36C24718R0120-00001004.pdf

II

Geotechnical Engineering Report Proposed 300,000 Gallon Elevated Water Tank

Carl Vinson VA Medical Center, Dublin, Georgia April 25, 2016

Project No. 4-25-16-2

Prepared For:

BES Design/Build

Fairhope, AL

Prepared By:

Whitaker Laboratory, Inc.

Savannah, Georgia

36C247R0120 00001

ATTACHMENT #1C - Page 1 of 24

April 25, 2016

BES Design/Build 766 Middle Street Fairhope, AL 36532

WHITAKER LABORATORY, INC.

P .0. Box 7078

(912) 234-0696

2500 Tremont Road Savannah, Georgia 31418

Fax (912) 233-5061 Email: info@whitakerlab.net

Attention: Ms. Allison Chang aching@besdesighbuild.com

(251) 990-5778

Referencing: Report of Geotechnical Evaluation Services Proposed 300,000 Gallon Elevated Water Tank Carl Vinson VA Medical Center, Dublin, GA Whitaker Report No.: 4-25-16-2

Dear Ms. Chang:

As requested, WHITAKER LABORATORY, INC. has conducted a geotechnical investigation at the above referenced site. Authorization to perform this investigation was provided by our contract agreement, which referenced our Geotechnical Services proposal dated March 3, 2016. Our findings and recommendations for design and construction are attached and it is important that you read the report in its entirety.

It is a pleasure to provide our services to you and we look forward to further opportunities to assist you on this and other projects.

ason H. Fallo, P.E.

GA Registered Engineer #31031 j/WJ- wll� Joseph M. Whitaker President

516078rpt

RY, INC.

WHITAKER LABORATORY, INC

ATTACHMENT #1C - Page 2 of 24

TABLE OF CONTENTS

I. INTRODUCTION/ SCOPE

11. EXECUTIVE SUMMARY

111. PROJECT INFORMATION & DESCRIPTION

IV. SITE LOCATION & DESCRIPTION

V. AREA AND SITE GEOLOGY

VI. TEST BORINGS AND SUBSURFACE CONDITIONS

VII. GROUNDWATER TABLE

VIII. SEISMIC SITE CLASSIFICATION AND COEFFICIENTS

IX. EARTHWORK AND FOUNDATION DESIGN CONSIDERATION

X. SITE WORK RECOMMENDATIONS

XI. QUALITY CONTROL AND TESTING

XII. QUALIFICATIONS OF REPORT

APPENDIX I

APPENDIX 11

APPENDIX Ill

SITE & BORING LOCATION PLANS

BORING RECORDS

SEISMIC SPECTRIAL PARAMETERS

& DESIGN COEFFICIENTS

APPENDIX IV IMPORTANT GENERAL NOTES

WHITAKER LABORATORY, INC.

Start Page

ATTACHMENT #1C - Page 3 of 24

BES Design/Build Whitaker Laboratory, Inc.

Proposed 300K Gallon Water Tank, VA Medical Center, Dublin, GA Geotechnical Investigation

REPORT OF GEOTECHNICAL INVESTIGATION

Proposed 300,000 Gallon Elevated Water Tank Carl Vinson VA Medical Center, Dublin, GA

I. INTRODUCTION/ SCOPE

WHITAKER LABORATORY, INC. has completed this field investigation of the surface and subsurface conditions at this site. The preliminary conditions found, and how those conditions could affect the design and construction of foundations for the structures planned, form the basis for this report. Regardless of the thoroughness of any geotechnical investigation, there are limitations, and deviations from the conditions found in this investigation could be subsequently disclosed. We recommend that this report be provided to all parties involved in the planned development to include but not necessarily limited to the Owner, Architect, Design Engineers, General Contractor and sub-contractors. Unanticipated circumstances often arise during sitework, earthwork and foundation construction. Accordingly, we recommend that our firm be retained to provide the construction surveillance, inspection, and testing on the project, thereby being readily available to assist in the evaluation of any conditions encountered that differ from those anticipated.

The site resides at the Carl Vinson VA Medical Center in Dublin, GA. We understand construction on this site will consist of a new 300,000 gallon elevated water tank structure. In an effort to evaluate subsurface soil conditions and their impact on the design and construction of the planned tank structure, a total of two cone penetration test soundings were performed.

