2016-03-18_Bid_Document_Project_Manual.pdf

IRS Enterprise Computing Center 250 Murall Drive Kearneysville, WV 25430

11 MARCH 2016

Bid Documents

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RECIPIENTS IS PROHIBITED

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Cooling Tower Replacement

Project Specifications

Prepared for:

General Services Administration Region 3 Philadelphia, PA Project Engineer / COR for the General Construction Contractor - Keith Rishel Project Engineer / COR for the Architect / Engineer - Trinh Nguyen-Phan Project Engineer / COR for the Construction Manager – Emily Adams Contract Officer – Tony Teti Contract Specialist – Tracy Meister

GSA PROJECT NUMBER: GS-P-03-15-DX-5027

Engineer:

Greenman – Pedersen, Inc.

50 Glenmaura National Blvd, Suite 102 Scranton, PA 18505

VOLUME 1 of 2 Division 00 thru Division 22

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IRS Enterprise Computing Center

Kearneysville, WV 25430

SENSITIVE BUT UNCLASSIFIED (SBU)

PROPERTY OF THE UNITED STATES GOVERNMENT

COPYING, DISSEMINATION, OR DISTRIBUTION OF THIS DOCUMENT TO UNAUTHORIZED

RECIPIENTS IS PROHIBITED

Do not remove this notice Properly destroy or return documents when no longer needed

Cooling Tower Replacement

Project Specifications

Prepared for:

General Services Administration Region 3 Philadelphia, PA Project Engineer / COR for the General Construction Contractor - Keith Rishel Project Engineer / COR for the Architect / Engineer - Trinh Nguyen-Phan Project Engineer / COR for the Construction Manager – Emily Adams Contract Officer – Tony Teti Contract Specialist – Tracy Meister

GSA PROJECT NUMBER: GS-P-03-15-DX-5027

Engineer:

Greenman – Pedersen, Inc.

50 Glenmaura National Blvd, Suite 102 Scranton, PA 18505

VOLUME 2 of 2 Division 23 thru Division 99

SENSITIVE BUT UNCLASSIFIED (SBU)

PROPERTY OF THE UNITED STATES GOVERNMENT

COPYING, DISSEMINATION, OR DISTRIBUTION OF THIS DOCUMENT TO UNAUTHORIZED

RECIPIENTS IS PROHIBITED

Do not remove this notice Properly destroy or return documents when no longer needed

IRS ENTERPRISE COMPUTER CENTER COOLING TOWER

Kearneysville, West Virginia

GSA # GS-P-03-15-DX-5027

TABLE OF CONTENTS

VOLUME 1

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 000011 - SPECIFICATION MATRIX

SECTION 003132 - GEOTECHNICAL DATA

SECTION 003133 - GEOTECHNICAL INVESTIGATION & SOIL BORING REPORT

SECTION 004321 - ALLOWANCE FORM

SECTION 004322 - UNIT PRICES FORM

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 011000 - SUMMARY

SECTION 011400 - WORK RESTRICTIONS

SECTION 012100 - ALLOWANCES

SECTION 012200 - UNIT PRICES

SECTION 012400 - OPTIONS

SECTION 012500 - SUBSTITUTION PROCEDURES

SECTION 012600 - CONTRACT MODIFICATION PROCEDURES

SECTION 012900 - PAYMENT PROCEDURES

SECTION 013000 - ELECTRONIC PROJECT MANAGEMENT (EPM) SYSTEM

SECTION 013100 - PROJECT MANAGEMENT AND COORDINATION

SECTION 013101 - EPM FILE NAME CONVENTIONS

SECTION 013200 - CONSTRUCTION PROGRESS DOCUMENTATION

SECTION 013220 - PHOTOGRAPHIC DOCUMENTATION

SECTION 013300 - SUBMITTAL PROCEDURES

SECTION 013600 - CONSTRUCTION-OPERATIONS BUILDING INFORMATION EXCHANGE (COBIE)

SECTION 014000 - QUALITY ASSURANCE & CONTROL

SECTION 014100 - STRUCTURAL TESTING LABORATORY SERVICES

SECTION 014200 - REFERENCES

SECTION 015000 - TEMPORARY FACILITIES AND CONTROLS

SECTION 015639 - TREE AND PLANT PROTECTION

SECTION 015930 - SECURITY REGULATIONS

SECTION 015931 - TAX CHECK

SECTION 015932 - CONTRACTOR INFORMATION WORKSHEETS

SECTION 015950 - SAFETY AND HEALTH

SECTION 016000 - PRODUCT REQUIREMENTS

SECTION 017000 - EXECUTION REQUIREMENTS

SECTION 017310 - CUTTING AND PATCHING

SECTION 017350 - FIRE PREVENTION PRECAUTIONS FOR HOT WORK

SECTION 017419 - CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

SECTION 017700 - CLOSEOUT PROCEDURES

SECTION 017810 - PROJECT RECORD DOCUMENTS

SECTION 017822 - OPERATIONS & MAINTENANCE DOCUMENTATION

SECTION 018200 - DEMONSTRATION & TRAINING

SECTION 019113 - GENERAL COMMISSIONING REQUIREMENTS

DIVISION 02 - EXISTING CONDITIONS

SECTION 024119 - SELECTIVE DEMOLITION

DIVISION 03 - CONCRETE

Table of Contents

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TOC - 1

Kearneysville, West Virginia

GSA # GS-P-03-15-DX-5027

SECTION 033000 - CAST-IN-PLACE CONCRETE

DIVISION 05 - METALS

SECTION 051200 - STRUCTURAL STEEL FRAMING

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

SECTION 067413 - FIBERGLASS REINFORCED GRATINGS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

