DRAFT GEOTECHNICAL DATA REPORT...2017/08/22 · of the field and laboratory tests, and the logs of...

DRAFT GEOTECHNICAL DATA REPORT

I-75 MODERNIZATION PROJECT OWNER’S REPRESENTATIVE CONSULTANT

TUNNEL DESIGN INVESTIGATIONNORTH OF 8 MILE ROAD (M-102) TO NORTH OF 12 MILE ROAD

OAKLAND COUNTY, MICHIGAN MDOT JN: 122104O; CS: 63174

Owner:

Michigan Department of Transportation 18101 W. Nine Mile Road

Southfield, MI 48075

Prepared for:

WSP Michigan, Inc. 500 Griswold Street, Suite 2600

Detroit, Michigan 48226

2014195CAugust 22, 2017

DRAFTRTRT

AND COUANDMDOT JN: 122MDOT JN

MichM

3031 W. Grand Blvd, Suite 228, Detroit, Michigan 48202 web: www.somateng.com phone: 313-963-2721 fax: 313-963-2736 email: [email protected]

Infrastructure Engineering Solutions

August 22, 2017 2014195C

Mrs. Barbara J. Arens, PE, PTOEPresident, Central Region Operations Manager WSP Michigan, Inc.500 Griswold Street, Suite 2600 Detroit, Michigan 48226

RE: Draft Geotechnical Data Report I-75 Modernization Project

ORC Tunnel Design Investigation- North of 8 Mile Rd (M-102) to North of 12 Mile Rd Oakland County, Michigan MDOT JN: 122104O; CS: 63174

Dear Mrs. Arens:

We have completed the geotechnical investigation for the above referenced project. The following sections of this report will provide our understanding of the project, a description of our field investigation, the results of the field and laboratory tests, and the logs of test borings.

This draft report includes the borings performed during Phases 1 and 2 of the tunnel investigation. To date the field exploration program consisted of performing a total of sixty (60) soil borings throughout the project limits from north of 8 Mile Road to north of 12 Mile Road. We understand that more soil borings will be performed as part of Phase 3 geotechnical investigation for the proposed tunnel. Upon completion of the next phase of the geotechnical investigation, this draft report will be updated with the additional subsurface information when it becomes available.

WSP requested that the soil samples obtained from the tunnel borings (performed during Work Orders Numbers 3 and 4, under ORC MDOT JN: 122104O) should be retained until completion of tunnel construction. Typically, we retain the soil and rock samples for a period of 90 days from the date of the final geotechnical investigation report. After this retention period, we can relinquish the samples to MDOT for storage in their facilities. If however MDOT would not take custody of the samples, then Somat will be willing to retain them for the requested period of time in a climate controlled storage facility for a monthly storage rental fee. For budgetary purposes we assumed the need to store the samples for 12 months.

It was a pleasure working with you on this project. If you have any questions regarding this report, please do not hesitate to contact us.

Sincerely, Somat Engineering, Inc.

Jonathan D. Zaremski, P.E. Geotechnical Project Manager

DRAFTove referenced project. ove referenced pra description of a des our field ur fiel

gs.gs.

d during Phases 1 and 2Phasesf performing a total of performing a total of six

north ofh of 12 Mile Road. 12 Mile Road. fotechnical itechnical investigation fonvestigation fo

l investigation, l investigation, this draftthiomes available. omes availa

samples obtained from es obtained from r ORC MDOT JN: 122r ORC MDOT JN

y, we retain the soil and ry, we retain the soil andvestigation report. Aftevestigation report. Afte

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DRAFT GEOTECHNICAL DATA REPORT I-75 MODERNIZATION PROJECT

OWNER’S REPRESENTATIVE CONSULTANT TUNNEL DESIGN INVESTIGATIONNORTH OF 8 MILE ROAD (M-102) TO NORTH OF 12 MILE ROAD


TABLE OF CONTENTS

PAGE1.0 INTRODUCTION ......................................................................................................................................... 1

1.1 GENERAL ...................................................................................................................................................... 11.2 PROJECT INFORMATION ........................................................................................................................... 21.3 SITE CONDITIONS ....................................................................................................................................... 3

2.0 SUBSURFACE INVESTIGATION ................................................................................................................. 4

2.1 FIELD EXPLORATION ................................................................................................................................. 42.1.1 Drilling Operations ............................................................................................................................... 62.1.2 Standard Penetration Test (SPT) ........................................................................................................... 62.1.3 Sampling ................................................................................................................................................ 72.1.4 In-Situ Field Vane Shear Tests .............................................................................................................. 82.1.5 Photoionization Detector (PID) Screening ............................................................................................ 92.1.6 Gas Monitoring ...................................................................................................................................... 92.1.7 Groundwater Level Observation Procedures ...................................................................................... 102.1.8 Groundwater Monitoring Well Installation Procedures ...................................................................... 102.1.9 Falling Head In-Situ Permeability Test ............................................................................................... 12

2.2 GEOTECHNICAL LABORATORY TESTING ........................................................................................... 122.2.1 Moisture Content Determination Tests ................................................................................................ 132.2.2 Unconfined Compressive Strength Tests ............................................................................................. 132.2.3 Unit Weight Determination Tests ........................................................................................................ 132.2.4 Grain Size Analyses ............................................................................................................................. 142.2.5 Atterberg Limits Tests .......................................................................................................................... 142.2.6 Direct Shear Test Results ..................................................................................................................... 142.2.7 One-Dimensional Consolidation Test Results ..................................................................................... 142.2.8 Consolidated Undrained Triaxial Test Results .................................................................................... 15

2.3 LIMITATIONS ............................................................................................................................................. 15

3.0 RESULTS OF SUBSURFACE INVESTIGATIONS.................................................................................... 15

3.1 SOIL STRATIFICATION AND GROUNDWATER CONDITIONS .......................................................... 153.2 GROUNDWATER LEVEL OBSERVATIONS ........................................................................................... 163.3 GAS MONITORING READING OBSERVATIONS .................................................................................. 17

4.0 FIELD TEST RESULTS ................................................................................................................................. 18

4.1 IN-SITU FIELD VANE SHEAR TEST RESULTS ...................................................................................... 184.2 FALLING HEAD IN-SITU PERMEABILITY TEST RESULTS ................................................................ 18

5.0 GENERAL QUALIFICATIONS .................................................................................................................... 19

DRAFT..................

........................................................................................

.......................................................................

....................................................................................

................................................................................................................

...........................................................................................................................................................

......................................................................PID) Screening ....................PID) Screening ........

..............................................................................bservbservation Procedures .......Procedures ...

itoring Well Ining Well Installation Prostallation Pro-Situ Permeability Test .......Situ Permeability Test .......

LABORATORYLABORATORY TESTINGTEContent DeConten termination Testrmination Tesed Compressive Strength ed Compressive Strength

t Determt Deter ination Testn Talyses .............alyses .............

TeTests .....sts .....esuesu




LIST OF APPENDICES

Appendix A ..................................................................................... Soil Boring Location Diagrams Appendix B ...................................................................................................... Logs of Test BoringsAppendix C ................................................................................................. Rock Core PhotographsAppendix D ....................................................................................... Field Vane Shear Test ResultsAppendix E ..................................................................... Photoionization Detector (PID) Readings Appendix F........................................................... Groundwater Monitoring Well Installation Logs Appendix G ............................. Monitoring Wells Groundwater Level Readings and Gas Readings Appendix H ............................................................... Field Falling Head Permeability Test Results Appendix I ..................................................................................... Summary of Laboratory Results Appendix J ......................................................... Grain Size Analysis and Hydrometer Test Results Appendix K ........................................................................................ Atterberg Limits Test ResultsAppendix L ........................................................................... Three-Point Direct Shear Test Results Appendix M .............................................................. One-Dimensional Consolidation Test Results Appendix N ........................................ Consolidated Undrained Triaxial Compression Test Results Appendix O ................................................................................................................ General Notes

DRAFT. Soi. So

............................................... R...............

................. Field Vane................. Fiel.... Photoionization .... Photoionization DetD

Groundwater MonitoGroundwater rininls Groundwater Level Roundwate

............ Field Falling H............ Field Fa...................................................................

.............. Grain Size An.... Grain Size An..........................................................................

...................................................................................................... O..................................

................. Consolidated........ Consolidated................................................................




1.0 INTRODUCTION

1.1 GENERAL

Upon authorization from WSP Michigan, Inc. (WSP) in Detroit, Michigan, Somat Engineering, Inc.

(Somat) has conducted a geotechnical investigation as part of the Owner’s Representative

Consultant (ORC) services for the proposed drainage/storage tunnel of a section of I-75 from north

of 8 Mile Road to north of 12 Mile Road in Oakland County, Michigan. The geotechnical

investigation was performed in general accordance with the following proposals and work plans:

Somat Proposal No. P140068 for Work Order 2, dated December 15, 2014;

“Proposed Scope of Work for the Tunnel Study Phase” dated September 9, 2015;

Somat Proposal No. P150404 for Work Order 3, dated January 21, 2016;

Somat Proposal No. P160384A for Work Order 4, dated December 6, 2016; and

MDOT Program/Project Management System (P/PMS) Task 3325 Geotechnical Structural

Site Characterization.

The following sections of this report will provide our understanding of the project, a description of

our field investigation, the results of the field and laboratory tests, and the logs of test borings. The

information presented in this data report is intended to be used to facilitate the design of the

geotechnical aspects of the project.

Detroit, Michigan, SomDetroit, Michiga

ion as part of the Oion as part of the O

inage/storage tunnel of a/storage t

oad ad in Oakland Countin Oakland C

accordance with the follance with the foll

40068 for Work Order 240068 for Work Order

of Work for the Tunnel Sof Work for the

al No. P150404 for Woral No. P150404 for Wo

al No. P160384A foal No. P160384A

roject Maroject Ma

DRAFT GEOTECHNICAL DATA REPORT AUGUST 22, 2017 I-75 MODERNIZATION PROJECT 2014195CORC TUNNEL DESIGN INVESTIGATION NORTH OF 8 MILE ROAD (M-102) TO NORTH OF 12 MILE ROAD OAKLAND COUNTY, MICHIGAN MDOT JN: 122104O; CS: 63174 PAGE 2

1.2 PROJECT INFORMATION

The overall I-75 Modernization project consists of the design and reconstruction of I-75 from 8

Mile Road (M-102) to north of South Boulevard, encompassing approximately 18 miles of the I-

75 freeway. This stretch of freeway, which traverses through six (6) communities in Oakland

County, has been divided into a total of nine main segments for reconstruction.

As part of the I-75 reconstruction, a new drainage/storage tunnel from north of 8 Mile Road to

north of 12 Mile Road is planned to be constructed. The proposed tunnel is approximately 20,000

feet long and crosses through the communities of Hazel Park, Madison Heights, and Royal Oak.

The proposed tunnel will store and convey excess storm water during rain events, and the

proposed alignment is generally located under the northbound I-75 Service Drive (Stephenson

Highway/N. Chrysler Drive). The proposed tunnel finished diameter will be generally 12 to 14

feet, with the invert elevation ranging from 538 feet at the north end of the tunnel to 560 feet at

the south end. In addition to the tunnel, drop shaft structures and a new pump station are

proposed. This report addresses the geotechnical investigation for the design of a proposed

drainage/storage tunnel and associated structures.

The tunnel borings were performed in two phases. The following table lists the borings and the

groundwater monitoring wells performed/installed during each phase. The soil borings are

presented in order from north to south, following the downstream direction of the proposed

tunnel. This draft report includes the borings performed during Phases 1 and 2.

DRAFTnnel fromnnel f

oposed tunnel is oposed tun

el Park, Madison Heigel Park, Madison

cess storm water duriness storm water durin

er the northbound I-75northbo

sed tunnel d tunnel finished diamfinished d

g from 538 feetg from 538 feet at the nat the ntt

he tunnel, drhe tunnel, op shaft p s

esses the geotechnicalses the geotechnical

and associated structurand associated st

re performed inre performed

wells pwells p


Table 1.2 Summary of the Tunnel Investigation Soil Borings

Phase 1 Soil Boring ID

Phase 2 Soil Boring ID

Phase 2-A Phase 2-B TB-06* TB-06A TB-119 TB-05* SB-03 TB-118 TB-04 SB-03A TB-117

TB-03* SB-06* SB-09 TB-02 RW-40 SB-09A

TB-01* RW-40A RW-37 TB-05A RW-37A SB-12 RW-31 RW-20 RW-31A RW-13 RW-25 RW-08* RW-25A RW-08A RW-17 SB-17 RW-17A SB-17A SB-15 SB-17B SB-15A TB-04A SB-16 TB-116 SB-16A TB-114 SB-16B* TB-03A SB-18 TB-111* SB-18A TB-109 TB-115 TB-107 TB-113 TB-02A TB-112 TB-105 TB-110 TB-103 TB-108 TB-101 TB-106 TB-104 TB-102

Total 6 borings Total 26 borings Total 28 borings Grand total 60 borings

*Groundwater monitoring wells.

1.3 SITE CONDITIONS

I-75 carries three lanes of traffic in both directions, with a posted speed limit of 70 miles per

hour. The existing pavement surface consists of either asphaltic cement concrete or Portland

cement concrete. The service roads on the east side of I-75, including N. Chrysler Drive and

Stephenson Highway, consist of two-lane, one-way traffic, running northbound and parallel to

DRAFTTRW

TRWTTTRW-25ATTTFTRW-17RW

FTFTFTFTRWRWFTFTFTFT17A A FTFTFTFTB-17B

AFTFTFTFTB-04A TB-04A

AFFFFTB-116 TB-116 AFFFFTB-114 TB-114 AFTB-03A TB-03A

RARTB-111* TB-111

RRRARTB-109 TB-109RRRARTB-10TB-10RRRADRTB

DRDRDRDR

DRDRDRDR DRDRDRDR DDDDDDDDDgsgsD


NB I-75. Entrance and exit ramps from N. Chrysler Drive and Stephenson Highway to NB I-75

are typically one lane with paved shoulders. The proposed tunnel construction passes under the

I-696/I-75 interchange. The topography of the site is relatively level, with similar grades along

the service drives and the surrounding area. The mainline of I-75 within the project limits is

depressed at I-696 and the overpasses except for the 12 Mile Road interchange, where the

mainline has been built up over existing grades.

This area of Oakland County is generally residential in nature. The areas on either side of the

freeway along this stretch of I-75 are vegetated with trees and brushes, including some areas

between the ramps at the interchange of I-75 and I-696 as well as grass-covered areas between

NB I-75 and the adjacent access roads of N. Chrysler Drive and Stephenson Highway.

2.0 SUBSURFACE INVESTIGATION

2.1 FIELD EXPLORATION

To date the field exploration program consisted of performing a total of sixty (60) soil borings

throughout the project limits from north of 8 Mile Road to north of 12 Mile Road. This includes

six (6) soil borings performed during Phase 1, twenty-six (26) soil borings performed during

Phase 2-A, and twenty-eight (28) soil borings performed during Phase 2-B. We understand that

more soil borings will be performed as part of Phase 3 geotechnical investigation for the

proposed tunnel. The number, location and spacing of the soil borings were selected by WSP to

investigate the existing soils along the proposed tunnel alignment. The final locations of the soil

borings were selected and staked in the field by Somat, taking into consideration the locations of

the utilities (underground and overhead) and equipment accessibility. Ground surface elevations

and coordinates were obtained by Surveying Solutions, Inc. (SSI) using horizontal datum “North

American Datum of 1983” (NAD 83) (NSRS 2011) and vertical datum “North American

Vertical Datum of 1988” (NAVD 88). The ground surface elevations and coordinates were

provided to Somat for use in this report.

DRAFTe. The e. Th

es and brushes, es and br

96 as well as grass-cov96 as well as gras

sler Drive and Stephensler Drive and Stephens

ON N

N N

ration program consisteration program c

ect limits from north ofect limits from north of

rformed duringrformed durin

ht (28)ht (28)


The exploration depths of the soil borings were selected by WSP. The soil borings generally

extended to a minimum depth of 1.5 times the proposed tunnel diameter below the proposed

tunnel invert, based on a potential mined diameter of up to 16 feet. As such, the soil borings

generally extended a minimum of 25 feet below the proposed finished tunnel invert. Borings

RW-08, TB-102A, TB-106, TB-104 and TB-103 terminated at approximately 18 to 21 feet

below the proposed finished tunnel invert.Boring TB-107 terminated 13 feet below the proposed

finished tunnel invert. Some bridge structure borings extended deeper, with penetration into

rock, to provide data for bridge foundation design.

All of the soil borings were performed for the geotechnical investigation of the proposed tunnel;

however some of the soil borings served a dual purpose for both the proposed tunnel and

proposed structures along the I-75 Modernization Project Segment 2 from I-696 to south of 12

Mile Road. The following table summarizes the field exploration program for Phase 1 and Phase

2 of the tunnel design investigation:

Table 2.1Field Exploration Program Summary

Boring IDs Phase Number of Soil Borings

Purpose(Project Components)

TB-06, TB-05, TB-04, TB-03, TB-02, TB-01 1 6 Tunnel Borings

RW-40, RW-40A, RW-20, RW-13, RW-08, RW-08A 2-A 6 Retaining Wall/Noise Wall

Borings and Tunnel Borings SB-03, SB-03A, SB-06, SB-12,

SB-17, SB-17A, SB-17B 2-A 7 Bridge Structure Borings and Tunnel Borings

TB-06A, TB-05A, TB-04A, TB-03A, TB-02A 2-A 5 Tunnel Borings

TB-116, TB-114, TB-111, TB-109, TB-107, TB-105, TB-103, TB-101 2-A 8 Tunnel Borings

RW-37, RW-37A, RW-31, RW-31A, RW-25, RW-25A, RW-17, RW-17A 2-B 8 Retaining Wall/Noise Wall

Borings and Tunnel Borings SB-09, SB-09A, SB-15, SB-15A, SB-16,

SB-16A, SB-16B, SB-18, SB-18A 2-B 9 Bridge Structure Borings and Tunnel Borings

TB-119, TB-118, TB-117, TB-115,TB-113, TB-112, TB-110, TB-108,

TB-106, TB-104, TB-102 2-B 11 Tunnel Borings

DRW-20, RW-20, DR05, TB-04, 05, TB DRAFThnical investigation of thnical investigation

al purpose for both thal purpose for both th

ation Project Segment roject

izes the fis the field exploratioeld explorat

Table 2.1Table 2.Field Exploration Preld Exploration PrRA

Ds Ds Ph

DRRRR, TB-01 , TB-0DRR

08A 08A DD


Soil boring location diagrams are presented in Appendix A. The logs of soil borings and rock

cores are included in Appendix B.

2.1.1 Drilling Operations

The drilling operations for Phase 1 of the tunnel design investigation were performed on various

days between October 6, 2015 and October 20, 2015. The drilling operations for Phase 2 were

performed on various days between August 17, 2016 and March 23, 2017. The soil borings were

drilled using either a truck mounted drill rig or an all terrain vehicle (ATV) mounted drill rig, as

required by the site condition.

The soil borings were drilled using 4-inch diameter solid stem augers and 2¼-inch to 4¼-inch

diameter hollow stem augers. Deeper soil borings were drilled by advancing solid stem or

hollow stem augers before transitioning to a wash rotary drilling technique.

In some of the bridge structure borings that were serving as dual purpose for the tunnel

investigation, rock cores were obtained upon encountering bedrock. The rock cores were

obtained by means of a NQ wire-line double core barrel with a 1-7/8 inch (nominal) inside

diameter, advanced generally in 5 foot runs.

Upon completion, the soil borings were generally backfilled with a cement-bentonite grout

mixture. Three soil borings (RW-40, RW-31, and RW-17) were backfilled with soil cuttings.

Groundwater monitoring wells were installed in eight (8) of the boreholes (TB-06, SB-06,

TB-05, RW-08, SB-16B, TB-111, TB-03, and TB-01). Soil borings performed through

pavements were patched at the surface with asphalt cold-patch or quick-setting concrete to match

the existing conditions.

2.1.2 Standard Penetration Test (SPT)

Soil samples collected during the drilling portion of the subsoil exploration were labeled with the

soil boring designation and a unique sample number. Soil boring samples were obtained by

DRAFTehicle (Aehicle

eter solid stem augers ater solid stem augers a

borings were drilled bs were

o a wash rotary drilling wash rotary drillin

re borings thre borings at were t w

were obtained upon re obtained upon ee

a NQ wire-line doublea NQ wire-line

generally in 5 foot runsgenerally in 5 foot run

l borinl borin


Standard Penetration Tests in general accordance with ASTM D-1586 procedures, whereby a

conventional 2-inch O.D. split-spoon sampler is driven into the soil with a 140 pound hammer

repeatedly dropped through a free-fall distance of 30 inches. A hydraulically driven automatic

SPT hammer fixed to a drill rig was used to perform the test. The sampler is generally driven

three successive 6-inch increments, with the blows for each 6-inch increment being recorded.

The number of blows required to advance the sampler through 12 inches after an initial

penetration of 6 inches, is termed the Standard Penetration Test resistance (N-value) and is

presented graphically on the individual Logs of Test Borings. As added information, the number

of blows for each 6-inch increment are also presented on the boring logs.

A fourth 6-inch increment was driven on select SPT samples. In general, this method of SPT

sampling was utilized during continuous sampling intervals to obtain additional soil material.

The N-value is the sum of blows through the second and third 6-inch increments, regardless of

the presence of a fourth increment.

2.1.3 Sampling

Soil samples from the borings were recovered using SPT sampling procedures in general

accordance with ASTM Standard D-1586 (“Standard Method for Penetration Tests and Split

Barrel Sampling of Soils”). The soil samples were sealed in glass jars in the field to protect the

samples and maintain their natural moisture contents.

In general, the SPT samples were obtained at a regular interval of 2½ feet to a depth of 10 feet

below grade and at an interval of 5 feet thereafter to the exploration depth of the borings.

Additional sampling and testing was requested throughout the tunnel influence zone, an interval

from 20 feet above the proposed tunnel crown to 10 feet below the proposed tunnel invert.

Shelby tube sampling was generally performed within the tunnel influence zone, as well as

continuous SPT sampling in select soil borings.

DRAFTAs addeAs ad

he boring logs. he boring

SPT samples. In generSPT samples. In gener

mpling intervals to obtinterva

h the seche second and third ond and thir

borings were recoveborings were r

STM Standard D-1586STM Standard D-1586

ils”). The soil ils”). The soi

naturanatura


In addition to the split spoons, 3-inch diameter thin-walled (Shelby) tubes were obtained at

selected depth intervals where cohesive soils were anticipated. The Shelby tubes were collected

by use of the direct push method, per ASTM D-1587 (Standard Practice for Thin-Walled Tube

Sampling of Soils for Geotechnical Purposes). The Shelby tube samples were sealed

immediately at both ends with a wax plug and plastic end-caps. All tubes were identified with

information on boring number, sample number, sample depth and recovery. The tubes were

stored in a vertical position to minimize sample disturbance during transportation. These samples

include a sample number prefix of “ST” on the Logs of Test Borings.

Rock core samples retrieved from the rock core process were placed into wooden boxes labeled,

and photographed for documentation. The core boxes were transported to Somat Lab for further

testing, classification and logging. Photographs of the rock cores are included in Appendix C.

All soil samples were transported to Somat’s laboratory for further analysis and testing. WSP

requested that the soil samples obtained from the tunnel borings (performed during Work Orders

Numbers 3 and 4, under ORC MDOT JN: 122104O) should be retained until completion of

tunnel construction. Typically, we retain the soil and rock samples for a period of 90 days from

the date of the final geotechnical investigation report. After this retention period, we can

relinquish the samples to MDOT for storage in their facilities. However, if MDOT would not

take custody of the samples, then Somat will be willing to retain them for the requested period of

time in a climate controlled storage facility for a monthly storage rental fee. For budgetary

purposes we assumed the need to store the samples for 12 months.

2.1.4 In-Situ Field Vane Shear Tests

Field vane shear tests were generally performed using Acker vane shear test kit with a calibrated

torque head, in general accordance with ASTM D-2573. The in-situ field vane tests were

performed within the tunnel influence zone, where suitably soft to stiff clay layers were

encountered. These tests were performed to determine the in-place shear strength of the clay

soils. The test generally consists of pushing a four-bladed vane into the undisturbed soil and

DRAFTorings.orings

ss were placed into woss were placed int

oxes xes were transported twere transported t

hs of the rock cores are e rock

o Somat’s laborSomat’s laboratory foatory fo

btained from thbtained from the tunnee tu

RC MDOT JN: 12210C MDOT JN: 12210

pically, we retain the sopically, we retain

al geotechnical invesal geotechnical inves

to MDOT for to MDOT fo

, then , then


rotating it from the surface to determine the torsional force required to cause a cylindrical

surface to be sheared by the vane. This torsional force is then converted to a unit shearing

resistance of the cylindrical surface.

The vane was rotated at a rate of approximately 5 degrees per minute and torque readings were

obtained at 5-degree intervals. Following determination of the maximum shear strength, the

vane was rotated quickly to shear off the soil column and a remolded strength test was performed

following a 5-minute waiting interval. The undisturbed shear strength was compared to the

remolded shear strength to determine the sensitivity of the clay. The results of these field vane

shear tests are presented on the Logs of Test Borings with a sample number prefix of “VS” and

as detailed reports in Appendix D.

2.1.5 Photoionization Detector (PID) Screening

Soil samples from soil borings located at the primary drop shaft locations (TB-06A, TB-116, and

TB-101) were screened for general volatile organic compound vapor presence using a PID

screening meter. The PID is a portable vapor and gas instrument that detects a variety of organic

compounds with a detection range of approximately 0.1 to 10,000 parts per million (ppm). The

PID indicates if volatile organic compounds (VOCs) or semi volatile organic contents (SVOCs)

are present, but does not identify which type or the specific concentration. The PID was

calibrated prior to screening using 100-ppm isobutylene. Each soil sample was placed in a re-

sealable, plastic sample collection bag. This allowed for headspace expansion as the sample was

allowed to warm. Once expansion occurred, the bag was opened, the tip of the PID was inserted

in the bag and the result was recorded. A summary of the PID soil screening results is presented

in Appendix E.

2.1.6 Gas Monitoring

During drilling of the soil borings, the atmosphere within the breathing zone was being

monitored continuously throughout the drilling and rock coring of the borings. Gas monitoring

was performed using a four-gas detection meter. The meter simultaneously measures the Lower

DRAFTar strenar str

e clay. The resue clay. T

with a sample numberwith a sample num

Screening reening

ed at the primary drop sd at the primary drop s

neral volatileneral volat organic orga

s a portable vapor and portable vapor and gg

ction range of approximction range of ap

atile organic compounatile organic compoun

not identify wnot identify

g using usin


Explosive Limit (LEL) of combustible gases, oxygen, carbon monoxide, and hydrogen sulfide.

These gases are virtually undetectable by visual and olfactory methods (hydrogen sulfide has a

distinct odor, but the gas can paralyze the sense of smell). The four-gas meter was also utilized

every time water level readings were obtained from the groundwater monitoring wells.

Detectable levels of gas readings are recorded in Appendix G “Monitoring Wells Groundwater

Level Readings and Gas Readings”.

2.1.7 Groundwater Level Observation Procedures

Whenever possible, groundwater level observations were made during the drilling operations and

immediately after completion of drilling, and are shown on the individual Logs of Test Borings.

During drilling, the depth at which free water was observed, where drill cuttings became

saturated or where saturated samples were collected, was indicated as the groundwater level

during drilling. In granular, pervious soils, the indicated water levels are considered relatively

reliable when solid or hollow-stem augers are used for drilling. However, in cohesive soils,

groundwater observations are not necessarily indicative of the static water table due to the low

permeability rates of the soils, and due to the sealing off of natural paths of groundwater flow

during drilling operations. Further, the use of wash water in the drilling process makes detecting

groundwater seepage difficult.

It should be noted that seasonal variations and recent rainfall conditions may influence the level

of the groundwater table significantly.

2.1.8 Groundwater Monitoring Well Installation Procedures

As part of the scope of work for Phase 1 and Phase 2, open-standpipe monitoring wells were

installed at eight (8) of the soil boring locations. The standpipe wells were constructed out of 2-

inch diameter PVC pipe and each well consisted of a 10-foot to 15-foot long schedule 10 PVC

screen and several 10-foot pipe risers. A sand pack was placed in the annulus around the screen

and sealed at the top with bentonite. A flush mounted roadway box was placed over each well

DRAFTmade during the dmade durin

wn on the individual Lown on the individu

was observed, wherewas observed, where

collected, was indicated, was

ils, the , the indicated waterindicated wat

augers are usaugers are used for dred for dr

ot necessarily indicaot necessarily indic tiv

ils, and due to the s, and due to the sealeal

ns. Further, the use of wns. Further, the u

e difficult. e dif

onal vonal v


location for protection and security. A summary of the groundwater monitoring wells

constructed at the site is presented in Table 2.1.8.

Table 2.1.8 Summary of Monitoring Well Installations

BoringNumber Well Description

ScreenLength

(ft)

ApproximateScreen

Depth (ft)

ApproximateScreen

Elevation (ft) TB-06 Standpipe PVC Monitoring Well, Flush Mount 10 78 to 88 579.6 to 569.6

SB-06 Standpipe PVC Monitoring Well, Flush Mount 15 87 to 102 551.1 to 536.1

TB-05 Standpipe PVC Monitoring Well, Flush Mount 10 53 to 63 584.0 to 574.0

RW-08 Standpipe PVC Monitoring Well, Flush Mount 15 66 to 81 568.1 to 553.1

SB-16B Standpipe PVC Monitoring Well, Flush Mount 15 70.5 to 85.5 562.1 to 547.1




All of the monitoring wells were flushed out by the drilling contractor immediately after they

were installed and then they were developed by Somat within a week from the installation date.

The wells were developed utilizing manual bailing techniques or a submersible pump until the

water levels in the wells were lowered to the bottom of the well.

Per our scope of services, groundwater level readings will be subsequently obtained until the end

of 2017. In general, the readings will be obtained once per month at intervals of approximately

30 days. The monitoring well installation records and groundwater level readings are included in

Appendix F and G, respectively. An addendum to this report will be issued upon the completion

of the groundwater well monitoring program, which will include all of the well readings

obtained until the end of 2017.

7

5 87 to 15 TTT10 53 to 63 10 53 tTTTFFTunt 15 66 to 8unt 15 66 to 8FFFTFTFTFFTh Mount 15 70.t 15FFFTFTFTAFFT

Flush Mount 15 ush Mount 15 AFAFAFFFAFFWell, Flush Mount 1Well, Flush Mount 1AFAFAFAoring Well, Flush Mount oring Well, Flush MouRAAARAA

wells were flushed out wells were flushe

hen they were develophen they were develop

ped utilizing mped utilizing

re lowre low


2.1.9 Falling Head In-Situ Permeability Test

The falling head in-situ permeability test was performed after the water level in the well was

stabilized after development. Falling head permeability tests were performed in general

accordance with ASTM D-4044 and the Naval Facility Engineering Command (NAVFAC) DM

7.01 (Table 15-C) for cased holes. In this test, the well is filled with water to ground surface,

which is then allowed to seep into the soil. The change in head is measured and compared to the

long-term groundwater level determined by the groundwater well readings. The rate of

infiltration is calculated over a period of time required for the head of water to stabilize and

reach equilibrium at or near the long-term groundwater level. Graphical results of the falling

head in-situ tests are included in Appendix H.

2.2 GEOTECHNICAL LABORATORY TESTING

All samples were classified in general accordance with the Unified Soil Classification System.

Representative soil samples were subjected to laboratory tests consisting of moisture content

determinations, unit weight determinations, hand penetrometer tests, Torvane tests, unconfined

compressive strength tests, Atterberg Limits tests, and grain size/hydrometer analyses. Select Shelby

tube samples were subjected to other geotechnical lab tests, including three-point direct shear tests,

one-dimensional consolidation tests, and consolidated undrained triaxial tests. WSP assigned the lab

tests, testing depths and the required test parameters for each soil sample (SPT and Shelby tubes)

and provided the lab assignment sheets to Somat for testing.

A summary table of the laboratory tests is presented in Appendix I. The results of the laboratory tests

are included in Appendix B on the respective logs of test borings. All laboratory tests were

performed in general accordance with applicable ASTM procedures.

Upon approval from WSP and in order to meet the lab testing schedule for this tunnel investigation,

some of the tests were performed by outside geotechnical labs that are AMRL Certified. Those labs

are GeoTesting Express Inc. in Acton, MA and DLZ Laboratory in Columbus, OH.

he headhe he

level. Graphicallevel. Gra

Y TESTING ING

al accordance with the rdance with the

e subjected to laboratoe subjected to la

determinations, hand peeterminations, hand p

, Atterberg Limits tests,, Atterberg Lim

bjected to other geotechbjected to other geotec

olidation tests, and olidation tests, a

he requiredhe require


2.2.1 Moisture Content Determination Tests

All samples were sealed in the field to retain the natural moisture content of the soil specimen.

Moisture content determination tests were performed on cohesive samples in general

accordance with ASTM D-2216. Results of the moisture content determination tests are

included in Appendix B on the respective logs of test borings.

2.2.2 Unconfined Compressive Strength Tests

Standard test methods for unconfined compressive strength of cohesive soil were performed in

general accordance with ASTM D-2166 on selected cohesive samples from the soil borings. The

unconfined compression test consists of axially loading a small cylindrical soil sample at a slow rate

of strain, until failure occurs. Failure is defined as the maximum stress level in the soil sample or the

stress level at 15 percent strain, whichever is less. The results of these tests are shown on the

respective logs of test borings in Appendix B.

