Geotechnical Recommendations for Proposed Additions to the Three Mile Creek Severe Weather Attenuation Tank Project

Transcription

1 TECHNICAL MEMORANDUM Geotechnical Recommendations for Proposed Additions to the Three Mile Creek Severe Weather Attenuation Tank Project PREPARED FOR: PREPARED BY: DATE: June 28, 218 PROJECT NUMBER: Mobile Area Water and Sewer System (MAWSS) CH2M HILL Engineers, Inc. (CH2M) Revised July 23, 218 The existing site contains a 12-million-gallon (MG) Severe Weather Attenuation Tank (SWAT) and ancillary structures. The major components of the addition are as follows: Two 12-MG SWATs 24-foot diameter pre-stressed concrete tank manufactured by CROM or Precon on 18-inch-thick foundation and 4 6 thick membrane concrete floor slab Generator facility 3-foot-by-1-foot rigid heavily reinforced 18-inch-thick mat foundation Electrical building 37-foot-by-14-foot reinforced slab-on-grade with thickened edges on 7-inchthick foundation Lift station valve vault 32-foot-by-14-foot rigid heavily reinforced 18-inch-thick mat foundation Pump station 48-foot by-27-foot rigid heavily reinforced 3-inch-thick mat foundation Diversion box 25-foot-by-24-foot rigid heavily reinforced 2-inch-thick mat foundation Soil and groundwater conditions used in the foundation settlement evaluation were obtained from two geotechnical data reports provided by Southern Earth Sciences, dated May 11, 216 and May 18, 218. Existing ground surface elevations, structure floor and foundation bottom elevations, and estimated foundation bearing loads were provided by the structural designer. Jacobs used the computer program Settle 3D to evaluate foundation settlement, and allowable bearing capacity was evaluated based on Terzaghi and Vesic Methods. The results are presented in Table 1. Table 1. Soil Settlement at Estimated Bearing Load Structure Estimated Bearing Load Modeled Bearing Capacity* Total Settlement Immediate Settlement Long-term Settlement SWAT Tank #2 2,75 psf 3 psf 5. in. 2.5 in. 2.5 in. a SWAT Tank #3 2,75 psf 3 psf 1. in. 1. in. N/A Generator Facility 45 psf 5 psf.25 in..25 in. N/A Electrical Building 75 psf 1 psf.25 in..25 in. N/A Lift Station Valve Vault 5 psf 5 psf.5 in..25 in..25 in. BI PNS 1

2 GEOTECHNICAL RECOMMENDATIONS FOR PROPOSED ADDITIONS TO THE THREE MILE CREEK SEVERE WEATHER ATTENUATION TANK PROJECT Table 1. Soil Settlement at Estimated Bearing Load Structure Estimated Bearing Load Modeled Bearing Capacity* Total Settlement Immediate Settlement Long-term Settlement Pump Station 2,35 psf 3 psf 1. in..25 in..75 in. Diversion Box 1,75 psf 2 psf..75 in..5 in..25 in. a SWAT Tank #2 is underlain by compressible clay soil on the approximate south half of the footprint. The immediate sand settlement will occur during construction. A long-term clay settlement of 2.5 in. is expected, resulting in a differential settlement of 2.5 in. The tank settlements were based on foundation loading conditions with tanks continuously filled with water. *Modeled bearing capacity has a FS of at least 3 on bearing capacity failure. in. = inches N/A = not applicable psf = pounds per square foot For the Generator Facility, Electrical Building, Lift Station Valve Vault and Diversion Box slabs-on-grade (i.e., mat foundation) design a modulus of subgrade reaction for a 1-foot-square plate K 1 of 15 tcf (tons/ft 3 ) is recommended. For the Pump Station slab-on-grade design a modulus of subgrade reaction for a 1-foot-square plate K 1 of 25 tcf is recommended due to the presence of compressible silt below the foundation. The modulus of subgrade reaction should be adjusted as follows to account for the difference in size between the plate and the actual foundation: Where: KK SS = KK BB 2LL 1.5 K s = Adjusted modulus of subgrade reaction (tcf) for a square footing K 1 = Modulus of subgrade reaction for a 1-foot-square plate in tcf B = Width of mat/raft foundation (feet) L = Length of mat/raft foundation (feet) Shallow compressible clay soils were encountered between and 5 feet depth in the cone sounding performed for the Generator Facility and Electrical Building. Jacobs recommends over-excavating all soil to a 5-foot depth and to 5 feet beyond these structure s perimeter. Also, compressible clay soils are expected at the Lift Station Valve Vault foundation bearing level. Jacobs recommends over-excavating all soil to a 2-foot depth below bottom of foundation and to foundation perimeter. These over-excavations should be filled with Structural Backfill as defined in the specifications. A factor of safety (FS) against uplift was evaluated for four structures that will have foundations below the 1-year flood elevation of +12 feet North American Vertical datum of 1988 (NAVD88). The results are summarized in Table 2. Table 2. Factor of Safety Against Uplift Evaluation Structure Case 1: Fully Constructed, Backfilled Sides, and Filled with Water Case 2: Fully Constructed, Backfilled Sides, and No Water Inside Case 3: During Construction Phase, Open Excavation, No Water, and No Backfill SWAT FS = 8.7 FS =.87 FS =.81 Lift Station Valve Vault FS = 2.28 N/A FS = 1.9 Pump Station FS = 1.77 FS = 1.29 FS = BI PNS

