ATTACHMENT A.1 Bldg 154 Design Specifications Vol 1 - IFC Submssion.pdf

WORK ORDER NO. 1610029

Contract NO. N40080-17-D-0018

SPECIFICATIONS

IFC SUBMITTAL

26 February 2021

RENOVATION BUILDING 154 – VOLUME 1

NSF Indian Head, Maryland

PREPARED BY:

Jacobs

1100 N. Glebe Road Suite 500 Arlington, Virginia, 22201

Architectural: Timo Lorenzen-Schmidt, AIA Mechanical: John Goode, PE Interior: Kimberly Miller, CID Plumbing: Michael Phillips, PE Civil: Dan Deible Electrical: Dimitriy Shif, PE Structural: Greg Eckel, PE Geotechnical: Tyler Stephenson, EIT Fire Protection: Michael Owens, PE Specifications: Michelle Svoboda, CDT Cost Estimating: Scott Cullen, MRICS

Submitted By: Robert Franklin, AIA Date: 02/26/2021 Regional Project Management Director

Project Manager: Peter Mattes, PE Date: 02/26/2021 Project Manager

Approved By: David Wolfel, RA Date: 02/26/2021 Design and Engineering Director

RENOVATION BUILDING 154 eProjects WO: 1610029

NSF INDIAN HEAD, MARYLAND

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 07 SEALS PAGE

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 14 00 WORK RESTRICTIONS

01 20 00.00 20 PRICE AND PAYMENT PROCEDURES

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 30 01.00 23 DESIGN, PROCUREMENT, AND INSTALLATION OF FURNITURE,

FIXTURES, AND EQUIPMENT

01 31 23.13 20 ELECTRONIC CONSTRUCTION AND FACILITY SUPPORT CONTRACT

MANAGEMENT SYSTEM

01 32 17.00 20 COST-LOADED NETWORK ANALYSIS SCHEDULES (NAS)

01 33 00 SUBMITTAL PROCEDURES

01 33 29 SUSTAINABILITY REPORTING

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 20 QUALITY CONTROL

01 45 35 SPECIAL INSPECTIONS

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS

01 58 00 PROJECT IDENTIFICATION

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

01 78 24.00 20 FACILITY ELECTRONIC OPERATION AND MAINTENANCE SUPPORT

INFORMATION (eOMSI)

01 78 30.00 23 CADD DATA FOR GIS DELIVERABLES

01 91 00.15 TOTAL BUILDING COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

02 81 00 TRANSPORTATION AND DISPOSAL OF HAZARDOUS MATERIALS

02 82 00 ASBESTOS REMEDIATION

02 83 00 LEAD REMEDIATION

02 84 16 HANDLING OF LIGHTING BALLASTS AND LAMPS CONTAINING PCBs

AND MERCURY

DIVISION 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

03 45 00 PRECAST ARCHITECTURAL CONCRETE

DIVISION 05 - METALS

05 12 00 STRUCTURAL STEEL

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 00 METAL STAIRS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

PROJECT TABLE OF CONTENTS Page 1

VOLUME 1

06 10 00 ROUGH CARPENTRY

06 41 16.00 10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

06 61 16 SOLID SURFACING FABRICATIONS

DI VI SI ON 07 - THERMAL AND MOI STURE PROTECTI ON

07 05 23 PRESSURE TESTING AN AIR BARRIER SYSTEM FOR AIR TIGHTNESS

07 14 00 FLUID-APPLIED WATERPROOFING

07 21 13 BOARD AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 27 10.00 10 BUILDING AIR BARRIER SYSTEM

07 27 26 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 41 13 METAL ROOF PANELS

07 41 63 FABRICATED ROOF PANEL ASSEMBLIES

07 42 13 METAL WALL PANELS

07 42 63 FABRICATED WALL PANEL ASSEMBLIES

07 53 23 ETHYLENE-PROPYLENE-DIENE-MONOMER ROOFING

07 60 00 FLASHING AND SHEET METAL

07 81 00 SPRAY-APPLIED FIREPROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DI VI SI ON 08 - OPENI NGS

08 11 13 STEEL DOORS AND FRAMES

08 11 16 ALUMINUM DOORS AND FRAMES

08 14 00 WOOD DOORS

08 31 00 ACCESS DOORS AND PANELS

08 33 23 OVERHEAD COILING DOORS

08 41 13 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

08 44 00 CURTAIN WALL AND GLAZED ASSEMBLIES

08 60 45.01 TRANSLUCENT WALL AND CANOPY PANELS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DI VI SI ON 09 - FI NI SHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 10 CERAMIC, QUARRY, AND GLASS TILING

09 51 00 ACOUSTICAL CEILINGS

09 65 00 RESILIENT FLOORING

09 66 16 TERRAZZO FLOOR TILE

09 67 23.14 CHEMICAL RESISTANT RESINOUS FLOORING

09 68 00 CARPETING

09 84 20 ACOUSTICAL WALL AND CEILING PANELS

09 90 00 PAINTS AND COATINGS

DI VI SI ON 10 - SPECI ALTI ES

10 14 00.10 EXTERIOR SIGNAGE

10 14 00.20 INTERIOR SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 28 13 TOILET ACCESSORIES