Estimation of unconfined compressive strength on remaining cohesive samples was obtained by

performing either a hand penetrometer test or a Torvane test. In the hand penetrometer test, the

shear strength of a cohesive soil sample is estimated by measuring the resistance of the sample to the

penetration of a small, calibrated spring-loaded cylinder. The maximum capacity of the

penetrometer is 4.5 tons per square foot. In the Torvane test, the shear strength of a cohesive soil

sample is estimated by measuring the resistance of the sample in shear when twisting a small,

calibrated spring-loaded vane pressed into the sample. The results of these tests are shown on the


2.2.3 Unit Weight Determination Tests

Unit weight determination tests were performed in general accordance with ASTM D-2166 on

selected cohesive samples from the soil borings. The results of these tests are shown on the


DRAFTf cohesif cohe

ive samples fromive sampl

a small cylindrical soil sa small cylindrical

he maximum stress levehe maximum stress leve

s less. The results of tThe re

B.

ressive strength ressive stre on remon

enetrometer test or a Tetrometer test or a T

ive soil sample is estimaive soil sample is

mall, calibrated springmall, calibrated spring

s per square foos per square fo

asuringasuring


2.2.4 Grain Size Analyses

Grain size/hydrometer analyses were performed in general accordance with ASTM D-422 and

D-136 on selected soil samples to evaluate the gradation of the soil represented by the sample.

The distribution of particle sizes larger than 75 micrometers (retained on the No. 200 sieve) is

determined by sieving, while the distribution of particle sizes smaller than 75 micrometers is

determined by a sedimentation process using a hydrometer. Graphical results of Grain Size Analyses

are included in Appendix J.

2.2.5 Atterberg Limits Tests

Standard test methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils known as

Atterberg Limits were performed in general accordance with ASTM D-4318 on selected cohesive

samples from the soil borings. Fine-grained soils are tested to determine the Liquid Limit (LL) and

Plastic Limits (PL), which are moisture contents that define boundaries between material

consistency states. The LL and PL values define the water content boundaries between non-plastic,

plastic and viscous fluid states. The plasticity index (PI) defines the complete range of plastic state.

Test results of the Atterberg Limits are included in Appendix K.

2.2.6 Direct Shear Test Results

Direct Shear tests were performed on Shelby tube sample ST-21 from soil boring SB-06, ST-18

from soil boring TB-111, and ST-9 from soil boring TB-02A. These tests were performed in

general accordance with ASTM D-3080. These results are included in Appendix L.

2.2.7 One-Dimensional Consolidation Test Results

One-dimensional consolidation tests were performed on Shelby tube sample ST-03 from soil

boring TB-06A, ST-17 from soil boring SB-06, ST-13 from soil boring TB-116, and ST-14 from

soil boring TB-103. The tests were performed in general accordance with ASTM D-2435. These

results are included in Appendix M.

DRAFTt, and Plasticity Indext, and Plasticity I

dance with ASTM D-dance with A 4343

ils are tested to determinested to

re contents that defincontents that def

lues defineues define the water co the water co

The plasticity index The plasticity index (PI)

Limits are included in Apmits are included in Ap

r Test Results r Test Results

e performed on e performed on

and STand ST


2.2.8 Consolidated Undrained Triaxial Test Results

Consolidated Undrained Triaxial testing was performed on Shelby tube sample ST-19 from soil

boring RW-20, ST-17 from soil boring TB-116, and ST-19 from soil boring TB-101. The tests

were performed in general accordance with ASTM D-4767. These results are included in

Appendix N.

2.3 LIMITATIONS

The scope of our services did not include any environmental assessment or investigation for the

presence or absence of wetlands or hazardous or toxic materials in the soil, surface water,

groundwater or air, on, below or around this site. This investigation was strictly geotechnical and

did not include any environmental investigation other than photoionization detector screening

and gas monitoring.

3.0 RESULTS OF SUBSURFACE INVESTIGATIONS

3.1 SOIL STRATIFICATION AND GROUNDWATER CONDITIONS

Soil conditions encountered at the test boring locations have been evaluated and are presented in

the form of Logs of Test Borings. The Logs of Test Borings presented in Appendix B include

approximate soil stratification with detailed soil descriptions and selected physical properties for

each stratum encountered in the test borings. In addition to the observed subsoil stratigraphy, the

boring logs present information relating to sample data, Standard Penetration Test results,

groundwater level conditions observed in the boring, personnel involved, and other pertinent

data. For information, and to aid in understanding the data as presented on the boring logs,

General Notes defining nomenclature used in soil descriptions are in Appendix O. It should be

noted that the Logs of Test Borings included with this report have been prepared on the basis of

laboratory classifications as well as field observations and logs of the soils encountered. It is

emphasized that the stratification lines shown on the Logs of Test Borings are approximate

assessmenasses

c materials in thec materials

s investigation was stris investigation was s

n other than photoioniother than p

ACE INVESTIGATIOACE INVESTIGATIO

CATION AND GROUON AND GROU

ountered at the test bountered at the te

st Borings. st Borings.

n wn w


indications of change from one soil type to another at the locations of the boreholes. The actual

transition from one stratum to the next may be gradual, and may vary within the area represented by

the test boring.

Please refer to the boring logs for the soil conditions at the specific boring locations. It is

emphasized that the stratification lines shown on the Logs of Test Borings are approximate

indications of change from one soil type to another at the locations of the boreholes. The actual

transition from one stratum to the next may be gradual, and may vary within the area represented by

the test boring.

3.2 GROUNDWATER LEVEL OBSERVATIONS

During the drilling process, groundwater was encountered in four of the soil borings (RW-37,

SB-16, TB-107, and TB-103) prior to the introduction of any drilling fluids. Groundwater was

not encountered during drilling and/or upon completion of drilling in any of the remaining soil

borings. Due to the use of drilling fluids in the boreholes, no groundwater level measurements

were obtained upon completion of drilling since these readings would not be reliable, and hence

were recorded as “Not Applicable” (N/A) in the soil boring logs.

A lack of groundwater in the boreholes does not necessarily indicate that there is no

groundwater, due to the sealing off of natural flow paths due to the drilling process. In our

experience, the depth at which clayey soils change from brown to gray in color (an indication of

oxidation) is frequently indicative of the long term groundwater level. However, the groundwater

elevation can be better defined by groundwater observation wells. A total of eight groundwater

monitoring wells were installed within various boreholes at the site. It is important to note that

the clay soils may delay the recharge rate of the wells due to the low permeability of the existing

soil. The monitoring well groundwater level readings obtained to date are included in Appendix

G.

DRAFTvary wivary

TIONS TION

r was encountered in fwas encountered in

to the intro the introduction of aoduction of a

and/or upon completioand/or upon comp

drilling fluids in the boilling fluids in the bo

mpletion of drilling sincmpletion of drillin

ot Applicable” (N/A) iot Applicable” (N/A) i

n the n the


It should be noted that the elevation of the perched or natural groundwater table is likely to vary

throughout the year depending on the amount of precipitation, runoff, evaporation and

percolation in the area, as well as on the water level of surface water bodies in the vicinity

affecting the groundwater flow pattern. The possibility of perched water trapped in coarse

grained layers above the clay soils (above the long term level) should also be expected.

3.3 GAS MONITORING READING OBSERVATIONS

The gas meter readings taken from the four-gas meter (LEL, H2S, CO, O2) were documented

only where detected and observed. If the oxygen level was normal (20.9%) and no other gasses

were detected, the gas readings were considered to be non-detect.

Detectable gas readings were observed in two monitoring wells, TB-111 and RW-08. At

monitoring well TB-111, combustible gas at 100% LEL was sustained for 6 days after the well

was installed and dissipated gradually during the subsequent 8 days. At monitoring well RW-08,

combustible gas at 100% LEL was sustained for 206 days after the well was installed and

dissipated gradually during the subsequent 28 days to a current reading of 3% LEL as of April

28, 2017.

The gas was observed and reported in the referenced monitoring wells and was not observed

during drilling or upon completion of drilling in any of the boreholes. It is very important to

note that even though gas was not detected during drilling, it does not mean that there was

no gas. The heavy drilling mud used during the drilling process to keep the borehole open may

tend to suppress the gas and preclude it from rising up to the top of the augers and hence it would

not be detected. Cleaning the borehole by flushing out the drilling fluids may cause the borehole

to collapse, and per our discussions with WSP, it was critical to properly grout the boreholes to

minimize the creation of voids since several of these borings may be within the proposed tunnel

alignment. Hence, flushing out the borehole upon completion of drilling was not an option.

DRAFTLEL, HLEL, H22S, CO, S

l was normal (20.9%) l was normal (20.

o be non-detect. be non-dete

d in n two monitoring wtwo monitoring

le gas at 100%e gas at 100% LEL wa LEL wa

dually during the subseqdually during the su

LEL was sustained foL was sustained fo

ring the subsequent 28 ring the subsequ

reporrepor


WSP obtained water samples from each of the 8 wells in order to test them for dissolved gasses.

The results of water testing for dissolved gasses were reported by WSP under a separate cover.

The final version of this report will include additional groundwater level and gas readings.

4.0 FIELD TEST RESULTS

4.1 IN-SITU FIELD VANE SHEAR TEST RESULTS

Field vane shear tests were generally performed using Acker vane shear test kit with a calibrated

torque head, in general accordance with ASTM D-2573. The in-situ field vane tests were

performed within the tunnel influence zone, where suitably soft to stiff clay layers were

encountered. These tests were performed primarily to determine the in-place shear strength of

the clay soils. Based on the results of the field vane shear tests, the silty clays were determined

to be generally insensitive. Three vane shear tests were performed in sensitive clays, including:

VS-2 from TB-119 at a depth of 77.5 feet (EL. 555.9 feet), VS-5 from TB-119 at a depth of

101.5 feet (EL. 531.9 feet), and VS-3 from TB-112 at a depth of 73.5 feet (EL. 559.1 feet). The

results of these field vane shear tests are presented in detailed reports in Appendix D. The results

of the field vane shear tests are also presented as estimated unconfined compressive strength on

the Logs of Test Borings with a sample number prefix “VS”. The estimated unconfined

compressive strength is calculated by multiplying the calculated in-situ shear strength by a factor

of 2.

4.2 FALLING HEAD IN-SITU PERMEABILITY TEST RESULTS

The falling head in-situ permeability tests were performed in general accordance with ASTM

D-4044 and the Naval Facility Engineering Command (NAVFAC) DM 7.01 (Table 15-C) for

cased holes. The test was performed in all the groundwater monitoring wells. The following

table summarizes the coefficient of Permeability, Km calculated at each test:

cker vane shear testcker vane she

D-2573. The in-situ fiD-2573. The in-situ

where suitably soft there suitab

rimarily to determine trimarily to dete

the field vaeld vane shear testne shear tes

vane shear tevane shear tests were psts were p

of 77.5 feet (EL.of 77.5 feet (EL. 555 5

, and VS-3 from TB-1VS-3 from TB-1

ane shear tests are preseane shear tests are p

ear tests are also presear tests are also

ngs with a ngs with a

ulateulate


Table 4.2 Summary of the coefficient of permeability, Km

Monitoring well ID Estimated coefficient of permeability, Km

TB-06 1.071E-07 cm/sec

SB-06 9.285E-08 cm/sec

TB-05 1.603E-07 cm/sec

RW-08 8.168E-07 cm/sec

SB-16B 1.853E-07 cm/sec

TB-111 1.146E-07 cm/sec

TB-03 2.147E-05 cm/sec

TB-01 1.595E-07 cm/sec

Graphical results of the falling head in-situ tests are included in Appendix H.

5.0 GENERAL QUALIFICATIONS

This report and the attached Logs of Test Borings are instruments of service, which have been

prepared in accordance with generally accepted soil and foundation engineering practices. We

make no other warranties either expressed or implied as to the information presented in this

report.

Since the information obtained from test borings is specific to the exact test boring locations, soil

and water information could be different from those occurring at other locations of the site. This

report does not reflect variations which may occur between the borings. The nature and extent

of these variations may not become evident until the time of construction.

This report and the associated soil boring logs should be made available to bidders prior to

submitting their proposals and to the successful contractor and subcontractors for their

DRAFT1.853E1.85

T1.146E-07 1.146 cT2.147E-05 2.147E-0 cm

FT1.595E-0FTAAAFitu tests are included inests are included in

CATIONS CATIONS

tached Logs of Test Boached Logs of Tes

nce with generally acnce with generally ac

ies either expies either ex


information only, and to supply them with facts relative to the subsurface investigation,

laboratory tests, etc.

The contents of this report have been prepared in order to aid in the evaluation of expected

subsoil properties to assist the engineer in the design of this project. If you have any questions

regarding this report, please contact us.

DRAFT

APPENDIX A

Soil Boring Location Diagrams

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TTTTTAFRAFRAFAAFT

AFAFAFAAAFAFAFAFAFAFAFAFAFTAFAFTAFAFTFFFTFTFFFTFFTFFTFFTARARAF

DDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRDRDRDDDDDDDDDDDDDDDDRDRDDRDRDDDDDDRDRDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRDRDDRDDDDDDDDDDDDDDDDDDDDDRDDDDRDDDDRDRDDRDRDDRDRDRDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRDRDRDRDRDRDRDRDRDRDRDRDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRDDDDDRDDDDDDDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDDRDRDRDRDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRDRDDDDRDDDDDDRDRRRDRRDRRRRDRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRDRRDRDRRRRDRRRRRRRRRRRRRRRRRRRRRRRRRRDRDRRDRDRDRDRDRDRDRDRDRDRDRDRDRDRRDRDRRDRRRDRDRDRDRDRDRRRRRRRRRRRRRRRRRRRRRRRDRRDRDRRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRRRRRRRRRRRRRRRRDRRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDDDDDDRDRDRDRDRDRDRDRDRDRDRDRDRDRRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRAFTRRRRDRRRRADRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDDDDDRDRDRDRDRDRDRDRDDRADRRADRDRDRADRRRDRDRDRDRDRDRDRDRDRDDDDRRRRRRRDRADRDRDRDRDRDRDRRDRDDRDRRDRRDRDRDRDRRARADRDRDRDRDRRDRRDRRDRRDRDRDRDRDRDRDRDRDRRADDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRARRDDDDDDDRRRRRRRRRRRRRRRRRRRRRRRAFT

AFTAFTAFTAFTAFTAFTAFTFTFTFTFTFTFTFTFTFTFTT

DDDRDRRDRDRDRDRDDRFTAFTFTAFT

DRDRDRDDDDDRDRDDDDRDRDDRRRRRRRRRRRRADDD

FTTTTTTTTTTTTTTTTTTTTTTT

DDDDDDDDDDDDDDDDDRDRDRDDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRAFRADRAFAFAFAFAFAFAFAFAFAFAFAFAFTFAFAFAFT

AFTAFAFTAFTAFTAFAFTAFTAFTAFTAFTAFTAFTAFTFTAFTAFTAFTAFTFTFTTTTTTTTTTFTFTFFTFFFFFTRRDRDRDRDDDDDRDRDRRRDDDRDDDRDRDRDRDRDDDDRDDRDR

FTAFAFTAAFAFAFFTAFAFTAAFAFAFFAFTAFAFAFFTAFTAFAFAFAFFTAAAFTAFAFFTTTTTTTTTTTFFTFFFTFTFTTTTTTTTTTTTTTTTTTTTTA

DDDDDDDDDDDFTTTFTTTTTTTTTTTTTTTT

DRDDDDDDDDDDDDDDDDDDRRRRDRDRDRDRDRDRDRDDDDDRDDDDDDRDRDRDRDRDRDRDRDRDRDRDRDRDRDDRDDRDDDDDDDDDDDDDDDDDRAFTRARARADRRRRRRRRRRRRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDDDDRDDDDDDDRARARARRRRRARRADRAF

RAAFTTTTTTTFTTTFTFTFTFTFTFTFTFTFTFTFTFTFFFFFTFTRDR

TTTTTTFTFTFTFTFTFTFTFTFTFTFTFTFTFTFFFFTFAFAFAFAFAFAAAAFTTTTTTTTFTRARAAFAFAFT

AFT

DRRARARARARRRRRRRARARARAARADRRAAFDRRARARRRARARDRAFDRDRRAAF

RADRAAAARARARARAAFAFAFAAARARAFAFAFAFAAARDRDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDD

DRDRDRDDDDDDDDDRDRDRDRDRDRDDDDDDDDDDDDDDRDDRDRDRDRDRDRDRDRDRDRDRDRDRRRRDRRRRRRDRDRDRDRDRDRDRDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRDRRDRDRDRRDRADRDRADRADRADRADRADRARAAARARARARRRRRRRRARARAAARRRRRARARAARARARARARARARRARARARAF

RAFAFARADRAFAFAFFAFAFTFTTTTFTTTFTTFTFTFTFTFTFTFTFTFTFTFTFTFTFTFFFFFFFFFTFTFTFTFTFTFTFTTFT

AFTFTFTTFTTFTTTTTTTTTTTTTTTTTTTTTTTTTTTTTFTFTFTFTFTFTFTFTFTFTFTTTTTTTFFFTFFFFAADRDRDRDRDRDRAFF

RAFRADRARARAARARAAAFDRAFT

AFRAARADRAFAFAFAFAARARAFFAFAFAFAAAAFFAFAFAFAAADRDRRDRDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRDRDRRDRRRDDDRRRRDDDDDDDDR

DRDDDDDDDDDDRDRDRDRRRDRDRRRRRRRRRDRRDRDRDRDRDRDRDDRDDRAFTRARARAFAFDRAAFFFFFFFFFFFFTFTFTFTFDRRRRRRRRRRDRDRDRDRDRDRDRDRDRDRDRDDDDRDDDDDDDDDD

AFFTT

DRDRAFFTTAFFTFTFTFTFTFTFTFTFTFTFTFTFTTTTTTTTT

DRFT

DRAFTAFAFFFAFAFAFAFAAAFAFAFAFAFAAAFAFAFAFAFAAARA

DRARADRAFT

RAAFTRRADDDDDDRAFTFT

ARARARARARRRRRRARARARAAARRRRARARARAADRDRRDRDR

DRADDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRADRRRRDRDRDRADDDDDDDDDDDDRADDDDDDRADRADDRDDDDDDDDDDDDDDDDDDDDDDRDRDRDRDRARDRAARARARARARARARARARARRRRRRRRRRRDDDDDDDDDDDRADRDRDRRARRRRAFTFTFT

RAT

ARATTTTTTT

RAAFAFAATTFTFTFT

AFAFAFAAFAAFAFAFAFFFAAFFFFTFTFTTTA

TTTTTTTTTTTFTFTFTFTTTTFTFTFTFFTFTTAFAFRAAFT

AFFTRAFTTTTTTTTTTT

AFTFTTARARRRRRRRRRRRRRRRRRRRRRRRRRRRRRRARARARARARARARARARARARARARARARARARARARARARARARARARARARARARARARARARARARARARARAAAAAAAAAAAAAAAAAAAAAAAAAARARARARARARARARARARARRRRRRRRRAAAARARARARARARARARARARARARARARARARARARARARARRRRARRRRRRRRAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA

DRARADDRA

DRRDRDRDRDDDDDDDDDDDRDDDDRDRDRDRRRDDDDDDDDRDRDRDRADRADRADRDRDRAFTFTFTFTFTTFTFTFTT

RAAFAFRAFTRAAAAAFTFAFTFTFTRAAARARARARARRRARARARARARRRARARARARRDRDRD

FTFTAFTFTAFTFTAFRRARARARAAARAAAAAAAAAAAFAAFAFAFAFAFAFAFAFAFAFAFAFFAFFAFFFFFFFFFFFFT

DRDRADDDD

FTT

DRAFTRARARRRRRRRDRDRDRDRRRRRRRRARARARA

TAF

DRDAFTAF

DRRADRDDD

FTFTTTTTTTFFFFFFTTFFFFFFFFFFFFAFFAFAFAFAFAFAFAFAFAFAFAFAFAFAFAFAAAADDDDDDDDDDDDDDDDDDDDDDDDDDDDD

FTFFTAF

DFFFTFTFTFFFTFFTFTFTFTFTFTFTFTFTFTFTFTTTTFTTTTTTTTTTFTTFTFTFFT

DDRAAARARARARAAAARARARARAAAARARARARRRARARAFFTFTFFAFDDDDDDDDDDDDDDDDDDDDD

AAAAAAAAAAAFTAFRARADDDDDDDDDDDDDDDDDDDDDD

DRDRDDDDDDDDDDDDDDDDDDDDDDDDDDDDDDRDRDRDRDRDRDRDRDRDRDRDRRRRRRDRDRDRDDRDDDDDRDDDDDDRDRDRDRDDDDDRDRDRDDRDRADRDRADRADRARRARARARRRRRRARARARARARARARARARARARAF

RAFAAARARARARAAARARARARAAAAFAFAFAAFTAFFFFFFFFAFAFAFFAFAFAFAFAFAFAFAFAFAFAAAAFAAFFFFFFFFFFFFFFFFFFFFFFAFTAFTTTTFTTTFTTTTTTTFTTTTFTTTFTTTTFTTFTFTFTFTTFTFTTTFTFTTFTTTFTTTTFFTFTFTTFTFTFTFTFTFTFTFTFTFTFTFTFFFFTFFFFTTTFTTTFTFTTTFTTTFTFTAFAFAF

DRADRARARARARADR

F

APPENDIX B

Logs of Test Borings

DRAFT

7-8-21

4-4-5

2-3-1

1-6-8

4-7-9

5-7-7

4-6-9

7-7-10

633.1

627.4

624.4

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

11.1

12.2

18.4

19.6

17.9

16.1

17.6

18.0

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

29

9

4

14

16

14

15

17

0.3

6.0

9.0

5000*

6000*

2000*

6500*

5000*

5500*

3500*

<>

BORING LOCATION INFORMATIONUpon Completion: n/a

Coordinates/GSE determined by:Survey

#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 75Engineer on Rig: A. PattersonDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite GroutChecked By: ALOGQA/QC By: JA

DATE STARTED:3/6/2017

NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft

Northing: 369381.3Easting: 13460991.2

SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA

First Encountered: none

Ground Surface Elevation 633.4 ft

Remarks: UCS at vane shear estimated by 2xfield shear strength. Driller reported harddrilling starting at 120 ft.

DATE COMPLETED:3/9/2017 LOG OF TEST BORINGTB-119LABORATORY DATA

DRAFT

7/28/17

PAGE 1 of 4TorvanePenetrometerDisturbed Sample

MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E

MOISTURE CONTENT (%) 10 20 30 40

PROJECT NO. 2014195C

GROUNDWATER READINGS

LOG OF SOIL PROFILE

I-75 Modernization ProjectORC Tunnel Design InvestigationNorth of 8 Mile Rd (M-102) to South of 12 Mile RdOakland County, Michigan

UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)

Somat Engineering, Inc.

LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

3 inches of TOPSOIL

FILL - Very stiff lean claywith sand, trace gravel,trace roots above 5 ft.,brown (CL)

Stiff LEAN CLAY, tracesand, trace gravel, frequentfine sand seams above 8ft., brown (CL)

Very stiff to stiff LEANCLAY, trace sand, tracegravel, gray (CL) DRSS66

SS7SS7DRDRDD2020

DDDDDDRA5-7-75-7-

ADRRAD

1616

14

ARARARADRAF15.015.0AAFRA

0*0*

5000*50 FAAFAFAFT19.61

17.97.9FTA

TAFTFTTFTFTTTFTFTTTTTTTTT

DDDRT

RAT

DAF

3-4-5

2-4-4

2-3-4

1-4-4

1-3-5

1-1-3

1-2-3-4

583.4

35.0

40.0

45.0

50.0

55.0

60.0

64.0

26.9

24.2

18.1

27.5

28.2

27.9

29.5

SS9

SS10

SS11

SS12

SS13

SS14

SS15

9

8

7

8

8

4

5

50.0

2000*

2500*

3000*

2000*

1800#

1400#

1800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Very stiff to stiff LEANCLAY, trace sand, tracegravel, gray (CL)

Medium to very stiff LEANCLAY, trace sand, tracegravel, gray (CL) DRSS133 RDDRDD55DDDDRA1-4-41-4-4

1-3-5RADRADRRA8 ARARARARAF45.00

50.050AFRAFRAAF3000*300

2000AFAFAAFDDDDRRADRAFT18.118.1

AFFTAFTTFFTFTTFTFTFTFTTTTTTTTT

DAF

97

83

97

0-4-4-4

1-4-7-16

6-9-8-8

3-3-4-5

3-4-5-5

1-2-5-4

7-10-10-8

3-4-5-9

562.4

560.4

545.4

543.4

66.0

68.0

69.5

72.0

74.0

76.0

77.5

80.0

82.0

84.0

86.0

87.5

90.0

92.0

93.5

96.0

98.0

18

NP

19

29.1

30.3

27.6

24.8

27.5

29.4

27.2

22.6

27.7

24.9

32.7

29.1

94

97

99

98

SS16

ST17

VS1

SS18

SS19

ST20

VS2

SS21

SS22

SS23

ST24

VS3

SS25

ST26

VS4

DP27

SS28

39

21

42

8

11

17

7

9

7

20

9

71.0

73.0

88.0

90.0

1800#

3130

4970

1600#

1200#

4020

4100

1200#

1200#

1400#

3640

3950

3480

<>

1000#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Medium to very stiff LEANCLAY, trace sand, tracegravel, gray (CL)

Medium dense SILTY FINESAND, dark gray, moist(SM)

Very stiff to medium LEANCLAY, trace sand, tracegravel, gray (CL)

NOTE: Vane shear test at87.5 ft. terminated earlydue to high force gaugereadings.

Medium dense SILT withsand, gray, moist (ML)

Stiff to medium LEANCLAY, trace sand, tracegravel, gray (CL)

NOTE: No recovery onShelby tube attempt at 96ft. due to sample falling outof sampler; direct pushedto 96 ft. to retrieve sample.

DRSS23SS23

ST24ST2

VS3

SS25SS25

RDRDRDDDD8585

DDDDDDDRA3-4-5-53-4-5-5

1-2-5-45-4 ARADRDRDD

77

9

7 AARARARARAF77.55

80.080.0

82.082.0

84.084.0

FAFARARAF40204020

4100410

1200#

1200#

FFAFAAAFAFDDRRAD88.088.0 DD

AFT24.824.8

27.5

29.429.4

2

FTFTAFAAF

97 TFTFTFF39TFTFTFFFTFTT97T1818TTTTTTT

AF

95

3-5-6-6

3-4-4-4

4-4-7

28-30-50

14-21-27

44-50

531.4

523.4

513.4

508.9

100.0

101.5

104.0

106.0

110.0

115.0

120.0

124.5

1930.4

33.3

34.7

30.7

8.9

15.6

95ST29

VS5

SS30

SS31

SS32

SS33

SS34

SS35

40

11

8

11

80

48

50+

102.0

110.0

120.0

124.5

2900

3920

400#

1200#

<>

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

Very soft to medium LEANCLAY, trace sand, tracegravel, occasional siltseams, gray (CL)

Hard LEAN CLAY, fewsand, trace gravel, gray(CL)

Extremely dense SILTYFINE SAND, trace gravel,occasional sandy clayseams, gray, moist (SM)

End of Boring at 124.5 ft.(Terminated upon SPTsample refusal)

DRSS344 RDDRD120DDRA28-30-5028-30-50

14-21-2714-21-27RADRADR

80 ARARARADDDDDDRDD120.0120 DRAF110.00

115.011AFRAFRA

<><>

9000AFAFAAFAFT30.730.7 TAFFTA

TTFFTTTFFTFTFTTTTTTTTTRA

T

DAF

8-12-13

5-4-6

3-5-6

5-8-10

8-10-11

8-11-11

10-8-12

7-10-16

657.0

654.6

652.6

649.1

634.1

629.1

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

14.3

12.9

14.7

14.3

22.8

18.8

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

25

10

11

18

21

22

20

26

0.6

3.0

5.0

8.5

23.5

28.5

4500*

7500*

7500*

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: R. CalkinsDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Monitoring WellChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks: UCS at vane shear estimated by 2xfield shear strength.


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

7 inches of CLAYEYTOPSOIL, brownFILL - Medium dense siltyfine sand, trace clay, tracegravel, trace topsoil, roots,and wood pieces, darkbrown, moist (SM)FILL - Very stiff lean clay,with sand, trace gravel,occasional topsoil pockets,brown (CL)FILL - Medium dense siltyfine sand, trace clay, tracegravel, dark gray, moist(SM)

Very stiff to hard LEANCLAY with sand, tracegravel, gray (CL)

Medium dense SILTY FINESAND, trace clay, traceorganics and roots, black,moist (SM) (An LOI test onSS7 indicated an organiccontent of 4.8%)

Hard LEAN CLAY, tracesand, trace gravel, brown(CL)

DRSS66

SS7SS7DRDRDD2020

DDDDDDDDRA8-11-118-11-

ADRRAD

2121

22

ARARARARAF15.015.0AAFRA

0*0*

7500*75 FAAFAFDRRAD23.523.5 D

AFT12.912

14.74.7FTA

TAFTFTTFTFTTTFTFTTTTTTTTTTT

DAF

72

8-13-18

8-12-15

7-10-13

6-10-15

10-12-14

10-13-15

8-10-15

8-10-16

6-7-8

624.1

597.6

35.0

40.0

45.0

47.5

50.0

52.5

55.0

60.0

61.5

65.0

14

11.5

11.2

16.2

18.4

11.5

17.7

125

SS9

SS10

NR11

SS12

NR13

NR14

SS15

NR16

SS17

SS18

30

31

27

23

25

26

28

25

26

15

33.5

60.0

9000+*

9000+*

7500*

6500*

9000+*

5500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Hard to very stiff LEANCLAY, few sand, tracegravel, gray (CL) (Drillerreported possible cobble at51.5 ft.)

NOTE: No recovery onSPT sample attempts at45, 50, and 52.5 ft. due topossible cobble; norecovery on Shelby tubeattempt at 60 ft. due topossible cobble.

Hard to very stiff LEANCLAY with sand, tracegravel, gray (CL)

DRNR144

SS155 RDRDRDRDD55DDRA10-12-1410-12-14

10-13-1510-13

8-10-158-10-15

ARADRDRARADRRA2525

26

28

AARARARARARADDDDDDRDRAF45.00

47.547.5

50.050AFARAFAFRARAAAAF7500*75AFAFAFAAFAFT

16.26.2AFAFTAFAFTTFFTFFTTFTFTFTFTTTTTTTT

RAT

DAF

92

97

96

97

3-5-6

5-8-9

5-7-8

4-6-9

4-8-10

5-8-8

5-7-8

4-5-7

3-5-6-7

590.6

587.1

582.6

563.1

70.0

72.0

75.0

77.0

78.5

80.0

82.0

83.5

85.0

87.0

88.5

90.0

91.5

93.0

94.5

96.0

98.0

32

17

24

25

21.7

20.6

19.3

26.8

28.9

27.1

27.4

28.6

28.7

27.1

27.0

28.1

102

99

99

99

98

99

SS19

SS20

SS21

ST22

VS1

SS23

ST24

VS2

SS25

ST26

VS3

SS27

VS4

SS28

VS5

SS29

SS30

54

39

45

47

11

17

15

15

18

16

15

12

11

67.0

70.5

75.0

94.5

3500*

5000*

3000*

4250

4850

2000*

4190

4790

3000*

3090

4410

3000*

4970

3500*

4720

2500*

2000#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Stiff FAT CLAY, few sand,trace gravel, gray (CH)

Very stiff to stiff LEANCLAY, few sand, tracegravel, gray (CL)


Stiff LEAN CLAY, tracesand, trace gravel, gray(CL)

DRVS2VS2

SS2525

ST26T26

VS3

SS27SS27

RRDRDDDDD8585

DDDRA4-8-104-8-1

ARARADRDDRA1515

18

AARARARRADDDDDDRDRAF00

78.5

80.080.0

82.082.0

83.583.5AFAFARARAAF0*0*

425042

4850850

2000*20

4190

FAFAFAAAFAFT19.31

26.8.8

28.98.9

2

FTAFTAFA

TFT999 TFTFTFTFT39TFTFTTFTFTT17TTTTTTTTTTRA

T

DAF

4-6-7-9

3-5-6

3-5-6547.6

100.0

105.0

110.0

27.3

29.6

27.1

SS31

SS32

SS33

13

11

11110.0

2500*

3000*

2500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


End of Boring at 110 ft.

DRD120DDRAARADDDDDDRDRAF110.00

AFF2500*250

AFFAFAFT27.127.1

AFFTTFFTTFTFTFTFTTTTTTTRA

T

DAF



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: S. WhooleryDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite GroutChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA

First Encountered: n/a



DATE COMPLETED:10/6/2016 LOG OF TEST BORINGTB-06ALABORATORY DATA

DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Profile drilled to 36 ft.

NOTE: Auger refusal at 24ft. on possible obstruction.Boring relocated 9 ft. N andcontinued.

DRD2020

DDDDDDRARADRAFAFDDDRRAD

AFTFTFTTTTTTAF

70

621.4

613.4

38.0

48.0

52.0 17

16.4

16.0

118

114

NR1

ST2

ST3 33

36.0

44.0

6230

6500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Shelby tube sampling; noSPT samples

NOTE: No recovery onShelby tube attempt at 38ft. due to sample falling outof sampler.