Cone penetration test soundings were advanced within the planned tank pad area to refusal at depths bracketing elevations 44 to 48 feet below existing grades.

Please note that this evaluation only applies to the foundation planned for construction.

This evaluation does not apply to any future improvements, which may be made to the site. In particular, if at any time should additional fill be placed, adjacent to or nearby the structure referenced in this report, additional geotechnical borings and a follow up geotechnical analysis will be required. Standard billing rates will apply for this work.

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II. EXECUTIVE SUMMARY

The following recommendations shall be considered a summary of the recommendations contained within this report and utilized as such. This report shall be read in its entirety.

• Due to large foundation loads and variance in subsurface soil conditions between CPT soundings, potentially damaging long term differential settlement is expected to occur to the elevated water tank structure if supported on conventional shallow spread footing foundation elements.

• In an effort to mitigate damaging settlements, the elevated water tank structure shall be supported on a deep pile foundation system. Based upon the soil conditions encountered and our experience in the area, pre-stressed concrete piles are being recommended for support of the elevated water storage tank structure.

At any time, we will be glad to discuss the contents of this report. This includes insuring that you fully consider potential problems for design and construction procedures in respect to interpretations of the data.

Ill. PROJECT INFORMATION & DESCRIPTION

Elevated Water Tank:

We are assuming that column loads will not exceed 750 kips each. We will assume that site grades will not be raised more than 2 feet throughout the tank area to achieve finished grade elevations for the ground surface.

General:

If our understanding of the project and/or assumptions made are incorrect, we should be contacted immediately, provided the correct information and allowed an opportunity to change and/or modify the recommendations contained within this report if necessary.

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ATTACHMENT #1C - Page 5 of 24

BES Design/Build

Proposed 300K Gallon Water Tank, VA Medical Center, Dublin, GA

IV. SITE LOCATION & DESCRIPTION

Item

Location

Existing Structures

Description

Dublin, GA

None

Current ground cover Open Grassed Area

Existing topography Generally flat

Whitaker Laboratory, Inc.

Geotechnical Investigation

At the time of our site visit, the planned tank area consisted of an open grassed area with relatively flat ground surface topography. The ground surface was stable and the boring locations were accessible to our truck mounted drilling equipment.

V. AREA GEOLOGY

This project is located in Dublin, Georgia. This overall project area resides along the eastern edge of the South Atlantic Coastal Plain. In South Carolina and Georgia, this broad, gently sloping region extends southeastward from the Fall Line (Chesterfield - Columbia - Augusta - Macon - Columbus) to the Atlantic Ocean. The soils encountered are sedimentary in origin, and consist of layered marine deposits of sands, silts, and clays. These deposits have since been subjected to successive erosion and re deposition, by fluctuations of sea levels, storm tides, and winds. Many of the surface sands are the result of depositional forces along ancient beaches, which formed during the changing shoreline and river conditions. Intermittent deposits of shells occur within the strata at irregular intervals. The surface soils in a majority of this Coastal Plain area were deposited during the Pleistocene Era, however surface soils near the coast are likely of the Holocene Era.

VI. TEST BORINGS AND SUBSURFACE CONDITIONS

The field exploration to determine the characteristics of the subsurface materials included a reconnaissance of the project site and the advancement of an electronic cone penetrometer.

The electronic cone penetrometer is utilized to perform Cone Penetration Testing (CPT).

An electric cone, attached to the end of a series of rods, is pushed into the ground at a constant rate. Nearly continuous measurements are made of the resistance to penetration on the cone. Load cells (bonded strain gauges) build inside the electronic cone record end bearing, qc, and friction sleeve stress, fs as the cone is being pushed into the ground.

Results of Cone Penetration Testing (CPT) provide an indication of the relative consistency, density and in-situ strengths of the tested soils.

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ATTACHMENT #1C - Page 6 of 24

Soil behavior types identified within CPT logs are generated from the data collected during the CPT test and are based upon the soil classification chart for standard electronic friction cone (adopted from Robertson and Campanella UBC - 1983). The chart can be viewed within Appendix IV of this report. Soil samples from auger cuttings have also been used for identification and visual classification. It should be noted that underlying soil conditions can, and do, vary considerably within short lateral distances. It is possible that conditions may be revealed between test locations that are different from those found by our CPT tests and/or auger boring used for our analysis.