10 44 16 FIRE EXTINGUISHERS

10 51 13 LOCKERS

PROJECT TABLE OF CONTENTS Page 2

DI VI SI ON 11 - EQUI PMENT

11 53 00 LABORATORY EQUIPMENT AND FUMEHOODS

11 70 00 GENERAL REQUIREMENTS FOR MEDICAL AND DENTAL EQUIPMENT

11 71 00 STERILIZERS AND ASSOCIATED EQUIPMENT

DI VI SI ON 12 - FURNI SHI NGS

12 22 01 BLACKOUT CURTAINS AND TRACKS

12 24 13 ROLLER WINDOW SHADES

12 35 53 LABORATORY CASEWORK

12 40 53 LABORATORY ACCESSORIES

DI VI SI ON 13 - SPECI AL CONSTRUCTI ON

13 21 13.10 PREFABRICATED CONTAINMENT SUITE PANEL SYSTEM

13 48 73 MISCELLANEOUS EQUIPMENT BRACING

DI VI SI ON 14 - CONVEYI NG EQUI PMENT

14 24 23 HYDRAULIC PASSENGER ELEVATORS

DI VI SI ON 21 - FI RE SUPPRESSI ON

21 13 13.00 20 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

DI VI SI ON 22 - PLUMBI NG

22 00 00 PLUMBING, GENERAL PURPOSE

22 05 48.00 20 MECHANICAL SOUND, VIBRATION, AND SEISMIC CONTROL

22 07 19.00 40 PLUMBING PIPING INSULATION

22 14 29.00 40 SUMP PUMPS

22 15 09.00 40 GENERAL SERVICE COMPRESSED-AIR SYSTEMS CLEANING PROCEDURES

22 15 14.00 40 GENERAL SERVICE COMPRESSED-AIR SYSTEMS, LOW PRESSURE

22 66 53.00 40 LABORATORY CHEMICAL-WASTE AND VENT PIPING

DI VI SI ON 23 - HEATI NG, VENTI LATI NG, AND AI R CONDI TI ONI NG ( HVAC)

23 03 00.00 20 BASIC MECHANICAL MATERIALS AND METHODS

23 05 15 COMMON PIPING FOR HVAC

23 05 48.00 40 VIBRATION AND SEISMIC CONTROLS FOR HVAC PIPING AND

EQUIPMENT

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 00 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 09 23.02 BACNET DIRECT DIGITAL CONTROL FOR HVAC AND OTHER BUILDING

CONTROL SYSTEMS

23 11 20 FACILITY GAS PIPING

23 21 13.00 20 LOW TEMPERATURE WATER (LTW) HEATING SYSTEM

23 21 23 HYDRONIC PUMPS

23 23 00 REFRIGERANT PIPING

23 25 00 CHEMICAL TREATMENT OF WATER FOR MECHANICAL SYSTEMS

23 30 00 HVAC AIR DISTRIBUTION

23 31 13.00 40 METAL DUCTS

23 44 00.00 10 CHEMICAL AND BIOLOGICAL (CB) AIR FILTRATION SYSTEM

23 52 00 HEATING BOILERS

23 64 10 WATER CHILLERS, VAPOR COMPRESSION TYPE

PROJECT TABLE OF CONTENTS Page 3

23 64 26 CHILLED, CHILLED-HOT, AND CONDENSER WATER PIPING SYSTEMS

23 73 13.00 40 CENTRAL-STATION AIR-HANDLING UNITS

23 81 00 DECENTRALIZED UNITARY HVAC EQUIPMENT

23 82 19.00 40 FAN COIL UNITS

DI VI SI ON 25 - I NTEGRATED AUTOMATI ON

25 05 11.21 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS FIRE

AND LIFE SAFETY INCLUDING MASS NOTIFICATION SYSTEM

25 05 11.23 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS

BUILDING CONTROL SYSTEMS INCLUDING ELECTRICAL, LIGHTING,

ELEVATOR CONTROLS, AND HVAC

25 05 11.26 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS

UTILITY CONTROL SYSTEM INCLUDING ADVANCED METER

INFRASTRUCTURE (AMI)

25 10 10 UTILITY MONITORING AND CONTROL SYSTEM (UMCS) FRONT END

AND INTEGRATION

DI VI SI ON 26 - ELECTRI CAL

26 08 00 APPARATUS INSPECTION AND TESTING

26 12 19.10 THREE-PHASE, LIQUID-FILLED PAD-MOUNTED TRANSFORMERS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 13 SWITCHBOARDS

26 27 14.00 20 ELECTRICITY METERING

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 29 23 ADJUSTABLE SPEED DRIVE (ASD) SYSTEMS UNDER 600 VOLTS

26 32 15.00 ENGINE-GENERATOR SET STATIONARY 15-2500 KW, WITH

AUXILIARIES

26 36 23 AUTOMATIC TRANSFER SWITCHES AND BY-PASS/ISOLATION SWITCH

26 41 00 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

DI VI SI ON 27 - COMMUNI CATI ONS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

DI VI SI ON 28 - ELECTRONI C SAFETY AND SECURI TY

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

DI VI SI ON 31 - EARTHWORK

31 11 00 CLEARING AND GRUBBING

31 23 00.00 20 EXCAVATION AND FILL

DI VI SI ON 32 - EXTERI OR I MPROVEMENTS

32 01 16.71 COLD MILLING ASPHALT PAVING

32 05 33 LANDSCAPE ESTABLISHMENT

32 11 20 BASE COURSE FOR RIGID AND SUBBASES FOR FLEXIBLE PAVING

32 11 23 DENSE GRADED AGGREGATE BASE COURSES

32 12 13 BITUMINOUS TACK AND PRIME COATS

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 16 19 CONCRETE SIDEWALKS

32 31 13 CHAIN LINK FENCES AND GATES

PROJECT TABLE OF CONTENTS Page 4

32 32 23.13 SEGMENTAL CONCRETE BLOCK RETAINING WALL

32 92 19 SEEDING

32 93 00 EXTERIOR PLANTS

DI VI SI ON 33 - UTI LI TI ES

33 11 00 WATER UTILITY DISTRIBUTION PIPING

33 30 00 SANITARY SEWERAGE

33 40 00 STORM DRAINAGE UTILITIES

33 46 13 FOUNDATION DRAINAGE

33 71 01 OVERHEAD TRANSMISSION AND DISTRIBUTION

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DI VI SI ON 40 - PROCESS I NTERCONNECTI ONS

40 05 13 PIPELINES, LIQUID PROCESS PIPING

40 05 13.96 WELDING PROCESS PIPING

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PROJECT TABLE OF CONTENTS Page 6

SECTION 00 01 07

SEALS PAGE

02/15

PART 1 SUMMARY

1.1 SEALS AND SIGNATURES

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Professional Architect under the laws of the State of New York.