Very stiff LEAN CLAY withsand, few gravel, gray (CL)

NOTE: No recovery onShelby tube attempt at 67.5ft. due to sample falling outof sampler. DRST3ST3

DRRDRARADRRARARARARAD55DDDDDDDRDRAF48.048.0

52.52.RAAFRA62306230AAFAAFAFT

16.46.4AAF11FFTFTTTTTRA

T

DAF

))

91

97

2-3-5

1-3-4

1-3-4

587.4

578.9

67.5

72.5

74.5

80.0

85.0

88.0

89.5

95.0

98.0

16

19

21.8

22.5

28.4

27.5

28.7

111

97

NR4

ST5

VS1

SS6

SS7

ST8

VS2

SS9

NR10

35

41

8

7

7

70.0

78.5

2680

4410

2200#

2000*

1360

3980

1800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Very stiff LEAN CLAY withsand, few gravel, gray (CL)

NOTE: No recovery onShelby tube attempt at 67.5ft. due to sample falling outof sampler.

Stiff to very stiff LEANCLAY, few sand, tracegravel, gray (CL)


NOTE: No recovery onShelby tube attmept at 98ft. due to sample falling outof sampler. DRSS77

ST8

VS2S2DRDDRDRDD8585

DDDRA1-3-41-3-

ADRDRADR

88

7

ARARARADDDDDDRDRAF80.080.0AAFRA2200#22 FAAFAFAFT

22.52.5FTA

TAFFT

11

TFTTFFT3535

TFTTFTFTTTTTTTTTTRA

T

DAF

97

98

97

3-4-7

1-3-4

1-1-2

558.4

532.4

101.0

103.0

105.0

108.0

109.5

114.0

115.5

120.0

123.0

124.5

130.0

21

19

19

28.5

26.3

28.4

31.0

30.9

32.7

35.5

97

95

94

92

ST11

VS3

SS12

ST13

VS4

ST14

VS5

SS15

ST16

VS6

SS17

43

40

40

11

7

3

99.0

125.0

4080

3480

1600#

3670

4100

1940

3610

1200#

4000

3730

800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: No recovery onShelby tube attmept at 98ft. due to sample falling outof sampler.

Soft LEAN CLAY, tracesand, trace gravel, gray(CL)

DRS5S5

SS155

ST1ST1

RDDRDDRA1-3-4RARA

DA

DRDRARAARAD120DDDDDDDRDRAF9.59.5

114.04.0

115.5115AFRARAAF

7070

41004

194040

36

FAFAAFAFAFT28.42

3131FT

AFTTAFFT95 TFTFTTFFT40TFTFTTTT1919TTTTT98TTTFTFTTT

RAT

DAF

2611-6-3

5-17-18

39-46-45

35-50/5"

524.9

522.4

517.4

508.4508.0

135.0

140.0

145.0

149.4

8.1

21.9

SS18

SS19

SS20

SS21

9

35

91

50 +

132.5

135.0

140.0

149.0149.4

5500*

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

Soft LEAN CLAY, tracesand, trace gravel, gray(CL)

Loose SILTY FINE SAND,few gravel, gray, moist(SM)

Very stiff LEAN CLAY,trace sand, trace gravel,gray (CL)

Alternating layers of LEANCLAY and extremely denseSILT, with sand, tracegravel, gray (CL) (ML)

Extremely dense SILTYFINE SAND, gray, moist(SM)

End of Boring at 149.4 ft.(Terminated upon SPTsample refusal) DRSS21S21

DRRD150150

55DDDDDDDDRA5

35-50/5"35-50/5A

DRRA9191

50 +50 +ARARARARAF145.0145.0

1414AAF

RA0*0*

<> FAAFAFDRRADD

AFT21.92

FTA

TAFFTTFFTTFTFTTTTTTTTTT

DAF

3-3-4

3-4-6

3-5-8

4-4-5

6-13-10

10-21-22

5-5-8

4-8-11

655.4

646.9

640.9

636.9

632.4

630.9

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

14.2

10.2

13.8

12.8

11.1

21.7

25.3

14.2

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

7

10

13

9

23

43

13

19

0.5

9.0

15.0

19.0

23.5

25.0

9000*

9000+*

6000*

6500*

9000*

5500*

2500*

5000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 75Engineer on Rig: S. SwaminathanDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite GroutChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

6 inches of TOPSOIL

FILL - Hard to very stifflean clay, few sand, tracegravel, trace roots above7.5 ft., occasional siltpartings and fine sandpartings, brown to gray(CL)

FILL - Alternating seamsand layers of silt, silty finesand and sandy lean clay,trace gravel,gray/brown/dark brown,moist (ML)(SM)(CL)

Very stiff LEAN CLAY,trace sand, trace gravel,gray (CL) (Possible Fill)

Dense poorly graded FINESAND with silt, tracegravel, brown, moist(SP-SM) (Possible Fill)

Alternating layers of poorlygraded FINE SAND andstiff LEAN CLAY, tracegravel, brown, moist(SP)(CL) (Possible Fill)


DRSS66

SS7SS7DRDRDD2020

DDDDDDDDRA10-21-2210-21

ADRRAD

2323

43


0*0*


AFT12.812

11.11.1FTA


DAF

76

4-7-9

4-6-7

4-5-7

4-4-9

6-10-11

4-5-9

2-4-5

620.9

602.4

595.9

35.0

40.0

45.0

50.0

55.0

60.0

65.0

18

16.6

16.7

17.9

18.8

11.0

26.4

20.9

SS9

SS10

SS11

SS12

SS13

SS14

SS15

35

16

13

12

13

21

14

9

35.0

53.5

60.0

5000*

3500*

4500*

4000*

9000*

5000*

1600#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Stiff to very stiff LEANCLAY with sand, tracegravel, gray (CL)

Hard to very stiff LEANCLAY, few sand, tracegravel, gray (CL)

Medium to stiff LEANCLAY, trace sand, tracegravel, gray (CL)

DRSS133 RDDRD55DDDDDDRA4-4-94-4-9

6-10-116-10-11RADRADR

13 ARARARARAF45.00

50.050AFRAFRA

4500*450

4000AFAFAAFDDRRADD

53.553.5

DDAFT17.917.9

AFFTA

TFFT353

TFTFTFTFTT1

TTTTTTAF

56

3-5-7

3-5-6

4-5-7

2-3-5-7

2-3-5-7

3-5-6-8

3-5-6-6

585.9

573.9

565.9

561.9

70.0

75.0

80.0

82.0

82.5

84.0

86.0

87.5

90.0

92.0

94.0

95.5

98.0

8

17.3

28.3

17.7

15.9

14.7

23.4

24.6

26.1

14.7

12.2

26.4

101

SS16

SS17

SS18

SS19

ST20

DP21

ST22

VS1

SS23

SS24

ST25

VS2

SS26

24

12

11

12

8

8

11

11

70.0

82.0

90.0

94.0

2200#

1600#

1600#

2000#

<>

1800#

2740

4660

1600#

4000*

3000*

5030

1600#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




NOTE: Poor recovery onShelby tube ST20 at 84 ft.;direct pushed to 84 ft. toretrieve sample.

Very stiff to stiff SANDYLEAN CLAY, trace gravel,gray (CL)

Very stiff to soft LEANCLAY, trace sand, tracegravel, gray (CL)

2020

DP21DP21

ST22ST2

VS1

SS23SS23

RRDRDRDDDDD8585

DDDDDDDDRA2-3-5-72-3-5-7 ARARADRDRDDRA1212

8 ARARARARADRAF80.080.0

82.082.0

82.582.

84.084.0ARARARAFAF1600#16

2000#

<AAAAF0#0#

FAFAFAFT28.328

17.77.7FTA

TAFFTFTTFFTFTTFTFTTTTTTTTT

DRT

RAT

DAF

ft.;ft.;

94

95

2-4-5-7

2-4-6-7

1-5-5-6

1-5-6-6

1-4-5-4

2-5-5-5

2-5-6-6

2-4-4-5

2-2-3-4

100.0

102.0

104.0

105.5

108.0

110.0

112.0

113.5

116.0

118.0

120.0

122.0

123.5

125.5

130.0

19

20

27.5

25.4

25.4

28.4

29.6

28.2

34.8

28.0

27.2

32.2

35.2

33.3

101

98

91

SS27

SS28

ST29

VS3

SS30

SS31

ST32

VS4

SS33

SS34

SS35

ST36

VS5

SS37

SS38

41

42

9

10

10

11

9

10

11

8

5

1600#

1400#

1410

4540

1200#

1200#

1640

5410

1200#

800#

1000#

2170

4910

1200#

1200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRS33S33

SS344

SS3535

ST3636

VV

RDRDDDRA1-4-5-44

2-5-5-52-5-

2-5-6-6-6

ARARADRDRARA9

10

AARARARRARAD120DDDDDDDRDRAF10.00.0

112.01

113.53.5

116.0116.AFAFRARARAAF

0#0#

1200#120

1640

54105410

1

FAFAFAAAFAFT28.42

29.629.6

28.228.2

TFTAFAFA

TFT98

TTFTFFTFTTTFTFTTTTTTTTTTTFTFTTTRA

T

DAF

8-15-24-45

36-88

522.9

520.9

516.9

135.0

139.0

13.4

8.8

SS39

SS40

39

88+

133.0

135.0

139.0

8000*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>


Hard LEAN CLAY withsand, trace gravel, gray(CL)

Hard LEAN CLAY withsand, trace gravel,occasional fine sandpartings, gray (CL)(Possible Hardpan)

End of Boring at 139 ft.(Terminated upon SPTsample refusal on possiblehardpan)

DRARAD

150150

55DDDDDDDDRDRAFFAFRA

DAFT8.88.8

FTTFTTFTTFTFTTTTTTTTTTAF

65

4-4-5

8-9-12

7-3-5

5-5-8

6-9-11

4-6-8

7-9-10

5-6-9

639.5638.9

636.4

631.4

626.4

621.4

609.9

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0 20

10.6

10.6

16.3

11.9

14.0

17.3

16.4 121

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8 36

9

21

8

13

20

14

19

15

0.30.9

3.5

8.5

13.5

18.5

30.0

9000+*

9000+*

9000*

9000*

3500*

2000*

5000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 75Engineer on Rig: R. CalkinsDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA




DATE COMPLETED:9/14/2016 LOG OF TEST BORINGSB-03LABORATORY DATA

DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

4 inches of ASPHALTICCEMENT CONCRETE7 inches of PORTLANDCEMENT CONCRETEFILL - Loose poorly-gradedfine to medium sand withsilt and gravel, trace coarsesand, brown, moist(SP-SM)Hard LEAN CLAY, tracesand, trace gravel,gray-brown (CL)

Hard LEAN CLAY, tracesand, trace gravel,occasional silt partings,brown (CL)


Stiff to very stiff SANDYLEAN CLAY, few gravel,gray (CL) DRSS66

SS7SS7DRDRDD2020

DDDDDDRA4-6-84-6-

ADRRAD

2020

14


0*0*

9000*90 FAAFAFAFT16.316

11.91.9FTA


DDDRT

RAT

DAF

65

5-6-7

5-7-8

5-8-10

4-3-4

3-4-5

4-4-6

589.9

583.4

35.0

40.0

45.0

50.0

55.0

56.5

60.0

65.0

7

15.7

15.1

19.3

13.4

16.0

27.0

25.0

116

100

SS9

SS10

SS11

SS12

ST13

VS1

SS14

SS15

22

13

15

18

7

9

10

50.0

56.5

3000*

2000*

2000*

2000*

2500

5530

1480

2200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Stiff LEAN CLAY with sand,trace to few gravel,occasional fine sandpartings 48.5-50 ft., gray(CL)

Stiff to very stiff SANDYSILTY CLAY, few gravel,gray (CL-ML)

Medium to stiff LEANCLAY, trace sand, gray(CL)

DRST133

VS11

RDDDRD55DDDDDDDRA4-3-44-3-4

RADRADR

7 ARARARRARAF45.00

50.050AFRAFRA

2000*200

2000AFAFAAFDRRAD55

AFT19.319.3

AFFTA

TFFTTFTFTFTFTTTTTTTT

DAF

96

3-4-6

3-4-4

3-4-4

4-4-4

3-4-5

4-4-5

551.4

70.0

75.0

80.0

85.0

90.0

95.0

25

26.8

27.2

26.5

27.9

27.6

31.3

SS16

SS17

SS18

SS19

SS20

SS21

47

10

8

8

8

9

9

88.5

1200#

2200#

1400#

2000#

1800#

1400#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Medium to soft SANDYLEAN CLAY, trace gravel,gray (CL)

DRSS199

SS20SS20DRDRDD8585

DDDDDDRA4-4-44-4-

ADRRAD

88

8

ARARARAD88.588.5 DRAF80.080.0AAFRA

0#0#

1400#14 FAAFAFAFT27.22

26.56.5FTA

TAFFTTF

477

FTTFTFTT96TT2525TTTT

DDDRT

RAT

DAF

61

52

4-5-6

4-5-4

5-11-15

23-53/3"

26-45-40/4"

10-23-29

30-36-50/5"

530.9

526.4

521.4

511.4

100.0

105.0

110.0

114.3

119.8

125.0

129.9

24

15

29.5

30.7

12.9

23.2

SS22

SS23

SS24

SS25

SS26

SS27

SS28

44

32

11

9

26

53 +

85/10"

52

86/11"

109.0

113.5

118.5

128.5

1600#

800#

<>

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

Medium to soft SANDYLEAN CLAY, trace gravel,gray (CL)

Medium dense SANDYSILT, trace gravel, gray,moist (ML)

SANDY LEAN CLAY, fewgravel, occasional sandysilt pockets, gray (CL)

Hard LEAN CLAY, tracesand, trace gravel, frequentsilt partings below 120 ft.,gray (CL)

NOTE: Driller reportedpossible cobbles 125-126ft.

DRSS266DDRDD120DDDRA23-53/3"23-53/3"

26-45-40/426-45-40/4RADRADRRA53 ++ ARARARARAF110.00

114.3114AFRAFRAAF

<>AFAFAAFDDDDDRRADD

118.5118.

DDAFTAFFTAFTTFFTFT

444

TFTFTFTFTT2

TTTTTTTAF

18-53-47/3"

75/5"

80

506.4

504.9

495.9

134.8

138.9

144.0

SS29

SS30

SS31

100/9"

75 +

80+

133.5

135.0

144.0



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

Extremely dense SILT,trace sand, trace gravel,gray, moist (ML)

Extremely dense SILTYFINE SAND, trace gravel,gray, moist (SM)

Extremely dense FINEGRAVEL (possiblefractured bedrock), tracesilt, trace sand, gray, wet(GP)

End of Boring at 144 ft.(Boring continued as RockCore)

DRAA80+80+ AARAD

150150

55DDDDDDDDRDRAF144.0144AFAFAFAFAFRA

DAFTFTAFTAFFTFTFTFFTFTTFTFTTTTTTTTTTAF



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: S. SwaminathanDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA




DATE COMPLETED:10/12/2016 LOG OF TEST BORINGSB-03ALABORATORY DATA

DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRD2020


AFTFTFTTTTTTAF



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRD55DDDDDDRARARAFAFDDRRADD

AFTFTFTTTTTTAF

95

571.6

548.1

70.0

71.5

80.0

81.5

90.0

91.5

18

26.9

27.7

27.1

100

99

99

ST1

VS1

ST2

VS2

ST3

VS3

38

68.0

91.5

3490

2860

3660



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



NOTE: Vane shear tests at71.5, 81.5, and 91.5 ft.terminated early due tohigh force gauge readings.

Medium LEAN CLAY, tracesand, trace gravel, gray(CL)

DRST3ST3DDDD

8585

DDDRAARAD

ARAARADDDDDDRDRAF80.080.0

81.581.5ARAAF2860AAAFAFAFT27.727.7AAFFT

99

TFFTTFFTFTTTTTTRA

T

DAF

0-0-3540.1

530.6

99.5

102.0

103.5

107.0

109.0

26.8

28.5

33.8

95

92

SS4

ST5

VS4

NR6

ST7

399.5

109.0

1200#

3080

2860



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: Vane shear test at103.5 ft. terminated earlydue to high force gaugereadings. No recovery onShelby tube attempt at 107ft. due to sample falling outof sampler.


DRD120DDDRARARAFF28602860 FFAFDDDDDRRADD

AFT33.8FTFT92FTFTTTFTFTTFTFTTTTTTTTTTAF

8-9-7

4-5-5

2-4-6

3-5-9

3-5-7

3-6-9

5-9-13

7-10-13

621.7621.5

619.9

597.4

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

16.4

17.4

16.3

15.6

16.2

17.7

SS1

SS2

SS3

SS4

NR5

SS6

SS7

SS8

16

10

10

14

12

15

22

23

0.70.9

2.5

25.0

<>

3000*

5000*

4000*

<>

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: N. OttoDrilling Method: 4 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

8 inches of ASPHALTICCEMENT CONCRETEField Engineer reported 3inches of gravel FILL (BaseMaterial)FILL - Medium densepoorly graded fine tomedium sand, trace silt,trace gravel, brown, moist(SP)

Stiff to very stiff LEANCLAY, trace sand, tracegravel, gray (CL)

NOTE: Poor recovery onSPT sample SS2 at 5 ft. Norecovery on SPT sampleattempt at 15 ft. due tosample falling out ofsampler.


DRSS66

SS7SS7DRDRDD2020

DDDDDDDDRA3-6-93-6-

ADRRAD

1212

15


0*0*

FAAFAFDRRADRAFT16.316

FTA


DAF

5-9-10

1-3-3

1-2-3

2-3-3

1-3-4-6

1-2-3-4

2-3-3-3

587.435.0

40.0

45.0

50.0

53.0

54.5

57.0

59.0

61.0

62.5

65.0

25.0

24.2

27.0

27.3

27.0

26.4

28.6

27.4

27.7

99

99

SS9

SS10

SS11

SS12

ST13

VS1

SS14

SS15

ST16

VS2

SS17

19

6

5

6

7

5

6

35.02500*

2500*

2000*

2000#

4820

3290

1000#

1400#

3890

3360

1800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRST133

VS1S1

SS1414

RDRDDRDDD55DDDDRA2-3-32-3-3

RADRDRARAD

6 ARARRARARARAF45.00

50.050AFRAFRARA

2000*200


AFFTAFTTFFTFTTFTFTFTFTTTTTTTT

DAF

98

97

49

1-2-3-4

2-3-5-6

3-5-7-8

2-2-3-3

1-3-3

1-3-4

5-4-3-3

4-13-19-28

551.4

529.4

527.4

67.0

69.0

71.0

73.0

74.5

77.0

79.0

80.5

83.0

85.0

86.5

89.0

90.5

93.0

95.0

21

19

28.1

26.7

26.1

25.0

28.7

32.9

28.9

31.0

28.0

31.1

19.9

92

95

94

SS18

SS19

SS20

ST21

VS3

SS22

ST23

SS24

NR25

ST26

SS27

ST28

VS4

SS29

SS30

43

41

5

8

12

5

6

7

7

32

71.0

93.0

95.0

1800#

1400#

1200#

<>

2800

1600#

2480

800#

2360

<>

3410

2050

800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Stiff to soft LEAN CLAY,trace sand, occasional siltseams below 90 ft., gray(CL)

NOTE: Poor recovery onShelby tube ST21 at 73 ft.No recovery on Shelbytube attempt at 83 ft. due tosample falling out ofsampler.

Dense CLAYEY FINESAND, trace gravel, gray,moist (SC)


DR55

ST2626

SS27SS27

ST288

VSVS

RDRDRDDDD8585

DDDRA3

1-3-4-3-4

ARARADRDRRADRARARA66 ARARRARADDDDDDRDRAF00

79.0

80.55

83.083

88AFAF

RARARAAF1600#16

248080

800#800# FAFAFAFAAFAFT28.7.7

32.932

28.99

TFTAFTAFAFTAFT

92

TFTFTFFTFT4

TTFTFTFTFTFTTTTTTTTTTTTTRA

T

DAF

8-16-34-47

17-43-35-39

70-50/2"

77-50/3"

522.4

508.6

100.0

105.0

108.7

113.8

30.2SS31

SS32

SS33

SS34

50

78

50 +

50 +

100.0

113.8

7000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>


Very dense to extremelydense SILTY FINE SAND,occasional silty fine tomedium sand layers, finegravel layer atapproximately 113 ft., gray,moist (SM)


77-50/3"7-50/3

RARA50 ++

RARARAD120DDDDDDDRDRAF77

113.8113.8F

RARAFAFAAFAFTFTFTAFTTFTFTFTTFTFTTTTTTTTFTFTTT

RAT

DAF

8-15-13

7-8-10

20-9-9

8-12-12

19-13-12

5-5-5

4-7-9

5-7-10

636.7636.5

618.4

607.1

3.0

5.0

7.5

10.0

15.0

20.0

25.0

30.0

17.3

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

28

18

18

24

25

10

16

17

1.41.6

19.7

31.0

3000*

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 75Engineer on Rig: L. Martinez/S. SwaminathanDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

16.5 inches of PORTLANDCEMENT CONCRETEField Engineer reported 3inches of gravel FILL

FILL - Medium densepoorly-graded fine tocoarse sand, trace silt,trace gravel, brown, moist(SP)

NOTE: Driller reportedpossible cobble at 13.5 ft.


DRSS66

SS7SS7DRDRDD2020

DDDDDDDDRA2

5-5-55-5-

ADRRAD

2525

10

ARARARARAF15.015.0AAFRAFAAFAF

DRRADD

AFTFTA


DAF

67

5-11-12

6-9-9

5-3-4

2-2-3

11-8-7

3-4-5

3-4-5

594.6

578.1

35.0

40.0

45.0

50.0

55.0

56.0

60.0

65.0

14

8.4

12.3

17.6

19.3

25.8

27.5

29.5

94

SS9

SS10

SS11

SS12

NR13

DP14

SS15

SS16

28

23

18

7

5

15

9

9

43.5

60.0

9000+*

4000*

1200#

<>

<>

3070

1400#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Medium to stiff SANDYLEAN CLAY, trace gravel,gray (CL)

NOTE: No recovery onSPT sample attempt at 55ft. due to sample falling outof sampler, direct pushedto 56 ft. to retrieve sample.

Medium to very stiff LEANCLAY, trace to few sand,trace gravel, gray (CL)

DRNR133

DP144

RDDDRD55DDDDDDRA2-2-32-2-3

11-8-77RADDRADR

5 ARARARADRAF45.00

50.050AFRAFRA

1200#120

<>AFAFAAFAFT17.617.6

AFFTA

TFFT28TFTFTFTFTT1TTTT

DDRT

RAT

DAF

le.le.

89

95

3-3-5

3-4-4

70.0

71.5

75.0

80.0

81.5

85.0

90.0

91.5

95.0

96.5

20

28

24.0

29.7

26.5

29.0

30.4

26.5

100

98

99

94

99

ST17

VS1

SS18

ST19

VS2

SS20

ST21

VS3

ST22

VS4

38

48

8

8

3500*

4660

2890

3750

5470

1800#

1500*

4160

3680

4660



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRSS2020

ST21ST21DRDRDDRA3-4-43-4-

ARADRRAD

8

ARARARARAD

8585

DDDDDDDDRDRAF80.080.0

81.581.5ARAAFRA

00

3750

5470FAAAFAF

RAD

AFT29.72

26.526.5FTA

TAFFT98

99

TFTTFFTTFTTFFTFTTTTTTTTTTTAF

99

56

3-3-4

11-18-18

11-15-21

12-39-44

46-50/5"

30-50/5"

533.1

524.1

519.1

518.1

508.7

100.0

105.0

110.0

115.0

120.0

124.4

129.4

8

18.8

24.0

8.7

26.8

25.5

93

SS23

ST24

SS25

SS26

SS27

SS28

SS29

23

7

36

36

83

50 +

50 +

105.0

114.0

119.0

120.0

129.4

1600#

2000

9000+*

4000*

4500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>


Hard SANDY LEAN CLAY,trace gravel, gray (CL)


Extremely dense poorlygraded FINE SAND, tracesilt and gravel, occasionalsilty fine sand pockets,gray, moist (SP)

Extremely densepoorly-graded FINE TOMEDIUM SAND with silt,trace gravel, gray, wet(SP-SM)

DRSS277 RDDRDD120DDDRA11-15-2111-15-21

12-39-4412-39-44RADRADR

36 ARARARARAF110.00

115.011AFRAFRA

9000+*9000

4000AFAFAAFDDDDDRRADDD119.01

120.0120 DDDAFT8.78.7

AFFTAFTTFFTFT

2323

TFFTFTFTTTTTTTTAF

48-45-45

40-50/1"

50/5"

38-50/0"

50/5"

50/4"

503.1

493.1

483.1

135.0

139.1

143.9

148.9

153.9

158.8

SS30

SS31

SS32

SS33

SS34

SS35

90

50 +

50 +

50 +

50 +

50 +

135.0

145.0

155.0



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

>>

>>

Extremely densewell-graded FINE TOCOARSE SAND with silt,trace gravel, gray, wet(SP-SM)

Extremely dense CLAYEYSAND, trace silt, tracegravel, gray, wet (SC)

Extremely dense mixedCLAYEY SAND andSHALE pieces, dark gray,wet (SC)

Extremely weatheredSHALE, black

DRSS33S33

SS34S34DRDRDDD150150

55DDDDDDDDRA38-50/0"8-50/0"

ADRDRAD

50 +50 +

50 +50 +ARARARARAF143.9143

1414AF

RAFRAFAFAFAF

DRRADRAFTFT

AFTAFFTFTFTFFTFTTFTFTTTTTTTTTTT

DAF

50/1"474.5

163.6SS36 50 +163.6



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

165

170

175

180

185

190

195

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

End of Boring at 163.6 ft.(Boring continued as RockCore)

DRD185DDDDDDDRARARAFAFDRRADRAFTFTFTTTTTT

DAF

12-14-18

10-7-12

5-7-9

7-8-8

9-9-11

3-4-4

4-6-7

3-4-7

635.5

617.9

616.4

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

11.5

15.6

15.7

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

32

19

16

16

20

8

13

11

0.9

18.5

20.06000*

3500*

4000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: S. WhooleryDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

11 inches of PORTLANDCEMENT CONCRETE

FILL - Dense to mediumdense poorly graded fine tocoarse sand, trace silt,trace gravel, occasionallean clay layers below 7.5ft., brown, moist (SP)

Very stiff LEAN CLAY,trace sand, trace gravel,brown (CL)


DRSS66

SS7SS7DRDRDD2020

DDDDDDDDRA3-4-43-4-

ADRRAD

2020

8


DRRAD

.00

DAFTFTA


DAF

6-9-11

3-3-5

3-4-6

2-4-4

4-5-6

3-4-5

586.4

35.0

40.0

45.0

50.0

55.0

56.5

60.0

65.0

15.7

16.7

15.8

17.4

26.5

25.2

26.3

101

SS9

SS10

SS11

SS12

ST13

VS1

SS14

SS15

20

8

10

8

11

9

50.0

<>

3000*

4000*

2000*

3490

3790

1400#

1800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Stiff to medium LEANCLAY, trace sand, tracegravel, gray (CL) DRA2-4-42-4-4

RADRADRST133

VS11

RDDDR8 ARARARRA

D55DDDDDDDRDRAF45.00

50.050AFRAFRA

4000*400

2000AFAFAAFAFTTT15.815.8

AFFTA

TFFTTFTFTTFTFTTTRA

T

DAF

2-3-3

3-3-4

3-4-5

2-3-3

2-2-2

1-2-3

70.0

75.0

80.0

85.0

90.0

95.0

26.7

28.5

28.6

30.2

31.8

28.7

SS16

SS17

SS18

SS19

SS20

SS21

6

7

9

6

4

5

1400#

1800#

1800#

1000#

1200#

1000#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRSS199

SS20SS20DRDRDDD8585

DDDDRA2-3-32-3-

ADRRADRA99 A

6

ARARARARAF80.080.0AAFRAAF

0#0#

1800#18 FAAFAFDDDDDRRADD

AFT28.528

28.68.6FTA

TAFFTFTTFFTFTFTTFTTTTTTTTTTTAF

2-1-2

7-2-3

6-12-28

7-11-21

20-32-33

16-28-37

21-37-50

536.4

531.4

526.4

517.9

516.4

510.4

100.0

105.0

110.0

115.0

120.0

125.0

130.0

26.1

8.4

22.3

11.6

SS22

SS23

SS24

SS25

SS26

SS27

SS28

3

5

40

32

65

65

87

100.0

105.0

110.0

118.5

120.0

126.0

1200#

9000+*

4000*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>


Loose SILT, trace sand,gray (ML)

Hard LEAN CLAY, withsand, trace gravel, gray(CL)


Very dense SILTY FINESAND, trace gravel, gray,wet (SM)

Very dense SILTY FINETO COARSE SAND, tracegravel, gray, wet (SM)

Hard LEAN CLAY, tracesand, trace gravel, gray(CL)

DRA7-11-217-11-21

20-32-3320-32-33RADRADRSS266 RDDR

32 ARARARAD120DDDDDDDRDDD

118.5118.

120.0120 DDRAF110.00

115.011AFRAFRA

9000+*9000

4000AFAFAAFRA

DAFT8.48.4

AFFTA

TFFTTFTFTFTFTTTTTTTTAF

yy

21-41-43

21-47-40

22-43-46

48-50/2"

50/3"

502.9

492.9

487.9

482.6

135.0

140.0

145.0

149.2

153.8

SS29

SS30

SS31

SS32

SS33

84

87

89

50 +

50 +

133.5

143.5

148.5

153.8



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

>>


Extremely densewell-graded FINE TOCOARSE SAND with silt,few gravel, gray, wet(SP-SM)

Extremely dense poorlygraded FINE TO MEDIUMSAND with silt, few gravel,gray, wet (SP-SM)

NOTE: Cave-in reported at145 ft.

Completely weathered darkgray SHALE (Residual Soil)


6

48-50/2"8-50/2"A

DRDRAD

145.0145.0

1414AAF

RASS32S32

SS33S33DRDRD8989

50 +50 +ARARA

3.8.8 DFAAF

RAAFD

150150

55DDDDDDDDRRAD

AFTTTTTFTA

TAFFTTFFTTTFTFTTTAF

rkkSoil)Soil)

635.7

634.6

0.9

2.0



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 45Engineer on Rig: A. PattersonDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

11 inches of PORTLANDCEMENT CONCRETEFILL - Poorly graded fine tocoarse sand, few gravel,trace silt, brown, moist (SP)


DRD2020


AFTFTFTTTTTTAF

2-4-5-6

577.6

61.0

63.0

64.5

28.9

26.4 100

SS1

ST2

VS1

9

59.0

1600#

5340

3480



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




AFTFTFTTTTTTAF

96

96

98

1-3-4-5

1-3-5-6

1-2-3-5

1-2-3-4

1-2-2-4

1-2-3-5

1-2-2-4

3-3-3-4

1-2-2-3

545.6

67.0

69.0

71.0

73.0

74.5

77.0

79.0

81.0

83.0

84.5

87.0

89.0

90.5

93.0

95.0

97.0

21

19

22

27.4

27.7

28.5

27.9

28.4

28.4

27.5

27.5

31.8

30.4

28.4

34.5

29.5

98

96

93

SS3

SS4

SS5

ST6

VS2

SS7

SS8

SS9

ST10

VS3

SS11

ST12

VS4

SS13

SS14

DP15

43

40

45

7

8

5

5

4

5

4

6

4

91.0

1800#

1600#

1200#

5210

3170

1600#

1800#

1400#

3630

2920

1200#

4200

2300

600#

1200#

800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Soft to medium LEANCLAY, trace sand, tracegravel, occasional siltlayers below 99 ft., gray(CL)

NOTE: No recovery onShelby tube attempt at 97ft. due to sample falling outof sampler; direct pushed

DR00

VS3VS3

SS11S11

ST122

VSVS

RDRDDDRDD8585

DDDDRA3-5

1-2-2-42-2-4

ARARADRDDRRA

44

55 ARARARRRARAF00

79.0

81.00

83.083

8484AFAF

RARAAF1600#16

1800#00#

1400#1400#

363

FAFAFAFAFDDDDDRRADD

AFT28.4.4

28.428

27.527

TFTAFTAFAFTFT

9898

TFTFTFFTFTFT43

TTFTFTFTFTT21

TTTTTTTTTTTTAF

7-6-9-7535.6

98.5

101.0 26.1

VS5

SS16 15101.0

1990

1200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

to 97 ft. to retrieve sample.



DAF

4-3-3

4-6-7

3-4-8

2-4-6

1-4-7

3-6-9

3-6-10

4-5-10

630.6

628.1

600.6

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

14.1

13.9

14.4

13.7

14.5

14.3

15.5

124

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

6

13

12

10

11

15

16

15

0.1

2.5

30.0

8000*

<>

7000*

7500*

6000*

8500

6500*

BORING LOCATION INFORMATIONUpon Completion: none


#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 45BEngineer on Rig: S. SwaminathanDrilling Method: 2 1/4 inch HSAMethod Notes:Hammer Type: AutomaticBackfilled With: CuttingsChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:

DATE COMPLETED:9/15/2016 LOG OF TEST BORINGRW-40LABORATORY DATA

DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

1 inch of TOPSOILFILL - Loose well-gradedfine to coarse sand, tracesilt, trace gravel, brown,moist (SW)

Hard to very stiff LEANCLAY, trace sand, tracegravel, Field Engineerreported sand seams 29-30ft., gray (CL)


DRSS66

SS7SS7DRDRDD2020

DDDDDDRA3-6-93-6-

ADRRAD

1111

15


0*0*

7500*75 FAAFAFAFT14.414

13.73.7FTA


DDDRT

RAT

DAF

4-8-12

5-7-14

595.6

590.6

35.0

40.0

8.3

17.2

SS9

SS10

20

21

35.0

40.0

9000+*

8000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 45BEngineer on Rig: S. SwaminathanDrilling Method: 2 1/4 inch HSAMethod Notes:Hammer Type: AutomaticBackfilled With: CuttingsChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17





AFTTTTFTFTTTTTTTAF

629.5628.8

623.8

0.3

1.0

6.0



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: S. SwaminathanDrilling Method: 4 inch SSA/WRMethod Notes: WR drilling started at 9 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks: UCS at vane shear estimated by 2xfield shear strength. Driller reported harddrilling at 110 ft.