3 GEOTECHNICAL RECOMMENDATIONS FOR PROPOSED ADDITIONS TO THE THREE MILE CREEK SEVERE WEATHER ATTENUATION TANK PROJECT Table 2. Factor of Safety Against Uplift Evaluation Structure Case 1: Fully Constructed, Backfilled Sides, and Filled with Water Case 2: Fully Constructed, Backfilled Sides, and No Water Inside Case 3: During Construction Phase, Open Excavation, No Water, and No Backfill Diversion Box FS = 1.83 FS = 1.24 FS = 1.24 The normal operation of the SWATs is to be empty; therefore, Case 2 would be the controlling condition. The structural engineer will specify hydrostatic pressure relief means. Lateral earth pressures imposed by soil backfill for permanent walls of SWATs, Lift Station Valve Vault, Pump Station, and Diversion Box can be evaluated using soil with an equivalent fluid unit weight. These unit weights have been established for above (drained) and below (undrained) groundwater level conditions. Jacobs recommends that the backfill behind walls be Structural Fill placed and compacted in accordance with the specifications. An assumed soil unit weight of 115 pcf and phi of 35 degrees was used in the calculations. The results are presented in Table 3. Table 3. Soil Equivalent Fluid Unit Weights Earth Pressure Coefficient Above Groundwater Level (Drained) (pcf) Below Groundwater Level (Undrained) (pcf) At-rest (Ko =.43) Active (Ka =.24) Passive (Kp = 3.7) psf = pounds per cubic foot Surcharge loads from temporary construction equipment or permanent structures should be added to the lateral earth pressure as an equivalent height of 2 feet of additional soil at 12 pcf unit weight. For earthquake risk evaluation, this project would be classified as Site Class D. The estimated peak ground acceleration (PGA) is.49 g. BI PNS 1-3

4 Mobile Office 546 Rangeline Road Mobile, AL Tel: (251) Fax: (251) Geotechnical, Environmental & Construction Materials Testing MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M 25 W. Cedar Street, Suite 56 Pensacola, FL 3252 May 11, 216 ATTENTION: Mr. David Stejskai, P.E. REFERENCE: Geotechnical Data Report Three Mile Creek Severe Weather Attenuation Basin (SWAB) Project Mobile, AL SESI Project No: M Dear Mr. Stejskai: Southern Earth Sciences, Inc (SESI) has completed the authorized scope of drilling and laboratory testing services for the referenced project. This report presents a summary of our findings. We appreciate this opportunity to be of service. Please do not hesitate to contact us if you have any questions. Sincerely, SOUTHERN EARTH SCIENCES, INC. Matt Reeves Matt Coaker, P.E. Project Engineer Registered, Alabama 3835 MR/MC/ja Attachments MOBILE MONTGOMERY SUMMERDALE DESTIN PANAMA CITY TALLAHASSEE BATON ROUGE MANDEVILLE NEW ORLEANS

5 MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M May 11, Geological Setting Field Investigation Laboratory Testing Subsurface Conditions Groundwater TABLE General Comments APPENDIX 1 Test Location Plan APPENDIX 2 SPT Boring Logs APPENDIX 3 Laboratory Test Data APPENDIX 4 Grain Size Distribution Graphs APPENDIX 5 Standard Proctor Density Graphs ii

6 MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M May 11, GEOLOGICAL SETTING The project is located inside the Coastal Plain Province and is overlain by Tertiary deposits which are part of the Pliocene Series. These deposits are part of the Citronelle Formation and are generally up to about 2 feet thick. These soils are described as gravelly sands and sandy clays. In many areas, lenses of sandy clay and clayey sand, which range in thickness from 5 to 15 feet, are interbedded with gravelly sand. Sediments along the base of the Citronelle Formation have high clay content, indicating that they were deposited in an estuarine environment; whereas overlying sediments were deposited by sediment laden streams (Isphording and Lamb, 1971).The underlain soils in this region are considered part of the Miocene Series. The Miocene Series consist of thin-bedded to massive fine to coarse quartz sand, gravelly sand, thin-bedded to massive clay and sandy clay; clays are plastic in part. The gravel in this formation is composed of quartz and chert granules and pebbles. Locally, the upper part of the unit is Pliocene in age (Geological Survey of Alabama Special Map 22, 1988). 2. FIELD INVESTIGATION As requested, seven (7) soil borings with Standard Penetration Tests (SPT) were performed across the site. Test locations were performed at the locations as outlined in the preliminary boring plan. The exception was B-7, where it had to be offset to an accessible location due to difficult terrain and underground utilities. A Test Location Plan showing the approximate locations is attached in Appendix 1. Soil sampling and penetration testing were performed in general accordance with ASTM D 1586 using flight auger and mud rotary drilling techniques. SPT borings were advanced to depths of approximately 51.5 feet below existing ground surface. At regular intervals during the process the drill rods were removed and soil samples were obtained with a standard 2 inch split tube sampler. Representative portions of soil samples obtained during the investigation were transported to our laboratory where they were examined by an engineer and classified in accordance with the Unified Soil Classification System. Soil descriptions, boring depths and penetration resistances are shown on the appropriate Soil Boring Log sheets attached in Appendix