License No. 037114-01.

Expiration Date: 02/28/2023.

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Certified Interior Designer under the laws of the Commonwealth of Virginia.

License No. 0412001060.

Expiration Date: 12/31/2022.

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Professional Engineer under the laws of the State of Maryland.

License No. 49630.

Expiration Date: 10/28/2022.

DOCUMENT 00 01 07 Page 1

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Professional Engineer under the laws of the State of Maryland.

License No. 40921.

Expiration Date: 07/12/2021.

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Professional Engineer under the laws of the Commonwealth of Virginia.

License No. 044326.

Expiration Date: 01/31/2023.

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Professional Engineer under the laws of the State of Maryland.

License No. 55508.

Expiration Date: 01/09/2022.

DOCUMENT 00 01 07 Page 2

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Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Professional Engineer under the laws of the State of Texas.

License No. 119406.

Expiration Date: 12/31/2021.

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Professional Engineer under the laws of the State of Texas.

License No. 109923.

Expiration Date: 09/30/2021.

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly Registered Communications Distribution Designer.

License No. 238207.

Expiration Date: 12/31/2022.

DOCUMENT 00 01 07 Page 3

2/26/2021

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Professional Engineer under the laws of the Commonwealth of Pennsylvania.

License No. PE078133.

Expiration Date: 09/30/2021.

Professional Certification. I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed Professional Architect under the laws of the Commonwealth of Virginia.

License No. 0401016581.

Expiration Date: 11/30/2021.

-- End of Section --

DOCUMENT 00 01 07 Page 4

SECTION 01 11 00

SUMMARY OF WORK

08/15

PART 1 GENERAL

1.1 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Hazardous Materials Report; G

Hazardous Materials Remediation Plan; G

Salvage Plan; G

1.2 WORK COVERED BY CONTRACT DOCUMENTS

1.2.1 Project Description

The building requirements for Building 154 include, but are not limited to, removing the exterior skin (walls and roof) while retaining the existing super structure, saw cutting the slab as needed and creating new foundations to support a new 2nd floor structure, saw cutting the slab as needed to accommodate utilities, reskinning the building with an insulated metal panel system to match the existing appearance, and fitting out the interior to support the lab/admin function programmed for the building.

Also, the design shall include the complete design of all utilities required by the renovation of the building.

The contractor will be responsible for protecting B154 / B164 Parking Lot with a temporary construction fence and will not access the parking lot without written consent from the government.

The new building program includes approximately 20,000 square feet (SF) of biological, chemical, radiological labs, storage, and loading dock areas on the ground floor, and approximately 16,000 SF of administrative and mechanical spaces on a newly constructed partial second story. Proposed second floor operations include leadership/admin offices, storage space, workstations, and meeting rooms. Approximately 60 persons will be housed in this building. Administrative spaces should replicate the current layout at building 1480 (NSWC Dahlgren) and shall include personnel private offices and cubicles, conference rooms, reception area, bathrooms, kitchen, finished interior walls, HVAC, electrical, and network infrastructure upgrades. Design shall be in compliance with ADA/ABA Guidelines. Infrastructure work shall include RDT&E Network, SIPR, computer suite, and rack storage system. Unique connectivity needs include NMCI and RDT&E connectivity, multiple UPS backups, SIPRNET, JWICS, STE & classified VOIP, classified FAX, climate control, etc.

SECTION 01 11 00 Page 1

The contractor shall assume the presence of hazardous anomalies and potentially unexploded ordinances (UXO) that could be located on site and proposed pavement areas. Subject to the approval of Government authorities, the contractor shall deploy equipment and technologies that are intended to provide information for the avoidance of contact with underground objects such as pipes, cables, duct banks, etc. in addition to substances that could be explosive. Prior to commencement of the work, the Contractor must engage a suitably licensed consulting firm to conduct anomaly avoidance and deploy a UXO technician(s) to oversee excavations and have authority to halt immediately where anomalies are encountered and inform the Naval Ordnance Safety and Security Activity (NOSSA) office for further direction.

The Contractor shall assume the presence of hazardous materials for the purposes of bidding based on a limited hazardous material survey conducted on site and attached at the end of this section. Prior to commencement of the work, the Contractor must engage a suitably licensed consulting firm to conduct a complete hazardous materials survey within the limits of disturbance. The Remediation Work must be performed by the Remediation Company in accordance with the specification sections produced by the Consulting Firm which will be engaged to monitor the project conditions and conduct a final survey to certify the project site free of hazardous materials prior to starting the remainder of the Work. Requirements shall be coordinated at the preconstruction meeting. The Contract Bid and Work will include the survey, report, plan, remediation of suspected Asbestos Containing Materials (ACM), and any other hazardous material described in the report.

1.2.2 Location

Building 154 is located in the “The Naval Powder Factory (NPF) Historic District.” This district is comprised of approximately 370 acres in the easternmost section of the installation. The district boundaries encompass all areas associated with the production of smokeless powder through World War II. The Historic District includes a former solvent recovery house and its associated condenser houses; a former powder picking house; an ether vault; former smokeless powder magazines; and research laboratories.

