December 19, 2008 Rev. Dr. Michael Fitz, Pastor Palmetto Presbyterian Church 1121 Park West Boulevard Suite B138 Mount Pleasant, SC 29464

Report of Geotechnical Investigation Palmetto Presbyterian Church Mount Pleasant, South Carolina WPC Project WPC1208.00453

Dear Mr. Fitz: WPC has completed the geotechnical exploration for the above referenced project to be developed in Mt Pleasant, South Carolina. The purpose of this exploration was to determine the subsurface conditions at the site with respect to the proposed development. The following paragraphs present our understanding of the proposed project, describe our exploratory procedures, discuss the subsurface conditions, and present our recommendations for foundation support and seismic parameters. The provided recommendations are based upon our understanding of the proposed construction, our test data, and our experience with similar projects and conditions.

PROJECT DESCRIPTION The project site is located along Darrell Creek Trail in Mt Pleasant, SC and is indentified by Charleston County TMS#: 598-03-00-106. The site is bounded by Darrell Creek Train to the west, Carolina Park Boulevard to the north, and a large drainage easement to the east and south. We understand the site is planned to be developed with a one story

Palmetto Presbyterian Church WPC Project No. WPC1208.00453 Geotechnical Investigation Report December 19, 2008

Page 2 of 8

wood framed church that will be constructed under the International Building Code 2006 (IBC 2006) standards. A previous geotechnical report has been conducted for the site by others. This report recommended the structure be founded on deep foundations. WPC was contracted to review these recommendations and conduct additional testing to assess the feasibility of shallow foundations to support the building. Additionally, we have reviewed the recommend Seismic Site Class for the site using the procedures in the IBC 2006. This report does not address site preparation or pavement recommendations and our foundation analysis was conducted for static settlements only. At the time of our fieldwork, the site was wooded and trails cleared by others were used to access our testing locations. These tests were conducted near previous tests performed in the prior investigation Based on our conversation with the structural engineer, Mr. Frank Martin, we understand that the maximum column load and wall loads will be on the order of 32 kips and 3 to 4 kips per linear foot, respectively. Additionally, we have assumed that, up to 2 feet of fill will be required to bring the pad to final grade. If fill requirements or structural loads vary significantly from what has been described above, WPC should be contacted to review and revise the recommendations presented herein, as necessary.

EXPLORATION PROCEDURES

Overview

Our field investigation consisted of one (1) Piezocone Penetration Test (CPT) (ASTM D5778) and two (2) Flat Blade Dilatometer Test (DMT) (ASTM D6635) soundings conducted within the proposed building footprint. Simultaneous seismic testing was performed within the CPT to collect shear wave velocities utilized for seismic site classification. The soundings were terminated at depths ranging from 42 to 47 feet below

Palmetto Presbyterian Church WPC Project No. WPC1208.00453 Geotechnical Investigation Report December 19, 2008

Page 3 of 8

the existing ground surface. The locations of our subsurface exploration tests are presented in the Test Location Plan in the report appendix.

Piezocone Penetration Test (CPT) The Piezocone Penetration Test (CPT) hydraulically pushes an instrumented cone through the soil while continuous readings are recorded to a portable computer. The instrumented cone has a cross-sectional area of 10 square centimeters (cm²) with a 60° conical tip. The cone is advanced through the ground at a constant rate of 2 centimeters per second (2 cm/sec). No soil samples are gathered through this subsurface investigation technique. However, insitu measurements of tip and side resistance and porewater pressure are taken every 2 centimeters (approximately 1 inch). Porewater pressure measurements are taken directly behind the tip, while a load cell located above the cone tip takes side friction measurements. The CPTu tests were conducted in accordance with ASTM D5778 “Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils”. The CPT log in the report Appendix graphically illustrates the relative strength of the soils encountered and provides an approximate soil stratigraphy. Stratification lines on the CPT logs represent approximate boundaries between soil types based on behavioral characteristics. Soil behavior is based on currently accepted correlations between the tip, side, and porewater pressure measurements. A detailed explanation of these correlations can be found in the Appendix.