DATE COMPLETED:10/19/2016 LOG OF TEST BORINGRW-40ALABORATORY DATA

DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

4 inches of PORTLANDCEMENT CONCRETEField Engineer reportedbrown gravelly sand FILL(Base Material)Field Engineer reportedbrown SILTY SAND

Profile drilled to 38.5 ft.

DRD2020


AFTFTFTTTTTTAF

93

96

4-6-8

8-10-11

2-5-6

1-3-6

1-0-3

591.3

587.3

584.8

568.3

40.0

45.0

50.0

55.0

59.5

61.5

63.5

23

22

22.0

14.2

25.7

34.1

27.1

SS1

SS2

NR3

SS4

SS5

VS1

ST6

44

40

14

21

11

9

3

38.5

42.5

45.0

61.5

5000*

5000*

2500*

<>

4720

2500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



Very stiff LEAN CLAY withsand, trace gravel, gray(CL)


NOTE: No recovery onSPT sample attempt at 50ft. due to sample falling outof sampler.


DRA2-5-62-5-6

1-3-6RADRADRSS4 RDDR

11 ARARARAD55DDDDDDDRDRAF45.00

50.050AFRAFRA

5000*500

AFAFAAFAFTTT14.214.2

AFFTA

TFFTTFTFTTFTFTTTRA

T

DAF

5050tt

97

2-3-4

1-3-3

0-2-4

548.3

534.8

71.0

72.5

77.5

80.0

81.5

86.0

88.0

90.0

92.5

95.0

96.5

22

25.9

26.8

27.4

30.1

29.9

34.9

30.1

101

98

91

ST7

VS2

SS8

ST9

VS3

NR10

DP11

SS12

SS13

ST14

VS4

40

7

6

6

81.5

95.0

3300

3360

2000#

3540

3980

<>

1400#

<>

870

3420



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Medium to soft LEANCLAY, trace sand, tracegravel, gray (CL)

NOTE: No recovery onShelby tube attempts at 86and 88 ft. due to samplefalling out of sampler, directpushed at 88 ft. to retrievesample


NR10NR

DP11

SS12SS12DRDDDRDDD8585

DDDDDDDDRAARADRDDRD

AARAARRARAF77.55

80.080.0

81.581.5AFARAFAFR

2000#200

3540

3980AFAAFAFAFDRRADRAFT26.826.8

27.427.4AFAFTAF98

TFFTFTTFFTFFTFTTTTTTTT

DAF

94

0-1-3

4-4-2

8-19-22

14-50-51

22-58-72

529.8

522.8

512.8

509.8

100.0

105.0

110.0

115.0

120.0

14

22.2SS15

SS16

SS17

SS18

SS19

30

4

6

41

101

130

100.0

107.0

117.0

120.0

<>

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>


LEAN CLAY, few sand,gray (CL)

Dense to extremely denseSILTY FINE SAND,frequent lean clay pocketsabove 110 ft., gray, moist(SM)

Extremely densepoorly-graded FINE TOCOARSE SAND with silt,trace gravel, gray, wet(SP-SM)

End of Boring at 120 ft. DRA14-50-5114-50-51

22-58-7222-58-72RADRADRSS199 RDDR

101 ARARARAD120DDDDDDDRDD120.0120 DDRAF110.00

115.011AFRAFRAAFAFAAFRA

DAFTAFFTA

TFFT303

TFTFTFTFTT1

TTTTTTAF

3-4-6

4-2-6

4-6-7

3-5-6

3-4-7

5-6-7

3-5-7

2-5-6

635.8635.5

632.5

631.5

626.5

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

26.1

20.7

18.4

14.8

15.9

16.5

SS1

SS2

SS3

SS4

SS5

NR6

SS7

SS8

10

8

13

11

11

13

12

11

0.71.0

4.0

5.0

10.0

5500*

3500*

5000*

3500*

3500*

2000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: R. CalkinsDrilling Method: 4 inch SSA/WRMethod Notes:Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA

First Encountered: 4 feet


Remarks: Wash rotary starting at 20 ft.


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

8 inches of PORTLANDCEMENT CONCRETEField Engineer reportedFILLFILL - Medium dense toloose poorly graded fine tomedium sand with silt,trace gravel, occasionalsilty fine sand layers,brown, moist to wet(SP-SM)Very stiff LEAN CLAY,trace sand, trace gravel,brown (CL)Stiff to very stiff LEANCLAY, trace sand, tracegravel, gray (CL)

Stiff LEAN CLAY, few sand,trace gravel, gray (CL)

NOTE: No recovery onSPT sample attempt at 20ft. due to sample falling outof sampler. Sample SS9 at35 ft taken from augercuttings. DRNR66

SS7SS7DRDRDD2020

DDDDDDRA5-6-75-6-

ADRRAD

1111

13


0*0*

3500*35 FAAFAFAFT18.418

14.84.8FTA


DDDRT

RAT

DAF

00outout

7-8-11

5-9-10

2-3-6

2-4-5

3-4-5

3-4-6

601.535.0

40.0

45.0

50.0

55.0

60.0

65.0

15.3

19.5

26.7

27.9

33.0

SS9

ST10

SS11

SS12

SS13

SS14

SS15

19

19

9

9

9

10

35.0<>

<>

5000*

2000*

2000*

<>

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRA2-3-62-3-6



50.050AFRAFRA

5000*500

2000AFAFAAFRA

DAFT15.315.3

AFFTA

TFFTTFFTFTFTTTTTTTTAF

3-4-5566.5

70.0 28.1SS16 970.0

1200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRD8585

DDDDDDRARADRAFAFAFTFTFTTTT

DDDRT

RAT

DAF

635.6 0.8



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: M. Hiske/R. CalkinsDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRD2020


AFTFTFTTTTTTAF

2-3-5-6

574.4

64.0 27.0SS1 8

62.0

2200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




AFTFTFTTTTTTAF

97

98

3-4-5-5

2-2-3-4

2-2-3-5

2-3-3-4

2-2-3-5

2-2-3-4

1-2-3-3

1-2-4-4

566.4

66.0

68.0

69.5

72.0

74.0

76.0

77.5

80.0

82.0

84.0

85.5

88.0

90.0

91.5

94.0

96.0

98.0

21

25

27.4

23.4

28.0

27.2

27.0

28.1

28.5

27.6

30.9

29.4

30.8

28.3

25.3

103

98

98

95

100

SS2

ST3

VS1

SS4

SS5

ST6

VS2

SS7

SS8

ST9

VS3

SS10

ST11

VS4

SS12

SS13

ST14

43

47

9

5

5

6

5

5

5

6

70.0

2200#

4110

3540

1400#

2200#

3930

3610

1600#

1400#

3630

2860

1600#

3150

3170

1400#

1400#

2770



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRAF2-2-3-52-2-3-5

2-2-3-42

ARADRDRDDR

77.55

80.080.0

82.082.0

84.084.0

FAFARARAFST9ST9

VS3V

SS10

ST11ST11

RDRDRDDDR66

5 AARARRA39303930

3610361

1600#

1400#

FFAFAAAFRAAF

D8585

DDDDDDDDRRAD

AFTTTTT.2.2

27.0

28.128.1

2

FTFTAFAAF

98 TFTFTFFTFTFTFFTFTFTTTAF

47

1-2-4-4

1-1-2-3

20-17-13

17-50/5"

16-35-56

15-24-36

527.9

522.9

516.4

511.4

99.5

102.0

104.0

110.0

114.4

120.0

125.0

22.2

32.3

11.9

18.4

VS5

SS15

SS16

SS17

SS18

SS19

SS20

6

3

30

50 +

91

60

108.5

113.5

120.0

125.0

2920

1200#

1200#

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>


Dense SILTY FINE SAND,trace gravel, gray, moist(SM)


Very dense SILT, tracesand, gray, moist (ML)


DRA17-50/5"17-50/5"

16-35-5616-35-56RADRADRSS199DDR

50 + ARARARAD120DDDDDDDRDD120.0120 DRAF110.00

114.4114AFRAFRA9000+*AFAFAAFAFTTTAFFTA

TFFTTFFTTFTFTTTRA

T

DAF

7-13-13

9-10-8

5-5-7

8-11-15

7-6-6

6-10-13

7-11-14

5-6-10

636.3

633.5

632.0

629.0

617.0

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

21.5

12.2

12.9

16.3

17.2

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

26

18

12

26

12

23

25

16

0.7

3.5

5.0

8.0

20.0

7000*

<>

8000*

9000+*

8000*

7000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

8 inches of SANDYTOPSOIL, brownFILL - Medium dense siltyfine sand, trace topsoil,trace clay, trace gravel,occasional clay pocketsand sandy silt pockets,brown, moist (SM)Medium dense poorlygraded FINE SAND, withsilt, trace gravel, brown,moist (SP-SM)Very stiff LEAN CLAY,trace sand, trace gravel,occasional sandy siltseams, brown (CL)

Very stiff to hard LEANCLAY, few sand, tracegravel, gray (CL)

NOTE: Poor samplerecovery in SPT sampleSS4 at 10 ft.


SS66

SS7SS7DRDRDD2020

DDDDDDRA6-10-136-10-

ADRRAD

1212

23

ARARARAD

.00

DRAF15.015.0AAFRA8000*80 FAAFAFAFT

12.22.2FTA


DDDRT

RAT

DAF

85

91

48

94

6-13-15

6-8-13

6-9-12

5-8-13

7-12-23

7-23-21

10-31-36

21-63

47-45

33-37-35

33-29-30

12-19-23

11-15-18

7-11-13

592.0

590.5

585.5

582.0

576.0

35.0

40.0

45.0

46.5

48.5

50.0

51.5

53.0

54.0

55.6

58.5

60.0

62.5

64.0

65.5

18

28

23

16.4

16.3

14.2

14.8

17.8

11.6

8.8

22.7

25.4

119

114

121

103

SS9

SS10

SS11

SS12

ST13

SS14

NR15

SS16

NR17

SS18

SS19

NR20

SS21

NR22

SS23

35

51

44

28

21

21

21

35

44

67

63+

45+

72

59

42

33

24

45.0

46.5

51.5

55.0

61.0

6500*

6500*

6500*

4000*

4410

5000*

9000+*

<>

9000+*

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>


Very stiff FAT CLAY, fewsand, trace gravel, gray(CH)Very stiff LEAN CLAY, fewsand, trace gravel, gray(CL)

NOTE: No recovery onSPT sample attempt at 44ft. due to sample falling outof sampler.Hard SANDY LEAN CLAY,trace gravel, gray (CL)

NOTE: No recovery onSPT sample attempt at 54ft. due to possible cobble.

Very dense SILTY SAND,few gravel, gray, moist(SM)

NOTE: No recovery onSPT sample attempt at 60ft. due to possible cobble.

DRNR15NR15

SS16S

NR17R17

SS18

SS

RDRDRDRDDDDD55DDDRA7-12-237-12-23

7-23-213-21

10-31-3610-3

21-63-63

47-4

ARARADRDRDRDDRA

2121

A35

4444

67

AARARARRRARAF45.00

46.5

48.55

50.050

51.551.5AFAFRARAR

FAF6500*650

4000*0*

44104410

5000AFAFAAFAFDDDDDRRADD55.055 D

AFT14.214.2

14.814

17.817AFAFAFTFT99

114

TFFFTFT353

TFTFTFTFTT1

TTTTTTT

DAF

44

96

94

4-5-6

4-5-7

3-4-6

3-5-7

4-5-6547.0

67.5

69.0

70.5

75.0

80.0

85.0

90.0

17

18

25.3

26.7

25.9

23.2

27.8

28.0

102

104

ST24

VS1

SS25

SS26

SS27

SS28

SS29

39

38

11

12

10

12

1190.0

4200

5660

2000#

3000*

2000*

3500*

2500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Hard to stiff LEAN CLAY,few sand, trace gravel, gray(CL)

NOTE: No recovery onSPT sample attempt at 64ft. due to possible cobble.Poor sample recovery inSPT sample SS27 at 80 ft.

End of Boring at 90 ft.DRSS2828

SS29SS29DRDRDD8585

DDDDDDDRA3-5-73-5-

ADRRAD

1010

12


0*0*

2000*20 FAAFAFDDRRADD

AFT25.92

23.23.2FTA

TAF

104

FTTF388

FTTFTFTT94TT1818TTTTTTAF



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: S. SwaminathanDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite GroutChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRD2020


AFTFTFTTTTTTAF

573.9

65.0 28.3ST1

63.0



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



AFTFTFTTTTTTAF

95

98

0-2-4

543.4

70.0

71.5

77.0

78.5

85.0

86.5

92.0

93.5

95.0

17

17

24.9

26.3

26.3

27.2

31.2

103

100

101

99

ST2

VS1

ST3

VS2

ST4

VS3

ST5

VS4

SS6

37

39

6

93.5

3840

5030

2900

4720

3060

4540

3140

4040

1200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: Poor samplerecovery in Shelby tubeST1 at 65 ft.

Soft to stiff LEAN CLAY,trace sand, trace gravel,gray (CL)

DRST4T4

VS3VS3

DRDRRDDD8585

DDDRADRDRRARAARRARADDDDDDRDRAF00

78.5

88AFAF

RAAF290029

4720720

AFAFFAFAFT26.3.3

AFTAFFTFT1001 TFTFFTFT37FTFTTFTFTFTT17TTTTTTTT

RAT

DAF

57

0-1-4

0-3-4

6-5-12

53-50/3"

94

535.4

527.4

518.4517.9

512.9

100.0

101.5

105.0

110.0

115.0

119.3

124.1

26.5

28.8

28.0

10.8

96ST7

VS5

SS8

SS9

SS10

SS11

SS12

5

7

17

50 +

94+

101.5

109.5

118.5119.0

124.0

790

3920

1600#

1800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>



Medium dense SANDYSILT, trace gravel, gray,wet (ML)

Extremely dense poorlygraded FINE SAND, tracesilt, trace gravel, gray, wet(SP)Extremely dense poorlygraded MEDIUM TOCOARSE SAND, trace silt,trace gravel, gray, wet (SP)

End of Boring at 124 ft.(Terminated upon SPTsample refusal)

DRSS1111 RDDRD120DDRA6-5-126-5-12

53-50/3"0/3"RADRADR

17 ARARARADDDDDDRDDD

118.5118.119.01 DDRAF110.00

115.011AFRAFRA

1800#180

AFAFAAFAFT28.028.0

AFFTA

TFFTTFTFTFTFTTTTTTTRA

T

DAF

ee

10-6-4

4-5-8

3-6-7

2-5-6

2-4-6

9-15-14

2-6-10

25-15-9

625.8

624.7

602.7

596.7

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

12.9

15.3

15.9

15.5

15.1

12.6

14.2

SS1

SS2

SS3

SS4

SS5

NR6

SS7

SS8

10

13

13

11

10

29

16

24

0.4

1.5

23.5

29.5

7000*

6500*

7000*

6000*

6500*

6500*

7500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 55Engineer on Rig: R. CalkinsDrilling Method: 3 1/4 inch HSAMethod Notes:Hammer Type: AutomaticBackfilled With: CuttingsChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

4.5 inches of TOPSOILField Engineer reportedsand FILL


NOTE: No recovery in SPTsample attempt at 20 ft.

Very stiff LEAN CLAY, fewsand, trace gravel, gray(CL)

Dense SILTY FINE SAND,trace gravel, occasionallean clay layers, gray,moist (SM)

DRNR66

SS7SS7DRDRDD2020

DDDDDDDDRA9-15-149-15-

ADRRAD

1010

29


0*0*


AFT15.51

15.15.1FTA


DAF

14-22-20

2-5-7

587.7

586.2

35.0

40.0 15.6

SS9

SS10

42

12

38.5

40.06000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 55Engineer on Rig: R. CalkinsDrilling Method: 3 1/4 inch HSAMethod Notes:Hammer Type: AutomaticBackfilled With: CuttingsChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Dense SILTY FINE SAND,trace gravel, occasionallean clay layers, gray,moist (SM)



D55DDDDDDRARARAFAFDDRRADD

AFTTTTFTFTTTTTTTAF

625.4 0.4



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: M. WajedDrilling Method: 4 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

5 inches of ASPHALTICCEMENT CONCRETE


DRD2020


AFTFTFTTTTTTAF

96

8-9-8-11

3-5-6-8

2-4-6-8

2-2-4-5

1-3-3-5

585.8

568.8

42.0

45.0

50.0

55.0

56.5

59.0

61.0

63.0

64.5

19

17.7

21.9

25.0

24.9

26.1

25.9

27.2

101

99

SS1

SS2

SS3

ST4

VS1

SS5

SS6

ST7

VS2

40

17

11

10

6

6

40.0

57.0

4000*

2500*

2500*

4620

3360

1200#

1600#

3950

3920



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




DRST44

VS11

RDDDRDDRA2-4-6-82-4-6-8

RADRADR

10 ARARARRAD55DDDDDDDRDRAF45.0.0

50.050AFRARA

2500*25

2500*

FAFAFAAFRA

DAFT17.77.7

21.921.9FTAFFTAFTFTFTFTFTFTFTFTFTTTTTTTTTTTAF

95

98

48

1-3-3-5

1-2-4-3

4-3-3-4

1-2-4-5

1-2-4-5

2-2-4-4

1-2-4-4

8-9-16-15

18-25-24-32

540.8

533.3

67.0

69.0

71.0

73.0

75.0

77.0

78.5

81.0

82.5

85.0

89.0

91.0

92.5

95.0

97.0

19

24

NP

26.0

27.0

26.3

25.4

26.7

26.6

24.7

34.8

26.1

30.2

8.3

100

101

96

SS8

SS9

SS10

SS11

SS12

ST13

VS3

ST14

VS4

SS15

SS16

ST17

VS5

SS18

SS19

39

48

14

6

6

6

6

6

6

6

25

49

85.0

92.5

1600#

1200#

1600#

1800#

1600#

3150

3110

3430

3050

1000#

800#

2070

5160



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Soft to very stiff LEANCLAY, trace sand, gray(CL)

Medium dense to verydense SILTY CLAYEYSAND, few gravel, gray,moist (SC-SM)

DRSS1515

SS166

STST

RDRDRDDD8585

DDDDRA2-2-4-42-2-4-4

1-

RARADRARADRA

66ARARARARARARAF00

78.5

81.00

82.582

88AFAF

RARAAFRAAF

##

315031

3110110

34303430

3050

FAFAFAAAFAFDDDDDRRAD

.00

DDAFT26.726.7

26.6.6

24.724

TFTAFTAFAAFFT1001 TFTFTFFFTFTTTFTFTFTTTTTTTTTTTTAF

12-24-44-50

7-17-57-33

18-29-54

20-32-44

29-40-43

524.8

515.8

510.8

99.0

101.0

105.0

110.0

115.0

14.1

18.5

SS20

SS21

SS22

SS23

SS24

68

74

83

76

83

101.0

110.0

115.0

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

>>

Medium dense to verydense SILTY CLAYEYSAND, few gravel, gray,moist (SC-SM)


Extremely dense poorlygraded FINE SAND, tracesilt, trace gravel, gray,moist (SP)

End of Boring at 115 ft. RDD120DDDDRA29-40-4329-40-43

RARARA83 ARARARARAF110.00

115.011AFRAFRAAF9000+*9000

AFFAFAAFDDDDRRADRAFT18.518.5


DAF

44

6-8-10

5-6-7

4-7-9

3-5-8

2-6-7

13-14-9

3-6-8

3-7-10

635.8

632.0

627.5

617.5

613.0

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

24.2

19.2

13.2

14.1

15.6

13.9

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

18

13

16

13

13

23

14

17

0.7

4.5

9.0

19.0

23.5

8000*

7000*

6500*

3500*

4000*

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 750XEngineer on Rig: C. SchroederDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

8 inches of PORTLANDCEMENT CONCRETEFILL - Medium densepoorly graded fine sand,trace silt, trace gravel,occasional lean claypockets, brown, moist (SP)

Hard to very stiff LEANCLAY, trace sand, tracegravel, brown (CL)


NOTE: Driller reportedpossible cobble at 17 ft.

Medium dense SILTY FINETO MEDIUM SAND, fewgravel, occasional sandyclay seams, gray, moist(SM)


NOTE: Field Engineerreported layers of fine tocoarse gravel, with sandand clay 23.5-24 ft. and34-34.5 ft.

DRSS66

SS7SS7DRDRDD2020

DDDDDDDDRA13-14-913-14

ADRRAD

1313

23


0*0*


AFT13.21

14.14.1FTA


DAF

67

94

5-7-10

17-35-18

4-7-8

3-3-6

1-3-5

1-3-6

597.5

592.0

587.5

35.0

40.0

45.0

50.0

55.0

60.0

65.0

14

19

15.0

11.9

26.5

24.1

25.5

25.3

96

101

SS9

SS10

SS11

SS12

SS13

SS14

ST15

29

40

17

53

15

9

8

9

39.0

44.5

49.0

<>

<>

3650

2000#

2000#

5540



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>


NOTE: Field Engineerreported layers of fine tocoarse gravel, with sandand clay 23.5-24 ft. and34-34.5 ft.

Very dense SILTY FINESAND, trace gravel, gray,moist (SM)

LEAN CLAY, trace sand,trace gravel, gray (CL)

Very stiff to medium LEANCLAY, trace to few sand,trace gravel, gray (CL)


DRSS133 RDDRDD55DDDDRA3-3-63-3-6


50.050AFRAFRAAF<><>



DAF

90

2-3-5

1-2-4

0-2-3

0-2-2

0-2-3

550.0

70.0

75.0

80.0

82.0

85.0

86.5

90.0

92.0

95.0

19

39.0

27.7

26.8

26.8

31.0

27.0

102

101

SS16

SS17

NR18

ST19

SS20

VS1

SS21

NR22

SS23

39

8

6

5

4

5

86.5

1600#

2550

3720

1400#

2440

800#

1000#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



Soft to medium LEANCLAY, trace sand, tracegravel, gray (CL)


DRSS2020

VS1VS1

SS21SS21

RDRDRDRDD8585

DDDDDDDRA0-2-30-2-

ARADRDRRAD

5

ARARARARARAF80.080.0

82.082.0ARAAFRA

00

3720

FAAAFAFDDRRADD86.58 DD

AFT27.72

2

FTA

TAF

102

FTTFFTTFFTFTTTTTTTTTTAF

86

0-0-3

12-26-41

12-22-87

37-47-54

103/4"

100/4"

536.5

531.5

526.5

517.9

512.7

100.0

102.0

105.0

110.0

115.0

118.8

123.8

23

26.9

31.4

15.1

SS24

ST25

SS26

SS27

SS28

SS29

SS30

43

3

67

109

101

103 +

100 +

100.0

105.0

110.0

118.6

123.8

800#

<>

8500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

>>

Hard LEAN CLAY, fewsand, few gravel, gray (CL)

Extremely dense SILT withsand, occasional lean clayseams, gray, moist (ML)

Extremely dense poorlygraded FINE SAND withsilt, trace gravel, traceshale pieces, gray, moist(SP-SM)

Extremely dense poorlygraded FINE GRAVEL,trace silt, trace coarsesand, weathered dark grayshale at 123.8 ft., gray,moist (GP)


37-47-5437-47-54

103/4"/4"RADRRADRSS2929 RDRDR

101 ARARARAD120DDDDDDDRDD118.6118 DRAF110.00

115.011AFRAFRAAFAFAAFRA

DAFTAFFTA


7-7-4

2-3-5

4-8-10

5-8-9

6-6-8

4-6-6

3-5-7

3-5-7

634.0633.7632.7632.2

624.7

604.7

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

15.1

26.9

13.3

12.9

15.5

14.9

15.2

15.6

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

11

8

18

17

14

12

12

12

0.81.0

2.02.5

10.0

30.0

4000*

8000*

9000+*

8500*

4500*

4000*

3000*

2000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: S. WhooleryDrilling Method: 2 1/4 inch HSA/WRMethod Notes:Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

9 inches of PORTLANDCEMENT CONCRETEField Engineer reported 3inches of FILLFILL - Medium densepoorly graded fine tomedium sand, trace silt,trace gravel, brown, moist(SP)FILL - Very stiff sandy leanclay, trace gravel, darkbrown (CL)

NOTE: Foreign odor wasdetected in SPT sample at2.5 ft.Hard LEAN CLAY, tracesand, trace gravel, gray(CL)

NOTE: Foreign odor wasdetected in SPT sample at5 ft.


Medium dense CLAYEYFINE SAND/SANDY LEANCLAY, trace gravel, gray(SC)/(CL)

DRSS66

SS7SS7DRDRDD2020

DDDDDDRA4-6-64-6-

ADRRAD

1414

12


0*0*

4500*45 FAAFAFAFT12.912

15.55.5FTA


DDDRT

RAT

DAF

7-11-13

9-10-10

7-8-12

7-8-8

599.7

589.7

584.7

35.0

40.0

45.0

50.0

10.5

15.4

16.9

SS9

SS10

SS11

SS12

24

20

20

16

35.0

45.0

50.0

6000*

4500*

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: S. WhooleryDrilling Method: 2 1/4 inch HSA/WRMethod Notes:Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Stiff LEAN CLAY, tracesand, trace gravel, frequentfine sand partings andpockets, gray (CL)


DRRDD55DDDRA7-8-87-8-8


50.050AFRAFRAA3000AF4500*450 FAFAFAAF

DDDDDRRADD

AFT15.415.4

AFFTAFTTFFTFTTFTFTFTFTTTTTTTTTAF



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: R. Calkins/S. SwaminathanDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRD2020


AFTFTFTTTTTTAF

5-5-8-8

3-5-6-6

3-5-5-5

4-5-6-7

3-4-5-7

584.7

572.7

52.0

54.0

56.0

58.0

60.0

61.5

64.0

18.3

24.4

23.5

21.0

24.7

25.1

103

SS1

SS2

SS3

SS4

ST5

VS1

SS6

13

11

10

11

9

50.0

62.0

3500*

2000*

2500*

2000*

4790

4790

2500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




SS1SS1

SS2SS2

SS3

SS4SS4DRDRDRD55DDRA5-5-8-85-8-8

3-5-6-63-5-6-6

3-5-53DRDRDRA1313RRARADDDDDDRDRAF

52.52.RAAAFAFTFTFTTTTTRA

T

DAF

95

94

3-4-5-6

3-5-5-6

2-3-5-6

2-4-5-6

2-5-5-7

2-5-5-7

2-4-4-6

1-3-4-6

1-3-4-6

564.7

550.7

66.0

68.0

70.0

72.0

73.5

76.0

78.0

80.0

82.0

83.5

86.0

88.0

89.5

92.0

94.0

96.0

97.5

18

21

27.7

21.3

23.2

27.3

26.9

26.2

26.2

25.7

29.6

29.3

36.1

26.6

28.5

98

101

96

99

SS7

SS8

SS9

ST10

VS2

SS11

SS12

SS13

ST14

VS3

SS15

ST16

VS4

SS17

SS18

ST19

VS5

39

42

9

10

8

9

10

10

8

7

7

70.0

84.0

2500*

2400#

1400#

2820

4160

2200#

2000#

2200#

4030

3790

1800#

4420

4230

1400#

1600#

2750

3730



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



Medium to very stiff LEANCLAY, few sand, tracegravel, gray (CL)

DRVS3VS3

SS15SS

ST16

VS4S4

RRDRDDDRDDRA2-4-4-62-4-4

ARARADRDDRDRA1010

8

AARARARRAF78.0

80.080.0

82.082.0

83.583.5

FAFARARARAF2000#2000# F200#200#

F2200#

4030

FAFAAFRAAF

D8585

DDDDDDDDRRAD

AFT26.9

26.226.2

26.226.2

2

TFTAFAFTFTTTFTFFTFTTTFTFFTTTTTTTTTTTFTFTTTAF

549-19-28-49

18-30-52

16-21-37

8-13-21

72

536.2

534.7

521.2

517.7

515.7

100.0

105.0

110.0

115.0

119.0

712.3

14.8

19.9

SS20

SS21

SS22

SS23

SS24

1947

82

58

34

72+

98.5

100.0

113.5

117.0

119.0

<>

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

SANDY SILTY CLAY, fewgravel, gray, (CL-ML)


Dense SILT, occasionallean clay layers, FieldEngineer reported 6-inchsilty sand layer 114.5-115ft., gray, moist (ML)

Completely weatheredblack SHALE

End of Boring at 119 ft.(Terminated upon SPTsample refusal on possiblebedrock)

SS2424 RDRDRDRA8-13-218-13-21

722RADRRADR

34 ARARARAD120DDDDDDDRDD119.01 DDRAF110.00

115.011AFRAFRA

9000+*9000

AFAFAAFRA

DAFT19.919.9

AFFTA

TFFTFTFTTFTFTFTTTTTTTTAF

6-8-5

5-4-4

3-5-6

2-4-5

4-6-9

4-7-9

3-6-7

4-7-13/5"

633.3

630.1

620.6

2.5

5.0

7.5

10.0

15.0

20.0

25.0

29.9

21.3

21.0

25.4

14.6

14.3

15.1

13.5

125

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

13

8

11

9

15

16

13

20/11"

0.8

4.0

13.5

4000*

4500*

2500*

4000*

4000*

4190

3500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 75Engineer on Rig: S. SwaminathanDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks: UCS from vane shear test estimatedby 2x field shear strength. Possibleobstruction at 29.9 ft., boring relocated 5 ft. Sand 3 ft. E and continued. Driller reportedhard drilling at 95 ft.


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

10 inches of PORTLANDCEMENT CONCRETEFILL - Medium densepoorly-graded fine tomedium sand with silt,trace coarse sand, tracegravel, brown, moist(SP-SM)

Very stiff to stiff LEANCLAY, trace sand, tracegravel, occasional sandysilt partings and seamsabove 7.5 ft., brown to gray(CL)


NOTE: SPT samplerrefusal at 29.9 ft. onpossible obstruction.Boring relocated 5 ft. S and3 ft. E and continued. DRSS66

SS7SS7DRDRDD2020

DDDDDDRA4-7-94-7-

ADRRAD

1515

16


0*0*


14.64.6FTA


DDDRT

RAT

DAF

94

4-7-9

4-8-12

4-3-4

4-5-8

4-4-7

3-6-5

594.1

589.1

579.1

35.0

40.0

45.0

50.0

55.0

60.0

61.5

65.0

16

14.4

16.8

30.7

15.9

23.5

24.6

25.7

107

103

SS9

SS10

SS11

SS12

SS13

ST14

VS1

SS15

37

16

20

7

13

11

11

40.0

45.0

55.0

3000*

2500*

1400#

2500*

3230

5080

4480

1200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: SPT samplerrefusal at 29.9 ft. onpossible obstruction.Boring relocated 5 ft. S and3 ft. E and continued.



Very stiff to medium LEANCLAY, few sand, tracegravel, gray (CL)

NOTE: Vane shear test at81.5 ft. terminated earlydue to possible cobble.

DRA4-5-84-5-8



50.050AFRAFRA

1400#140

2500AFAFAAFRA

DAFT30.730.7

AFFTA


92

63

85

2-4-5

4-5-6

6-8-10

552.1

549.1

539.1

70.0

71.5

76.0

80.0

81.5

85.0

89.0

95.0

18

12

22

26.7

25.8

25.9

26.0

23.9

29.3

101

102

95

SS16

VS2

ST17

SS18

VS3

ST19

SS20

ST21

39

27

43

9

11

18

82.0

85.0

95.0

1200#

2860

2650

1800#

3500*

2000*

4500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



Stiff SANDY LEAN CLAY,gray (CL)




DRST1919

SS200DRDRDDD8585

DDDRA6

ARADRRAD

1111 ARARARARADDDDDDRD

.00

DRAF80.080.0

81.581.5

88

FARAAFRA

26502650

1800#18 FAAFAFAFAFT25.8

25.95.9FTAFTAFFT101 TFTFTFFT39TFTFTFTFTT92T1818TTTTTT

RAT

DAF

25-40-50/5"

14-27-32

10-11-15

31-65

60-54/1"

529.1

524.1

515.0

99.9

105.0

110.0

114.5

119.1

13.7

20.2

29.3

SS22

SS23

SS24

SS25

SS26

90/11"

59

26

65+

54 +

105.0

110.0

119.1

9000+*

9000+*

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>



Extremely dense mixedCLAYEY SAND andcompletely weatheredSHALE pieces, tracegravel, dark gray, moist(SC)

NOTE: Driller reportedpossible cobble at 117-118ft.