SECTION 078413 - PENETRATION FIRESTOPPING

DIVISION 08 - OPENINGS

SECTION 081113 - HOLLOW METAL DOORS AND FRAMES

SECTION 087100 - DOOR HARDWARE

DIVISION 13 - SPECIAL CONSTRUCTION

SECTION 133419 - METAL BUILDING SYSTEMS

DIVISION 22 - PLUMBING

SECTION 220513 - COMMON MOTOR REQUIREMENTS FOR PLUMBING EQUIPMENT

SECTION 220517 - SLEEVES AND SLEEVE SEALS FOR PLUMBING PIPING

SECTION 220523 - GENERAL-DUTY VALVES FOR PLUMBING PIPING

SECTION 220529 - HANGERS AND SUPPORTS FOR PLUMBING PIPING AND EQUIPMENT

SECTION 220533 - HEAT TRACING FOR PLUMBING PIPING

SECTION 220553 - IDENTIFICATION FOR PLUMBING PIPING AND EQUIPMENT

SECTION 220719 - PLUMBING PIPING INSULATION

SECTION 220800 - COMMISSIONING OF PLUMBING

SECTION 221116 - WATER PIPING

SECTION 221119 - WATER PIPING SPECIALTIES

SECTION 221313 - FACILITY SANITARY SEWERS

SECTION 223100 - WATER SOFTENERS

SECTION 223200 - WATER FILTRATION EQUIPMENT

VOLUME 2

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

SECTION 230513 - COMMON MOTOR REQUIREMENTS FOR HVAC EQUIPMENT

SECTION 230517 - SLEEVES AND SLEEVE SEALS FOR HVAC PIPING

SECTION 230519 - METERS AND GAGES FOR HVAC PIPING

SECTION 230523 - GENERAL-DUTY VALVES FOR HVAC PIPING

SECTION 230529 - HANGERS AND SUPPORTS FOR HVAC PIPING AND EQUIPMENT

SECTION 230533 - HEAT TRACING FOR HVAC PIPING

SECTION 230553 - IDENTIFICATION FOR HVAC PIPING AND EQUIPMENT

SECTION 230593 - TESTING, ADJUSTING, AND BALANCING FOR HVAC

SECTION 230719 - HVAC PIPING INSULATION

SECTION 230800 - COMMISSIONING OF HVAC

SECTION 230900 - INSTRUMENTATION AND CONTROL FOR HVAC

SECTION 232113 - HYDRONIC PIPING

SECTION 232113.13 - UNDERGROUND HYDRONIC PIPING

SECTION 232116 - HYDRONIC PIPING SPECIALTIES

SECTION 232516 - WATER TREATMENT FOR OPEN-LOOP HYDRONIC SYSTEMS

Table of Contents

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TOC - 2

Kearneysville, West Virginia

GSA # GS-P-03-15-DX-5027

SECTION 232923 - VARIABLE-FREQUENCY MOTOR CONTROLLERS

SECTION 233113 - METAL DUCTS

SECTION 233300 - AIR DUCT ACCESSORIES

SECTION 233423 - HVAC POWER VENTILATORS

SECTION 233713 - DIFFUSERS, REGISTERS, AND GRILLES

SECTION 236500 - COOLING TOWERS

SECTION 238239.16 - PROPELLER UNIT HEATERS

DIVISION 26 - ELECTRICAL

SECTION 260519 - LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES

SECTION 260526 - GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

SECTION 260529 - HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

SECTION 260533 - RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS

SECTION 260543 - UNDERGROUND DUCTS AND RACEWAYS FOR ELECTRICAL SYSTEMS

SECTION 260553 - IDENTIFICATION FOR ELECTRICAL SYSTEMS

SECTION 260572 - OVERCURRENT PROTECTIVE DEVICE SHORT-CIRCUIT STUDY

SECTION 260573 - OVERCURRENT PROTECTIVE DEVICE COORDINATION STUDY

SECTION 260574 - OVERCURRENT PROTECTIVE DEVICE ARC-FLASH STUDY

SECTION 260800 - COMMISSIONING OF ELECTRICAL

SECTION 262200 - LOW-VOLTAGE TRANSFORMERS

SECTION 262416 - PANELBOARDS

SECTION 262726 - WIRING DEVICES

SECTION 262816 - ENCLOSED SWITCHES AND CIRCUIT BREAKERS

SECTION 263600 - TRANSFER SWITCHES

SECTION 264113 - LIGHTNING PROTECTION FOR STRUCTURES

SECTION 265119 - LED INTERIOR LIGHTING

SECTION 265619 - LED EXTERIOR LIGHTING

DIVISION 31 - EARTHWORK

SECTION 311000 - SITE CLEARING

SECTION 312000 - EARTH MOVING

SECTION 312319 - DEWATERING

SECTION 315000 - EXCAVATION SUPPORT AND PROTECTION

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 321216 - ASPHALT PAVING

SECTION 328400 - PLANTING IRRIGATION

SECTION 329200 - TURF AND GRASSES

SECTION 329300 - PLANTS

DIVISION 33 - UTILITIES

SECTION 334100 - STORM UTILITY DRAINAGE PIPING

SECTION 334600 - SUBDRAINAGE

DIVISION 99 - NARRATIVES

SECTION 999999 - CM/CXA PLAN

Table of Contents

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TOC - 3

Kearneysville, West Virginia

GSA # GS-P-03-15-DX-5027

THIS PAGE INTENTIONALLY LEFT BLANK

Table of Contents

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TOC - 4

Kearneysville, West Virginia

GSA # GS-P-03-15-DX-5027

SPECIFICATION MATRIX

PROPERTY OF THE U.S. GOVERNMENT - FOR OFFICIAL USE ONLY

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000011 - 1

SECTION 000011 - SPECIFICATION MATRIX

B as e B id Op tio n A

Op n B n C n D n E n G n H

DIVISION 00 - PROCUREMENT & CONTRACT REQUIREMENTS

000011 - SPECIFICATION MATRIX √ √ √ √ √ √ √ √

003132 - GEOTECHNICAL DATA √ √ √ √ √ √

004321 - ALLOWANCE FORM √ √ √ √ √

004322 - UNIT PRICES FORM √ √ √ √ √

DIVISION 01 - GENERAL REQUIREMENTS

011000 - SUMMARY √ √ √ √ √ √ √ √

011400 - WORK RESTRICTIONS √ √ √ √ √ √ √ √

012100 - ALLOWANCES √ √ √ √ √ √

012200 - UNIT PRICES √ √ √ √ √

012400 - OPTIONS √ √ √ √ √ √ √ √

012500 - SUBSTITUTION PROCEDURES √ √ √ √ √ √ √ √

012600 - CONTRACT MODIFICATION PROCEDURES √ √ √ √ √ √ √ √

012900 - PAYMENT PROCEDURES √ √ √ √ √ √ √ √

013000 - ELECTRONIC PROJECT MANAGEMENT (ePM) √ √ √ √ √ √ √ √

013100 - PROJECT MANAGEMENT AND COORDINATION √ √ √ √ √ √ √ √

013101 - ePM FILE CONVENTIONS √ √ √ √ √ √ √ √

013200 - CONSTRUCTION PROGRESS DOCUMENTATION √ √ √ √ √ √ √ √

013220 - PHOTOGRAPHIC DOCUMENTATION √ √ √ √ √ √ √ √

013300 - SUBMITTAL PROCEDURES √ √ √ √ √ √ √ √

013600 - CONSTRUCTION OPERATIONS BUILDING

INFORMATION EXCHANGE (COBIE)

