RTA SPECS Volume 2 AMENDMENT 0003.pdf

LANDSLIDE MITIGATION

SLOPE STABILIZATION

PHILPOTT DAM

HENRY COUNTY, VIRGINIA

RTA SPECIFICATIONS

VOLUME II

30-JUNE-2023

Solicitation No. W912PM23B0024 Contract No. W912PM23XXXXX

Philpott Dam Landslide Remediation Bassett, Virginia

Contract No. W912PM-20-D-0004 Task Order No. W912PM21F0007

14 June 2023

Specifications Prepared by

MBF Architects, P.A.

with consultants Civil - Stantec Consulting Services Lexington, Kentucky Electrical / Mechanical – AME Consulting Engineers Charlotte, North Carolina

Prepared for US Army Corps of Engineers Wilmington District

Ready to Advertise

This page is intentionally left blank.

Phillpott Dam Landslide Remediation Ready to Advertise (RTA) Bassett, VA 14-JUN-2023

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 05 02/04 GENERAL AND SPECIAL PROVISIONS

01 11 00 08/15 SUMMARY OF WORK

01 14 00 11/11, CHG 11: 11/20 WORK RESTRICTIONS

01 22 00.00 10 08/15 PRICE AND PAYMENT PROCEDURES

01 30 00 11/20 ADMINISTRATIVE REQUIREMENTS

01 32 01.00 10 02/15 PROJECT SCHEDULE

01 33 00 08/18, CHG 4: 02/21 SUBMITTAL PROCEDURES

01 35 26 11/20 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 02/19 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 11/16, CHG 1: 02/20 QUALITY CONTROL

01 45 00.15 10 11/16, CHG 2: 08/19 RESIDENT MANAGEMENT SYSTEM CONTRACTOR

MODE (RMS CM)

01 50 00 11/20 TEMPORARY CONSTRUCTION FACILITIES AND

CONTROLS

01 57 19 11/15, CHG 4: 08/20 TEMPORARY ENVIRONMENTAL CONTROLS

01 58 00 08/19, CHG 5: 08/22 PROJECT IDENTIFICATION

01 74 19.00 37 05/15 CONSTRUCTION AND DEMOLITION WASTE

MANAGEMENT

01 78 00 05/19 CLOSEOUT SUBMITTALS

01 78 23 08/15, CHG 2: 08/21 OPERATION AND MAINTENANCE DATA

01 91 00.15 10 05/19, CHG 3: 05/22 TOTAL BUILDING COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 41 00 08/22 DEMOLITION AND DECONSTRUCTION

DIVISION 08 - OPENINGS

08 11 13 08/20 STEEL DOORS AND FRAMES

08 33 23 08/20, CHG 1: 02/22 OVERHEAD COILING DOORS

08 71 00 02/16, CHG 4: 02/22 DOOR HARDWARE

DIVISION 09 - FINISHES

09 90 00 02/21 PAINTS AND COATINGS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 08/20, CHG 1: 02/21 METAL BUILDING SYSTEMS

Philpott Dam 1784132019

PROJECT TABLE OF CONTENTS

DIVISION 03 - CONCRETE

03 30 00 02/19, CHG 4: 08/22 CAST-IN-PLACE CONCRETE

03 42 13.00 10 05/16 PLANT-PRECAST CONCRETE PRODUCTS FOR

BELOW GRADE CONSTRUCTION

03 45 33 05/16, CHG 1: 11/21 PRECAST STRUCTURAL CONCRETE

DIVISION 05 - METALS

05 05 20.00 27 02/21 POST-INSTALLED ANCHORS

05 12 00 08/18, CHG 2: 05/21 STRUCTURAL STEEL

05 50 13 05/17, CHG 1: 08/18 MISCELLANEOUS METAL FABRICATIONS

DIVISION 31 - EARTHWORK

31 00 00 08/08, CHG 2: 02/21 EARTHWORK

31 10 00 02/21 SITE CLEARING

31 11 00 ROCK SLOPE SCALING

31 36 11 12/18 ROCKFALL PROTECTION SYSTEMS

31 63 26 08/08 DRILLED SHAFTS

31 68 13 11/20 ROCK ANCHORS

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 23 08/17 AGGREGATE BASE COURSES

32 12 16.16 11/20 ROAD-MIX ASPHALT PAVING

32 92 19 08/17, CHG 1: 08/21 SEEDING

32 96 00 08/17, CHG 1: 08/21 TRANSPLANTING EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 40 00 11/21 STORMWATER UTILITIES

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 1

These Specification Sections were developed for the appropriate project needs under my direction and review.

