Manufactured to ASTM A 252, Grade 50, with minimum specified yield of

50,000 pounds per square inch.

3. Length: As shown on the Drawings and as recommended in the geotechnical recommendations report, tip elevations of H-piles shall be to El. 383 in the lower foundation and 395 in the upper foundation.

4. Piles may be driven in single length or may be field spliced. No splices will be permitted in piles less than 25 feet in length and not more than one splice will be permitted in any pile under 40 feet long.

a. Splices shall maintain alignment and position of pile sections and develop full strength of pile in bearing and not less than 50 percent of pile in bending. Splices shall be butt-welded at flanges and web.

5. Piles shall be driven so that the driving stress does not exceed 0.9 the minimum yield stress.

a. The pile driving stress shall evaluated using VDA software and monitored during installation using a VDA.

2.02 PILES CAPS

A. Pile Cap: ASTM A572 Grade 50.

2.03 PILES TIPS

A. Pile Tip Reinforcement: ASTM A572 Grade 50.

2.04 PILE SPLICES

A. Splice Plates: ASTM A572 Grade 50.

1. Welding: Meet AWS D1.1 requirement.

a. Splice Unit: Manufacturer's standard splice unit, fabricated from two connected steel plates of same material as H-pile, shaped and tapered to encase web and part of each flange.

2. Spliced sections shall have identical cross sections.

3. Spliced sections shall be aligned and connected to maintain a common axis.

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4. A pile that has not reached the required refusal blow count when the top has been driven to the cutoff elevation must be spliced as shown and driven to a sufficient depth to develop the required refusal blow count.

5. Provide splices of the full penetration butt weld type or proprietary prefabricated splicer sleeves.

6. Use only one splice per length of pile.

7. Construct splices to maintain the true alignment and position of the pile sections.

8. Splices must develop the full strength of the pile in both bearing and bending.

9. Spliced sections shall have identical cross sections.

10. Spliced sections shall be aligned and connected to maintain a common axis.

2.05 PILE LATERAL BRACING

A. Bracing System: As required to maintain the specified verticality and Design Position

2.06 DRIVING EQUIPMENT

A. Contractor shall supply all equipment necessary for driving steel H-piles and consistent with industry standard practice and approved by COR.

B. Type subject to approval from COR and size necessary to consistently deliver the appropriate magnitude of dynamic energy required to install the piles as specified.

1. Contractor shall determine a suitable driving hammer and cushion based on the provided soil profile data, site conditions, including the density of subgrade material and local equipment availability.

2. Contractor shall assume pile installations will be using land-based equipment for all piles.

C. Hammer: Type and size necessary to consistently deliver the appropriate magnitude of dynamic energy required to install the piles as specified.

1. Contractor shall consider the site conditions, including the subsurface conditions at each foundation location.

2. Minimum rated hammer driving force: 40 kip-ft.

3. Minimum rated vibratory power: 700 kilowatts

D. Leads: Use appropriate pile driver leads sufficient to hold the piles in place to maintain proper alignment during driving operations.

E. Driving Caps: Use appropriate driving caps to prevent damage to piles during driving operations.

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F. Accessory Equipment: Include any associated equipment with the pile driving operations necessary to install the piles as specified.

G. Pile Extractors: Use appropriate pile extracting equipment to prevent damage to existing installed piles during extracting and driving operations.

1. Pile extractors may be vibratory driving hammers.

2.07 FABRICATION

A. Fabricate pile splices as listed in Paragraph 2.04 - A.

B. Install pile cap connections as shown on approved detailing and drawings.

C. Meet AISC 325 for fabrication and erection tolerances.

D. Special Inspections of fabricator's work performed in the fabricator's shop is required to be inspected in accordance with the Statement of Special Inspections and the Schedule of Special Inspections unless the fabricator is certified by the approved agency to perform such work without Special Inspections.

1. Submit the following certification to the COR for information to allow work performed in the fabricator's shop to not be subjected to Special Inspections.

a. American Institute of Steel Construction (AISC) Certified Fabrication

Plant, Category STD.