014000 - QUALITY ASSURANCE & CONTROL √ √ √ √ √ √ √ √

014100 - STRUCTURAL TESTING LABORATORY SERVICES √ √ √ √ √ √ √ √

014200 - REFERENCES √ √ √ √ √ √ √ √

015000 - TEMPORARY FACILITIES AND CONTROLS √ √ √ √ √ √ √ √

015639 -TREE AND PLANT PROTECTION √ √ √ √ √ √ √ √

015930 - SECURITY REGULATIONS √ √ √ √ √ √ √ √

015950 - SAFETY AND HEALTH √ √ √ √ √ √ √ √

015951 - SAFETY AND HEALTH ATTACHMENT √ √ √ √ √ √ √ √

Do not remove this notice - Properly destroy documents when no longer needed

000011 - 2 e B id Op

016000 - PRODUCT REQUIREMENTS √ √ √ √ √ √ √ √

017000 - EXECUTION REQUIREMENTS √ √ √ √ √ √ √ √

017310 - CUTTING AND PATCHING √ √ √ √ √ √ √ √

017350 - FIRE PREVENTION PRECAUTIONS FOR HOT WORK √ √ √ √ √ √ √ √

017351 - PERMIT FOR WELDING √ √ √ √ √ √ √ √

017419 - CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL √ √ √ √ √ √ √ √

017700 - CLOSEOUT PROCEDURES √ √ √ √ √ √ √ √

017810 - PROJECT RECORD DOCUMENTS √ √ √ √ √ √ √ √

017822 - OPERATIONS & MAINTENANCE DOCUMENTATION √ √ √ √ √ √ √ √

018200 - DEMONSTRATION & TRAINING √ √ √ √ √ √ √ √

019113 - GENERAL COMMISSIONING REQUIREMENTS √ √ √ √ √ √ √ √

DIVISION 02 - EXISTING CONDITIONS

024119 - SELECTIVE DEMOLITION √ √ √ √

DIVISION 03 - CONCRETE

033000 - CAST-IN-PLACE CONCRETE √ √

DIVISION 05 - METALS

051200 - STRUCTURAL STEEL FRAMING √

DIVISION 06 - WOOD, PLASTICS AND COMPOSITES

067413 - FIBERGLASS REINFORCED GRATINGS √ √ √

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

078413 – PENETRATION FIRESTOPPING √

DIVISION 08 - OPENINGS

081113 - HOLLOW METAL DOORS AND FRAMES √

087100 - DOOR HARDWARE √

DIVISION 13 - SPECIAL CONSTRUCTION

133419 - METAL BUILDING SYSTEMS √

DIVISION 22 - PLUMBING

220513 - COMMON MOTOR REQUIREMENTS FOR PLUMBING

EQUIPMENT

220517 - SLEEVES AND SLEEVE SEALS FOR PLUMBING PIPING √

Do not remove this notice - Properly destroy documents when no longer needed

000011 - 3 e B id Op

220523 - GENERAL-DUTY VALVES FOR PLUMBING PIPING √

220529 - HANGERS & SUPPORTS FOR PLUMBING PIPING AND

EQUIPMENT

220533 - HEAT TRACING FOR PLUMBING PIPING √

220553 - IDENTIFICATION FOR PLUMBING PIPING AND

EQUIPMENT

220719 - PLUMBING PIPING INSULATION √

220800 - COMMISSIONING OF PLUMBING √ √ √ √ √ √ √ √

221116 - WATER PIPING √

221119 - WATER PIPING SPECIALTIES √

221313 - FACILITY SANITARY SEWERS √ √ √ √

223100 - WATER SOFTENERS √ √ √

223200 - WATER FILTRATION EQUIPMENT √ √ √

DIVISION 23 - HEATING, VENTILATION AND AIR CONDITIONING

230513 - COMMON MOTOR REQUIREMENTS FOR HVAC

EQUIPMENT

230517 - SLEEVES AND SLEEVE SEALS FOR HVAC PIPING √ √ √

230519 - METERS AND GAGES FOR HVAC PIPING √ √ √

230523 - GENERAL-DUTY VALVES FOR HVAC PIPING √ √ √

230529 - HANGERS AND SUPPORTS FOR HVAC PIPING AND

EQUIPMENT

230533 - HEAT TRACING FOR HVAC PIPING √ √ √

230553 - IDENTIFICATION FOR HVAC PIPING AND EQUIPMENT √ √ √ √

230593 - TESTING, ADJUSTING, AND BALANCING FOR HVAC √ √ √ √

230719 - HVAC PIPING INSULATION √ √ √

230800 - COMMISSIONING OF HVAC √ √ √ √ √ √ √ √

230900 - INSTRUMENTATION AND CONTROL FOR HVAC √ √ √ √

232113 - HYDRONIC PIPING √ √ √

232113.13 - UNDERGROUND HYDRONIC PIPING √ √ √

232116 - HYDRONIC PIPING SPECIALTIES √ √ √

232516 - WATER TREATMENT FOR OPEN-LOOP HYDRONIC √ √ √

Do not remove this notice - Properly destroy documents when no longer needed

000011 - 4 e B id Op

SYSTEMS

232923 - VARIABLE-FREQUENCY MOTOR CONTROLLERS √ √ √

233113 - METAL DUCTS √

233300 - AIR DUCT ACCESSORIES √

233423 - HVAC POWER VENTILATORS √

233713 - DIFFUSERS, REGISTERS, AND GRILLES √

236500 - COOLING TOWERS √ √

238239.16 - PROPELLER UNIT HEATERS √

DIVISION 26 - ELECTRICAL

260519 - LOW-VOLTAGE ELECTRICAL POWER CONDUCTORS

AND CABLES

260526 - GROUNDING AND BONDING FOR ELECTRICAL

SYSTEMS

260529 - HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS √ √ √ √ √ √ √

260533 - RACEWAYS AND BOXES FOR ELECTRICAL SYSTEMS √ √ √ √ √ √ √

260543 - UNDERGROUND DUCTS & RACEWAYS FOR

ELECTRICAL SYSTEMS

260553 - IDENTIFICATION FOR ELECTRICAL SYSTEMS √ √ √ √ √ √ √

260572 - OVERCURRENT PROTECTIVE DEVICE SHORT-CIRCUIT

STUDY

260573 - OVERCURRENT PROTECTIVE DEVICE COORDINATION

STUDY

260574 - OVERCURRENT PROTECTIVE DEVICE ARC-FLASH

STUDY

260800 - COMMISSIONING FOR ELECTRICAL √ √ √ √ √ √ √

262200 - LOW-VOLTAGE TRANSFORMERS √

262416 - PANELBOARDS √

262726 - WIRING DEVICES √ √ √ √ √ √

262816 - ENCLOSED SWITCHES AND CIRCUIT BREAKERS √ √ √ √ √ √

263600 - TRANSFER SWITCHES √

264113 - LIGHTNING PROTECTION FOR STRUCTURES √ √

Do not remove this notice - Properly destroy documents when no longer needed

000011 - 5 e B id Op

265119 - LED INTERIOR LIGHTING √

265619 - LED EXTERIOR LIGHTING √ √ √ √ √ √

DIVISION 31 - EARTHWORK

311000 - SITE CLEARING √ √ √ √ √ √ √

312000 - EARTH MOVING √ √ √ √ √ √ √

312319 - DEWATERING √ √ √ √ √

315000 - EXCAVATION SUPPORT AND PROTECTION √ √ √ √ √

DIVISION 32 - EXTERIOR IMPROVEMENTS

