B3_Solicitiation_W9126G-12-R-0043-0008.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

MULTIPLE AWARD TASK ORDER CONTRACT (MATOC) for SWD 8(a) construction services is amended as follows:

See SF30 Continuation Sheet(s)

NOTE: Proposal Receipt date is 19 Aug 2013, 2:00 p.m. Central Daylight Time, as previously stated.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 3

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.

W9126G-12-R-0043

X 9B. DATED (SEE ITEM 11)

22-Aug-2012

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

07-Aug-2013

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:

W9126G-12-R-0043

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

1. Bidder Inquiries: ProjNet will be closed for new Bidder Inquiries by 2:00 pm Central time on 12 Aug 2013.

2. Replacement Sections: The following sections have been replaced in their entirety, bearing the notation “W9126G-12-R-0043, Amendment No. 0008”:

• 00 11 00 CLIN SCHEDULE

3. Attachments: The following attachments bearing the notation “W9126G-12-R-0043, Amendment No.

0008” have been added to this solicitation in its entirety

• APPENDIX C – LABORATORY TESTING DATA

• GOVERNMET GEOTECHNICAL REPORT

• FORT SAM HOUSTON INSTALLATION DESIGN GUIDE

4. Write In Changes: The following are write in changes applicable to this solicitation:

SECTION 01 10 00 – STATEMENT OF WORK

• Mechanical - Offerors may utilize existing chiller for the 905 renovation with the expectation that it is in adequate working condition.

• Per the Statement of Work 6.4.6.2, the existing water line shall to be replaced to the main.

• The continuous air barrier in not required as it stated in Statement of Work 5.5.2, Building

Envelope. Offeror is not required to provide a continuous air barrier or any air barrier testing requirements.

• Statement of Work 3.2.1.1(c), the contractor is to provide a vanity countertop. The Offeror is to propose what they feel is the Best Value to the government. The solid surface vanity is not a requirement of this RFP.

• ATFP requirements are not triggered per UFC 4-010-01 since the 50% Plant Replacement Value is not reached. Therefore, hardening of the building wall is not required. Offeror does not need to harden walls as indicated in Section 01 10 00/Appendix J/Sheet C-100 indicates that a portion of the Bldg 905 "ENTIRE EXTERIOR WALL/OPENINGS THAT FALL WITHIN THE ATFP

STANDOOF REQUIREMENT SHALL BE HARDENED.”

• Acoustical tile is acceptable in hallways and common areas. Bedrooms require gypsum ceilings.

• The building shall be designed and constructed to LEED Silver certifiable standards; however, LEED certification is not required. The design shall be based on the entire building and does not require a specific bedroom checklist.

• For the new curb cut with concrete apron at the parking lot adjacent to bldg 905, UFC 3-250- 01FA – Pavement Design for Roads, Streets, Walks, and Open Storage Areas and UFC 3-250- 18FA – General Provisions and Geometric Design For Roads, Streets, Walks, and Open Storage

W9126G-12-R-0043

Areas should be followed. Additionally, geotechnical data and the lab testing data have been included with this amendment.

• Each sleeping unit shall have two built-in closets.

• Laundry room finishes shall remain as currently existing.

• Mechanical door installation can be toothed in or clean-cut and grouted in.

End of Summary of Changes

Estimated Estimated

Building 905 Renovation Fort Sam Houston, Texas

Solicitation No.W9126G-12-R-0043

CLIN SCHEDULE

Item No. Description Quantity Unit Unit Price Amount

0001 All design work for the Renovation of Building 905, exclusive of all other work listed separately. (SEE

CLIN SCHEDULE NOTE #9)

1 LS $ *** $

0002 All work for the Renovation of Building 905 required by the RFP unless otherwise listed. (SEE CLIN

SCHEDULE NOTE #9) 1 LS $ *** $

AM#8

0003 All work required for the Portable

Cabinets exclusive of all other workCabinets, exclusive of all other work listed separately. 1 LS $ *** $ N/A

0004 All work required for Building 905 Landscaping and shrub and tree removal, exclusive of all other work listed separately. 1 LS $ *** $

0005 All work required for Cathodic0005 All work required for Cathodic Protection, exclusive of all other work listed separately. 1 LS $ *** $ N/A

0006 All work required for the Exterior work for Building 905 including exterior utility work beyond the 5-foot line, exclusive of all other work listed separately. 1 LS $ *** $p y

/AM#8

0007 All work required for the Building 905 Cooling Tower Enclosure, exclusive of all other work listed separately. 1 LS $ *** $

$TOTAL OFFER

Section 00 11 00 Page 1

W9126G-12-R-0043, Amendment No. 0008

Fort Sam Houston, Texas

Solicitation No.W9126G-12-R-0043

CLIN SCHEDULE

Section 00 11 00 Page 2

NOTES:

1. ARITHMETIC DISCREPANCIES (EFARS 14.407-2)

(a) For the purpose of initial evaluation of bids, the following will be utilized in resolving arithmetic discrepancies found on the face of the bidding schedule as submitted by bidders:

(1) Obviously misplaced decimal points will be corrected;

(2) In case of discrepancy between unit price and extended price, the unit price will govern;

(3) Apparent errors in extension of unit prices will be corrected; and

(4) Apparent errors in addition of lump-sum and extended prices will be corrected.