2. At the completion of fabrication, submit a certificate of compliance, to be included with the comprehensive final report of Special Inspections, stating that the materials supplied, and work performed by the fabricator are in accordance with the construction documents.

E. Pile tip reinforcement shall strengthen the ends of the piles without reducing the effective diameter of the piles.

2.08 QUALITY TESTING AND INSPECTIONS

A. Piles shall be checked for cracks, deformities, and other damage upon arriving on site.

Damaged piles shall be replaced at no cost to the government.

B. Inspection of the piles will be witnessed by a government representative, at the discretion of the COR. Notify the COR at least 21 days in advance of when the inspections are to be performed.

C. Perform production VDA using the signal matching method for one pile at each footing.

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PART 3 EXECUTION

3.01 PRECURSOR SUBMITTAL APPROVALS

A. RSN 31 62 00-3, Approval Data and Drawings and RSN 31 62 00-4, Driving Equipment shall be submitted and approved prior to mobilization for pile installation.

3.02 PREPARATION

A. Use templates or other suitable methods to provide required degree of accuracy.

B. Pile Length Markings:

1. Mark each pile length with horizontal lines at 1-foot intervals and the number of feet from the pile tip at 5-foot intervals.

2. As each pile approaches its final driven depth, 2 feet of visible heights above the ground surface shall be marked in inches to facilitate measuring pile driving progress.

C. Do not drive piles within 200 feet of structural concrete less than 7 days old.

D. Do not cut lifting holes into piles.

3.03 PILE PLACEMENT AND TOLERANCE OF DRIVING

A. Accurately place piles in the Design Position and alignments, both laterally and longitudinally, and to the vertical lines indicated on approved drawings.

B. Establish a permanent base line to provide for inspection of pile placement by the COR during pile driving operations prior to driving job piles and maintain during the installation of the job piles.

C. Drive piles within the following tolerances:

1. Design Position: Within 3 inches of the location of approved drawings indicated for center of gravity of each single pile or pile group.

2. Plumb: Maintain not more than 0.25 inch per foot of pile length from vertical, or a maximum of 3 inches measured when the pile is above the ground.

D. The clear distance between the heads of piles and the edges of caps must be not less than 6 inches.

E. Inspect piles for heave. Redrive heaved piles to the required tip elevation.

F. Maintain the correct relative position of all piles using templates or by other approved means.

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G. Piles damaged or not located properly or exceeding the maximum limits for rotation, lateral and vertical deviation, or variation in alignment must be pulled and new piles redriven at a location directed at no additional cost to the Government.

H. Survey Data:

1. After the driving of piles, provide the COR with an as-driven survey showing actual location and top elevation of each pile.

2. Present a survey in such form that it gives deviation from plan location in two perpendicular directions and elevations of each pile to nearest 1/2 inch.

3. Survey must be prepared and certified by a licensed land surveyor.

3.04 INSTALLATION

A. Notify the COR 30 days prior to the date pile driving is to begin.

B. Notify COR 7 days in advance of and perform driving in presence of COR.

C. Prior to driving and with the pile head seated in the hammer, check each pile to ensure that it has been aligned correctly and that the orientation of the web about the centerline is as shown.

D. Jetting or pre-boring shall not be permitted without approval from the COR.

E. Piles may be spliced according to the manufacturer’s recommendations, if necessary, to complete the specified work.

F. Tip and Top Protection:

1. Install tip protection for all pipe piles according to manufacturer’s recommendations.

2. Provide sufficient pile length to cut top of pile below any damaged top area.

G. Pile Driving:

1. Refusal: No refusal criteria have been established for this work.

a. Drive piles to tip elevations shown on the Drawings.

b. Evenly cut off the tops of piles which are higher than the elevation as shown on the Drawings.

c. Piles driven such that the top of the pile is lower than the appropriate elevation shall be corrected at the expense of the Contractor.

d. Provide appropriate hammer energy and protection of piles to achieve tip elevations.

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e. Changes to driving template, leads, helmets, cushions, and other equipment may be required.