321216 - ASPHALT PAVING √ √ √

328400 - PLANTING IRRIGATION √ √ √ √ √

329200 - TURF AND GRASSES √ √ √ √ √ √

329300 - PLANTS √ √ √ √ √ √

DIVISION 33 - UTILITIES

334100 - STORM UTILITY DRAINAGE PIPING √

334600 – SUBDRAINAGE √ √ √ √

*Option F not used

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000011 - 6

Kearneysville, West Virginia

GSA # GS-P-03-15-DX-5027

DOCUMENT 003132 - GEOTECHNICAL DATA (Applies to Base Bid and Options B, C, D, G and H)

GENERALPART 1 -

GEOTECHNICAL DATA1.1

This Document with its referenced attachments is part of the Procurement andA.

Contracting Requirements for Project. They provide Owner's information for Bidders' convenience and are intended to supplement rather than serve in lieu of Bidders' own investigations. They are made available for Bidders' convenience and information, but are not a warranty of existing conditions. This Document and its attachments are not part of the Contract Documents.

Soil-boring data for Project, obtained by Amec Foster Wheeler, Inc., dated June 16, 2014,B.

is attached.

A geotechnical investigation report for Project, prepared by Amec Foster Wheeler, Inc.,C.

dated June 26, 2015, is attached.

Related Requirements:D.

Document 002113 "Instructions to Bidders" for the Bidder's responsibilities for1.

examination of Project site and existing conditions.

END OF SECTION 003132

GEOTECHNICAL DATA

PROPERTY OF THE U.S. GOVERNMENT - FOR OFFICIAL USE ONLY

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003132 - 1

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GEOTECHNICAL DATA

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003132 - 2

GEOTECHNICAL INVESTGATION AND ENGINEERING REPORT

Revision 1

Cooling Tower Replacement – IRS Enterprise Computing Center Kearneysville, West Virginia

Prepared for:

Greenman-Pedersen, Inc.

50 Glenmaura National Blvd., Suite 102

Scranton, PA 18505

Prepared by:

Amec Foster Wheeler, Inc.

14424 Albemarle Point Place, Suite 115

Chantilly, Virginia 20151

Amec Foster Wheeler Project Number 3552150009 June 26, 2015

IRS ENTERPRISE COMPUTER CENTER COOLING TOWER - GSA # GS-P-03-15-DX-5027

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0003133 - 1

IRS ENTERPRISE COMPUTER CENTER COOLING TOWER - GSA # GS-P-03-15-DX-5027

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0003133 - 1

Greenman-Pedersen, Inc. Martinsburg IRS Cooling Tower Investigation and Geotechnical Report Phase II Amec Foster Wheeler Project No. 3552150009 June 26, 2015 ii

Table of Contents

1.0 INTRODUCTION .......................................................................................................................... 1 - 1

PROJECT INFORMATION ..................................................................................................... 1 - 1

RELEVANT BACKGROUND INFORMATION ....................................................................... 1 - 1

SCOPE OF SERVICES .......................................................................................................... 1 - 2

2.0 SITE AND SUBSURFACE CONDITIONS ......................................................................................... 2 - 1

SITE CONDITIONS ................................................................................................................. 2 - 1

REGIONAL GEOLOGY ........................................................................................................... 2 - 1

SITE GEOLOGY ...................................................................................................................... 2 - 1

SUBSURFACE EXPLORATION ............................................................................................ 2 - 2

2.4.1 Subsurface Conditions ....................................................................................................... 2 - 3

2.4.2 Groundwater Conditions .................................................................................................... 2 - 3

LABORATORY TESTING ...................................................................................................... 2 - 4

3.0 GEOTECHNICAL RECOMMENDATIONS ........................................................................................ 3 - 1

RECOMMENDATIONS ........................................................................................................... 3 - 1

SEISMIC EVALUATION .......................................................................................................... 3 - 1

SHALLOW FOUNDATIONS ................................................................................................... 3 - 1

DEEP FOUNDATIONS ........................................................................................................... 3 - 2

LATERAL EARTH PRESSURES ............................................................................................. 3 - 3

