Attachment B - Bldg 164 Vol 1 Specifications - IFC Submission.pdf

WORK ORDER NO. 1610030

Contract NO. N40080-17-D-0018

SPECIFICATIONS

IFC SUBMITTAL

26 February 2021

RENOVATION BUILDING 164 – VOLUME 1

NSF Indian Head, Maryland

PREPARED BY:

Jacobs 1100 N. Glebe Road Suite 500

Arlington, Virginia, 22201

Architectural: Robert Simmons, AIA Mechanical: John Goode, PE Interior: Kimberly Miller, CID Plumbing: Michael Phillips, PE Civil: Dan Deible Electrical: Dimitriy Shif, PE Structural: Ken Leibowitz, 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: Brandon Tobias, RA Date: 02/26/2021

Acting Design Production Director

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: Brandon Tobias, RA Date: 02/26/2021

Acting Design Production Director

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 164 eProjects WO: 1610030

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 42 91 REMOVAL AND SALVAGE OF HISTORIC CONSTRUCTION MATERIALS

02 81 00 TRANSPORTATION AND DISPOSAL OF HAZARDOUS MATERIALS

02 82 00 ASBESTOS REMEDIATION

02 83 00 LEAD REMEDIATION

DIVISION 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

DIVISION 04 - MASONRY

04 03 00 CONSERVATION TREATMENT FOR PERIOD MASONRY

04 20 00 UNIT MASONRY

DIVISION 05 - METALS

05 12 00 STRUCTURAL STEEL

05 21 00 STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 00 METAL STAIRS

PROJECT TABLE OF CONTENTS Page 1

VOLUME 1

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

DI VI SI ON 06 - WOOD, PLASTI CS, AND COMPOSI TES

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 13 53 ELASTOMERIC SHEET WATERPROOFING

07 14 00 FLUID-APPLIED WATERPROOFING

07 21 13 BOARD AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET 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 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 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 68 00 CARPETING

09 84 20 ACOUSTICAL WALL AND CELILING PANELS

09 88 20 EPOXY LINING SYSTEM

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

PROJECT TABLE OF CONTENTS Page 2

DI VI SI ON 12 - FURNI SHI NGS

12 24 13 ROLLER WINDOW SHADES

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 07 19.00 40 PLUMBING PIPING INSULATION

22 14 29.00 40 SUMP PUMPS

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 52 00 HEATING BOILERS

23 64 10 WATER CHILLERS, VAPOR COMPRESSION TYPE

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 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

PROJECT TABLE OF CONTENTS Page 3

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 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 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 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)

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 4

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 Commonwealth of Virginia.

License No. 013950.

Expiration Date: 04/30/2022.

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

SEAL

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: 12/31/22.

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 District of Columbia.

License No. PE8229.

Expiration Date: 08/31/2020.

In accordance with the COVID-19 Response Emergency Amendment Act of 2020, any professional or occupational license that expires during the declared public health emergency will be considered valid during the declaration period.

-- End of Section --

DOCUMENT 00 01 07 Page 4

2/26/2021

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 basic project scope for Building 164 includes reconfiguring the high-bay space and adding structural/floor decks to gain an estimated 7,000 square feet (ft2) of additional floor area to meet operational requirements. Total square footage for the work is approximately 14,000 ft2. The renovation will provide administrative space and circulation, mechanical and electrical closets, and toilet facilities. Administrative spaces should replicate the current layout at Building 1480 (NSWC Dahlgren), and will include personnel private offices and cubicles, conference rooms, reception area, toilet rooms, kitchen, finished interior walls, heating, ventilation and air conditioning (HVAC), electrical, and network infrastructure upgrades. Design will comply with the Americans with Disabilities Act and Architectural Barriers Act (ADA/ABA) standards.

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 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

SECTION 01 11 00 Page 1 on site. 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

The building 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.