End of Boring at 119.1 ft.(Terminated due to SPTsample refusal on possibleobstruction) DRSS2626 RDRDRD120DDDDDDDRA31-6531-65

60-54/1"4/1"RADRRADR

65+ ARARARARAF110.00

114.5114AFRAFRA

3000*300

AFAFAAFDRRADD119.11 D

AFT29.329.3

AFFTA


DAF

8-7-5

3-5-8

6-15-20

6-15-20

10-12-15

6-8-12

6-9-11

5-9-14

633.4

632.0

629.0

615.5

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

18.9

20.1

13.5

12.6

13.6

14.0

17.6

13.5

119

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

12

13

35

35

27

20

20

23

0.6

2.0

5.0

18.5

2000*

5000*

9000*

9000*

8000*

6500*

5400

5000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: D 50Engineer on Rig: M. WajedDrilling Method: 2 1/4 inch HSAMethod Notes:Hammer Type: ManualBackfilled With: Cuttings/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

7 inches of PORTLANDCEMENT CONCRETEFILL - Medium densepoorly graded fine tomedium sand, trace silt,trace gravel, brown, moist(SP)FILL - Stiff to very stiff leanclay, few sand, trace roots,trace gravel, dark gray tomottled brown and gray(CL)



DRSS66

SS7SS7DRDRDD2020

DDDDDDRA5

6-8-126-8-1

ADRRAD

2727

20


0*0*

8000*80 FAAFAFDDDRRAD

AFT12.612

13.63.6FTA

TAFTFTTFTFTTTFTFTTTTTTTTTTTAF

8-12-16

8-10-13

8-10-15

5-9-12584.0

35.0

40.0

45.0

50.0

16.0

16.3

15.6

13.4

SS9

SS10

SS11

SS12

28

23

25

2150.0

5500*

4000*

5000*

2500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: D 50Engineer on Rig: M. WajedDrilling Method: 2 1/4 inch HSAMethod Notes:Hammer Type: ManualBackfilled With: Cuttings/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRRDD55DDDRA5-9-125-9-12



DDDDDRRADD

AFT15.615.6


633.3 0.7



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: M. Wajed/S. SwaminathanDrilling Method: 4 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRD2020


AFTFTFTTTTTTAF

93

4-6-8-13

5-6-8-10

1-3-5-7

1-3-5-6

2-3-4-5

584.0

576.0

52.0

54.0

56.0

58.0

60.0

61.5

64.0

18

16.6

18.0

26.0

25.6

24.7

26.3

103

SS1

SS2

SS3

SS4

ST5

VS1

SS6

39

14

14

8

8

7

50.0

58.0

5000*

2500*

2500*

2500*

6050

3850

1600#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




DRSS1SS1

SS2SS2

SS3

SS4SS4DRDRDRD55DDRA4-6-8-13-8-13

5-6-8-10-6-8-1

1-3-5DRDRDRA1414RRARADDDDDDRDRAF

52.52.RAAAFAFTFTFTTTTTRA

T

DAF

93

94

2-3-5-6

1-4-5-6

2-3-4-5

2-4-3-5

1-2-3-4

1-3-4-5

14-9-7-8

5-7-9-12

53-80/3"

60-50/3"

47-34-36-50/5"

566.5

558.0

549.2

548.0

544.5

543.0

542.0

538.0

537.0

66.0

67.5

70.0

72.0

74.0

76.0

78.0

79.5

82.0

84.0

84.8

87.0

89.5

92.0

92.8

94.8

97.9

21

22

25.6

25.3

27.1

26.3

26.4

28.2

27.6

27.0

29.2

26.3

21.4

11.8

102

101

98

ST7

VS2

SS8

SS9

SS10

SS11

ST12

VS3

SS13

SS14

ST15

SS16

VS4

SS17

SS18

SS19

SS20

42

42

8

9

7

7

5

7

16

16

80 +

50 +

70

67.5

76.0

84.8

86.0

89.5

91.0

92.0

96.0

97.0

3780

4230

2000#

1800#

2200#

2000#

4240

3920

2000#

1800#

3190

1400#

3980

1800#

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>




NOTE: Poor recovery onShelby tube ST15 at 84.8ft.

Medium dense poorlygraded FINE SAND, tracesilt, trace gravel, gray,moist (SP)Medium to stiff LEANCLAY, trace sand, tracegravel, gray (CL)

Medium dense SILTY FINESAND/SANDY SILT, gray,wet (SM/ML)Medium LEAN CLAY, tracesand, trace gravel, gray(CL)Extremely dense SILTYFINE SAND/SANDY SILT,gray, wet (SM/ML)

Hard LEAN CLAY, tracesand, trace gravel, gray

DRA1-2-3-41-2-3-4

1-3-4-54-5

14-9-7-89-7-8

ARADRDRD

ADRD

SS14SS14

ST155

SS16S16

VS4S4

RDRDRDDDRDD5

7 AARARRARRAD

8585

DDDDDDDDRDD8

86.086.0

DDRAF78.0

79.579.

82.082.0

84.084.0

FAFAFRARA

000#000#

42404240

3920

2000#

FFAFAFAAAFRA

DAFT.1.1

26.3

26.426.4

2

FTFTAFAFA

101 TFTFTFF42TFTFTFFTFTTTTTTTTTTAF

13-29-38-55

17-66-54

13-21-37

11-15-19

536.0

529.0

519.0

100.0

105.0

110.0

115.0

13.6

14.8

19.7

20.4

SS21

SS22

SS23

SS24

67

120

58

34

98.0

105.0

115.0

9000*

9000*

5000*

4500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

(CL)Very dense SILTY FINESAND/SANDY SILT, tracegravel, gray, wet (SM/ML)




DRRDD120DDDRA11-15-1911-15-19



DDDDDRRADD

AFT19.719.7


48

2-2-2

3-4-6

4-8-11

7-11-12

4-7-9

5-5-9

3-4-6

5-7-8

634.5

633.2

629.2

627.2

625.2

615.2

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

9

14.4

14.1

12.3

12.5

14.0

15.0

23.6

15.8

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

22

4

10

19

23

16

14

10

15

0.7

2.0

6.0

8.0

10.0

20.0

4500*

5000*

9000*

9000*

6000*

5500*

<>

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

8 inches of PORTLANDCEMENT CONCRETEFILL - Poorly-graded fine tomedium sand with silt,trace coarse sand, tracegravel, occasional sandylean clay seams, brown,moist (SP-SM)Very stiff SANDY LEANCLAY, few gravel, brown(CL)Medium dense CLAYEYSAND, few gravel, brown(SC) (Based on AtterbergLimits, SPT sample at 7.5ft. reacts similar to CL)Hard SANDY LEAN CLAY,few gravel, brown (CL)


Stiff SANDY LEAN CLAY,trace gravel, gray (CL)

DRSS66

SS7SS7DRDRDDD2020

DDDRA5-5-95-5-

ADRRAD

1616

14

ARARARADDDDDDRD

.00

DRAF15.015.0AAFRA

0*0*

6000*60 FAAFAFAFT12.512

14.04.0FTA

TAFFTTFTTFFT

222

TFTTTFTFTTTTTTTTTTRA

T

DAF

67

3-5-7

4-6-7

6-6-9

2-3-4

3-3-5

1-5-5

2-4-4

595.2

590.2

35.0

40.0

45.0

50.0

55.0

57.0

58.5

60.5

62.0

64.0

65.5

15

16.3

16.0

13.4

24.9

25.0

26.0

28.1

117SS9

SS10

SS11

SS12

SS13

NR14

SS15

NR16

SS17

NR18

VS1

29

12

13

15

7

8

10

8

40.0

45.0

3380

2000*

4500*

2400#

2000*

2000#

<>

4160



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



Stiff to very stiff LEANCLAY, trace to few sand,trace gravel, gray (CL)

NOTE: No recovery onShelby tube attempts at 57,60.5, and 64 ft. due tosample falling out ofsampler. DRSS133

NR1414

SS

RDDDRD55DDDDDDRA2-3-42-3-4

3-3-5RADRADR

7 ARARARARAF45.00

50.050AFRAFRA

4500*450

2400AFAFAAFDDRRADD

AFT13.413.4

AFFTA

TFFT292

TFTFTFTFTT1

TTTTTTAF

92

91

6-6-10

3-6-6

3-5-9

3-8-9

50/5"

565.2

553.2

547.2

68.0

70.0

75.0

78.0

80.0

82.0

85.0

87.0

90.0

93.9

26

25

25.8

28.6

29.7

28.3

27.3

24.6

8.6

100

105

ST19

SS20

VS2

NR21

SS22

SS23

SS24

ST25

ST26

NR27

47

44

16

12

14

17

50 +

70.0

82.0

88.0

3370

<>

1000#

800#

1200#

2990

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

Medium to soft LEANCLAY, trace sand, tracegravel, gray (CL)

NOTE: Vane shear test at75 ft. terminated early dueto possible cobble. Norecovery on Shelby tubeattempt at 78 ft. due tosample falling out ofsampler.

Medium to stiff LEANCLAY, few sand, tracegravel, gray (CL)


NOTE: No recovery onSPT sample attempt at93.9 ft. due to samplerrefusal on possible boulderor cobble.

DRSS2424

ST25T25

ST26ST26

RDRDDRDDD8585

DDDDRA3-5-93-5-9

3-8-93-8-

ARADRDRARADRA1212

14

17

AARARARARARARAF78.0

80.080.0

82.082.0AFARAFAFRARAAF1000#10

800#

FAFAAFAFAAFDDDDDRRAD88.088.0 DD

AFT29.79.7FT

AFATFT

AFAFTFTFTFTFFTFTFTFTFTFTTTTTTTTTTTTAF

14-29-46

12-24-34

36-50/5"

55/5"

530.2

525.2

521.3

100.0

105.0

109.4

113.9

12.2

17.4

9.3

SS28

SS29

SS30

SS31

75

58

50 +

55 +

105.0

110.0

113.9

9000+*

9000*

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>


NOTE: No recovery onSPT sample attempt at93.9 ft. due to samplerrefusal on possible boulderor cobble.

Extremely dense SILTYFINE SAND, trace clay,trace gravel, gray, moist(SM)

Hard LEAN CLAY, fewsand, trace gravel, gray(CL) (Possible Hardpan)

End of Boring at 113.9 ft.(Terminated due to SPTsample refusal on possiblehardpan)

DRD120DRA55/5"55/5"

RARARA55 ++

RARARARADDDDDDDRDRAF09.49.4

113.9113AFRAFRAAF

<>AFAFAAFRA

DAFTAFTFTAFTTFTFTFTTFTTFTFTFTTTTTTTTTTAF

5-9-5

1-2-4

4-8-13

3-7-10

4-7-9

3-6-8

4-6-9

3-6-10

632.5632.2631.2

626.2

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

21.6

17.8

15.7

15.8

18.1

18.9

16.2

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

14

6

21

17

16

14

15

16

0.81.0

2.0

7.0

3000*

5000*

4000*

3000*

<>

<>

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 750XEngineer on Rig: M. WajedDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 5 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks: Driller reported hard drilling startingat 90 ft.


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

9 inches of PORTLANDCEMENT CONCRETEField Engineer reported 3inches of gravel FILLFILL - Medium densepoorly graded fine tomedium sand, trace silt,trace gravel, brown, moist(SP)Stiff to very stiff LEANCLAY, trace sand, tracegravel, brown (CL)


SS66

SS7SS7DRDRDD2020

DDDDDDRA3-6-83-6-

ADRRAD

1616

14


0*0*


15.85.8FTA


DDDRT

RAT

DAF

3-5-9

5-9-12

5-6-9

1-4-5

2-4-5

2-4-5

3-5-8

578.2

35.0

40.0

45.0

50.0

52.0

55.0

60.0

65.0

16.1

12.0

19.1

26.5

23.5

25.8

25.7

30.7

133

106

103

SS9

SS10

SS11

SS12

ST13

SS14

SS15

SS16

14

21

15

9

9

9

13

55.0

3500*

4550

<>

2200#

3500

1800#

1420

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



NOTE: Poor recovery onSPT sample SS21 at 90 ft.

ST13ST13

SS144 RDRDDRDD55DDDRA1-4-51-4-5

2-4-5RADRDRADR

9 ARARRARARAF45.00

50.050

52.52.AFRAFRA

<><>

2200AFAFAAFDDDDDRRADD55.055 DD

AFT19.119.1

AFFTAFT

3333

TFFTFTTFTFTFTFTTTTTTTTAF

2-4-4

3-4-4

2-4-4

2-3-4

10-20-16

40-54-56

543.2

70.0

75.0

80.0

85.0

90.0

95.0

25.2

29.2

28.1

22.6

99

SS17

SS18

SS19

SS20

SS21

SS22

8

8

8

7

36

110

90.0

1600#

1600#

1930

1800#

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>



Extremely dense poorlygraded FINE SAND, tracesilt, trace gravel, gray,moist (SP)

DRSS2020

SS21SS21DRDRDDD8585

DDDRA2-3-42-3-

ADRRADRA88

7

ARARARADDDDDDRDRAF80.080.0AAFRAAF

0#0#

193019 FAAFAFAFT29.22

28.18.1FTA

TAFFT

9FTTFFTFTTFTFTTTTTTTTTTRA

T

DAF

45-50/5"

15-48-44

34-50/5"

35-50/4"

15-21-38

54-60/4"

17-21-28

533.2

508.2

99.4

105.0

109.4

114.3

120.0

124.3

130.0 15.8

SS23

SS24

SS25

SS26

SS27

SS28

SS29

50 +

92

50 +

50 +

59

60 +

49

100.0

125.0

7000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

>>

>>

Extremely dense CLAYEYSAND, trace silt, tracegravel, gray, moist (SC)

Very stiff LEAN CLAY,trace sand, trace gravel,occasional clayey siltseams, gray (CL)

DRSS277DDRDD120DDDDDDDRA35-50/4"35-50/4"

15-21-3815-21-38RADRADRRA50 +

RARARARARAF09.49.4

114.3114AFRAFRAAFAFAFAAF

DRRADRAFT

AFTFTAFTTFTFTFTTFTTFTFTFTTTTTTTTTT

DAF

501.2 132.0



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

End of Boring at 132 ft.(Boring continued as RockCore)

DRD150150

55DDDDDDRARADRAFAFAFTFTFTTTT

DDDRT

RAT

DAF

632.3 0.8



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: R. Calkins/M. WajedDrilling Method: 4 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Profile drilled

DRD2020


AFTFTFTTTTTTAF

95

6-8-9-9

3-4-6-6

3-4-5-7

579.2

575.2

56.0

58.0

60.0

61.5

64.0

17

25.6

25.8

24.1

25.4

103

SS1

SS2

ST3

VS1

SS4

38

17

10

9

54.0

58.0

1600#

2200#

3270

4040

1600#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Profile drilled


Very stiff to medium LEANCLAY, few to trace sand,trace gravel, gray (CL)

DRA6-8-96DDR

SS1

SS2SS2DDRRAD55DDDDDDDRDD54.05 DRAFAFRA

DAFTFTFTTTTTTAF

95

98

10

3-5-6-7

2-5-6-7

2-4-5-5

3-4-4-6

2-3-2-4

8-10-7-14

17-45-79-96

6-50-98-89

561.2

542.2

538.2

66.0

68.0

69.5

72.0

74.0

76.0

77.5

80.0

82.0

83.5

86.0

88.0

90.0

93.0

95.0

18

17

25.5

25.5

24.5

27.2

25.3

27.3

28.7

32.5

13.7

102

99

97

SS5

ST6

VS2

SS7

SS8

ST9

VS3

SS10

ST11

VS4

SS12

NR13

NR14

SS15

SS16

40

37

11

11

9

8

5

17

124

148

72.0

91.0

95.0

1400#

4020

4540

2000#

1800#

2430

4350

1800#

2940

3670

1400#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

Very stiff to medium LEANCLAY, few to trace sand,trace gravel, gray (CL)


NOTE: No recovery onShelby tube attempt at 88ft. due to sample falling outof sampler. No recovery onSPT sample attempt at 90ft. due to possible cobble.

Extremely dense poorlygraded FINE SAND withsilt, trace gravel, gray,moist (SP-SM)


DRVS4VS4

SS12SS

NR133

NR14NR14

RRDRDDDRDD8585

DDDDDDDDRA2-3-2-42-3-2

ARARADRDDRRA88

5

AARARAARRARAF77.55

80.080.0

82.082.0

83.583.5

FAFARARAAFRAF4350435 F

24302430

F1800#

2940

FFAFAAAFAFDRRADRAFT.2.2

25.3

27.327.3

2

FTFTAFAAFFT99 TFTFTFFFTTFTFTFFFTFTTTTTTTTTTT

DAF

29-7-8

5-8-10

9-16-22

7-9-11

6-9-13

4-6-8

5-8-12

4-7-9

633.5

632.3

628.6

620.6

609.1

2.5

5.0

7.5

10.0

15.0

16.5

20.0

25.0

30.0

15.9

17.4

12.5

12.0

16.0

15.6

16.2

14.6

121

SS1

SS2

SS3

SS4

NR5

DP6

SS7

SS8

SS9

15

18

38

20

22

14

20

16

0.6

1.8

5.5

13.5

25.0

9000+*

9000*

9000*

7500*

4000*

3000*

3930

4500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 750Engineer on Rig: C. KennedyDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Monitoring WellChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks: UCS at vane shear estimated by 2xfield shear strength. Driller reported harddrilling starting at 89 ft. Methane gas wasencountered in monitoring well at 100% LEL.


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

7 inches of PORTLANDCEMENT CONCRETEFILL - Poorly graded finesand, trace silt, tracegravel, brown, moist (SP)Hard LEAN CLAY, tracesand, trace gravel, mottledbrown and gray (CL)

Hard to very stiff LEANCLAY, trace sand, tracegravel, brown to gray (CL)


NOTE: No recovery onSPT sampler attempt at 15ft. due to sample falling outof sampler; direct pushedto 16.5 ft. to retrievesample.


DRSS77

SS8SS8DRDRDDRA4-6-84-6-

ARADRRAD

2222

14

ARARARARAD

2020

DDDDDDDDRDRAF15.015.0

16.516.5ARAAFRA

0*0*

4000*FAAAFAF

RAD

AFT12.012

11FT

AT

AFFTTFTTFFTTFTTTFTFTTTTTTTTTTTAF

94

5-7-11

5-7-10

2-4-6

2-3-6

2-4-5

2-4-4

1-3-5

590.6

35.0

40.0

45.0

50.0

55.0

60.0

62.0

63.5

65.0

19

13.4

17.0

22.9

17.7

24.1

25.1

25.7

25.0

108

101

SS10

SS11

SS12

SS13

SS14

SS15

ST16

VS1

SS17

40

18

17

10

9

9

8

8

43.5

3500*

3000*

1320

2000*

2000*

2000*

4460

3850

2000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



NOTE: No recovery onShelby tube attempt at 72ft. due to sample falling outof sampler; direct pushedto 72 ft. to retrieve sample. DRSS144 RDDRDD55DDDRA2-3-62-3-6


50.050AFRAFRAAF1320132

2000AFAFAAFDDDDDRRADD

AFT22.922.9

AFFTAFT108 TFFTFTFFTTTFTFTFTTTTTTTTTAF

81

3-3-5

3-5-6

4-6-7

1-3-5

5-11-22

16-24-30

562.1

554.6

546.1

540.6

70.0

72.0

74.0

75.5

78.0

79.5

81.0

83.0

85.0

87.5

89.5

95.0

25.4

25.7

26.2

28.0

26.8

10.7

SS18

DP19

NR20

SS21

NR22

VS2

SS23

NR24

SS25

VS3

SS26

SS27

8

11

13

8

33

54

72.0

79.5

88.0

93.5

2400#

2000#

2000#

4480

1200#

1600#

4350

1600#

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>




NOTE: No recovery onShelby tube attempt at 74ft. or on Denison samplerattempt at 78 ft. due tosample falling out ofsampler.

Medium to very stiff LEANCLAY with sand, tracegravel, gray (CL)

NOTE: No recovery onDenison sampler attempt at83 ft. due to sample fallingout of sampler.

Medium LEAN CLAY withsand, trace gravel, gray(CL)


DR44

SS2525

VS3

SS26S26

RDRDDRDRDD8585

DDDDDDDRA6-7

1-3-51-3-

ARARADRDRADRD

133

8

AARARARRARARAF78.0

79.579.

81.0.0

83.083AFAFRARAFRA

00#00#

4480

1200#1200# FFAFAFAFAFDDRRAD88.088.0 DD

AFT26.22

28.028.FTFTAFAFAFTTFTFTFFFTTFTFTFFTFTFTTTTTTTTTTTTAF

10-25-36

9-16-21529.1

100.0

105.0

12.0

15.3

SS28

SS29

61

37105.0

9000+*

9000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>




AFTTTTFTFTTTTTTTAF



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: JD HoksbergenDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRD2020


AFTFTFTTTTTTAF

3-5-7

2-3-5

575.5

60.0

65.0

21.5

26.2

SS1

SS2

12

8

58.5

1800#

1800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17





AFTFTFTTTTTTAF

94

97

2-2-3

37-32-41

560.5

544.0

69.0

70.5

75.0

80.0

84.0

85.5

90.0

95.0

23

27

24.8

26.5

30.2

34.1

33.2

10.7

101

95

95

ST3

VS1

SS4

ST5

ST6

VS2

ST7

SS8

44

46

5

73

73.5

90.0

4250

2000#

3580

3700

4410

3400#

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>





DRST6ST6

VS2V

ST7ST7DRDRDRDD8585

DDDDDDRAADRDRRAD

ARRARARADRAF80.080.0

84.084.0ARAFRA

0#0#

3580 FAAFAAFAFT26.526

30.230.2FTA

TAF95FTTFFTTFFTFTTTTTTTT

DDDRT

RAT

DAF

13-33-41

18-37-40529.0

100.0

105.0

13.5

14.1

SS9

SS10

74

77105.0

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>




AFTTTTFTFTTTTTTTAF

14-9-8

5-5-5

4-3-5

5-6-9

3-7-8

4-7-9

4-5-8

7-8-11

631.6

630.1

627.1

626.1

624.1

617.6

605.6

2.5

5.0

7.5

10.0

15.0

20.0

25.0

26.5

30.0

22.8

11.7

11.7

19.1

14.3

SS1

SS2

SS3

SS4

SS5

SS6

SS7

DP8

SS9

17

10

8

15

15

16

13

19

1.0

2.5

5.5

6.5

8.5

15.0

27.0

2000*

6500*

5500*

<>

<>

<>

5000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 45BEngineer on Rig: L. MartinezDrilling Method: 4 inch SSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA

First Encountered: 5.5 feet




DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

12 inches of PORTLANDCEMENT CONCRETEFILL - Medium densepoorly graded fine sand,trace silt, trace gravel,brown, moist (SP)FILL - Medium densepoorly graded fine sand,few gravel, trace clay andsilt, brown, moist (SP)Stiff LEAN CLAY, tracesand, trace gravel, brown(CL)Loose SANDY SILT, traceclay, brown (ML)


LEAN CLAY, few sand,trace gravel, gray (CL)

NOTE: Poor recovery onSPT samples SS6 at 20 ft.and SS7 at 25 ft.


DRSS66

SS7SS7DRDRDD2020

DDDDDDRA4-7-94-7-

ADRRAD

1515

16


0*0*


11.71.7FTA


DDDRT

RAT

DAF

nnft.ft.

7-25-29

5-7-13

2-3-3

3-5-7

2-3-6

3-3-3

3-3-4

598.6

595.6

590.6

583.6

580.1

35.0

40.0

45.0

48.0

50.0

55.0

57.0

60.0

65.0

9.2

33.9

17.5

24.9

26.3

113

106

SS10

SS11

SS12

ST13

SS14

SS15

VS1

SS16

SS17

54

20

6

12

9

6

7

34.0

37.0

42.0

49.0

52.5

9000*

<>

1440

1990

2000*

1200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>Very dense poorly gradedfine to medium sand withsilt, trace gravel, gray, wet(SP-SM)



Medium dense SILTY FINETO MEDIUM SAND, tracegravel, occasional lean claylayers, dark gray, wet (SM)

Stiff to soft LEAN CLAY,trace sand, trace gravel,gray (CL)

NOTE: Vane shear test at57 ft. terminated early dueto high force gaugereadings.

DRSS155

VS1S1

RDDDRDDD55DDDDDDDRA3-5-73-5-7

2-3-6RARADRADRDRA12 ARARAARARARAF45.00

48.048.0

50.050AFRARAFAFRAAF<><>

14401440AFAAFAFAAFDRRAD

.55

DAFT33.933.9

17.57.5AFAFTAFAFT

11

TFFTFFTTFTFTFTFTTTTTTTTT

DAF

3-4-5

3-3-5

2-2-4

2-3-4

2-2-4

19-41-50/3"

540.6

70.0

75.0

80.0

85.0

90.0

94.8

26.5

25.8

29.3

28.4

19.8

13.8

105

SS18

SS19

SS20

SS21

SS22

SS23

9

8

6

7

6

91/9"

92.0

1400#

920

<>

1800#

1400#

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>


NOTE: Vane shear test at57 ft. terminated early dueto high force gaugereadings.

Hard to very stiff LEANCLAY, few sand, tracegravel, occasional finesand layers below 100 ft.,gray (CL)

NOTE: Field Engineerreported possible cobble at

DRSS2121

SS22SS22DRDRDDD8585

DDDRA2-3-42-3-

ADRRADRA66

7

ARARARADDDDDDRDRAF80.080.0AAFRAAF

00

<> FAAFAFAFT25.82

29.39.3FTA

TAFFT105

FTTFFTFTTFTFTTTTTTTTTTRA

T

DAF

23-45-50/3"

22-34-50/4"

41-50/3"

14-52-56

27-29-37

43-50-80/4"

32-77

523.1

513.6

510.9

509.1

99.8

104.8

109.3

115.0

120.0

124.8

129.5

13.9

13.7

10.5

8.8

SS24

SS25

SS26

SS27

SS28

SS29

SS30

95/9"

84/10"

50 +

108

66

130/10"

77+

109.5

119.0

121.7

123.5

9000+*

7000*

9000+*

9000*

9000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

>>

>>

>>

92 and 102 ft.

Hard to very stiff LEANCLAY, few sand, tracegravel, occasional finesand layers below 100 ft.,gray (CL)

NOTE: Field Engineerreported possible cobble at92 and 102 ft.


Very dense FINE TOMEDIUM SAND with silt,trace gravel, dark gray,moist (SP/SM)Rock coring attempted,recovered granite cobbles

NOTE: Heaving pluggedcore barrelHard LEANCLAY/extremely denseCLAYEY SILT, few sand,trace gravel, occasionalsand seams, FieldEngineer reported cobblesat 130.5 and 131.5 ft., gray(CL/ML)

DRSS288 RDDRDD120DDDRA14-52-5614-52-56

27-29-3727-29-37RADRADRRA108

RARARARAF09.39.3

115.011AFRAFRAAF9000+*90

AFAFAAFDDDDDRRADD119.01 DD

AFTAFTFTAFTTFTFTFTTFTTFTFTFTTTTTTTTTTAF

107/3"

499.6498.8 133.8SS31 107 +

133.0

133.8



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>Extremely weatheredSHALE, black


D150150


DDDRT

RAT

DAF

631.6 0.8



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Profile drilled

DRD2020


AFTFTFTTTTTTAF

4-4-6-6

2-4-5-6

580.4

574.4

54.0

56.0

25.0

24.7

SS1

SS2

10

9

52.0

58.0

2200#

2400#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Profile drilled


End of Boring at 58 ft.(Boring terminated at 58 ft.due to sand collapse)

SS1SS1

SS2DRDDRDD55DDDRA4-4-6-64-4-6-6

2-4-52DRDDRRRARAFAFDDDDDRRADDD

AFTFTFTTTTTTAF

13-10-8

3-4-4

3-4-5

4-5-8

4-4-6

5-7-9

4-4-7

4-7-8

631.8

626.6

624.1

604.1

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

18.6

13.2

13.8

15.5

14.8

SS1

SS2

SS3

SS4

SS5

NR6

SS7

SS8

18

8

9

13

10

16

11

15

0.8

6.0

8.5

28.5

8000*

4500*

3000*

3000*

3500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: R. CalkinsDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Monitoring WellChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA




DATE COMPLETED:1/19/2017 LOG OF TEST BORINGSB-16BLABORATORY DATA

DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


FILL - Medium dense toloose poorly graded finesand, trace silt, tracegravel, brown (SP)

Hard LEAN CLAY, tracesand, trace gravel,occasional sandy siltlayers, brown (CL)




NR66

SS7SS7DRDRDD2020

DDDDDDRA5-7-95-7-

ADRRAD

1010

16


0*0*


13.83.8FTA


DDDRT

RAT

DAF

34

93

5-7-9

5-7-7

3-3-4

5-7-6

4-4-6-7

3-4-6-7

4-6-6-7

589.6

584.1

580.6

35.0

40.0

45.0

50.0

54.0

56.0

58.0

59.5

62.0

64.0

7

19

9.6

11.1

19.7

24.7

25.2

25.2

25.3

24.6

103

101

SS9

SS10

SS11

SS12

SS13

ST14

SS15

VS1

SS16

ST17

21

40

16

14

7

13

10

10

12

43.0

48.5

52.0

7000*

6000*

1000#

2400#

3300

1800#

4600

1600#

3460



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



Medium dense SILTYCLAYEY SAND with gravel,occasional silty fine sandlayers, gray, moist (SC-SM)

Very stiff to medium LEANCLAY, few sand, trace tofew gravel, gray (CL)

NOTE: Poor recovery onShelby tube SS21 at 74 ft.

DRSS13SS13

ST14

SS1SS1

RDRDDRD55DDDDDDDRA5-7-65-7-6

4-4-6-74-4-6-7RADRDRADR

13 ARARARRARAF45.00

50.050AFRAFRA

1000#100

AFAFAAFDRRADD

AFT19.719.7

AFFTA


DAF

81

89

2-3-5-6

2-3-5-6

2-4-5-7

3-4-5-6

3-3-4-6

2-4-4-6

14-12-18-33539.6

538.6

66.0

67.5

70.0

72.0

74.0

76.0

77.5

80.0

82.0

83.5

86.0

88.0

90.0

91.5

94.0

19

16

25.9

26.5

26.1

24.7

27.6

29.3

30.5

23.6

14.1

SS18

VS2

SS19

SS20

ST21

ST22

VS3

ST23

SS24

VS4

SS25

ST26

SS27

VS5

SS28

39

37

8

8

9

9

7

8

3093.0

94.0

2000#

3730

1400#

1800#

<>

3000*

3480

1820

1400#

3850

1200#

<>

1600#

2670

9000+#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Very stiff to medium LEANCLAY, few sand, trace tofew gravel, gray (CL)

NOTE: Poor recovery onShelby tube SS21 at 74 ft.