1.3 OCCUPANCY OF PREMISES

Before work is started, arrange with the Contracting Officer a sequence of procedure, means of access, space for storage of materials and equipment, and use of approaches, corridors, and stairways.

1.4 EXISTING WORK

In addition to FAR 52.236-9 Protection of Existing Vegetation, Structures, Equipment, Utilities, and Improvements:

a. Remove or alter existing work in such a manner as to prevent injury or damage to any portions of the existing work which remain.

b. Repair or replace portions of existing work which have been altered during construction operations to match existing or adjoining work, as approved by the Contracting Officer. At the completion of operations, existing work must be in a condition equal to or better than that which existed before new work started.

SECTION 01 11 00 Page 2

1.5 LOCATION OF UNDERGROUND UTILITIES

Obtain digging permits prior to start of excavation, and comply with Installation requirements for locating and marking underground utilities.

Contact local utility locating service a minimum of 48 hours prior to excavating, to mark utilities, and within sufficient time required if work occurs on a Monday or after a Holiday. Verify existing utility locations indicated on contract drawings, within area of work.

Identify and mark all other utilities not managed and located by the local utility companies. Scan the construction site with Ground Penetrating Radar (GPR), electromagnetic, or sonic equipment, and mark the surface of the ground or paved surface where existing underground utilities are discovered. Verify the elevations of existing piping, utilities,and any type of underground obstruction not indicated, or specified to be removed, that is indicated or discovered during scanning, in locations to be traversed by piping, ducts, and other work to be conducted or installed.

Verify elevations before installing new work closer than nearest manhole or other structure at which an adjustment in grade can be made.

1.5.1 Notification Prior to Excavation

Notify the Contracting Officer at least 15 days prior to starting excavation work.

1.6 SALVAGE MATERIAL AND EQUIPMENT

Items designated by the Contracting Officer to be salvaged remain the property of the Government. Segregate, itemize, deliver and off-load the salvaged property at a storage area site as directed by the Contracting Officer.

Provide a salvage plan, listing material and equipment to be salvaged, and their storage location. Maintain property control records for material or equipment designated as salvage. Use a system of property control that is approved by the Contracting Officer. Store and protect salvaged materials and equipment until disposition by the Contracting Officer.

PART 2 PRODUCTS

Not used.

PART 3 EXECUTION

Not used.

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ECS Mid‐Atlantic, LLC Final Geotechnical Engineering Report

Building 154

Bailey Road and Foundations Road Indian Head Naval Support Facility, MD

ECS Project Number 01:28884‐D

August 12, 2020

August 12, 2020

Mr. Monte Richards, P.E.

Jacobs Project Manager 1100 North Glebe Road, Suite 500, Arlington, VA 22201

ECS Project No. 01:28884‐D

Reference: Final Geotechnical Engineering Report

Building 154 Foundations Road and Bailey Road, Indian Head Naval Support Facility Indian Head Charles County, Maryland

Dear Mr. Richards:

ECS Mid‐Atlantic, LLC (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the above‐referenced project. Our services were performed in general accordance with our Proposal No. 01:59202‐GPR, dated March 12, 2019. This report presents our understanding of the geotechnical aspects of the project along, the results of the field exploration and laboratory testing conducted, and our design and construction.

It has been our pleasure to be of service to Jacobs during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the assumptions of subsurface conditions made for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us.

Respectfully submitted, ECS Mid‐Atlantic, LLC

Tyler L. Stephenson, E.I.T.

Project Manager TStephenson@ecslimited.com

Carol L. Hawk, P.E. Karl A. Higgins III, P.E., D.GE Geotechnical Department Manager Chief Engineer chawk@ecslimited.com KHiggins@ecslimited.com

Building 154 August 12, 2020 ECS Project No. 01:28884‐D Page i

TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION

1.1 General

1.2 Scope of Services

1.3 Authorization

2.0 PROJECT INFORMATION

2.1 Project Location

2.2 Past Site History/Uses and Current Site Conditions

2.3 Proposed Construction

3.0 FIELD EXPLORATION

3.1 Field Exploration Program

3.1.1 Test Borings

3.1.3 Test Pits

3.1.2 Refraction Microtremor (ReMi) Survey

3.2 Regional/Site Geology

3.3 Subsurface Characterization

3.4 Groundwater Observations

3.5 Laboratory Testing

4.0 DESIGN RECOMMENDATIONS

4.1 Foundations

4.1.1 Shallow Foundations Recommendations

4.1.2 Subgrade Verification and General Foundation Recommendations

4.1.3 Corrosion Potential

4.1.4 Underpinning

4.2 Slabs on Grade

4.3 Seismic Design Considerations

4.3 Site Retaining Walls

4.3.1 Site Retaining Wall

4.3.2 Cast‐in‐Place Retaining Wall for Accessibility Ramp

4.4 Support of Excavation (SOE)

5.0 SITE CONSTRUCTION RECOMMENDATIONS

5.1 Subgrade Preparation

5.1.1 Stripping and Grubbing

5.1.2 Proofrolling

5.1.3 Construction Groundwater Control

5.1.4 Subgrade Stabilization

5.2 Earthwork Operations

5.2.1 Existing Fill

5.2.2 High Plasticity Soils

5.2.3 Structural Fill and Placement

5.2.4 Compaction

5.3 Utility Installations

5.4 Temporary and Permanent Slopes

5.5 General Construction Considerations

6.0 CLOSING

ECS Project No. 01:28884‐D Page ii

APPENDICES

Appendix A – Drawings & Reports

Site Location Diagram

Boring Location Diagram (2)

Appendix B – Field Operations

Reference Notes for Boring Logs

Boring Logs B‐1, B‐3, B‐4, and B‐5

Test Pit Logs TP‐1, TP‐2, TP‐3, TP‐5, TP‐6

Cross‐Section A‐A’

Foundation Test Pit Diagrams

Appendix C – Laboratory Testing

Laboratory Test Results Summary

Atterberg Limits

Grain Size Analysis

Chemical Resistivity Testing

Appendix D – Supplemental Report Documents

Zone of Influence Diagram

French Drain Installation Procedure

Reference Notes for ReMi Survey

ReMi Seismic Test Results/Analyses

ECS Project No. 01:28884‐D Page 1

EXECUTIVE SUMMARY

The following summarizes the main findings of the exploration, particularly those that may have a cost impact on the planned development. Further, our principal pavement recommendations are summarized. Information gleaned from the executive summary should not be utilized in lieu of reading the entire geotechnical report.