1.2.3 Treatment of Historic Properties

The contractor must follow the Secretary of the Interior's Standards for the Treatment of Historic Properties with Guidelines for Preserving, Rehabilitating, Restoring, and Reconstructing Historic Properties (The Standards). A Historic Work Plan must be submitted for approval and discussed at the preconstruction meeting. The Historic Work Plan must include, but not be limited to, scheduling, cataloging of historic elements in place, salvage, storage, protection, and means and methods of treatment. Treatment of historic elements shall be odne in coordination with the hazardous material work.

The building construction elements included for treatment in this work as shown on the drawings:

a. Masonry Walls, refer to Section 04 03 00, Conservation Treatment for Period Masonry.

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

SECTION 01 11 00 Page 2 which existed before new work started.

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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SECTION 01 11 00 Page 3

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SECTION 01 11 00 Page 4

ECS MID‐ATLANTIC, LLC

Final Geotechnical Engineering Report

Building 164

Bailey Road Indian Head Naval Support Facility, MD

ECS Project Number 01:28884

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

Reference: Final Geotechnical Engineering Report

Building 164 Moon 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. 01:59202B‐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

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

Building 164 August 12, 2020 ECS Project No. 01:28884 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

2.3 Current Site Conditions

2.4 Proposed Construction

3.0 FIELD EXPLORATION

3.1 Field Exploration Program

3.1.1 Test Borings

3.1.2 Foundation Test Pits

3.1.3 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 Below‐Grade Walls

4.4 Underslab Drainage

4.5 Foundation Perimeter Drainage

4.6 Seismic Design Considerations

4.7 Pavement Sections

4.8 Site Retaining Walls

4.9 Support of Excavation (SOE)

4.10 Slope Stability

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 Structural Fill and Placement

5.2.3 Compaction

5.3 Utility Installations

5.4 Temporary and Permanent Slopes

5.5 General Construction Considerations

6.0 CLOSING

ECS Project No. 01:28884 Page ii

APPENDICES

Appendix A – Drawings & Reports

Site Location Diagram

Boring Location Diagram

Test Pit Diagram with Column Lines

Appendix B – Field Operations

Reference Notes for Boring Logs

Boring Logs B‐6 through B‐8

Test Pit Logs TP‐4, TP‐7 through TP‐13

Foundation Test Pit Sketches TP‐4, TP‐7 through TP‐13

Subsurface Cross Section A‐A’

Appendix C – Laboratory Testing

Laboratory Test Results Summary

Plasticity Chart

Grain Size Analysis

Chloride & Sulfate Test Results

Appendix D – Supplemental Report Documents

Zone of Influence Diagram

Keystone Retaining Wall Systems Typical Sections & Details

Global Stability Analysis for Retaining Wall (Section B‐B’)

Preliminary Site Drainage Diagram

French Drain Diagram

Below Grade Wall and Underslab Drainage

Reference Notes for ReMi Survey

ReMi Seismic Test Results/Analyses

ECS Project No. 01:28884 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.

ECS understands that the proposed development includes:

A second story addition, New and modified existing shallow foundations, A new elevator shaft, A site retaining wall and future pedestrian bridge, and

An at‐grade parking area.

Of critical concern to the project is the shallow groundwater level encountered approximately 2.5 to 10 feet below top of slab/ground surface (fbgs) in the foundation test pits and soil borings. For long term control of shallow groundwater, we recommend constructing an underslab drainage system and an external perimeter drain.

Based on an average finished floor elevation of EL +42.08 ft, ECS anticipates that the new and modified existing foundations will bear on natural and existing fill soils with an SPT N‐value of N=6 bpf or higher. We recommend that the footings, new and modified existing, be designed for a net allowable bearing pressure of 3,000 psf.

Existing walls, columns, and footings that are within the zone of influence of new footings may require underpinning so that adjacent foundations bear at the same elevation.

Based on a global stability analysis of the proposed new retaining wall, ECS anticipates that a soldier pile and lagging wall with a modular precast concrete face and reinforced granular fill will achieve a minimum factor of safety of 1.5 against instability.

For flexible asphalt pavement, ECS recommends the minimum pavement section specified in UFC 3‐201‐01, which consists of two inches for surface course asphalt with a total asphalt thickness of six inches, underlain by four inches of base course stone.

