TABLE OF CONTENTS - Facilities Planning & … OF CONTENTS SECTION PAGE INTRODUCTION 1 PROJECT...

TABLE OF CONTENTS

SECTION PAGE

INTRODUCTION1

PROJECT DESCRIPTION 1

DRILLING AND SAMPLING PROCEDURES2

LABORATORY TESTING PROGRAM 4

SITE AND SUBSURFACE CONDITIONS 5

GROUNDWATER OBSERVATIONS 8

CONCLUSIONS AND RECOMMENDATIONS 9

SITE PREPARATION 10

CLIMATE CONDITIONS 13

EXCAVATIONS 14

STRUCTURAL FILL 15

SUBGRADE STABILIZATION 16

FOUNDATIONS 17

Drilled Pier Foundations 18

Conventional Spread Footings 20

Light Pole Foundations21

SEISMIC HAZARDS DETERMINATION 22

BUILDING FLOOR SLABS 23

LATERAL EARTH PRESSURES 25

PAVEMENTS 26

PLANS AND SPECIFICATIONS REVIEW 28

CONSTRUCTION OBSERVATION AND TESTING 28

LIMITATIONS 29

APPENDIX A

Figure 1 Boring Location Sketch

Figures 2 amp 3 Generalized Subsurface Profiles

Boring Logs

General Notes and Terms

Boring Log Symbols

APPENDIX B

Summery of Laboratory Test Results

1605 SW 41st Street Topeka KS 66609 PH 785-272-7200 FAX 785-272-7203

GEOTECHNICAL ENGINEERING REPORT

PROPOSED SCHOOL OF BUSINESS BUILDING

UNIVERSITY OF KANSAS

LAWRENCE KANSAS

Project No D13G1129

September 9 2013

INTRODUCTION

GeoSource has completed the subsurface exploration and geotechnical engineering evaluation for

the proposed School of Business Building (KU 234-8585) which will be located on the east side

of Naismith Drive between Robinson Hall and Schwegler Drive on the Main Campus of the

University of Kansas in Lawrence Kansas A subsurface exploration was also conducted for the

site east of Robinson Hall which will be developed for new tennis courts and other athletic facilities

to replace those displaced by the new building Our services for this project were provided in

general accordance with our July 24 2013 proposal Mr Steven Scannell with the University of

Kansas Department of Design and Construction Management authorized GeoSource to proceed

with the exploration work on August 7 2013 with an email

PROJECT DESCRIPTION

We understand that the proposed building will be a 165000 square foot five story structure with

either a basement or a lower level grade supported floor slab The proposed building will extend

from Schwegler Drive to Robinson Gymnasium The proposed site is presently occupied by paved

tennis courts a soccer field and sand volleyball courts The footprint and overall plan dimensions

of the proposed building had not been determined at the time our report was prepared Foundation

loads for the new building were also not known but assumed to be less than 350 kips for isolated

columns and 10 kips per lineal foot for load bearing walls The floor elevations of the proposed

building had not been determined For the purpose of our analysis we have assumed that the

ground level floor of the new building will approximately match existing site grades requiring less

than 3 feet of cut andor fill to develop finished grades in the proposed building area If the new

KU School of Business Building

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building has a basement it is anticipated that the basement floor will extend to a depth of about 12

to 15 feet below the present site grades

In addition to the new building the tennis courts and soccer field will be relocated to the vacant

athletic field located east of Robinson Hall It is anticipated that the tennis courts will be paved with a

synthetic wearing surface The soccer field could be natural grass or artificial turf Lights mounted on

monopole structures will provide illumination for the tennis courts and soccer field It is anticipated

that the monopole structures will have above ground heights of 40 to 50 feet Grade changes for the

proposed tennis courts and soccer field are expected to be relatively minor less than 3 feet of cut

andor fill to develop finished subgrade levels

The scope of the exploration and engineering evaluation for this study as well as the conclusions

and recommendations in this report were based on our understanding of the project as described

above If pertinent details of the project have changed or otherwise differ from our descriptions we

must be notified and engaged to review the changes and modify our recommendations if needed

DRILLING AND SAMPLING PROCEDURES

The field work for this project was performed during the week of August 26 2013 A total of

eleven exploratory test borings were drilled at the approximate locations requested by the Client