Seismic Piezocone Penetration Test (SCPT) The Seismic Piezocone Penetration Test (SCPT) is identical to the CPTu test with added instrumentation to determine shear wave velocity with depth. This additional information is collected via an accelerometer placed above the instrumented cone. A shear wave is generated at the ground surface, such as a hammer striking a steel plate on the end, which propagates through the soil and is recorded by the accelerometer at selected intervals (typically 1 meter). From this data, the interval shear wave velocities of the soil are calculated. These interval velocities are used to develop the shear wave velocity profile for the site, which is presented in the report Appendix. Soil shear wave velocity data is used in evaluation of liquefaction potential, site class determination, site specific analyses, and other geotechnical design application

Palmetto Presbyterian Church WPC Project No. WPC1208.00453 Geotechnical Investigation Report December 19, 2008

Page 4 of 8

Flat Blade Dilatometer Test (DMT) The Flat Blade Dilatometer Test (DMT) was performed using the Marchetti dilatometer. The Marchetti dilatometer consists of a stainless steel blade with an expandable circular steel membrane mounted flush on one face. The steel membrane is expanded into the soil using nitrogen gas at 20-centimeter intervals. The pressure required to expand the membrane flush with the blade and 1 millimeter into the soil is recorded. From these measurements, soil type and various soil engineering properties can be determined. An illustration of the DMT is provided in the report Appendix. The DMT test was conducted in accordance with the ASTM D 6635 “Standard Test Method for Performing the Flat Plate Dilatometer”. The DMT logs in the report Appendix graphically illustrate the relative stiffness of the soils encountered and provide an approximate soil stratigraphy. Stratification lines on the DMT log represent approximate boundaries between soil types based on behavioral characteristics. Soil behavior is based on currently accepted correlations.

GEOTECHNICAL FINDINGS

Subsurface Conditions The soil profile encountered in our test can generally defined by (distances measured from existing ground surface):

• 0 to 18 feet – Loose to medium dense sands and silty sands interbedded with a soft silty clay layer between 7 to 8 feet.

• 18 feet to 41 feet – Soft to firm clays and silty clays with some isolated loose sand layers

• 41 feet to 48 feet – Medium dense sands.

• > 48 feet– Cemented Stiff Sandy to Clayey Silt known locally as the Cooper Marl Formation (CMF). The CMF is typically 100 to 200 feet thick in the Charleston, SC area.

Palmetto Presbyterian Church WPC Project No. WPC1208.00453 Geotechnical Investigation Report December 19, 2008

Page 5 of 8

Groundwater At the time of our exploration, the water table within SCPT1 was encountered at a depth of 4 feet below the existing ground surface. The groundwater depth was estimated from calculating the hydrostatic line (height of water below the ground surface) on the penetration porewater pressure (U) graph in the Piezocone Penetration Logs. Rainfall events, drainage constraints, and seasonal weather patterns can vary with time and influence the level of the groundwater table. Portions of the soils located beneath the ground surface contain high fine grained component (i.e. clays and silts) that will drain poorly during and after periods of heavy rainfall which can result in a “perched” groundwater table conditions. A “perched” groundwater table occurs when water collects above low permeability soils. During heavy rainfall periods, water will move laterally across the site and collect in low-lying areas before it slowly descends into the groundwater table.

Seismic Evaluation According to the International Building Code, year 2006 edition (IBC 2006), structures are required to be designed to a design earthquake from a 50 year exposure period with a 2% Probability of Exceedance (PE) (i.e. a 2475 year design earthquake). The 2% PE in 50 year design earthquake has a Moment Magnitude (Mw) of 7.3 and a Peak Ground Acceleration (PGA) of 0.35g, as determined from data provided by the IBC 2006 Code. The IBC 2006 Seismic design code is based on the 2004 National Earthquake Hazards Reduction Program (NEHRP) Recommended Provisions for Seismic Regulations for New Building and Other Structures, Part 1 and 2- Commentary (FEMA 450) and the 2004 USGS National Seismic Hazard Mapping Project. Our analysis indicated that isolated layers of the sandy soils encountered below the water table at the site have the potential to liquefy during the design earthquake. According to the IBC (2006) and ASCE 7-05, this potential for liquefaction classifies the site as Site Class F. ASCE 7-05 (Section 20.3.1 provides an exception to the Site Class recommendation for a structure with a fundamental period equal to or less than 0.5 seconds, which states that a site can be classified without considering liquefaction to determine spectral accelerations for structural design. Based on this exception, structures with a period less than 0.5 seconds would be classified as Site Class D based on a weighted average shear wave

Palmetto Presbyterian Church WPC Project No. WPC1208.00453 Geotechnical Investigation Report December 19, 2008