4.0 CONSTRUCTION RECOMMENDATIONS ....................................................................................... 4 - 1

SITE PREPERATION ............................................................................................................. 4 - 1

COMPACTED FILLS .............................................................................................................. 4 - 2

CONSTRUCTION GROUNDWATER CONTROL ................................................................. 4 - 3

5.0 BASIS FOR RECOMMENDATIONS .................................................................................................. 5 - 1

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0003133 - 1

Greenman-Pedersen, Inc. Martinsburg IRS Cooling Tower Investigation and Geotechnical Report Phase II iii

APPENDICES

APPENDIX A - FIGURES

Figure 1: Site Location Plan Figure 2: Site Geology Map Figure 3: Boring Location Plan Phase I Figure 4: Boring Location Plan Phase II

APPENDIX B - FIELD OPERATIONS

Key to Symbols and Classifications Test Boring Records (Borings B-1 and B-5)

APPENDIX C - LABORATORY TESTING

Laboratory Procedures Soil Data Summaries Sieve Analysis Consolidation Test Soil Corrosion Tests Moisture-Density Relationships Unconfined Compressive Strength of Rock

APPENDIX D – ROCK CORE PHOTOGRAPHS

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0003133 - 1

Greenman-Pedersen, Inc. Martinsburg IRS Cooling Tower Investigation and Geotechnical Report Phase II

1-1

1.0 INTRODUCTION

PROJECT INFORMATION

The project involves construction of a new set of cooling towers at the Martinsburg IRS computing facility for the purpose of replacing the existing units. Amec Foster Wheeler understands that initially three sites were under consideration and based on the preliminary report completed in July 2014, Site #3 was selected as the preferred location for the replacement towers. The proposed site is the farthest from the existing cooling towers, located approximately 250 feet southwest. The basic footprint of the foundation for the new cooling towers is an approximately 100 foot long by 40 foot wide concrete slab-on-grade foundation.

Based on provided information from Greenman-Pederson, Inc., the Marley NC 8400 series cooling tower model has been chosen for this project. The operating weight of the NC 8400 series is 307,638 pounds, assuming 3 units will be required. The maximum column load applied by the cooling towers was provided as 30 kips and maximum allowable settlement tolerance is ¾ inch. It is anticipated that the towers will be founded on spread footings.

RELEVANT BACKGROUND INFORMATION

Amec Foster Wheeler has performed several investigations at the site to evaluate the probable cause and the magnitude as well as the rate for the expansion and heaving observed at the IRS Computing

Center site (primarily in the existing Mechanical Room concrete grade slab), such that future design mitigation alternatives can be developed. The following reports have been issued by Amec Foster

Wheeler:

Feasibility Study – Subsurface Movement Geotechnical Investigation, dated October 21, 2004.

Addendum to Feasibility Study – Subsurface Movement Geotechnical Investigation, dated March 14, 2005.

Report of Test Pit Exploration and Additional Geotechnical Testing Activities, dated August 23, 2005

Report of Geotechnical Exploration - New Central Plant, dated February 12, 2009

Preliminary Geotechnical Report – Cooling Tower Study, IRS Enterprise Computing Center, dated July 23, 2014.

The studies performed by Amec Foster Wheeler, which included boring and rock coring, geophysical studies, and extensive laboratory testing, indicate that the expansion of pyrite within the underlying shale

IRS ENTERPRISE COMPUTER CENTER COOLING TOWER - GSA # GS-P-03-15-DX-5027

PROPERTY OF THE U.S. GOVERNMENT - FOR OFFICIAL USE ONLY

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Greenman-Pedersen, Inc. Martinsburg IRS Cooling Tower Investigation and Geotechnical Report Phase II

1-2 via oxidation is considered to be the most plausible explanation for the heaving seen in previous projects.

SCOPE OF SERVICES

The scope of services for this project has included a geotechnical investigation to explore the project site subsurface conditions in order to develop geotechnical recommendations for the design and construction of the proposed structure foundation. This investigation included reviewing available subsurface data collected for the new cooling tower location, conducting a site reconnaissance, drilling two additional soil test borings to supplement the existing selected site information, classifying the soil samples obtained, and conducting laboratory tests on soil and rock samples. The data obtained and reviewed has been evaluated to develop our recommendations. This report has been prepared which contains the following:

a brief review and description of our field and laboratory test procedures and the results of testing conducted a review of surface topographical features and site conditions boring location plan boring logs a review of area and site geologic conditions a review of subsurface soil stratigraphy with pertinent available physical properties, including soil test boring records brief seismic history discussion of difficulties and/or obstructions encountered general site preparation recommendations suitability of on-site soil for use as fill material lateral earth pressure values compaction recommendations surface drainage conditions groundwater control foundation recommendations including recommended foundation type(s), allowable bearing pressures or working loads, modulus of subgrade reaction for shallow foundation design, estimated bearing elevations, and estimates of foundation performance (total/differential settlement) based on available data slope stability analysis general construction recommendations regarding foundation installation general recommendations regarding site corrosivity based on laboratory resistivity values

The assessment of site environmental conditions for the presence of contaminants in the soil, rock, surface water, or ground water of the site was beyond the scope of this investigation and report.

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2.0 SITE AND SUBSURFACE CONDITIONS

SITE CONDITIONS

Presently, the site is part of the grass-covered grounds of the facility. Site #3 is located at the top of a slope within a landscaped area. It slopes from south to north, from a high elevation of about 489 feet (148

m) (MSL) to a low elevation of about 482 feet (146 m) (MSL). The location of the IRS facility is shown on

Figure 1 of Appendix A. No signs of settlement, sinkhole activity, land movement, or erosion were noted at the time of our visit.

REGIONAL GEOLOGY

The project site is located in the Valley and Ridge Physiographic Province of the northern Shenandoah

Valley in Berkeley County, West Virginia. The major geological structure of the region is the

Massanutten Synclinorium, with its regional axial trace in the Ordovician Martinsburg Formation in the west central part of the area. Structurally, the project site is situated along the eastern hinge of a southward plunging anticline, which is dissected by the Files Crossroad Fault, a set of parallel thrust faults. A Geologic Map of the Site is included as Figure 2.