H. Remove and replace piles under the following conditions:

1. Defective piles.

2. Damaged piles, including piles damaged during driving operations.

3. Piles that excessively deviate from the vertical as specified in this section.

I. Piles that cannot be withdrawn after being rejected shall be abandoned in place.

1. Abandoned piles shall be cut off as low as practical, but never higher than the existing ground elevation.

2. Piles driven to replace abandoned piles shall be located as approved by the COR.

J. Prevent oil, lubricants, and other contaminants from release to soil or water surfaces.

K. Perform pile placement and driving in presence of COR.

L. Maintain hammer concentric with driving train in axial alignment on pile. Do not use hammer to limit deviation of pile during driving by exerting lateral forces or striking at angle.

M. Driving may be terminated when tip elevations have been reached.

N. Provide means or device suitable to indicate penetration of piles and actual pile tip elevation, which is visible to COR at reasonable and safe distance from pile driver.

O. Provide space for COR to observe pile driving.

P. Piles shall be driven such that alignment is maintained during driving operations and piles are installed with proper orientation.

1. Plumb leads and pile before driving.

2. Piles shall not be forced into a vertical position after being driven.

3. Piles that are installed incorrectly shall be removed and replaced at the expense of the Contractor.

Q. Piles driven to replace abandoned piles shall be located as approved by the COR.

R. Drive piles continuously, and without voluntary interruption, until the required tip elevation, depth of penetration, driving resistance, or refusal has been attained.

1. If refusal penetration resistance is obtained above minimum tip elevation, a larger hammer, or other methods acceptable to COR will be required to advance pile so long as it can be demonstrated 0.9 of the yield stress in not being exceeded.

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2. Proceed with alternative installation method provided the pile driving stress is not exceeded by the alternative installation method.

S. Drive job and test piles with hammers of the same model and manufacturer, same energy and efficiency and using the same driving system.

T. Always operate hammers at the speed and under the conditions recommended by the manufacturer.

U. Heaved Piles:

1. Where heave is anticipated, the sequence of installation must be such that pile heave is minimized by starting pile driving at the center of the group and proceeding outward.

2. Back drive heaved piles to original depth of penetration, tip elevation, or refusal blow count, whichever is the most conservative condition, without additional cost to the Government.

V. Pulled Piles:

1. Pull and replace piles damaged or impaired for use during driving with new piles.

a. If this is not possible cut off and abandon and drive new piles as directed without additional cost to the Government.

b. If piles are cut off and abandoned:

1) Include these locations in the final as-built drawing sets.

2) Resubmit RSN 31 62 00-3, Approval Drawings and Data, with updated pile locations and verification of new proposal meets designing loads and guidelines.

2. The COR may require that any pile be pulled for inspection.

3. Redrive piles pulled as directed and found to be in suitable condition at another location as directed.

4. Replace piles pulled as directed and found to be damaged with new piles at the

Contractor's expense.

5. Prior to driving and with the pile head seated in the hammer, check each pile to ensure that it has been aligned correctly and that the orientation of the web about the centerline is as shown.

3.05 PILE TESTING

A. Dynamic Testing of Piles:

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1. Provide or employ a Geotechnical Engineer to perform VDA testing of piles to determine:

a. Velocity of stress wave propagation.

b. Acceleration.

c. Monitor hammer and drive system performance.

d. Assess pile installation stresses and integrity.

e. Evaluate pile capacity.

B. Furnish personnel experienced in performing wave equation analysis, dynamic testing, and interpretation of results to install and operate the testing equipment and to interpret its results.

C. Furnish equipment to obtain dynamic measurements, record, reduce and display its data and meet the requirement of ASTM D4945.

1. The equipment must have been calibrated within 12 months thereafter throughout the contract duration.

D. Supply all power requirements for operating the equipment.

E. Test Piles:

1. Perform dynamic testing on at least 3 test locations evenly spaced for the pumping plant structure.

2. Perform testing during the full length of pile driving.

3. Reports:

a. Prepare and submit a summary report of dynamic test…