(b) For the purpose of bid evaluation, the Government will proceed on the assumption that the bidder intends his bid to be evaluated on the basis of the unit prices, the totals arrived at by resolution of arithmetic discrepancies as provided above and the bid will be so reflected on the abstract of bids.

(c) These correction procedures shall not be used to resolve any ambiguity concerning which bid is low.

2. If a modification to a proposal based on unit prices is submitted, which provides for a lump sum adjustment to the total estimated cost, the application of the lump sum adjustment to each unit price in the CLIN Schedule must be stated. If it is not stated, the offeror agrees that the lump sum adjustment shall be applied on a pro rata basis to every unit price in the CLIN Schedule.

3. Offerors must bid on all items.

4. Costs attributable to Division 01 - General Requirements are assumed to be prorated among bid items listed.

5. Responders are advised that this requirement may be delayed, cancelled or revised at any time during the solicitation, selection, evaluation, negotiation and/or final award process based on decisions related to DOD changes in force structure and disposition of the Armed Forces.

6. The Army will procure this facility through a design and cost competition in accordance with the provisions set forth in this Request for Proposals (RFP). When a contract is awarded, it will be a "Firm Fixed Price Contract."

Fort Sam Houston, Texas

Solicitation No.W9126G-12-R-0043

CLIN SCHEDULE

Section 00 11 00 Page 3

7. Any proposal that is materially unbalanced as to prices for the Base CLIN Schedule may be rejected. An unbalanced proposal is one that is based on prices significantly less than the cost for some work and prices that are significantly overstated for other work and can also exist where only overpricing or underpricing exists.

8. AVAILABILITY OF FUNDS (APR 1984) (FAR 52.232-18)

Funds are not presently available for this contract. The Government's obligation under this contract is contingent upon the availability of appropriated funds from which payment for contract purposes can be made. No legal liability on the part of the Government for any payment may arise until funds are made available to the Contracting Officer for this contract and until the Contractor receives notice of such availability, to be confirmed in writing by the Contracting Officer.

9. The Government shall not award above the CCL for items associated with the construction of the building (Contract Line Items 0001 & 0002). The total CCL for CLINs 0001 & 0002 is $5,850,000.00.

The Total CCL for this project is $6,935,000.00.

10. ABBREVIATIONS

For the purpose of this solicitation, the units of measure are represented as follows:

a. LS (lump sum)

END OF CLIN SCHEDULE

APPENDIX C

LABORATORY TESTING DATA

FORT SAM HOUSTON, TEXAS

900 AREA BARRACKS ADAL

GOVERNMENT GEOTECHNICAL REPORT

FOR DESIGN-BUILD PROJECT RFP

PREPARED BY

U.S. ARMY CORPS OF ENGINEERS

FORT WORTH DISTRICT

ENGINEERING AND CONSTRUCTION DIVISION

ENGINEERING BRANCH

GEOTECHNICAL SECTION

CESWF-EC-DG

JANUARY 2010

GOVERNMENT GEOTECHNICAL REPORT

1. General. The purpose of this report is to provide subsurface information, and foundation design considerations, guidance, and requirements for a new Addition/Alteration (ADAL) to existing Barracks buildings in the 900 Area of Fort Sam Houston, Texas. The first ADAL will be constructed at Barracks Building 904. However, the subsurface information presented herein encompasses the entire 900 Area Barracks buildings, and the information, guidance, recommendations, and requirements presented herein shall apply to the subsequent ADAL projects in the 900 Area of the same configuration as those for Barracks Building 904. The description of the project presented herein is based upon information provided in the Request for Proposal (RFP) document for Barracks Building 904. The bidders should refer to the description provided in the RFP for specific facility descriptions. Based on information available at the time of this report, the new ADAL for Barracks Building 904 (and to subsequent 900 Area Barracks buildings) is anticipated to be a three-story addition to be designed with a maximum total gross area of approximately 1,800 GSF. The new ADAL will provide laundry facility rooms to the existing Barracks (one laundry room for each floor of the three-story Barracks). It is anticipated that the new building construction will match the building architectural style of the existing Barracks, and the architectural styles of the surrounding area. At the time of this report, it is anticipated that all new construction will be limited to the new ADAL for the Barracks; no new pavement structures are anticipated.

The 900 Area Barracks project site is located in the north central part of Fort Sam

Houston. Specifically, the 900 Area Barracks are bounded to the north by Hardee Road, to the east by Patch Road, to the south by Harney Road (and more immediately by existing Building

902), and to the west by Scott Road. The first Barracks ADAL, Building 904, is located in the southwestern section of the 900 Area Barracks. In addition to the existing Barracks buildings, the project site includes landscaping (trees and bushes of various types), sidewalks and ancillary structures. Based on historical topographic information, site is relatively flat, with existing grades varying from approximately 760.0 feet (in the southwestern part of the 900

Barracks Area) to 768.0 feet National Geodetic Vertical Datum (NGVD) (in the northeastern part of the 900 Barracks Area), sloping toward the south and southeast at an approximate gradient of 1 percent. It is anticipated that the finish floor elevations for all levels will be required to match those of the existing facility to which the ADAL will be connected. Refer to the civil drawings provided elsewhere in this RFP Package for civil/site grading plans presenting the post-construction site grading. NOTE: THE DESIGN-BUILD CONTRACTOR

SHALL CONSULT THE AS-BUILD STRUCTURAL DRAWINGS FOR THE EXISTING

BUILDING TO WHICH THE ADAL SHALL BE MADE TO ENSURE A CONFLICT DOES

NOT OCCUR BETWEEN THE NEW AND EXISTING FOUNDATIONS.