Page 6 of 8

velocity of 950 feet per second (fps) collected during insitu shear wave testing and the procedures outlined in IBC 2006. If the proposed structure has a fundamental period greater than 0.5 seconds, WPC can provide a Site Specific Seismic Evaluation (SSSE) upon request. Seismic design parameters for the site are as follows:

• IBC 2006 - Fa = 1.00, Fv = 1.75, SDS = 0.86, and SD1 = 0.38 Figure 1 presents the Design Response Spectrum for these structures (Note – This is not a Site Specific Seismic Evaluation) for the IBC 2006/ASCE 7-05. The structural engineer should verify this assumption is valid for the buildings planned for this development.

0.35

0.00

0.20

0.40

0.60

0.80

1.00

0 1 2 3 4 5Period, T (seconds)

Spec

tral R

espo

nse

Acce

lera

tion,

Sa

(g)

IBC 2006

Figure 1: Site Class D Design Response Spectrum for IBC 2006.

Palmetto Presbyterian Church WPC Project No. WPC1208.00453 Geotechnical Investigation Report December 19, 2008

Page 7 of 8

RECOMMENDATIONS Shallow Foundations

Based on our test data, shallow foundations can be used to support the proposed buildings and designed using a maximum allowable soil contact pressure of 2,000 pounds per square foot (psf) on properly prepared insitu soils or Controlled Fill. To prevent punching failure of the foundations, minimum widths of 18 inches should be used for sizing of the wall footings and 24 inches for column footings, even if computed dimensions are less. The footings should be embedded a minimum of 12 inches below the finished ground surface and bear on competent soils. A Geotechnical Engineer or their representative should inspect the footings prior to pouring concrete to verify our recommended bearing capacity can be achieved. Areas that are not competent for foundation support should be recompacted in-place or undercut and replaced with controlled fill, crushed stone or over-poured with lean concrete at the discretion of the engineer. Based on the assumed structural loading and anticipated fill heights (stated earlier), we estimate from 1 to 1½ inches of total settlement, with differential settlements less than ½ inch.

On Grade Slabs Concrete slabs constructed on grade should be designed using a modulus of subgrade reaction (Ks) of 250 kcf. The concrete floor slab should be designed utilizing the requirements for construction joints, expansion joints, and saw cuts as recommended by American Concrete Institute (ACI). To prevent the slab from curling either a vapor barrier or a working mat consisting of a minimum of 4 inches of compacted stone, such as Graded Aggregate Base Course (GABC) or similar material, can be used. Minimum requirements for GABC are described in the South Carolina Department of Transportation’s (SCDOT) “Standard Specifications for Highway Construction”, 2007 edition. There are also several construction advantages for using a stone working mat: the stone is more easily leveled; it

APPENDIX

TEST LOCATION PLAN

APPENDIX

PIEZOCONE PENETRATION TEST LOG

04

812

1620

qt [M

Pa]

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56

Depth [ft]

4.00

00.

100.

200.

300.

40

fs [M

Pa]

00.

200.

400.

600.

801.

00

u2 [M

Pa]

Uo

[MPa

]

00.

100.

200.

300.

40

Su(

qc) [

MP

a]

010

2030

4050

N60

[]

Test

no:

SC

PT1

Pro

ject

ID:

WP

C12

08.0

0453

Clie

nt:

Pal

met

to P

resb

yter

ian

Chu

rch

Pro

ject

:P

alm

etto

Pre

sbyt

eria

n C

hurc

h

Posi

tion:

X: 0

.00

m, Y

: 0.0

0 m

Loca

tion:

Mt P

leas

ant,

SC

Gro

und

leve

l:0.

00D

ate:

12/1

3/20

08Sc

ale:

Page

: 1/2

Fig:

File

: palm

etto

SC

PT1

.cpd

U2

Sle

eve

area

[cm

2]: 1

50Ti

p ar

ea [c

m2]

: 10

Con

e N

o: 0

Cle

an s

ands

to s

ilty

sand

s (6

)Ve

ry s

tiff s

and

to c

laye

y sa

nd (8

)

Cle

an s

ands

to s

ilty

sand

s (6

)

Silty

san

d to

san

dy s

ilt (5

)C

laye

y si

lt to

silt

y cl

ay (4

)

Cle

an s

ands

to s

ilty

sand

s (6

)

Silty

san

d to

san

dy s

ilt (5

)