As we understand it, the proposed development includes interior renovations to Building 154. The project will also include associated site developments, which include:

Replacing an existing retaining wall on the west side of the building, Interior structural modifications to the building (altering existing foundations and adding new footings)

New retaining wall for an accessibility ramp on the east side of the building, Stormwater lines and a stormwater management facility, A concrete equipment pad on the north side of the building, and

Pavement, and associated curb and gutter.

We understand from column loads provided by Jacobs that the maximum column loading will be 200 kips. The foundations for this building will consist of existing footings (some increased in size) and newly constructed footings. We understand that new columns will be added to existing footings at gridlines XE/X2, X3, X4, and X5 and doweling into the existing footings at gridlines XE/X1, XB/X1, XE/X6, and XC’/X7.

The subsurface conditions were explored by drilling 4 soil test borings within or near the existing B154 footprint. Borings were advanced to 45± feet below the existing ground surface or finish floor elevation. Additionally, a Refraction Microtremor (ReMi) survey was performed at the subject site on January 21, 2020.

We recommend that the proposed structure be supported on shallow spread footings with an allowable bearing capacity of 3,000 psf. The allowable 3,000 psf bearing pressure applies to new footings, existing footings, and modified existing footings. Competent soils can be identified on the boring logs as those natural or fill soils having a minimum SPT N‐value of 6 bpf. The soils found are generally suitable for the support of slabs on grade.

High plasticity soils (Elastic SILT and Fat CLAY, aka potentially expansive soils) were encountered in borings and test pits at variable depths but not immediately the proposed finished floor elevations.

Nonetheless, if high plasticity soils are encountered at design subgrade elevations for the slabs and pavement areas, we recommend undercutting the Fat CLAY/Elastic SILT 2 feet below the design subgrade elevation. The design elevation can be restored by backfilling the excavation with low‐ plasticity Structural Fill. Footing bearing depths recommended herein are reflective of the presence of potentially expansive soils.

We recommend that if there are any changes to the project characteristics as outlined in this report, ECS review the plans and determine if modifications to the recommendations or if additional geotechnical recommendations are necessary for the proposed development.

ECS Project No. 01:28884‐D Page 2

1.0 INTRODUCTION

1.1 General

The purpose of this study was to provide geotechnical information for the design of the renovation of Building 154 located within the Naval Support Facility Indian Head (NSF Indian Head) campus.

Based on review of the provided documents and discussions, ECS understands that the renovations will include a second floor addition to the building as well as the demolition of the existing lean‐to portion and construction of a 2‐story lean‐to structure along the East side of the building. The project will also include associated site developments, which include the demolition of the retaining wall on the Northwest side of the building and construction of a new modular face retaining wall, new stormwater lines and stormwater management facility, concrete equipment pad on the North side of the building, new access ramp and cast‐in‐place retaining wall on the Southeast side of the building, pavement, and associated curb and gutter. The adjacent parking lot and mechanical equipment are discussed under separate ECS Geotechnical Report (ECS Project No. 01:28884‐B).

The recommendations developed for this report are based on project information supplied by Jacobs including loading provided through email discussion with Greg Eckel on June 8, 2020, Structural Drawings (50% Design Submittal), dated January 20, 2020, and Site Plan, undated. This report contains the results of our subsurface explorations and laboratory testing programs, site characterization, engineering analyses, and recommendations for the design and construction of the renovation. This report should be read in conjunction with the reports for B164, B164 parking lot, and the B154 parking lot.

1.2 Scope of Services

To obtain the necessary geotechnical information required for design of foundations, four soil test borings were performed on site. Three of the borings were performed within the footprint of the proposed development and the other was performed outside of the footprint on the slope at the west side of the building. ECS planned to perform an additional boring (B‐2) within the footprint;

however, due unforeseen buried utility lines and concrete obstruction believed to be a slab at the original proposed location, this boring was not performed. Boring B‐2 was relocated to a location outside of the footprint; however, a large amount of utilities were uncovered in this area as well.

A laboratory testing program was also implemented to characterize the physical and engineering properties of the subsurface soils.

Additionally, ECS excavated five test pits within the building footprint were also excavated to document the dimensions of existing column footings. ECS planned to perform an additional test pit (TP‐4 B154); however, this location was moved to Building B164 from request of Jacobs due to potential electrical lines in the area. Soil borings and test pit locations were performed at locations selected by ECS and approved by Jacobs and Navy Facilities (NAVFAC).

Due to the site being within the limits of the known explosives according to NAVFAC records, ECS was also requested to excavate L‐shape test pits at each of the boring locations to avoid utilities and obstructions that were not detected by utility scanning and Ground Penetrating Radar (GPR).

The L‐shape test pits were extended to natural material. Global Environmental was present during field observations to provide environmental PID readings and testing. This report does not address potential environmental concerns at the site.