2. Subsurface Investigation. Due to funding limitations, a new geotechnical site investigation was not conducted for this project. However, twenty-seven (27) borings drilled for the existing 900 Area Barracks complex between June and August 1973 by the U.S. Army

Corps of Engineers, Fort Worth District, and corresponding laboratory testing data, are included and serve as a basis for the recommendations and requirements presented herein.

Specifically, borings 8A6C-319TP through 8A6C-345 were drilled at the 900 Area Barracks project site to determine subsurface conditions and to obtain representative soil and rock samples for laboratory testing for the existing Barracks complex design. Test hole advancement and sample recovery was performed at the 900 Area Barracks project site using an 8-inch diameter short flight auger, a 6-inch Denison barrel sampler, and a 6-inch core barrel sampler. Samples recovered from selective borings were sealed in airtight containers and taken to the Southwestern Division and Fort Worth District laboratories for testing. Borings were drilled to total depths ranging from 13.5 feet to 50.2 feet below existing grade.

The field investigation was performed using a Failing 1500 truck-mounted drill rig and conventional drilling attachments. Results of the field investigation are shown on the Boring

Locations sheet, B101, and on the Logs of Borings Sheets, B201 through B204 (Appendix A).

a. Groundwater Conditions. Groundwater conditions were monitored during drilling operations, immediately upon completion of the test holes, and after observation periods of up to 7 days. Static water levels were measured in all but one of the twenty-seven borings drilled at the 900 Area Barracks project site (boring 8A-323 being dry), with depths ranging from 1.5 feet to 47.0 feet below existing grade. Tabulated below are the static levels measured at the time of the field investigation. It should be noted that groundwater conditions are relative to the time of drilling, annual precipitation, and drainage conditions at the site.

Boring Static Level, feet

8A6C-319TP 45.5

8A-320 8.7

6DC-321 6.2

8A6C-322 8.5 8A6C-324 8.9 8A6C-325 2.8

8A-326 6.1 8A6C-327 6.3

6DC-328TP 6.0

8A-329 7.0 8A6C-330 4.3

8A-331 4.9 8A6C-332 6.0

8A-333 4.2 8A6C-334 4.6 8A6C-335 1.5

8A-336 6.4 8A6C-337 4.3

8A-338 8.5 8A-339 18.5

8A6C-340TP 6.0

8A-341 6.2 8A-342 6.9

6DC-343 6.3

8A-344TP 8.0

8A6C-345 9.2

3. Subsurface Conditions.

a. General Geology. Fort Sam Houston lies within the Balcones fault zone which separates the Edwards plateau province to the northwest from the Gulf Coastal plain province to the southeast. The Balcones zone comprises an area approximately 15 miles wide, trending northeast-southwest through Bexar County. Single faults within this zone exhibit displacements up to 690 feet, with a total displacement across the zone of approximately

1,475 feet.

The primary geologic formation underlying the overburden is assigned to the Taylor

Formation of Upper Cretaceous age. In this area, the Taylor Formation consists of a clay shale which is soft to moderately hard (rock classification), calcareous, slightly silty, with occasional hard, marly zones up to 3 feet thick. The clay shale is generally jointed and weathered to a depth of 50 to 60 feet below ground surface. The Taylor Formation has an estimated thickness of 210 feet in this area and is conformably underlain by the Anacacho

Limestone Formation.

b. Site Conditions. The 900 Area Barracks are located on a relatively flat project site with scattered trees, bushes, grass-covered areas, sidewalks, and ancillary structures. The first

Barracks ADAL, Building 904, is located in the southwestern section of the 900 Area Barracks.

The Design-Build contractor shall consult the as-build structural drawings for the existing building to which the ADAL shall be made to ensure a conflict does not occur between the new and existing foundations, and shall verify that no other impediments to foundation construction or earthwork operations are present within the limits of new construction. Based on historical topographic information, site is relatively flat, with existing grades varying from approximately 760.0 feet (in the southwestern part of the 900 Barracks Area) to 768.0 feet

National Geodetic Vertical Datum (NGVD) (in the northeastern part of the 900 Barracks Area), sloping toward the south and southeast at an approximate gradient of 1 percent. It is anticipated that the finish floor elevations for all levels will be required to match those of the existing facility to which the ADAL will be connected.

Stratigraphically, the site is characterized by low to high plasticity clay (CL to CH, respectively) and clayey gravel/cobble overburden strata, and a deeper formation of weathered clay shale primary. NOTE: Stratigraphic contact depths referenced herein are measured with respect to the original (pre-site 900 Area Barracks construction) existing grades (i.e., the grades existing at the time of the original geotechnical field investigation). The uppermost overburden stratum typically consists of low to high plasticity clay. The clay is soft to very stiff, dry to moist, very dark brown to black to yellow brown, slightly sandy to sandy, and slightly gravelly to gravelly. Liquid limits measured from representative samples of the low to high plasticity clays collected at the 900 Area Barracks project site range from 26 to 82 percent, plastic limits vary from 12 to 17 percent (with plasticity indices ranging from 12 to 65 percent), and in situ moisture contents vary between 7 and 34 percent.

