FY17_Rpr_by_Rpl_Var_Bldgs_Block_A1_specifications_Part1.pdf

SPECIFICATIONS

FOR

REPAIR BY REPLACEMENT

VARIOUS BLDGS.,

NEIGHBORHOOD

POHAKULOA TRAINING AREA (PTA), ISLAND

OF HAWAII, HAWAII

RTA SUBMITTAL

29 JUNE, 2017

INCLUDES:

SET A: CONSTRUCT NEIGHBORHOOD

SET B: REPAIR BY REPLACEMENT VARIOUS BUILDINGS

REPAIR BY REPLACEMENT

VARIOUS BLDGS., NEIGHBORHOOD

POHAKULOA TRAINING AREA (PTA), ISLAND OF HAWAII, HAWAII

* THE FOLLOWING SPECIFICATION SECTIONS FROM

SET B: “REPAIR BY REPLACEMENT VARIOUS BUILDINGS,

POHAKULOA TRAINING AREA (PTA), ISLAND OF HAWAII, HAWAII”

ARE NOT IN CONTRACT (NIC):

31 00 00 EARTHWORK

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

SET A

CONSTRUCT

NEIGHBORHOOD

POHAKULOA TRAINING AREA (PTA),

ISLAND OF HAWAII, HAWAII

US Army Corps of Engineers

SPECIFICATIONS

TITLE OF PROJECT:

CONSTRUCT NEIGHBORHOOD

LOCATION:

POHAKULOA TRAINING AREA (PTA)

ISLAND OF HAWAII, HAWAII

DATE:

29 JUNE 2017

SUBMITTAL TYPE:

RTA

REGIONAL ENGINEERING CENTER

HONOLULU DISTRICT

CONSTRUCT NEIGHBORHOOD SETA

PROJECT TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

DIVISION 33 - UTILITIES

33 30 00 SANITARY SEWERS

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 1

REPAIR BY REPLACEMENT, VARIOUS BLDGS, NEIGHBORHOOD

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.2.1 Satisfactory Materials

1.2.2 Unsatisfactory Materials

1.2.3 Cohesionless and Cohesive Materials

1.2.4 Degree of Compaction

1.2.5 Unstable Material

1.2.6 Initial Backfill Material

1.2.7 Expansive Soils

1.3 SYSTEM DESCRIPTION

1.3.1 Classification of Excavation

1.3.2 Blasting

1.3.3 Dewatering Work Plan

1.4 SUBMITTALS

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

2.2 BURIED WARNING AND IDENTIFICATION TAPE

2.2.1 Warning Tape for Metallic Piping

2.2.2 Detectable Warning Tape for Non-Metallic Piping

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

2.4 CAPILLARY WATER BARRIER

PART 3 EXECUTION

3.1 GENERAL EXCAVATION

3.1.1 Drainage

3.1.2 Dewatering

3.1.3 Trench Excavation Requirements

3.1.3.1 Bottom Preparation

3.1.3.2 Removal of Unyielding Material

3.1.3.3 Removal of Unstable Material

3.1.3.4 Excavation for Appurtenances

3.1.4 Underground Utilities

3.1.5 Structural Excavation

3.2 EXCAVATION AND SHORING

3.2.1 General Requirements

3.2.2 Geotechnical Engineer

3.3 GRADING AREAS

3.4 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE

3.5 GROUND SURFACE PREPARATION

3.5.1 General Requirements

3.5.2 Muddy Material

SECTION 31 00 00 Page 1

3.6 UTILIZATION OF EXCAVATED MATERIALS

3.7 BURIED TAPE AND DETECTION WIRE

3.7.1 Buried Warning and Identification Tape

3.7.2 Buried Detection Wire

3.8 BACKFILLING AND COMPACTION

3.8.1 Trench Backfill

3.8.1.1 Replacement of Unyielding Material

3.8.1.2 Replacement of Unstable Material

3.8.1.3 Bedding and Initial Backfill

3.8.1.4 Final Backfill

3.8.1.4.1 Miscellaneous Areas

3.9 SPECIAL REQUIREMENTS

3.9.1 Gas Distribution

3.9.2 Heat Distribution System

3.9.3 Electrical Distribution System

3.10 FINISHING

3.10.1 Subgrade

3.10.2 Grading Around Structures

3.11 PLACING TOPSOIL

3.12 TESTING

3.12.1 Fill and Backfill Material Gradation

3.12.2 In-Place Densities

3.12.3 Check Tests on In-Place Densities

3.12.4 Moisture Contents

3.12.5 Optimum Moisture and Laboratory Maximum Density

3.12.6 Tolerance Tests for Subgrades

3.12.7 Displacement of Sewers

3.13 DISPOSITION OF UNSATISFACTORY MATERIAL

-- End of Section Table of Contents --

SECTION 31 00 00 Page 2

SECTION 31 00 00

EARTHWORK

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 180 (2015) Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

AASHTO T 224 (2010) Standard Method of Test for Correction for Coarse Particles in the Soil Compaction Test

AASHTO T 310 (2013) Standard Method of Test for In-Place Density and Moisture Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM INTERNATIONAL (ASTM)

