B3_RFP_(AM_03)_ATC6_18R0024.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04 EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The Solicitation for Airmen Training Complex Dorms 6 Large Business Lackland, Texas is amended as follows.

See SF30 Continuation Sheet(s)

NOTE: Proposal Receipt date is extended from 08 March 2019; at 10:00 a.m.,CST, to 21 March 2019 @ 10:00 am..

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY

16B. UNITED STATES OF AMERICA 15C. DATE SIGNED 15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer) (Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X 9A. AMENDMENT OF SOLICITATION NO.

W912618R0024

X 9B. DATED (SEE ITEM 11)

22-Jan-2019

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

04 -Mar-2019

CODE

US ARMY ENGINEER DISTRICT, FORT WORTH

ATTN: CESWF-CT

819 TAYLOR ST, ROOM 2A19

P.O. BOX 17300

FORT WORTH TX 76102-0300

W9126G 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODE CODE

EMAIL: TEL:

W9126G18R0024

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

CHANGES TO SOLICITATION W9126G18R0024

CHANGES TO TECHNICAL SPECS

1. The documents listed are attachements to the specifications shown, the attachements bear the notation “W9126G18R0024-0003”:

01 33 29 – 2016 Guiding Principles Compilance for New Construction Department of Defense Scoping Checklist 31 00 00 – Geotechnical Report

End of Summary of Changes

2016 UFC‐GPC NC DoD Scoping Checklist © 2016‐2017 GREEN BUILDING INITIATIVE, INC. ALL RIGHTS RESERVED.

2016 Guiding Principles Compliance for New Construction

Department of Defense (GPC NC DoD) Scoping Checklist

Instructions

The GPC NC DoD Scoping Checklist is for use during the planning stage to identify all goals for the project, as relate to meeting the Federal Guiding

Principles (via compliance with UFC 1‐200‐02 "High Performance and Sustainable Building Requirements"), and to define requirements for the project. After identifying elements that are not applicable to the project (see Answer Selections below), the remaining elements must all be met.

This DOD review is in alignment with UFC 1‐200‐02 for the purposes of this validation. "Guiding Principles" are met when the requirements of UFC 1‐

200‐02 are met.

Answer Selections:

"Yes" means an element will be fully achieved, or highest resource efficiency achieved, with LCCA supporting documentation.

"Not Applicable" ("N/A") is to be used only when:

Mission precludes the element (e.g. facility mission prohibits the use of windows);

Location of installation restricts or precludes achievement of element (e.g. there is no local recycling);

Location conditions mean that the element is not part of the project (e.g. there is no meter for steam because there is no steam); or

LCCA does not support any compliance with this requirement.

Justification must be provided during third‐party assessment for each element marked "N/A", and for any LCCA supporting partial or no compliance to a requirement.

Unless otherwise noted, all line items must be indicated. If a choice has not been selected, include a note. The project's achievement from third‐ party assessment will not be negatively impacted as a result of indicating "N/A," or where LCCA supports partial or no compliance to a requirement.

The intent is for the project team to determine during the planning stage if any of the Guiding Principles (UFC 1‐200‐02 requirements) are not applicable, and that the remaining requirements must be fully met (with LCCA).

UFC Applicability

UFC 1‐200‐02, revised December 1st, 2016, is effective for the following projects:

• Design‐Bid‐Build projects that have not proceeded beyond 35% design completion as of 12/01/2016

• Design‐Build projects that have not proceeded beyond date of RFP issuance as of 12/01/2016. When an RFP is issued in multiple phases or steps, use the date of the last phase of the RFP issuance.

Projects that have a delay ‐ either planned or unintentional ‐ of more than 18 months between design completion and the solicitation of offers for construction must be re‐evaluated to determine if any design revision is necessary due to changes in criteria (including codes and standards) or site infrastructure (e.g. water supply for fire department vehicle access).

Any new building or modernization where the above is applicable must meet the following:

• UFC 1‐200‐02 High Performance and Sustainable Buildings Requirements (December 01 2016)

• UFC 3‐530‐01 Interior & Exterior Lighting Systems and Controls, With Change 3 (Change/Revision Date: June 01 2016)

NOTE: The evaluation must also include retroactive requirements that have been included in the new editions of the criteria.

Notes and Justification i.a LCCA Format

Yes ATC6 Final LCCA 170808a‐ Complete

Notes and Justification

1.a Sustainable Locations

Yes LBDA, Section 4 Civil and Site Work

UFC 1‐200‐02, 2‐2.1.3 Evaluation of the Site Yes LBDA, Section 4 Civil and Site Work

Yes LBDA, Section 4 Civil and Site Work

1.b Integrated Design

UFC 1‐200‐02, 2‐2.1 Integrated Design Yes LBDA, Appendix MEETING MINUTES

UFC 1‐200‐02, 2‐2.1.1 Integrated Planning Yes LBDA, Appendix MEETING MINUTES

Yes LBDA, II. Airmen Training Complex 6 (ATC6)

1.c Commissioning

UFC 1‐200‐02, 2‐2.2 Commissioning Yes Spec. 019100.15, CxA to provide report

Notes and Justification

2.a Energy Efficiency

Low‐Rise Residential

UFC 1‐200‐02, 2‐3.1.1 Commercial and Multi‐

Family High‐Rise Residential Buildings

Not Applicable

UFC 1‐200‐02, 2‐3.1.2 Low‐Rise Residential

Buildings

Yes ATC6 Energy Performance summary 08082017.pdf

26.51% imrovement

UFC 1‐200‐02, 2‐3.1.3 Renovations Not Applicable

Yes Spec 013329. GC to provide material cutsheets.