A stratum of clayey and sandy gravel and cobble is present between the low to high plasticity clay overburden and the underlying clay shale primary. The gravel and cobble was typically encountered at depths ranging from less than 1.0 foot to approximately 10.0 feet below original site existing grade at the boring locations. The gravel/cobble varies in thickness from approximately 2 to 12 feet at the locations of borings drilled at the 900 Area

Barracks project site. In the northwestern part of the 900 Area Barracks site, the gravel/cobble stratum is directly underlain by the weathered clay shale primary formation. In the remaining parts of the site, the gravel/cobble stratum is underlain by a layer of yellow brown clay of low to high plasticity with numerous thin calcium (lime) seams; the maximum thickness of this yellow brown clay is approximately 7 feet. The gravel/cobble is typically dense to very dense, coarse to fine, dry to wet, brown to yellow brown (clay and sand matrix), sandy and clayey

(with clayey seams), limy, caliched clay seams, with cobbles up to at least 7 inches in diameter were recovered during drilling. Atterberg limits testing was conducted on a specimen of the silty clay matrix (seam) collected within the gravel/cobble stratum in boring 8A6C-319 at a depth of between 10.8 feet and 14.0 feet below existing grade (at the time of the original 900

Area Barracks geotechnical site investigation). A liquid limit of 55 percent, a plastic limit of

12 percent (plasticity index of 43 percent), and an in situ moisture content of 19 percent was measured from this specimen. It should be noted that the gravel/cobble stratum is a known water-bearing stratum at Fort Sam Houston (as indicated by the water levels measured in the test holes during the field investigation).

Beneath the overburden materials is a formation of weathered clay shale primary which are present to the total depth investigated (50.2 feet). The weathered clay shale primary was encountered at the 900 Area Barracks site at depths ranging from approximately 12 to 20 feet below existing grade at the boring locations. The clay shale is yellow brown and light gray to strong brown, very soft to soft (rock classification), massive, silty, sandy (with sandy zones), calcareous, with blocky structure. Open to well healed fractures with slickensides are present throughout the weathered clay shale. It should be noted that water from the overlying gravel/cobble stratum is known to be able to migrate through the fractures within the clay shale. Liquid limits measured from representative samples of the weathered clay shale collected at the 900 Area Barracks project site range from 49 to 85 percent, plastic limits vary from 15 to 18 percent (with plasticity indices ranging from 34 to 67 percent), and in situ moisture contents vary between 16 and 27 percent.

Although not encountered within the depth investigated at the 900 Area Barracks site, dark gray unweathered clay shale is anticipated to be present at this site at a depth of approximately 60 feet below existing grade (+/- approximately 5 feet), based on the results of previous engineering studies conducted in the vicinity by USACE Fort Worth District. Based on these investigations, the unweathered clay shale is typically better cemented and unfractured compared to the overlying weathered clay shale. The unweathered clay shale is soft to moderately hard (rock classification), and slightly unctuous.

Subsurface conditions representative of the project site are shown on the logs of borings, Sheets B201 through B204 (Appendix A). The legend on the individual boring logs show overburden materials as classified in the laboratory using procedures presented in ASTM

D 2488. It should be noted that the actual interface between material types may be far more gradual or abrupt than presented; therefore, actual subsurface conditions in areas not sampled may differ from those predicted. The nature and extent of variations across the sites may not become evident until construction commences, and the actual construction process may alter subsurface conditions as well. If variations become evident at the time of construction, CESWF-EC-DG should be contacted to determine if the recommendations presented in this report need to be reevaluated.

4. Testing.

a. Laboratory Testing. Representative soil and rock samples recovered from selective test holes were subjected to laboratory testing for identification, moisture content, grain-size distribution, Atterberg limits, density, strength, controlled expansion, and controlled expansion-consolidation. The accumulative test results are tabulated and presented in

Appendix C. Results of identification and moisture content testing are shown on the individual boring logs, Appendix A.

Results of laboratory testing performed on samples obtained from the 900 Area

Barracks site are presented graphically in Appendix B as follows: Plasticity characteristics are shown on Plate 1, Plasticity Chart. Moisture content values of representative samples are shown with respect to depth on Plate 2. Atterberg limits test results are shown with respect to depth on Plate 3. Dry density values of representative undisturbed samples and their corresponding moisture contents are shown with respect to depth on Plate 4. Ultimate compressive strengths of the clay shale primary are shown with respect to depth on Plate 5.

(1) Shear Strength Testing. Shear strength characteristics of the clay shale primary were analyzed in the laboratory using one-point unconsolidated-undrained triaxial compression testing, confining the specimens to overburden pressure and then loading to failure. Tabulated below are the ultimate compressive strengths and respective dry densities of the overburden clay and clay shale primary specimens. Shear strength test results are also presented in Appendix C at the end of this report.