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C33/C33M (2013) Standard Specification for Concrete Aggregates

ASTM D1140 (2014) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve

ASTM D1556/D1556M (2015) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM D1557 (2012) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2167 (2015) Density and Unit Weight of Soil in Place by the Rubber Balloon Method

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

SECTION 31 00 00 Page 3

ASTM D422 (1963; R 2007; E 2014; E 2014)

Particle-Size Analysis of Soils

ASTM D4318 (2010; E 2014) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D6938 (2015) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

1.2 DEFINITIONS

1.2.1 Satisfactory Materials

Satisfactory materials comprise any materials classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-GM, SW, SP, SM, SW-SM, and SP-SM per recommendations by a licensed Geotechnical Engineer. Satisfactory materials under structures and pavements shall comprise stones less than 3 inches or 2 inches if compacted with hand powered equipment in any dimensions. All other fill and backfill shall comprise stones less than 4 inches in any dimension.

1.2.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include non-engineered fills; trash; refuse; backfills from previous construction;

and material classified as satisfactory which contains root and other organic matter. Notify the Contracting Officer when encountering any contaminated materials.

1.2.3 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. Perform testing, required for classifying materials, in accordance with ASTM D4318, ASTM C136/C136M, ASTM D422, and ASTM D1140.

1.2.4 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 abbreviated as a percent of laboratory maximum density. Since ASTM D1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, express the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve as a percentage of the maximum density in accordance with AASHTO T 180 and corrected with AASHTO T 224 . To maintain the same percentage of coarse material, use the "remove and replace" procedure as described in NOTE 8 of Paragraph 7.2 in AASHTO T 180 .

1.2.5 Unstable Material

Unstable materials are too wet to properly support the utility pipe, conduit, or appurtenant structure.

SECTION 31 00 00 Page 4

1.2.6 Initial Backfill Material

Initial backfill consists of satisfactory materials free from rocks 2 inches or larger in any dimension or free from rocks of such size as recommended by the pipe manufacturer, whichever is smaller.

1.2.7 Expansive Soils

Expansive soils are defined as soils that have a plasticity index equal to or greater than 20 when tested in accordance with ASTM D4318.

1.3 SYSTEM DESCRIPTION

Subsurface soil boring logs are shown on the drawings. These data represent the best subsurface information available. The boring logs depict the subsurface conditions encountered only at the specific condition and at the time of the field exploration indicated. Variations of subsurface conditions from those depicted in the logs may occur between and beyond the borings. Wide variation of the thickness of the clinker layer over hard basalt formation and the hardness and excavatability of the underlying basalt formation is expected over short distances.

Ground water was not encountered in the borings. Local perched subsurface seepage zones and groundwater table may exist in trench excavation in areas underlain by dense basalt formation and should be anticipated during or after rainy periods.

1.3.1 Classification of Excavation

No consideration will be given to the nature of the materials, and all excavation will be designated as unclassified excavation.

1.3.2 Blasting

Blasting will not be permitted.

1.3.3 Dewatering Work Plan

Submit procedures for accomplishing dewatering work.

1.4 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Excavation Plan; G Shoring Plan; G Dewatering Work Plan

SD-03 Product Data

Pipe Bedding Soil Replacement Materials Utilization of Excavated Materials

SECTION 31 00 00 Page 5

SD-06 Test Reports

Testing

Within 24 hours of conclusion of physical tests, submit 3 copies of test results, including calibration curves and results of calibration tests.

SD-07 Certificates

Testing

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

In addition to clearance for invasive testing, test offsite soils brought in for use as backfill for Total Petroleum Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and full Toxicity Characteristic Leaching Procedure (TCLP) including ignitability, corrosivity and reactivity. Backfill shall not contain petroleum hydrocarbons (TPH) and Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and shall pass the TCPL test. Determine TPH concentrations by using EPA 600/4-79/020 Method 418.1.

Determine BTEX concentrations by using EPA SW-846.3-3 Method 5030/8020.

Perform TCLP in accordance with EPA SW-846.3-3 Method 1311. Do not bring material onsite until tests have been approved by the Contracting Officer.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

Provide polyethylene plastic and metallic core or metallic-faced, acid-and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines.

Provide tape on rolls, 3 inches minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Provide permanent color and printing, unaffected by moisture or soil.

Warning Tape Color Codes

Red Electric

Yellow Gas, Oil; Dangerous Materials

Orange Telephone and Other Communications

Blue Water Systems

Green Sewer Systems

White Steam Systems

Gray Compressed Air

SECTION 31 00 00 Page 6

2.2.1 Warning Tape for Metallic Piping

Provide acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.003 inch and a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.2.2 Detectable Warning Tape for Non-Metallic Piping

Provide polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.004 inch, and a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Manufacture tape with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

Insulate a single strand, solid copper detection wire with a minimum of 12

AWG.

2.4 CAPILLARY WATER BARRIER

Provide capillary water barrier of clean, poorly graded crushed rock, crushed gravel, or uncrushed gravel placed beneath a building slab with or without a vapor barrier to cut off the capillary flow of pore water to the area immediately below. Conform to ASTM C33/C33M for fine aggregate grading with a maximum of 3 percent by weight passing ASTM D1140, No. 200 sieve, or coarse aggregate Size 57, 67, or 77.