DRVS4VS4

SS25SS2

ST26

SS27SS27

RRDRDDDRDD8585

DDDDRA3-4-5-63-4-5-6

3-3-4-63-3-4

ARARADRDDRRA9

7

AARARAARRARAF77.55

80.080.0

82.082.0

83.583.5

FAFARARAAFRAF

000*000*

F3480348

1820

1400#

FFAFAAAFAFDDDDDRRADD

AFT24.7

2

FTFTAFAAFFTTFTFTFFFTFT39TFTFTFFFTT1919TTTT81TTTTTAF

4-3-3

3-4-7

3-6-9

3-6-8

5-5-7

4-7-9

3-5-5

3-5-7

632.3

630.5

626.8

624.3

611.8

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

18.0

17.1

14.2

11.6

17.0

13.1

14.2

125

126

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

6

11

15

14

12

16

10

12

0.5

2.3

6.0

8.5

21.0

4000*

9000+*

6500*

3000*

2500*

6200

4960



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: S. ValentineDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 7.5 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

6 inches of PORTLANDCEMENT CONCRETEFILL - Loose poorly gradedfine sand with silt, tracegravel, occasional lean clayseams, brown withoccasional layers of black(SP-SM)Very stiff LEAN CLAY,trace sand, trace gravel,frequent fine sand partings,mottled brown and gray(CL)Hard LEAN CLAY/CLAYEYSILT, trace sand, tracegravel, brown (CL/ML)

Very stiff to stiff LEANCLAY, few sand, tracegravel, fine gravel layer atapproximately 14 ft., gray(CL)


DRSS66

SS7SS7DRDRDD2020

DDDDRA4-7-94-7-

ADRRAD

1212

16


0*0*

3000*30 FAAFAFDDDDDRRADD

21.021.0

DDAFT14.214

11.61.6FTA


67

2-6-4

1-2-2

2-3-2

2-3-2

1-3-4

2-4-4

582.8

35.0

40.0

45.0

50.0

53.0

54.5

60.0

65.0

13

11.9

28.5

15.5

15.6

19.8

24.9

23.0

111

103

SS9

SS10

SS11

SS12

ST13

VS1

SS14

SS15

29

10

4

5

5

7

8

50.0

3500*

2000*

2000*

<>

2720

4100

2560

2200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Very stiff to stiff SANDYLEAN CLAY, trace gravel,gray (CL) DRST133

VS1S1 RDRDRD55DDDDDDDRA2-3-22-3-2

RADRDRARA5 ARARRARARARAF45.00

50.050AFRAFRARA

2000*200

<>AFAFAAFDRRADRAFT15.515.5

AFFTA


DAF

98

2-3-3

1-4-4

2-3-4

1-3-4

6-12-18

6-12-12

562.8

547.8

538.3

70.0

75.0

78.0

80.0

85.0

88.0

89.5

91.0

95.0

29

25.0

27.6

28.6

31.7

15.8

105SS16

SS17

NR18

SS19

SS20

NR21

VS2

SS22

SS23

52

6

8

7

7

30

24

70.0

85.0

94.5

2350

1800#

1800#

1400#

3480

1000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Medium FAT CLAY, tracesand, gray (CH)




Alternating layers of LEANCLAY and SILTY FINESAND, trace gravel,occasional clayey sand

DRSS2020

NR21

VS2S2

SSDRDDRDRDD8585

DDDDDDRA1-3-41-3-

ADRDRADRRA77

7

AARARARAD

.00

DRAF78.0

80.080.0AFAFAFRAAF

0#0#

1800#18 FAFAFAFAFAFT27.62

28.68.6FTAFA

TFTAFFTFTFTFTFFTFTFTFTFTFTTTTTTTTTT

DDDRT

RAT

DAF

12-21-29

41-48-40

25-22-26

11-17-26

24-27-21

66

28-42-50/5"

534.8

530.3

522.8

512.8

100.0

105.0

110.0

115.0

120.0

124.0

129.9

17.3 117SS24

SS25

SS26

SS27

SS28

SS29

SS30

50

88

48

43

48

66+

92/11"

98.0

102.5

110.0

120.0

10810

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

seams, gray (CL)(SM)


Alternating layers of LEANCLAY, CLAYEY SAND andCLAYEY SILT, tracegravel, occasional finesand layers, gray, moist(CL)(SC)(ML)

Dense CLAYEY SILT, tracesand, gray, moist (ML)

Extremely dense CLAYEYSAND, trace gravel, traceshale pieces, gray, moist(SC)


24-27-2124-27-21RADRADRRA43 ARARARARAF110.00

115.011AFRAFRAAFAFAFAAF

DDDDRRADD120.0120 D

AFTAFFTAFTTFFTFTTFTFTFTFTTTTTTTTT

DAF

23-50/5"

50/1"

499.3

494.2

134.4

138.6

SS31

SS32

50 +

50 +

133.5

138.6



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

Extremely dense CLAYEYSAND, trace gravel, traceshale pieces, gray, moist(SC)

Completely weatheredSHALE pieces, dark gray


DRD150150

55DDDDDDDDRARARAFAFDRRADRAFTTTTTTTFTFTTTTTTTTTT

DAF

72

5-7-4

2-5-8

8-15-16

4-7-10

4-7-9

5-6-9

4-6-10

4-7-10

632.0631.8630.8

625.3

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

19

28.3

12.9

12.4

15.0

24.3

119

SS1

SS2

SS3

SS4

SS5

NR6

SS7

NR8

34

11

13

31

17

16

15

16

17

0.81.0

2.0

7.5

8500*

9000*

3000*

5000*

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

9 inches of PORTLANDCEMENT CONCRETEField Engineer reported 3inches of sand and gravelFILL (Base Material)FILL - Poorly graded finesand, trace silt, tracegravel, brown, moist (SP)Hard LEAN CLAY, tracesand, trace gravel, brown(CL)

Stiff to very stiff LEANCLAY with sand, tracegravel, occasional finesand layers below 30 ft.,gray (CL)

NOTE: No recovery onSPT sample attempts at 20and 30 ft. due to samplefalling out of sampler. DRNR66

SS7SS7DRDRDD2020

DDDDDDRA5-6-95-6-

ADRRAD

1616

15


0*0*


AFT12.412

15.05.0FTA

TAF111

TFTTFTFTTTFTFTTTTTTTTTTTAF

2020

92

16-24-29

7-19-17

2-3-3

1-2-4

1-5-4

2-3-5

597.8

582.8

35.0

40.0

45.0

46.5

50.0

55.0

56.5

60.0

65.5 18

11.7

10.5

17.0

19.0

24.5

26.4

25.2

102

100

SS9

SS10

SS11

VS1

SS12

NR13

SS14

SS15

ST16 38

53

36

6

6

9

8

35.0

50.0

6000*

3500*

2000*

<>

2000#

1800

2500



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

Stiff LEAN CLAY, tracesand, trace gravel,occasional fine sand layers,gray (CL)


Stiff to medium LEANCLAY, trace to few sand,trace gravel, gray (CL)


NR1313

SS144

RDDDRDRA1-2-41-2-4 ARADRADR

6 AARARARRAD55DDDDDDDRDRAF45.00

46.5

50.050AFAFRAFRA

2000*200

<>AFAFAFAAFAFT17.017.0

AFAFFTAFTTFFFTFTTFTFTTTTTTFTFTTT

RAT

DAF

2-4-5565.8

67.0 26.8SS17 967.0

2000#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRD8585

DDDDDDRARADRAFAFAFTFTFTTTT

DDDRT

RAT

DAF



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: C. Shroeder/S. WhooleryDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRD2020


AFTFTFTTTTTTAF

79

579.8

55.0 1519.2 117ST1 31

53.0

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRST11DDRD55DDDDDDRADDRRRARAFAFDDRRAD

53.053.0

DDAFTFTFTTTTTTAF

98

19-34-50

554.8

540.8

537.3

75.0

76.5

80.0

81.5

94.0

95.5

21

25.9

28.1

14.7

16.3

99

98

124

ST2

VS1

ST3

VS2

ST4

SS5

40

53

78.0

92.0

95.5

4140

4720

3650

4100

22720

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>


Stiff to very stiff LEANCLAY, trace sand, gray(CL)

Very hard to hard LEANCLAY, trace sand, tracegravel, gray (CL)

End of Boring at 95.5 ft.

DRD8585

DDDRAARARAAARAARADDDDDDRDRAF55

80.080.0

81.581.5FARAAFAF4720472

3650

4100FFAAAFAFAFT25.925.9

28.128.1FTFTA

TAFFT99

98FTFTTFFTFTFTTFFTFTTTTTTTTTTTRA

T

DAF

10-6-5

3-4-5

5-6-9

4-8-8

4-4-6

5-5-7

4-7-7

6-7-8

632.6632.3

631.0

625.8

620.8

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

27.9

22.9

19.0

12.1

15.0

14.9

15.7

124

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

11

9

15

16

10

12

14

15

0.71.0

2.3

7.5

12.5

5500*

8500*

6000*

3500*

4500*

4150

3500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 75Engineer on Rig: C. KennedyDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

8 inches of PORTLANDCEMENT CONCRETEField Engineer reported 4inches of gravel FILL (BaseMaterial)FILL - Medium densepoorly graded fine sand,trace silt, trace gravel, traceasphalt debris, occasionallean clay layers, brown,moist (SP)Very stiff to hard LEANCLAY, trace sand, tracegravel, occasional siltpartings, mottled brownand gray (CL)Very stiff LEAN CLAY,trace sand, trace gravel,occasional fine sandpartings and silt partings,brown (CL)

Stiff to very stiff LEANCLAY, few sand, tracegravel, gray (CL) DRSS66

SS7SS7DRDRDD2020

DDDDDDRA5-5-75-5-

ADRRAD

1010

12


0*0*


12.12.1FTA


DDDRT

RAT

DAF

7-8-11

4-5-7

2-4-5

4-4-4

4-5-6

2-3-3

4-4-5

592.3

35.0

40.0

45.0

49.0

50.5

52.0

55.0

60.0

64.0

65.5

13.3

10.3

23.7

16.0

18.7

24.0

23.9

24.7

122

107

SS9

SS10

SS11

ST12

SS13

VS1

SS14

SS15

NR16

SS17

19

12

9

8

11

6

9

41.0

4500*

5000*

2200#

2170

<>

2250

2400#

2400#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



NOTE: Vane shear test at52 ft. terminated early dueto high force gaugereadings. No recovery onShelby tube attempt at 64ft. due to sample falling outof sampler.

1313

VS1VS1

SS144 RDRDDRD55DDDDDDDRA4-4-4

4-5-6RARADRD

ADR

8 ARARARARARAF45.00

49.09.0

50.550.

5252AF

RARAFAF2200#220

217070

<AFAFAFAFDRRADRAFT23.723.7

1616AFFTAFTFFTFTFTFTFTFTTTTTTTT

DAF

nn

4-5-6

4-5-6

7-7-9

3-5-6

3-5-3

34-43-46

567.8

563.3

554.3

552.8

541.3

536.3

67.0

70.0

75.0

79.0

80.5

82.0

85.0

90.0

95.0

25.8

22.2

25.8

25.3

27.6

104

100

VS2

SS18

SS19

ST20

SS21

VS3

SS22

SS23

SS24

11

11

16

11

8

89

65.5

70.0

79.0

80.5

92.0

97.0

4720

1150

4000*

4290

<>

3420

2000#

1800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>



Alternating seams ofSANDY LEAN CLAY andSILTY FINE SAND, gray(CL)(SM)


Extremely dense CLAYEYSAND, trace gravel, gray(SC)

DRSS2222

SS23SS23

RDRDRDDRA9

3-5-63-5-

ARARADRRAD

1616

11

ARARARRARAD

8585

DDDDDDDDRDRAF79.0

80.55

82.082.0AFRARAAFRA

0*0*

429090

<><>

3420

FAFAAAFAFRA

DAFT22.222

25.825FTAFA

TAFTFT

100FTFTFTFTFTTFTFTFTTTTTTTTTTTAF

22-46-46

14-32-39

7-11-14

22-30-54

26-36-38

41-56-50/4"

39-46-50/3"

524.8

522.3

517.3

507.3

100.0

105.0

110.0

115.0

120.0

124.8

129.8

10.9

13.2

11.7

12.6

9.8

SS25

SS26

SS27

SS28

SS29

SS30

SS31

92

71

25

84

74

106/10"

96/9"

108.5

111.0

116.0

126.0

9000+*

9000+*

3000*

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

>>

>>

Hard LEAN CLAY, fewsand, trace gravel,occasional silty fine sandpockets, gray (CL)

Stiff LEAN CLAY with sand,trace gravel, gray (CL)

Hard LEAN CLAY, tracesand, trace gravel,occasional silt partings,gray (CL)

Very dense to extremelydense CLAYEY SILT, tracesand, trace gravel, drillerreported possible gravellayer 125-126 ft., gray (CL)



26-36-3826-36-38RADRADRRA84 ARARARARAF110.00

115.011AFRAFRAAF3000*300



DAF

12-20-26

74/2"

495.3494.6

135.0

138.7

24.8SS32

SS33

46

74 +

138.0

138.7

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>


SHALE pieces, dark gray


DRD150150

55DDDDDDDDRARARAFAFDRRADRAFTTTTTTTFTFTTTTTTTTTT

DAF

632.6632.3

0.71.0



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: C. SchroederDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

8 inches of PORTLANDCEMENT CONCRETEField Engineer reported 4inches of sand and gravelFILL (Base Material)


DRD2020


AFTFTFTTTTTTAF

96

3-3-4-5

2-3-4-5

581.3

53.5

56.0

57.5

60.0

62.0

64.0

65.5

21

26.0

14.5

24.8

24.2

24.3

105

102

DP1

ST2

VS1

SS3

SS4

ST5

VS2

40

7

7

52.0

<>

1470

3480

2500*

2500*

3710

3170



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



NOTE: No recovery onShelby tube attempt at 54ft. due to sample falling outof sampler; direct pushedat 53.4 ft. to retrievesample. Poor samplerecovery on STP sampleSS7 at 70 ft.

DRDP1DP1

ST2

VS1VS1DRDDDRDRD55DDDDDDDRADRDDRDRRRARAFAFDRRADD

AFTFTFTTTTTT

DAF

98

99

2-2-4-5

7-8-11-12

2-2-5-5

1-3-4-5

2-2-3-5

3-20-50/5"

35-50/2"

557.3

547.3

542.3

540.6

68.0

70.0

72.0

74.0

75.5

78.0

80.0

81.5

84.0

86.0

88.0

89.5

91.4

92.7

22

25

24.9

37.9

25.6

25.0

26.4

21.9

28.9

33.3

30.1

34.6

86

107

93

SS6

SS7

SS8

ST9

VS3

SS10

ST11

VS4

SS12

DP13

ST14

VS5

SS15

SS16

42

46

6

19

7

7

5

70/11"

50 +

76.0

86.0

91.0

92.7

2000*

<>

2000*

3100

3290

1800#

3940

3790

1400#

600#

2140

3790

1200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>


NOTE: No recovery onShelby tube attempt at 54ft. due to sample falling outof sampler; direct pushedat 53.4 ft. to retrievesample. Poor samplerecovery on STP sampleSS7 at 70 ft.



Stiff to medium LEANCLAY, trace sand, gray(CL)


End of Boring at 92.7 ft.(Terminated due to SPTsampler refusal)

DRSS12SS12

DP13DP

ST14

VS5S5DRDRDDRDDD8585

DDDRA2-2-3-53-5 ARADRDRDRARA5 AARARRARADDDDDDRDD

86.086.0

DRAF78.0

80.080.0

81.581.5

84.084.0AFARARF

RAAF290290

1800#1800#

3940

3790FFAFAAFAAFAFT.0.0

26.426.4

21.921.9FTFTAFAFTFT8686

107

TFTFTFFTFTTFTFTFFTFTFTTTTTTTTTTTTRA

T

DAF

69

22-19-17

7-8-8

6-8-10

6-8-10

6-6-7

5-7-9

5-6-9

6-9-12

4-6-8

632.2

628.5

626.0

623.5

604.0

2.5

5.0

7.5

10.0

15.0

20.0

25.0

27.5

30.0 15

27.6

14.4

14.5

15.5

16.4

14.9 120

SS1

SS2

SS3

SS4

SS5

SS6

NR7

SS8

SS9 30

36

16

18

18

13

16

15

21

14

0.3

4.0

6.5

9.0

28.5

7000*

9000+*

8000*

8500*

6500*

6500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: R. CalkinsDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite GroutChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

4 inches of SANDYTOPSOIL, brownish blackFILL - Mixed dense poorlygraded fine sand andtopsoil, with silt, tracegravel, trace glass debris,dark brown, moistVery stiff LEAN CLAY,trace sand, trace gravel,gray (CL)

Medium dense SANDYSILT, occasional clayseams, brown, moist (ML)

Hard to very stiff LEANCLAY, trace sand, tracegravel, gray (CL)

NOTE: No recovery onSPT sample attempt at 25ft. due to sample falling outof sampler. DRSS66

NR7NR7DRDRDD2020

DDDDDDRA5-7-95-7-

ADRRAD

1313

16


+*+*

8000*80 FAAFAFAFT14.414

14.54.5FTA


DDDRT

RAT

DAF

69

92

76

92

5-7-10

7-10-14

5-8-9

5-6-8

5-7-8

4-6-9

5-7-8

589.5

585.5

570.5

35.0

37.0

38.5

40.0

45.0

46.5

50.0

54.5

60.0

62.0

63.5

65.0

10

21

13

22

14.2

14.6

17.0

23.8

15.8

17.0

16.8

24.1

24.8

25.4

124

102

109

101

105

SS10

ST11

VS1

SS12

ST13

SS14

SS15

SS16

SS17

ST18

VS2

SS19

25

43

31

43

17

24

17

14

15

15

15

43.0

47.0

62.0

6000*

6620

6500*

3010

2000*

5000*

3500*

2500*

2790

4910

2200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Very stiff SANDY LEANCLAY, trace gravel, gray(CL)



Very stiff to stiff LEANCLAY with sand, tracegravel, gray (CL) DRSS1616 RDDRD55DDDDDDDRA5-6-85-6-8

5-7-87-8

ARADRADR

1717

14 AARARARRARAF45.0.0

46.5

50.050AFAFRARA

301030

2000*0*

5000AFAFAFAAFDRRADRAFT23.823.8

15.815

AFAFFTA

102 TFFFT43TTFFTFTFTTT21TTTTTT

DAF

4-5-6

3-5-6

6-7-8552.5

70.0

75.0

80.0

25.8

25.4

25.5

SS20

SS21

SS22

11

11

1580.0

2200#

2000#

2400#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




DRAA1515 AARAD

8585

DDDDDDDDRDRAF80.080.0AAF0#0#

2400#24 FAAFAFRA

DAFT25.42

25.55.5FTA

TAFFTFTTFFTFTTFTFTTTTTTTTTTAF



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRD2020


AFTFTFTTTTTTAF

91

577.0

58.0

59.5

1823.9 101ST1

VS1

37

56.0

3470

3850



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRST1ST1DD55DDRADRADDDDDDRD56.056.0 DRAFAFAFTFTFTTTTTRA

T

DAF

88

99

82

53

2-4-5

2-3-4

30-32-50/2"

552.5

546.0

543.0

536.5

68.0

69.5

73.0

74.5

79.0

80.5

85.0

87.0

90.0

94.7

16

16

25.9

25.9

25.9

28.2

26.3

27.3

8.5

102

101

103

99

ST2

VS2

ST3

VS3

ST4

VS4

SS5

ST6

SS7

SS8

36

35

9

7

82/8"

80.5

87.0

90.0

96.5

2780

3920

2310

4850

2110

4480

1800#

4760

1200#

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>


Medium to very stiff LEANCLAY, trace sand, tracegravel, occasional clayeyfine to medium sand layersabove 85 ft., gray (CL)

Medium LEAN CLAY withsand, trace gravel,occasional clayey fine tomedium sand layers above85 ft., gray (CL)

Hard SANDY LEAN CLAY,trace gravel, gray (CL)

NOTE: Driller reportedcobbles 96-96.5 ft.

SS55

ST6ST6

SS7SS7DRDDRDDD8585

DDDDRA2-4-52-4-

ARADRDRAD

9

ARARRARARAF79.0

80.55AFRAAFRA

211010

44804480 FAFAAFAFDDDDDRRADD87.0 DD

AFT25.925

TFTAFAAFT

0101

103

TFTFFTFTFT3

TFTTFTFTTTTTTTTTTTAF

24-36-36

16-24-33

12-18-27

9-14-20518.0

100.0

105.0

110.0

115.0

14.5

14.8

15.3

17.2

SS9

SS10

SS11

SS12

72

57

45

34115.0

9000+*

9000+*

9000+*

7500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>



DRRDD120DDDRA9-14-209-14-20


115.011AFRAFRAA7500AF9000+*9000 FAFAFAAF

DDDDDRRADD

AFT15.315.3


99

7-4-3

4-4-6

2-4-5

4-4-6

5-7-9

5-5-10

4-5-6

630.6

628.1

624.1

621.6

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

11

29.7

28.8

18.6

14.0

15.1

15.3

15.0

119

124

SS1

SS2

SS3

SS4

ST5

SS6

SS7

SS8

28

7

10

9

10

16

15

11

1.0

3.5

7.5

10.0

5000*

3000*

5000*

7160

4000*

3500*

2500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks: UCS at vane shear estimated by 2xfield shear strength. Driller reported harddrilling starting at 128.5 ft.


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

12 inches of ASPHALTICCEMENT CONCRETEFILL - Loose poorly-gradedfine to medium sand withsilt, trace coarse sand,trace gravel, brown, moist(SP-SM)Very stiff to stiff LEANCLAY, trace sand, tracegravel, gray (CL)

Very stiff LEAN CLAY,trace sand, gray (CL)

Very stiff to medium LEANCLAY with sand, tracegravel, gray (CL)

NOTE: Vane shear test at36.5 ft. terminated earlydue to possible cobble. DRSS66

SS7SS7DRDRDDD2020

DDDRA5-7-95-7-

ADRRAD

16

ARARARADDDDDDRDRAF15.015.0AAFRA

0*0*

7160 FAAFAFAFT18.618

14.014.0FTA

TAFFT119

124

TFTTFFT288TFTTTFFTFTT99TT111TTTTTTRA

T

DAF

atat

73

89

5-8-8

3-6-5

5-5-6

591.6

35.0

36.5

40.0

45.0

50.0

55.0

56.5

60.0

65.0

12

26

18.3

15.9

15.8

24.2

28.9

24.8

25.0

118

117

99

102

ST9

VS1

SS10

ST11

SS12

ST13

VS2

SS15

ST16

28

45

16

11

11

40.0

1730

2000*

1070

2200#

500*

4910

2000*

5260



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Very stiff to medium LEANCLAY with sand, tracegravel, gray (CL)



NOTE: Driller reportedpossible cobble at 76 ft.and 92 ft.

3-6-53-6-5

RADRADRST133

VS22

RDDDR11 ARARARRA

D55DDDDDDDRDRAF45.0.0

50.050AFRARA

107010

2200AFAFAAFAFTTTT15.815.8

AFFTA

117 TFFTTFTFTTFTFTTTRA

T

DAF

95

57

4-5-6

3-5-5

70

545.6

539.6

537.6

66.5

70.0

74.0

75.5

80.0

84.0

85.5

88.0

89.5

91.5

93.0

19

10

25.1

25.0

27.5

26.1

27.2

11.7

100

100

100

VS3

SS17

ST18

VS4

SS19

ST20

VS5

ST21

VS6

ST22

SS23

38

21

11

10

70+

86.0

92.0

94.0

6090

2000*

2000*

5400

1600#

4930

5280

4670

4970

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>


NOTE: Driller reportedpossible cobble at 76 ft.and 92 ft.

Very stiff SANDY LEANCLAY, few gravel, gray(CL)


Extremely dense CLAYEYFINE SAND with silt, tracegravel, gray, moist (SC)

Hard SANDY LEAN CLAY,few gravel, gray (CL)

DRST20ST20

VS5V

ST21

VS6S6DRDRDDRDRDD8585

DDDDDDDRAADRDRDRADR

1010 ARRARARARAF80.080.0

84.084.0ARAFRAAF

400400

1600#16 FFAAFAAFDDRRADD

86.086.0

DDAFT.0.0

27.57.5FTFTAAFFT100100

FTFTTFFT3838

FTFTTFTFTT19TTTT9TTTTTTAF

64

89

96

62

19-33-44

15-19-26

12-21-25

7-9-12

6-10-10

31-30-36

50-50/4"

529.6

526.6

510.1

503.1

100.0

105.0

110.0

115.0

120.0

125.0

129.3

10

15

22

10

12.4

14.8

17.3

22.1

20.7

10.8

117

SS24

SS25

SS26

SS27

SS28

SS29

SS30

24

33

42

24

77

45

46

21

20

66

50 +

102.0

105.0

121.5

128.5

9000+*

9000+*

6500

3500*

3000*

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>


Hard LEAN CLAY, fewsand, gray (CL)

Very stiff to stiff LEANCLAY, trace sand, tracegravel, occasional siltpartings below 115 ft., gray(CL)

Very dense SILTY FINESAND, few gravel, gray,moist (SM)

NOTE: Driller reportedpossible cobble at 123.5 ft.

SANDY LEAN CLAY, tracegravel, moist (CL)

DRSS288 RDDRD120DDDDDDRA7-9-127-9-12

6-10-106-10-10RADRADR

21 ARARARARAF110.00

115.011AFRAFRA

6500650

3500AFAFAAFDDRRAD55 D

AFT17.317.3

AFFTA

117 TFFT333

TFTFTFTFTT1

TTTTTTAF

106/3"498.1497.8 133.8SS31 106 +

133.5133.8



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

SANDY LEAN CLAY, tracegravel, moist (CL)

Completely weatheredSHALE, dark gray

End of Boring at 133.8 ft.(Terminated upon SPTsample refusal on possiblebedrock)

DRD150150


DDDRT

RAT

DAF

5-5-4-1

3-5-9-6

3-4-6-5

3-5-6-8

2-5-7-7

5-7-9-11

4-6-8-8

7-12-12-12

660.8

659.0

651.3

631.3

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

13.5

10.3

12.3

11.8

18.9

15.6

13.5

10.6

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

9

14

10

11

12

16

14

24

0.5

2.3

10.0

30.0

3000*

7000*

9000*

9000*

6500*

7500*

5500*

8000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

6.5 inches of PORTLANDCEMENT CONCRETEFILL - Loose poorly gradedfine to coarse sand with silt,few gravel, brown, moist(SP-SM)

Stiff to hard LEAN CLAY,trace sand, trace gravel,occasional fine sandseams below 5 ft., gray(CL)

Very stiff to hard LEANCLAY, trace sand, tracegravel, occasional siltseams above 20 ft., gray(CL)


DRSS6S6

SS7SS7DRDRDD2020

DDDDDDRA5-7-9-115-7-9-1

ADRRAD

1212

1616ARARARA

DRAF15.015.0

22AAF

RA6500* FAAFAFAFT11.811.8

18.918.9FTA

TAFTFTTFTFTTFFTFTTTTTTTTT

DDDRT

RAT

DAF

62

2-3-3-6

4-4-6-7

3-6-8-11

7-10-10-10

3-3-6-8

3-5-7-10

5-6-8-11

618.3

606.3

35.0

40.0

45.0

50.0

55.0

60.0

65.0

11

21.2

19.9

12.8

13.2

15.5

16.3

SS9

SS10

SS11

NR12

SS13

SS14

SS15

24

6

10

14

20

9

12

14

43.0

55.0

3000*

2500*

4500*

4000*

3500*

2000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17





SS133 RDDRDD55DDDRA7-10-10-107-10-10-10

3-3-6-8-8RADRADRRA20 ARARARRARAF45.0.0

50.050AFRARAAF4500*45

AFAFAAFDDDDDRRADD55.055 DD

AFT12.812.8

AFFTAFTTFFTFT24TFFTFTFTT11TTTTTTTTAF

94

94

11-12-8-10

9-4-7-9

2-4-6-7

2-4-7-7

2-5-6-6

2-4-5-7

3-4-4-7

4-5-6-3

70.0

75.0

80.0

81.5

84.0

86.0

88.0

90.0

92.0

93.5

96.0

98.0

21

22

16.5

12.9

24.0

26.0

25.9

26.6

26.0

24.6

25.4

24.9

103

102

SS16

SS17

ST18

VS1

SS19

SS20

SS21

SS22

ST23

VS2

SS24

SS25

42

42

20

11

10

11

11

9

8

11

2000*

3500*

5210

3420

1800#

2500*

2000*

2000*

4850

3920

2000*

2000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRSS19SS19

SS20SS2

SS21

SS22SS22DRDRDDRDD8585

DDDRA2-4-6-76-7

2-4-7-72-4-7

2-5-6-62

ARADRDRDRA10

11

ARARARARADDDDDDRDRAF80.080.0

81.581.5

84.084.0ARARAFRA5210

3420FAAAFAAFAFT12.912.9

24.024.0FTA

TAFFT

103FTTFFTFTTFFTFTTTTTTTTTRA

T

DAF

87

3-5-7-7

3-4-7-8

2-5-5-6

2-4-4-7

2-3-5-6

1-3-9-19

30-33-48-60

15-30-48-67

559.3

539.8

538.3

100.0

102.0

103.5

106.0

108.0

110.0

111.5

114.0

116.0

117.5

120.0

122.0

125.0

130.0

10

22.1

20.9

25.6

28.7

37.6

25.6

21.0

26.6

11.9

14.5

112

101

SS26

ST27

VS3

SS28

NR29

SS30

VS4

SS31

ST32

VS5

SS33

SS34

SS35

SS36

27

12

11

10

8

8

12

81

78

102.0

121.5

123.0

1400#

2190

4720

1600#

1200#

4910

2000#

1970

3420

1200#

1600#

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>




SANDY LEANCLAY/CLAYEY FINESAND, gray (CL)/(SC)

Hard to very stiff SILTYCLAY, trace sand, tracegravel, occasional finesand partings above 125ft., gray (CL)

DRT32T32

VS55

SS3333

SS3434

RDRDDDRDD120DDDDDDDRA4-4-7

2-3-5-6-6

1

ARARADRD

ADRRA88 AARARARARRARAF10.00.0

111.5

114.04.0

116.0116.AFAFRARAAFAF49100

AF1200#120 F2000#2000#

1

FAFAFAAFAFDRRAD55

AFT28.728.7

3737

TFTAFAFAFFTTFTFFTFFTTTFTFTFTFTTTTTTTTTTTT

DAF

12-25-37-42

6-9-13-16521.3

135.0

140.0

20.0

15.9

SS37

SS38

62

22140.0

9000+*

4500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

130

135

140

145

150

155

160

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>Hard to very stiff SILTYCLAY, trace sand, tracegravel, occasional finesand partings above 125ft., gray (CL)


DRD150150

55DDDDDDDDRARARAFFAFDRRADRAFT15.915.9

FTTFTTFTTFTFTTTTTTTTTT

DAF

66

6-6-7

3-4-5

3-4-5

5-5-7

3-6-8

4-4-5

3-6-8

4-4-5

632.3632.1

629.6

608.1

603.1

3.0

5.0

7.5

10.0

15.0

20.0

25.0

30.0 13

26.0

16.3

14.2

12.7

14.5

12.8

12.6

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8 28

13

9

9

12

14

9

14

9

0.81.0

3.5

25.0

30.0

4000*

6000*

7500*

5000*

5000*

5000*

6000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks: UCS at vane shear estimated by 2xfield shear strength. Direct pushed 24 in. toretrieve sample at vane shear locations.


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

10 inches of ASPHALTICCEMENT CONCRETEField Engineer reported 2inches of gravel FILL (BaseMaterial)FILL - Medium densepoorly graded fine sandwith silt, trace gravel,brown, moist (SP-SM)



DRSS66

SS7SS7DRDRDD2020

DDDDDDRA4-4-54-4-

ADRRAD

1414

9


0*0*

5000*50 FAAFAFAFT14.214

12.72.7FTA


DDDRT

RAT

DAF

92

4-6-10

6-7-7

6-4-6

569.6

35.0

40.0

45.0

52.0

53.5

54.0

62.0

63.5

64.0

17

19.0

13.2

12.4

20.4

24.7

24.2

22.7

109

103

SS9

SS10

SS11

ST12

VS1

DP13

ST14

VS2

DP15

36

16

14

10

63.5

4500*

4500*

4500*

4550

4600

<>

3270

4600

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Very stiff to stiff LEANCLAY, few sand, tracegravel, silty fine sand layerat approximately 39 ft.,gray (CL)

DRST12ST12

VS1VS1

DP13P13DRDRDRRDD55DDDDDDDRADRDRDRRARAARRARARAF45.00

52.52.AFFRAAF4500*450

AFFAAFDRRADRAFT12.412.4

AFFTFTTFFTFTTFTFTFTFTTTTTTTTT

DAF

94

48

2-4-5-7

3-3-5-6

4-4-5-6

2-4-4-6

3-4-6-8

3-6-10-10

2-3-3-6

4-8-21-36

16-17-29-34

13-22-28

563.1

545.1

542.1

66.0

68.0

70.0

72.0

73.5

74.0

76.0

78.0

80.0

81.5

82.0

84.0

86.0

88.0

90.0

92.0

95.0

19

24.7

25.7

25.9

24.2

26.0

26.6

25.9

26.4

24.4

10.9

15.9

26.5

7.3

13.3

13.5

102

102

93

SS16

SS17

SS18

ST19

VS3

DP20

SS21

SS22

ST23

VS4

DP24

SS25

SS26

ST27

SS28

SS29

SS30

39

9

8

9

8

10

16

6

29

46

50

70.0

88.0

91.0

2500*

2000*

1800#

3020

4290

<>

2000#

2200#

3400

<>

3500*

1600#

780

9000*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Very stiff to soft LEANCLAY, few sand, tracegravel, gray (CL)

NOTE: Vane shear test at81.5 ft. terminated earlydue to high force gaugereading.

Medium dense to denseSILTY FINE SAND, fewgravel, gray, moist (SM)

Hard to very stiff LEANCLAY, trace sand, tracegravel, silty fine sand andsilty medium sand layersabove 92 ft., gray (CL)

SS25SS25

SS26SS

ST27

SS28SS28

RDRDRDDDD8585

DDRA3-6-10-100-10

2-3-3-62-3-3

ARARADRDRDR6RA16RAAARARARRADDDDDDDRD88.088.0 DRAF78.0

80.080.0

81.581.5

82.082

84.084.0

FAFARARARAF000#000#

2200#2200#

3400

<>

FFAFAAAAFRA

DAFT26.026.0

26.6

25.925.9

26.426.4

TFTFTAFAFT

102

TTFTFTFFT3939

TTFTFTFFTFTTTTTTTTTTTTTAF

11-18-25

11-16-25

5-10-15

7-11-15518.1

100.0

105.0

110.0

115.0

14.1

15.0

13.5

14.4

SS31

SS32

SS33

SS34

43

41

25

26115.0

9000+*

9000+*

8500*

5000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Hard to very stiff LEANCLAY, trace sand, tracegravel, silty fine sand andsilty medium sand layersabove 92 ft., gray (CL)


DRRDD120DDDRA7-11-157-11-15



DDDDDRRADD

AFT13.513.5


7

8-11-14

6-10-11

9-12-13

7-12-11

6-8-7

3-1-1

3-5-6

4-5-7

633.5632.8632.7

610.2

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

8.1

14.8

14.8

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

25

21

25

23

15

2

11

12

0.20.91.0

23.5

5500*

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: S. Whoolery/R. CalkinsDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

2 inches of ASPHALTICCEMENT CONCRETE8 inches of PORTLANDCEMENT CONCRETEField Engineer reported 2inches of FILL

Medium dense to veryloose poorly graded FINESAND with silt, tracegravel, brown, moist(SP-SM)

Very stiff to medium LEANCLAY, trace sand, tracegravel, occasional sandysilt seams 66-68 ft., gray(CL)

NOTE: Vane shear testattempt at 87 ft. cancelled;unable to extend more than12 in. due to silt layer.

