36C24519B0012-004.pdf

540-320

Construct a Parking Structure Volume 3 of 3 Supplemental Documents May 14, 2018

Department of Veterans Affairs Louis A. Johnson VA Medical Center Clarksburg, WV

Construction Documents 100%

Construct a Parking Structure VA #244-13-D-0211

Clarksburg, West Virginia HDG #16013

00 01 10-1

DEPARTMENT OF VETERANS AFFAIRS

VHA MASTER SPECIFICATIONS

TABLE OF CONTENTS

Section 00 01 10

DIVISION 00 - SPECIAL SECTIONS DATE

00 01 15 List of Drawing Sheets 07-15

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 General Requirements 11-15

01 32 16.15 Project Schedules (Small Projects – Design/Bid/Build 04-13

01 33 23 Shop Drawings, Product Data, and Samples 07-15

01 35 26 Safety Requirements 09-16

01 42 19 Reference Standards 05-16

01 45 29 Testing Laboratory Services 06-16

01 57 19 Temporary Environmental Controls 01-11

01 74 19 Construction Waste Management 09-13

01 81 13 Sustainable Construction Requirements 09-15

01 81 13.01 Sustainability Certification Requirements – LEED NC V3 09-15

01 91 00 General Commissioning Requirements 10-15

DIVISION 02 – EXISTING CONDITIONS

02 21 13 Site Surveys 08-16

02 41 00 Demolition 02-15

DIVISION 03 – CONCRETE

03 30 00 Cast-in-Place Concrete 12-15

03 41 33 Precast Structural Pretension Concrete 07-11

DIVISION 04 – MASONRY

04 05 13 Masonry Mortaring 02-16

04 05 16 Masonry Grouting 02-16

04 20 00 Unit Masonry 02-16

04 20 10 Brick Masonry Veneer

04 43 13.16 Adhered Stone Masonry Veneer N/A

04 72 00 Cast Stone Masonry

DIVISION 05 – METALS

05 40 00 Cold-Formed Metal Framing 05-16

05 50 00 Metal Fabrications 07-14

00 01 10-2

DIVISION 06 – WOOD,PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 10-15

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 11 13 Bituminous Dampproofing 02-16

07 56 00 Fluid-Applied Roofing 05-15

07 60 00 Flashing and Sheet Metal 07-14

07 84 00 Firestopping 02-16

07 92 00 Joint Sealants 10-15

DIVISION 08 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 08-16

08 17 10 Integrated Door Assemblies 02-16

08 41 13 Aluminum-Framed Entrances and Storefronts 08-16

08 71 00 Door Hardware 01-16

08 80 00 Glazing 10-15

08 90 00 Louvers and Vents 05-15

DIVISION 09 – FINISHES

09 06 00 Schedule for Finishes 04-15

09 91 00 Painting 01-16

DIVISION 10 – SPECIALTIES

10 14 00 Signage 10-15

10 44 13 Fire Extinguisher Cabinets 08-14

DIVISION 11 – EQUIPMENT

DIVISION 12 – FURNISHINGS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 23 Fabricated Structures – Covered Walkway System N/A

DIVISION 14– CONVEYING EQUIPEMENT

14 24 00 Electric Hydraulic Elevator 08-16

DIVISION 21- FIRE SUPPRESSION

21 08 00 Commissioning of Fire Suppression System 11-16

21 12 00 Manual Dry Standpipe Systems 06-15

DIVISION 22 – PLUMBING

22 05 23 General-Duty Valves for Plumbing Piping 09-15

00 01 10-3

22 05 33 Heat Tracing for Plumbing Piping 09-15

22 07 11 Plumbing Insulation 09-15

22 08 00 Commissioning of Plumbing Systems 11-16

22 11 00 Facility Water Distribution

22 14 00 Facility Storm Drainage 09-15

22 40 00 Plumbing Fixtures 09-15

DIVISION 23 – HEATING, VENTILATING, AND AIR

CONDITIONING (HVAC)

23 05 11 Common Work Results for HVAC 02-15

23 08 00 Commissioning of HVAC Systems 11-16

23 09 23 Direct-Digital Control System for HVAC 09-11

23 81 00 Decentralized Unitary HVAC Equipment 02-11

DIVISION 25 – INTEGRATED AUTOMATION

DIVISION 26 – ELECTRICAL

26 05 11 Requirements for Electrical Installations 01-16

26 05 19 Low-Voltage Electrical Power Conductors and Cables 07-13

26 05 26 Grounding and Bonding for Electrical Systems 12-12

26 05 33 Raceway and Boxes for Electrical Systems 05-14

26 05 41 Underground Electrical Construction 12-12

26 08 00 Commissioning of Electrical Systems 11-16

26 09 23 Lighting Controls 05-14

26 22 00 Low-Voltage Transformers 12-15

26 24 16 Panelboards 05-14

26 27 26 Wiring Devices 01-16

26 29 21 Enclosed Switches and Circuit Breakers 12-12

26 32 13 Engine Generators 07-15

26 36 23 Automatic Transfer Switches 12-12

26 43 13 Surge Protective Device 12-12

26 51 00 Interior Lighting 08-14

26 56 00 Exterior Lighting 05-14

DIVISION 27 – COMMUNICATIONS

27 05 11 Requirements for Communications Installations 06-15

27 05 26 Grounding and Bonding for Communications Systems 06-15

27 05 33 Raceways and Boxes for Communications Systems 06-15

27 08 00 Commissioning of Communications Systems 11-16

27 10 00 Control, Communication and Signal Wiring 06-15

27 11 00 Communications Equipment Room Fittings 06-15

27 15 00 Communications Structured Cabling 01-16

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 00 Common Work Results for Electronic Safety and Security 09-11

00 01 10-4

28 05 13 Conductors and Cables for Electronic Safety and

Security

09-11

28 05 26 Grounding and Bonding for Electronic Safety and

Security

09-11

28 05 28.33 Conduits and Backboxes for Electronic Safety and

Security

09-11

28 08 00 Commissioning of Electronic Safety and Security Systems 11-16

28 13 00 Physical Access Control System 10-11

28 23 00 Video Surveillance 09-11

28 31 00 Fire Detection and Alarm 10-11

28 52 31 Emergency Call System 06-15

DIVISION 31 – EARTHWORK

31 20 00 Earthwork 07-16

31 23 19 Dewatering 10-12

31 63 26 Drilled Caissons 10-12

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 23 Cement and Concrete for Exterior Improvements 08-16