PROJECT TABLE OF CONTENTS

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 05 15 05/22 COMMON PIPING FOR HVAC

23 05 48.00 40 05/22 VIBRATION AND SEISMIC CONTROLS FOR

HVAC PIPING AND EQUIPMENT

23 07 00 02/13, CHG 7: 05/20 THERMAL INSULATION FOR MECHANICAL

SYSTEMS

23 23 00 08/21 REFRIGERANT PIPING

DIVISION 26 - ELECTRICAL

26 05 19.10 10 05/16 INSULATED WIRE AND CABLE

26 20 00 08/19, CHG 3: 11/21 INTERIOR DISTRIBUTION SYSTEM

26 51 00 05/20, CHG 2: 11/21 INTERIOR LIGHTING

26 56 00 08/21 EXTERIOR LIGHTING

PROJECT TABLE OF CONTENTS Page 1

Philpott Dam Landslide Mitigation 2018 June 15, 2023 10:41 AM

ATTACHMENT LI ST

This report lists all attachments in the text.

HINT: With this file opened as a report from the SI Processed Files folder, double-clicking a Section number will open the Section in the Editor.

SECTION SUBPART ATTACHMENT

01 33 00 1.8 Submittal Register 31 00 00 1.4 Report of Geotechnical Investigation -

Philpott Dam Landslide Mitigation (Apr 2023)

Attachment List

Philpott Dam Landslide Mitigation 2018 June 15, 2023 10:41 AM

THIS PAGE INTENTIONALLY LEFT BLANK

Attachment List

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 15 02/11, CHG 1: 08/14 LIST OF DRAWINGS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 05 02/04 GENERAL AND SPECIAL PROVISIONS

01 11 00 08/15 SUMMARY OF WORK

01 14 00 11/11, CHG 11: 11/20 WORK RESTRICTIONS

01 22 00.00 10 08/15 PRICE AND PAYMENT PROCEDURES

01 30 00 11/20 ADMINISTRATIVE REQUIREMENTS

01 32 01.00 10 02/15 PROJECT SCHEDULE

01 33 00 08/18, CHG 4: 02/21 SUBMITTAL PROCEDURES

SUBMITTAL REGISTER

01 35 26 11/20 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 02/19 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 11/16, CHG 1: 02/20 QUALITY CONTROL

01 45 00.15 10 11/16, CHG 2: 08/19 RESIDENT MANAGEMENT SYSTEM CONTRACTOR

MODE (RMS CM)

01 50 00 11/20 TEMPORARY CONSTRUCTION FACILITIES AND

CONTROLS

01 57 19 11/15, CHG 4: 08/20 TEMPORARY ENVIRONMENTAL CONTROLS

01 58 00 08/19, CHG 5: 08/22 PROJECT IDENTIFICATION

PROJECT SIGN DETAILS

01 74 19.00 37 05/15 CONSTRUCTION AND DEMOLITION WASTE

MANAGEMENT

01 78 00 05/19 CLOSEOUT SUBMITTALS

01 78 23 08/15, CHG 2: 08/21 OPERATION AND MAINTENANCE DATA

01 91 00.15 10 05/19, CHG 3: 05/22 TOTAL BUILDING COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 41 00 08/22 DEMOLITION AND DECONSTRUCTION

DIVISION 03 - CONCRETE

03 30 00 02/19, CHG 4: 08/22 CAST-IN-PLACE CONCRETE

03 42 13.00 10 05/16 PLANT-PRECAST CONCRETE PRODUCTS FOR

BELOW GRADE CONSTRUCTION

03 45 33 05/16, CHG 1: 11/21 PRECAST STRUCTURAL CONCRETE

DIVISION 05 - METALS

05 05 20.00 27 02/21 POST-INSTALLED ANCHORS

05 12 00 08/18, CHG 2: 05/21 STRUCTURAL STEEL

05 50 13 05/17, CHG 1: 08/18 MISCELLANEOUS METAL FABRICATIONS

DIVISION 08 - OPENINGS

08 11 13 08/20 STEEL DOORS AND FRAMES

08 33 23 08/20, CHG 1: 02/22 OVERHEAD COILING DOORS

08 71 00 02/16, CHG 4: 02/22 DOOR HARDWARE

DIVISION 09 - FINISHES

09 90 00 02/21 PAINTS AND COATINGS

PROJECT TABLE OF CONTENTS Page 1

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 08/20, CHG 1: 02/21 METAL BUILDING SYSTEMS