PART 3 EXECUTION

3.1 GENERAL EXCAVATION

Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Perform the grading to restore excavation surface in accordance with the plans and the tolerances specified in paragraph FINISHING. Transport satisfactory excavated materials and place in fill or embankment within the limits of the work. Excavate unsatisfactory materials encountered within the limits of the work below grade and replace with satisfactory materials as directed. Include such excavated material and the satisfactory material ordered as replacement in excavation. Dispose unsatisfactory excavated material and surplus satisfactory excavated material in designated disposal site shown on the plans. During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times.

3.1.1 Drainage

Provide for the collection and disposal of surface and subsurface water encountered during construction. Completely drain construction site during periods of construction to keep soil materials sufficiently dry. P rovide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein. It is the responsibility

SECTION 31 00 00 Page 7 of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed.

3.1.2 Dewatering

Groundwater was not encountered in the borings. Temporarily grade area around sewer lines to reduce surface water from flowing into excavation.

Groundwater flowing into excavation from perched subsurface seepage zones may occur in areas underlain by dense basalt formation during or after rainy periods. Dewater as necessary any surface water, rain water, or subsurface seepage ground water in any utiliy line excavations.

3.1.3 Trench Excavation Requirements

Excavate the trench as recommended by the manufacturer of the pipe to be installed. Slope trench walls below the top of the pipe, or make vertical, and of such width as recommended in the manufacturer's printed installation manual. Provide vertical trench walls where no manufacturer's printed installation manual is available. Shore trench walls, cut back to a stable slope, or provide with equivalent means of protection for employees who may be exposed to moving ground or cave in.

Shore vertical trench walls. Excavate trench walls which are cut back to at least the angle of repose of the soil. Give special attention to slopes which may be adversely affected by weather or moisture content. Do not exceed the trench width below the pipe top of 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter.

Where recommended trench widths are exceeded, provide redesign, stronger pipe, or special installation procedures by the Contractor. The Contractor is responsible for the cost of redesign, stronger pipe, or special installation procedures without any additional cost to the Government.

3.1.3.1 Bottom Preparation

Grade the bottoms of trenches accurately to provide uniform bearing and support for the bottom quadrant of each section of the pipe. Excavate bell holes to the necessary size at each joint or coupling to eliminate point bearing. Remove stones of 2 inch or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, to avoid point bearing.

3.1.3.2 Removal of Unyielding Material

Where overdepth is not indicated and unyielding material is encountered in the bottom of the trench, remove such material 6 inch below the pipe bedding subgrade and replaced with satisfactory materials as provided in paragraph BACKFILLING AND COMPACTION.

3.1.3.3 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, remove such material to the depth indicated on plans or as directed by the Contracting Officer Representative and replace it to the proper grade with satisfactory materials as provided in paragraph BACKFILLING AND COMPACTION. When removal of unstable material is required due to the Contractor's fault or neglect in performing the work, the Contractor is responsible for excavating the resulting material and replacing it without additional cost to the Government.

SECTION 31 00 00 Page 8

3.1.3.4 Excavation for Appurtenances

Provide excavation for cleanouts or similar structures. Leave at least 18 inches clear between the outer structure surfaces and the face of the excavation or support members of sufficient size to permit the placement and removal of forms for the full length and width of base foundations.

Clean rock or loose debris and cut to a firm surface either level, stepped, or serrated, as shown or as directed. Remove loose disintegrated rock and thin strata. Specify removal of unstable material. When concrete or masonry is to be placed in an excavated area, take special care not to disturb the bottom of the excavation. Do not excavate to the final grade level until just before the concrete or masonry is to be placed.

3.1.4 Underground Utilities

The Contractor is responsible for movement of construction machinery and equipment over pipes and utilities during construction. Perform work adjacent to non-Government utilities as indicated in accordance with procedures outlined by utility company. Excavation made with power-driven equipment is not permitted within 2 feet of known Government-owned utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Contracting Officer. Report damage to utility lines or subsurface construction immediately to the Contracting Officer.

3.1.5 Structural Excavation

Ensure that subgrades have been inspected and approved by the Contracting Officer and Contractor's Geotechnical Engineer prior to gravel and concrete placement.

3.2 EXCAVATION AND SHORING

3.2.1 General Requirements

Submit an Excavation Plan and Shoring and Sheeting plan for approval 15 days prior to starting work. Submit drawings and calculations, certified by a registered professional engineer, describing the methods for shoring and sheeting of excavations. Finish shoring, including sheet piling, and install as necessary to protect workmen, banks, adjacent paving, structures, and utilities. Remove shoring, bracing, and sheeting as excavations are backfilled, in a manner to prevent caving. Hire a licensed Geotechnical Engineer to monitor trench excavation for sewer line installation where sewer lines are within 10 feet of buildings; site structures; and electrical and communication poles and guy wires. Provide shoring system and monitoring to prevent movement of poles or guy wire systems. The Geotechnical Engineer is responsible for performing pre-construction site visit and shall monitor excavation and shoring installation in the areas indicated during installation of sewer lines.