32 12 16 Asphalt Paving 09-15

32 17 23 Pavement Markings 08-16

32 31 13 Chain Link Fences and Gates 08-16

32 84 00 Planting Irrigation 08-16

32 90 00 Planting 08-16

DIVISION 33 – UTILITIES

33 08 00 Commissioning of Site Utility Systems 11-16

33 10 00 Water Utilities 01-14

33 30 00 Sanitary Sewer Utilities 06-13

33 40 00 Storm Sewer Utilities 10-11

33 46 13 Foundation Drainage 10-11

DIVISION 34 – TRANSPORTATION

34 71 13 Vehicle Barriers 08-16

DIVISION 48 – Electrical Power Generation

VOLUME 3 – SUPPLEMENTAL DOCUMENTS

Geotechnical Report

Commissioning Plan

GEOTECHNICAL INVESTIGATION

PROPOSED VAMC PARKING STRUCTURE

CLARKSBURG, WEST VIRGINIA

NGE PROJECT No. W17032

SUBMITTED TO:

THRASHER

BRIDGEPORT, WEST VIRGINIA

SUBMITTED BY:

NGE, LLC

ST. ALBANS, WEST VIRGINIA

FEBRUARY 2017

650 MacCorkle Avenue West St. Albans, WV 25177

(304) 201-5180 tel • (304) 201-5182 fax • www.ngeconsulting.com

February 17, 2017

Mr. Michael Nestor, P.E.

Thrasher

600 White Oaks Boulevard

Bridgeport, West Virginia 26330

Subject: Geotechnical Investigation

Proposed VAMC Parking Structure

Clarksburg, West Virginia

NGE Project No. W17032

Dear Mr. Nestor:

In accordance with your request, we have performed a geotechnical investigation for the proposed parking structure at the VAMC in Clarksburg, West Virginia. Our services were performed in accordance with the scope of work outlined in our Proposal No. PW17517, dated January 31, 2017.

This report presents the results of the field investigation performed to evaluate subsurface conditions and provides our conclusions and recommendations pertaining to design and construction of the project earthwork and building foundations.

We appreciate the opportunity to assist you with this project. Please contact us if you have any questions concerning this report, or if we can provide any further assistance with this project.

Respectfully submitted, NGE, LLC

Noah Stevens, E.I.

Staff Engineer

John E. Nottingham, P.E.

Principal Engineer

1.0 SCOPE OF SERVICES

2.0 SITE & PROJECT DESCRIPTION

3.0 DRILLING & SAMPLING PROCEDURES

4.0 SUBSURFACE CONDITIONS

4.1 Soil Conditions

4.2 Results of Laboratory Testing

4.3 Bedrock Conditions

4.4 Groundwater

5.0 CONCLUSIONS AND RECOMMENDATIONS

5.1 Site Preparation

5.2 Excavation Considerations

5.3 Fill Material Placement & Compaction

5.4 Limited Space Backfilling

6.0 FOUNDATION RECOMMENDATIONS

6.1 Concrete Slabs-On-Grade

7.0 SUBGRADE WALL DESIGN RECOMMENDATIONS

8.0 CONSTRUCTION TESTING

9.0 REPORT LIMITATIONS

FIGURES

Figure 1 – Boring Location Plan Figures 2 to 9 – Test Boring Logs for B-5 through B-8, and B-12 through B-14

APPENDICES

APPENDIX A - Results of Laboratory Testing

Report of Geotechnical Investigation VAMC Parking Structure – Clarksburg, WV

1.0 SCOPE OF SERVICES

The purpose of our investigation was to evaluate subsurface conditions and develop recommendations for the site earthwork and building foundations. The results of our field exploration and geotechnical engineering evaluation are presented in the following report. Our actual scope of services consisted of the following items:

• Field coordination including site reconnaissance, drilling supervision and sample logging.

• Drilling of seven test borings in the general vicinity of the proposed building structure (Borings B-5 through B-8 and B-12 through B-14).

• Laboratory testing of selected soil samples.

• Preparation of a geotechnical engineering report to address the following items:

o A description of the subsurface conditions encountered at the test boring locations;

o Results of our laboratory testing;

o Recommendations for site preparation;

o Fill placement and compaction recommendations;

o Recommendations for building foundation design and construction;

o Concrete slab-on-grade recommendations;

o Recommendations for below grade wall design.

2.0 SITE & PROJECT DESCRIPTION

The existing VAMC is located east of WV-98 in Clarksburg, West Virginia. The proposed parking structure is to be situated across the existing main entrance to the VAMC.

The footprint of the structure will also be situated on existing parking areas. The West Fork River is to the west of the site.

We understand the parking structure will be multiple stories. Figure No. 1 shows the proposed layout of the new building on the site. The building will have overall dimensions of about 125 x 250 feet. We anticipate that below grade walls may be required for the parking structure. We were not provided with proposed grading during the preparation of this report.

3.0 DRILLING & SAMPLING PROCEDURES

A total of seven test borings were drilled in the general vicinity of the planned parking structure to evaluate subsurface conditions. The boring locations were chosen and staked in the field by Thrasher personnel before a building location had been finalized. The approximate boring locations are shown on Figure No. 1 in the back of this report.

The test borings were drilled to depths ranging from 20.4 to 40.4 feet using a track-mounted rotary drilling rig equipped with 3-1/4 inch I.D. hollow stem augers. Standard penetration testing and sampling was performed at 2.5 ft. intervals from the ground surface to a depth of 15 feet and 5.0 ft. intervals thereafter. The standard penetration testing and sampling was performed in accordance with ASTM D-1586 procedures.