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 05 15 05/22 COMMON PIPING FOR HVAC

23 05 48.00 40 05/22 VIBRATION AND SEISMIC CONTROLS FOR

HVAC PIPING AND EQUIPMENT

23 07 00 02/13, CHG 7: 05/20 THERMAL INSULATION FOR MECHANICAL

SYSTEMS

23 23 00 08/21 REFRIGERANT PIPING

DIVISION 26 - ELECTRICAL

26 05 19.10 10 05/16 INSULATED WIRE AND CABLE

26 20 00 08/19, CHG 3: 11/21 INTERIOR DISTRIBUTION SYSTEM

26 51 00 05/20, CHG 2: 11/21 INTERIOR LIGHTING

26 56 00 08/21 EXTERIOR LIGHTING

DIVISION 31 - EARTHWORK

31 00 00 08/08, CHG 2: 02/21 EARTHWORK

31 00 00 Attachment A GEOTECHNICAL REPORT

31 10 00 02/21 SITE CLEARING

31 11 00 ROCK SLOPE SCALING

31 36 11 12/18 ROCKFALL PROTECTION SYSTEMS

31 63 26 08/08 DRILLED SHAFTS

31 68 13 11/20 ROCK ANCHORS

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 23 08/17 AGGREGATE BASE COURSES

32 12 16.16 11/20 ROAD-MIX ASPHALT PAVING

32 92 19 08/17, CHG 1: 08/21 SEEDING

32 96 00 08/17, CHG 1: 08/21 TRANSPLANTING EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 40 00 11/21 STORMWATER UTILITIES

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION 31 00 00

EARTHWORK

08/ 08, CHG 2: 02/ 21

PART 1 GENERAL

1.1 MEASUREMENT PROCEDURES

1.1.1 Overburden Excavation for Zone 1

The unit of measurement for Zone 1 excavation will be the cubic yard , computed by the average end area method from surveyed cross sections taken before and after the excavation operations, when the material is acceptably utilized as specified herein. The measurements will include authorized excavation of rock, authorized excavation of unsatisfactory subgrade soil, and the volume of loose, scattered rocks and boulders collected within the limits of the work. The measurement will not include the volume excavated without authorization or the volume of any material used for purposes other than directed. The measurement will not include the volume of any excavation performed prior to the taking of elevations and measurements of the undisturbed grade.

Soil and rock are not differentiated in the bid schedule. The bulk of the excavation is anticipated to be soil and weathered rock. Hard rock is anticipated to be limited in extent (not more than 5 percent) during the excavation of Zone 1.

1.2 PAYMENT PROCEDURES

Payment will constitute full compensation for all labor, equipment, tools, supplies, and incidentals necessary to complete the work. Refer to Section

01 22 00.00 10 PRICE AND PAYMENT PROCEDURES.

1.2.1 Overburden Excavation for Zone 1

Overburden excavation for Zone 1 will be paid for at the contract unit price per cubic yard for overburden excavation for Zone 1 .

1.2.2 Other Earthwork

All other earthwork will be paid according to the lump sum price of the area considered.

1.3 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 (2017) 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

SECTION 31 00 00 Page 1

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2017) Installation of Ductile-Iron Mains and Their Appurtenances

ASTM INTERNATIONAL (ASTM)

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C136/C136M (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C295/C295M (2019) Standard Guide for Petrographic Examination of Aggregates for Concrete

ASTM C535 (2016) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM D1140 (2017) Standard Test Methods for Determining the Amount of Material Finer than 75-µm (No. 200) Sieve in Soils by Washing

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2487 (2017; E 2020) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D4318 (2017; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D4718/D4718M (2015) Standard Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles

ASTM D5519 (2015) Particle Size Analysis of Natural and Man-Made Riprap Materials

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety -- Safety and Health Requirements Manual

SECTION 31 00 00 Page 2

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA 600/4-79/020 (1983) Methods for Chemical Analysis of Water and Wastes

EPA SW-846.3-3 (1999, Third Edition, Update III-A) Test Methods for Evaluating Solid Waste:

Physical/Chemical Methods

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY (VDEQ)

VDEQ ESC Handbook (1992) DEQ Erosion & Sediment Control Handbook

VDEQ Guidance Memo No. 22-2012 (2022) Guidance Memo No. 22-2012 - Stormwater Management and Erosion & Sediment Control Design Guide

VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT)

VDOT Standard Specifications (2020) VDOT Road and Bridge Specifications

1.4 GEOTECHNICAL INFORMATION

A geotechnical exploration was performed for the project area. The results of the exploration and associated laboratory testing are included in the attached Report of Geotechnical Investigation - Philpott Dam Landslide Mitigation (Apr 2023).