3.2.2 Geotechnical Engineer

Hire a Professional Geotechnical Engineer to provide inspection of

SECTION 31 00 00 Page 9 excavations and soil/groundwater conditions throughout construction. The Geotechnical Engineer is responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions.

The Geotechnical Engineer is responsible for updating the excavation, sheeting and dewatering plans as construction progresses to reflect changing conditions and submit an updated plan if necessary. Submit a monthly written report, informing the Contractor and Contracting Officer of the status of the plan and an accounting of the Contractor's adherence to the plan addressing any present or potential problems. The Contracting Officer is responsible for arranging meetings with the Geotechnical Engineer at any time throughout the contract duration.

3.3 GRADING AREAS

Where indicated, divide work into grading areas within which satisfactory excavated material will be placed in embankments, fills, and required backfills. Do not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing. Place and grade stockpiles of satisfactory materials as specified. Keep stockpiles in a neat and well drained condition, giving due consideration to drainage at all times. Clear, grub, and seal by rubber-tired equipment, the ground surface at stockpile locations; separately stockpile excavated satisfactory and unsatisfactory materials. Protect stockpiles of satisfactory materials from contamination which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, remove and replace such material with satisfactory material from approved sources.

3.4 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE

Do not excavate to final grade until just before concrete is to be placed. Only use excavation methods that will leave the foundation rock in a solid and unshattered condition. Roughen the level surfaces, and cut the sloped surfaces, as indicated, into rough steps or benches to provide a satisfactory bond. Protect all surfaces from erosion resulting from ponding or water flow.

3.5 GROUND SURFACE PREPARATION

3.5.1 General Requirements

Remove and replace unsatisfactory material with satisfactory materials, as directed by the Contracting Officer in excavated areas. When subgrades are less than the specified density, break up the ground surface to a minimum depth of 6 inches, pulverizing, and compacting to the specified density. When the subgrade is part fill and part excavation or natural ground, scarify the excavated or natural ground portion to a depth of 12 inches and compact it as specified for the adjacent fill.

3.5.2 Muddy Material

Do not place material on surfaces that are muddy. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Moisten material as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used.

SECTION 31 00 00 Page 10

3.6 UTILIZATION OF EXCAVATED MATERIALS

Dispose unsatisfactory materials removed from excavations in disposal site shown on the plans. Use satisfactory material removed from excavations, insofar as practicable, in the construction of subgrades, bedding (as backfill), and for similar purposes. Do not waste any satisfactory excavated material. Dispose of surplus satisfactory material in disposal site, as shown on plans. Prepare the site to receive surplus satisfactory materials including clearing and grubbing and proof-rolling of surfaces as directed by the Contracting Officer. Do not dispose unsatisfactory materials and surplus satisfactory materials outside the designated areas.

3.7 BURIED TAPE AND DETECTION WIRE

3.7.1 Buried Warning and Identification Tape

Provide buried utility lines with utility identification tape. Bury tape 12 inches below finished grade in non-pavement and non-slab areas. Under pavements and slabs, bury tape 6 inches below top of subgrade.

3.7.2 Buried Detection Wire

Bury detection wire directly above non-metallic piping at a distance not to exceed 12 inches above the top of pipe. Extend the wire continuously and unbroken, from manhole to manhole. Terminate the ends of the wire inside the manholes at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole. Furnish insulated wire over it's entire length. Install wires at manholes between the top of the corbel and the frame, and extend up through the chimney seal between the frame and the chimney seal.

3.8 BACKFILLING AND COMPACTION

Place backfill adjacent to any and all types of structures, in successive horizontal layers of loose material not more than 8 inches in depth.

Compact to at least 95 percent laboratory maximum density to prevent wedging action or eccentric loading upon or against the structure.

Backfill material must be within the range of -2 to +2 percent of optimum moisture content at the time of compaction.

Prepare ground surface on which backfill is to be placed and provide compaction requirements for backfill materials in conformance with the applicable portions of paragraphs GROUND SURFACE PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.8.1 Trench Backfill

Backfill trenches to the grade shown. Backfill the trench to 1 foot above the top of pipe prior to performing all specified tests.

3.8.1.1 Replacement of Unyielding Material

Replace unyielding material removed from the bottom of the trench with satisfactory material or initial backfill material.

3.8.1.2 Replacement of Unstable Material

Replace unstable material removed from the bottom of the trench or

SECTION 31 00 00 Page 11 excavation with satisfactory material placed in layers not exceeding 6 inches loose thickness.

3.8.1.3 Bedding and Initial Backfill

Provide 3B Fine Gravel ( ASTM C33/C33M, No. 67) pipe bedding for sanitary sewer pipes. Place bedding material and compact it with approved tampers to a height of at least one foot above the utility pipe or conduit.

Compact 3B Fine gravel for pipe bedding to a dense and unyielding mass with 4 passes of a vibratory flat plate. Except for trench backfill in pavement areas (roadways and parking lots), place initial backfill and bring up the backfill evenly on both sides of the pipe for the full length of the pipe. Take care to ensure thorough compaction of the fill under the haunches of the pipe.