Boring Depth, feet γd, pcf Qu, tsf Material Type

8A6C-319 25.0 104 4.9 Weathered Shale 8A6C-319 36.7 114 13.8 Weathered Shale 8A6C-319 49.3 110 12.3 Weathered Shale 8A6C-327 25.2 104 4.1 Weathered Shale 8A6C-327 32.1 110 7.2 Weathered Shale 8A6C-327 33.8 113 7.9 Weathered Shale 8A6C-327 36.7 112 9.7 Weathered Shale 8A6C-327 49.2 110 7.9 Weathered Shale 8A6C-334 27.6 102 4.4 Weathered Shale

Boring Depth, feet γd, pcf Qu, tsf Material Type

8A6C-334 48.8 109 11.8 Weathered Shale 8A6C-340 25.0 101 3.4 Weathered Shale 8A6C-340 40.8 107 7.0 Weathered Shale

(2) Controlled Expansion and Controlled Expansion-Consolidation Testing.

Controlled expansion-consolidation (CEC) testing was performed on two specimens of weathered clay shale, and controlled expansion testing was performed on three specimens of weathered clay shale collected within borings drilled at the 900 Area Barracks site. The test specimens were reloaded in the laboratory to in situ overburden pressure, and then saturated while controlling any tendency of swell. Specimens subjected to controlled expansion-consolidation testing were then loaded in increments to a predetermined pressure and then rebounded to 0.1 tsf. Results of controlled expansion and controlled expansion-consolidation testing are presented below.

Controlled Expansion and Controlled Expansion-Consolidation Tests

Boring Depth, feet LL & PI Pexp Pexp/Po Cs & Cc Material Type

8A6C-319 18.0 79 62 2.2 1.8 0.02 -- Weathered Shale 8A6C-319 37.0 67 52 4.75 1.9 0.04 0.06 Weathered Shale 8A6C-319 44.0 71 56 5.4 1.9 0.03 -- Weathered Shale 8A6C-340 32.0 75 59 2.9 1.4 0.03 0.12 Weathered Shale 8A6C-345 39.0 85 67 4.0 1.5 0.07 -- Weathered Shale

5. Discussions. The following discussions are provided in support of the foundation design recommendations and requirements made herein for the proposed 900 Area Barracks ADAL

(beginning with Barracks Building 904). It should be noted that the discussions presented herein are based on the results of the Government geotechnical field investigation and laboratory testing program conducted at the site, as described previously in this report, as well as engineering studies, and previous engineering experience with similar structures at Fort Sam

Houston. The Design-Build Contractor shall heed the information provided in this report and comply with the requirements and recommendations presented herein when developing his/her foundation designs. The Design-Build Contractor’s foundation designs are required to comply with and to meet or exceed the minimum foundation design requirements and recommendations presented herein. The bidders for this design-build contract project may use the subsurface boring log and lab testing data as a basis to formulate their foundation designs for the purposes of developing a bid for the project Request for Proposal (RFP) solicitation. The successful Design-Build Contractor bidder shall supplement the information provided herein by his/her own geotechnical field investigation, consisting of drilling a minimum of one (1) additional test hole within each ADAL structure footprint, and laboratory testing program for the purpose of supplementing and comparing with the data provided in this report, and to serve as a basis for the development of his/her final foundation designs.

Supplemental geotechnical field investigations conducted by the Design-Build Contractor shall be ONLY for the purpose of supplementing the data regarding the subsurface conditions provided by the Government geotechnical field investigation. These supplemental efforts shall include conducting testing on soil and rock (clay shale) specimens as described in Section 4 (Testing). Additional test holes shall each be drilled to a minimum depth of 70 feet below existing grade. All borings and test holes shall be grouted full depth with a lean grout mixture to seal holes from water penetration. Tests on disturbed specimens of overburden soils shall include classification (ASTM D 2488), moisture content

(ASTM D 2216), grain size analysis (ASTM D 422), and Atterberg limits (ASTM D 4318).

Undisturbed (shelby tube) specimens of the overburden soils shall also be collected; tests on undisturbed specimens of the overburden soil shall include the tests listed for disturbed specimens, as well as controlled expansion-consolidation testing (ASTM D 2435 and ASTM D

4546 (Method C)), density (Corps of Engineers Engineer Manual (EM) 1110-2-1906, Appendix

II, Par. 4, Displacement Method), and strength testing (ASTM D 2850). Core specimens of at least 4-inch diameter of the clay shale primary shall be collected and subjected to testing to include moisture content (ASTM D 2216), Atterberg limits (ASTM D 4318), density (Corps of

Engineers EM 1110-2-1906, Appendix II, Par. 4, Displacement Method), controlled expansion-consolidation (at least four specimens) (ASTM D 2435 and ASTM D 4546 (Method C)), and strength (ASTM D 2464).

Development of the final foundation designs is the responsibility of the Design-Build

Contractor; however, the Design-Build Contractor’s final foundation designs shall be in full compliance with the requirements prescribed herein (including foundation type and foundation design parameters). The Design-Build Contractor shall provide to the Government engineering studies and design calculations that support the foundation design recommendations they or their associates propose. The Design-Build Contractor’s foundation design recommendations shall be reviewed for technical adequacy and compliance with the requirements and criteria established herein and in the Request for Proposal (RFP). Specific requirements for the Design-Build Contractor’s foundation design analysis are provided in section 6.b.

a. Soil Activity Considerations. The 900 Area Barracks site is characterized by a low to high plasticity clay overburden stratum, underlain by a clayey and sandy gravel/cobble stratum of variable thickness that is further underlain by a formation of weathered clay shale primary (and, ultimately, by a deeper formation of dark gray unweathered clay shale). The weathered clay shale primary was encountered at depths ranging from approximately 12 to 20 feet below existing grade (at the time of the original 900 Area Barracks geotechnical field investigation). The plasticity characteristics and in situ moisture contents of the low to high plasticity clay overburden, clayey and sandy gravel/cobble, and the weathered clay shale primary have been discussed in detail in paragraph 3.b., above, and are summarized in the table below.