Cle

an s

ands

to s

ilty

sand

s (6

)

Silty

san

d to

san

dy s

ilt (5

)

Cla

ys, c

lay

to s

ilty

clay

(3)

Cla

yey

silt

to s

ilty

clay

(4)

Cla

ys, c

lay

to s

ilty

clay

(3)

Cla

ys, c

lay

to s

ilty

clay

(3)

Cla

yey

silt

to s

ilty

clay

(4)

Cla

yey

silt

to s

ilty

clay

(4)

Cla

yey

silt

to s

ilty

clay

(4)

Silty

san

d to

san

dy s

ilt (5

)

Cla

ys, c

lay

to s

ilty

clay

(3)

Cla

yey

silt

to s

ilty

clay

(4)

Cla

ys, c

lay

to s

ilty

clay

(3)

Cla

yey

silt

to s

ilty

clay

(4)

Cle

an s

ands

to s

ilty

sand

s (6

)

Silty

san

d to

san

dy s

ilt (5

)

Cla

yey

silt

to s

ilty

clay

(4)

APPENDIX

PIEZOCONE PENETRATION TEST CLASSIFICATION

Piezocone Penetration Test Classification The tip resistance (qc) is measured as the maximum force over the projected area of the tip. It is a point stress related to the bearing capacity of the soil. The measured qc must be corrected for porewater pressure effects (Lunne et al, 1997), especially in clays and silts where porewater pressures typically vary greatly from hydrostatic. This corrected value is known as qt,, which is reported in the Piezocone Penetration Logs. The u2 position element is required for the measurement of penetration porewater pressures and the correction of tip resistance. The sleeve friction (fs) is used as a measure of soil type and can be expressed by friction ratio: FR = fs/qt. The estimated stratigraphic profiles included in the Piezocone Penetration Logs are based on relationships between qt, fs, and U2. The normalized friction ratio (FRN)is calculated by using:

%100'×

−=

vot

sN q

fFR

σ

and is indicative of soil behavior and is used to classify the soil behavior type. Typically, cohesive soils, such as plastic silts and clays, have high FR values, low qt values, and generate large excess penetration porewater pressures. Cohesionless soils, such as sands, have lower FR's, high qt values, and typically do not generate excess penetration porewater pressures. The following graph (Robertson, 1990) presents one of the accepted correlations used to classify soils behavior types.

APPENDIX

FLAT BLADE DILATOMETER LOGS

Test Site: Palmetto Presbyterian Church Truck: Pagani 220-73 Location: Mt Pleasant, SC Blade: 506

Client: Palmetto Presbyterian Church Sounding: DMT2 Project: WPC1208.00453 GWT (ft): 4Latitude: N/A ASTM: D 6635

Longitude: N/A Supervisor: BTS Date: 12/15/08 Operator: LW

Before After Average∆A (bar) 0.1 0.1 0.1∆B (bar) 0.2 0.2 0.2zm (bar) 0 0 0

Increment Depth A B Classification ED

(ft) (bar) (bar) (bar)1 1.0 1.0 3.8 Silty Sand 912 1.6 2.7 6.3 Sandy Silt 1203 2.3 2.5 5.8 Sandy Silt 1094 3.0 2.3 5.2 Sandy Silt 955 3.6 2.0 5.9 Silty Sand 1316 4.3 2.3 7.5 Silty Sand 1797 4.9 2.9 8.9 Silty Sand 2088 5.6 2.9 8.0 Silty Sand 1759 6.2 1.1 5.5 Sand 149