Borings B-2 and B-4 had to be offset from their originally planned locations due to site obstructions

andor underground utilities Figure 1 in Appendix A shows the approximate locations of the

borings with reference to the existing streets buildings and other site features The boring locations

were staked by the drill crew Distances from the existing streets and buildings to the boring

locations were measured using a calibrated wheel Right angles for locating the borings were

estimated The ground surface elevations shown on the boring logs are approximate and were

determined using an engineers level and rod The elevations were referenced to the top of an

existing manhole located near the northeast corner of the existing sand volleyball courts just south

of Robinson Hall The elevation of the manhole was given as 90234 feet USGS datum on the site

survey drawing that was provided to GeoSource The locations and elevations of the borings should

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be considered accurate only to the degree implied by the methods used to make these measure-

ments

The borings were performed with a truck-mounted rotary drill rig using 4-inch diameter flight

augers to advance the boreholes Representative samples of the overburden soils and bedrock units

were obtained at selected intervals using the Shelby tube and split-barrel sampling procedures as

outlined in ASTM Specifications D-1587 and D-1586 respectively The Shelby tube sampling

procedure utilizes a thin-walled steel tube with a sharp cutting edge that is pushed hydraulically

into the bottom of the boring to obtain relatively undisturbed samples of cohesive or moderately

cohesive soils The samples were sealed and returned to our laboratory for further examination

classification and testing

The split-barrel sampling procedure utilized a standard 2-inch OD split-barrel sampler that was

driven into the bottom of the boring with a 140-pound hammer falling a distance of 30 inches The

number of blows required to advance the sampler the last 12 inches of a normal 18-inch penetration is

recorded as the Standard Penetration Resistance Value (N) These N values are indicated on the

boring logs at their depth of occurrence and provides an indication of the consistency of cohesive or

moderately cohesive soils and the relative hardness of weathered bedrock units

Core samples of the bedrock were obtained at Borings B-2 and B-7 through use of NQ-diamond bit

coring procedures This diameter core barrel provides a sample having a diameter that is slightly

smaller than 2 inches Descriptions of the rock core are presented on the respective boring logs in

addition to recovery and Rock Quality Designation (RQD) for the core recovered Recovery is

defined as the length of core obtained expressed as a percentage of the total length cored Rock

Quality Designation is defined as the total length of core pieces 4 inches or greater in length

expressed as a percentage of the total length cored Rock Quality Designation provides an indication

of the integrity of the rock mass and relative extent of seams and bedding planes

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Boring logs are included in Appendix A of this report and present such data as soil and bedrock

descriptions consistency and relative hardness evaluations depths sampling intervals and observed

groundwater conditions The conditions encountered in each of the borings were monitored and

recorded by the drill crew Field logs were prepared by the drill crew that included visual

classification of the materials encountered during drilling as well as drilling characteristics Our

final boring logs represent the geotechnical engineerrsquos interpretation of the field logs combined with

laboratory observation and testing of the samples Stratification boundaries indicated on the boring

logs were based on observations during our field work an extrapolation of information obtained by

examining samples from the borings and comparisons of soils andor bedrock types with similar

engineering characteristics The locations of these boundaries are approximate and the transitions

between soil and bedrock types may be more gradational in nature rather than clearly defined

LABORATORY TESTING PROGRAM

The laboratory testing program consisted of performing water content dry unit weight and unconfined

compression tests on representative portions of undisturbed samples obtained with the Shelby tube

sampler A calibrated hand penetrometer was used to determine the approximate unconfined

compressive strength of samples that were deformed or otherwise unsuitable for unconfined

compression testing The hand penetrometer has been correlated with unconfined compression tests

and provides a better estimate of the consistency and strength than visual observation alone Moisture

content determinations were also performed on samples obtained using the split-barrel sampler The

results of the laboratory tests are presented on the respective boring logs

Atterberg Limits tests were conducted on representative samples obtained at depths immediately below

the anticipated ground floor and basement floor levels of the proposed building These tests provide

information on the plasticity of the soil which is a basis for soil classification and for estimating the

potential of subgrade soils to change volume with variations in moisture content The results of the

Atterberg Limits tests are also shown on the respective boring logs and all of the laboratory test

results are summarized in Appendix B

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In addition unconfined compression tests were performed on selected rock cores to evaluate the

compressive strength of the bedrock units encountered in the borings The results of the unconfined

compression tests are shown on the respective boring logs in Appendix A of this report The

unconfined compressive strengths are in psi (pounds per square inch)

As part of the testing program the soil samples were classified by a geotechnical engineer using

visual and manual procedures outlined in ASTM D-2487 and D-2488 The descriptions of the soils

indicated on the boring logs are in accordance with the enclosed General Notes and the Unified Soil