UFC 1‐200‐02, 2‐3.1.5 Standby Powered Devices Yes Spec 013329. GC to provide material cutsheets.

Yes ATC6 HVAC Calcs

UFC 1‐200‐02, 2‐3.3.1 ECA Requirements Yes LBDA, Section 9 Mechanical and Plumbing

2.b Renewable and Clean Energy

Not Applicable LCCA is not a positive return

Not Applicable LCCA done.

2.c Metering

UFC 1‐200‐02, 2‐3.4 Metering Yes LBDA, II. Airmen Training Complex 6 (ATC6)

Notes and Justification

3.a Indoor Water Use

UFC 1‐200‐02, 2‐4.1 Indoor Water Yes LBDA, Section 9, Item G.6

UFC 1‐200‐02, 2‐4.1.1 Indoor Water Metering Yes LBDA, Section 9, Item A.12

3.b Outdoor Water Use

UFC 1‐200‐02, 2‐4.2.1 Water for Landscaping Yes Water supplied from ATC5 greywater treatment facility

Yes

3.c Alternative Water

UFC 1‐200‐02, 2‐4.3 Alternative Water Yes ATC5 Grey water treatment facility

3.d Stormwater Management

Yes A6 Civil Calcs, Need LID documentation

UFC 1‐200‐02, 2‐3.3 Energy Compliance Analysis

(ECA)

UFC 1‐200‐02, 2‐3.2.1 Solar Domestic Hot Water

(SDHW)

UFC 1‐200‐02, 2‐2.1.2 Evaluation for Design

Strategies

UFC 1‐200‐02, 2‐2.1.4 Site Integration and Design of the Building

3. Protect and Conserve Water

2. Optimize Energy Performance

UFC 1‐200‐02, 2‐4.3.1 Stormwater Management

i. Life‐Cycle Cost Analysis (LCCA)

UFC 1‐200‐02, 1‐7 Life‐Cycle Cost Analysis (LCCA)

UFC 1‐200‐02, 2‐4.2.2 Outdoor Water Metering

UFC 1‐200‐02, 2‐3.2 On‐Site Renewable Ennergy

Building Type ‐ Select the building type most applicable to your project.

UFC 1‐200‐02, 2‐3.1.4 Energy Efficient Products

1. Employ Integrated Design Principles

UFC 1‐200‐02, 2‐3.3.2 Narrative Requirements

Notes and Justification

4.a Ventilation and Thermal Comfort

Yes LEED Thermal Comfort Study for ATC6.ASHRAE 62.1 output

4.b Daylighting and Lighting Controls

UFC 1‐200‐02, 2‐5.2 Daylighting Yes Private office next to exterior walls, no interior offices.

Yes LBDA, Section 11, Item B.3‐7

4.c Indoor Air Quality

UFC 1‐200‐02, 2‐5.3.1 Moisture Control Yes Spec 013329. GC to provide plan.

Yes Spec 013329; 1.7.4 & 3.3. GC to provide documentation.

Yes Spec 013329; 1.7.5. GC to provide plan.

Yes Submitted documentation‐ Sustainability folder

4.d Occupant Health and Wellness

Yes Narrative provided on Occupant health and wellness

Notes and Justification

5.a Material Content and Performance

UFC 1‐200‐02, 2‐6.1.1 Recycled Content Yes Spec 013329; 1.7.6. GC to provide documentation.

Yes Spec 013329; 1.7.7. GC to provide documentation.

Yes Spec 013329; 1.7.8. GC to provide documentation.

5.b Waste Diversion and Materials Management

Yes Drawing A6‐A‐102.

UFC 1‐200‐02, 2‐6.2.2 Waste Diversion Yes Spec 013329; 1.7.9. GC to provide documentation.

Notes and Justification

6.a Address Climate Change Risks

Yes Climate change risk narrative provided

UFC 1‐200‐02, 2‐6.2.1 Storage and Collection of

Recyclables

UFC 1‐200‐02, 2‐5.4 Occupant Health and Wellness

UFC 1‐200‐02, 2‐6.1.4 Ozone Depleting Substances

UFC 1‐200‐02, 2‐6.1.2 Biologically‐Based Products

UFC 1‐200‐02, 2‐5.3.2 Reduce Volatile Organic

Compounds (VOC) (Low‐Emitting Materials)

UFC 1‐200‐02, 2‐5.3.4 Environmental Tobacco

Smoke Control

6. Assess and Consider Climate Change Risks

5. Reduce the Environmental Impact of Materials

4. Enhance Indoor Environmental Quality

UFC 1‐200‐02, 2‐5.3.3 Protect Indoor Air Quality

UFC 1‐200‐02, 2‐7 Address Climate Change Risks

UFC 3‐530‐01 Interior & Exterior Lighting Systems and Controls

UFC 1‐200‐02, 2‐5.1 Ventilation and Thermal

Comfort

PROVIDED "AS IS" ; DISCLAIMER:

THIS MATERIAL AND ALL INFORMATION CONTAINED HEREIN IS PROVIDED TO ALL RECIPIENTS ON AN “AS IS” BASIS. TO THE MAXIMUM EXTENT PERMITTED BY

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This Material is provided to you ("You" or "Recipient") by Green Building Initiative only for your use in association with only a proposed or active U.S. Department of

Defense (DoD) new construction or modernization project which seeks to be in compliance with the Federal Guiding Principles (UFC 1‐200‐02 requirements) (the "Scope of Use"). The Material may only be used for and within this Scope of Use.