7 MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M May 11, LABORATORY TESTING Soil samples were transported to SESI s laboratory where they were visually classified by an engineer. Daft boring logs were sent for your review and your geotechnical engineer to select samples for testing. Lab testing consisted of Moisture Content Determinations (ASTM D 2216), Grain Size Analysis (ASTM D 422), Soil Plasticity Tests - Atterberg Limits Tests (ASTM D 4318) and Standard Proctor Density (ASTM D 698). Laboratory test results are presented on the appropriate Soil Boring Log, as well as on the Laboratory Test Data sheet in Appendix SUBSURFACE CONDITIONS Beneath a varying thickness of topsoil (1 to 18 inches), soils within the upper 1 feet consist of soft silts and clays and loose clayey sands, underlain by sands with varying density and silt content extending to the termination of the investigated depths. All reference to depths has been made with respect from existing ground surface. 5. GROUNDWATER To accurately determine static groundwater, three (3) piezometers were installed across the site at test locations B-1, 5 and 6 for obtaining delayed measurement over next several weeks. Table 1 below presents the date measured and depth for each respective piezometer location. TABLE 1 PEIZOMETER READINGS Piezometer Location Date Depth Below Existing Ground Surface (ft.) 4/12/ B-1 B-5 B-6 4/16/ /25/ /12/ /16/ /25/ /12/ /16/ /25/

8 MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M May 11, 216 Fluctuation in the level of the groundwater table will occur due to variances in rainfall, drainage, types of soil present and other factors not evident at the time measurements were made. Detailed descriptions of soils encountered at each test location are shown on the appropriate Soil Boring Log attached in Appendix 2. All reference to depth has been made with respect to the existing ground surface. Groundwater levels should be verified prior to construction. 6. GENERAL COMMENTS While the soil test borings are representative of subsurface conditions at their respective locations and for their respective vertical reaches, local variations in the subsurface materials are anticipated and may be encountered. The delineation between soil types shown on the logs is approximate and the description represents our interpretation of subsurface conditions at the designated boring location and on the particular date drilled. This report is exclusively for the use and benefit of the addressee(s) identified on the first page of this report and is not for the use or benefit of, nor may it be relied upon by any other person or entity. The contents of this report may not be quoted in whole or in part or distributed to any person or entity other than the addressee(s) hereof without, in each case, advanced written consent

9 MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M May 11, 216 APPENDIX 1 Test Location Plan

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11 MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M May 11, 216 APPENDIX 2 SPT Boring Logs

12 BORING NO.: B-1 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 4/7/16 WATER LEVEL: 26.8 ft GEOL / ENGR: M. REEVES Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG PROJECT NO.: M METHOD: AUGER/WASH BORING ELEVATION: EXISTING GROUND DATE COMPLETED: 4/7/16 WATER LEVEL DATE: 4/25/16 DRILLER: D. GARDNER Description SPT N NM % Page 1 of 1 LL % 2 % 1 2/6 2/6 1/6 2/6 1/6 2/6 2/6 2/6 1/6 2/6 ML SC TOPSOIL Soft to Medium Red and Brown SILT Loose Orange Clayey SAND SP-SM Medium Orange and White SAND with some Silt GEOLOG L:\PROJECTS\JOB FOLDERS\216\ MILE CREEK SWAB\GINT\BORLOGS M GPJ SO_EARTH.GDT 5/13/ Remarks: N3.712 W SET PIEZOMETER 1/6 11/6 1/ /6 1 1 SP Medium to Dense White SAND

13 BORING NO.: B-2 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 4/7/16 WATER LEVEL: 26.5 ft GEOL / ENGR: M. REEVES Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG PROJECT NO.: M METHOD: AUGER/WASH BORING ELEVATION: EXISTING GROUND DATE COMPLETED: 4/7/16 WATER LEVEL DATE: 4/12/16 DRILLER: D. GARDNER Description SPT N NM % Page 1 of 1 LL % 2 % 1 2/6 1/6 1/6 2/6 3/6 SM SC CL SM 6" TOPSOIL Loose Gray and Orange Silty SAND Very Loose Orange and Tan Clayey SAND Stiff Orange CLAY Loose Orange Silty SAND SP Medium to Loose Tan and White SAND SM Medium White Silty SAND GEOLOG L:\PROJECTS\JOB FOLDERS\216\ MILE CREEK SWAB\GINT\BORLOGS M GPJ SO_EARTH.GDT 5/13/ Remarks: N W /6 12/6 1 3/6 1/6 SP Loose to Medium White and Orange SAND

14 BORING NO.: B-3 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 4/8/16 WATER LEVEL: 26.7 ft GEOL / ENGR: M. REEVES Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG PROJECT NO.: M METHOD: AUGER/WASH BORING ELEVATION: EXISTING GROUND DATE COMPLETED: 4/8/16 WATER LEVEL DATE: 4/12/16 DRILLER: D. GARDNER Description SPT N NM % Page 1 of 1 LL % 2 % 1 3/6 1/6 2/6 3/6 3/6 WOH/6 1/6 1/6 CL SC TOPSOIL Medium to Soft Orange and Tan CLAY Medium Tan and Orange Clayey SAND SM Medium White Silty SAND 11/ /6 19 SP Medium to Loose White, Yellow and Tan SAND GEOLOG L:\PROJECTS\JOB FOLDERS\216\ MILE CREEK SWAB\GINT\BORLOGS M GPJ SO_EARTH.GDT 5/13/ Remarks: N W /6 1/6 1/6 12/6 3/6 2/6 3/6 2/6 3/6 SM CL Loose Gray Silty SAND Medium Gray CLAY