DRSS66

SS7SS7DRDRDD2020

DDDDDDDDRA3-1-13-1-

ADRRAD

1515

2


DRRAD23.523.5 D

AFTFTA


DAF

98

5-5-7

6-5-7

8-9-10

3-5-6-7

2-4-5-6

3-4-5-6

3-5-7-8

35.0

40.0

45.0

50.0

52.0

53.5

56.0

58.0

60.0

61.5

64.0

22

15.8

14.5

18.1

19.0

24.9

25.4

25.1

24.0

24.7

103

103

SS9

SS10

SS11

SS12

ST13

VS1

SS14

SS15

ST16

VS2

SS17

42

12

12

19

11

9

9

12

2500*

3500*

2000*

2500*

3870

4290

2000*

2000*

4720

4660

2500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: Vane shear testattempt at 87 ft. cancelled;unable to extend more than12 in. due to silt layer. DRST13ST13

VS1VS1

SS14

SS1SS1

RDRDRDDRDD55DDDDRA3-5-6-73-5-6-7

2-4-52RA

DRDRDRADR

11 ARARRARARAF45.00

50.050

52.52.AFRAFRA

2000*200

2500*AFAFAAFDDDDRRADRAFT18.118.1


DAF

99

55

3-6-8-9

4-9-8-7

7-8-8-9

4-6-9-9

4-5-6-6

3-6-7-8

14-27-50/5"

42-52/4"

21-42-53

546.7

540.2

66.0

68.0

70.0

72.0

74.0

75.5

78.0

79.5

82.0

84.0

86.0

87.0

88.4

89.8

95.0

21

23.5

30.6

22.5

25.2

25.5

27.4

25.1

23.3

25.6

6.7

12.0

101

98

105

SS18

SS19

SS20

SS21

ST22

VS3

ST23

VS4

SS24

ST25

SS26

VS5

SS27

SS28

SS29

42

14

17

16

15

11

13

77/11"

52 +

95

87.0

93.5

2000*

3000*

3000*

2000*

6230

4410

5000

4290

2400#

3500

1200#

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>


NOTE: Vane shear testattempt at 87 ft. cancelled;unable to extend more than12 in. due to silt layer.

Extremely dense SANDYSILT, trace gravel, gray,moist (ML)

Hard LEAN CLAY, tracesand, trace gravel,occasional fine sandseams, trace shale piecesbelow 100 ft., gray (CL)

DRST25ST25

SS26SS2

VS55

SS27

SS28SS28

RDRDRDDDDDD8585

DDDDDDDRA4-5-6-64-5-6-6

3-6-7-83-6-7

14-2714

ARADRDRDD

ARA11

13

AARARARARAF78.0

79.579.

82.082.0

84.084.0AFAFRAR

FAAF410410

50005000

4290

2400#

FFAFAFAFAAFDDRRADD87.0 DD

AFT.5.5

27.427.4

2

FTFTAFAFFTAFT101101

98 TFTFTFFFTFT42FFTTFTFTFTFTFTTTTTTTTTTTTTAF

26-39-45

39-32-38

8-17-20

23-35-38

520.2

518.7

100.0

105.0

110.0

115.0

10.1

15.5

22.2

SS30

SS31

SS32

SS33

84

70

37

73

113.5

115.0

9000+*

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

Hard LEAN CLAY, tracesand, trace gravel,occasional fine sandseams, trace shale piecesbelow 100 ft., gray (CL)

Very dense SANDY SILT,gray, moist (ML)


DRRDD120DDDDRA23-35-3823-35-38


115.011AFRAFRAAF9000+*9000

AFFAFAAFDDDDRRADRAFT22.222.2


DAF

5-5-6

7-10-16

18-8-6

7-9-12

4-6-11

7-12-15

7-11-15

5-7-10

4-7-12

632.1

629.8629.6

626.6

604.6

2.5

5.0

7.5

10.0

15.0

20.0

22.5

25.0

30.0

24.1

22.1

25.4

14.9

14.4

17.4

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

SS9

11

26

14

21

17

27

26

17

19

2.5

4.85.0

8.0

30.0

7000*

5000*

<>

6000*

5000*

5000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: H. Bharadwaj/R. CalkinsDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Monitoring WellChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

30 inches of SANDYTOPSOIL, trace roots,brownFILL - Medium densepoorly graded fine sand,trace silt, trace gravel,occasional topsoil seamswith roots, brown, moist(SP)FILL - Medium densepoorly graded fine sandwith silt, trace gravel, gray(SP-SM)FILL - Medium dense silt,trace sand, occasionaltopsoil layers, brown-gray(ML)



Very stiff to stiff LEANCLAY with sand, tracegravel, gray (CL)

DRSS66

SS7

SS8SS8DRDDRDRDD2020

DDDDDDDRA7-12-157-12-

7-11-157-11-15

ADRDRADRD

1717

27


0*0*

5000*50 FAAFAFDDRRADD

AFT24.124

22.12.1FTA


73

71

93

4-9-12

5-10-11

6-9-17

5-9-9

5-9-11

5-7-9

4-5-7

5-8-11

588.6

35.0

40.0

42.5

45.0

47.5

50.0

51.5

53.5

55.0

60.0

65.5

16

15

17

15

15.4

15.7

16.3

17.3

23.9

26.0

24.1

24.4

25.8

25.7

120

119

107

104

SS10

SS11

SS12

SS13

SS14

SS15

VS1

ST16

SS17

SS18

ST19

32

30

38

34

21

21

26

18

20

16

12

19

46.0

4500*

4000*

4000*

3000*

3000*

2000#

4480

<>

2000*

2000#

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



NOTE: Poor recovery onShelby tubes ST16 at 53.5ft. and ST19 at 65.5 ft. DRVS1VS1

ST16ST

SS177 RDRDRDDD55DDRA5-7-95-7-9

4-5-7

ARADRDRDRARA16

RA2020 AAARARARARADDDDDDRDRAF45.00

47.547.5

50.050

51.551.5AFARARFAF

RAAF0*0*

3000*300

3000*30

2000

FAFAAFAFAAFAFT16.316

17.317.3

23.93.9FTAFA

TFTAFAFT119 TFTFTFTFFT30TFTFTTFTFTFTT1TTTTTTTTTT

RAT

DAF

6-7-11

7-9-10

4-5-7

566.6

554.6

67.0

70.0

75.0

80.0

28.1

24.4

28.7

VS2

SS20

SS21

SS22

18

19

12

68.0

80.0

4040

3000*

2200#

1800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRAA1212 AARAD

8585

DDDDDDDDRDRAF80.080.0AAF0#0#

1800#18 FAAFAFRA

DAFT24.424

28.78.7FTA

TAFFTFTTFFTFTTFTFTTTTTTTTTTAF



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


DRD2020


AFTFTFTTTTTTAF

4-5-6

2-4-4

2-4-3

585.0

573.5

50.0

55.0

60.0

61.5

65.0

24.3

24.3

25.4

104

SS1

ST2

SS3

VS1

SS4

11

8

7

48.5

60.0

2500*

5220

1200#

4230

2200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




DRST22 RDDRD55DDDRA4-5-64-5-6

RADRADR

11

RARARRARAF50.050

RARA2500AAAFDDDDDRRADRAFT

AFTFTTTTTT

DAF

NN

29

53

2-5-6

2-5-6

2-3-5

1-5-6

6-14-26

12-22-28

563.5

561.5

553.5

545.5

543.5

67.0

68.5

70.0

72.0

73.5

75.0

77.0

78.5

80.0

85.0

87.0

88.4

90.0

95.0

10

18

6

24.8

26.3

10.1

28.2

27.1

29.0

10.5

11.3

14.0

102

99

130

ST5

VS2

SS6

ST7

VS3

SS8

ST9

VS4

SS10

SS11

ST12

VS5

SS13

SS14

25

38

17

11

11

8

11

40

50

70.0

72.0

80.0

88.0

90.0

4450

4850

2200#

<>

4350

2200#

5450

3420

1600#

2000*

2770

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


CLAYEY MEDIUM SANDwith silt, trace gravel, gray,moist (SC) (Based onAtterberg Limits, Shelbytube sample at 72 ft. reactssimilar to CL)


Stiff SANDY SILTY CLAY,few gravel, gray (CL-ML)

NOTE: Vane shear test at88.4 ft. terminated earlydue to sand layer.

Dense SILTY FINE SAND,trace gravel, gray, moist(SM)

Hard to stiff LEAN CLAY,trace sand, trace gravel,gray (CL)

DRSS111

ST12T12

VS5

SS13SS13DRDDDRDDD8585

DDRA1-5-61-5-

ADRDDRADRA88

11

AARRARADDDDDDDRD88.088.0 DRAF00

78.5

80.080.0AFAFARAAF1600#16AF3420420

AF545054 F0#0#

FAFAFAAFRA

DAFT28.228

27.1.1

29.09.0

TFTAFTAFAFT999 TTFTFTFFT

2525

TTFTFTFTFTTTTTTTTTTTTTAF

99

16-23-32

6-9-16

25-30-29

25-30-33

21-31-44

533.5

528.5

519.5

513.5

100.0

105.0

110.0

115.0

120.0

15

20.9

23.5

SS15

SS16

SS17

SS18

SS19

36

55

25

59

63

75

100.0

105.0

114.0

120.0

3000*

4000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

Hard to stiff LEAN CLAY,trace sand, trace gravel,gray (CL)


Very dense SILT with sand,gray, moist (ML)

Very dense SILTY FINESAND, trace gravel, gray,wet (SM)

End of Boring at 120 ft. DRSS199 RDDRDRA25-30-3325-30-33

21-31-4421-31-44RADRADR


115.011AFRAFRAAFAFAAFAFTAFFTAFTTFFTFT

363

TFTFTT1

TTTTFTFTTTRA

T

DAF

46-18-19

7-4-8

5-5-8

5-5-7

5-6-9

5-7-9

5-6-8

5-7-9

631.5

628.6

622.6

602.6

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

21.2

21.2

18.9

15.0

14.2

16.1

14.3

109

120

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

37

12

13

12

15

16

14

16

1.1

4.0

10.0

30.0

5500*

6500*

5500*

3000*

5500*

2000*

10170



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 75Engineer on Rig: S. Swaminathan/M. HiskeDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

13 inches of ASPHALTICCEMENT CONCRETE

FILL - Dense poorly gradedfine sand, trace silt, tracegravel, brown, moist (SP)

Very stiff LEAN CLAY,trace sand, trace gravel,brown to gray (CL)

Stiff to hard LEAN CLAY,trace sand, trace gravel,gray (CL)


DRSS66

SS7SS7DRDRDD2020

DDDDDDRA5-7-95-7-

ADRRAD

1515

16


0*0*


AFT18.918

15.05.0FTA

TAF

0909

TFTTFTFTTTFTFTTTTTTTTTTTAF

91

4-6-10

4-4-7

3-3-5

4-6-9-8

5-4-5-8

4-6-5-9

3-4-6-7

572.6

35.0

40.0

45.0

50.0

52.0

53.5

56.0

58.0

60.0

62.0

63.5

20

15.3

17.3

22.5

23.3

22.8

23.6

24.0

23.3

23.7

105

SS9

SS10

SS11

ST12

SS13

VS1

SS14

SS15

ST16

SS17

VS2

39

16

11

8

15

9

11

10

60.0

3000*

2200#

2200#

3400*

2000#

5030

2400#

2400#

5010

1800#

4290



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRSS13SS13

VS1VS1

SS14

SS1SS1

RDRDRDDRDD55DDDDRA4-6-9-86-9-8

5-4-55RA

DRDRDRADR1515 ARARRARARAF45.00

50.050

52.52.AFRAFRA

2200#220

3400*AFAFAAFDDDDRRADRAFT22.522.5


DAF

81

98

59

64

4-4-6-7

2-4-6-6

7-4-5-8

3-3-4-5

3-4-5-7

20-11-17-40

6-11-25-35

20-25-45-45

27-30-50

564.6

552.6

548.6

537.6

66.0

68.0

70.0

72.0

73.5

76.0

78.0

79.5

82.0

84.0

86.0

88.0

90.0

95.0

19

25

8

11

26.1

25.0

22.2

27.7

28.9

19.4

26.6

7.9

11.0

8.2

9.0

107

99

SS18

SS19

ST20

SS21

VS3

SS22

NR23

VS4

SS24

ST25

SS26

SS27

SS28

SS29

34

43

20

25

10

10

9

7

9

28

36

70

80

68.0

80.0

84.0

95.0

2000#

1400#

1390

1800#

2360

1400#

4040

1600#

4270

9000+*

9000+*

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>


Medium to very stiff LEANCLAY with sand, tracegravel, gray (CL)

NOTE: No recovery onShelby tube at 78 ft. due tosample falling out ofsampler.

Medium to very stiff LEANCLAY, trace sand, gray(CL)


Extremely dense SILTYFINE SAND, occasionalsandy silt layers, gray,moist (SM)

DRST25ST25

SS26SS2

SS27

SS28SS28

RDRDRDDDRA3-4-5-73-4-5-7

20-11-17-4020-11-1

6-11-25-6-

ARADRDRD

ADRA9

28

AARARARAF78.0

79.579.

82.082.0

84.084.0

FAFAFRARAAF

400#400#

F4040

1600#

FAFAFAFARAAFD

8585

DDDDDDDDRRAD

AFT28.9 TFTAFAFFTAFTTTFTFFFTFTTTFTFFTTTTTTTTTTTFTFTTTAF

50-50/4"

36-50/5"528.2

99.3

104.4

SS30

SS31

50 +

50 +104.4



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

Extremely dense SILTYFINE SAND, occasionalsandy silt layers, gray,moist (SM)


DRD120DDDDRARARAFAFDDDDRRADRAFTTTTFTFTTTTTTT

DAF

94

69

27-36-24

56-7-9

6-13-10

5-6-7

9-7-6

5-7-9

631.6630.8

627.8

626.8

624.3

616.8

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

6

15

16.1

11.7

13.2

13.7

13.2

13.7

127

125

SS1

SS2

SS3

SS4

ST5

SS6

ST7

SS8

25

29

60

16

23

13

13

16

0.2

1.0

4.0

5.0

7.5

15.0

8000*

6000*

8500*

11200

3500*

7530

4000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: S. WhooleryDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Monitoring WellChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA




Methane gas was encountered in monitoringwell at 100% LEL.


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

2 inches of ASPHALTICCEMENT CONCRETE10 inches of PORTLANDCEMENT CONCRETEFILL - Very dense poorlygraded fine to mediumsand, trace silt, tracegravel, brown, moist (SP)Hard LEAN CLAY, fewsand, trace gravel, brown(CL) (Possible Fill)Very stiff SILTY CLAY, fewsand, trace gravel, brown,moist (CL-ML)


Stiff to very stiff SANDYLEAN CLAY, trace gravel,gray (CL) DRSS66

ST7ST7DRDRDD2020

DDDDDDDDRA9-7-69-7-

ADRRAD

13


0*0*

11200 FAAFAFDRRADRAFT11.71

13.213.2FTA

TAF127

TFTTF252

TFTTTFFTFTTTTTTTTTTT

DAF

30

83

91

6-9-7

48-37-17

3-4-4

5-6-6

593.3

591.8

586.8

567.8

35.0

40.0

45.0

50.0

55.0

56.5

60.0

64.0

14

19

14.0

18.2

23.9

23.4

24.7

18.0

113

105

SS9

SS10

ST11

SS12

ST13

VS1

SS14

ST15

31

38

16

54

8

12

38.5

40.0

45.0

64.0

4000*

5330

2200#

5620

4600

2500*

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA






DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

Stiff to very stiff SANDYLEAN CLAY, trace gravel,gray (CL)

Very dense SILTY FINESAND, few gravel,occasional lean clay layers,gray, moist (SM)



NOTE: Shelby tubeperformed at 64 ft. waspushed only 12 inches;unable to advance furtherdue to sand layer.

ST133

VS11

RDDDRD55DDDDDDDRA3-4-43-4-4

RADRADR

8 ARARARRARAF45.0.0

50.050AFRARA

533053

2200AFAFAAFDRRADRAFT18.218.2

AFFTA

113 TFFT31TFTFTFTFTTT14TTTTTT

DAF

98

3-4-5

8-9-10

26-26-27

48-50

28-30-42

561.8

548.3

70.0

75.0

77.0

79.0

80.5

85.0

89.6

95.0

22

18.7

26.5

27.8

17.9

8.5

10.4

12.2

97

DP16

SS17

ST18

NR19

SS20

SS21

SS22

SS23

44

9

19

53

50+

72

70.0

83.5

3000*

5000*

<>

9000+*

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA






DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

SILTY MEDIUM TOCOARSE SAND, traceclay, trace gravel,occasional lean clay layers,gray, wet (SM)

NOTE: No recovery onShelby tube attempt at 70ft. due to sample falling outof sampler; direct pushedto 70 ft. to retrieve sample


NOTE: No recovery onShelby tube attempt at 79ft. due to sample falling outof sampler

Hard LEAN CLAY, fewsand, trace gravel,occasional silt seams andlayers, gray (CL)

DRSS2121

SS22SS22DRDRDDD8585

DDDDDDDDRA0

26-26-2726-26

ARADRRAD

1919

53

ARARRARARAF00

79.0

80.55AFAFRARA

0*0*

5000*50

<><> FAFAFAAFDRRADRAFT26.526

27.8.8

17.99FTAFTAFA

T979FTFTFT44FTFTTFTFTTTT22TTTTTTT

DAF

29-30-42

20-30-41

30-36-37

526.8

521.8

100.0

105.0

110.0

12.9

11.7

SS24

SS25

SS26

72

71

73

105.0

110.0

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA






DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

Hard LEAN CLAY, fewsand, trace gravel,occasional silt seams andlayers, gray (CL)

Very dense SILT, tracesand, gray, moist (ML)


DRD120DDDDRAARARAF110.00

AFFAFFAFDDDDRRADRAFT

AFFTTFFTTFTFTFTFTTTTTTTT

DAF

57

5-7-6

3-4-5

3-5-7

1-2-1

3-5-7

3-5-8

8-9-9

9-12-13

631.9631.0

628.7

623.7

618.7

612.2

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

14

14.6

12.9

14.2

15.1

SS1

SS2

SS3

SS4

SS5

SS6

SS7

NR8

27

13

9

12

3

12

13

18

25

0.3

1.2

3.5

8.5

13.5

20.0

8000*

7500*

4500*

4000*

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: R. Calkins/S. SwaminathanDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

3 inches of ASPHALTICCEMENT CONCRETE11 inches of PORTLANDCEMENT CONCRETEFILL - Medium densepoorly graded fine sand,trace silt, trace gravel,brown, moist (SP)Hard to very stiff LEANCLAY, few sand, tracegravel, brown (CL)

Very loose poorly gradedFINE SAND, trace silt,trace gravel, brown, moist(SP)




DRSS66

SS7SS7DRDRDD2020

DDDDDDRA3-5-83-5-

ADRRAD

1212

13

ARARARAD

.00

DRAF15.015.0AAFRA4500*45 FAAFAFAFT

14.24.2FTA


DDDRT

RAT

DAF

59

98

3-5-10

8-15-14

3-7-8

2-3-4-5

2-3-5-6

2-3-4-6

2-4-4-6

3-3-5-6

592.2

570.2

35.0

40.0

45.0

48.0

50.0

52.0

53.5

56.0

58.0

60.0

61.5

64.0

13

20

15.0

18.0

15.2

17.2

22.9

24.4

24.1

26.6

23.0

24.8

113

104

SS9

SS10

SS11

ST12

SS13

SS14

VS1

SS15

SS16

ST17

VS2

SS18

27

39

15

29

15

7

8

7

8

8

40.0

62.0

3500*

<>

3500*

5140

2000#

2400#

5030

2200#

1800#

4100

4850

1600#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



Very stiff to medium LEANCLAY, trace sand, gray(CL)

DRSS14SS14

VS1VS1

SS15

SS1SS1

RDRDRDDRDD55DDRA2-3-4-52-3-4-5

2-3-5-63-5-6

2-3-42RARA

DRDRDDRRA7

88 ARARARARADDDDDDRDRAF45.00

48.048.0

50.050

52.52.AFRARAFAFAF51405140

2000#AAAF3500*350

AFFAFAFAFT15.215.2

17.27.2AFAFTAFFT

11

TFFTFFT272

TFTFTFTFTT1

TTTTTTRA

T

DAF

90

3-3-4-5

3-5-6-7

2-3-4-5

3-4-5-7

2-2-4-4

3-13-21-30

35-60/4"

12-25-35

546.2

543.4

66.0

68.0

70.0

72.0

73.5

76.0

78.0

80.0

82.0

84.0

85.5

88.0

88.8

95.0

12

26.6

25.0

27.5

26.1

27.5

26.8

27.1

26.3

14.1

99

99

98

SS19

SS20

SS21

ST22

VS3

SS23

ST24

VS4

SS25

ST26

VS5

SS27

SS28

SS29

26

7

11

7

9

6

34

60 +

60

86.0

88.8

1600#

1800#

1800#

1440

1000#

4540

5100

1800#

3930

4970

9000#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17 >>

>>



Dense to extremely denseSILTY FINE SAND, tracegravel, gray, wet (SM)


DRST26ST26

VS5V

SS27

SS2828

RDRDRDDDRDD8585

DDDDDDDRA2-2-4-42-2-4-4

3-13-21-3-

3

ARADRDRDDDRRA6 AARARRRADD

86.086.0

88 DDRAF78.0

80.080.0

82.082.0

84.084.0

FAFARARAF000#000#

45404540

5100

1800#

FAFAAFAFAFT27.5

26.826.8

2

TFTAFAFTFT99 TTFTFFTFT26TTFTFFTFTFTTTTTTTTTTT

DDRT

RAT

DAF

sese

15-25-37

15-19-29527.2

100.0

105.0

15.1

15.0

SS30

SS31

62

48105.0

6000#

5000#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>




AFTTTTFTFTTTTTTTAF

73

76

4-3-4

2-2-2

3-4-5

5-7-10

5-7-10

4-5-8

5-6-8

4-6-9

631.3

628.8

626.3

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

16

16

32.6

20.1

10.9

13.9

15.3

15.2

16.2

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

31

32

7

4

9

17

17

13

14

15

2.5

5.0

7.5

2500*

6500*

8000*

8500*

4000*

4500*

4000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: S. SwaminathanDrilling Method: 4 inch SSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite GroutChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Sandy TOPSOIL

Stiff LEAN CLAY, tracesand, trace gravel,occasional fine sandseams, brown (CL)Very stiff LEAN CLAY,trace sand, trace gravel,trace roots, occasional siltseams, mottled brown andgray (CL)

Hard to stiff LEAN CLAYwith sand, trace gravel,gray (CL)

DRSS66

SS7SS7DRDRDD2020

DDDDDDRA4-5-84-5-

ADRRAD

1717

13


0*0*


13.93.9FTA


DDDRT

RAT

DAF

51

4-6-9

4-6-9

4-8-9

3-6-7

2-4-6

585.8

583.8

570.8

35.0

40.0

45.0

49.5

55.0

60.0

63.0

64.5

6

15.1

15.4

16.2

9.0

22.7

22.2 107

SS9

SS10

SS11

ST12

SS13

SS14

ST15

VS1

18

15

15

17

13

10

48.0

50.0

63.0

4500*

4000*

3000*

9000+*

2400#

<>

3910

4790



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Hard SANDY SILTY CLAY,trace gravel, gray (CL-ML)

NOTE: Shelby tubeperformed at 49.5 ft waspushed only 18 inches;unable to advance furtherdue to possible cobble.



DRSS133 RDDRDD55DDDDDDRA3-6-7RA

DRADRRARARAARARARAF45.00

49.549.5AFRAFRAAF3000*300

9000+*AFAFAAFDDRRADD

AFT16.216.2


95

6-11-26

14-24-33

17-27-27

549.8

70.0

71.5

75.0

76.5

80.0

81.5

85.0

90.0

95.0

2024.0

12.9

22.8

8.9

13.7

12.9

103

123

106

ST16

VS2

ST17

VS3

ST18

VS4

SS19

SS20

SS21

41

37

57

54

84.0

6510

5720

5800

4660

6420

4850

8500*

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>



DRSS199

SS20SS20DRDRDDRA6-11-266-11-

ARADRRAD

37

ARARARARAD

8585

DDDDDDDDRDRAF55

80.080.0

81.581.5FARAAF

RA4660466

6420

4850FFAAAFAF

RAD

AFT12.912.9

22.822.8FTFTA

TAFFT123

106

TFTFTTFFTTFTFTTFFTFTTTTTTTTTTTTAF

12-20-25

12-16-22

15-17-22

5-8-11

15-22-32

523.8

518.8

513.8

100.0

105.0

110.0

115.0

120.0

12.5

11.3

14.7

26.6

SS22

SS23

SS24

SS25

SS26

45

38

39

19

54

110.0

115.0

120.0

9000+*

7500*

<>

6000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>


Very stiff LEAN CLAY,trace sand, trace gravel,frequent silt partings andseams, gray (CL)

Alternating layers of verydense SILTY FINE SANDand SANDY SILT, gray,moist (SM)(ML)

End of Boring at 120 ft. DRA5-8-115-8-11

15-22-3215-22-32RADRADRSS266 RDDR


115.011AFRAFRA

<><>

6000AFAFAAFRA

DAFT14.714.7

AFFTA


64

5-6-9

8-4-5

5-6-7

6-7-12

5-6-9

5-5-9

3-7-8

4-7-9

631.7631.2631.0

629.5

627.0

619.0

617.0

602.0

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

14

19.4

12.1

15.8

13.4

13.6

14.3

14.8 124

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

29

15

9

13

19

15

14

15

16

0.30.81.0

2.5

5.0

13.0

15.0

30.0

4000*

9000*

9000*

5500*

6500*

6500*

8870



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 75Engineer on Rig: M. Hiske/R. CalkinsDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

3 inches of ASPHALTICCEMENT CONCRETE6 inches of PORTLANDCEMENT CONCRETEField Engineer reported 3inches of gravel FILL (BaseMaterial)FILL - Medium densepoorly graded fine sandwith silt, trace gravel,brown, moist (SP-SM)FILL - Stiff lean clay, tracesand, trace gravel,occasional fine sandpartings and clayey finesand seams, brown andgray (CL)Hard LEAN CLAY, tracesand, trace gravel, brown(CL)

Very stiff SANDY LEANCLAY, few gravel, gray(CL)

Very stiff to hard LEANCLAY, trace sand, tracegravel, gray (CL)


DRSS66

SS7SS7DRDRDD2020

DDDDDDRA5-5-95-5-

ADRRAD

1515

14


0*0*


13.43.4FTA


DDDRT

RAT

DAF

97

96

3-5-8

4-5-7

4-7-7

4-4-6-9

3-4-5-5

3-6-7-7

3-5-6-8

582.0

35.0

40.0

45.0

50.0

52.0

53.5

56.0

58.0

60.0

61.5

64.0

65.5

22

16

14.5

16.7

14.1

23.4

22.5

23.2

23.6

23.2

25.0

105

103

SS9

SS10

SS11

ST12

SS13

VS1

SS14

ST15

SS16

VS2

SS17

VS3

41

35

13

12

14

10

9

13

11

50.0

5000*

5000*

6000*

2650

3500*

5470

2500*

4780

2000*

3000*

4540



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




DRSS13SS13

VS1VS1

SS14

ST1ST1

RDRDRDDRDD55DDDDRA4-4-6-94-6-9

3-4-53RA

DRDRDRADR1010 ARARRARARAF45.00

50.050

52.52.AFRAFRA

6000*600



DAF

89

88

36

3-6-6-6

3-4-6-5

4-6-7-8

13-18-20-24

17-32-33-50/4"

13-20-27-30

12-17-31-46

26-29-50/4"

20-36-34

5-10-13

564.0

556.0

546.0

538.5

68.0

70.0

72.0

73.5

76.0

78.0

80.0

81.8

84.0

86.0

87.3

90.0

95.0

10

14

25.7

24.0

23.2

15.8

11.2

11.9

11.5

14.3

12.3

11.8

17.4

106

120

SS18

SS19

ST20

VS4

ST21

SS22

SS23

SS24

SS25

SS26

SS27

SS28

SS29

25

29

12

10

13

38

65

47

48

79/10"

70

23

68.0

76.0

86.0

93.5

2000#

1600#

1570

3920

2680

2000*

9000+*

9000+*

9000+*

9000*

3500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

Medium to stiff LEANCLAY, few sand, tracegravel, gray (CL)

Stiff to hard LEAN CLAYwith sand, trace gravel,occasional fine sandseams, gray (CL)

Extremely dense to verydense SILTY FINE SAND,trace gravel, occasionallean clay layers, gray,moist (SM)


DRSS25SS25

SS26SS2

SS277

SS28SS28DRDRDDRDDD8585

DDDDDDDRA4

32-33-50/4"2-33-5

13-20-27-3027-30

12-17-31-462-17-3

26-29-50/426-29-50/4

ARADRDRDRADRA" A3838

655

47

48

AARARRARARAF78.0

80.080.0

81.881.8

84.084.0

FAFARARRAAF26802680

2000*2000

9000+*9

9000+*

FAFAAFAAFDDRRADD

86.086.0

DDAFT15.8

11.211.2

11.911.9

11

TFTAFAFTFT120 TTFTFFTFT

2525

29TTFTFFTFTFTT1414TTTTT88TTTTTTAF

5-12-13

6-10-16

12-17-25522.0

100.0

105.0

110.0

12.0

14.8

12.3

SS30

SS31

SS32

25

26

42110.0

3500*

4000*

4500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



DRD120DDRAARADDDDDDRDRAF110.00

AFF4500*450

AFFAFAFT12.312.3

AFFTTFFTTFTFTFTFTTTTTTTRA

T

DAF

71

6-8-9

2-4-5

4-5-7

6-7-8

6-8-9

4-6-8

4-7-9

4-6-8

632.4

629.7

627.2

618.2

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

12

18.2

14.5

12.5

14.6

15.9

14.4

14.6

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

27

17

9

12

15

17

14

16

14

0.8

3.5

6.0

15.0

9000*

9000+*

8000*

7500*

3500*

4500*

6000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

9 inches of PORTLANDCEMENT CONCRETEFILL - Medium densepoorly graded fine sandwith silt, trace gravel,brown, moist (SP-SM)FILL - Hard lean clay, tracesand, trace gravel, brown(CL)


Stiff to very stiff LEANCLAY with sand, tracegravel, gray (CL) DRSS66

SS7SS7DRDRDD2020

DDDDDDRA4-6-84-6-

ADRRAD

1717

14


0*0*

7500*75 FAAFAFAFT12.512

14.64.6FTA


DDDRT

RAT

DAF

66

92

5-6-10

4-7-9

4-7-9

5-7-7

3-5-7

594.7

589.7

585.2

35.0

40.0

45.0

48.0

50.0

55.0

60.0

65.0

13

18

14.7

12.3

14.1

11.6

16.3

24.2

25.1

26.7

128

104

102

SS9

SS10

SS11

ST12

SS13

ST14

SS15

ST16

28

38

16

16

16

14

12

38.5

43.5

48.0

5000*

5500*

3000*

9680

3000*

4770

3000*

3870



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



Stiff to hard LEAN CLAY,trace sand, trace gravel,gray (CL)

Stiff to very stiff LEANCLAY, few sand, tracegravel, gray (CL) DRST144 RDDRDD55DDDDRA5-7-75-7-7

RARADRADR

14 ARARAARARRARAF45.00

48.048.0

50.050AFRARAFAFRA

3000*300

96809680

3000AFAAFAFAAFDDDDRRADRAFT14.114.1

11.6.6AFAFTAFAFT

11

TFFTFFT282

TFTFTFTFTT1

TTTTTT

DAF

56

4-6-8

50

17-29-32

17-24-30

10-17-25

563.2

559.7

554.7

548.2

543.2

70.0

72.0

74.0

80.0

85.0

90.0

7

24.0

13.0

11.2

14.3

14.6

SS17

ST18

SS19

SS20

SS21

SS22

20

14

50+

61

54

42

70.0

73.5

78.5

85.0

90.0

2000#

9000+*

9000+*

9000*

8500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>


Hard SANDY SILTY CLAY,few gravel, gray (CL-ML)

NOTE: Shelby tubeperformed at 72 ft waspushed only 12 inches;unable to advance furtherdue to hard soils.Extremely dense SILTYFINE SAND, trace gravel,gray, wet (SM)

Hard LEAN CLAY withsand, trace gravel, gray(CL)


End of Boring at 90 ft.DRSS2121

SS22SS22DRDRDD8585

DDDDDDRA2

17-24-3017-24

ADRRAD

6161

54

ARARARAD

.00

DRAF80.080.0AAFRA9000+*900 FAAFAF

DDDRRAD

AFT11.21.2FT

AT

AFTFTTF2020

TFTTTFTFTTTTTTTTTTTAF

72

0-0-25

7-11-17

6-10-12

6-7-9

7-10-11

9-6-8

5-6-8

7-8-11

7-8-10

6-9-13

5-10-11

633.8

628.3

621.3

606.3

2.5

5.0

7.5

10.0

15.0

20.0

25.0

26.5

28.0

30.0

32.5

15

15.1

16.0

16.9 120

NR1

SS2

SS3

SS4

SS5

SS6

NR7

NR8

NR9

SS10

NR11

30

25

28

22

16

21

14

14

19

18

22

21

1.0

6.5

13.5

28.5

9000+*

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

12 inches of CLAYEYTOPSOIL, brownish blackMedium dense poorlygraded FINE TO MEDIUMSAND, trace silt, tracegravel, brown, moist (SP)

NOTE: No recovery onSPT sample attempt at 2.5ft. due to possible cobble.