The approximate locations of the CPT test soundings are shown on the attached BORING LOCATION PLAN. Our field crews based on landmarks and features available at the time of work have estimated the test locations in the field. If the precise test locations are critical, this can be determined by employing a land-surveying firm to plot the true locations. Such survey should be completed promptly and before any disturbance to the area has occurred. If desired, WHITAKER LABORATORY, INC. will be glad to coordinate surveying arrangements for an additional fee.

Below approximately 12 inches of organic topsoil (SM-PT), the near surface soils on this site predominately consist of loose silty sands (SM) extending to depths reaching 1 ½ to 2 feet below the ground surface. Below these surface sands, very stiff to very soft clays (CL and CH) were predominately encountered extending to the termination depths of the soundings at 44 to 48 feet below the ground surface. Intermittent sand seams were present throughout the depths of the soundings.

The above description of the subsurface profile should be considered a general description intended to highlight the major strata encountered. More detailed profiles can be observed within the attached logs. Please note that sounding logs are only representative of their location. Stratification transitions should be expected to occur outside and between sounding locations.

VII. GROUNDWATER TABLE

The apparent groundwater table was estimated from porewater pressure measurements collected during the advancement of CPT soundings. Groundwater levels were estimated to reside 4 feet below existing grades within the CPT soundings. Please note however, an auger boring performed adjacent to CPT-2 revealed perched groundwater resided 2 ½ feet below existing grades at the time of testing. The groundwater elevation can be expected to fluctuate with the season of the year, surrounding ground surface conditions, and with recent rainfall amounts. Thus, groundwater elevations shown on the boring logs should be considered valid only for the date of observation.

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ATTACHMENT #1C - Page 7 of 24

VIII. SEISMIC SITE CLASSIFICATION AND COEFFICIENTS

Liquefaction Potential:

Whitaker Laboratory, Inc. performed a liquefaction analysis on the soils encountered within CPT-1. Liquefaction typically occurs when very loose to loose non-cohesive soils encountered below the groundwater table experience a significant loss of shear strength due to the increase in porewater pressure resulting from seismic vibrations.

The design earthquake utilized in our analysis (Charleston, SC earthquake with magnitude 7.3 and a 2% probability of exceedance in 50 years) yielded peak horizontal ground surface accelerations of 0.12g on this site. Based upon the design earthquake and characteristics of subsurface soils, the liquefaction analysis indicated that the encountered sand stratifications present below the groundwater table do not have potential to liquefy during the design seismic event. Therefore, liquefaction is not of concern to the design of the elevated water tank structure.

Seismic Parameters:

This site would be defined as a Site Class "D". The classification is determined by average soil properties in the top 100 feet of the soil profile, including standard penetration test N values, shear wave velocities, in-situ shear strengths and moisture contents, as specified by IBC 2012.

Ss = 0.170

S1 = 0.084 SMs = 0.272

SM1 = 0.200

Sos = 0.181 S01 = 0.134

A summary report is attached in Appendix Ill of this report. If the size and/or design of this structure justifies additional investigation, a Site Specific Geotechnical Investigation and dynamic site response analysis shall be performed. Our firm has the ability to provide our clients such testing and evaluation, and we will be available to discuss the cost, and potential benefit, if any, of such if you desire.

WHITAKER LA.BORA.TORY, INC. Page 5 of 11

ATTACHMENT #1C - Page 8 of 24

IX. EARTHWORK AND FOUNDATION DESIGN CONSIDERATIONS

Earthwork:

• Initial site preparation shall consist of stripping the site of all unsuitable surface organic soils (plus at least 10 feet outside the perimeter). Stripping shall be expected to extend 12 inches or more below existing grades to effectively remove all unsuitable surface organic soils.

• After stripping, exposed subgrade soils at this elevation shall be assessed for residual organic matter and stability prior to placement of backfill and/or fill.

Exposed subgrade soils that still contain organics and/or are not stable enough to support compaction efforts of the first 12-inch loose lift of sandy backfill/fill soil shall be stabilized prior to backfill placement.