Range of Atterberg Limits and In Situ Moisture Contents Measured at the

900 Area Barracks ADAL Project Site

Stratum LL, % PL, % PI, % w, %

CL to CH Clay Overburden 26 – 82 12 – 17 12 – 65 7 – 34 Clayey, Sandy Gravel/Cobble 55 12 43 4 – 21 Weathered Clay Shale 49 – 85 15 – 18 34 – 67 16 – 27

Moisture content and Atterberg limits test results indicate that these materials are potentially moisture deficient throughout the entire depth investigated (50.2 feet). Other previous engineering studies conducted by USACE Fort Worth District have determined that the unweathered clay shale stratum is also moisture deficient to depths in excess of 60 feet below existing grade.

Controlled expansion-consolidation testing was not conducted on specimens collected at the 900 Area Barracks project site due to project schedule time constraints. Therefore, the expansive soils analysis is based upon the results of controlled expansion-consolidation testing, both recent and historical, on specimens collected during previous USACE geotechnical field investigations at the site and at nearby project sites at Fort Sam Houston with similar plasticity characteristics, by stratum. (This includes data collected during geotechnical investigations for the Medical Education and Training Campus (METC) program and San Antonio Military Medical Center (SAMMC) – North Campus projects.) Based on the results of these controlled expansion-consolidation tests and a comparison with specimens collected at the 900 Area Barracks ADAL project site, the clay overburden has a moderate to very high potential for expansion, the weathered clay shale primary has a moderate to very high potential for expansion, and the unweathered clay shale has a low to high potential for expansion. Also, based on the cited testing data, the clay overburden has a low to high potential for consolidation, the weathered clay shale has a low to moderate potential for consolidation, and the unweathered clay shale has a very low to moderate potential for consolidation.

An expansive soils analysis was performed to quantify the response of the active clay overburden and clay shale primary when subjected to increased load conditions during periods of seasonal moisture fluctuations using these data. In the analysis, the plastic overburden soils and clay shale primary are assumed to be in a saturated condition, and initially, surcharge loads

(fill and building) were neglected. Due to the fractured nature of the clay shale primary, particularly in the weathered zone, and the results of the previously discussed Atterberg limits, moisture content, and controlled expansion-consolidation testing, the active zone is considered to potentially extend well into the unweathered clay shale. Hence, an active zone of at least

70.0 feet was used for the expansive soils analysis. As has been previously discussed, there is considerable variation in the contact depths of the strata across this site. The expansive soils analysis considers the following idealized stratigraphy: 0.0 feet to 6.0 feet – high plasticity

(CH) clay; 6.0 feet to 15.0 feet – medium to high plasticity clay (CL to CH); 15.0 feet to 20.0 feet – clayey and sandy gravel/cobble; 20.0 feet to 65.0 feet – yellow brown and gray weathered clay shale; 65.0 feet to 70.0 feet – uniformly dark gray unweathered clay shale. The expansive soils analysis is based on the following material properties, by layer/depth interval:

Depth, feet LL & PI Pexp, tsf Pexp/Po Cs & Cc Material Type

0.0 – 6.0 72 47 5.0 28.9 0.084 0.222 CH Clay Overburden1

6.0 – 15.0 39 24 1.5 1.2 0.029 0.096 CL Clay Overburden 2

15.0 – 20.0 36 22 0.7 0.9 0.020 0.170 Clayey Gravel/Cobble3

20.0 – 40.0 57 37 2.0 1.2 0.037 0.071 Weathered Shale4

40.0 – 65.0 63 43 3.0 1.0 0.061 0.103 Weathered Shale5

65.0 – 70.0 53 32 3.2 0.9 0.026 0.045 Unweathered Shale6

1. Boring 8A4C-1287, specimen ST-1 (sample depth = 3.0 feet) – AIT Barracks Complex site investigation;

2. Boring 8A4C-1287, specimen ST-3 (sample depth = 20.0 feet) – AIT Barracks Complex site investigation;

3. Boring 6DC-660, specimen DB-5 (sample depth = 12.0 feet) – BAMC site investigation (historical data);

4. Boring 8A4C-1277, specimen C-1 (sample depth = 27.5 feet) – AIT Barracks Complex site investigation;

5. Boring 8A4C-1287, specimen C-3 (sample depth = 49.5 feet) – AIT Barracks Complex site investigation;

6. Boring 8A4C-1277, specimen C-5 (sample depth = 52.5 feet) – AIT Barracks Complex site investigation.

Based on these conditions, the heave potential of the overburden and primary materials within the active zone was determined to be approximately 6.6 inches. An additional range of expansion pressures for the overburden clay, and the weathered and unweathered clay shale formations were also considered based on data from the recent USACE site investigations at

Fort Sam Houston and also on extensive controlled expansion-consolidation testing conducted previously on similar materials at the nearby Brooke Army Medical Center (BAMC) site and the Medical Education and Training Campus projects. The additional range of expansion pressures considered in the analysis is based on the following material properties, by layer/depth interval:

Depth, feet LL & PI Pexp, tsf Pexp/Po Cs & Cc Material Type

0.0 – 6.0 72 47 5.0 28.9 0.084 0.222 CH Clay Overburden1

6.0 – 15.0 52 35 2.2 2.2 0.035 0.191 CH Clay Overburden 2

15.0 – 20.0 36 22 0.7 0.9 0.020 0.170 Clayey Gravel/Cobble3

20.0 – 65.0 75 54 3.3 1.9 0.070 0.105 Weathered Shale4

65.0 – 70.0 73 55 5.0 1.3 0.045 0.046 Unweathered Shale5

1. Boring 8A4C-1287, specimen ST-1 (sample depth = 3.0 feet) – AIT Barracks Complex site investigation;

2. Boring 8A4C-1178, specimen ST-3 (sample depth =16.0 feet) - METC Student Dormitories site investigation;

3. Boring 6DC-660, specimen DB-5 (sample depth = 12.0 feet) – BAMC site investigation (historical data);

4. Boring 6DC-658, specimen C-1 (sample depth = 28.4 feet) – BAMC site investigation (historical data);

5. Boring 6DC-659, specimen C-9 (sample depth = 57.5 feet) – BAMC site investigation (historical data);

Although the highly plastic overburden soils contribute the greater portion of heave potential, the contribution to total heave of the clay shale is also significant, despite the overburden pressure of the overlying strata. The expansive soils analyses determined that if the active zone extended to a depth of 20 feet below existing grade (approximate average contact between the overburden soils and the weathered clay shale), a heave potential ranging from approximately 6.2 to 6.7 inches is anticipated. A residual heave potential ranging from approximately 5.6 to 6.1 inches is also anticipated even with a building surcharge of 100 psf.

The expansive soils analyses determined that if the active zone extended to the contact between the weathered and unweathered shale, a depth of approximately 65 feet below existing grade, a heave potential ranging from 6.6 to 9.8 inches is anticipated. A residual heave potential ranging from 5.9 to 9.0 inches is also anticipated even with a building surcharge of 100 psf.

And, if the unweathered clay shale is activated, either through water penetrating the stratum via fractures occurring naturally in the deposit or created as a result of drilled pier construction

(or a combination of these pathways), a heave potential ranging from 6.6 to 9.9 inches is anticipated (considering that the clay shale becomes activated to a depth of no greater than 70 feet below existing grade). A residual heave potential ranging from 5.9 to 9.1 inches is anticipated considering a building surcharge of 100 psf.

The compressibility characteristics of the upper CH clay were evaluated using controlled expansion-consolidation (CEC) testing data for a shelby tube specimen recently collected at a depth of 3.0 feet below existing grade within boring 8A4C-1287 drilled at the nearby Advanced Individual Training (AIT) Barracks Complex site. The specimen of CH clay overburden collected at a depth of 3.0 feet in boring 8A4C-1287 has a liquid limit of 72 percent, a plastic limit of 25 percent (PI = 47 percent), and a natural moisture content of approximately 18 percent. This specimen is determined to possess plasticity characteristics similar to the dark brown CH clay at the 900 Area Barracks ADAL site. An expansion pressure (pexp) of approximately 5 tsf was recorded during CEC testing of the high plasticity clay specimen. Based on CEC test results, the high plasticity clay specimen collected at a depth of 3.0 feet within boring 8A4C-1287 has a very high expansion potential (Cs = 0.084;

pexp/p0 = 28.9) and a moderate to high consolidation potential (Cc = 0.222). Based upon this analysis, the settlement potential of the overburden clay and clay shale primary is anticipated to be about 1 inch considering a building surcharge of 100 psf. Considering fill surcharges (in addition to the building surcharge) ranging from 1 to 5 feet in thickness, the settlement potential of the overburden clay and clay shale primary is anticipated to range from approximately 1.6 inches to 3.5 inches. Fill surcharges (above existing grade) exceeding 5 feet are not anticipated, however, settlement potentials for greater fill surcharges can be provided by CESWF-EC-DG upon request.

The expansive soils analysis demonstrates the very high expansion potential of the overburden clay and the clay shale primary and high consolidation potential of the overburden clay. Due to the high potential volumetric changes that may be expected of the high plasticity clay overburden and clay shale primary, special foundation, floor slab, and subgrade preparation requirements for the 900 Area Barracks ADAL are provided herein to withstand the effects of the highly expansive subsurface conditions.

b. Foundation Design Considerations. The foundation design recommendations and requirements presented in this report are based on criteria contained in UFC 3-220-03FA, UFC

3-220-07, and engineering judgment.

The foundation for the proposed facility must meet several criteria. The foundation must be compatible with the superstructure it supports, its movements must be within acceptable tolerances, it must meet functional requirements of the facility (such as a crawlspace), and it must be economical. Based on information available at the time of this report, the 900 Area Barracks ADAL is anticipated to be a three-story structure with a relatively small total area (1,800 GSF distributed relatively evenly among the three building levels). Therefore, the column loads for the facility are anticipated to be relatively light (e.g., well under 100 kips dead load per pier, assuming four piers, one at each corner, are used to support the new ADAL). Due to the anticipated differential heave and settlement potential of the high plasticity clay and the relatively low allowable bearing capacity that can be assigned to this stratum, the variable elevation, thickness, and consistency of the underlying gravel stratum, the heave potential of the underlying clay shale, and the cost of framework construction, a shallow foundation such as dug and formed spot and continuous spread footings is not considered a viable foundation system for the 900 Area Barracks ADAL. Likewise, due to the extremely high expansion potential of the subsurface materials at the project site, straight-shaft piers (and any other straight-shaft/non-underreamed deep foundation system) are considered unsuitable for the proposed facility addition.