SITE GEOLOGY

Based on the Geologic Map of West Virginia by Cardwell, D.H., Erwin, R.B., and Woodward, H.P dated 1986 (see Figure 2), the site is underlain by the Martinsburg Formation, generally described as consisting of a brown to black shale that weathers light brown, commonly with spheroidal weathering, with well-developed cleavage that masks bedding and is sparsely fossiliferous. The Martinsburg Shale includes fossils of the Trenton, Utica, Eden and Lorraine formations of the New York and Ohio sections

(Grimsley, 1916). These groups can be separated at only a few local exposures where fossils are found, and it would be impossible to map the separate formations over the outcrop area in the field; therefore, the name Martinsburg Shale is retained in this area of West Virginia.

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SUBSURFACE EXPLORATION

The original subsurface exploration was performed in June 16 and 17 of 2014 with three soil and rock borings (B-1 through B-3). After the selection of Site 3 for the cooling tower foundation, two additional soil and rock borings (B-4 and B-5) were performed on May 18, 2015. All borings were performed using a CME

55 ATV rig. The borings were drilled in general accordance with the procedures presented in Appendix B.

The borings were advanced using 3.25-inch hollow-stem augers and rock was cored using NQ conventional coring methods. The test borings were drilled twenty feet into bedrock and then terminated.

An engineer from Amec Foster Wheeler was present during drilling to log the samples recovered and to coordinate the drilling activities.

The additional boring locations were selected by GPI and approximate the end of the foundation at Site 3.

Depths were selected by Amec Foster Wheeler, and all depths are based on gathering twenty feet of rock core samples. The actual field boring locations and elevations were established by surveyors contracted by GPI. The locations of the borings are shown in Figures 3 and 4 of Appendix A.

Standard Penetration Tests (SPTs) were conducted in the borings at regular intervals in general accordance with ASTM D 1586. Small disturbed samples were obtained during these tests and were used to classify the soils encountered according to the Unified Soil Classification System (USCS). In addition, the standard penetration resistances obtained provide a general indication of relative soil density, soil shear strength and compressibility.

Rock coring was performed in each boring in general accordance with ASTM D 2113. During logging of the rock, percentages of rock core recovery (REC) and rock quality designation (RQD) were measured.

Photographs of rock cores are presented in Appendix D.

The subsurface conditions encountered at the boring locations are shown on the test boring records in

Appendix B. These test boring records represent our interpretation of the subsurface conditions based on visual examination of field samples by a geotechnical engineer and laboratory tests of the field samples.

Water levels shown on the test boring records represent the conditions only at the time of our exploration.

A summary of boring and water level conditions at the time of drilling is presented in Table 2.1, which follows Section 2.4.2.

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2.4.1 Subsurface Conditions

In the area of the selected site for the cooling tower foundation, the borings encountered 4 basic strata within their termination depths. These strata are briefly described in the following paragraphs and outlined in the boring logs for borings B-3 through B-5 in Appendix B.

STRATUM I: Stratum I of FILL composed of fat clays (CH) at the western end of the site. The soils of this stratum were typically shades of brown similar to the color of the natural soils encountered. The thickness of this stratum was approximately 3.5 feet. SPT resistance of the soils had an average value of about 11 blows per foot (bpf). On the eastern end of the site FILL is composed of a 5 inch gravel layer underlying the topsoil.

STRATUM II: RESIDUAL SOIL (highly weathered shale) composed of sandy clays and clayey sands

(CL, SC) were encountered below a layer of grass and topsoil. The residual soils were typically orange-brown and tan in color. The thickness of this stratum varied from 6 to 14 feet bgs, with an average thickness of about 10 feet. SPT resistances of the soils generally ranged from 13 to 59 bpf, with an average value of about 29 bpf.

STRATUM III: DECOMPOSED SHALE was encountered below Stratum II soils. Decomposed rock is defined as residual material which retains the relict structure of the parent bedrock (in this case shale) and exhibits SPT resistances consistently in excess of 60 bpf. The color of this stratum varied from shades of yellowish brown and tan to gray. Stratum III ranged in thickness from 9 to 21 feet.

STRATUM IV: consists of gray SHALE BEDROCK. In all borings, rock coring was initiated when blow counts of greater than 50 blows per 2 inches (50 mm) of penetration were obtained. A total of 40 feet of rock was cored.

Generally, the rock recovery was good over the site, often achieving full recovery. The quality of rock, as determined by RQDs measured in the field typically increased with the depth from which the rock cores were obtained.

2.4.2 Groundwater Conditions

Water levels were measured in our borings as noted in Appendix B on the soil test boring records. Based on water level readings obtained in our borings, water levels were generally encountered at elevations ranging from 471 to 472 feet (MSL).

Fluctuations in the ground water level may occur seasonally and due to variations in rainfall, evaporation, construction activity, surface runoff, and other site specific factors. Since such variations are anticipated, design drawings and specifications should accommodate such possibilities, and construction planning should be based on the assumption that variations can occur. A summary of ground water data is presented in Table 2.1.

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Table 2.1 Estimated Depths to Decomposed Rock, Rock, and Ground Water

Boring No.

Boring Surface

Elev.

Est.

Depth to Top of HWR

Est.

Elev.

Top of

HWR

Est.

Depth to Top of Rock

Est.

Elev.

Top of Rock

Est.

Depth of Ground Water

Est.

Elev. Of Ground Water

ft. ft. ft. ft. ft. ft. ft.

B-1 483.861 19 464.861 26 457.861 13.2 470.661

B-2 482.419 NA NA 13.7 468.719 NE NE

B-3 486 14 471 23.1 462.9 7 479

B-4 486 14 472 24 462 NE NE

B-5 482 8 474 29 453 NE NE

NE - Not Encountered

LABORATORY TESTING

The laboratory tests were conducted in general accordance with ASTM or other accepted standards as noted below. The laboratory tests consisted of the following:

Classification Tests, including:

- Water Content (ASTM D 2216) 24 Tests

- Atterberg Limits (ASTM D 431) 5 Tests

Sieve Analysis (ASTM D 422) 5 Tests Standard Proctor (ASTM D 1883) 1 Test Consolidation Test (Square root of time) 1 Test Unconfined Compressive Strength of Rock (ASTM D 7012) 5 Tests pH/Laboratory Resistivity Test (Cal Trans C43-6) 1 Test Sulfate Content (ASTM D 516) 1 Test Chloride Content (ASTM D 512) 1 Test

Details of laboratory testing procedures used by Amec Foster Wheeler and the laboratory test results are presented in Appendices C. A brief description of the laboratory results for each stratum is provided and laboratory testing is summarized in the Table 2.2.