15 BORING NO.: B-4 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 4/7/16 WATER LEVEL: CAVED IN 4 FT GEOL / ENGR: M. REEVES Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG PROJECT NO.: M METHOD: AUGER/WASH BORING ELEVATION: EXISTING GROUND DATE COMPLETED: 4/7/16 WATER LEVEL DATE: 4/12/16 DRILLER: D. GARDNER Description SPT N NM % Page 1 of 1 LL % 2 % 1 2/6 2/6 2/6 2/6 1/6 3/6 SM SC-SM SM 6" TOPSOIL Very Loose Brown Silty SAND Very Loose to Medium Tan and Orange Clayey Silty SAND Loose to Medium White, Tan and Orange Silty SAND /6 21 GEOLOG L:\PROJECTS\JOB FOLDERS\216\ MILE CREEK SWAB\GINT\BORLOGS M GPJ SO_EARTH.GDT 5/13/ Remarks: N3.746 W /6 11/6 12/6 12/6 1/6 12/6 1 1 SP Medium to Dense White SAND

16 BORING NO.: B-5 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 4/8/16 WATER LEVEL: 26.5 ft GEOL / ENGR: M. REEVES Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG PROJECT NO.: M METHOD: AUGER/WASH BORING ELEVATION: EXISTING GROUND DATE COMPLETED: 4/8/16 WATER LEVEL DATE: 4/25/16 DRILLER: D. GARDNER Description SPT N NM % Page 1 of 1 LL % 2 % 1 3/6 SC-SM SC SP-SM TOPSOIL Loose Tan and Orange Clayey Silty SAND Loose Tan and Orange Clayey SAND Loose to Medium Tan and White SAND with some Silt GEOLOG L:\PROJECTS\JOB FOLDERS\216\ MILE CREEK SWAB\GINT\BORLOGS M GPJ SO_EARTH.GDT 5/13/ Remarks: N3.789 W SET PEIZOMETER 1/6 1/6 2/6 1/6 2/6 2/6 2/6 3/6 3/6 SP SM Medium to Very Loose White and Orange SAND Very Loose to Loose Orange and Gray Silty SAND

17 BORING NO.: B-6 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 4/11/16 WATER LEVEL: 26.8 ft GEOL / ENGR: M. REEVES Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG PROJECT NO.: M METHOD: AUGER/WASH BORING ELEVATION: EXISTING GROUND DATE COMPLETED: 4/11/16 WATER LEVEL DATE: 4/25/16 DRILLER: D. GARDNER Description SPT N NM % Page 1 of 1 LL % 2 % 1 2/6 3/6 1 11/6 1 11/6 1 2/6 SC CL SC TOPSOIL Medium Clayey SAND Stiff to Very Stiff Brown and Orange CLAY Medium White Clayey SAND SM Medium White Silty SAND 12/6 12/ GEOLOG L:\PROJECTS\JOB FOLDERS\216\ MILE CREEK SWAB\GINT\BORLOGS M GPJ SO_EARTH.GDT 5/13/ Remarks: N W SET PIEZOMETER 11/6 12/6 1 12/6 1 22/6 1 11/6 13/ SP-SM SP Medium White SAND with some Silt Medium to Very Dense White and Gray SAND

18 BORING NO.: B-7 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 4/11/16 WATER LEVEL: CAVED IN 12.2 FT GEOL / ENGR: M. REEVES Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG PROJECT NO.: M METHOD: AUGER/WASH BORING ELEVATION: EXISTING GROUND DATE COMPLETED: 4/11/16 WATER LEVEL DATE: 4/12/16 DRILLER: D. GARDNER Description SPT N NM % Page 1 of 1 LL % 2 % 1 11/6 12/6 12/6 1/6 1/6 SM CL SM 1" TOPSOIL Medium Orange Silty SAND Very Stiff Orange CLAY Medium Orange,Tan and White Silty SAND / / GEOLOG L:\PROJECTS\JOB FOLDERS\216\ MILE CREEK SWAB\GINT\BORLOGS M GPJ SO_EARTH.GDT 5/13/ Remarks: N3.798 W /6 12/6 1 12/6 1 23/6 12/ /6 SP SM CL Medium to Very Dense White SAND Medium Orange and Gray Silty SAND Stiff Gray CLAY

19 MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M May 11, 216 APPENDIX 3 Laboratory Test Data

20 Materials Testing Report Tabulated Data Sheet Client: MAWSS C/O CH2M Date: 4/29/16 Project: THREE MILE CREEK SWAB PROJECT SESI Project No. M Boring No. Sample No. Sample Depth (ft) USCS Symbol Moisture Content (%) Atterberg Limits B-1 S ML B-1 S SC B-1 S SP-SM B-2 S CL B-2 S SP B-3 S CL B-3 S SP B-4 S SC-SM B-5 S SC B-5 S SP-SM B-6 S CL B-6 S SM B-7 S CL B-7 S SM LL PI Passing No. 2 (%) Page 1 of 1

21 MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M May 11, 216 APPENDIX 4 Grain Size Distribution Graphs

22 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #2 #6 #14 # sandy silt Material Description Atterberg Limits (ASTM D 4318) PL= 16 LL= 19 PI= 3 Classification USCS (D 2487)= ML AASHTO (M 145)= A-4() Coefficients D 9 =.1757 D 85 =.1535 D 6 =.885 D 5 = D 3 = D 15 = D 1 = C u = C c = Remarks * (no specification provided) Sample Number: B-1 S-2 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

23 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #1 #2 #6 #14 # Material Description clayey sand Atterberg Limits (ASTM D 4318) PL= 21 LL= 29 PI= 8 Classification USCS (D 2487)= SC AASHTO (M 145)= A-4(1) Coefficients D 9 =.1647 D 85 =.1448 D 6 =.933 D 5 =.812 D 3 = D 15 = D 1 = C u = C c = Remarks * (no specification provided) Sample Number: B-1 S-5 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