• Stabilization shall consist of further undercutting to a competent material and backfilling with an approved compacted material. Alternate subgrade stabilization techniques may be feasible and could potentially consist of placing stabilization fabric (Mirafi RS580i) on exposed subgrade soils prior to backfill/fill placement.

• Backfill and fill material should consist of coarse-grained soil classified as SW, SP, SP-SM, SM or SC with a maximum of 25% passing a #200 sieve. All fill and backfill shall be placed and compacted in strict accordance with the requirements of the SITE WORK section that follows.

• Please note that a perched groundwater table was encountered on this site as shallow as 2 ½ feet below existing grades at the time of our evaluation. Localized dewatering may be required during earthwork operations and/or foundation construction (pile cap construction). Typically the groundwater level needs to be 24 inches below subgrade elevations to properly compact the subgrade and subsequent backfill materials. Although dewatering techniques consisting of well point systems, sump pits with pumps, and/or drainage ditches are typically effective methods to lower groundwater, the means and methods for dewatering should ultimately be the responsibility of the contractor. Due to the near surface subsurface profile consisting predominately of clayey type soils, sump pits with pumps should suffice as the dewatering method of choice.

WHITAKER LABORATORY, [NC. Page 6 of 11

ATTACHMENT #1C - Page 9 of 24

Foundations:

In an effort to mitigate damaging settlements, the elevated water tank structure shall be supported on a deep pile foundation system. Based upon the soil conditions encountered and our experience in the area, pre-stressed concrete piles are being recommended for support of the elevated water storage tank structure.

Pile Type Length Capacity: (axial)

16" Pre-Stressed Concrete 50-55 feet

Concrete Piling General Notes:

65tons

(Uplift)

15 tons

(Lateral)

6 kips

• 16" Pre-Stressed Concrete piles should be precast, a minimum of 16 inches square, and adequately reinforced to withstand all handling and driving stresses.

Concrete should have a minimum 28-day compressive strength of 5000 psi.

• Piles shall be spaced a minimum of 5-foot on center.

• Pre-drilling and/or pre-jetting shall be required to depths reaching 15 feet to reduce driving stresses during initial advancement of the piles.

• Piles should be installed utilizing properly sized power hammers. Compatibility of the pile hammer, cushioning material, and pile should be evaluated by wave equation analyses and submitted to the engineer for approval prior to initiating PDA testing of the test piles on site.

• Pile Dynamic Analysis (PDA) testing shall be performed on at least two 60-foot long test piles for verification of pile driving system, acceptable driving stresses and pile capacity is being achieved. PDA testing shall be performed prior to ordering and/or driving production piles.

• Piling contractors should be responsible for ordering piles of proper length, as well as, (1) cutting off piles not driven to grade and (2) extending piles driven below cut off elevation.

General Notes:

• Prior to deep foundation construction, the site should be prepared in accordance with the site work recommendations section of this report.

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ATTACHMENT #1C - Page 10 of 24

• Lateral capacities provided are for loads applied at the ground surface (assuming a "free head" condition) producing deflections approximating ½ of an inch also at the ground surface. Any fixity afforded at the pile top by embedment in a concrete pile cap will reduce both the deflection and the bending moment.

• Unanticipated circumstances often arise during pile installation. We recommend that our engineers be retained to provide on-site installation surveillance, inspection, and testing, thereby being readily available to assist in the evaluation of any events or conditions encountered, that differ from those anticipated.

• Installation records to include PDA testing on indicator piles, pile driving criteria report from PDA testing, and production pile driving records shall be maintained by Whitaker Laboratory, Inc. personnel.

X. SITE WORK RECOMMENDATIONS

We will be pleased to discuss these recommendations with the owner and the site work contractor selected to do the work. We believe it will be beneficial to the project, for the owner and the contractor to have a clear understanding of our recommendations.

1. Prior to construction, all construction areas, plus at least 10 feet outside the perimeter, should be stripped of all vegetation, topsoil and root systems. Site drainage during construction should be considered prior to this clearing and stripping. Preventing the ponding of storm water is of particular importance.

2. Topsoil, organics, root-mat and other surface materials will likely vary across the site. Individual test borings may not accurately reflect the presence of, or the thickness of such materials due to site variability and/or surfacing clearing to facilitate access for drilling equipment. Site clearing and grubbing, when unsupervised, and particularly in areas of wet soils and times of wet weather, may push organic debris into otherwise stable soils. Undercutting and clearing with a track hoe in lieu of bulldozers can minimize this.