Without limiting the foregoing, Recipients of this Material are explicitly prohibited from doing the following (without first obtaining Green Building Initiative's prior written consent):

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(iii) using this Material for any purpose that is not within (or violates the parameters of) the Scope of Use (as set forth above)

Unauthorized use of this Material is strictly prohibited, is a violation of copyright and other intellectual property rights, and is actionable under law.

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The Green Building Initiative®, the Green Building Initiative logo® and Green Building Initiative Guiding Principles Compliance GPC logoTM (among others) are trademarks, service marks and/or trade names (collectively “Marks”) owned by Green Building Initiative and all rights are reserved therein.

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CONDITIONS OF USE:

This "2016 Guiding Principles Compliance for New Construction Department of Defense (GPC NC DoD) Scoping Checklist" ("Material") is proprietary to Green Building

Initiative, Inc. ("Green Building Initiative") and/or its successors and assigns.

NEXT STEPS

LEGAL NOTICE

Third‐Party Guiding Principles Compliance Assessment

For third‐party assessment of compliance to Guiding Principles, contact Green Building Initiative (GBI) at 503.274.0448. Registering and ordering a third‐party assessment from GBI allows access to the GPC NC DoD Survey, which includes any selections made within this Scoping Checklist, and a supplemental Technical Manual. Each GPC NC for Department of Defense assessment includes a third‐party review of the completed GPC NC DoD

Survey and supporting documentation as part of the 100% Design Submittal phase, as well as an On‐site Assessment by the third‐party assessor.

Supplementary reviews can be purchased for an additional fee if the team prefers to have a document review prior to 100% submittals.

Contact GBI to get started: 503.274.0448

©2016‐2017 GREEN BUILDING INITIATIVE, INC. ALL RIGHTS RESERVED.

Geotechnical Engineering Study

Proposed Airmen Training Complex

ATC-6

JBSA-Lackland Air Force Base, Texas

Arias Job No. 2016-836-Revised 7-28-17

Prepared For Merrick & Company

June 26, 2017

AF?1A5

GEOPROFESSIONALS

142 Chula Vista, San Antonio, Texas 78232 • Phone: (210) 308-5884 • Fax: (210) 308-5886

June 26, 2017-Revised 7-28-17 Arias Job No. 2016-836 Via Email: tammv.iohnson@merrick.com

Ms. Tamara J. Johnson, PMP, LEED AP BD+C Vice President Merrick & Company 5970 Greenwood Plaza Blvd.

Greenwood Village, CO 80111

RE: Geotechnical Engineering Study Proposed Airmen Training Complex (ATC-6) JBSA-Lackland Air Force Base, Texas

Dear Ms. Johnson:

Arias & Associates, Inc. (Arias) is pleased to submit this report presenting the results of the Geotechnical Engineering Study for the above referenced design project. Our scope of services for this project was performed in general accordance with Arias Proposal No. 2016- 836 dated November 18, 2016 and authorized by the signing of Merrick & Company Work Order 002-AR on our proposal on January 27, 2017.

The purpose of this geotechnical engineering study was to establish foundation and pavement engineering properties of the subsurface soil and groundwater conditions present at the site. Arias’ scope did not include environmental services of any kind. The scope of the study is to provide geotechnical engineering criteria for use by design engineers in preparing the foundation and pavement designs. Our findings and recommendations should be incorporated into the design and construction documents for the proposed development.

The long-term success of the project will be affected by the quality of materials used for construction and the adherence of the construction to the project plans and specifications.

The quality of construction can be evaluated by implementing Quality Assurance (QA) testing. As the Geotechnical Engineer of Record (GER), we recommend that the earthwork, foundations, and pavement construction be tested and observed by Arias in accordance with the report recommendations. A summary of our qualifications to provide QA testing is discussed in the “Quality Assurance Testing” section of this report. Furthermore, a message to the Owner with regard to QA testing is provided in the ASFE publication included in Appendix E.

Thank you for the opportunity to be of service to you.

Sincerely, Arias & Associates, Inc.

TBPE Registration No: F-32 — erry I. Shephera, P.E., D.GE JERRYD. SHEPHERD ; ~nristopn~r M. Szyn4~~j4~P.E.

Senior Geotechnical Engineer ? ~ Senior Geotechnical Engineer

7-21—17 112142

Austin • Corpus • Fort Worth • San Antonio

Arias Geoprofessionals i Arias Job No. 2016-836

REPORT FORMAT INFORMATION

To improve clarity in the intent of our geotechnical recommendations for this project, the report is organized into two separate, but equally important sections.

Section I – Synopsis is a summary of our geotechnical recommendations specific to this project.

Section II - The Main Report contains more detailed information including foundation and pavement design parameters and site work recommendations.

A study of both of the above referenced sections is recommended for the Project Team Members. Arias cautions that Section I is a consolidated quick reference overview of the more detailed geotechnical recommendations contained in Section II and should not be utilized exclusively from the remainder of the report.