Standard penetration testing is performed by driving a 2.0 inch O.D. split-barrel sampler into the soil with a 140-lb. hammer dropping a distance of 30 inches. The drill used for this project was equipped with a hydraulic powered auto-hammer. The sampler is driven a distance of 18 inches in three 6-inch increments, and the number of hammer blows required to produce the last two 6-inch increments of penetration is termed the Standard Penetration Number or “N” value. These values provide an indication of the consistency or relative density of the soil. A 1- 3/8 inch diameter soil/rock sample was retrieved from the split-barrel sampler in conjunction with each penetration test. A representative portion of each split-barrel sample was placed in an air-tight glass jar.

Upon completion of drilling, all soil and rock samples were delivered to our laboratory where they were examined by a geologist and geotechnical engineer. Soil and rock descriptions, standard penetration numbers, and other pertinent subsurface information are provided on the boring logs included in the back of this report.

4.0 SUBSURFACE CONDITIONS

Details of the subsurface conditions encountered by the soil test borings are shown on the boring logs. The boring logs represent our interpretation of the subsurface conditions based on examination of the split-spoon samples. The stratification lines indicated on the boring logs represent approximate boundaries between soil and rock types; however, the actual transition may be gradual.

Conditions represented by the test borings should be considered applicable only at the boring locations. It should be assumed that the reported conditions might be different at other locations. The general subsurface conditions encountered and their pertinent characteristics are described in the following paragraphs.

4.1 Soil Conditions

We encountered asphalt pavement at the ground surface in Boring B-13 and gravel at the ground surface in Boring B-6. Topsoil less than six inches thick was encountered in the other borings.

We encountered natural silty to sandy clay as the upper soil layer in all of the test borings except Boring B-6. Clayey sand was encountered as the upper soil layer in Boring B-6 which extended to a depth of 12.5 feet below the ground surface. The sand was underlain by silty clay in this boring which extended to the top of the bedrock surface. Natural clayey sand was also encountered beneath the clay in Borings B-5 and B-12 and interbedded within the clay in Borings B-13 and B-14. N-values obtained from the standard penetration testing within the clay varied from 4 to 44 blows per foot (bpf), indicating a soft to hard cohesive soil consistency.

N-values within the sand ranged from 6 to 16, indicative of a loose to medium dense relative soil density. The clayey soils encountered at the site were moderately plastic.

4.2 Results of Laboratory Testing

Laboratory testing of recovered soil specimens included natural moisture content, particle size distribution testing, and Atterberg liquid and plastic limits. The results of the Atterberg limit testing and particle size distribution testing are shown on the boring logs and summarized in Table 4.1 below. The results of all the individual laboratory tests are provided in Appendix A.

Table 4.1– Summary of Laboratory Classification Testing

Boring & Depth

Atterberg Limits

Particle Size Distribution Soil Description

LL PI % Gravel % Sand % Fines

B-5 / S-1 0 – 1.5 ft.

32 12 - - - Brown SILTY TO SANDY

CLAY (CL)

B-5 / S-6

12.5 – 14 ft.

- - 0 60.1 39.9 Brown CLAYEY SAND (SC)

B-6 / S-4

7.5 – 9 ft.

- - 0 64.4 35.6 Brown CLAYEY SAND (SC)

B-12 / S-2

2.5 – 4 ft.

38 16 - - - Brown SILTY CLAY (CL)

4.3 Bedrock Conditions

All of the borings were terminated within bedrock. The depth to bedrock varied between

8.0 and 25.0 feet at the boring locations. Bedrock encountered in the test borings consisted primarily of extremely soft to soft claystone and shale. In addition, medium hard limestone was encountered within Boring B-14.

4.4 Groundwater

Groundwater was encountered during soil drilling and sampling in Borings B-5, B-6, B-

13, and B-14 at depths of 10 ft., 2.5 ft., 20 ft., and 20 ft., respectively. Groundwater was noted upon completion in Borings B-6, B-13, and B-14 at depths of 10 ft., 20 ft., and 19 ft., respectively. The presence or absence of groundwater in the boreholes at the time of drilling does not necessarily mean that groundwater will not be present at other times or locations.

Seasonal variations in rainfall will cause fluctuations in groundwater levels and influence the presence of water in upper soils.

5.0 CONCLUSIONS AND RECOMMENDATIONS

5.1 Site Preparation

All existing vegetation, trees, tree stumps, concrete, asphalt, and topsoil located within the development area should be removed prior to beginning site grading and/or other construction activities. Any underground utility lines located in the developed area should be removed and/or relocated. All voids created by removal of underground items should be properly backfilled in accordance with Section 5.3 of this report.

The development of the site should address surface drainage. Appropriate drainage should be provided both during and after site grading is complete such that surface water does not become ponded or entrapped around structures. Any seeps encountered during site development should be reported to NGE immediately.

Proof-rolling of soil subgrades using suitable construction equipment should be performed prior to placing fill. The proof-rolling will cause rutting and deformations of softer soils, and densify firmer soils. It is noted that the upper 12 inches of soil was relatively soft at some of the test boring locations. Undercutting and replacement of soft and/or wet soils should be performed. The proof-rolling operations should be inspected and documented by a qualified soils technician or engineer.

5.2 Excavation Considerations

Cuts for the project within the soils penetrated by our borings can likely be made by conventional excavators. All excavations should be sloped, shored or braced in accordance with all applicable local, state, and federal requirements, including current OSHA guidelines.

We recommend permanent cut slopes at the site be inclined no steeper than a 2H:1V slope ratio.

5.3 Fill Material Placement & Compaction

Fill material placed for the project can consist of onsite non-organic soil and broken rock material with a maximum particle size of 4 inches. Soil fill should be placed in maximum 9-inch thick loose lifts. Each lift of fill should be compacted to at least 98 percent of the maximum dry density as determined by the standard Proctor laboratory test (ASTM D698). All fill should be moisture conditioned to within three percentage points of the material’s optimum moisture content as determined by the standard Proctor test. A sufficient number of field moisture/density tests should be performed on each lift of soil fill to verify and document that the required fill density is achieved. We recommend clay soils used as structural fill be limited to material with a plasticity index of less than 17. We recommend permanent fill slopes for the project be inclined no steeper than a 2H:1V ratio.