24 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #1 #2 #6 #14 # Material Description poorly graded sand with silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SP-SM AASHTO (M 145)= A-3 Coefficients D 9 =.31 D 85 =.2694 D 6 =.1965 D 5 =.1779 D 3 =.1455 D 15 =.1211 D 1 =.1112 C u = 1.77 C c =.97 Remarks * (no specification provided) Sample Number: B-1 S-7 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

25 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #1 #2 #6 #14 # Material Description poorly graded sand Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SP AASHTO (M 145)= A-3 Coefficients D 9 =.2722 D 85 =.248 D 6 =.1876 D 5 =.1724 D 3 =.1453 D 15 =.1251 D 1 =.1174 C u = 1.6 C c =.96 Remarks * (no specification provided) Sample Number: B-2 S-7 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

26 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #2 #6 #14 # sandy lean clay Material Description Atterberg Limits (ASTM D 4318) PL= 2 LL= 37 PI= 17 Classification USCS (D 2487)= CL AASHTO (M 145)= A-6(7) Coefficients D 9 =.1695 D 85 =.147 D 6 =.795 D 5 = D 3 = D 15 = D 1 = C u = C c = Remarks * (no specification provided) Sample Number: B-3 S-4 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

27 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #1 #2 #6 #14 # Material Description poorly graded sand Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= SP AASHTO (M 145)= A-3 Coefficients D 9 =.2728 D 85 =.2496 D 6 =.1895 D 5 =.173 D 3 =.1438 D 15 =.1218 D 1 =.1132 C u = 1.67 C c =.96 Remarks * (no specification provided) Sample Number: B-3 S-8 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

28 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #1 #2 #6 #14 # Material Description silty, clayey sand Atterberg Limits (ASTM D 4318) PL= 15 LL= 2 PI= 5 Classification USCS (D 2487)= SC-SM AASHTO (M 145)= A-4() Coefficients D 9 =.1952 D 85 =.1763 D 6 =.1122 D 5 =.898 D 3 = D 15 = D 1 = C u = C c = Remarks * (no specification provided) Sample Number: B-4 S-2 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

29 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #2 #6 #14 # Material Description clayey sand Atterberg Limits (ASTM D 4318) PL= 2 LL= 38 PI= 18 Classification USCS (D 2487)= SC AASHTO (M 145)= A-6(5) Coefficients D 9 =.1887 D 85 =.1693 D 6 =.14 D 5 =.826 D 3 = D 15 = D 1 = C u = C c = Remarks * (no specification provided) Sample Number: B-5 S-3 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

30 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #2 #6 #14 # Material Description poorly graded sand with silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= NP Classification USCS (D 2487)= SP-SM AASHTO (M 145)= A-3 Coefficients D 9 =.2434 D 85 =.2277 D 6 =.1776 D 5 =.1627 D 3 =.1354 D 15 =.1138 D 1 =.19 C u = 1.76 C c = 1.2 Remarks * (no specification provided) Sample Number: B-5 S-6 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

31 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #2 #6 #14 # Material Description silty sand Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= NP Classification USCS (D 2487)= SM AASHTO (M 145)= A-4() Coefficients D 9 =.1641 D 85 =.1442 D 6 =.912 D 5 =.785 D 3 = D 15 = D 1 = C u = C c = Remarks * (no specification provided) Sample Number: B-6 S-5 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

32 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #1 #2 #6 #14 # sandy lean clay Material Description Atterberg Limits (ASTM D 4318) PL= 18 LL= 39 PI= 21 Classification USCS (D 2487)= CL AASHTO (M 145)= A-6(8) Coefficients D 9 =.1759 D 85 =.1546 D 6 =.883 D 5 = D 3 = D 15 = D 1 = C u = C c = Remarks * (no specification provided) Sample Number: B-7 S-2 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

33 Particle Size Distribution Report 1 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #1 #2 #3 #6 #1 #14 # PERCENT FINER GRAIN SIZE - mm. % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) #6 #14 # Material Description silty sand Atterberg Limits (ASTM D 4318) PL= 26 LL= 33 PI= 7 Classification USCS (D 2487)= SM AASHTO (M 145)= A-2-4() Coefficients D 9 =.1918 D 85 =.1745 D 6 =.1194 D 5 =.14 D 3 =.787 D 15 = D 1 = C u = C c = Remarks * (no specification provided) Sample Number: B-7 S-5 Depth: SOUTHERN EARTH SCIENCES Mobile, Alabama Client: Project: Project No: Date Received: Tested By: Checked By: MAWSS C/O CH2M 3 MILE CREEK SWAB PROJECT M Title: Date Tested: Date Sampled: Figure

34 MOBILE AREA WATER AND SEWER SYSTEM c\o CH2M Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M May 11, 216 APPENDIX 5 Standard Proctor Density Graphs

35 COMPACTION TEST REPORT Project No.: M Date: Project: THREE MILE CREEK - SWAB Client: CH2M Location: B-3 Sample Number: 2217 Depth: 5' - 1' Remarks: Description: RED SANDY CLAY MATERIAL DESCRIPTION Classifications - USCS: CL AASHTO: Nat. Moist. = 2.1 % Sp.G. = Liquid Limit = 36 Plasticity Index = 17 % < No.2 = 54.2 % Maximum dry density = pcf Optimum moisture = 14.7 % TEST RESULTS 14 Test specification: ASTM D 698-a Method A Standard 13 Dry density, pcf % SATURATION CURVES FOR SPEC. GRAV. EQUAL TO: Water content, % Figure SOUTHERN EARTH SCIENCES