ECS Project No. 01:28884‐D Page 3

A laboratory‐testing program was also implemented to characterize the physical and engineering properties of the subsurface soils. Additional testing which includes moisture content, Atterberg Limits, Grain Size analysis will be provided in a later report.

This report discusses our exploratory and testing procedures, presents our findings and evaluations and includes 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.

A review of area and site geologic conditions.

A review of subsurface soil stratigraphy with pertinent available physical properties.

Final copies of our soil exploration boring logs/test pit logs and results.

Dimensions of the existing interior column footings for Building 154.

Recommendations for site preparation and construction of compacted fills, including an evaluation of on‐site soils for use as compacted fills and delineation of potentially unsuitable soils and/or soils exhibiting excessive moisture at the time of sampling.

Recommendations for shallow foundation and slab on‐grade.

Recommendations for underpinning existing foundations due to proposed adjacent excavations.

Recommendations for design and construction of a reinforced modular retaining wall and cast‐in‐place retaining wall.

Recommendations for seismic site classification in accordance with the International Building Code via field seismic shear wave velocity measurements utilizing geophysical testing equipment using the Refraction Microtremor (ReMi) method.

Evaluation and recommendations relative to groundwater control, including recommendations for pavement underdrains.

1.3 Authorization

Our services were provided in accordance with our Proposal No. 59202A‐GP R, dated March 12, 2019, as authorized by Delivery Order No. 148009453 authorized by Jacobs on November 12, 2019, and includes the Terms and Conditions of Service outlined with the Indefinite Delivery Subconsulting Agreement NAVFECS‐I17‐0001 between ECS Mid‐Atlantic, LLC and Jacobs, dated January 1, 2017.

2.0 PROJECT INFORMATION

2.1 Project Location

The subject site is located on the east side of the Indian Head peninsula to the northeast side of the intersection of Foundations Road and Hersey Road. The Site Location Diagram provided in Appendix A shows the location of B154 in relation to B164, B164 parking, and B154 parking. The site is within the limits of the known explosives area according to NAVFAC records.

ECS Project No. 01:28884‐D Page 4

Figure 2.1.1. Site Location

2.2 Past Site History/Uses and Current Site Conditions

From review of available online historical aerials, Building B154 appears to have been constructed prior to 1962. The site layout does not appear to have change since 1962. ECS understands from provided drawings dated January 6, 1931, the building was used to store 14 cylindrical tubs that each had an approximate diameter of 11 to 12 feet. These tubs appear to have been supported by shallow foundations. A gutter/drain ran through the middle of the building. These tubs appear to have been removed from the building. It is unclear if their foundations were removed as well. ECS understands that the building is currently being used for storage. The building is open at both elevations and has an interior rail crane.

Based on the provided topographic data, Building 154 appears to have two finish floor elevations.

The south end of the building has a Finish Floor Elevation (FFE) of +51.6 feet and the lower north end has an FFE of +48.4 feet. An approximate 8H:1V slope on the west side of the building slopes up from an elevation +56 feet to +68 feet. The building itself appears to have drainage problems with poorly directed surface water and ponding on‐site. ECS understands that terracotta pipes in the area may contain nitrocellulose.

Building B154

Bailey Road

Foundations Road

ECS Project No. 01:28884‐D Page 5

2.3 Proposed Construction

Based on a review of the provided documents, ECS understands the proposed construction would entail a second floor addition to the building as well as the demolition of the existing lean‐to portion and construction of a 2‐story lean‐to structure along the East side of the building. The finished floor elevations do not appear to change for the structure, approximately EL +48.4 ft and EL. +51.6 ft.

We understand that building will be used for office space. The project will also include associated site developments, which include the demolition of the retaining wall on the Northwest side of the building and construction of a new modular block face retaining wall, new stormwater lines and stormwater management facility, concrete equipment pad on the North side of the building, new access ramp and cast‐in‐place retaining wall on the Southeast side of the building, pavement, and associated curb and gutter. The new modular block face retaining wall will be secured to a permeant solider pile wall.

We understand the renovation will have a maximum column loading of 200 kips. From discussion with Jacobs and review of the provided drawings, ECS understand that the majority of the new columns have been position to avoid loading existing foundations. However, we understand that the existing footings at gridlines XE/X2, X3, X4, and X5 will be loaded with new column loads. These existing column footings are along the west wall of the southern side (upper FFE) of Building. ECS also understands that the design will also include new footings attached to the existing footings by dowels at gridlines XE/X1, XB/X1, XE/X6, and XC’/X7. ECS has not been provided with estimated loading of existing structure. We have assumed the structure to be lightly loaded and the existing loading to be 8 kips per linear foot (klf).

We understand that the proposed grades are planned to be relatively similar to existing grades;

cuts and fills on the order of two to four feet are anticipated to establish the final site grades. If any of this information is not correct, please let us know so that we can revise our report accordingly.

3.0 FIELD EXPLORATION

3.1 Field Exploration Program

The field exploration was planned with the objective of characterizing the project site in general geotechnical and geological terms and to evaluate subsequent field and laboratory data to assist in the determination of geotechnical recommendations.

3.1.1 Test Borings

Prior to mobilizing the drill rig, ECS performed ground penetrating radar (GPR) scans and retained a private utility locator to identify below ground structures. Additionally, NAVFAC required that L‐ shaped test pits be excavated at each proposed boring location using nondestructive air knife techniques to avoid obstructions; in particular, terracotta pipes that may contain nitrocellulose.

Final soil boring locations were selected based on the results of these pre‐clearing activities.

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The subsurface conditions were explored by drilling four (4) soil test borings. The boreholes designated B‐1 was drilled at the slope on the West side Building 154 and the remaining three boreholes designated B‐3, B‐4, and B‐5 were drilled within the footprint of Building 154. The boreholes were extended to a final depth of forty‐five fbgs as specified in the contract documents.