Arias Geoprofessionals ii Arias Job No. 2016-836

INTRODUCTION LETTER

REPORT FORMAT INFORMATION ………………………………………………………………i

SECTION I: SYNOPSIS .................................................................................................... I-1

SECTION II: MAIN REPORT ............................................................................................ II-1

PROJECT AND SITE DESCRIPTION ........................................................................... II-1

SOIL BORINGS AND LABORATORY TESTS ............................................................... II-1

SUBSURFACE CONDITIONS ....................................................................................... II-4

Geology ................................................................................................................... II-4 Site Stratigraphy and Engineering Properties........................................................... II-4 Groundwater ............................................................................................................ II-7

MOISTURE VARIATIONS AND ESTIMATED MOVEMENT .......................................... II-8

FOUNDATION DESIGN CONSIDERATIONS ................................................................ II-9

Axial Design Considerations .................................................................................... II-9 Suspended Floor Slab ........................................................................................... II-11 Lateral Load Design Considerations ...................................................................... II-13 Weapons Cleaning Pavilion ................................................................................... II-13 Running Track ....................................................................................................... II-15 Exercise Pad.......................................................................................................... II-15 Detention Pond ...................................................................................................... II-16

PAVEMENT RECOMMENDATIONS ........................................................................... II-16

Pavement Design Parameters and Assumptions ................................................... II-16 Performance Considerations .................................................................................. II-18

RETAINING WALL CONSIDERATIONS ...................................................................... II-20

Lateral Earth Pressures ......................................................................................... II-20 Backfill Compaction ............................................................................................... II-21 Foundation Bearing................................................................................................ II-21

ADDITIONAL DESIGN CONSIDERATIONS ................................................................ II-22

Utilities ................................................................................................................... II-22 Slab-Bearing Partition Walls & Flooring ................................................................. II-22 Control and Construction Joints ............................................................................. II-22 Design Measures to Reduce Changes in Soil Moisture .......................................... II-22 Flatwork Considerations ........................................................................................ II-23 IBC Site Classification and Seismic Design Coefficients ........................................ II-24

SLOPE STABILITY FOR TEMPORARY CONDITIONS ............................................... II-24

CONSTRUCTION CRITERIA ...................................................................................... II-25

Arias Geoprofessionals iii Arias Job No. 2016-836

Site Preparation ..................................................................................................... II-25 Drilled Piers Construction Considerations .............................................................. II-25 Drainage ................................................................................................................ II-27 Earthwork and Foundation Acceptance .................................................................. II-27 Trench Excavations ............................................................................................... II-27

GENERAL COMMENTS .............................................................................................. II-28

Geotechnical Design Review ................................................................................. II-28 Subsurface Variations ............................................................................................ II-28 Quality Assurance Testing ..................................................................................... II-29 Standard of Care ................................................................................................... II-29

APPENDIX A: FIGURES AND PHOTOGRAPHS ................................................................ A-1

APPENDIX B: BORING LOGS AND KEY TO SYMBOLS .................................................... B-1

APPENDIX C: LABORATORY AND FIELD TEST PROCEDURES ..................................... C-1

APPENDIX D: ASFE INFORMATION – GEOTECHNICAL REPORT .................................. D-1

APPENDIX E: PROJECT QUALITY ASSURANCE ............................................................. E-1

Arias Geoprofessionals iv Arias Job No. 2016-836

Tables

Table 1: Project Description................................................................................................. I-1 Table 2: Existing Conditions at Time of Geotechnical Study ................................................ I-1 Table 3: Suspended Floor Slab and Drilled Pier Foundation Recommendations ................. I-2 Table 4: Project Compaction, Moisture and Testing Requirements ...................................... I-3 Table 5: Boring Locations ................................................................................................... II-2 Table 6: DCP Test Results Boring B-16.............................................................................. II-3 Table 7: DCP Test Results Boring B-17.............................................................................. II-3 Table 8: Generalized Soil Conditions, Borings B-1 through B-5 .......................................... II-5 Table 9: Weapons Pavilion Boring B-6 ............................................................................... II-5 Table 10: Track Borings B-7, 8, & 9 .................................................................................... II-6 Table 11: Drill Pad, Borings B-10, 11, & 12 ........................................................................ II-6 Table 12: Detention Pond, Borings B-13, 14, & 15 ............................................................. II-7 Table 13: POV Parking, Borings B-16 & 17 ........................................................................ II-7 Table 14: Groundwater Data .............................................................................................. II-8 Table 15: Recommended Drilled Shaft- Axial Design Parameters .................................... II-10 Table 16: Recommended Drilled Shaft Lateral Design Parameters .................................. II-13 Table 17: Weapons Cleaning Pavilion Pad Recommendations Using the Ribbed Matt DesignII-14 Table 18: Running Track Pavement Section ..................................................................... II-15 Table 19: Exercise Pad .................................................................................................... II-15 Table 20: Permeability Test Results ................................................................................. II-16 Table 21: Pavement Design Parameters and Assumptions .............................................. II-16 Table 22: Parking Area Pavement .................................................................................... II-17 Table 23: Pavement Subgrade Materials .......................................................................... II-18 Table 24: Fill Requirements and Subgrade Treatment Options ........................................ II-19 Table 25: Subgrade Treatment Option - Lime Treatment .................................................. II-19 Table 26: Flexible Pavement Requirements ..................................................................... II-20 Table 27: Lateral Pressure Design Parameters ................................................................ II-20 Table 28: Seismic Design Parameters .............................................................................. II-24 Table 29: Site Work (Non Structural/General Fill) Requirements ...................................... II-25 Table 30: Drilled Pier Installation Considerations .............................................................. II-26

Arias Geoprofessionals I-1 Arias Job No. 2016-836

SECTION I: SYNOPSIS

This synopsis includes a brief description of the project, subsurface findings, client-preferred suspended floor slab foundation system, pavements, and generalized earthwork requirements for building foundation construction, pavements, and specific items of concern from a geotechnical standpoint for consideration during the design, construction, and maintenance phases of this project.