3. Any stump holes or other depressions should be cleared of loose material and debris, and should then be back-filled with approved fill. The backfill should be placed in 6-inch thick lifts and compacted to 95% density in accordance with

ASTM D-1557.

4. Any existing utilities that underlie the site should be relocated and their trenches back-filled with approved soil. The backfill should be placed in 6-inch lifts and compacted to 95% density according to ASTM D-1557.

WHITAKER LABORATORY, INC. Page 8 of 11

ATTACHMENT #1C - Page 11 of 24

5. Prior to fill placement, the subgrade should be proof rolled with a loaded dump truck to locate unstable or soft areas. Any unstable areas should then be investigated to determine the cause of the instability. If due to unsuitable soils, such as highly organic soils or soft clays, the areas should be undercut to firm soil and replaced with approved fill compacted in 6-inch lifts to minimum density of 95% in accordance with ASTM D-1557. If the instability is due to excess moisture in otherwise stable soil, the area should be drained and compacted to 95% density.

6. Any fill or backfill required to level or raise the site should be placed in 8 to 10 inch thick, loose lifts and compacted by appropriate compaction equipment to 95% density in accordance with ASTM D-1557.

7. All of the fill and backfill (including utility line backfill) for this project should consist of clean, free draining granular soils. The fill should be free of objectionable roots, clay lumps, organics and other debris. The fill should be readily compactable during placement. Soils classified as SW, SP, SP-SM, SM or SC with a maximum of 25% passing a #200 sieve may be acceptable. Soils with the minus #200 fraction classified as MH, CH, OH, ML, CL or SC may be rejected.

Soils with a maximum plasticity index of 25 and a maximum liquid limit 40 may be acceptable for use well above the groundwater table with approval from the geotechnical engineer. Soils classified as SC or CL, exhibiting moisture sensitivity, soils with excessive clay content, or excessive moisture should not be used without approval from the geotechnical engineer. Approved sands will also need to be moisture conditioned as necessary to facilitate proper compaction throughout its entire depth. If utility trenches cannot be sufficiently dewatered to readily allow compaction of the specified pipe bedding material, then a class I (ASTM-D-2321) gravel or gravel mixture will be required.

XI. QUALITY CONTROL AND TESTING

Documented inspections and/or testing performed by Whitaker Laboratory personnel, at the following critical milestones during construction, will be required for the recommendations contained within this report to be validated:

Site Work:

1. After stripping: inspect for remnant organics and verify exposed subgrade soils are stable and acceptable for successful compaction of backfill/fill placement.

2. During backfill and/or fill placement: Perform density testing on each lift of compacted soil.

WHITAKER LABORATORY, INC. Page 9 of 11

ATTACHMENT #1C - Page 12 of 24

Pile Foundations:

1. Perform PDA testing on at least two indicator piles and provide PDA testing report outlining pile driving criteria for production piles (including recommendations for final production pile lengths).

2. Document and observe installation of production piles.

At the appropriate time, please contact Whitaker Laboratory, Inc. for budgetary and scheduling purposes for the performance of the above required inspection and testing services.

We further offer concrete, asphalt, masonry, and structural steel inspections and testing.

Whitaker Laboratory, Inc. also performs observational services for mold mitigation, including observation of installation of vapor retarding membranes, subdrains, overall site drainage, and regularly scheduled observations after construction of site and landscape drainage, and monitoring of humidity and moisture in slabs and basement walls.

XII. QUALIFICATIONS OF REPORT

Any recommendations or opinions offered in this report are based on our interpretation of the data obtained from this investigation. It should be noted that underlying subsurface and soil conditions can, and do, vary considerably within short lateral distances. Regardless of the thoroughness of any subsurface investigation, it is possible that conditions may be revealed between boring locations that are different from those found by our borings and used for our analysis. For this reason, we recommend that the site preparation and foundation construction for this project be monitored closely. If deviations of the soil conditions from those presented in this report appear, we will be glad to furnish any additional analyses and recommendations that may be required.