During drilling of the borings, a UXO representative pushed a probe to take readings to check for presence of unexploded ordinance. The boreholes were drilled with an ATV drill rig. The subsurface explorations were completed under the general supervision of an ECS geotechnical engineer.

The boreholes designated B‐2 and B‐2A were proposed within the development’s footprint, but were not drilled due to a buried concrete obstruction encountered utilities. At the B‐2 location a concrete obstruction was encountered at approximately 7 feet below FFE +48.4 feet. The obstruction appeared to be a slab or vault and took up the entire L‐shaped test pit. ECS with approval offset this location outdoors to attempt to complete this boring. ECS remobilized ground penetrating radar (GPR) crew and retained a private utility locator to identify below ground structures. During the L‐shaped test pit in this area, a total of two terracotta lines and one concrete encapsulated line were uncovered. Due to encountered utilities this boring was not performed. The L‐shape test pit opened at the proposed borehole B‐2A settled a few days after being backfilled approximately 3 feet. This appears to have been cause by the recent rain and surface water collecting in the area.

Borehole B‐3 was performed within the L‐shaped test pit due to a concrete obstruction on one side approximately 3 feet below slab and utilities lines on the other. An area next to the concrete obstruction was cleared to natural material approximately 10 feet below grade. The boring was performed in this excavation.

Boring locations were identified in the field by ECS personnel using GPS techniques prior to mobilization. The approximate as‐drilled boring locations are shown on the Boring Location Diagram in Appendix A. Ground surface elevations noted on our boring logs were interpolated from the provided survey plan.

Standard penetration tests (SPTs) were conducted in the borings at regular intervals in general accordance with ASTM D 1586. Small representative samples were obtained during these tests and were used to classify the soils encountered. A field log of the soils encountered in the borings was maintained by the drill crew. After recovery, each sample was removed from the sampler and visually classified. Representative portions of each sample were sealed in glass jars and brought to our laboratory for further evaluation and testing.

3.1.3 Test Pits

Six test pits, designated TP‐1 through TP‐3, TP‐5, and TP‐6, were excavated within the building footprint to document the visible dimensions of the wall footings. The test pits were excavated approximately 4 fbgs. The slab thickness was noted to be approximately 6.5 inches to 9.25 inches.

The slab was noted to be reinforced with welded wire fabric and did not appear to be underlain by a granular stone layer at the locations of the test pits. ECS planned to perform an additional test pit (TP‐4 B154); however, this location was moved to Building B164 from request of Jacobs due to potential electrical lines in the area. The approximate as‐drilled boring locations are shown on the Boring Location Diagram in Appendix A.

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Foundation test pits TP‐2 and TP‐5 were excavated at the column base and showed that the column was connected to a grade beam, both running from north to south within Building 154. TP‐2 showed that the top of the grade beam elevation to be at 28.5 inches from the top of slab, and a length of

11.5 inches. TP‐5 showed that the top of the grade beam elevation to be at 29.25 inches from the top of slab, and a length of 11 inches. The bottom of the grade beams were not discovered within the test pit depth, and were not observed due to safety concerns.

The footing dimensions indicated in Figure 1 below were measured in the field by an ECS representative. As only a portion of the footing was exposed, the footing dimensions have been assumed to be symmetric around the pier as indicated on the original building plans. Due to safety concerns, the test pits were excavated to a depth of approximately four feet. The bottom elevation of the footings were encountered within test pits TP‐1 and TP‐6 only. The bottom of footings and grade beams were not encountered within the extent of the test pits in TP‐2, TP‐3, and TP‐5;

therefore, their depth from the top of slab, and the thicknesses were not able to be determined.

The field measurements are summarized in Table 1 below and diagrams in Appendix B.

Figure 1: Dimensions Measured

Top Of Slab

W

D

A

L

B

T

Table 1: Observed Foundation Dimensions

Test pit A

(In.)

B

(In.)

L

(In.)

W (In.)

T (In.)

D (In.)

Columns Foundations

TP‐1 15 15 16 21.5 12 40

TP‐2 11 14.5 ~ 21 21 unknown unknown TP‐3 18 6 53 Cont. unknown unknown TP‐5 8 10 22 Cont. unknown unknown TP‐6 8 16.5 11 Cont. 19 62

Cont. = Continuous Spread Footing Unknown = Limits of the structure were not encountered in test pit.

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3.1.2 Refraction Microtremor (ReMi) Survey

Field Exploration and Data Acquisition: A Refraction Microtremor (ReMi) survey was performed at the subject site on January 21, 2020. The ReMi survey consisted of four (4) transect locations designated as Line 1, Line 2, Line 3, and Line 4. The approximate locations of the ReMi lines are shown on the Diagram in Appendix D of this report. The location of the ReMi lines were estimated in the field by measuring from known site features, and therefore, the location of the ReMi traverse lines should be considered approximate.

The data gathering process in the field used standard seismic refraction equipment to measure subsurface soil and/or rock characteristics using ambient and induced vibrations (microtremors) as a seismic source. The equipment used for the survey was a SeisDAQ III ReMi recording unit capable of storing record lengths up to about 100 seconds using 12, 4.5‐Hz, and 10‐Hz geophones. A single geophone sensor was used at each one of the channel geophone locations to record surface wave velocity dispersions. The analyses of Lines 1 through 4 were developed using 12 channels with 4.5‐ Hz and 10‐Hz geophones (seismometers) set along a relatively straight, 220± feet line at evenly spaced intervals of 20± feet between channels. A minimum of 20 unfiltered 30‐second records were recorded along each line.