Classification System Estimated group symbols according to the Unified Soil Classification

System are shown on the boring logs A brief description of this classification system is included in

Appendix A of this report

The bedrock units encountered in the borings were described in accordance with the enclosed

General Notes for Bedrock on the basis of visual classification of disturbed auger cuttings and

drilling characteristics Core samples may reveal other rock types

SITE AND SUBSURFACE CONDITIONS

The proposed building will be located on the east side of Naismith Drive between Robinson Hall

and Schwegler Drive on the Main Campus of the University of Kansas in Lawrence Kansas The

site was bounded on the north by Robinson Hall on the west by Naismith Drive on the south by

Schwegler Drive and on the east by Watkins Memorial Health Center At the time the borings were

performed the site was occupied by paved tennis courts sand volleyball courts a multi-purpose field

The existing ground surface sloped downward from north to south at a grade of about 1 percent

The site just to east of Robinson Hall was a vacant grass covered tract with large mature trees along

the north and east sides of the site This site is bounded on the north by Sunnyside Avenue on the west

by Robinson Hall on the south by Watkins Memorial Health Center and on the east by the computer

services facility building At the time the borings were performed there were no existing buildings or

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other structures on the site east of Robinson Hall The existing ground surface sloped downward from

northeast to southwest at a grade of about 4 percent

The following presents a general summary of the major strata encountered during our subsurface

exploration and includes a discussion of the results of field and laboratory tests conducted Specific

subsurface conditions encountered at the boring locations are presented on the individual boring

logs in Appendix A of this report Figures 2 and 3 in Appendix A show Generalized Subsurface

Profiles based on the information obtained from the borings The stratification lines shown on the

boring logs and profiles represent the approximate boundaries between soil and bedrock types in-

situ the transition between materials may be more gradational in nature rather than clearly defined

Boring B-3 was drilled in the existing tennis courts area and encountered 6 inches of concrete

underlain by about 4 inches of sand The other borings were located in lawn areas and encountered

about 8 to 12 inches of topsoil at the surface The existing pavement and topsoil layers were

underlain by existing fill and naturally deposited clays soils that continued to depths of about 7 to

21 feet below the existing ground surface at the boring locations Existing fill was encountered in 7

of the 11 test borings and continued to depths of about 35 to 11 feet below the existing ground

surface The fill was generally comprised of a mixture of local clay soils with trace amounts of

gravel and organic material Much of the fill was in a desiccated state due to the drought that has

been prevalent in the area during the past few years Laboratory tests performed on samples of the

fill indicated moisture contents in the range of 152 to 271 percent with dry densities of 97 to 111

pcf and hand penetrometer andor unconfined compressive strengths of 3050 to 12420 psf

Atterberg Limits tests performed on selected samples of the fill indicated Liquid Limits of 44 and 58

with Plasticity Indices of 26 and 36

The existing fill was underlain by naturally deposited glacial clay soils that continued to the depths

of approximately 7 to 21 feet below the existing ground surface at the boring locations The glacial

soils were deposited by continental glaciers that covered much of northeast Kansas during the

Pleistocene Epoch The glacial soils at this site were visually classified as lean clays (CL) lean to

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fat clays (CLCH) and fat clays (CH) with trace amounts of gravel The consistency of the glacial

clays generally ranged from stiff to hard with unconfined compressive strengths in the range of

2430 to 10730 psf Soil colors generally varied from dark gray brown to brown to gray brown to

reddish brown Atterberg Limits tests performed on selected samples of the natural clay soils

indicated Liquid Limits of 51 to 56 with Plasticity Indices of 32 to 36

It should be noted that the composition of the glacial soils is often erratic due to the random nature

of its deposition Glacial deposits frequently contain isolated pockets of water bearing sands and

gravel as well as cobbles and large boulders The glacial soils encountered in the borings were

predominately clays with trace amounts of gravel However it is certainly possible that cobbles

and boulder size erratics as well as pockets of water bearing gravel may be present beneath portions

of the site

The natural clay soils were underlain by shale bedrock which is part of the Pennsylvanian Age

Lawrence Shale Formation The top of the weathered shale was encountered at depths ranging from

about 7 to 21 feet (elevations 8789 to 8895 feet) within the footprint of the proposed building area

The depth of weathering of the shale ranged from about 4 to 14 feet at the boring locations with the

weathered shale generally being described as soft to moderately hard olive tan to brown to gray brown

silty shale

Beneath the weathered zone the unweathered Lawrence Shale was typically hard and gray with

occasional seams of hard limestone andor cemented sandstone at some locations Standard