1.5 DEFINITIONS

1.5.1 Satisfactory Materials

Satisfactory materials comprise any materials classified by ASTM D2487 as

GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC,

SP-SM, SP-SC, CL, ML. Satisfactory materials for grading comprise stones less than 4 inches in any dimension.

1.5.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; backfills from previous construction; and material classified as satisfactory which contains root and other organic matter or frozen material. Notify the Contracting Officer when encountering any contaminated materials.

1.5.3 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 and ASTM D1140.

SECTION 31 00 00 Page 3

1.5.4 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 ASTM D4718/D4718M . 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 .

1.5.5 Hard/Unyielding Materials

Hard/Unyielding materials comprise weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" with stones greater than 4 inch in any dimension or as defined by the pipe manufacturer, whichever is smaller. These materials usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.5.6 Rock

Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement exceeding 1/2 cubic yard in volume. Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production.

1.5.7 Unstable Material

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

1.5.8 Select Granular Material

1.5.8.1 General Requirements

Select granular material consist of materials classified as GW, GP, SW, SP, or SM by ASTM D2487 where indicated. The liquid limit of such material must not exceed 35 percent when tested in accordance with ASTM D4318. The plasticity index must not be greater than 12 percent when tested in accordance with ASTM D4318, and not more than 35 percent by weight may be finer than No. 200 sieve when tested in accordance with ASTM D1140.

1.5.9 Initial Backfill Material

Initial backfill consists of select granular material or satisfactory materials free from rocks 4 inches or larger in any dimension or free from rocks of such size as recommended by the pipe manufacturer, whichever is smaller. When the pipe is coated or wrapped for corrosion protection, free the initial backfill material of stones larger than 3/4 inches in any dimension or as recommended by the pipe manufacturer, whichever is smaller.

SECTION 31 00 00 Page 4

1.5.10 Expansive Soils

Expansive soils are defined as soils that have a plasticity index equal to or greater than 25 when tested in accordance with ASTM D4318.

1.5.11 Nonfrost Susceptible (NFS) Material

Nonfrost susceptible material are a uniformly graded washed sand with a maximum particle size of 1/4 inch and less than 5 percent passing the No.

200 size sieve, and with not more than 3 percent by weight finer than 0.02 mm grain size.

1.5.12 Pile Supported Structure

As used herein, a structure where both the foundation and floor slab are pile supported.

1.6 SYSTEM DESCRIPTION

Subsurface soil boring logs are appended to the SPECIAL CONTRACT REQUIREMENTS. The subsoil investigation report and samples of materials taken from subsurface investigations may be examined upon request at the discretion of Contracting Officer . These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations.

1.6.1 Classification of Excavation

Finish the specified excavation on a classified basis, in accordance with the following designations and classifications.

1.6.1.1 Common Excavation

Include common excavation with the satisfactory removal and disposal of all materials not classified as rock excavation.

1.6.1.2 Rock Excavation

Submit notification of encountering rock in the project. Include rock excavation with excavating, grading, disposing of material classified as rock, and the satisfactory removal and disposal of boulders 1/2 cubic yard or more in volume; solid rock; rock material that is in ledges, bedded deposits, and unstratified masses, which cannot be removed without systematic drilling and blasting; firmly cemented conglomerate deposits possessing the characteristics of solid rock impossible to remove without systematic drilling and blasting; and hard materials (see Definitions).

Include the removal of any concrete or masonry structures, except pavements, exceeding 1/2 cubic yard in volume that may be encountered in the work in this classification. If at any time during excavation, the Contractor encounters material that may be classified as rock excavation, uncover such material and notify the Contracting Officer. Do not proceed with the excavation of this material until the Contracting Officer has classified the materials as common excavation or rock excavation and has taken cross sections as required. Failure on the part of the Contractor to uncover such material, notify the Contracting Officer, and allow ample time for classification and cross sectioning of the undisturbed surface of such material will cause the forfeiture of the Contractor's right of claim to any classification or volume of material to be paid for other than that

SECTION 31 00 00 Page 5 allowed by the Contracting Officer for the areas of work in which such deposits occur.