Stratum II – Classification tests indicate that these soils are mostly low-plasticity sandy clays (CL). The average liquid limit (LL) is 38 percent and the average plasticity index (PI) is 15. Proctor testing indicates that soils of this stratum have a maximum dry density of 97.2 pcf and an optimum moisture content of 21.7 percent. The shrinkage limit was 18%.

Chemical tests of stratum I soils indicate that the pH was 6.4 and the resistivity was about 26,120 ohm-cm at moisture contents of about 33%. Sulfate content is 48 ppm and chlorides are about 27 ppm. These tests indicate that the corrosive potential of the soils of this stratum is moderate.

Stratum IV – Compressive strength testing of the shale bedrock indicated consistent results that averaged about 1,758 psi.

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Table 2.2 Laboratory Test Results Summary

Boring No.

Sample

Sample Type

Sample Depth Moisture Content

Grain Size Distribution Atterberg Limits From

(ft) To (ft)

Gravel

Sand

Fines PL LL PI

B-1

1 SPT 0.0 2.0 16.8

17.4 43.3 39.3 23 39 16 3 SPT 4.0 6.0 16.6

4 SPT 6.0 8.0 23.7

5 SPT 8.0 10.0 27.4 NT NT NT NT NT NT

7A SPT 19.0 19.2 32.1 NT NT NT NT NT NT

B-2

1 SPT 0.0 2.0 21.0 NT NT NT NT NT NT

2 SPT 2.0 4.0 14.4 NT NT NT NT NT NT

3 SPT 4.0 6.0 25.5 NT NT NT NT NT NT

5 SPT 8.0 10.0 10.4 NT NT NT NT NT NT

- Bulk 4.0 8.0 33.1 0.8 24.7 74.5 23 43 20

- UD 5.0 7.0 24.8 NT NT NT NT NT NT

B-3

1 SPT 0.0 2.0 16.3 NT NT NT NT NT NT

2 SPT 2.0 4.0 12.7 2.8 61.9 35.3 21 32 11

3 SPT 4.0 6.0 12.5 NT NT NT NT NT NT

4 SPT 6.0 7.9 10.8 NT NT NT NT NT NT

5 SPT 8.0 10.0 19.8 NT NT NT NT NT NT

B-4

2 SPT 2.0 4.0 30.4 0.0 32.6 67.4 51 28 23

4 SPT 6.0 8.0 18.3 NT NT NT NT NT NT

6 SPT 13.5 14.8 20.2 NT NT NT NT NT NT

8 SPT 23.5 23.8 4.5 NT NT NT NT NT NT

B-5

1 SPT 0.0 2.0 21.7 NT NT NT NT NT NT

3 SPT 4.0 6.0 17.5 2.5 29.9 67.6 40 24 16

5 SPT 8.0 10.0 17.4 NT NT NT NT NT NT

7 SPT 18.5 18.8 8.8 NT NT NT NT NT NT

9 SPT 28.5 28.8 6.3 NT NT NT NT NT NT

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3.0 GEOTECHNICAL RECOMMENDATIONS

RECOMMENDATIONS

The recommendations provided in this report are based on the final and preliminary geotechnical explorations described in the previous sections and the project information provided to us. Based on our analyses and interpretation of the subsurface conditions, the cooling towers may be founded on spread footings or drilled shaft deep foundations. The final choice of foundation type will be based upon the anticipated final elevation that was not known at the time of this report. Details for each of the foundation type recommendations are provided in the following sections.

SEISMIC EVALUATION

For determining the seismic Site Class, the West Virginia Building Code (which adopts the 2012

International Building Code) requires knowledge of the subsurface profile to a depth of 100 feet through borings or understanding of the geology. The basis of the Site Class is the soil shear wave velocity;

however, the code also provides conservative estimation methods based on N-values which were used in our evaluation. Based on the blow counts measured in the borings, Site Class C is applicable for this site.

Our analysis indicates that liquefaction is not a hazard for the site.

The following parameters are recommended for seismic evaluation and design based on the location of the site (latitude 35.70718°N, longitude 80.37447°W) and Site Class C.

Ss 13.0% g (0.2 sec. spectral response)

S1 5.3% g (1.0 sec. spectral response)

Fa 1.200

Fv 1.700

SDS 10.4% g (0.2 sec. design spectral response)

SD1 6.0% g (1.0 sec. design spectral response)

SHALLOW FOUNDATIONS

Based on the nature of the proposed project and the subsurface data obtained in the geotechnical investigations, it is our opinion that the use of a shallow foundation system to support the proposed cooling towers is appropriate. Footings should be designed for a net allowable bearing pressure of

3,000 psf. Minimum footing widths of 24 inches for column footings are recommended. A minimum of

2’-8” of embedment must be maintained for all spread footings for frost protection as specified in the plans provided with the project information. Interior footings may be embedded a nominal depth in areas

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3-2 that are not subject to frost heave. To minimize placement of backfill adjacent to the foundations, the footings should be excavated to neat lines with concrete cast directly against the cut faces.

Based on the known history of the site, historical investigations, and the presence of expanding pyrite in the underlying shale bedrock, a buffer zone minimum of 10 feet of overburden must be kept between the foundation level and top of highly weathered bedrock. It is recommended that the footings not be constructed below a minimum elevation of approximately 484 feet so that the overburden buffer noted above is maintained.

The site selected for the cooling towers is located on top a slope to the south of the existing structures.

In order to use spread footings, cut and fill is anticipated to achieve a final elevation. At the time of the report, the final elevation of the cooling tower foundations was not known. We recommend that the highly plastic clay found at elevation 485.5 feet in Boring B-4 be undercut and backfilled with suitable structural fill before placing fill to achieve finish elevation. Based on the need for the buffer zone and the current ground elevations, a minimum of 2 feet of fill is anticipated on the west side of the cooling tower footprint and 5 feet of fill is anticipated on the east side of the cooling tower footprint. These recommendations for anticipated fill assume bottom of footing elevation of 484 feet and finished grade of 486.6 feet.