Table 1: Project Description

Project: Proposed Airmen Training Complex (ATC-6)

Project Location: West of Carswell Avenue and north of Truemper Street on JBSA-Lackland Air Force Base, Texas

Proposed Development:

4 to 5-story building with weapons cleaning pavilion, ¼ -mile running track with exercise pads, drill pad, POV parking area, and a detention pond.

Anticipated Building Construction The dormitory building will be a reinforced concrete frame, precast concrete exterior wall panels, masonry walls standing seam metal roof, and elevators

Finished Floor Elevation (FFE): Not known at this time

Client Preferred Foundation Type: The new dormitory foundation will be a drilled pier foundation system with a suspended floor slab

Table 2: Existing Conditions at Time of Geotechnical Study

Ground Cover: Native grass and some trees

Predominant Soil Types:

Fat Clay (CH), Lean clay (CL), Clayey Gravel (GC), Weathered and Unweathered Shale

Average Plasticity Index (PI)-Dormitory Building 58 (Range 23-77)

Average Plasticity Index (PI)-Weapons Cleaning Pavilion

51 (Range 32-64)

Average Plasticity Index (PI)-Running Track 48 (Range 25-66)

Average Plasticity Index (PI)-Drill Pad 59 (Range 33-86)

Average Plasticity Index (PI)-Detention Pond 62 (Range 34-90)

Average Plasticity Index (PI)-POV Parking 54 (Range 47-58)

Groundwater Depth Measured: See Table 10

Estimated Potential Vertical Rise (PVR): Approximately 4 to 6 inches

Arias Geoprofessionals I-2 Arias Job No. 2016-836

Table 3: Suspended Floor Slab and Drilled Pier Foundation Recommendations

Recommended Foundation Type: Drilled pier foundation with structurally suspended floor slab for Dormitory

Scarify, Moisten & Compact Exposed Subgrade:

12 inches Designed for positive drainage to maintain moisture conditions beneath the floor slab. A minimum 2% subgrade slope to appropriate sumps is recommended to prevent ponding of surface water.

Minimum Crawl Space, Void or Clear Space Between underlying subgrade soils and Floor Slab, Grade Beams and suspended utilities:

12 inches

Minimum Pier Depth:

Underreamed drilled Piers below 65 feet below grade during this study, deeper if needed for additional compressive, tensile, uplift and/or lateral resistance

Notes:

1. Crawl space should be maintained in well drained and ventilated condition to prevent accumulations of mold growth and maintain soil moisture equilibrium (drainage and ventilation design by others).

Maintenance and upkeep of drainage and ventilation system is required to maintain soil moisture equilibrium beneath the building floor slab.

2. All surface water which enters the crawl space must be readily collected and discharged outside and away from each of the building and foundations. A 4-inch thick concrete “mudmat” with a plastic vapor barrier beneath the “mudmat” should be considered for placement in the crawlspace to promote crawlspace drainage.

Arias Geoprofessionals I-3 Arias Job No. 2016-836

Table 4: Project Compaction, Moisture and Testing Requirements

Description Material

Percent Compaction

Optimum Moisture Content Testing

Requirement According to Standard Proctor ASTM D 1557

Building Pad Area(s)

Scarified Subgrade Soil 95% to 100% 0% to +4% 1 per 3,000 SF;

min. 3 tests

Select Fill (LEAN CLAY, Pit Run or Crushed Limestone

Base) ≥ 98% -2 to +3% 1 per 3,000 SF;

min. 3 per lift

Pavement Areas

Scarified, Moisture Conditioned On-site

Soil (Subgrade) ≥ 95% 0 to +4% 1 per 5,000 SF;

min. 3 tests

General Fill (Onsite Material) ≥ 95% 0 to +4% 1 per 5,000 SF;

min. 3 per lift

Base Material ≥ 95% +3% 1 per 5,000 SF;

min. 3 per lift

Hot-mix asphaltic concrete

91% to 95% Theoretical Lab

Density

(TEX 207 F)

Not applicable 1 per 5,000 SF;

min. 3 per lift

Non- Structural

Areas (Outside

Building Pad & Pavement

Areas)

General Fill (On-site Material) ≥ 95% 0 to +4% 1 per 5,000 SF;

min. 3 per lift

Arias Geoprofessionals II-1 Arias Job No. 2016-836

SECTION II: MAIN REPORT

PROJECT AND SITE DESCRIPTION

The proposed Airmen Training Complex (ATC-6) will consist of a four (4) to five (5) story dormitory facility with a weapons cleaning pavilion, ¼ mile running track with exercise pads, drill pad, parking area, and a detention pond. The detention pond will be located south of the future ATC facilities north of Truemper Street. We expect that the dormitory building will be a reinforced concrete frame, precast concrete exterior wall panels, masonry walls, standing seam metal roof, and elevators. The weapons cleaning pavilion will have masonry walls.

The Running Track is expected to have a typical track surface consisting of some type of cushioned material. We have not been informed as to the type of surface the Exercise Pads will be. The Drill Pad is expected to have a grass surface. Pavements for POV drives and parking will also be constructed. Both asphalt and concrete pavements are being considered. A Site Vicinity Map is provided as Figure 1 in Appendix A.

Based on information we received, we understand that plans are to support the Airmen Dormitory Building on a structurally suspended floor slab foundation on drilled underreamed piers.

If any of the above information is not correct or subsequently changes, we should be contacted immediately in order to evaluate the impact on our recommendations.

SOIL BORINGS AND LABORATORY TESTS

A total of 17 borings were drilled and sampled for this project. The boring numbers and the particular structure, or facility, where the borings were located are shown in the table below.