This report was made to investigate subsurface properties of the site and is not intended to serve as a wetlands survey, toxic mold assessment, or environmental site assessment. No effort has been made to define, delineate, or designate any area as wetlands or an area of environmental concern or contamination. Any references to low areas, poorly drained areas, etc. are related to geotechnical applications. Any recommendations regarding drainage and earthwork are made on the basis that such work can be permitted and performed in accordance with the current laws pertaining to wetlands, storm water runoff, and environmental contamination.

This report does not attempt to define or represent any FEMA, or otherwise designated, flood, erosion, scour, or other hazardous zones; nor does it presume to reflect that governmental or other authorities will grant approval of the project and issue appropriate permits.

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ATTACHMENT #1C - Page 13 of 24

WARRANT: WHITAKER LABORATORY, INC. and its professional engineers strive to perform all services in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering profession practicing in the same locality and under similar conditions. No other warranty or representation, expressed or implied, is included or intended in this agreement, in any report, opinion, document, or otherwise.

We carry commercial general liability insurance, including completed operations, and professional liability insurance in aggregate amounts deemed adequate, and we comply with the statutory requirements for workmen's compensation insurance. Accordingly, by accepting and relying on the contents of this report, the liability of WHITAKER LABO RA TORY, INC. and its professional engineers, to the client, owner, or any other party, for any loss or damage, resulting from any cause, including professional acts, errors, omissions, negligence, toxic mold and other environmental claims, breach of warranty or breach of contract, shall not exceed the total compensation received by us for services related to this project; and client will defend, settle, and discharge any claims or allegations of liability for same against us by others. If client desires higher monetary limits of our liability, we will be pleased to discuss such higher limits and the impact on liability and fees. In the event the client makes a claim against us, at law or otherwise, for any alleged act, error, omission, negligence, breach of warranty or breach of contract, arising from the performance of our services, it is mutually agreed that initially, the client and Whitaker Laboratory, Inc. will attempt to resolve such dispute through direct negotiations between the appropriate representatives of each party.

Secondly, if such negotiations are not fully successful, the parties agree to resolve any remaining disputes by formal nonbinding arbitration mediation in accordance with the rules and procedures to be agreed upon by the parties. Mediation is a pre-condition to litigation. The exclusive venue for any disputes relating to Whitaker Laboratory's service shall be in Chatham County, GA. Furthermore, if the client fails to prove such claim, then client shall pay all costs accrued by us in defending ourselves.

TITLE: The ownership of opinions, technical ideas, methods and means, drawings, calculations, and other data developed by us during the course of preparing proposals or rendering engineering services remains exclusively with us. It is a condition of this report or proposal that the client agrees not to use the opinions, technical ideas, methods and means, drawings, calculations or any other data for projects or locations, other than those specifically addressed in the report, and that no one other than the client may use this report, without the written permission of WHITAKER LABORATORY, INC.

WHITAKER LABORATORY, INC. Page 11 of 11

ATTACHMENT #1C - Page 14 of 24

APPENDIX I

SITE & BORING LOCATION PLANS

ATTACHMENT #1C - Page 15 of 24

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ATTACHMENT #1C - Page 16 of 24 f3arin� �acatian Plan Propa5ed Water f ank I 826 V eteran5 Brulevard t?ubl in, Ciearc;iia

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.__ ___________________ WHJTAKJ,,1? LABORATORJ� INC

ATTACHMENT #1C - Page 17 of 24

APPENDIX II

BORING RECORDS

ATTACHMENT #1C - Page 18 of 24

Whitaker Laboratory, Inc.

Job Name VA Water Tower Location Dublin, GA

Date & Time4/18/2016 11:29:45 AM Hole Number CPT-1 -------- Operator Leach Job NumbeVA Hospital Water Tower

Groundwate-'--r-= __ ______ 4-----'fe�e-'-t ""'ap._.p'""'r_o _x. ______ _

CPT DATA

FRICTION

TSF

PRESSURE U2

5 -20 PSI 120 0

SPTN

l 15

1 - sensitive fine grained

• 2 - organic material

• 3 - clay

• 4 - silty clay to clay

• 5 - clayey silt to silty clay

• 6 - sandy silt to clayey silt

• 7 - silty sand to sandy silt

8 - sand to silty sand

• 9 - sand

Whitaker Laboratory, Inc. 2500 Tremont Road, Savannah, GA 31405

Client BES Design / Build

Cone Number ___ D_S�G_1�0_24 __ _

REMARKS ....J <C

I

UJ

� (J) 80 0 "

• 10 - gravelly sand to sand

• 11 - very stiff fine grained (*)

• 12 - sand to clayey sand (*)

Phone: (912) 234-0696

ATTACHMENT #1C - Page 19 of 24

Whitaker Laboratory, Inc.