10 6.9 2.3 5.8 Sandy Silt 11711 7.5 1.0 2.5 Sandy Silt 4412 8.2 1.8 2.2 Sensitive Fine Grained 413 8.9 1.6 2.3 Clay 1514 9.5 1.9 2.7 Clay 1815 10.2 2.1 2.8 Clay 1516 10.8 1.2 4.2 Silty Sand 9817 11.5 1.3 6.5 Sand 17918 12.1 1.5 6.2 Sand 16019 12.8 2.1 5.0 Sandy Silt 9520 13.4 1.7 6.0 Silty Sand 14621 14.1 3.1 8.6 Silty Sand 18922 14.8 2.0 8.4 Sand 22223 15.4 1.9 7.2 Sand 18224 16.1 1.3 5.9 Sand 15725 16.7 2.3 2.9 Clay 1126 17.4 2.0 2.5 Clay 727 18.0 1.9 3.0 Silty Clay 2928 18.7 1.9 2.7 Clay 1829 19.4 2.2 3.0 Clay 1830 20.0 2.1 3.0 Silty Clay 2231 20.7 3.0 4.1 Clay 2932 21.3 2.9 4.0 Clay 2933 22.0 3.4 4.4 Clay 2634 22.6 3.2 4.3 Clay 2935 23.3 3.4 4.5 Clay 2936 23.9 3.5 5.8 Clayey Silt 7337 24.6 3.4 5.6 Clayey Silt 6938 25.3 3.6 5.5 Silty Clay 5839 25.9 3.3 5.0 Silty Clay 5140 26.6 3.9 6.2 Clayey Silt 7341 27.2 4.3 5.9 Silty Clay 4742 27.9 4.2 5.8 Silty Clay 4743 28.5 3.2 4.9 Silty Clay 5144 29.2 3.3 4.8 Silty Clay 4445 29.8 2.9 5.0 Clayey Silt 6646 30.5 3.4 5.0 Silty Clay 4747 31.2 3.6 4.8 Clay 3348 31.8 3.0 4.2 Silty Clay 3349 32.5 2.3 5.2 Silty Sand 9550 33.1 2.6 4.7 Silt 6651 33.8 3.0 9.5 Sand 22652 34.4 3.6 13.0 Sand 33253 35.1 3.0 7.8 Silty Sand 16454 35.8 3.1 9.3 Silty Sand 21555 36.4 4.8 7.0 Silty Clay 6956 37.1 5.0 8.2 Clayey Silt 10657 37.7 5.6 8.8 Clayey Silt 10658 38.4 6.3 9.3 Silty Clay 9859 39.0 5.9 9.1 Clayey Silt 10660 39.7 6.2 8.7 Silty Clay 8061 40.3 6.3 9.4 Silty Clay 10262 41.0 5.2 8.2 Clayey Silt 9863 41.7 4.5 7.2 Clayey Silt 8764 42.3 4.9 11.0 Sandy Silt 211

ED (bar)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

0 200 400 600 800 1000

Test Site: Palmetto Presbyterian Church Truck: Pagani 220-73 Location: Mt Pleasant, SC Blade: 506

Client: Palmetto Presbyterian Church Sounding: DMT3 Project: WPC1208.00453 GWT (ft): 4Latitude: N/A ASTM: D 6635

Longitude: N/A Supervisor: BTS Date: 12/15/08 Operator: LW

Before After Average∆A (bar) 0.1 0.1 0.1∆B (bar) 0.2 0.2 0.2zm (bar) 0 0 0

Increment Depth A B Classification ED

(ft) (bar) (bar) (bar)1 1.0 0.8 3.6 Sand 912 1.6 2.6 6.5 Sandy Silt 1313 2.3 2.5 5.9 Sandy Silt 1134 3.0 2.1 5.1 Sandy Silt 985 3.6 1.9 5.4 Silty Sand 1176 4.3 2.7 7.7 Silty Sand 1717 4.9 2.1 8.2 Silty Sand 2118 5.6 2.3 8.7 Silty Sand 2229 6.2 2.1 5.7 Sandy Silt 120