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Table 5: Boring Locations

Structure or Facility Boring Numbers Boring Depth ea. (ft)

4 to 5-Story Dormitory B-1, B-3, & B-5 80

B-2 & B-4 60

Weapons Pavilion B-6 20

¼ Mile Track & Exercise Area B-7, B-8, & B-9 10

Drill Pad B-10, B-11, & B-12 10

Detention Pond B-13, B-14, & B-15 15

POV Area B-16 & B-17 6

The boring depths were measured from below the existing surface elevations that existed from April 4 to April 24, 2017. The borings were sampled in accordance with ASTM D 1587 for thin-walled tube and ASTM D 1586 for Split Spoon sampling techniques as described in Appendix C. An all-terrain mounted drill rig using both hollow stem and continuous flight augers together with the sampling tools noted were used to secure the subsurface soil samples.

Soil classifications and borehole logging were conducted during the exploration by our engineering technician working under the supervision of our Project Geotechnical Engineer.

Final soil classifications, as seen on the boring logs included in Appendix B, were determined by the Project Geotechnical Engineer based on laboratory and field test results and applicable ASTM procedures.

As a supplement to the field exploration, laboratory testing to determine soil water content, Atterberg Limits, undrained-unconsolidated triaxial compressive strength, and percent passing the US Standard No. 200 sieve, controlled expansion-consolidation test was conducted. The laboratory results except for the controlled expansion-consolidation test are reported in the attached boring logs included in Appendix B.

The Dynamic Cone Penetrometer (DCP) was performed at the POV area (Borings B-16 and B-17) to determine an approximate California Bearing Ratio (CBR) of the insitu materials to a depth of six (6) feet. The results of the DCP are shown in Tables 6 and 7 below.

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Table 6: DCP Test Results Boring B-16

# Number of Blows

Cumulative Penetration

(in)

Penetration Between Reading

(in)

Penetration Per Blow

(in)

Hammer Blow

Factor

DCP

Index

(in/blow)

CBR

1 5 26.2 19.3 3.86 1 3.86 1.7

2 5 38.6 12.4 2.48 1 2.48 2.8

3 5 44.3 5.7 1.14 1 1.14 7

4 5 47.7 3.4 0.68 1 0.68 12

5 5 50.3 2.6 0.52 1 0.52 16

6 5 51.3 1 0.20 1 0.20 50

7 5 55.7 4.4 0.88 1 0.88 9

8 5 58.2 2.5 0.50 1 0.50 16

9 5 61 2.8 0.56 1 0.56 15

Table 7: DCP Test Results Boring B-17

# Number of Blows

Cumulative Penetration

(in)

Penetration Between Reading

(in)

Penetration Per Blow

(in)

Hammer Blow

Factor

DCP

Index

(in/blow)

CBR

1 5 18.4 15.2 3.04 1 3.04 2.3

2 5 30.4 12 2.40 1 2.40 2.9

3 5 38.4 8 1.60 1 1.60 4.6

4 5 44.8 6.4 1.28 1 1.28 6

5 5 49.2 4.4 0.88 1 0.88 9

6 5 52.5 3.3 0.66 1 0.66 12

7 5 55.5 3 0.60 1 0.60 14

8 5 58.8 3.3 0.66 1 0.66 12

9 5 62.1 3.3 0.66 1 0.66 12

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A key to the terms and symbols used on the logs is also included in Appendix B. The soil laboratory testing for this project was done in accordance with applicable ASTM procedures with the specifications and definitions for these tests listed in the Appendix C. Remaining soil samples recovered from this exploration will be routinely discarded following submittal of this report.

SUBSURFACE CONDITIONS

Site geology, generalized stratigraphy and groundwater conditions encountered are discussed in the following sections. The subsurface and groundwater conditions are based on conditions encountered at the boring locations to the depths explored. The presence and thickness of the various subsurface materials can be expected to vary away from and between the exploration locations. The descriptions generally conform to the Unified Soils Classification System.

Geology The earth materials underlying the project site have been regionally mapped as the Navarro Group Formation of the Cretaceous age. No faults are known to cross through the project area.

Site Stratigraphy and Engineering Properties The generalized subsurface stratigraphy encountered at this site is summarized subsequently in the tables below.

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Table 8: Generalized Soil Conditions, Borings B-1 through B-5

Stratum Depth, ft Material Type

PI

Range No. 200 Range

PP N Range

I to

6 – 15

Dark Brown, Tan and Gray, FAT CLAY

(CH), LEAN CLAY(CL), FAT CLAY with

SAND (CH), firm to very stiff

28 – 66 71 – 99 0.75 – 4.5+ 8 – 21

II

13 – 15 to 30 – 58

Tan, Gray-Tan, and Brown-Gray, FAT

CLAY (CH), stiff to very stiff, (weathered shale)

66 – 75 90 – 100 4.25 – 4.5+ 13 – 24

IIA

12 – 22 to 54 – 60

Brown-Gray, FAT CLAY (CH), stiff to very stiff, (weathered shale)

55 – 77 91 – 100 2.5 – 4.5+ 14 – 21

III

54 – 63 to 60 – 80

Dark Brown-Gray, FAT CLAY (CH), very stiff to hard, (unweathered shale)

54 – 68 100 -- 26 – 35

IIIA

54 – 57 to

Brown-Gray, FAT CLAY (CH), very stiff to very hard, (unweathered shale)

61 – 75 99 – 100 -- 23 – 67

IV

6 – 10 to 17 – 22

Tan, CLAYEY GRAVEL with SAND

(GC), medium dense to very dense

(Not noted at B-1 and B-4)