Data Processing: The ReMi data were processed using SeisOpt® ReMi™ software to reveal a one‐ dimensional average shear‐wave (S‐wave) velocity image for each line. The method provides an effective and efficient way to generate information for large volumes of the subsurface profile in one dimension along each line. In addition, the survey also provides the average shear wave velocity to a depth of 100 feet that is used to evaluate the seismic Site Class per IBC 2018.

ReMi processing requires three steps: 1) velocity spectral analysis, 2) Rayleigh phase velocity dispersion picking and 3) shear wave velocity modeling. The seismic data records collected were processed using proprietary software and the refraction microtremor method described by Louie (2001) and Pullammanappallil et. al. (2003). A brief discussion of each of the three steps is presented in the attachment titled “Reference Notes for Refraction Microtremor (ReMi) Testing.

3.2 Regional/Site Geology

The proposed project is located within the terrace deposits (Qt2) consisting of gray, grayish‐orange, and brown interbedded fine to medium grained sand grading to silt and clay. Pebbly sand and gravels are concentrated in the lower portion of this unit. Bedding of the terrace deposits is massive to well‐stratified. Qt2 embraces fluvial terrace sediments at intermediate levels on the Indian Head peninsula and spread along the south flank of Mattawoman Creek. Other large areas lie west of Reeder Run. Also included within Qt2 are numerous narrow terraces flanking the upper reaches of Reeder Run and along Wards Run. The terrace deposits are probably mid to early Pleistocene in age and wholly fluvial in origin. An overview of the general site geology is illustrated in Figure 3.2.1 below:

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Figure 3.2.1

Glaser, J.D., 2002, Geologic Map of the Indian Head Quadrangle, Charles County, Maryland, Maryland Geological Survey

3.3 Subsurface Characterization

The subsurface conditions encountered were generally consistent with published geological and soils mapping. The following sections provide generalized characterizations of the soil strata encountered during our subsurface exploration. For subsurface information at a specific location, refer to the Boring Logs in Appendix B.

Table 3.3.1 Subsurface Stratigraphy

Approximate Depth Range (ft)

Elevation (ft)

Stratum Description Ranges of SPT(1) N‐values

(bpf)

Surficial Topsoil was observed at Borehole B‐1 to have a thickness of approximately 1 inch. Concrete slab on grade was observed at the remaining boreholes and test pit locations to have a thickness of 6.5 to 9.25 inches. The slab was observed to be reinforced with welded wire fabric and did not appear to be underlain by a granular stone layer at the locations of the test pits.

N/A

PROJECT SITE

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Approximate Depth Range (ft)

Elevation (ft)

Stratum Description Ranges of SPT(1) N‐values

(bpf)

0.1 ‐ 17.0 ft +61.4 to +34.9 FILL FILL consisting of very loose to medium dense CLAYEY SAND WITH GRAVEL (SC), very loose to loose SANDY SILT (ML), and firm to very stiff SANDY LEAN CLAY (CL) and SANDY FAT CLAY (CH). Fill was observed in both Boreholes and Test Pits with an approximate thickness of up to 17 feet. Minor amounts of brick fragments, concrete, and asphalt was observed.

2 to 21 bpf

10.0 ‐ 45.0 ft +10.3 to ‐15.5 Terrace Deposits

Interbedded layers of medium dense to very dense SANDY SILT (ML), and SILTY SAND (SM) with varying amounts of gravel, medium dense CLAYEY SAND WITH GRAVEL (SC), and very soft to very stiff LEAN CLAY (CL) and FAT CLAY (CH) with varying amounts of sand.

2 to 68 bpf

3.4 Groundwater Observations

Groundwater was observed in all borings at depths on the order of 13± feet to 21± feet below the existing ground surface (EL. +30.6 to +40.5 feet). Groundwater readings were taken at 8 days after drilling at borehole B‐1 at 10.0 feet below the existing ground surface. In auger drilling operations, water is not introduced into the boreholes, and groundwater position can often be determined by observing water flowing into the boreholes. Furthermore, visual observation of the soil samples retrieved during drilling operations can often be used in evaluating the groundwater conditions.

The highest groundwater observations are normally encountered in the late winter and early spring. Variations in the location of the long‐term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at the time of this exploration. Perched water tables are also common at the interface of fill and natural soils or within granular deposits overlaying less permeable layers.

3.5 Laboratory Testing

The laboratory testing performed by ECS for this project consisted of selected tests performed on samples obtained during our field exploration operations. The following paragraphs briefly discuss the results of the completed laboratory testing program. Classification and index property tests were performed on representative soil samples obtained from the test borings in order to aid in classifying soils according to the Unified Soil Classification System and to quantify and correlate engineering properties.

An experienced geotechnical engineer visually classified each soil sample from the test borings on the basis of texture and plasticity in accordance with the Unified Soil Classification System (USCS) and ASTM D‐2488 (Description and Identification of Soils‐Visual/Manual Procedures). After classification, the geotechnical engineer grouped the various soil types into the major zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in parentheses following the soil descriptions on the boring logs. The stratification lines designating the interfaces between earth materials on the boring logs are approximate; in situ, the transitions may be gradual, rather than distinct.

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Select soil samples were chosen for additional testing which includes moisture content, Atterberg Limits, Grain Size analysis, California Bearing Ratio (CBR), and Modified Proctor. The results of this additional testing can be found in Appendix C. The soil samples obtained from this exploration will be retained at our laboratory for a period of 60 days from the time drilling was completed. After 60 days from completion of drilling, they will be discarded unless we receive other direction from you.

4.0 DESIGN RECOMMENDATIONS

4.1 Foundations

The conclusions and recommendations presented in this report are preliminary based on the design information provided by Jacobs and NAVFAC. Additional analyses may be required for final design.

The recommendations presented herein…