Due to the moderately plastic nature of the clayey soils present at this site, pumping conditions could develop during construction if the soil is subjected to excessive construction traffic and/or if the soil is excessively moist. If pumping conditions should develop, measures such as over-excavation and placement of stabilization fabric and/or a thick layer of rock fill may be necessary to facilitate proper fill compaction and/or slab on grade subgrade preparation.

5.4 Limited Space Backfilling

Limited spaces are defined as areas where backfill operations are restricted to the use of small mechanical compaction equipment. Most deficiencies in compacted backfill around subsurface structures have occurred in limited spaces where required densities are difficult to achieve because of restricted working room and relatively low compaction effort or use of equipment that is too lightweight. All structural backfill, including that placed in limited spaces must be systematically compacted to the project requirements, even if crushed aggregate is placed. Fill placement in limited access areas should have a loose lift thickness limited to 4 to 6 inches. In extremely tight spaces, use of alternate backfill materials such as flowable fill should be considered.

6.0 FOUNDATION RECOMMENDATIONS

We recommend the building be supported on drilled concrete caissons socketed into bedrock to provide adequate resistance to compressive, uplift, and lateral loads. We recommend the caissons be socketed a minimum of 10.0 feet into the claystone and/or shale bedrock. Based on the results of the test borings drilled within or near the footprint of the planned structure, we estimate the top of soft/weathered bedrock will be encountered at an approximate elevation of 978 feet. The minimum caisson tip elevation should therefore be specified as 968 feet. Some caissons may need to be extended deeper if the top of weathered bedrock is deeper than 978 feet.

We recommend the caissons be sized using an allowable end bearing pressure of 15 ksf. An allowable rock socket side shear value of 1.2 ksf can also be used in addition to the end bearing resistance.

The minimum rock socket diameter of 30 inches is recommended so that adequate cleaning and inspection can be accomplished. We recommend the drilled shafts should be constructed with flat bottoms in accordance with Section 625 of the WVDOH-DOT Standard Specifications for Roads and Bridges, recent edition. Each drilled shaft bottom should be thoroughly cleaned and inspected by qualified personnel prior to placement of the reinforcement cage and concrete. The project specifications should require the Contractor to use steel casing seated on bedrock to prevent the soil overburden from caving into the shaft prior to concrete placement. The casing should be extracted as concrete is placed; however, a minimum 5 ft.

head of concrete should be maintained above the bottom of the casing to prevent collapse of soil into the shaft during concrete placement. Concrete with a slump of 6 to 8 inches is recommended for use in drilled shaft construction. We recommend the use of Class DC concrete be used in accordance with WVDOH specifications. No concrete should be placed in standing water greater than two inches in depth. Concrete may be placed by the “free-fall” method provided that the contractor does not allow the concrete to hit the sides of the excavation or the reinforcing cage. The use of a hopper or other suitable device is recommended to control concrete placement.

Caisson Lateral Load Analysis Recommendations:

The lateral load resistance of the drilled caissons will depend on the stiffness of the foundation element and the lateral resistance of the soil/rock materials in which the foundation element is embedded. Tables 6.1 & 6.2 provides our recommended soil and rock parameters for use in an LPILE analysis in determining deep foundation lateral deflections and maximum moments:

Table 6.1 - Soil from ground surface to top of bedrock - Model as Loose Sand

Soil Parameter Design Value

Effective Unit Weight 0.067 lbs./in3

Angle of Internal Friction 30.0 degrees p-y Modulus, K 30 lb./in3

Table 6.2 - Bedrock - Model as Weak Rock:

Rock Parameter Design Value

Effective Unit Weight 0.081 lbs./in3

Elastic Modulus 25,000 psi

Uniaxial Compressive Strength 500 psi

RQD 50%

Krm 0.0005

6.1 Concrete Slabs-On-Grade

We anticipate the floor slab will bear on the existing soil and possibly some new fill. We recommend the floor slab subgrade be proof-rolled and compacted with a minimum 10 ton steel drum roller prior to placing base stone. Any soft areas detected during the proof-rolling operation should be undercut and backfilled as directed by a qualified soils technician. The slab subgrade should be underlain by a minimum of six inches of free draining crushed stone, such as No. 57 stone to serve as a capillary water barrier and a leveling surface.

The use of a vapor barrier between the gravel layer and bottom of the floor slab should be at the discretion of the architect who can evaluate the potential impact of water vapor transmission on floor coverings. In order to control slab cracking, floor slabs should be jointed as per ACI guidelines and any crack control inclusion such as wire mesh should be permanently supported in its proper position and not pulled up with hook bars during concrete placement.

Usually there is some delay between initial grading and the time when the contractor is ready to construct the slab-on-grade. Although the near surface soils may have been thoroughly compacted and passed initial proof-roll testing, exposure to weather, excess moisture and/or construction traffic can destroy the integrity of the subgrade soils. We recommend that the construction specifications include provisions for the restoration of the subgrade soils to an acceptable condition prior to construction of floor slabs.

7.0 SUBGRADE WALL DESIGN RECOMMENDATIONS

When subgrade walls are restrained from horizontal movements, then the walls should be designed for an “at rest” earth pressure. If the wall is free to move/rotate, then it may be designed using an “active” earth pressure. Recommended subgrade wall design parameters are provided below. Our below-grade wall/retaining wall design parameters are assuming free draining gravel will be used as backfill. The granular backfill should extend behind below grade walls for a minimum distance equal to one-half of the retained height (e.g., a 12 ft. high wall should have free-draining granular backfill within the zone extending 6 ft. behind the wall). Our recommended design parameters provided in Table 7.1 are based on a level back-slope on the retained side. These parameters are ultimate values without factors of safety.

Table 7.1 – Below-Grade Wall Design Parameters

PARAMETER RECOMMENDED VALUE

Active Earth Pressure Coefficient 0.33

At-Rest Earth Pressure Coefficient 0.50

Passive Earth Pressure Coefficient 2.5

Crushed Stone Unit Weight 120 pcf

Base Sliding Coefficient 0.30

Retaining walls designed for “Active Pressure” conditions are anticipated to move after backfill is placed. In order to achieve the active state in granular soils (i.e., sand and gravels), the top-of-wall displacement must be about 1-inch horizontally for every 20 feet of wall height.