23 – 48 19 – 40 3* 13 – 50/6

Where: Depth - Depth from existing ground surface at the time of geotechnical study, feet PI - Plasticity Index, % No. 200 - Percent passing #200 sieve, % N - Standard Penetration Test (SPT) N-value, blows per foot PP - Pocket Penetrometer, tsf -- - No test

* - Only one test

Table 9: Weapons Pavilion Boring B-6

Stratum Depth Material Description PI -200 PP N

I to

Dark Brown, Gray & Tan, FAT CLAY

(CH), GRAVELLY FAT CLAY (CH), LEAN

CLAY with SAND (CL), very soft to hard

32 – 64 74 – 100 1 – 2 8 – 47

Where: Depth - Depth from existing ground surface at the time of geotechnical study, feet PI - Plasticity Index, % No. 200 - Percent passing #200 sieve, % N - Standard Penetration Test (SPT) N-value, blows per foot PP - Pocket Penetrometer, tsf

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Table 10: Track Borings B-7, 8, & 9

I to

4 – 10

Dark Brown, Gray & Tan, FAT CLAY

(CH), GRAVELLY FAT CLAY (CH), LEAN

CLAY with SAND (CL), very soft to hard

48 – 63 83 – 94 1.25 – 4.25+ 10 – 17

IA

to

Gray, LEAN CLAY (CL), very stiff (Boring B-9 only) 25* 93* -- 20 – 25

IV

to

6 – 10

Tan, CLAYEY GRAVEL (GC), CLAYEY GRAVEL with SAND (GC), medium dense to dense (Not Noted at B-7)

25 – 66 31 -- 22 – 40

Where: Depth - Depth from existing ground surface at the time of geotechnical study, feet PI - Plasticity Index, % No. 200 - Percent passing #200 sieve, % N - Standard Penetration Test (SPT) N-value, blows per foot PP - Pocket Penetrometer, tsf

Table 11: Drill Pad, Borings B-10, 11, & 12

I to

8 – 14

Dark Brown & Gray, FAT CLAY (CH), FAT CLAY with SAND (CH), soft to stiff 53 – 86 75 – 94 1.25 – 4.5+ 7 – 14

IA

to

Tan, FAT CLAY (CH), stiff (Boring B-12 only) -- -- -- 9 – 14

IIA

to

Brown-Gray, FAT CLAY (CH), stiff (weathered shale) (Boring B-11 only)

65* 100* -- 15*

IV

8 – 13 to 13 – 20

Tan & Brown-Gray, CLAYEY GRAVEL with SAND (GC), medium dense to very dense 33 – 47 28 – 36 -- 18 – 50/5”

Where: Depth - Depth from existing ground surface at the time of geotechnical study, feet PI - Plasticity Index, % No. 200 - Percent passing #200 sieve, % N - Standard Penetration Test (SPT) N-value, blows per foot PP - Pocket Penetrometer, tsf

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Table 12: Detention Pond, Borings B-13, 14, & 15

I to

4 – 15

Dark Brown, Gray, Brown-Tan, & Tan, FAT CLAY (CH), FAT CLAY with SAND

(CH), stiff to hard 38 – 90 72 – 95 2 – 4.5+ 8 – 42

IV

to

Gray & Tan, CLAYEY GRAVEL with SAND (GC), medium dense to very dense

(Boring B-14 only) 34* 21* -- 14 - **50/3”

Where: Depth - Depth from existing ground surface at the time of geotechnical study, feet PI - Plasticity Index, % No. 200 - Percent passing #200 sieve, % N - Standard Penetration Test (SPT) N-value, blows per foot ** - Blow count during seating penetration PP - Pocket Penetrometer, tsf

Table 13: POV Parking, Borings B-16 & 17

I to

Dark Brown, FAT CLAY (CH), soft to stiff 47 – 58 85 – 93 1.25 – 4.5+ 7

Where: Depth - Depth from existing ground surface at the time of geotechnical study, feet PI - Plasticity Index, % No. 200 - Percent passing #200 sieve, % N - Standard Penetration Test (SPT) N-value, blows per foot PP - Pocket Penetrometer, tsf

Groundwater

A dry soil sampling method was used to obtain the soil samples at the project site.

Groundwater was observed in some of the borings during drilling operations on April 4 thru 24, 2017. The depths to groundwater encountered during boring operations and delayed groundwater depths are shown in Table 14 below. The open boreholes were backfilled using soil cuttings generated from the drilling process.

Groundwater levels will often change significantly over time and should be verified immediately prior to construction. Water levels in open boreholes may require several hours to several days to stabilize depending on the permeability of the soils. Groundwater levels at this site may differ during construction because fluctuations in groundwater levels can result from seasonal conditions, rainfall, drought, or temperature effects. Pockets or seams of gravels, sands, silts or open fractures and joints can store and transmit “perched” groundwater flow or seepage.

Should dewatering be required, the means and methods for dewatering the site are solely the responsibility of the contractor. We should note that subsurface soil and groundwater conditions can vary away from the boring locations and can change significantly over time.

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The installation of temporary standpipe piezometers (observation wells) can be considered to obtain more accurate groundwater data. The monitoring of groundwater levels over time was beyond our authorized scope of services. We can provide these services for an additional scope and fee, if desired.