Penetration Tests performed in the weathered and unweathered shale units yielded N values in the

range of 50 to 90 blows for one foot of penetration or less Core samples of the bedrock were

obtained at Borings B-2 and B-7 and had recovery rates of 66 to 100 percent with Rock Quality

Designation (RQD) values in the range of 46 to 92 percent indicating fair to good quality rock

Laboratory tests performed on selected core samples of the shale indicated unconfined compressive

strengths that ranged from about 140 to 260 psi

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GROUNDWATER OBSERVATIONS

Groundwater observations were made both during and after completion of drilling operations All

borings remained dry and no visible groundwater seepage was observed The materials encountered

in the test borings have relatively low permeabilities and observations over an extended period of

time through use of piezometers or cased borings would be required to better define current

groundwater conditions

Coring of the bedrock at Borings B-2 and B-7 required the introduction of water as a drilling fluid to

cool the bit and to flush cuttings No noticeable loss of drilling fluid was noted Water levels shown

on the boring logs where coring procedures were used represent the water levels in the boreholes after

removal of casing and drill tools and do not indicated a true groundwater condition

Groundwater in the underlying bedrock typically flows through the more permeable sandstone seams

as well as through joints and fissures in the limestone units The shale bedrock units are relatively

impermeable and do not readily transmit significant quantities of groundwater Perched groundwater is

commonly observed near the contact between the soil mantle and underlying bedrock This often

creates a zone of saturated soil just above the bedrock that can have lower strength and higher

compressibility

As previously discussed the composition of the glacial soils is often erratic due to the random nature of

its deposition Glacial deposits frequently contain isolated pockets of water bearing sands and gravel

as well as cobbles and large boulder size materials Water bearing lenses within natural glacial

deposits are generally limited in extent Excavations encountering such lenses typically experience a

sudden influx of groundwater due to the high permeability of the materials within the lens Foundation

and other excavations that encounter trapped water within the glacial soils can normally be dewatered

using conventional sump pumps

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Fluctuations of groundwater levels can occur due to seasonal variations in the amount of rainfall

runoff and other factors not evident at the time the borings were performed The possibility of

groundwater level fluctuations should be considered when developing the design and construction

plans for the project

CONCLUSIONS AND RECOMMENDATIONS

Based on the results of our evaluation it is our professional opinion that the proposed project site

can be developed for the proposed building using conventional grading and foundation construction

techniques Because the proposed building is expected to have moderate column loads and the

depth to competent bedrock is relatively shallow at this site we have recommended that the proposed

School of Business Building be supported on drilled pier foundations that extend through the

overburden clay soils and are socketed into the underlying hard gray shale bedrock Specific

recommendations for design and construction of drilled pier foundations are presented in the following

sections of this report

A major concern from a geotechnical engineering standpoint is related to the presence of expansive

clay soils at this site The onsite soils have moderate to high shrink-swell potential and many of the

near surface soils were in a desiccated state at the time the borings were performed The moderate

to high shrink-swell potential of the onsite soils in conjunction with the present soil desiccation

could result in significant heaving of grade supported floor slabs and pavements when soil moisture

contents return to higher levels following periods of precipitation To reduce the potential for

subgrade volume change and floor slab andor pavement movement we have recommended that the

proposed building area and new tennis courts be undercut to allow placement of a minimum of 18

inches of select low volume change material andor stabilized soil below the lower level floor slab

andor grade supported slabs of the tennis courts The undercut could be reduced to 12 inches

below the basement area where the floor slab is underlain directly by weathered shale bedrock

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The recommendations submitted in the following sections of this report are based in part upon data

obtained from our subsurface exploration It should be recognized that subsurface conditions can

vary between the exploration points and that the nature and extent of any subsurface variations that

may exist at the proposed site may not become evident until exposed during construction If

variations appear evident then the recommendations presented in this report should be reevaluated

by the geotechnical engineer In the event that any changes in the nature design location

foundation loads or floor elevations of the building are planned the conclusions and

recommendations contained in this report will not be considered valid unless the changes are

reviewed by the geotechnical engineer and our recommendations modified in writing