36 COMPACTION TEST REPORT Project No.: M Date: Project: THREE MILE CREEK - SWAB Client: CH2M Location: B-6 Sample Number: 2218 Depth: 5'-1' Remarks: Description: BROWN AND RED SANDY CLAY MATERIAL DESCRIPTION Classifications - USCS: CL AASHTO: Nat. Moist. = 2.2 % Sp.G. = Liquid Limit = 35 Plasticity Index = 18 % < No.2 = 56.5 % Maximum dry density = pcf Optimum moisture = 12.5 % TEST RESULTS 14 Test specification: ASTM D 698-a Method A Standard 13 Dry density, pcf % SATURATION CURVES FOR SPEC. GRAV. EQUAL TO: Water content, % Figure SOUTHERN EARTH SCIENCES

37 COMPACTION TEST REPORT Project No.: M Date: Project: THREE MILE CREEK - SWAB Client: CH2M Location: B-5 Sample Number: 222 Depth: 5'-1' Remarks: Description: RED CLAY MATERIAL DESCRIPTION Classifications - USCS: SC AASHTO: Nat. Moist. = 17.8 % Sp.G. = Liquid Limit = 36 Plasticity Index = 17 % < No.2 = 49.8 % Maximum dry density = pcf Optimum moisture = 12.6 % TEST RESULTS 14 Test specification: ASTM D 698-a Method A Standard 13 Dry density, pcf % SATURATION CURVES FOR SPEC. GRAV. EQUAL TO: Water content, % Figure SOUTHERN EARTH SCIENCES

38 Three Mile Creek Severe Weather Attenuation Basin (SWAB) Project Mobile, AL Subsurface Investigation and Geotechnical Data Report Prepared for: MOBILE AREA WATER AND SEWER SYSTEM C\O CH2M Mobile, Alabama SESI Project No: M18-38 May 18, 218

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40 MOBILE AREA WATER AND SEWER SYSTEM C\O CH2M Subsurface Investigation and Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M18-38 May 18, Geologic setting Field Investigation CPT Soundings Soil Borings Subsurface Conditions Laboratory Testing Groundwater TABLE General Comments APPENDIX 1 Test Location Plan APPENDIX 2 CPT Sounding Logs SPT Boring Logs APPENDIX 3 Laboratory Test Data i

41 MOBILE AREA WATER AND SEWER SYSTEM C\O CH2M Subsurface Investigation and Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M18-38 May 18, GEOLOGIC SETTING This project is located inside the alluvial, coastal and low terrace deposits of the Holocene. These deposits contain varicolored fine to coarse quartz sand containing clay lenses and gravel in places. Coastal deposits include fine to medium quartz sand with shell fragments. 2. FIELD INVESTIGATION Fourteen (14) Cone Penetrometer Test (CPT) soundings and ten (1) soil borings with Standard Penetration Tests (SPT) were performed across the site. A Test Location Plan indicating the approximate test locations is included in Appendix CPT Soundings Cone Penetrometer Test (CPT) soundings were performed in accordance with ASTM Specification D using a 2-ton Hogentogler Electronic CPT rig. CPT soundings within the proposed structure area were advanced from about 45 to 18 feet below existing grade. Soil classifications were interpreted from methods recommended by Robertson and Campanella. Correlations between Cone Resistance values and Standard Penetration Testing "N" values were performed according to the methods developed by Robertson, Campanella and Wightman. The soil types and stratigraphy shown on the CPT Log sheets are based upon material parameters measured and evaluated as the cone is advanced. CPT Log sheets graphically showing the cone tip resistance, friction, equivalent N-value and interpreted soil behavior type at each sounding location are attached in Appendix Soil Borings Soil sampling and penetration testing were performed in general accordance with ASTM D 1586 using flight auger and mud rotary drilling techniques. SPT borings were advanced to depths of approximately 45 to 8 feet below existing ground surface. At regular intervals during the process the drill rods were removed and soil samples were obtained with a standard 2 inch split tube sampler. Representative portions of soil samples obtained during the investigation were transported to our laboratory where they were examined by an engineer and classified in accordance with the Unified Soil Classification System. Soil descriptions, boring depths and penetration resistances are shown on the appropriate Soil Boring Log sheets attached in Appendix SUBSURFACE CONDITIONS The subsurface descriptions outlined below are generalized to highlight the major subsurface stratigraphy encountered across the site. The CPT Sounding log sheets and Soil Boring logs are attached in Appendix 2-1 -