1.6.2 Blasting

Blasting will not be permitted.

1.6.3 Dewatering Work Plan

Submit procedures for accomplishing dewatering work.

1.6.4 High Risk Work Plan

The remedial work on the slope is a high-risk activity not only for the Contractor doing the work, but for the facilities and equipment below the slope. Remedial work is to be completed by a Contractor experienced in landslide mitigation and rock stabilization techniques and supervised and inspected by experienced geotechnical personnel. The Contractor shall prepare a High Risk Work Plan that includes, at a minimum, specific safety and work plans for clear the slope, removal of overburden from the slope, slope scaling, and installation of rockfall protection netting. The High Risk Work Plan must be submitted and approved prior to any on-slope construction activity.

1.7 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Shoring ; G

Dewatering Work Plan ; G

High Risk Work Plan ; G

Geotechnical Engineer's Qualifications ; G

SD-03 Product Data

Utilization of Excavated Materials ; G

Rock Excavation

Opening of any Excavation or Borrow Pit

Shoulder Construction

Aggregate Source Memo ; G

SD-06 Test Reports

Testing ; G

SECTION 31 00 00 Page 6

Borrow Site Testing

Aggregate Test Requirements ; G

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

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. Provide backfill containing a maximum of 100 parts per million (ppm) of total petroleum hydrocarbons (TPH) and a maximum of 10 ppm of the sum of Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and passing 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. Provide Borrow Site Testing for TPH, BTEX and TCLP from a composite sample of material from the borrow site, with at least one test from each borrow site. Within 24 hours of conclusion of physical tests, submit one digital copy of test results, including calibration curves and results of calibration tests. Do not bring material onsite until tests have been approved by the Contracting Officer.

2.2 OFFSITE AGGREGATE MATERIALS

2.2.1 Aggregate Sources

Contractor shall identify potential sources of all rock and other aggregate or other rock for use in this project for approval by the Contracting Officer. Contractor shall provide all documentation and test results required to verify material meets the requirements of the project to the satisfaction of the Contracting Officer. At a minimum, aggregate test requirements will include gradation ( ASTM D5519), maximum particle size, fines content, specific gravity ( ASTM C127), and durability

( ASTM C295/C295M, ASTM C535).

2.2.2 Aggregate Materials

2.2.2.1 Sand

Clean, coarse-grained sand gradation Type "A" Fine Aggregate of the VDOT Road & Bridge Specifications (Section 202.02) or SW or SP by ASTM D2487 for bedding and backfill as indicated.

2.2.2.2 Gravel and Crushed Stone

Clean, coarsely graded natural gravel, crushed stone or a combination thereof identified as gradation No. 57 of the VDOT Road & Bridge Specifications (Section 203.03) or having a classification of GW or GP in accordance with ASTM D2487 for bedding and backfill as indicated. Do not exceed maximum particle size of 3 inches .

2.2.2.3 Base Stabilization Stone

For fill beneath the Detention Vault structure, provide bedding material consisting of a well graded or poorly graded crushed rock with a maximum particle size of 4 inches, except in the top 6 inches, where bedding

SECTION 31 00 00 Page 7 material shall conform to Section 2.2.2.2. GRAVEL AND CRUSHED STONE.

2.2.3 Aggregate Documentation and Source Inspection

Contractor shall provide an Aggregate Source Memo that identifies a proposed source for all aggregate materials to be incorporated into the project. As part of the approval of material source, the Contractor shall make provisions for a quarry inspection by the Contracting Officer prior to procurement of material and if material changes.

2.3 REQUIREMENTS FOR EROSION CONTROL PRODUCTS AND MATERIALS

All erosion control products and materials shall conform to requirements in the VDEQ ESC Handbook and VDEQ Guidance Memo No. 22-2012 .

2.4 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

2.4.1 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.

2.4.2 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

SECTION 31 00 00 Page 8 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.

2.5 MATERIAL FOR RIP-RAP

Provide aggregate for bedding material conforming to the requirements for crushed stone according to the VDOT Standard Specifications .