3.8.1.4 Final Backfill

Fill the remainder of the trench, except for special materials for roadways with satisfactory material. Place backfill material and compact as follows:

3.8.1.4.1 Miscellaneous Areas

Deposit backfill in layers of a maximum of 10 inches loose thickness, and compact it to at least 90 percent of ASTM D1557 maximum density. Do not permit compaction by water flooding or jetting. Apply this requirement to all other areas not specifically designated above.

3.9 SPECIAL REQUIREMENTS

Special requirements for both excavation and backfill relating to the specific utilities are as follows:

3.9.1 Gas Distribution

Excavate trenches to a depth that will provide a minimum 18 inches of cover in rock excavation and a minimum 24 inch of cover in other excavation.

3.9.2 Heat Distribution System

Free initial backfill material of stones larger than 1/4 inch in any dimension.

3.9.3 Electrical Distribution System

Provide a minimum cover of 24 inches from the finished grade to direct burial cable and conduit or duct line, unless otherwise indicated.

3.10 FINISHING

Finish the surface of excavations, and subgrades to a smooth surface in accordance with the lines, grades, and cross sections or elevations shown. Provide the degree of finish for graded areas within 0.1 foot of the grades and elevations indicated. Repair graded, topsoiled, or backfilled areas prior to acceptance of the work, and re-established grades to the required elevations and slopes.

SECTION 31 00 00 Page 12

3.10.1 Subgrade

During construction, keep excavations shaped and drained. Maintain ditches and drains along subgrade to drain effectively at all times. Do not disturb the finished subgrade by traffic or other operation. Protect and maintain the finished subgrade in a satisfactory condition until overlaying materials is placed. Do not permit the storage or stockpiling of materials on the finished subgrade. Do not lay soil replacement materials until the subgrade has been checked and approved, and in no case place soil replacement materials on a muddy or spongy subgrade.

Place a capillary water barrier under concrete floor and area-way slabs grade directly on the subgrade and compact with a minimum of two passes of a hand-operated plate-type vibratory compactor.

3.10.2 Grading Around Structures

Construct areas within 5 feet outside of each building and structure line true-to-grade, shape to drain, and maintain free of trash and debris until final inspection has been completed and the work has been accepted.

3.11 PLACING TOPSOIL

On areas to receive topsoil, prepare the compacted subgrade soil to a 2 inches depth for bonding of topsoil with subsoil. Spread topsoil evenly and grade to the elevations and slopes shown. Do not spread topsoil when excessively wet or dry. Obtain material required for topsoil in excess of that produced by excavation within the grading limits from areas coordinated with the Contracting Officer.

3.12 TESTING

Perform testing by a Corps validated commercial testing laboratory or the Contractor's validated testing facility. Submit qualifications of the Corps validated commercial testing laboratory or the Contractor's validated testing facilities. If the Contractor elects to establish testing facilities, do not permit work requiring testing until the Contractor's facilities have been inspected, Corps validated and approved by the Contracting Officer.

a. Determine field in-place density in accordance with ASTM D1556/D1556M , ASTM D2167 or ASTM D6938. When ASTM D6938 is used, check the calibration curves and adjust using only the sand cone method as described in ASTM D1556/D1556M . ASTM D6938 results in a wet unit weight of soil in determining the moisture content of the soil when using this method.

b. Check the calibration curves furnished with the moisture gauges along with density calibration checks as described in ASTM D6938; check the calibration of both the density and moisture gauges at the beginning of a job on each different type of material encountered and at intervals as directed by the Contracting Officer. When test results indicate, as determined by the Contracting Officer, that compaction is not as specified, remove the material, replace and recompact to meet specification requirements.

c. Perform tests on recompacted areas to determine conformance with specification requirements. Appoint a registered professional civil engineer to certify inspections and test results. These

SECTION 31 00 00 Page 13 certifications shall state that the tests and observations were performed by or under the direct supervision of the engineer and that the results are representative of the materials or conditions being certified by the tests. The following number of tests, if performed at the appropriate time, will be the minimum acceptable for each type operation.

d. These requirements apply to in-place density and moisture testing of soil and soil-aggregate by use of nuclear gauge. Testing shall be performed in accordance with ASTM D6938 or AASHTO T-310 . Testing laboratory personnel performing these tests shall be certified and licensed by state and federal agencies to operate a nuclear gauge.

Prior to owning and operating a nuclear gauge on government property, provide the following documents to the Contracting Officer:

(1) Radiation safety course certification of the gauge operator.

(2) Calibration records of the nuclear gauge brought to the site.

(3) Certification and license of the testing laboratory to operate a nuclear gauge.

(4) AASHTO Materials Reference Laboratory (AMRL) Certification/ASTM AASHTO Certification of the testing laboratory.

While on government property, the nuclear gauge operator shall wear a monitoring badge at all times while operating or in possession of a nuclear gauge and shall maintain in his possession, a copy of the above-listed documents at all times. The Contractor's CQCSM or QCR shall be present to observe all field in-place density or moisture testing using methods ASTM D6938 or AASHTO T 310 . Submit the test reports to the Contracting Officer's Representative and the Directorate of Public Works (DPW) within 24 hours of completion of the tests. DPW point of contact is Dean Miyamoto (Phone: (808)-656-3026;

Email: dean.k.miyamoto.civ@mail.mil.