42 MOBILE AREA WATER AND SEWER SYSTEM C\O CH2M Subsurface Investigation and Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M18-38 May 18, 218 present specific information at individual test locations. This information is representative of conditions encountered at the test locations. Variations may occur and should be expected between test locations. The stratification represents the approximate boundary between subsurface materials as the actual transition may be gradual. Beneath a varying thickness of topsoil (up to 9 inches), soils within the upper 1 feet consist of medium to very stiff clays and loose to medium clayey and silty sands, underlain by sands with varying density and silt and clay content. Within approximately the Eastern 1/3 of the project area, medium to stiff consistency clays were encountered between depths ranging from about 3 to 65 feet. Sands and gravelly sands were encountered from approximately 6 feet to 165 feet and are underlain by silty sands and silts to termination of the investigated depths. All reference to depths has been made with respect from existing ground surface. Detailed descriptions of soils encountered at each test location are shown on the appropriate CPT sounding or SPT boring log included in Appendix LABORATORY TESTING Laboratory testing included physical examination and general classification testing of samples obtained during boring operations. Testing included Moisture Content Determination (ASTM D 2216), No. 2 Sieve Washes (ASTM D114) and Atterberg Limits Tests (ASTM D4318). Laboratory test results are presented on the soil boring logs and on the Laboratory Test Data Summary Sheet in Appendix GROUNDWATER Two (2) piezometers were installed at test locations C5-R4 and C6-R1 for obtaining delayed water level measurement. Table 1 below presents the date measured and depth for each respective piezometer location

43 MOBILE AREA WATER AND SEWER SYSTEM C\O CH2M Subsurface Investigation and Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M18-38 May 18, 218 TABLE 1 PEIZOMETER READINGS Piezometer Location Date Depth Below Existing Ground Surface (ft.) 2/21/ C5-R4 5/11/ /18/ /2/ C6-R1 5/11/ /18/ B-1 5/18/ B-5 5/18/18 Not Found B-6 5/18/ Fluctuation in the level of the groundwater table will occur due to variances in rainfall, drainage, types of soil present and other factors not evident at the time measurements were made. Detailed descriptions of soils encountered at each test location are shown on the appropriate Soil Boring Log attached in Appendix 2. All reference to depth has been made with respect to the existing ground surface. Groundwater levels should be verified prior to construction

44 MOBILE AREA WATER AND SEWER SYSTEM C\O CH2M Subsurface Investigation and Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M18-38 May 18, GENERAL COMMENTS While the CPT soundings and SPT borings are representative of subsurface conditions at their respective locations and for their respective vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and may be encountered. The delineation between soil types shown on the logs is approximate and the description represents our interpretation of subsurface conditions at the designated boring location and on the particular date drilled. This report is exclusively for the use and benefit of the addressee(s) identified on the first page of this report and is not for the use or benefit of, nor may it be relied upon by any other person or entity. The contents of this report may not be quoted in whole or in part or distributed to any person or entity other than the addressee(s) hereof without, in each case, advanced written consent

45 MOBILE AREA WATER AND SEWER SYSTEM C\O CH2M Subsurface Investigation and Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M18-38 May 18, 218 APPENDIX 1 Test Location Plan

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47 MOBILE AREA WATER AND SEWER SYSTEM C\O CH2M Subsurface Investigation and Geotechnical Data Report Three Mile Creek SWAB Project SESI Project Number: M18-38 May 18, 218 APPENDIX 2 CPT Sounding Logs SPT Boring Logs

48 BORING NO.: C1R2 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 3/22/18 WATER LEVEL: 28.5 ft GEOL / ENGR: R. DAVIS Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG METHOD: BORING ELEVATION: DATE COMPLETED: WATER LEVEL DATE: DRILLER: Description PROJECT NO.: M18-38 FLIGHT/MUD EXISTING GROUND 3/22/18 3/22/18 C. KIRSCHNER SPT N NM % Page 1 of 1 LL % 2 % 1 2/6 3/6 3/6 2/6 3/6 1/6 3/6 1/6 1/6 1/6 SM SC SM SP Loose Tan and Brown Silty SAND Medium Orange and Red Clayey SAND with Silt Loose Light Orange and Tan Silty SAND Medium Tan and White SAND with Wood GEOLOG F:\PROJECTS\JOB FOLDERS\218\18-38 THREE MILE CREEK SWAB PROJECT\GINT\M18-38.GPJ SO_EARTH.GDT 5/3/ /6 11/6 11/ /6 2/ /6 2/6 23/6 Remarks: N W FLIGHT AUGER TO 3' SP Medium to Very Dense Tan and White SAND

49 Southern Earth Sciences, Inc. Operator: Brandon Green Sounding: C1-R3 Cone Used: DDG121 GPS Data: N3.7 W CPT Date/Time: 2/21/218 9:56:1 AM Location: THREE MILE CREEK SWAB Job Number: M18-38 groundwater: Collapsed at 27.7-ft. Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type* SPT N* Qt TSF 3 Fs TSF 3 Pw PSI -1 7 Fs/Qt (%) 8 Zone: UBC % Hammer Depth (ft) Maximum Depth = 6.2 feet Depth Increment =.164 feet 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 1 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983

50 BORING NO.: C1R4 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 3/3/18 WATER LEVEL: 19.4 ft GEOL / ENGR: R. DAVIS Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG METHOD: BORING ELEVATION: DATE COMPLETED: WATER LEVEL DATE: DRILLER: Description PROJECT NO.: M18-38 FLIGHT/MUD DRILLING EXISTING GROUND 3/3/18 3/3/18 C. KIRSCHNER SPT N NM % Page 1 of 1 LL % 2 % 1 2 WOH/6 11/6 1 12/6 12/6 1/6 1/6 1/6 CL SM CL SC SP SP-SM SP 4" TOPSOIL Very Stiff Red and Orange CLAY Medium Brown and Red Silty SAND Very Stiff Red and Orange Sandy CLAY Medium Tan and Orange Clayey SAND Medium Tan and Orange SAND with Clay Lense Medium Brown and Tan SAND with Silt Medium to Loose Tan SAND GEOLOG F:\PROJECTS\JOB FOLDERS\218\18-38 THREE MILE CREEK SWAB PROJECT\GINT\M18-38.GPJ SO_EARTH.GDT 5/3/ /6 12/6 11/6 1/ /6 12/6 1/6 1/6 1 Remarks: N W SP Medium Tan SAND