Table 14: Groundwater Data

Boring No. Depth of Boring, ft

Depth to Groundwater, ft

During Drilling

Depth to Groundwater, ft

Delayed Reading

B-1 80 Not Observed Not Observed B-2 60 10.5 48 B-3 80 13.5 58 B-4 60 13.5 Not Observed B-5 80 10 54 B-6 20 Not Observed Not Observed B-7 10 Not Observed Not Observed B-8 10 Not Observed Not Observed B-9 10 Not Observed Not Observed

B-10 20 Not Observed Not Observed B-11 20 14 Not Observed B-12 20 9 15.5 B-13 15 Not Observed Not Observed B-14 15 Not Observed Not Observed B-15 15 Not Observed Not Observed B-16 6 Not Observed Not Observed B-17 6 Not Observed Not Observed

Notes:

1. Depth to groundwater is referenced from ground surface at each boring location.

2. Water levels in open borings may require several hours to several days to stabilize depending on the permeability of the soils. Seasonal conditions or other factors such as recent rainfall, flooding, drought, or temperature variations may result in different groundwater conditions being present during construction.

3. Perched water conditions may develop after rain events, flooding, and/or if inadequate drainage occurs.

MOISTURE VARIATIONS AND ESTIMATED MOVEMENT

Moderately to highly expansive clays were generally encountered at this site. Structural damage can be caused by volume changes in clay soils. Clays can shrink when they lose water and swell (grow in volume) when they gain water. The potential for expansive clays to shrink and swell is typically related to the Plasticity Index (PI). Clays with a higher PI generally have a greater potential for soil volume changes due to moisture content variations.

The soils found at this site are capable of swelling and shrinking in volume dependent on potentially changing soil water content conditions during or after construction. The term

Arias Geoprofessionals II-9 Arias Job No. 2016-836 swelling soils implies not only the tendency to increase in volume when water is available, but also to decrease in volume or shrink if water is removed.

Several methods exist to evaluate swell potential of expansive clay soils. We have estimated potential heave for this site utilizing the TXDOT method (Tex 124-E). Using the TXDOT method, we estimate that the PVR of the landfill cover material is approximately 4 to 6 inches considering the existing soil moisture conditions at the time of the sampling activities.

FOUNDATION DESIGN CONSIDERATIONS

Deep foundation types with a suspended floor are utilized for projects which have non-routine subsurface conditions. Deep foundations are suited for structures with moderate to heavy loading conditions and must bridge over subsurface materials. Deep foundations, when properly founded, can reduce foundation movement of the superstructure. Grade beams, isolated from the soil, typically span between the piers and a structurally suspended slab is used at the ground floor level.

Based on information provided to us by the client, we understand that a suspended floor system on drilled piers is the client-preferred foundation system for the Airmen Dormitory Building.

A shallow foundation using the “Design Criteria for Ribbed Mat Foundation” design method is recommended for the Weapons Pavilion. This foundation type is typically used on Lackland Air Force Base for light to moderate loading conditions and can be more cost-effective than a deep foundation system. When founded within expansive soils or deep fill soils, subgrade improvement is recommended in order to reduce potential soil and foundation movement to a magnitude acceptable to the owner and design team.

Axial Design Considerations Allowable end bearing and side shear friction capacity values for drilled piers are provided below in Table 15. Drilled piers should be based at depths of at least 65 feet below the original grade existing at the time of this study on April 4 thru 24, 2017. The recommended depths have been provided to bear the foundation in the unweathered shale (brown-gray fat clay) material. The actual foundation depth may need to be deeper to accommodate the compressive, uplift, or lateral loading on the piers.

The following recommended allowable bearing capacities incorporate a minimum factor of safety of 2.0 for side shear and 3.0 for end bearing. We should be contacted if plans are to bear the piers or piles beyond the depth limits of our borings.

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Table 15: Recommended Drilled Shaft- Axial Design Parameters

Depth

(ft.)

Material Type

Recommended Design Parameters

Allowable Skin Friction, psf Allowable End Bearing, psf

Uplift, kips

0 -5 FAT CLAY (CH) Neglect

5 to 22 CLAYEY GRAVEL (GC) 500 --

100D 22 - 65

WEATHERED SHALE- FAT

CLAY (CH)

600 --

65 - 80

UNWEATHERED SHALE-

FAT CLAY (CH)

1,200 12,000

Constraints to be Imposed During Pier Design

Minimum embedment depth Below 65 feet below grade existing during this study, deeper if needed for additional compressive, tensile, uplift and/or lateral resistance.

Minimum shaft diameter 2 feet, larger if needed for additional compressive, tensile, uplift and/or lateral resistance

Underreamed Piers

In order to keep the pier diameter close to 2 feet, the use of

Underreamed piers is recommended. It is also recommended that the drilled piers be sized so that the minimum load for each drilled pier is 200 kips.

Minimum Void Space Below Grade

Beams, Pier Caps and suspended floor system

12 inches

Uplift The uplift value shown above is based on an active zone of 17 feet, averaged cohesion throughout the active zone, and averaged swell pressures throughout the active zone.

Notes:

1. The contribution of the soils for the top 5 feet of soil embedment and for a length equal to at least 1 pier diameter from the bottom of the shaft should be neglected in determination of friction capacity for compression loading. The recommended design parameters include a factor of safety of 2 for skin friction and of 3 for end bearing.

2. Total and differential settlement of piers is expected to be less than 1 inch and ½ inch, respectively.

Estimated settlements are based on performance of properly installed piers in the South Texas areas. A detailed settlement estimate is outside of the scope of this service.

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3. Sufficient reinforcing steel should be placed within the pier to account for tension and lateral loading as applicable. Pier vertical reinforcing steel should be designed to resist the uplift forces from swelling soils and uplift and lateral forces…