3.12.1 Fill and Backfill Material Gradation

One test per 200 cubic yards stockpiled or in-place source material.

Determine gradation of fill and backfill material in accordance with ASTM C136/C136M, ASTM D422 and ASTM D1140.

3.12.2 In-Place Densities

a. One test per 2,000 square feet, or fraction thereof, of each lift of fill or backfill areas compacted by other than hand-operated machines.

b. One test per 500 square feet, or fraction thereof, of each lift of fill or backfill areas compacted by hand-operated machines.

c. One test per 100 linear feet, or fraction thereof, of each lift of backfill for utility trenches.

3.12.3 Check Tests on In-Place Densities

If ASTM D6938 is used, check in-place densities by ASTM D1556/D1556M as follows:

SECTION 31 00 00 Page 14

a. One check test per lift for each 10,000 square feet, or fraction thereof, of each lift of fill or backfill compacted by other than hand-operated machines.

b. One check test per lift for each 2,000 square feet, of fill or backfill areas compacted by hand-operated machines.

c. One check test per lift for each 1,000 linear feet, or fraction thereof, of or backfill for utility trenches.

3.12.4 Moisture Contents

In the stockpile or excavation, perform a minimum of two tests per day per type of material or source of material being placed during stable weather conditions. During unstable weather, perform tests as dictated by local conditions and approved by the Contracting Officer.

3.12.5 Optimum Moisture and Laboratory Maximum Density

Perform tests for each type material or source of material including borrow material to determine the optimum moisture and laboratory maximum density values. One representative test per 250 cubic yards of fill and backfill, or when any change in material occurs which may affect the optimum moisture content or laboratory maximum density.

3.12.6 Tolerance Tests for Subgrades

Perform continuous checks on the degree of finish specified in paragraph SUBGRADE PREPARATION during construction of the subgrades.

3.12.7 Displacement of Sewers

After other required tests have been performed and the trench backfill compacted to 2 feet above the top of the pipe, inspect the pipe to determine whether significant displacement has occurred. Conduct this inspection in the presence of the Contracting Officer. Inspect pipe by shining a light or laser between manholes or manhole locations, or by the use of television cameras passed through the pipe. If, in the judgment of the Contracting Officer, the interior of the pipe shows poor alignment or any other defects that would cause improper functioning of the system, replace or repair the defects as directed at no additional cost to the Government.

3.13 DISPOSITION OF UNSATISFACTORY MATERIAL

Remove refuse and debris from Government property and delivered to a licensed/permitted facility. Dispose tree stumps, branches, and green wastes in disposal site as shown on plans.

-- End of Section --

SECTION 31 00 00 Page 15

DIVISION 33 - UTILITIES

SECTION 33 30 00

SANITARY SEWERS

PART 1 GENERAL

1.1 SUMMARY

1.1.1 Sanitary Sewer Gravity Pipeline

1.1.2 USACE Project

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

1.4.1 Installer Qualifications

1.4.2 Drawings

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Delivery and Storage

1.5.1.1 Piping

1.5.2 Handling

1.6 PROJECT/SITE CONDITIONS

PART 2 PRODUCTS

2.1 PIPELINE MATERIALS

2.1.1 PVC Plastic Gravity Sewer Piping

2.1.1.1 PVC Plastic Gravity Pipe and Fittings

2.1.1.2 PVC Plastic Gravity Joints and Jointing Material

2.2 MISCELLANEOUS MATERIALS

2.2.1 Sewer Cleanout

2.2.2 External Preformed Rubber Joint Seals

2.3 REPORTS

PART 3 EXECUTION

3.1 BACKFILLING OF NON-INJECTION WELL LARGE CAPACITY CESSPOOL AND

SEEPAGE PITS

3.2 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION

3.2.1 General Requirements for Installation of Pipelines

3.2.1.1 Location

3.2.1.2 Earthwork

3.2.1.3 Pipe Laying and Jointing

3.2.1.4 Connections to Existing Lines

3.2.2 Special Requirements

3.2.2.1 Installation of PVC Plastic Piping

3.2.3 Installations of Wye Branches

3.3 FIELD QUALITY CONTROL

3.3.1 Field Tests and Inspections

3.3.2 Tests for Nonpressure Lines

3.3.2.1 Leakage Tests

3.3.2.1.1 Infiltration Tests and Exfiltration Tests

3.3.2.1.2 Low-Pressure Air Tests

SECTION 33 30 00 Page 1

3.3.2.2 Deflection Testing

3.3.2.2.1 Pull-Through Device

3.3.2.2.2 Deflection Measuring Device

3.3.2.2.3 Pull-Through Device Procedure

3.3.2.2.4 Deflection measuring device procedure

SECTION 33 30 00 Page 2

SECTION 33 30 00

SANITARY SEWERS

PART 1 GENERAL

1.1 SUMMARY

1.1.1 Sanitary Sewer Gravity Pipeline

Provide mains and laterals 6 to 8 inch lines of polyvinyl chloride (PVC) plastic pipe. Provide each system complete and ready for operation.