Should clayey soils be used as wall backfill, below-grade walls can experience much greater movement, on the order of 2 inches (or more) per 20 feet of wall height. Also, the lateral earth pressure exerted by clayey soils will be substantially greater than granular soil. Accordingly, we strongly recommend the use of free-draining, granular soils for wall backfill. In the event cantilever type walls that are free to deflect are planned for the project that may connect into a rigid structure, special provisions should be made at the juncture between the wall and the building structure.

Any wall design should incorporate drainage measures to prevent the buildup of water in the retained soil behind the retaining wall. Water building up behind a retaining or basement wall can more than double the forces acting on the wall and can cause failure of the wall.

8.0 CONSTRUCTION TESTING

We recommend that a qualified geotechnical firm be retained by the owner to provide a comprehensive construction-testing program to assist the owner in determining that certain aspects of construction are being carried out in conformance with the applicable plans and specifications. This construction testing primarily includes foundation preparation for fill areas, testing of fill materials during placement, inspection of drilled concrete caissons, and testing of construction materials as required by the project’s specifications.

9.0 REPORT LIMITATIONS

• This report has been prepared for the exclusive use of Thrasher. All recommendations contained in this report have been made in accordance with generally accepted soil and foundation engineering practices in the area and at the time where the services were performed. No other warranties are implied or expressed.

• The scope of this investigation did not include an investigation or study to assess the potential for damage due to possible mine subsidence. The scope of services represented by this report does not include an environmental assessment, or exploration for the presence or absence of wetlands, hazardous, or toxic material at the site.

• The analyses and recommendations submitted in this report are based, in part, upon the data obtained from a limited number of soil test borings. The nature and extent of variations in soil conditions between the borings may not become evident until construction. If variations then appear evident, it may be necessary to re-evaluate the recommendations of this report and provide additional recommendations.

• It is emphasized that the data and recommendations contained in this report are for design information purposes only and may not be sufficient to prepare accurate bids.

Any conclusions drawn by contractors regarding subsurface conditions, quantities of unsuitable soils, presence and condition of rock, groundwater or methods and means of construction are at their sole risk.

• It is important that the geotechnical engineer be provided the opportunity to review the final construction plans and specifications to verify that the recommendations in this report are properly interpreted and incorporated in the design.

Figures

B-7

B-8

B-5

B-6

B-12

B-13

B-14

Scale:

CAD File #

Project No.

Date:

Approved:

Checked:

Drawn:

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LEGEND

APPROXIMATE LOCATION OF BORING

NOTES

1. BORING LOCATION PLAN IS FOR ILLUSTRATIVE PURPOSES ONLY; BORING LOCATIONS ARE APPROXIMATE.

2. SITE PLAN IS BASED ON DRAWING PROVIDED BY THRASHER.

0 25 50 100

W17032

NGE

NGE

NGE

1" = 50'

2-10-17

NA

FIGURE No. 1

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AutoCAD SHX Text D

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STMH RIM=992.29 8" STEEL IN=988.19 8" STEEL OUT=988.09

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STMH RIM=992.32 OUT=988.75

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AutoCAD SHX Text STMH RIM=991.48 4" PVC IN=987.48 12" STEEL IN=984.83 15" RCP IN=984.88 15" RCP OUT=984.78

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MAIN ENTRANCE VA HOSPITAL FFE=1002.02

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CONC MARKER

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CONC MARKER

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ELEC SERVICE PANEL

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STMH RIM=998.93 15" RCP OUT=994.70

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GRAVEL

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GRAVEL

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HMA

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HMA

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HMA

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HMA

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HMA

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HMA

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(304) 201-5180

AutoCAD SHX Text Saint Albans, West Virginia 25177

AutoCAD SHX Text 650 MacCorkle Avenue West

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FAX 201-5182

AutoCAD SHX Text Geotechnical & Environmental Engineering Services

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REVISION

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NO.

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AutoCAD SHX Text www.ngeconsulting.com

0.3

7.5

20.0

25.0

30.3

2-2-2

4-3-2

3-3-4

3-3-5

5-4-4

3-3-3

3-3-4

22-37-50/3"

50/4"

50/4"

TOPSOIL

Brown SILTY to SANDY CLAY, moist, soft to medium stiff

Brown CLAYEY SAND, damp, loose

- wet (10.0 - 11.5 ft.)

Red and gray SHALEY CLAYSTONE, very soft and weathered

Red, brown and gray CLAYEY SHALE, soft, weathered

Bottom of Test Boring @ 30.3 ft.

32 12

BORING NO.

E le va tio n

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

30.3 ft.

12/5/16 12/5/16

CEM

NGE

R ec ov er y

R Q

D

Location: See Figure 1

Surface El.: 999.1 ft.

Offset:

Split Spoon

Rock CoreD ep th , f ee t

P en et ra tio n

B lo w s

/ 6 in ch es

Li qu id L im it

S ym bo l /

U S

C S

Project Name: Clarksburg VAMC Parking Structure Harrison County, West Virginia

Remarks: Water was noted at a depth of 10.0 ft. during drilling operations. Boring was noted to be dry at completion.

Figure 2

B- 5

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st ur e

H C

S I

S ilt a nd

C la y

Project Number: W17032

S a n d

P la st ic ity In de x

W V

D O

T L

O G

W

LO

G R

E P

O R

T S

.G P

J N

G E

LO

G

.G D

T

2/

/1

0.5

12.5

15.0

20.4

9-5-6

5-6-7

3-3-4

2-3-4

7-8-8

7-11-21

50/6"

50/5"

GRAVEL

Brown CLAYEY SAND, damp, loose to medium dense

- wet (2.5 - 4.0 ft.)

Reddish brown SILTY CLAY, moist, hard

Red CLAYSTONE, soft, weathered

Bottom of Test Boring @ 20.4 ft.

BORING NO.

E le va tio n

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

20.4 ft.

12/6/16 12/6/16

CEM

NGE

R ec ov er y

R Q

D

Location: See Figure 1

Surface El.: 993.2 ft.