Generally, a deep foundation system is not considered well-suited to lightly-loaded facilities at Fort Sam Houston. Based on the extensive experience of the Fort Worth District with facility design and construction in the very highly expansive subsurface conditions present at Fort Sam Houston, several factors must be implemented to counteract uplift forces

(amounting to several hundred tons) on piers foundations. The load on the piers must be maximized (i.e., piers must be heavily-loaded), with column loads not less than 200 kips transferred to the individual piers. Adequate reinforcing steel must be included in the piers to prevent failure due to tensile stress induced by heave forces. Also, fractures within the weathered clay shale are noted conduits for moisture. Changes in the in situ moisture regime facilitated by this condition can potentially affect the entire weathered clay shale stratum.

Furthermore, occasional fractures that may penetrate the dark gray unweathered shale, and moisture pathways along the surface of the pier concrete, can permit changes to the in situ moisture regime to occur within the dark gray unweathered shale, as well. Therefore, piers must be underreamed (not straight shaft), optimally within the dark gray unweathered clay shale, to provide adequate anchorage against uplift forces. In addition, the surface area upon which uplift forces can act should be minimized (i.e., the pier shaft size should be minimized).

Properly designed and constructed reinforced concrete ribbed mat slab and reinforced concrete flat mat slab foundation systems have performed well at Fort Sam Houston, particularly for facilities with relatively light to moderate column loads (e.g., under 200 kips).

These two shallow foundation systems, when properly designed and constructed, will act monolithically when subjected to shrink-swell movements of the subsurface materials, in contrast to other, unsuitable shallow foundation systems such as spot and continuous spread footings. However, based upon the required geometry of the new ADAL, and to the anticipated requirement for a utility crawl space beneath the ground-level floor slab, a reinforced concrete ribbed or flat mat foundation system is unsuitable to meet the functional requirements of the new facility. Therefore, a foundation system consisting of reinforced concrete drilled and underreamed pier, designed and constructed in accordance with the requirements specified herein, shall be used to support the new 900 Area Barracks ADAL. Although special measures must be implemented due to the relatively light anticipated column loads, a properly designed and constructed deep foundation system consisting of drilled and underreamed piers can achieve satisfactory performance in the very highly expansive subsurface conditions present at

Fort Sam Houston.

There are two potential bearing strata for the drilled and underreamed piers, namely the weathered clay shale and the unweathered clay shale. The gravel/cobble stratum would normally be considered as a potential founding material since it can be assigned a substantial allowable bearing capacity, is above the highly expansive clay shale, and will not experience unacceptable settlements. Unfortunately, there are multiple problems associated with the gravel/cobble at this site. The first is that the anticipated contact depth of the gravel/cobble stratum is considered too shallow (potentially less than 1 foot in some areas) for adequately formed underreamed piers. Second, and more importantly, the gravel/cobble stratum at the 900

Area Barracks ADAL site is typically less than 10 feet in thickness and is present at widely variable depths across the project site. This is considered an inadequate thickness on which to bear piers carrying the magnitude of loads anticipated for the proposed 900 Area Barracks

ADAL and material inconsistencies within the stratum (e.g., clay seams) would require further reductions in allowable loads to limit differential settlements. In addition, the gravel/cobble stratum was observed as being water-bearing and is know for its susceptibility to collapse during augering, both of which would present great difficulties in properly constructing underreamed piers within the stratum. Based upon these factors, the gravel/cobble stratum shall not be considered as a bearing stratum.

The weathered and unweathered clay shales are considered potential bearing strata for drilled and underreamed piers. Selecting a bearing stratum/elevation for drilled piers in expansive clay shales, such as those present at this site, must take into account constructability, bearing capacity, settlement, potential heave, and cost. These can be conflicting requirements and the final selection must strike a reasonable compromise between these considerations. The weathered shale has the obvious advantage of being shallower, thus piers would not have to extend as deep and would have a lesser cost. It has the disadvantages of being jointed and fissured with sandy zones (which present constructability problems with forming underreams), has lower shear strengths, is more compressible, and has a higher expansion potential when compared to the uppermost unweathered clay shale. In addition to having better engineering and constructability properties, the unweathered clay shale typically contains numerous cemented seams which are stronger, more incompressible, and less expansive than even the uncemented portions of the unweathered clay shale. These advantages make the unweathered clay shale a significantly better bearing material than the weathered clay shale. Founding piers at least three feet into the uniformly dark gray unweathered shale will place the piers a sufficient depth into the unweathered shale to allow the underream to be constructed without risk of sloughing. This bearing material has been used in the past at Fort

Sam Houston and has provided a satisfactory response with respect to pier movement.

However, as previously noted, the uniformly dark gray unweathered shale was not encountered within the borings drilled for the original 900 Area Barracks project geotechnical field investigation.