We recommend that a geotechnical engineer or technician observe the footing excavations immediately prior to placing concrete. He should compare the soils exposed with those encountered in the soil test borings and see that the exposed soils are capable of supporting the design footing pressure. Any soft or loose soils should be undercut to suitable material and backfilled with approved soil fill materials, clean stone, or lean concrete. Soil backfill should be compacted as described above. Footing excavations bearing in properly compacted fill need to be checked and cleaned of any loose soil prior to concrete placement. All foundation bearing areas should be level or suitably benched and free of loose soil, ponded water and debris.

We anticipate that total and differential settlement for foundations designed as indicated above will be less than ¾ inch and ½ inch, respectively. Due to the granular nature of the materials on site and the anticipated structural fill, the majority of the settlement should occur rather quickly during the construction process.

DEEP FOUNDATIONS

An alternative to cut/fill and using spread footings would be to support the cooling towers on drilled shaft deep foundations. We recommend the drilled shafts bear on the continuous hard, slightly weathered to fresh shale encountered at approximate 453 to 462 feet. The recommended design net bearing pressure

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3-3 is 50 kips per square foot (ksf). An allowable skin friction value of 25 pounds per square foot (psf) may be used for drilled shafts socketed into the recommended bearing materials. Skin friction in the overlying soils should be neglected. If this option is used, it is recommended that in the areas where the overburden in the buffer zone is less than 10 feet, the slab be designed with extra reinforcing steel in the upper portion of the slab to resist the stresses generated by the potential swell that could take place with the oxidized pyrite or utilize a structural slab with void boxes.

A temporary protective steel casing should be installed in the drilled hole. This will prevent side wall collapse and prevent excessive soil and water intrusion. The steel casing will also allow workers to safely excavate, clean and inspect the drilled shaft. A minimum shaft diameter of 30 inches is recommended to provide reasonable entry space for cleaning, bottom preparation and inspection.

The protective steel casing may be extracted as the concrete is placed. However, the protective steel casing should not be moved until the concrete is above the groundwater level. A head of 5 feet of concrete should be maintained above the bottom of the casing during withdrawal and the contractor should prevent concrete from “hanging-up” inside the shell which can cause soil and water intrusion below the shell.

The proper performance of a drilled shaft foundation is highly dependent on achieving suitable bearing materials and using appropriate installation techniques. It is imperative that a qualified geotechnical engineer who is familiar with the project and subsurface conditions provide continual observation and inspection during construction to determine whine the proper bearing material has been reached and to check the bottoms for proper clearing and shaping. The drilled shaft contractor should have equipment on site for drilling two inch diameter test holes to a depth of at least twelve feet. At least two test holes should be drilled to a minimum depth of one shaft diameter, during installation of the first five drilled shafts. Additional test holes should be drilled at the discretion of the inspecting geotechnical engineer for proper evaluation of the bearing materials. A minimum of ten percent of the drilled shafts should be checked with test holes. The subsurface materials exposed by the two inch test holes may be evaluated by a geotechnical engineer with the assistance of a “feeler probe” which can be used to examine the sides of the test hole. The engineer should also record the elevations for the top and bottom of the shaft, shaft length, shaft diameter, volume of any rock removed, date poured and any special remarks regarding the shafts.

LATERAL EARTH PRESSURES

We recommend that all foundation walls or other non-yielding walls be designed to resist "at-rest" earth pressures. Walls which are not restrained and are allowed to deflect should be designed using "active" earth pressures.

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The on-site soils are not suitable for use as backfill. Imported sand or sand and gravel are suitable to be used for wall backfill Imported granular backfill should be a well-graded sand and/or sand and gravel containing less than 10 percent silt and clay fines.

Non-yielding walls should be designed using at-rest earth pressure, a triangular pressure distribution and an equivalent fluid weight of backfill of 60 pounds per cubic foot. Yielding walls should be designed using active earth pressure, a triangular pressure distribution and an equivalent fluid weight of backfill of 38 pounds per cubic foot.

Positive drainage of the backfill must be provided. We recommend that a 12-inch wide zone of clean crushed stone or washed sand, separated from the backfill by an approved filter fabric, or a geosynthetic drainage media be constructed adjacent to the back of the wall. This drainage zone should prevent the build-up of hydrostatic pressures and pressures from freezing moisture in the backfill. The vertical drain should be tied into a gravity drainage system installed at the base of the wall. Grade adjacent to the buildings should be sloped away from the building to minimize surface water from entering the wall backfill. Roof drains should be tied into the site drainage system or should discharge well away from the backfill areas.

Passive pressures can provide some resistance to lateral forces but large movements are necessary to develop the full passive resistance. The passive resistance against the wall footings should be computed using an equivalent fluid weight of 350 pounds per cubic foot. We recommend that a safety factor of at least 2 be applied to this value. Resistance to sliding should be computed using a coefficient of friction of 0.45 between the bottom of footing and the bearing material.

We recommend that any foundation/retaining wall backfill be compacted to 95 percent of standard

Proctor maximum dry density. Heavy compactors and grading equipment should not be allowed to operate within 10 feet of the walls to avoid developing excessive temporary or long-term compaction induced lateral earth pressures on the walls. We recommend that hand held or walk- behind compaction equipment be used to compact the backfill within 5 feet of the walls. Small riding compaction equipment can be used to compact the backfill in the zone of 5 to 10 feet from the walls.

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4.0 CONSTRUCTION RECOMMENDATIONS

SITE PREPARATION

Prior to the construction of foundations or the placement of fill in any structural areas, all topsoil and other organic materials, frozen, wet and other deleterious material should be removed. Following stripping or excavation to subgrade elevation, we recommend that the exposed subgrade building area be proofrolled to detect unsuitable soil conditions. Proofrolling should be done after a suitable period of dry weather to avoid degrading an otherwise acceptable subgrade. Proofrolling should be performed with a heavily loaded dump truck or with similar approved construction equipment. The proofrolling equipment should make at least four passes over each section, with the last two passes perpendicular to the first two.

We recommend that the proofrolling operations should be…