1.1.2 USACE Project

The construction required herein shall include stubouts with a cleanout to grade for future building connections.

Replace damaged material and redo unacceptable work at no additional cost to the Government. Backfilling shall be accomplished after inspection by the Contracting Officer. Before, during, and after installation, plastic pipe and fittings shall be protected from any environment that would result in damage or deterioration to the material. Keep a copy of the manufacturer's instructions available at the construction site at all times and shall follow these instructions unless directed otherwise by the Contracting Officer. Lubricants, elastomeric gaskets, and any similar materials required to install the plastic pipe shall be stored in accordance with the manufacturer's recommendation and shall be discarded if the storage period exceeds the recommended shelf life.

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM C969 (2002; R 2009) Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines

ASTM C972 (2000; R 2011) Compression-Recovery of Tape Sealant

ASTM D2321 (2014; E 2014) Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

ASTM D2412 (2011) Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading

SECTION 33 30 00 Page 3

ASTM D3034 (2014a) Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings

ASTM D3212 (2007; R 2013) Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals

ASTM D412 (2006a; R 2013) Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension

ASTM D624 (2000; R 2012) Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers

ASTM F477 (2014) Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe

ASTM F949 (2015) Poly(Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings

UNI-BELL PVC PIPE ASSOCIATION (UBPPA)

UBPPA UNI-B-6 (1998) Recommended Practice for Low-Pressure Air Testing of Installed Sewer Pipe

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Existing Conditions

SD-02 Shop Drawings

Drawings

SD-03 Product Data

Pipeline materials

SD-06 Test Reports

Reports

SD-07 Certificates

Gaskets

SECTION 33 30 00 Page 4

1.4 QUALITY ASSURANCE

1.4.1 Installer Qualifications

Install specified materials by a licensed underground utility Contractor licensed for such work in Hawaii. Installing Contractor's License shall be current and be state certified or state registered.

1.4.2 Drawings

a. Submit Installation Drawings showing complete detail, both plan and side view details with proper layout and elevations.

b. Submit As-Built Drawings for the complete sanitary sewer system showing complete detail with all dimensions, both above and below grade, including invert elevation.

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Delivery and Storage

1.5.1.1 Piping

Inspect materials delivered to site for damage; store with minimum of handling. Store materials on site in enclosures or under protective coverings. Store plastic piping and jointing materials and rubber gaskets under cover out of direct sunlight. Do not store materials directly on the ground. Keep inside of pipes and fittings free of dirt and debris.

1.5.2 Handling

Handle pipe, fittings, and other accessories in such manner as to ensure delivery to the trench in sound undamaged condition. Take special care not to damage linings of pipe and fittings; if lining is damaged, make satisfactory repairs. Carry, do not drag, pipe to trench.

1.6 PROJECT/SITE CONDITIONS

Submit drawings of existing conditions, after a thorough inspection of the area in the presence of the Contracting Officer. Details shall include the environmental conditions of the site and adjacent areas. Submit copies of the records for verification before starting work.

PART 2 PRODUCTS

2.1 PIPELINE MATERIALS

Pipe shall conform to the respective specifications and other requirements specified below. Submit manufacturer's standard drawings or catalog cuts.

2.1.1 PVC Plastic Gravity Sewer Piping

2.1.1.1 PVC Plastic Gravity Pipe and Fittings

ASTM D3034, SDR 35, or ASTM F949 with ends suitable for elastomeric gasket joints.

SECTION 33 30 00 Page 5

2.1.1.2 PVC Plastic Gravity Joints and Jointing Material

Joints shall conform to ASTM D3212. Gaskets shall conform to ASTM F477.

2.2 MISCELLANEOUS MATERIALS

2.2.1 Sewer Cleanout

Cleanouts shall be 6 inches cast iron pipe. Cleanout cap shall be recess type. Cleanout tops in grassed areas shall be provided with a concrete collar reinforced with #4 rebar on all sides and of dimension and thickness indicated on plans.

2.2.2 External Preformed Rubber Joint Seals

An external preformed rubber joint seal shall be an accepted method of sealing cast iron covers to precast concrete sections to prevent ground water infiltration into sewer systems. All finished and sealed manholes constructed in accordance with paragraph entitled "Manhole Construction" shall be tested for leakage in the same manner as pipelines as described in paragraph entitled "Leakage Tests." The seal shall be multi-section with a neoprene rubber top section and all lower sections made of Ethylene Propylene Diene Monomer (EPDM) rubber with a minimum thickness of 60 mils.

Each unit shall consist of a top and bottom section and shall have mastic on the bottom of the bottom section and mastic on the top and bottom of the top section. The mastic shall be a non-hardening butyl rubber sealant and shall seal to the cone/top slab of the manhole/catch basin and over the lip of the casting. Extension sections shall cover up to two more adjusting rings. Properties and values are listed in the following table:

Properties, Test Methods and Minimum Values for Rubber used in Preformed Joint Seals

Physical Properties Test Methods EPDM Neoprene Butyl Mastic

Tensile, kPa psi ASTM D412 12,6841840 15,1322195 --

Elongation, percent ASTM D412 553 295 350

Tear Resistance, N/mm ppi ASTM D624 (Die B)

49280 29160 --

Rebound, percent, 5 minutes ASTM C972 (mod.) -- -- 11

Rebound, percent, 2 hours ASTM C972 -- -- 12

2.3 REPORTS

Compaction and density test shall be in accordance with Section 31 00 00 EARTHWORK. Submit Test Reports. Submit Inspection Reports for daily activities during the installation of the sanitary system. Information in the report shall be detailed enough to describe location of work and amount of pipe laid in place, measured in linear feet.