2.5.1 Bedding Material

Provide bedding material consisting of sand, gravel, or crushed rock, well graded, or poorly graded with a maximum particle size of 2 inches .

Compose material of tough, durable particles. Allow fines passing the No.

200 standard sieve with a plasticity index less than six.

2.5.2 Riprap

Provide rock fragments from an off-site source sufficiently durable to ensure permanence in the structure and the environment in which it is to be used. Use rock fragments free from cracks, seams, and other defects that would increase the risk of deterioration from natural causes.

Provide fragments sized so that no individual fragment exceeds a weight of 150 pounds or 2 feet in any dimension. Ensure that no more than 10 percent of the mixture, by weight, consists of fragments weighing 2 pounds or less each. Provide rock with a minimum specific gravity of 2.50. Do not permit the inclusion of more than trace 1 percent quantities of dirt, sand, clay, and rock fines.

Contractor shall provide an Aggregate Source Memo that identifies a proposed source for all aggregate materials to be incorporated into the project. As part of the approval of material source, the Contractor shall make provisions for a quarry inspection by the Contracting Officer prior to procurement of material and if material changes.

PART 3 EXECUTION

3.1 EROSION PROTECTION AND SEDIMENT CONTROL (EPSC)

Prior to ground disturbance, all EPSC measures shall be installed, maintained, and inspected as shown on the Plans for Construction and in accordance with the VDEQ ESC Handbook and VDEQ Guidance Memo No. 22-2012 .

3.2 DAM SAFETY EMERGENCY NOTIFICATION

In the event the Contractor or Contractor personnel observe a condition that may indicate a dam safety issue, the Contractor shall immediately notify USACE. Conditions which may indicate dam safety issues include but are not limited to boils, muddy seeps, sinkholes, and landslides.

3.3 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 in accordance with the typical sections shown and the tolerances specified in paragraph 3.15 FINISHING. Transport satisfactory excavated materials and place in fill within the limits of the work. Excavate unsatisfactory materials encountered within the limits

SECTION 31 00 00 Page 9 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 of surplus satisfactory excavated material not required for fill and unsatisfactory excavated material as specified in paragraph 3.17 DISPOSITION OF SURPLUS MATERIAL.

During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times. Excavate material required for fill in excess of that produced by excavation within the grading limits from other approved areas selected by the Contractor as specified.

The Contractor shall use appropriate caution for all excavation operations in the area of the partially or totally completed secant pile wall and other structures.

3.3.1 Ditches, Gutters, and Channel Changes

Finish excavation of ditches, gutters, and channel changes by cutting accurately to the cross sections, grades, and elevations shown on the Drawing s. Do not excavate ditches and gutters below grades shown.

Backfill the excessive open ditch or gutter excavation with satisfactory, thoroughly compacted, material or with suitable stone or cobble to grades shown. Dispose excavated material as shown or as directed, except in no case allow material be deposited a maximum 4 feet from edge of a ditch.

Maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.3.2 Drainage Structures

Make excavations to the lines, grades, and elevations shown, or as directed. Provide trenches and foundation pits of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Clean rock or other hard foundation material of loose debris and cut to a firm, level, stepped, or serrated surface. Remove loose disintegrated rock and thin strata. Do not disturb the bottom of the excavation when concrete or masonry is to be placed in an excavated area. Do not excavate to the final grade level until just before the concrete or masonry is to be placed. Where pile foundations are to be used, stop the excavation of each pit at an elevation 1 foot above the base of the footing, as specified, before piles are driven. After the pile driving has been completed, remove loose and displaced material and complete excavation, leaving a smooth, solid, undisturbed surface to receive the concrete or masonry.

3.3.3 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.

Construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and or provide 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 of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit

SECTION 31 00 00 Page 10 construction to proceed.

3.3.4 Dewatering

Control groundwater flowing toward or into excavations to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. Do not permit French drains, sumps, ditches or trenches within 3 feet of the foundation of any structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Take control measures by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, maintain the water level continuously, at least 2 feet below the working level.

3.3.5 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, as determined by the Contractor’s Safety Engineer or other competent person; refer to USACE publication EM 385-1-1 . 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, and do not exceed 36 inches plus pipe outside diameter for sizes larger 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.

3.3.5.1 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 4 inch or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, to avoid point bearing.

3.3.5.2 Removal of Unyielding Material

Where unyielding material is encountered in the bottom of the trench, remove such material 6 inch below the required grade and replaced with suitable materials as provided in paragraph BACKFILLING AND COMPACTION.