SITE PREPARATION

Initial site preparation for the proposed project should commence with demolition of the existing

structures within proposed construction areas Demolition should include complete removal of existing

structures grade supported slabs sidewalks pavements and shallow spread footings All broken

concrete and other debris from demolition of these structures should be removed from the site Areas

disturbed during demolition of the existing structures should be thoroughly evaluated by the

geotechnical engineer prior to placement of structural fill All disturbed soils should be undercut prior

to placement of structural fill

Planned building and pavement areas should be stripped of all vegetation and topsoil Based on the

borings an average stripping depth of approximately 6 to 12 inches would be anticipated for most

areas The stripping depths required will likely vary and should be adjusted to remove all

vegetation and root systems A representative of GeoSource should observe the stripping operations

to evaluate that all unsuitable materials have been removed Soils removed during site stripping

operations could be used for final site grading outside the building and pavement areas Care

should be exercised to separate these materials to avoid incorporation of the organic matter in

structural fill sections

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Any required tree removal should also be accomplished at this time Care should be taken to

thoroughly remove all root systems from the proposed building and pavement areas Materials

disturbed during removal of stumps should be undercut and replaced with structural fill A zone of

desiccated soils may exist in the vicinity of the trees The desiccated soils have a higher swell

potential and should also be undercut and replaced with structural fill

Relocation of any existing utility lines within the zone of influence of proposed construction areas

should also be completed as part of the initial site preparation work The lines should be relocated to

areas outside of the proposed construction Excavations created during the removal of these existing

lines should be cut wide enough to allow for the use of heavy construction equipment to recompact the

fill In addition the base of the excavations should be thoroughly evaluated by a geotechnical engineer

or engineering technician prior to placement of fill All fill should be placed in accordance with the

recommendations presented in the Structural Fill section of this report

If the proposed building will have a basement area it should be excavated after completion of the initial

site preparation work Depending on the floor elevation of the basement it is anticipated that the

subgrade conditions below the basement will consist of a combination of weathered shale and fat clay

soils In areas were the basement is underlain by weathered shale the subgrade should be undercut to

allow placement of a minimum of 8 inches of clean crushed rock below the floor slab In areas where

the subgrade consists of clay soils the basement should be undercut to a level that will allow placement

of a minimum of 12 inches of select low volume change soil below the basement floor slab and

granular leveling course

The purpose of the crushed rock is to provide a drainage layer and leveling course below the

basement floor slab Clean crushed limestone gravel with a nominal size of 34 to 1 inch would be

recommended for the leveling course It is recommended that underslab drain lines be installed at

regular intervals near the base of the granular leveling course to facilitate collection and removal

of any seepage that may accumulate below the basement floor slab The drain lines should consist

of 4-inch minimum diameter perforated plastic pipe It is suggested that a drain line be located

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around the inside perimeter of the basement walls with cross drain lines being spaced no more than

30 feet apart The drain lines should be connected to one or more sump pits for collection and

removal of water from the building area

Non-basement grade supported floor slab areas of the new building should be undercut to a level

that will allow placement of a minimum of 18 inches of select low volume change fill andor

stabilized soil below the floor slabs and leveling course The undercut should extend a minimum of

10 feet beyond the proposed building lines in areas that are not immediately adjacent to an existing

building The undercut would also be recommended for concrete drives sidewalks and other paved

areas such as the new tennis courts in addition to building floor slab The purpose of the select low

volume change fill andor stabilized soils section is to surcharge and to limit moisture changes in the

underlying fat clay soils thereby reducing the potential for volume changes resulting from moisture

changes in these expansive clay soils For the purposes of this report low volume change materials are

defined as soils having a liquid limit of 50 percent or less

Following undercutting and prior to placement of structural fill it is recommended that the exposed

grade be scarified to a minimum depth of 8 inches and be moisture conditioned to bring the

moisture content of the soils into the range recommended for structural fill Moisture conditioning

is the process of adjusting the moisture content of the scarified materials to a moisture content that

is within a range of 0 to 4 percent above the optimum moisture content as determined by the

Standard Proctor (ASTM D-698) compaction procedure Following moisture conditioning the

scarified materials should be recompacted to a minimum of 95 percent of Standard Proctor (ASTM

D-698) maximum dry density Soft or unstable areas that hamper compaction of the subgrade

should be undercut and replaced with structural fill Suitable structural fill should then be placed to

design grades as soon as practical after reworking the subgrade to avoid moisture changes in the

underlying soils

If soft or unstable conditions are encountered at the base of the basement excavation it may be

necessary to stabilize the soils with large size crushed rock The stabilization rock should consist of