Management of stormwater and site drainage during construction will be critical for the success of the project. The contractor should be prepared to control shallow groundwater with a system of French Drains or a series of submersible sumps.

ECS Project No. 01:28884 Page 2

1.0 INTRODUCTION

1.1 GENERAL

The purpose of this study was to provide geotechnical information for the design and construction of new foundations, including re‐use of existing foundations, retaining walls, pavements, and slabs on grade for the proposed Building 164 (B164). B164 is part of a larger project to renovate and repurpose existing structures Building 154 (B154) and B164 to create new office and laboratory space. New parking areas will be developed in the green space between B154 and B164 and at the top of the slope on the south side of B164. Geotechnical recommendations for design and construction of B154 and the parking areas are provided under separate cover.

The recommendations developed for this report are based on project information supplied by Jacobs and provided in the Scope of Architect‐Engineer Services (SAES) dated February 19, 2019 prepared by NAVFAC. 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 new features. Please note, that this report should be read in conjunction with the reports for B154, and the B154 and B164 parking lots; provided under separate cover.

1.2 SCOPE OF SERVICES

To obtain the necessary geotechnical information required for design, three soil test boring locations, designated B‐6 through B‐8, were selected by ECS and approved by Jacobs and Navy Facilities (NAVFAC). These borings were located at generally regular intervals across the site in general accordance with boring investigation guidelines in Unified Facilities Criteria (UFC) 3‐220‐01 Geotechnical Engineering. ECS also performed a total of eight foundation test pits. A laboratory‐ testing program was also implemented to characterize the physical and engineering properties of the subsurface soils.

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 test borings and test pit logs.

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.

Recommended allowable soil bearing pressure(s) for conventional shallow foundations (spread footings) and estimates of predicted foundation settlement using building loads provided by the design team.

Recommendations for slab‐on‐grade construction, including recommendations for subgrade improvements, if necessary.

Recommendations for pavement subgrade preparation and estimated California Bearing Ratio (CBR) based on SPT N‐values.

ECS Project No. 01:28884 Page 3

Evaluation of the on‐site soil characteristics encountered in the soil borings and the suitability of the on‐site materials for reuse as engineered fill, including compaction requirements.

Seismic site classification based on Refraction Microtremor readings.

Global stability analysis of one retaining wall section.

Evaluation and recommendations relative to groundwater control, including recommendations for perimeter and underslab drainage.

1.3 AUTHORIZATION

Our services were provided in accordance with our Proposal No. 59202B‐GPR, 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 within the Indian Head Naval Support Facility approximately 950 feet northwest of the intersection of Hersey Road and Bailey Road in the Naval Powder Factory Historic District. The Site Location Diagram provided in Appendix A shows the location of B164 in relation to B164 Parking, B154, and the proposed parking area for B154. Figure 2.1.1 provides an overview of the site location on the Indian Head peninsula.

Figure 2.1.1. Site Location

SITE

LOCATION

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2.2 PAST SITE HISTORY/USES

ECS understands from information provided by NAVFAC and Jacobs that B164 previously stored liquid ether which was piped to adjacent buildings. It is unknown whether nitrocellulose was pumped into B164; however, a terracotta pipe was encountered in the L‐shaped test pit excavated close to the north façade of B164 at the original B‐8 position. ECS understands from NAVFAC that nitrocellulose solution was transported in terracotta pipes, which are still present in the vicinity and are assumed to contain nitrocellulose.