3.3.5.3 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, remove such material to the depth directed and replace it to the proper grade with select granular material as provided in paragraph BACKFILLING AND COMPACTION. When removal of unstable material is required due to the

SECTION 31 00 00 Page 11

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.

3.3.5.4 Excavation for Appurtenances

Provide excavation for manholes, catch-basins, inlets, or similar structures sufficient to leave at least 12 inches clear between the outer structure surfaces and the face of the excavation or support members.

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.

3.3.5.5 Jacking, Boring, and Tunneling

Unless otherwise indicated, provide excavation by open cut except that sections of a trench may be jacked, bored, or tunneled if, in the opinion of the Contracting Officer, the pipe, cable, or duct can be safely and properly installed and backfill can be properly compacted in such sections.

3.3.6 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.

3.3.7 Structural Excavation

Ensure that footing subgrades have been inspected and approved by the Contracting Officer prior to concrete placement. Excavate to bottom of pile cap prior to placing or driving piles, unless authorized otherwise by the Contracting Officer. Backfill and compact over excavations and changes in grade due to pile driving operations to 95 percent of ASTM D1557 maximum density.

3.4 OPENING AND DRAINAGE OF EXCAVATION

Notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, excavation areas providing adequate drainage. Transport overburden and other spoil material to designated spoil areas or otherwise dispose of as directed. Ensure that excavation of any area, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

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3.5 SHORING

3.5.1 General Requirements

Submit a 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.

3.5.2 Geotechnical Engineer

Hire a Professional Geotechnical Engineer to provide inspection of sloped or braced excavations and the associated soil/groundwater conditions throughout construction. Provide a copy of the Geotechnical Engineer's Qualifications . 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 , secant wall, and dewatering plans as construction progresses to reflect changing conditions and submit an updated plan if necessary. The Geotechnical Engineer shall also be responsible for observing and overseeing construction activities such as the installation of primary and secondary secant wall shafts, borings, and installation of rock anchors. The Geotechnical Engineer shall be responsible for informing the Contracting Officer of any discrepancies between the encountered geotechnical conditions and the contract documents. 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.

3.6 GRADING AREAS

Where indicated, divide work into grading areas within which satisfactory excavated material will be placed in 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 and wasted 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.

3.7 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 shales from slaking and all surfaces from erosion resulting from ponding or water flow.

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3.8 GROUND SURFACE PREPARATION

3.8.1 General Requirements

Remove and replace unsatisfactory material with satisfactory materials, as directed by the Contracting Officer, in surfaces to receive fill or in excavated areas. Scarify the surface to a depth of 6 inches before the fill is started. Plow, step, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that the fill material will bond with the existing material. 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.

3.8.2 Frozen Material

Do not place material on surfaces that are muddy, frozen, or contain frost. 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 plus or minus 2 percent of optimum moisture .

3.9 UTILIZATION OF EXCAVATED MATERIALS

Use satisfactory material removed from excavations, insofar as practicable, in the construction of fills, subgrades, shoulders, bedding (as backfill), and for similar purposes. Submit procedure and location for disposal of unused satisfactory material. Dispose surplus satisfactory excavated material not required for fill and unsatisfactory excavated material as specified in paragraph DISPOSITION OF SURPLUS MATERIAL. Stockpile and use coarse rock from excavations for constructing slopes adjacent to streams, or sides and bottoms of channels and for protecting against erosion. Do not dispose excavated material to obstruct the flow of any stream, endanger a partly finished structure, impair the efficiency or appearance of any structure, or be detrimental to the completed work in any way.

3.10 BURIED TAPE AND DETECTION WIRE

3.10.1 Buried Warning and Identification Tape

Provide buried utility lines with utility identification tape. Bury tape 12 inches below finished grade; under pavements and slabs, bury tape 6 inches below top of subgrade.

3.10.2 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 its 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. For force mains, terminate the wire in the valve pit at the pump station end of the pipe.

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3.11 FILLING, BACKFILLING AND COMPACTION

Place fill and backfill beneath and adjacent to any and all type of structures, in successive horizontal layers of loose material not more than 8 inches in depth, or in loose layers not more than 4 inches in depth when using hand-operated compaction equipment. Compact to at least 90 percent of laboratory maximum density for cohesive materials or 95 percent of laboratory maximum density for cohesionless materials, except as otherwise specified. Perform compaction in such a manner as to prevent wedging action or eccentric loading upon or against the structure.