Offset:

Split Spoon

Rock CoreD ep th , f ee t

P en et ra tio n

B lo w s

/ 6 in ch es

Li qu id L im it

S ym bo l /

U S

C S

Project Name: Clarksburg VAMC Parking Structure Harrison County, West Virginia

Remarks: Water was noted at a depth of 2.5 ft. during driling operations and 10.0 ft. at boring completion.

Figure 3

B- 6

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st ur e

H C

S I

S ilt a nd

C la y

Project Number: W17032

S a n d

P la st ic ity In de x

W V

D O

T L

LO

G R

E P

O R

T S

.G P

J N

G E

LO

G

.G

0.1

12.5

15.0

20.5

2-3-4

12-16-15

16-18-22

14-13-11

10-20-14

50/5"

50/6"

50/6"'

TOPSOIL

Brown and red SILTY CLAY with few rock fragments, moist, medium stiff to hard

- gray from 11.0 ft.

Red and brown CLAYSTONE, soft, weathered

Gray SILTY SHALE, soft, weathered

Bottom of Test Boring @ 20.5 ft.

Note: Boring was offset 15 ft. toward B-8

BORING NO.

E le va tio n

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

20.5 ft.

12/6/16 12/6/16

CEM

NGE

R ec ov er y

R Q

D

Location: See Figure 1

Surface El.: 982.7 ft.

Offset:

Split Spoon

Rock CoreD ep th , f ee t

P en et ra tio n

B lo w s

/ 6 in ch es

Li qu id L im it

S ym bo l /

U S

C S

Project Name: Clarksburg VAMC Parking Structure Harrison County, West Virginia

Remarks: Boring was noted to be dry during drilling operations and at boring completion.

Figure 4

B- 7

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st ur e

H C

S I

S ilt a nd

C la y

Project Number: W17032

S a n d

P la st ic ity In de x

W V

D O

T L

LO

G R

E P

O R

T S

.G P

J N

G E

LO

G

.G

0.2

8.0

10.0

15.0

20.4

2-5-6

13-17-17

12-19-25

12-22-50/5"

40-33-46

26-50/6"

50/6"

50/5"

TOPSOIL

Brown SILTY CLAY, moist, stiff to hard

- brown and gray from 5.0 ft., w/residual shale

Brown SHALE, extremely soft, highly weathered

Brown and red CLAYSTONE, extremely soft to very soft, highy weathered

Gray SHALE, soft, weathered

Bottom of Test Boring @ 20.4 ft.

BORING NO.

E le va tio n

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

20.4 ft.

12/5/16 12/5/16

CEM

NGE

R ec ov er y

R Q

D

Location: See Figure 1

Surface El.: 982.9 ft.

Offset:

Split Spoon

Rock CoreD ep th , f ee t

P en et ra tio n

B lo w s

/ 6 in ch es

Li qu id L im it

S ym bo l /

U S

C S

Project Name: Clarksburg VAMC Parking Structure Harrison County, West Virginia

Remarks: Boring was noted to be dry during drilling operations and at boring completion.

Figure 5

B- 8

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st ur e

H C

S I

S ilt a nd

C la y

Project Number: W17032

S a n d

P la st ic ity In de x

W V

D O

T L

LO

G R

E P

O R

T S

.G P

J N

G E

LO

G

.G

0.2

5.0

20.0

30.4

2-2-2

3-5-7

3-5-5

3-5-5

3-4-4

3-3-3

3-4-3

18-35-50/5"

50/4"

50/5"

TOPSOIL

Brown SILTY CLAY, very moist, soft to stiff

Brown CLAYEY SAND, damp, medium stiff to stiff

Red CLAYSTONE, very soft to soft, highly weathered

Bottom of Test Boring @ 30.4 ft.

38 16

BORING NO.

E le va tio n

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

30.4 ft.

12/5/16 12/5/16

CEM

NGE

R ec ov er y

R Q

D

Location: See Figure 1

Surface El.: 999.4 ft.

Offset:

Split Spoon

Rock CoreD ep th , f ee t

P en et ra tio n

B lo w s

/ 6 in ch es

Li qu id L im it

S ym bo l /

U S

C S

Project Name: Clarksburg VAMC Parking Structure Harrison County, West Virginia

Remarks: Boring was noted to be dry during drilling operations and at boring completion.

Figure 6

B-12

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st ur e

H C

S I

S ilt a nd

C la y

Project Number: W17032

S a n d

P la st ic ity In de x

W V

D O

T L

LO

G R

E P

O R

T S

.G P

J N

G E

LO

G

.G

0.8 1.1

10.0

20.0

25.0

30.5

7-9-7

5-5-7

4-7-8

5-6-5

3-4-4

4-4-4

3-3-4

6-9-9

50/6"

50/6"

ASPHALT PAVMENT

GRAVEL BASE

Brown SILTY to SANDY CLAY, moist, stiff to very stiff

- very sandy from 7.5 ft.

Brown CLAYEY SAND, damp, loose

Red and brown SILTY CLAY, wet, very stiff

Brown, red and gray CLAYEY SHALE, soft, weathered

Bottom of Test Boring @ 30.5 ft.

BORING NO.

E le va tio n

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

30.5 ft.

12/6/16 12/6/16

CEM

NGE

R ec ov er y

R Q

D

Location: See Figure 1

Surface El.: 1001.1 ft.

Offset:

Split Spoon

Rock CoreD ep th , f ee t

P en et ra tio n

B lo w s

/ 6 in ch es

Li qu id L im it

S ym bo l /

U S

C S

Project Name: Clarksburg VAMC Parking Structure Harrison County, West Virginia

Remarks: Water was noted at a depth of 20.0 ft. during drilling operations and at completion.

Figure 7

B-13

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st ur e

H C

S I

S ilt a nd

C la y

Project Number: W17032

S a n d

P la st ic ity In de x

W V

D O

T L

LO

G R

E P

O R

T S

.G P

J N

G E

LO

G

.G

0.5

7.5

20.0

25.0

7-12-14

10-10-13

4-8-10

5-6-7

4-5-6

4-4-5

3-3-4

3-5-5

28-38-43

TOPSOIL

Brown SILTY CLAY, moist, very stiff

- sandy from 5.0 ft.