2.3 CURRENT SITE CONDITIONS

As shown on the Site Location Diagram provided in Appendix A, the building is located on the south side of Bailey Road to the northeast of the intersection with Thomas Road. We understand that Building 164 was constructed in stages between 1893 and 1950 as a slab on grade high‐bay warehouse structure with heavy timber/steel trusses, corrugated roofing, and large single pane factory type windows. The ground floor plan is an irregular rectangle with a dogleg that divides the building into two approximate halves. The eastern portion of the building, which is the earliest structure, is subdivided into two structures built in the late 1800s. The easternmost room currently contains large cylindrical cast iron ether tanks with a second floor above the tanks. The second floor is only accessible from an external stair on the east wall of B164. The adjoining room in the eastern portion of the building appears to have once held tanks, with visible evidence of underground storage tanks or vaults below the existing floor slab. The west half of B164, also referred to as B164A, is divided in half internally with a wall on an east‐west orientation, creating a large open bay area to the north and a narrower space along the south perimeter. There is also a partial mezzanine floor in B164A. There are two large below‐grade concrete pit tanks sunk into the floor of B164A, one on the north side and one on the south (these tanks were full of water during our field work). In about 1941 the timber structure in B164A was replaced with steel. We understand that the existing building has a footprint of approximately 8,600 square feet (sf) and is composed of load bearing, un‐insulated multi‐wythe brick masonry walls and structural steel/wood framing.

The building is currently unused.

Building 164 is bound by a sloped asphalt paved roadway to the north, northeast and east, and a partially retained embankment with trees to the west, south and southeast. As shown on the Boring Location Diagram provided in Appendix A, an existing retaining wall creates a narrow areaway that extends around the north, west and south sides of the building. The retaining wall has failed on the west and south sides of the building. The adjoining slope to the south extends up to Moon Road.

B164 Parking will be developed at the top of the slope.

The site’s topography generally slopes from EL +50 ft at the west end to a low of EL +41 ft at the southeastern end. As observed during the March 7th , 2020 site walkthrough, approximately 80% of the retaining wall has collapsed, and the western and southern slopes have experienced erosion and localized slip failures.

ECS also observed numerous utility pipes and buried structures of unknown purpose exposed in the eroded slopes of the embankments to the west and south. The pipes run horizontally both parallel and perpendicular to the direction of the embankment, and vertically. There is also a channelized stream that runs toward the building from the west that is directed into a weir or below grade structure near the southwest corner of the building. The outlet for the stream is unknown at this time. During the site walkthrough, NAVFAC commented that there is also a disused sewer line in the vicinity of Building 164 that contains explosive salts.

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2.4 PROPOSED CONSTRUCTION

The proposed redevelopment will include the demolition of the existing retaining walls and the partial demolition of several select components across the building. The new second story super structure will include the construction of an approximately 5,000 sf mezzanine floor, new retaining walls, walkways, and associated ADA parking. The SAES includes a proposed footpath and a future pedestrian bridge that will connect the B164 parking area at the top of the southern slope to the second level of B164. However, the final design of the pedestrian bridge is not included in this current phase of design.

The following information explains our understanding of the planned development including proposed buildings and related infrastructure.

SUBJECT DESIGN INFORMATION / ASSUMPTIONS

Building Footprint Approximately 8,600 sf ground floor, 5,000 sf second story in plan view

# of Stories 2 stories above grade, no basement levels

Usage Office and laboratory space

Framing Concrete masonry walls, metal and composite decking, cast‐in‐ place concrete slabs, and steel framing

Column Loads 50 to 119 kips (Full Dead and Factored Live)

Wall Loads 6 to 20.4 kips per linear foot (klf) maximum

Lowest Finish Floor Elevation

Approx. EL. 42.08 ft

Future Pedestrian Bridge

Cast‐in‐place deck on steel frame. Shallow foundations to support the south end of the bridge in the slope; north end to cantilever from the second floor at B164. Assumed max.

combined load on shallow foundations 10 kips. (These assumptions are based on conceptual design drawings. Final design may differ.)

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‐

ECS Project No. 01:28884 Page 6 shaped test pits be excavated at each proposed boring location using air knife techniques to locate and avoid obstructions; in particular, terracotta pipes that may contain nitrocellulose. Final soil boring locations were selected based on the results of these anomaly avoidance activities.

The subsurface conditions were explored by drilling three (3) soil test borings designated B‐6 through B‐8; B‐6 and B‐7 within the building, and B‐8 in Bailey Road on the north side of B164.