Moisture condition fill and backfill material to within range of +2 or -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.

3.11.1 Trench Backfill

Backfill trenches to the grade shown. Do not backfill the trench until all specified tests are performed.

3.11.1.1 Replacement of Unyielding Material

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

3.11.1.2 Replacement of Unstable Material

Replace unstable material removed from the bottom of the trench or excavation with select granular material placed in layers not exceeding 6 inches loose thickness.

3.11.1.3 Bedding and Initial Backfill

Provide bedding of the type and thickness shown. Place initial backfill material and compact it with approved tampers to a height of at least one foot above the utility pipe or conduit. 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.

Except as specified otherwise in the individual piping section, provide bedding for buried piping in accordance with AWWA C600, Type 4, except as specified herein. Compact backfill to top of pipe to 95 percent of ASTM D1557 maximum density. Provide plastic piping with bedding to spring line of pipe. Provide materials as follows:

3.11.1.3.1 Class I

Angular, 0.25 to 1.5 inch , graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, and crushed shells.

3.11.1.3.2 Class II

Coarse sands and gravels with maximum particle size of 1.5 inch , including various graded sands and gravels containing small percentages of fines, SECTION 31 00 00 Page 15 generally granular and noncohesive, either wet or dry. Soil Types GW, GP, SW, and SP are included in this class as specified in ASTM D2487.

3.11.1.3.3 Sand

Clean, coarse-grained sand meeting the requirements of Section 2.2.2.1 SAND .

3.11.1.3.4 Gravel and Crushed Stone

Clean, coarsely graded natural gravel, crushed stone or a combination thereof meeting the requirements of Section 2.2.2.2 GRAVEL AND CRUSHED

STONE.

3.11.1.4 Final Backfill

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

3.11.1.4.1 Roadways

Place backfill up to the required elevation as specified. Do not permit water flooding or jetting methods of compaction.

3.11.1.4.2 Sidewalks, Turfed or Seeded Areas and Miscellaneous Areas

Deposit backfill in layers of a maximum of 8 inches loose thickness, and compact it to 85 percent maximum density for cohesive soils and 90 percent maximum density for cohesionless soils. Do not permit compaction by water flooding or jetting. Apply this requirement to all other areas not specifically designated above.

3.11.2 Backfill for Appurtenances

After the manhole, catchbasin, inlet, or similar structure has been constructed and the concrete has been allowed to cure for 7 days, place backfill in such a manner that the structure is not be damaged by the shock of falling earth. Deposit the backfill material, compact it as specified for final backfill, and bring up the backfill evenly on all sides of the structure to prevent eccentric loading and excessive stress.

3.12 SPECIAL REQUIREMENTS

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

3.12.1 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.

3.12.2 Water Lines

Excavate trenches to a depth that provides a minimum cover of 3 feet from the existing ground surface, or from the indicated finished grade, whichever is lower, to the top of the pipe.

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3.12.3 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.

3.12.4 Riprap Construction

Construct rip-rap on bedding material in accordance with VDOT Road & Bridge Specifications, Sections 414.02(a)(6) and 414.03(f) in the areas indicated. Trim and dress indicated areas to conform to cross sections, lines and grades shown within a tolerance of 0.1 foot .

3.12.4.1 Bedding Placement

Spread bedding material uniformly to a thickness of at least 3 inches on prepared subgrade as indicated. Compaction of bedding is not required.

Finish bedding to present even surface free from mounds and windrows.

3.12.4.2 Stone Placement

Place rock for riprap on prepared bedding material to produce a well graded mass with the minimum practicable percentage of voids in conformance with lines and grades indicated. Distribute larger rock fragments, with dimensions extending the full depth of the rip-rap throughout the entire mass and eliminate "pockets" of small rock fragments. Rearrange individual pieces by mechanical equipment or by hand as necessary to obtain the distribution of fragment sizes specified above.

3.13 SOIL FILL

Soil fill shall consist of satisfactory materials free of organic or frozen material and rocks with any dimension greater than 4 inches . Place the material in successive horizontal layers of loose material not more than 8 inches in depth. Spread each layer uniformly on a soil surface that has been moistened or aerated as necessary, and scarified or otherwise broken up so that the fill will bond with the surface on which it is placed.