51 Southern Earth Sciences, Inc. Operator: Brandon Green Sounding: C2-R1 Cone Used: DDG121 GPS Data: N3.76 W CPT Date/Time: 2/2/218 1:4:28 PM Location: THREE MILE CREEK SWAB Job Number: M18-38 Groundwater: Collapsed at 27.7-ft. Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type* SPT N* Qt TSF 3 Fs TSF 3 Pw PSI -1 9 Fs/Qt (%) 9 Zone: UBC % Hammer Depth (ft) Maximum Depth = feet Depth Increment =.164 feet 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 1 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983

52 Southern Earth Sciences Operator: Brandon Green Sounding: C2R2 Cone Used: DDG121 GPS Data: N3.743 W CPT Date/Time: 4/25/218 9:3:56 AM Location: THREE MILE CREEK SWAB Job Number: M18-38 Groundwater: Collapsed and dry at 27.5-ft. Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type* SPT N* Qt TSF 6 Fs TSF 2 Pw PSI -2 1 Fs/Qt (%) 7 Zone: UBC % Hammer Depth (ft) Maximum Depth = feet Depth Increment =.164 feet 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 1 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983

53 BORING NO.: C2R3 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 3/2/18 WATER LEVEL: 28.5 ft GEOL / ENGR: R. DAVIS Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG METHOD: BORING ELEVATION: DATE COMPLETED: WATER LEVEL DATE: DRILLER: Description PROJECT NO.: M18-38 FLIGHT/MUD EXISTING GROUND 3/2/18 3/2/18 C. KIRSCHNER SPT N NM % Page 1 of 1 LL % 2 % 1 WOH/6 2/6 3/6 3/6 3/6 12/6 3/6 3/6 1/6 1 1/6 12/6 3/6 SM CL CL SC-SM SP-SM 9" TOPSOIL Loose Tan Silty SAND Medium Brown and Orange Sandy CLAY Medium to Very Stiff Brown, Orange and Red CLAY Medium Red and Orange Clayey Silty SAND Medium Red and Tan SAND with Silt GEOLOG F:\PROJECTS\JOB FOLDERS\218\18-38 THREE MILE CREEK SWAB PROJECT\GINT\M18-38.GPJ SO_EARTH.GDT 5/3/ /6 12/6 1/6 1/6 12/6 1/6 1/6 11/6 13/6 13/6 13/6 Remarks: N W FLIGHT AUGER TO 3' SP-SM SP Medium Tan and White SAND with Silt Medium Tan SAND

54 Southern Earth Sciences, Inc. Operator: Brandon Green Sounding: C2-R4 Cone Used: DDG121 GPS Data: N3.71 W CPT Date/Time: 2/21/218 1:4:21 AM Location: THREE MILE CREEK SWAB Job Number: M18-38 Groundwater: Collapsed at surface Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type* SPT N* Qt TSF 25 Fs TSF 3-5 Pw PSI 4 Fs/Qt (%) 8 Zone: UBC % Hammer Depth (ft) Maximum Depth = 6.2 feet Depth Increment =.164 feet 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 1 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983

55 BORING NO.: C3R1 PROJECT: THREE MILE CREEK SWAB PROJECT PROJECT LOCATION: MOBILE, AL BORING LOCATION: SEE TEST LOCATION PLAN DATE DRILLED: 2/2/18 WATER LEVEL: 28 ft GEOL / ENGR: R. DAVIS Elevation / Depth Soil Symbols Sampler Symbols and Field Test Data USCS SOIL BORING LOG METHOD: BORING ELEVATION: DATE COMPLETED: WATER LEVEL DATE: DRILLER: Description PROJECT NO.: M18-38 FLIGHT/MUD DRILLING EXISTING GROUND 2/2/18 2/2/18 D. GARDNER SPT N NM % Page 1 of 1 LL % 2 % 1 1/6 1/6 1/6 1 1/6 12/6 12/6 SC CL SM SP 2.5 " TOPSOIL Loose Red and Brown Clayey SAND Stiff to Very Stiff Orange, Red and Tan Sandy CLAY Medium Orange and White Silty SAND Medium White and Orange SAND /6 19 GEOLOG F:\PROJECTS\JOB FOLDERS\218\18-38 THREE MILE CREEK SWAB PROJECT\GINT\M18-38.GPJ SO_EARTH.GDT 5/3/ /6 11/6 1 11/6 1/6 1/6 13/ /6 13/6 1 11/6 1 Remarks: N W FLIGHT AUGER TO 3' SP SP Medium to Dense Orange, White and Tan SAND Medium Tan SAND

56 Southern Earth Sciences, Inc. Operator: Brandon Green Sounding: C3-R2 Cone Used: DDG121 GPS Data: N3.75 W CPT Date/Time: 2/21/218 11:31:5 AM Location: THREE MILE CREEK SWAB Job Number: M18-38 Groundwater: Collapsed at 27.8-ft. Tip Resistance Local Friction Pore Pressure Friction Ratio Soil Behavior Type* SPT N* Qt TSF 25 Fs TSF 3-2 Pw PSI 2 Fs/Qt (%) 9 Zone: UBC % Hammer Depth (ft) Maximum Depth = feet Depth Increment =.164 feet 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 1 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *Soil behavior type and SPT based on data from UBC-1983