Brown CLAYEY SAND, damp, medium stiff to stiff

Red and brown SANDY CLAY, wet, stiff

Gray SHALE, extremely soft to very soft, highly weathered

BORING NO.

E le va tio n

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

40.4 ft.

12/6/16 12/6/16

CEM

NGE

R ec ov er y

R Q

D

Location: See Figure 1

Surface El.: 1001.3 ft.

Offset:

Split Spoon

Rock CoreD ep th , f ee t

P en et ra tio n

B lo w s

/ 6 in ch es

Li qu id L im it

S ym bo l /

U S

C S

Project Name: Clarksburg VAMC Parking Structure Harrison County, West Virginia

Remarks: Water was noted at a depth of 20.0 ft. during drilling operations and 19.0 ft. at boring completion

Figure 8

B-14

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st ur e

H C

S I

S ilt a nd

C la y

Project Number: W17032

S a n d

P la st ic ity In de x

W V

D O

T L

LO

G R

E P

O R

T S

.G P

J N

G E

LO

G

.G

35.0

40.4

30-50/5"

50/4"

50/5"

Gray SHALE, extremely soft to very soft, highly weathered

Gray LIMESTONE, medium hard

Bottom of Test Boring @ 40.4 ft.

BORING NO.

E le va tio n

Novel Geo-Environmental

Completion Depth:

Date Boring Started:

Date Boring Completed:

Engineer/Geologist:

Driller:

40.4 ft.

12/6/16 12/6/16

CEM

NGE

R ec ov er y

R Q

D

Location: See Figure 1

Surface El.: 1001.3 ft.

Offset:

Split Spoon

Rock CoreD ep th , f ee t

P en et ra tio n

B lo w s

/ 6 in ch es

Li qu id L im it

S ym bo l /

U S

C S

Project Name: Clarksburg VAMC Parking Structure Harrison County, West Virginia

Remarks: Water was noted at a depth of 20.0 ft. during drilling operations and 19.0 ft. at boring completion

Figure 9

B-14

The stratification lines represent approximate strata boundaries.

In situations, the transition may be gradual.

Depth to Water @ 24 hrs.: ---

Shelby Tube

Bag Sample

MATERIAL DESCRIPTION

S am pl e

T yp e

M oi st ur e

H C

S I

S ilt a nd

C la y

Project Number: W17032

S a n d

P la st ic ity In de x

W V

D O

T L

LO

G R

E P

O R

T S

.G P

J N

G E

LO

G

.G

Appendix A

Tested By: CTD Checked By: CEM

Brown SILTY to SANDY CLAY 32 20 12

W17032 Thrasher

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NGE, LLC

St. Albans, West Virginia Figure

Source of Sample: B-5 Depth: 0.0 - 1.5 ft. Sample Number: 1

P L

A S

T

IC

IT

Y

I N

D E

X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

LIQUID AND PLASTIC LIMITS TEST REPORT

VAMC Parking Structure

Tested By: CEM

Colloids LL PL D85 D60 D50 D30 D15 D10 Cc Cu

Material Description USCS AASHTO

Project No. Client: Remarks:

Project:

Source of Sample: B-5 Depth: 12.5 - 14.0 ft. Sample Number: 6

Date:

NGE, LLC

St. Albans, West Virginia Figure

0.2138 0.1100 0.0906

Brown CLAYEY SAND

W17032 Thrasher

VAMC Parking Structure

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 4.3 55.8 39.9 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

Tested By: CEM

Colloids LL PL D85 D60 D50 D30 D15 D10 Cc Cu

Material Description USCS AASHTO

Project No. Client: Remarks:

Project:

Source of Sample: B-6 Depth: 7.5 - 9.0 ft. Sample Number: 4

Date:

NGE, LLC

St. Albans, West Virginia Figure

0.2573 0.1439 0.1116

Brown CLAYEY SAND

W17032 Thrasher

VAMC Parking Structure

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.3 64.1 35.6 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

Tested By: CTD Checked By: CEM

Brown SILTY CLAY 38 22 16

W17032 Thrasher

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NGE, LLC

St. Albans, West Virginia Figure

Source of Sample: B-12 Depth: 2.5 - 4.0 ft. Sample Number: 2

P L

A S

T

IC

IT

Y

I N

D E

X

LIQUID LIMIT

0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

LIQUID AND PLASTIC LIMITS TEST REPORT

VAMC Parking Structure

04 April 2018 Commissioning Plan

CONSTRUCT A PARKING STRUCTURE

LOUIS A. JOHNSON VA MEDICAL CENTER

VA CONTRACT # VA244-13-D-0211

VA PROJECT NO. 540-320

HDG #16013

04 April, 2018

Construct A Parking Structure

Louis A. Johnson VAMC

VA247-13-D-0211 HDG #16013

04 April 2018 Page 1 Commissioning Plan

Table of Contents Commissioning Plan I. Introduction II. Commissioning Goals III. Project Description IV. Commissioning Scope V. Systems to Be Commissioned VI. Commissioning Team VII. Commissioning Communications and Document Distribution VIII. Construction and Acceptance Phase Commissioning XI. Warranty Phase Commissioning X. Team Member Roles and Responsibilities XI. Commissioning Schedule XII. Appendix A – Preliminary Log of Required Documentation

XIII Appendix B- Sample Commissioning Process Manual………………………………………………….

04 April 2018 Page 2 Commissioning Plan

COMMISSIONING PLAN

I. Introduction

A. The Department of Veterans Affairs (VA) is committed to commissioning new facilities and systems required for the reliable, safe, and secure operation of the [project name] in [project location]. This process will verify that systems are complete and functioning properly upon project completion and that the facilities maintenance staff has appropriate system documentation and training.

B. Commissioning consists of systematically documenting that specified components and systems have been installed and started up properly and then functionally tested to verify that systems are complete and functioning properly upon project completion and that the VAMC Facilities

Management (FMD) staff has the appropriate system documentation and training. In addition, owner-personnel training will be verified and final project Operation & Maintenance (O&M) documents will be reviewed for completeness.

C. This document is intended to be a roadmap for the parties involved in the Commissioning process. The document will explain the systems to be commissioned, the process activities, the procedures to follow throughout the commissioning process, and the roles and responsibilities for each party involved. The commissioning activities will begin during the design phase of the project and proceed through the warranty period.