Job Name VA Water Tower Location Dublin, GA

Date & Time4/18/201612:17:01 PM Hole Number __ ____;C;;.;;P_T;....;-2;c.._ __

Operator Leach Job NumbeVA Hospital Water Tower

Groundwate r _= ____ ____ 4..;..;..:fe e t a

;::,p1e.1p;;.:;r o

=-:.x.;..._

CPT DATA

FRICTION

400 0 TSF

PRESSURE U2

6 l-20 PSI 140 0

SPTN

1 - sensitive fine grained • 4 - silty clay to clay • 7 - silty sand to sandy silt

• 2 - organic material

• 3 - clay

• 5 - clayey silt to silty clay

• 6 - sandy silt to clayey silt

8 - sand to silty sand

• 9 - sand

Whitaker Laboratory, Inc. 2500 Tremont Road, Savannah, GA 31405

Client BES Design / Build

Cone Number __ -=-D S

G

1-"0=24-'------ --

REMARKS

• 10 - gravelly sand to sand

• 11 - very stiff fine grained(*)

• 12 - sand to clayey sand (*)

Phone: (912) 234-0696

ATTACHMENT #1C - Page 20 of 24

APPENDIX Ill

SEISMIC SPECTRIAL PARAMETERS

ATTACHMENT #1C - Page 21 of 24

4/25/2016 Design Maps Summary Report

�lJSGS Design Maps Summary Report

User-Specified Input

Report Title Water Tower, Dublin, GA

Mon April 25, 2016 14:25:10 UTC

Building Code Reference Document ASCE 7-10 Standard

(which utilizes USGS hazard data available in 2008)

Site Coordinates 32.53756° N, 82.94652° W

Site Soil Classification Site Class D - "Stiff Soil"

Risk Category I/II/III

,'.i t

1, -·:i

�\' H Bu<f BafrQn A.rpon

.OUbli

USGS-Provided Output

S

= 0.170g S

MS

= 0.272 g

S Ml = 0.200 g

S

= 0.181 g

S 01 = 0.134 g S

= 0.084 g

For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document.

U'.I

MCE" Response Spectrum

0.30

0.27

0.24

0.21

0.18

0.15

0.12

0.0�

0.06

0.03

0. 00 +-----,1---+--+---+----l---+---+--+-----+--l

0.00 0.20 0.40 0.60 0.80 1.00 1.20 l 40 1.60 l 80 2.00

Period, T ( sec)

0.22

0.20

0.18 o.u;

0.14

';. 0.12

� 0.10

0.08

0.06

0.04

0.02

Design Response Spectrum

0.00 +-----,1--+--l--+-----+---+---f-----,f----+---I

0.00 0.20 0.40 0.60 0.80 1.00 1,20 1.40 1.60 1.80 2.00

Period, T ( sec)

For PGAw T L , C

R5 , and C

R1 values, please view the detailed report.

http://ehp1-earthquake.cr.usgs.gov/designmaps/us/sum mary.php?tem plate:: minim al&I atitude= 32.53756&1 ongitude=-82.94652&sitecl ass= 3&ri skcategory=0&edit.. 1 /2

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APPENDIX IV

IMPORTANT GENERAL NOTES

ATTACHMENT #1C - Page 23 of 24

Tip (Qt) (Bars)

Whitaker Laboratory, Inc.

Classification Data:

Robertson and Campanella UBC-1983

1000,------.-----:r----------------,----------------------------�

10_

1 sensitive fine grained 2 organic material 3 day

3 4

4 silty clay to clay 5 clayey silt to silty clay 6 sandy sill to clayey silt

Fs/Qt (%)

3=

7 silty sand to sandy silt 8 sand to silty sand 9 sand

7 8 9

1 0 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*)

ATTACHMENT #1C - Page 24 of 24