SECTION 33 30 00 Page 6

PART 3 EXECUTION

3.1 BACKFILLING OF NON-INJECTION WELL LARGE CAPACITY CESSPOOL AND SEEPAGE

PITS

Remove sludge and solids in cesspool. Backfill non-injection well large capacity cesspool by Building 144 and seepage pits by Building 133 as indicated on the drawings.

Engage the services of a professional civil or geotechnical engineer to monitor, observe, and photo-document the backfilling operations of the two LCCs and to prepare LCC backfilling final completion reports for submittal to State DOH, Wastewater Branch and US Environmental Protection Agency (EPA). The form and requirements for LCC backfilling final completion report are included at the end of this section. Submit the completion reports to the Contracting Officer.

3.2 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION

3.2.1 General Requirements for Installation of Pipelines

These general requirements apply except where specific exception is made in the following paragraphs entitled "Special Requirements."

3.2.1.1 Location

The work covered by this section shall terminate at the points indicated.

Where the location of the sewer is not clearly defined by dimensions on the drawings, do not lay sewer line closer horizontally than 10 feet to a water main or service line. Where sanitary sewer lines pass above water lines, encase sewer in concrete for a distance of 10 feet on each side of the crossing, or substitute rubber-gasketed pressure pipe for the pipe being used for the same distance. Where sanitary sewer lines pass below water lines, lay pipe so that no joint in the sewer line will be closer than 3 feet, horizontal distance, to the water line.

3.2.1.2 Earthwork

Perform earthwork operations in accordance with Section 31 00 00 EARTHWORK.

3.2.1.3 Pipe Laying and Jointing

Inspect each pipe and fitting before and after installation; replace those found defective and remove from site. Provide proper facilities for lowering sections of pipe into trenches. Lay nonpressure pipe with the bell or groove ends in the upgrade direction. Adjust spigots in bells to give a uniform space all around. Blocking or wedging between bells and spigots will not be permitted. Replace by one of the proper dimensions, pipe or fittings that do not allow sufficient space for installation of joint material. At the end of each work day, close open ends of pipe temporarily with wood blocks or bulkheads. Provide batterboards not more than 25 feet apart in trenches for checking and ensuring that pipe invert elevations are as indicated. Laser beam method may be used in lieu of batterboards for the same purpose. Branch connections shall be made by use of regular fittings. Saddles for PVC pipe shall conform to Table 4 of

ASTM D3034.

SECTION 33 30 00 Page 7

3.2.1.4 Connections to Existing Lines

Obtain approval from the Contracting Officer before making connection to existing line. Conduct work so that there is minimum interruption of service on existing line.

3.2.2 Special Requirements

3.2.2.1 Installation of PVC Plastic Piping

Install pipe and fittings in accordance with paragraph entitled "General Requirements for Installation of Pipelines" of this section and with the requirements of ASTM D2321 for laying and joining pipe and fittings. Make joints with the gaskets specified for joints with this piping and assemble in accordance with the requirements of ASTM D2321 for assembly of joints.

Make joints to other pipe materials in accordance with the recommendations of the plastic pipe manufacturer.

3.2.3 Installations of Wye Branches

Cut into existing piping for connections as indicated on plans. When the connecting pipe cannot be adequately supported on undisturbed earth or tamped backfill, the pipe shall be encased in concrete backfill or supported on a concrete cradle as directed. Concrete required because of conditions resulting from faulty construction methods or negligence shall be installed at no additional cost to the Government. The installation of wye branches in an existing sewer shall be made by a method which does not damage the integrity of the existing sewer. One acceptable method consists of removing one pipe section, breaking off the upper half of the bell of the next lower section and half of the running bell of wye section. After placing the new section, it shall be rotated so that the broken half of the bell will be at the bottom. The two joints shall then be made with joint packing and cement mortar.

3.3 FIELD QUALITY CONTROL

3.3.1 Field Tests and Inspections

The Contracting Officer will conduct field inspections and witness field tests specified in this section. Perform field tests and provide labor, equipment, and incidentals required for testing, except that electric power needed for field tests will be furnished as set forth in Section 01 90 00, MISCELLANEOUS PROVISIONS and 00 73 00, S-36.21, Availability and Use of Utility Services. Water is not available. The Contractor shall be responsible to provide all the water it needs for testing, including hauling and storage, from sources outside of Pohakuloa Training Area (PTA). Cost to provide water for testing shall be incidental to the contract. Be able to produce evidence, when required, that each item of work has been constructed in accordance with the drawings and specifications.

3.3.2 Tests for Nonpressure Lines

Check each straight run of pipeline for gross deficiencies by holding a light in a manhole; it shall show a practically full circle of light through the pipeline when viewed from the adjoining end of line.