Medium dense SANDYSILT, gray, moist (ML)

Hard LEAN CLAY withgravel, trace sand, gray(CL)

NOTE: No recovery onSPT sample attempts at25, 26.5, and 28 ft. due topossible cobble. DRSS66

NR7NR7DRDRDD2020

DDDDDDDDRA9-6-89-6-

ADRRAD

2121

14

ARARARARAF15.015.0AAFRA9000+*900 FAAFAF

DRRADRAFT

15.15.1FTA


DAF

72

70

75

6-9-11

6-10-12

5-10-13

6-10-15

9-12-16

7-11-13

5-9-13

7-10-13

6-4-5

4-5-5

3-5-7

4-7-9

594.8

592.8

583.8

35.0

36.5

38.5

40.0

41.5

43.0

45.0

46.5

48.0

49.5

51.0

52.5

54.0

55.5

57.0

58.5

60.0

65.0

13

14

14

14.4

14.6

14.0

16.0

14.9

15.3

14.5

16.1

16.4

18.0

18.6

23.7

24.6

26.6

124

122

123

120

119

SS12

SS13

ST14

SS15

SS16

VS1

ST17

SS18

SS19

SS20

VS2

SS21

SS22

VS3

SS23

VS4

SS24

SS25

29

29

30

20

22

23

25

28

24

22

23

9

10

12

16

40.0

42.0

51.0

8500*

8500*

7740

6500*

6000*

4470

3500*

5500*

5500*

6000*

2000*

5660

3500*

4790

3500*

4000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: No recovery onSPT sample attempt at32.5 ft. due to samplefalling out of sampler.Very stiff SANDY LEANCLAY, trace gravel, gray(CL)

Very stiff to stiff LEANCLAY with sand, fewgravel, possiblecobble/boulder reported at42 to 43 ft., gray (CL)

NOTE: Vane shear tests at43 and 51 ft. terminatedearly due to high forcegauge readings.


DRVS2VS2

SS2121

SS22SS22

VS3

SS23S23

VV

RRDRDRDDDD55DDDDRA13

5-9-135-9-13

7-10-137-10-

6-4-56-4-5

ARARARADRDRDRA

2828

A2424

22

23

AARARARARRARAF45.0.0

46.5

48.00

49.549.5

51.051.0AFAFRARARAAF447044

3500*0*

5500*5500*

5500*

FFAFAFAAAFDDDDRRADRAFT4.94.9

15.315.3

14.514

16.11FTFTAFAFAFT123123

120 TFTFTFFFT2929TTFTFTFFTFTT14TTTT70TTTTTT

DAF

4-7-10

5-10-10

24-32556.3

555.3

70.0

75.0

79.5

24.8

22.1

11.8

SS26

SS27

SS28

17

20

32+78.5

79.5

4000*

2000*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17



End of Boring at 79.5 ft.(Terminated due to SPTsampler refusal on possibleobstruction)

DRD8585

DDDDDDDDRAA32+32+ AARARAF79.579.5AFAF0*0*

9000+*9 FAFAFAFDRRADRAFT22.122

11.811.8FTAFTAFFTFTFTFFTFTTFTFTTTTTTTTTTT

DAF

5-8-11

4-7-11

611.2

25.0

30.0 14.7

NR1

SS2

19

18

23.5

3500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: JD HoksbergenDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite GroutChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17




DRNR1NR1DDD

2020

DDDDDDDRADRARAFAFDDRRAD23.53.5 DD

AFTFTFTTTTTTAF

71

93

92

599.7

583.7

578.7

35.0

45.0

48.0

50.0

53.0

54.5

58.0

59.5

62.0

63.5

14

28

23

14.0

14.9

13.5

26.6

24.2

24.0

122

126

104

104

ST3

DP4

ST5

VS1

ST6

VS2

ST7

VS3

ST8

VS4

28

52

42

35.0

51.0

56.0

7390

<>

6050

3500*

5570

5530

4980

5840



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: No recovery onShelby tube attempt at 45ft. due to sample falling outof sampler; direct pushedto 45 ft. to retrieve sample.Driller reported possiblecobble at 48 ft. Vane sheartest at 50 ft. terminatedearly due to possiblecobble.

Very stiff FAT CLAY, fewsand, trace gravel, gray(CH)


Very stiff LEAN CLAY, fewto trace sand, trace gravel,gray (CL)

DRST6

VS2S2

ST7ST7

RDRDRDDRARARADRDRARAD

ARARARARARARAD55DDDDDDDRD56.056.0 DRAF45.0.0

48.048.0

50.050AFRARAAFRARA

<><

60506050AFAAFAFAAFAFT14.914.9

13.53.5AFAFTAFA 11FFTFFFTFTFTTTTTTT

RAT

DAF

atat

96

5-6-7

25-36-50

22-36-45

20-50/5"

25-30-36

563.2

559.7

539.7

66.0

70.0

71.5

75.0

80.0

85.0

89.4

95.0

2625.8

24.8

20.3

11.3

13.2

13.5

11.7

101

102

ST9

ST10

VS5

SS11

SS12

SS13

SS14

SS15

45

13

86

81

50 +

66

71.5

75.0

95.0

6000*

5290

5220

2200#

9000+*

9000+*

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

Very stiff LEAN CLAY, fewto trace sand, trace gravel,gray (CL)


Hard LEAN CLAY, fewsand, trace gravel,occasional fine sandpartings, gray (CL)

NOTE: Driller reportedcobbles at 75 ft., 88 ft. and91 ft.


DRSS133

SS14SS14DRDRDD8585

DDDDDDDRA0

22-36-4522-36

ADRRAD

8686

81


0#0#

9000+*900 FAAFAFAFT20.32

11.31.3FTA

TAFTFTTFTFTTFTFTTTTTTTTT

DDRT

RAT

DAF

ndnd

72

2-4-3

2-2-4

3-6-8

5-6-9

6-6-8

3-4-6

3-3-5

4-5-7

633.1

628.1

626.6

609.1

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0 17

17.0

16.7

17.9

15.7

15.4

15.8

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8 30

7

6

14

15

14

10

8

12

1.0

6.0

7.5

25.0

9000*

3500*

2000*

3000*

2000*

4500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Field Engineer reportedTOPSOIL and FILL

FILL - Loose poorly gradedfine sand, trace silt, tracegravel, brown, moist (SP)

Hard LEAN CLAY, tracesand, trace gravel, brown(CL) (Possible Fill)

Stiff LEAN CLAY, tracesand, trace gravel, brown(CL)


DRSS66

SS7SS7DRDRDD2020

DDDDDDRA3-4-63-4-

ADRRAD

1414

10


0*0*

2000*20 FAAFAFAFT16.716

17.97.9FTA


DDDRT

RAT

DAF

94

5-4-7

4-4-7

24-14-7

4-4-4-5

2-4-6-6

4-5-6-7

3-4-6-7

2-5-5-7

594.1

586.1

574.1

35.0

40.0

44.5

46.0

48.0

50.0

51.5

52.0

54.0

56.0

58.0

59.5

60.0

62.0

64.0

24

17.5

15.6

11.4

11.8

15.8

25.3

22.6

24.1

24.2

25.1

27.2

27.0

26.2

120SS9

SS10

ST11

SS12

SS13

ST14

VS1

DP15

SS16

SS17

ST18

VS2

DP19

SS20

SS21

43

11

11

21

8

10

11

10

10

40.0

48.0

60.0

7140

3000*

<>

<>

2500*

4500*

4660

<>

2200#

2200#

3000*

4230

<>

<>

1200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Stiff LEAN CLAY, few sand,trace gravel, occasionalfine sand partings below 46ft., gray (CL)

NOTE: Shelby tubesampler refusal at 44.5 ft.,sample taken from cuttingsdue to observed samplerdamage. Poor recovery onSPT sample SS12 at 46 ft.

Very stiff to stiff LEANCLAY, few sand, gray (CL)


DRVS1VS1

DP155

SS16SS16

SS17

ST1ST1

RDRDRDRDDD55DDDRA5

2-4-6-62-4-6-6

4-5-64RARA

DRDRDRDRA1

88 ARARARRRARAF44.55

46.0

48.048.0

50.050

51.551.5AFAFRARAR

FA4500*AF2500*2500AF<><>

<><>

AFFAFAAFAFDDDDDRRADRAFT11.411.4

11.81

15.85.8AFTAFAFTFTTFTFFTFTTFTTFTFTFTTTTTTTTTT

DAF

CL)CL)

98

41

3-4-6-6

2-3-4-5

5-6-12-50/5"

14-50/5"

12-21-23-35

27-50/5"

50/5"

29-43-45

47-50/5"

556.6

554.1

552.1

550.1

546.1

544.1

539.7

66.0

67.5

68.0

70.0

72.0

74.0

75.5

76.0

77.9

78.9

82.0

82.9

84.4

90.0

94.4

23

8

25.7

26.1

29.4

26.6

28.1

21.1

17.6

9.5

9.1

101

99

ST22

VS3

DP23

SS24

SS25

ST26

VS4

DP27

SS28

SS29

SS30

SS31

SS32

SS33

SS34

43

20

10

7

18

50 +

44

50 +

50 +

88

50 +

77.5

80.0

82.0

84.0

88.0

90.0

94.4

3760

4410

<>

<>

1400#

4410

3610

<>

1400#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

>>

>>


Extremely dense CLAYEYFINE SAND/SANDY LEANCLAY, trace gravel, gray,moist (SC/CL)Dense SILTY FINE SAND,trace gravel, gray, moist(SM)Extremely dense CLAYEYFINE SAND/SANDY LEANCLAY, trace gravel, gray,moist (SC/CL)


Extremely dense CLAYEYSAND with gravel, gray,moist (SC)

Alternating seams ofextremely dense SANDYSILT and SILTY SANDYCLAY, trace gravel, traceshale pieces, gray, moist(ML/SM)


DRS31S31

SS322

SS33SS33

RRDRDDRDD8585

DDDDDDDDRA-21-23-35-21-23-3

27-50/5"5"

50/5"50/5

ARARADRADRD

50 +50 +

44

50 +

50 +

AARARARAARRARAF00

77.9

78.9

82.082.0

82.982.9

FAFAFRARAAFAR

610610

<><>

1400#1400 FFFAFAFAAFAAFDRRAD88.088.0 D

AFT.1.1

21.11

17.617.6FTFTFTAFAFAFA

9999 TFTFTFTFFF4343TFTFTFTFFFTFTT9TT23TTTTTTTT

DAF

72

9-5-2

2-2-3

3-5-9

5-11-17

6-9-12

4-8-9

4-6-9

4-8-8

631.9

628.9

626.9

619.4

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

15

20.5

14.1

17.1

14.2

15.5

15.2

15.1 123

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

31

7

5

14

28

21

17

15

16

1.0

4.0

6.0

13.5

4000*

9000+*

9000+*

8000*

4000*

3500*

6330



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

12 inches of TOPSOIL

FILL - Loose crushedlimestone aggregate

FILL - Very stiff LEANCLAY, trace sand, tracegravel, mottled brown andgray (CL)

Hard LEAN CLAY, fewsand, trace gravel, brown(CL)


NOTE: No recovery onSPT sample attempt at 35ft. due to sample falling outof sampler DRSS66

SS7SS7DRDRDD2020

DDDDDDRA4-8-94-8-

ADRRAD

2121

17


+*+*


14.24.2FTA


DDDRT

RAT

DAF

92

75

76

7-8-10

4-6-9

3-3-5

4-4-6

592.9

587.9

35.0

40.0

45.0

46.5

50.0

55.0

56.5

60.0

65.0

23

11

16

16.8

25.8

22.7

21.2

20.7

17.6

102

104

NR9

SS10

ST11

VS1

SS12

ST13

VS2

SS14

ST15

45

25

30

18

15

8

10

40.0

45.0

3000*

3110

4790

<>

3500*

5840

2000*

2500*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: No recovery onSPT sample attempt at 35ft. due to sample falling outof sampler


Very stiff to stiff LEANCLAY with sand, few totrace gravel, gray (CL)

ST133

VS22

RDDDRD55DDDDDDDRA3-3-53-3-5 ARADRADR

8 AARARARRARAF45.0.0

46.5

50.050AFAFRARA

311031

47900

<>AFAFAFAAFDRRADRAFT25.825.8

AFAFFTA

102 TFFFT45TFTFTFTFTTT23TTTTTT

DAF

98

3-4-5

4-5-6

13-16-17

11-14-15

8-8-9

560.9

551.4

546.4

537.9

66.5

70.0

74.0

75.5

78.0

80.0

81.5

86.5

91.5

95.0

19

23.3

26.5

26.1

99

102

VS3

SS16

ST17

VS4

SS18

ST19

VS5

SS20

SS21

SS22

38

9

11

33

29

17

72.0

81.5

86.5

95.0

4480

2000#

4460

5470

<>

4500

4350



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Very stiff to stiff LEANCLAY with sand, few totrace gravel, gray (CL)


Dense SILTY FINE SAND,trace clay and gravel, gray,wet (SM)

Medium dense poorlygraded MEDIUM TOCOARSE SAND with silt,trace gravel, gray, wet(SP-SM)

Driller reported gravellysand, unable to advanceSPT sampler due tocollapse

DRSS20SS20

DRDRDDD8585

DDDDDDDRA13-16-17-16-17

ARADRDRAARARRARAF78.0

80.080.0

81.581.5AFARAFAF470470

<><>

4500

4350FFAFAAFAF

DDRRADD86.58 DD

AFT.5.5

26.126.1FTFTAFAFTFT9999

102FTFTFTFTFT3838

FTFTFTFTFTFTT19TTTTT9TTTTTTAF

519.4 113.5



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Driller reported gravellysand, unable to advanceSPT sampler due tocollapse

End of Boring at 113.5 ft.


AFTFTFTTTTTTAF

3-4-6

7-6-5

5-4-6

3-4-9

4-6-8

3-7-9

2-5-7

3-6-10

631.0630.3

629.2

624.7

611.2

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

19.2

19.6

12.5

14.7

15.8

14.9

124

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

10

11

10

13

14

16

12

16

0.20.9

2.0

6.5

20.0

7500*

9000*

5500*

9540

6000*

5000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 55Engineer on Rig: C. SchroederDrilling Method: 2 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

2.5 inches of ASPHALTICCEMENT CONCRETE7.5 inches of PORTLANDCEMENT CONCRETEFILL - Medium densepoorly graded fine sand,with silt, trace gravel,occasional seams of blackand gray fine sand, brown,moist (SP-SM)Medium dense SILTY FINESAND, trace gravel,occasional sandy siltlayers, brown, moist (SM)(Possible Fill)

Very stiff to hard LEANCLAY, trace sand, tracegravel, occasional siltpartings above 7.5 ft.,brown to gray (CL)


DRSS66

SS7SS7DRDRDD2020

DDDDDDDDRA3-7-93-7-

ADRRAD

1414

16


0*0*

5500*55 FAAFAFDRRAD

.00

DAFT19.61

12.52.5FTA


DAF

97

4-6-8

3-4-6

3-5-6-7

1-3-3-4

3-5-6-9

3-3-5-4

4-3-3-2

4-4-6-8

2-4-6-6

10-12-5

3-3-2

591.2

587.2

580.7

579.2

568.7

35.0

40.0

42.0

44.0

46.0

48.0

49.5

51.5

53.5

55.5

57.5

59.5

61.0

62.5

64.0

65.5

31

18.5

19.1

21.4

21.8

36.4

14.1

26.2

25.6

22.8

21.8

22.7

24.8

SS9

SS10

SS11

SS12

ST13

SS14

VS1

SS15

SS16

NR17

SS18

SS19

ST20

SS21

VS2

SS22

53

14

10

11

6

11

8

6

10

10

17

5

40.0

44.0

50.5

52.0

62.5

<>

3500*

5000*

1600#

3000*

4500*

1600#

<>

1400#

4000*

2000#

1490

1200#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17





Loose SILT, trace sand,gray (ML)


NOTE: No recovery onShelby tube sampleattempt at 55.5 ft. due topossible cobble. Shelbytube sampler refusal at 61ft.

Medium to very stiff LEANCLAY, few sand, gray (CL)

DRSS15SS15

SS16SS

NR177

SS18SS18

RDRDRDDDRA9

3-3-5-45-4

4-3-3-24-3-3RARADRDRDRA1111

8

6

ARARARRAD55DDDDDDDRDDRAF46.0

48.048.0

49.549.5

51.551.5

FAFRARARAF1600#1600

3000*3000*

4500*4500 FFAFAAAFRA

DAFT21.421.4

21.8

36.436

14.14.1FTFTAFAFTTFTFTFFT

53TFTFTTFTFTTTTTTTTTTT

AFNN

94

95

41

4-6-7

2-4-6-5

3-6-14-50/4"

37-50

38-43-50/5"

50/5"

41-50/5"

34-50/4"

554.2

550.2

547.2

546.2

541.2

536.9

67.5

69.0

71.0

72.5

73.0

75.0

77.0

78.8

80.0

82.4

83.9

89.4

94.3

20

19

25.1

23.4

23.3

25.2

26.0

23.7

22.9

103

105

106

ST23

SS24

ST25

VS3

DP26

SS27

ST28

SS29

SS30

SS31

SS32

SS33

34

38

37

13

10

20

50+

93/11"

50 +

50 +

50 +

77.0

81.0

84.0

85.0

90.0

94.3

2880

<>

1820

3790

<>

1600#

4190

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>

>>

>>

>>

Medium to very stiff LEANCLAY, few sand, gray (CL)

Medium dense to extremelydense CLAYEY FINESAND, trace gravel,frequent sandy lean clayseams, gray, moist (SC)

Extremely dense poorlygraded FINE TO MEDIUMSAND with silt, tracegravel, gray, moist (SP-SM)Extremely dense SILTYFINE TO COARSE SAND,few gravel, gray, wet (SM)

Extremely dense poorlygraded FINE SAND withsilt, trace gravel, gray, wet(SP-SM)

Extremely dense poorlygraded FINE TO MEDIUMSAND with silt, tracegravel, gray, wet (SP-SM)


DRSS32S32

SS33SS33

RDRDRDD8585

DDDDDDRA38-43-50/5"38-43-50/5"

50/5"50/5"AARA

DRARARAD

20

50+50+

93/11""

50 +50 +AARARARARARA

DD.00

DRAF00

78.8

80.080.0

82.482

8383AFAFARARAF

RARA##

419041

<>> FAFAFAAAFAAFAFT22

26.026.0

23.7.7

22.92

TFTAFTAFAAFA

1061 TTFTFTFF37TTTFTFTFTFTTTT19TTTTTT

DDDRT

RAT

DAF

4-6-6

11-12-14

24-10-7

4-6-9

4-6-8

4-7-9

4-5-10

4-5-8

632.0

623.7

607.7

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

18.9

11.4

15.6

16.6

15.7

119

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

12

26

17

15

14

16

15

13

0.8

9.0

25.0

6500*

4500*

4500*

10870

3000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: DLZDrill Rig: CME 75Engineer on Rig: S. SwaminathanDrilling Method: 4 inch SSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Cement-Bentonite Grout/PatchChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>


FILL - Medium densepoorly graded fine sandwith silt, trace gravel, tracetopsoil above 2.5 ft., brown,moist (SP-SM)

Very stiff to hard LEANCLAY, trace sand, tracegravel, gray (CL)


DRSS66

SS7SS7DRDRDD2020

DDDDDDRA4-7-94-7-

ADRRAD

1414

16


0*0*

4500*45 FAAFAFAFT18.918

11.41.4FTA


DDDRT

RAT

DAF

83

35

87

92

4-5-8

4-14-20

15-17-9

3-4-6

593.7

588.7

582.7

35.0

40.0

45.0

50.0

55.0

56.5

60.0

61.5

65.0

26

18

17

23.5

16.0

16.2

23.0

22.1

22.8

118

109

102

105

SS9

SS10

SS11

ST12

SS13

VS1

ST14

VS2

ST15

46

34

37

13

34

26

10

39.0

44.0

50.0

2500*

4500*

6170

4630

3000*

5780

4500



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Dense to medium denseSILTY FINE SAND withgravel, gray, moist (SM)




DRSS133

VS11

RDDDRDD55DDDDRA3-4-6RA

DRADRRAARARARARAF45.00

50.050AFRAFRAAF4500*450


AFFTAFTTFFTFTFFTTTFTFTFTTTTTTTTT

DAF

97

3-4-4

4-4-5

100

43-60

557.7

545.7

538.2

66.5

70.0

71.5

75.0

80.0

81.5

85.0

89.0

94.5

18

23.4

27.9

25.1

23.6

7.9

9.1

102

103

VS3

ST16

VS4

SS17

ST18

VS5

SS19

SS20

SS21

38

8

9

100+

60+

75.0

87.0

94.5

4970

4400

4790

2000*

4520

5970

2200#

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>



Very stiff to stiff LEANCLAY, trace sand, gray(CL)



DRSS199

SS20S20DRDRDDD8585

DDDDDDDDRA4-4-54-4-

ARADRRAD

9

ARARARARARAF80.080.0

81.581.5ARAAFRA

0*0*

4520

5970FAAAFAF

DRRADD87.0 D

AFT27.92

25.125.1FTA

TAF103

TFTTFTFTTFFTFTTTTTTTTTTT

DAF

87

8-7-9

6-5-5

3-4-5

3-4-7

4-7-8

3-6-8

3-5-7

3-6-8

631.9631.5

626.5

624.5

622.5

2.5

5.0

7.5

10.0

15.0

20.0

25.0

30.0

7

20.6

13.7

13.9

15.6

14.8

15.2

123

SS1

SS2

SS3

SS4

SS5

SS6

SS7

SS8

24

16

10

9

11

15

14

12

14

0.71.0

6.0

8.0

10.0

9000*

6500*

6000*

6500*

4500*

4000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

8 inches of PORTLANDCEMENT CONCRETEField Engineer reported 4inches of FILLFILL - Medium densepoorly graded fine sand,trace silt, trace gravel,brown, moist (SP)

Hard LEAN CLAY, tracesand, trace gravel, darkbrown (CL) (Possible Fill)Very stiff SILTY CLAY, fewsand, occasional silt layers,gray (CL-ML)


NOTE: Poor recovery onShelby tube ST11 at 44 ft.Vane shear test at 45.5 ftterminated early due tohigh force gauge readings. DRSS66

SS7SS7DRDRDDD2020

DDDDRA3-6-83-6-

ADRRAD

1515

14


0*0*

6000*60 FAAFAFDDDDDRRADRAFT13.71

13.93.9FTA

TAFTFTTFFTFT244TFTTTFTT87TT77TTTTTTT

DAF

ft.ft.

74

3-4-8

3-5-7

4-7-10-14

4-6-9-10

3-5-7-9

4-5-7-9

1-3-5-6

2-3-5-5

586.5

576.5

35.0

40.0

44.0

45.5

46.0

48.0

50.0

52.0

54.0

56.0

57.5

58.0

60.0

62.0

64.0

65.5

14

16.9

16.8

9.3

11.6

16.1

17.2

18.6

16.3

19.7

22.7

23.9

24.0

23.1

128

116

105

SS9

SS10

ST11

VS1

DP12

SS13

SS14

SS15

ST16

SS17

VS2

DP18

SS19

SS20

ST21

VS3

29

12

12

17

15

12

12

8

8

46.0

56.0

2000*

3500*

2350

<>

4000*

3500*

3500*

3900

2500*

4790

<>

2200#

2200#

2780

3980



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: Poor recovery onShelby tube ST11 at 44 ft.Vane shear test at 45.5 ftterminated early due tohigh force gauge readings.



SS15SS15

ST16ST16

SS17

VS2VS2

DD

RDRDRDDDRA14

4-6-9-104-6-9-10

3-5-7-95-7-9

4-5-74RARA

DRDRDRA1717

15

1212 AARARARRAD55DDDDDDDRD56.056.0 DRAF45.5

46.0

48.048.0

50.050

52.52.

FAFAFRARAAF23502350

<>

4000*4000

3500*

FAFAFAAFAFAFT9.3

11.611

16.16.1FTAFAFAFTFT128 TFTFFFTFTTFTFTFTTTTTTTTFTFTTT

RAT

DAF

96

2-4-5-7

1-1-4-5

2-4-4-6

2-3-5-5

2-4-4-7

5-8-11

50/5"

60

545.5

66.0

68.0

70.0

71.5

72.0

74.0

76.0

78.0

79.5

80.0

82.0

84.0

85.5

88.9

94.0

24

24.6

25.2

24.5

20.3

25.0

25.6

26.1

25.5

23.0

24.4

23.8

8.1

9.4

103

102

DP22

SS23

ST24

VS4

DP25

SS26

SS27

ST28

VS5

DP29

SS30

SS31

SS32

SS33

SS34

41

9

5

8

8

8

19

50 +

60+

87.0

<>

2000*

3570

3290

<>

2500*

1800#

2320

3540

<>

1800#

1800#

1200#

9000+*

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

>>


Hard LEAN CLAY, withsand, trace gravel, frequentclayey sand seams,occasional silty sandlayers, gray (CL)

DRSS31SS31

SS32S

SS33S33

RDRDRDDD8585

DDDDDDDDRA2-3-5-52-3-5-5

2-4-4-74-7

5-8-115-8

AARADRDRDD

8

8

19

AAARARRRARAF78.0

79.579.

80.00

82.082.0

84.084.0

FAFAFRARAR

800#800#

23202320

3540

<><>

1800#

FFAFAFAAAFDRRADD87.0 D

AFT.0.0

25.6

26.126.1

25.55

2

FTFTAFAFA

102 TTFTFTFFTTFTFTFFTFTTTTTTTTTTT

DAF

37-50/5"533.1 99.4 11.3SS35 50 +99.4

9000+*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>



DAF

66

4-5-5

4-6-8

2-2-5

3-5-6

3-5-6

5-6-8

3-7-9

630.8

629.0

626.5

2.5

5.0

7.5

10.0

15.0

20.0

23.0

25.0

30.0

11

25.1

20.6

14.4

14.7

14.2

14.6

14.8 122

SS1

SS2

SS3

SS4

SS5

SS6

ST7

SS8

ST9

25

10

14

7

11

11

14

16

0.7

2.5

5.0

6500*

6500*

7500*

5000*

6000*

5000*

6860



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

8 inches of PORTLANDCEMENT CONCRETEFILL - Medium densepoorly graded fine sandwith topsoil, trace silt, tracegravel, dark brown, moist(SP)Medium dense poorlygraded FINE SAND, tracesilt, trace gravel, brown,moist (SP) (Possible Fill)


DRSS66

ST7

SS8SS8DRDDRDRDDD2020

DDDDDDDDRA5-6-85-6-

ADRDRADRD

1111

14


0*0*

7500*75 FAAFAFDRRADRAFT20.62

14.44.4FTA

TAFFTTFTTFFTTFTTTFTFTTTTTTTTTTTT

DAF

34

83

5-7-13

16-12-10

3-4-5

594.5

588.5

573.5

35.0

37.0

40.0

45.0

48.0

49.5

56.0

58.0

59.5

62.0

63.5

10

22

14.5

18.9

27.1

33.6

19.5

20.6

24.2

93

102

SS10

ST11

SS12

SS13

ST14

VS1

DP15

ST16

VS2

ST17

VS3

26

40

20

22

9

37.0

43.0

58.0

3500*

3500*

<>

1520

3610

<>

1500*

4160

2500*

3540



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


Medium dense SILTY FINESAND, few gravel, gray,moist (SM)


NOTE: No recovery onShelby tube attempt at 56ft. due to sample falling outof sampler, direct pushedto 56 ft. to retrieve sample

Very stiff to stiff LEANCLAY, few sand, few totrace gravel, gray (CL)

NOTE: No recovery onShelby tube attempt at 75and 78 ft. due to samplefalling out of sampler, directpushed to 75 ft. to retrievesample

DRDP15

ST1ST1

RDDRD55DDRARARADDRARARAARADDDDDDRDRAF45.00

48.048.0

49.549.5AFRARAFAF<><>

15201520

3610AFAAFAFAFAFT27.127.1

33.63.6AFAFTAF9

TFFTFTFTFTFTFTTTTTTTRA

T

DAF

90

96

44

3-4-5

2-3-4

9-13-18

31-43-50/5"

553.5

543.0

539.5

66.0

68.0

69.5

75.0

78.0

80.0

81.5

85.0

90.0

94.9

19

19

24.7

24.5

29.9

28.1

23.3

10.2

101

97

SS18

ST19

VS4

DP20

NR21

ST22

VS5

SS23

SS24

SS25

39

39

9

7

31

93/11"

78.0

88.5

92.0

2000#

3910

3110

<>

930

3790

2000#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>

Very stiff to stiff LEANCLAY, few sand, few totrace gravel, gray (CL)

NOTE: No recovery onShelby tube attempt at 75and 78 ft. due to samplefalling out of sampler, directpushed to 75 ft. to retrievesample


Dense SILTY FINE SAND,trace gravel, gray, wet (SM)

Extremely dense to verydense poorly-graded FINETO COARSE SAND withsilt, trace gravel,occasional lean clay/clayeysand layers, gray, wet(SP-SM)

DRSS2323

SS24SS24DRDRDDD8585

DDDDDDDDRA2-3-42-3-

ARADRRAD

7

AARARRARARAF78.0

80.080.0

81.581.5AFARAFRA930

3790FAFAAFAF

DRRAD88.588.5 D

AFT29.929.9

28.128.1FTAFA

TFT97FTFTFTFTFTFTFTFTTTTTTTTTTT

DAF

28-30-34531.5

100.0SS26 64100.0



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA





DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

100

105

110

115

120

125

130

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

>>



DAF

70

75

7-6-5

5-5-6

3-8-11

8-10-14

22-17-16

5-8-11

9-11-16

8-9-11

6-9-14

5-10-17

631.5

629.5

624.5

616.5

612.5

2.5

5.0

7.5

10.0

15.0

17.5

20.0

22.5

25.0

30.0

15

18

27.1

12.3

15.5

17.0

16.3

119

120

SS1

SS2

SS3

SS4

NR5

SS6

SS7

SS8

SS9

SS10

31

35

11

11

19

24

33

19

27

20

23

27

1.0

3.0

8.0

16.0

20.0

9000*

7000*

<>

7000*

6500*

5000*



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200

Drilling Company: Brax DrillingDrill Rig: CME 75Engineer on Rig: H. BharadwajDrilling Method: 3 1/4 inch HSA/WRMethod Notes: WR drilling started at 10 ft.Hammer Type: AutomaticBackfilled With: Monitoring WellChecked By: ALOGQA/QC By: JA


NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

0

5

10

15

20

25

30

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

12 inches of CLAYEYTOPSOIL, brownFILL - Medium densemixed poorly graded finesand and topsoil, trace silt,trace clay, trace gravel,brown and dark brown,moistFILL - Alternating layers ofmedium dense poorlygraded fine sand andtopsoil, trace silt, brownand dark brown, moist (SP)





Very stiff LEAN CLAY withsand, trace gravel,occasional clayey sandseams below 40 ft., gray(CL)

DRSS77

SS8

SS9SS9

RDRDDRDRDDD2020

DDDDDDDDRA6

5-8-115-8-11

9-11-169-11-

8-9-111

ARADRDRARADRDRA3333

19

27

ARARARARARARAF15.015.0

17.517ARAAFRARAA7000AF

0*0*

FAAAFAAFDRRAD

.00

DAFT27.12

FTA

TAFAFTTFTTFFTTFTTTFTFTTTTTTTTTTTT

DAF

70

65

5-9-12

5-9-14

13-11-11

3-3-4

3-4-5

3-4-6

4-6-7

589.5

585.5

35.0

40.0

45.0

50.0

55.0

60.0

65.0

14

13

15.5

15.9

19.2

24.4

32.0

41.6

24.5

120SS11

SS12

SS13

SS14

SS15

SS16

SS17

30

30

21

23

22

7

9

10

13

43.0

47.0

4500*

5000*

3500*

2000*

2000#

1000#

1800#



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

35

40

45

50

55

60

65

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17

Very stiff LEAN CLAY withsand, trace gravel,occasional clayey sandseams below 40 ft., gray(CL)



NOTE: No recovery onSPT sample attempt at 70ft. due to sample falling outof sampler. Poor recoveryon SPT samples SS19 at72.5 and SS21 at 80 ft.

DRA3-3-43-3-4



50.050AFRAFRA

3500*350

2000AFAFAAFAFT1

TT19.219.2

AFFTA

TFFT303

TFTFTTFTFTTTRA

T

DAF

4-6-7

5-6-7

4-6-8

3-5-6552.5

70.0

72.5

75.0

80.0

28.5

34.5

NR18

SS19

SS20

SS21

13

13

14

1180.0

<>

1200#

<>



#*

<>

SPT N VALUE 10 20 30 40

% P

AS

SIN

G #

200



NO

. OF

BLO

WS

FOR

6-in

chD

RIV

E

ELE

VA

TIO

Nft


SA

MP

LE T

IPD

EP

TH (f

t)

PLA

STI

CIT

Y IN

DE

X

UCC STRENGTH (psf) 2000 4000 6000 8000

KEY

FIELD DATA



Remarks:


DRAFT

7/28/17


MO

ISTU

RE

CO

NTE

NT

(%)

DR

Y D

EN

SIT

Y (p

cf)

DE

PTH

(ft)

65

70

75

80

85

90

95

SA

MP

LE N

O.

LIQ

UID

LIM

IT

N V

ALU

E




LOG OF SOIL PROFILE


UN

CO

NFI

NE

D C

OM

PS

TRE

NG

TH (p

sf)


LOG

OF

TES

T B

OR

ING

I-7

5 D

ES

IGN

BU

ILD

MO

DE

RN

IZA

TIO

N 2

018.

GP

J S

OM

AT.

GD

T 7

/28/

17


NOTE: No recovery onSPT sample attempt at 70ft. due to sample falling outof sampler. Poor recoveryon SPT samples SS19 at72.5 and SS21 at 80 ft.


DRD8585

DDDDDDDDRAA1111 AARARAF80.080.0AAF0#0#

<> FAAFAFDRRADRAFT28.528

34.54.5FTA


DAF

DRAFT GEOTECHNICAL DATA REPORT...2017/08/22 · of the field and laboratory tests, and the logs of...

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Transcript of DRAFT GEOTECHNICAL DATA REPORT...2017/08/22 · of the field and laboratory tests, and the logs of...