10 6.9 2.4 5.1 Silt 8711 7.5 1.3 2.5 Clayey Silt 3312 8.2 1.4 2.7 Clayey Silt 3613 8.9 1.6 2.5 Silty Clay 2214 9.5 1.7 2.9 Silty Clay 3315 10.2 2.4 3.6 Silty Clay 3316 10.8 1.6 4.7 Silty Sand 10217 11.5 1.6 5.5 Silty Sand 13118 12.1 1.8 6.2 Silty Sand 14919 12.8 2.3 4.8 Silt 8020 13.4 1.7 6.4 Sand 16021 14.1 2.4 7.8 Silty Sand 18622 14.8 2.6 8.5 Silty Sand 20423 15.4 2.4 7.9 Silty Sand 18924 16.1 1.6 5.3 Silty Sand 12425 16.7 2.2 3.6 Clayey Silt 4026 17.4 2.1 3.0 Silty Clay 2227 18.0 2.1 3.3 Silty Clay 3328 18.7 1.8 2.6 Silty Clay 1829 19.4 2.7 3.3 Clay 1130 20.0 2.1 3.2 Silty Clay 2931 20.7 3.2 4.3 Clay 2932 21.3 2.1 3.7 Clayey Silt 4733 22.0 3.2 4.3 Clay 2934 22.6 3.3 4.5 Clay 3335 23.3 3.6 4.8 Clay 3336 23.9 3.6 5.8 Clayey Silt 6937 24.6 4.0 5.6 Silty Clay 4738 25.3 3.1 5.5 Clayey Silt 7739 25.9 3.1 3.7 Clay 1140 26.6 4.0 6.1 Silty Clay 6641 27.2 4.4 6.4 Silty Clay 6242 27.9 4.1 6.2 Silty Clay 6643 28.5 3.0 5.2 Clayey Silt 6944 29.2 3.1 6.4 Sandy Silt 10945 29.8 2.5 5.0 Sandy Silt 8046 30.5 3.4 5.3 Clayey Silt 5847 31.2 3.1 5.2 Clayey Silt 6648 31.8 2.9 4.5 Clayey Silt 4749 32.5 2.1 5.4 Silty Sand 10950 33.1 2.2 4.7 Sandy Silt 8051 33.8 2.8 10.5 Sand 27052 34.4 3.2 12.5 Sand 32853 35.1 3.1 9.5 Silty Sand 22254 35.8 3.4 9.0 Silty Sand 19355 36.4 4.6 7.3 Clayey Silt 8756 37.1 5.2 8.6 Clayey Silt 11357 37.7 5.3 9.1 Clayey Silt 12858 38.4 6.7 10.0 Silty Clay 10959 39.0 6.3 9.7 Clayey Silt 11360 39.7 6.1 9.2 Silty Clay 10261 40.3 5.9 9.4 Clayey Silt 11762 41.0 4.9 9.0 Silt 13863 41.7 4.2 7.3 Silt 10264 42.3 4.5 11.5 Silty Sand 244

ED (bar)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

0 200 400 600 800 1000

APPENDIX

FLAT BLADE DILATOMETER DESCRIPTION

Flat Blade Dilatometer

Similar to the CPTu, the Flat Blade Dilatometer (DMT) is hydraulically pushed into the ground. The DMT consists of a steel blade with a circular membrane near the center of the blade. Every 20 millimeters (8 inches) in depth, the steel membrane is inflated 1.1 millimeters (1/16 inches) into the surrounding soil. From the pressure required to inflate the membrane, the Dilatometer Modulus (ED) can be calculated. The ED is very similar to the Youngs Modulus and thus a stress-strain relationship can be determined for the soil profile.

A schematic of the front and side profile of the Flat Blade Dilatometer.

APPENDIX

SHEAR WAVE VELOCITY PROFILE

Test

Site

:Pa

lmet

to P

resb

yter

ian

Chu

rch

Truc

k:Pa

gani

220

-73

Loc

atio

n:M

t Ple

asan

t, SC

Con

e:G

eote

ch A

B 5

ton

Clie

nt:

Palm

etto

Pre

sbyt

eria

n C

hurc

hSo

undi

ng:

SCPT

1

Proj

ect:

WPC

1208

.004

53G

WT

(ft):

4.0

Latit

ude:

32.8

9434

9 A

STM

:D

577

8Lo

ngitu

de:

-79.

7595

Engi

neer

:B

TSEl

evat

ion:

N/A

Dat

e:12

/18/

2008

Ope

rato

r:B

R/R

F

Dep

thVs

feet

ft/s

0.98

2.0

773

1.64

5.2

773

8.5

733

11.8

833

15.1

630

18.4

749

21.6

1146

24.9

930

28.2

749

31.5

817

34.8

546

38.0

626

41.3

872

44.6

957

47.9

957

VS

=95

0ft/

sSi

te C

lass

*:D

(Liq

uefa

ctio

n, S

oft C

lay,

etc

, Not

Con

side

red

In T

his

Cal

cula

tion)

Tip

to G

eoph

one

(ft):

Con

e to

Sou

rce

(ft):

*Per

IBC

200

6 W

eigh

ted

Shea

r Wav

e Ve

loci

ty C

riter

ion

2 Shea

r Wav

e Ve

loci

ty o

f the

Coo

per M

arl F

orm

atio

n is

ass

umed

to

be

1200

ft/s

bel

ow o

ur te

stin

g de

pth.

END

OF

USA

BLE

DA

TA

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48

020

040

060

080

010

0012

00Vs

(ft/s

)

Depth (ft)