Boring B‐8 was relocated twice due to encountering utilities in the proposed locations, shown as B‐ 8 and B‐8A on the Boring Location Diagram. The final position for B‐8, shown as B‐8B on the Boring Location Diagram, was in Bailey Road offset approximately 15 ft from the north wall of B164. Due to the low overhead conditions for B‐6 and B‐7, a track‐mounted drill rig with a step‐down mast was utilized to drill the soil test borings. Borings were generally advanced to planned depths of 45± feet below the top of slab or ground surface (fbgs) as specified in the contract documents. During drilling, a Jacobs representative used a magnetometer to check for the presence of unexploded ordinance. Subsurface explorations were completed under the general supervision of an ECS geotechnical engineer.

Boring locations were identified in the field by ECS personnel using pacing techniques prior to mobilization of our drilling equipment. 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 site civil and structural plans.

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 and ECS field staff. 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.

3.1.2 Foundation Test Pits

Eight test pits, designated TP‐4 and TP‐7 through TP‐13, were excavated within the building footprint to document the visible dimensions of wall and column footings. TP‐13 was offset approximately 3 ft west of the subject wall due to the presence of below grade pipes and electrical lines. The test pits were excavated approximately 4 fbgs. The measured slab thickness varied from approximately 4.5 inches to 10 inches. In TP‐9 the slab was underlain by 3.5 to 6.5 inches of black gravel. Granular bedding material was not encountered in the other seven test pits. The approximate final test pit locations are shown on the Boring Location Diagram and on the Test Pit Diagram in Appendix A.

The type and extent of the observed column and wall foundations varied considerably. Detailed depictions of the encountered foundations are provided in the Foundation Test Pit Sketches in Appendix B. Due to limited access and below slab vaults, only one test pit, TP‐12, was performed in the eastern portion of B164. The remaining seven test pits (TP‐4, TP‐7 to TP‐11, and TP‐13) were excavated in B164A.

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 column or wall. Dimensions of walls and columns where

ECS Project No. 01:28884 Page 7 measured where feasible or estimated from structural drawings. Due to safety concerns, the test pits were excavated to a depth of approximately four feet. Bottom elevation of footings were observed within test pits TP‐7, TP‐9, and TP‐10. In test pits TP‐4, TP‐8, TP‐10, TP‐11, and TP‐12 the observed structure (wall or column) either did not have a footing or foundations extended below the bottom of the test pit; therefore, their depth from the top of slab, and the thicknesses could not be determined. The field measurements are summarized in Table 1 below and shown on the sketches in Appendix B.

Figure 1: Dimensions Measured

Top Of Slab

W

D

A

L

B

T

Table 3.1.2.1 Observed Foundation Dimensions

Test pit A

(In.)

B

(In.)

L

(In.)

W (In.)

T (In.)

D (In.)

Column/Wall Foundations

TP‐4 Column (1) 32 8 8 32 No Footing TP‐4 Wall(2) NA(3) 12 NA Continuous No Footing TP‐7 Column 23 14 50 58 13 36

TP‐8 Buried E‐W Wall NA 8 NA Continuous Extended Below Test Pit Bottom TP‐8 Buried N‐S Wall NA NA NA Continuous

TP‐8 Line 3 Wall(4) NA 8 No Footing TP‐8 Column 12 13 Extended Below Test Pit Bottom TP‐9 East Wall NA 16 60 52 12 22 TP‐9 South Wall NA 9 NA Continuous No Footing(5) TP‐10 West Wall NA 9 12 Continuous 40 40 TP‐10 North Wall NA 9 9 Continuous 36 36 TP‐10 Column 24 12 48 44

Extended Below Test Pit Bottom

TP‐11 Column 24 12 48 42 TP‐12 Wall NA 33 49 Continuous

TP‐13 No structure encountered.

(1) The bottom of the column ended 19 inches below the top of slab without a footing.

(2) The bottom of the western wall ended 18 inches below the top of the slab without a footing.

(3) N/A = Not Applicable.

(4) The wall located on column line 3 orientated E‐W sits on top of the slab on grade and does not extend below the slab.

(5) The bottom of the wall extends 36 inches below the top of slab without a footing.

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3.1.3 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 the IBC 2018 and Chapter 20 of ASCE 7.

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.