D. The team members for this project are committed to commissioning this facility and systems required for the reliable, safe, and secure operation of the Facility. This process is intended to verify that systems are properly installed, configured and operating in accordance with the requirements of the project and that operating personnel are adequately prepared to successfully operate the facility at project turnover.

04 April 2018 Page 3 Commissioning Plan

E. For this project, the Department of Veterans Affairs establishes AE Design contracts for Design

Phase and Construction Period Services. The Department also establishes a construction contract with a Prime Contractor to provide construction services. Both contracts are administered by a VA Contracting Officer and his/her designated representative. This representative is the Contracting Officer’s Representative. On every project, the authority to modify any contract is strictly limited to the Contracting Officer.

F. In this structure, all communications on contractual issues are strictly limited to communications between the VA and these two prime contractors (AE Team and Prime Contractor). It is the practice of the VA to require that communication between other parties to the contracts (AE

Sub-consultants, Subcontractors and Vendors) be routed through these two prime contractors and the VA.

G. Whole Building Commissioning is a process that relies upon high levels of communications and collaboration between all parties to the construction process. By its nature, the levels of communication and cooperation between the Commissioning Authority and all other parties to the construction process (Architects, Engineers, Subcontractors, Vendors, third party testing agencies, etc) is essential to the success of the Commissioning effort. In the absence of the relationships, cooperation and support created by this communication, the Commissioning

Process will likely fail to achieve its ends.

H. With this fundamental conflict in mind, this Commissioning Plan has been developed to recognize that, in the execution of the Commissioning Process, the Commissioning Agent must develop effective methods to communicate with every member of the construction team involved in delivering commissioned systems while simultaneously respecting the exclusive contract authority of the Contracting Officer and his/her Designated Representative. Thus, all procedures outlined in this manual must be executed within the following limitations:

1. The Commissioning Agent may maintain a continuous open communication with the AE team, including sub-consultants, the Contractor and subcontractors and the Owner’s team to facilitate a collaborative commissioning process subject to the specific limitations outlined below.

2. All communications shall be copied to the VA Contracting Officer and Contracting

Officer’s Representative.

04 April 2018 Page 4 Commissioning Plan

3. All Communications shall include specific reference to these contract limitations (e.g., “All issues identified in this Commissioning Issues Log are subject to Paragraph 2.5:

Contractual Relationships in the VA Commissioning Process Manual.”

4. All information from the Commissioning Agent to any party to the project must be transmitted with the following clear limitations:

a. No communications (verbal or written) will be deemed to constitute direction that modifies the terms of any contract between the Department of Veterans Affairs and any party to the construction project.

b. Commissioning Issues communicated in writing to the Contractor or AE Team and copied to the COR are provided to all parties to the contract to expedite communication. All issues must be understood as the professional opinion of the Commissioning Agent and suggestions for issue resolution only until expressly approved as direction by the Project Manager or Contracting Officer’s Representative.

c. In the event that any Commissioning Issues and suggested resolutions are deemed to require either an official interpretation of the construction documents or are determined to require a modification of the contract documents, Contracting Officer or designated COR will issue an official directive to this effect.

d. All parties to the Commissioning Process shall be individually responsible for alerting the COR of any issues that they deem to constitute a potential contract change prior to acting on these issues.

e. Authority for design and construction issues resolution rests solely with the Contracting Officer and his/her designated representative with appropriate technical guidance from the AE Team and/or Commissioning Agent.

I. Abbreviations

1. Operations and Maintenance (O&M)

2. VAMC Project Manager and/or Contracting Officer’s Representative (PM/COR)

3. VAMC Facilities Management Department Staff (FMD)

4. Design Professionals (D)

5. Construction Manager (CPM)

6. Installation Contractors (CONTR)

7. Testing, Adjusting & Balancing Contractor (TAB)

8. Commissioning Authority (CxA)

04 April 2018 Page 5 Commissioning Plan

9. Request for Information (RFI)

10. Architect’s Supplemental Instructions (ASI)

11. Design Development Documents (DD)

12. Construction Documents (CD)

13. Commissioning (Cx)

14. Functional Performance Test (FPT)

15. Pre-Functional Checklist (PFC)

16. Corrective Action Notice (CAR)

17. Quality Control (QC)

II. Commissioning Goals

A. The Commissioning Authority has developed specific Commissioning Goals to emphasize the role commissioning will play in the design and construction processes:

Meet or exceed VAMC Project Requirements

Optimize Systems Operations

System operation and performance verification

● Performance Test results

● Pre-Functional checklists

● Equipment startup

Documentation and Training for FMD Staff

● Operating instructions and documentation

● Operator equipment training

● Operator systems training

Integrate Testing Schedules into Construction Schedule

● Coordination of trades

● Coordination of special inspections

04 April 2018 Page 6 Commissioning Plan

● Coordination of DDC vendor tasks

Early identification and resolution of issues

Clear and open communications

III. Project Description Construct a new open parking deck at the Louis A Johnson VA Medical Center in Clarksburg, WV in accordance with the drawings and specifications. The parking deck will be primarily pre-cast concrete.

An additional asphalt surface parking lot shall also be constructed to provide parking for those spaces displaced during construction and for additional long-term parking for employees.

IV. Commissioning Scope

A. Harrell Design Group, PC will provide commissioning services to support this project.

Commissioning activities will include the tasks and deliverables outlined below.

Commissioning Scope

Project Phase Task Description Deliverable

Construction Final Commissioning Plan

Based on the final construction documents, update the Preliminary Commissioning Plan to identify specific systems to be commissioned. The Final Commissioning Plan will also include specific individual roles and responsibilities and Preliminary Pre- Functional Checklists and Functional Test Plans for systems to be commissioned.

Final Commissioning Plan.

04 April 2018 Page 7 Commissioning Plan

Phase Task Description Deliverable

Construction Construction Commissioning Kick Off meeting

Conduct an initial commissioning meeting with all contractors and commissioning team members. The purpose of the meeting will be to establish the purpose and proposed process for commissioning this facility in the construction, acceptance and warranties…