The modeled results presented in this report represent average shear wave velocities responsible for site response to earthquake shaking. The local velocities and depths of individual layers may vary along the length of lines. Some variation in shear wave velocities should be expected across the site.

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

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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:

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 data 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 (1) (ft)

Stratum Description Ranges of

SPT(2) N‐values (bpf)

0‐0.8 feet (Surface cover)

EL +42.3 to

EL +40.2

n/a CONCRETE or ASPHALT N/A

0‐8.2 feet EL +42.1 to

EL +32

I

Existing undocumented FILL consisting of very loose to loose SAND (SC) with varying amounts of clay, silt and gravel, and very soft Lean CLAY (CL) with varying amounts of sand and gravel. Contained wood fragments, cobbles, asphalt and roots.

WOH(3) to 9

PROJECT SITE

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Depth Range (ft)

Elevation (1) (ft)

Stratum Description Ranges of

SPT(2) N‐values (bpf)

5 feet to End of Boring

EL +41.6 to

EL ‐4

II

Terrace Deposits consisting of firm to very hard Lean CLAYS (CL) with varying amounts of sand and gravel, and very loose to very dense SAND (SC, SM, SP) with varying amounts of with varying amounts of silt, clay, and gravel, and SILT (ML) with varying amounts of sand.

5 to 29

Notes: (1) Ground surface elevations at boring locations were not surveyed by a licensed surveyor; these elevations are approximate based on civil site and structural plans provided by Jacobs. Elevations are considered approximate +/‐ 0.5 ft.

(2) Standard Penetration Test

(3) WOH is Weight of Hammer

3.4 GROUNDWATER OBSERVATIONS

Groundwater was observed in borings B‐6 through B‐8 at depths on the order of 2.5± feet to 10± feet below the top of slab/ground surface. We understand during and after significant rain events, the building itself can flood. In auger drilling operations, water is not introduced into the boreholes, and the groundwater position can often be determined by observing water flowing into the boreholes. Additionally, ECS had to employ a submersible sump pump to control groundwater inflow during excavation of the foundation test pits.

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

A bulk sample was collected for corrositivity testing at TP‐6 and boring B‐7. The results of the corrosivity testing are provided below in Table 3.5.1. Copies of all laboratory results are provided in Appendix C. Additional testing which includes moisture content, Atterberg Limits, Grain Size analysis will be provided in a later report. 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.

Table 3.5.1 Corrosivity Test Results

Sample Location

Sulfate (mg/Km) Chloride (mg/Kg)

TP‐6 58 18

B‐7 48 13

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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 should be incorporated in the design and construction of the project to minimize possible soil and/or foundation related problems. The project site is generally suitable for the proposed development.

The most critical items from a geotechnical perspective is the presence of up to 9 feet of existing fill material and shallow groundwater. Temporary and subsequently permanent groundwater control will be critical in reducing the amount of potential undercuts and dewatering and reworking of existing soils during foundation construction. The fill material was generally very loose to medium dense for non‐cohesive soil and soft for cohesive material, and contained varying amounts of wood fragments, cobbles, asphalt and roots. In addition, soft/loose materials were encountered in Borings B‐7 and B‐8. If these fill materials are present below new foundation subgrades, these materials should be removed and replaced prior to the placement of foundations, slabs, new fill, or other structural elements.

The following sections provide recommendations for foundation design, soil supported slabs, below grade walls, seismic design parameters, site retaining walls, and pavement subgrade preparation, and recommendations for construction. Once this design is advanced further, ECS should review the design, in context with the geotechnical recommendations contained herein, to make sure our recommendations have been properly applied.

4.1.1 Shallow Foundations Recommendations

We understand that the renovation will include the addition of a second floor. The second floor will be supported by a new column footing at gridlines Q/2.6, Q/3.1 and Q/3.7 and existing wall footings and columns footings. ECS has been provided with preliminary design loads on a plan dated June 8, 2020. This plan gives existing and new loading for columns and wall footings. The maximum combined wall loading appears to be 20.4 kip per linear foot at gridlines P/1.9‐4.5 and maximum column loading of 119 kips at gridlines F/2.