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clean crushed rock having a particle diameter of 3 to 6 inches After initial undercutting the large rock

would be spread over the unstable subgrade and worked into the soft soils by close tracking with a

bulldozer or other suitable construction equipment Additional rock would be added until the subgrade

becomes firm enough to support construction equipment The use of a geotextile fabric or geogrid in

conjunction with 1-inch size crushed rock could also be considered as a means of stabilizing the

exposed grade

Subgrade preparation for drives and parking lot pavements will not need to be as extensive as

recommended for the building and tennis courts areas After the pavement areas have been stripped

and cut to grade the exposed subgrade soils should be thoroughly proofrolled In fill areas the

grade exposed after site stripping of the topsoil should also be proofrolled in preparation for fill

placement Any soft or unstable areas observed during proofrolling should be undercut and brought

up to planned grade with controlled structural fill

CLIMATIC CONDITIONS

Weather conditions will influence the site preparation required In spring and late fall following

periods of rainfall the moisture content of the near surface soils may be significantly above the

optimum moisture content Additionally it is common to encounter wet unstable soils upon

removal of the site pavements or flatwork as a result of moisture becoming trapped beneath

relatively impervious Portland cement concrete pavements Perched groundwater may also develop

above impervious bedrock units such as shale saturating the soils just above the bedrock These

conditions could seriously impede grading by causing an unstable subgrade condition Typical

remedial measures include aerating the wet subgrade removal of the wet materials and replacing

them with dry materials or treating the wet material with fly ash

If site grading commences during summer months moisture contents may be abnormally low

which can significantly increase the swell potential of the onsite soils Typically discing and

moisture conditioning of the exposed subgrade materials to the moisture content criteria outlined in

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the Structural Fill section will reduce this swell potential of the dry materials As an alternative the

dry materials could be undercut and replaced with structural fill

EXCAVATIONS

Excavations for the basement building foundations and underground utilities for the proposed building

are expected to be in existing fill naturally deposited glacial clay soils andor in shale bedrock In

general the fill and natural clay soils encountered in the borings above the water table were relatively

stiff and would be classified as Type B soils under Part 1926 of the OSHA regulations pertaining to

open excavations Excavations that extend into the underlying soft weathered shale having

Standard Penetration Resistance (N) values of less than 25 blows per foot can generally be

excavated with conventional heavy equipment such as backhoes loaders etc Excavation of the

harder less weathered shale and limestone bedrock units will be more difficult and will probably

require the use of pneumatic breakers or some other method of hard rock removal to complete the

excavations

As previously discussed the shale bedrock encountered beneath the proposed building site is part of

the Lawrence Formation Historically there have been stability issues with excavations and cut

slopes in the upper part of the Lawrence Formation on the Campus of the University of Kansas

Temporary excavation slopes should be monitored for signs of instability on regular basis during

construction

Temporary construction slopes should be designed in strict compliance with the most recent

governing regulations For the near surface cohesive soils it is recommended that temporary

construction slopes be no steeper than 1(H) to 1(V) Construction slopes should be closely

observed for signs of mass movement tension cracks near the crest bulging at the toe etc If

potential stability problems are observed the contractor should take immediate corrective action

The responsibility for excavation safety and stability of temporary construction slopes should lie

solely with the contractor

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STRUCTURAL FILL

All structural fill should consist of approved materials free of organic matter and debris Fill placed

within 18 inches of the building floor slabs and leveling course should consist of a lower plasticity

cohesive soil having a Liquid Limit less than 50 and a Plasticity Index less than 30 Higher plasticity

soils could be used as structural fill in the lower portion of deep fill sections in the building area andor

as structural fill in landscaped or pavement areas where more movement can be tolerated Fill should

be placed in lifts having a maximum loose lift thickness of 9 inches All fill should be compacted to a

minimum of 95 percent of the materials maximum dry density as determined by ASTM D-698

(standard Proctor compaction) The moisture content of the fill at time of compaction should be within

a range of 0 to 4 percent above optimum moisture content as defined by the standard Proctor

compaction procedure Moisture contents should be maintained within this range until completion of

building floor slabs

Based on subsurface conditions encountered in the borings there does not appear to be any suitable

onsite material available for use in the construction of the select low volume change zone that has been

recommended below the building floor slab Because of this it is anticipated that it will be necessary

to import low volume change material to complete the required sections

The onsite weathered shale could also be pulverized and used to construct structural fill sections It

is anticipated that the weathered shale can be broken down sufficiently with heavy compaction

equipment to develop satisfactory fill sections for support of structures and pavements The shale

should be pulverized into pieces having a maximum size of no more than 2 inches We anticipate

that significant amounts of water will have to be added to the shale to increase moisture contents of

these materials to levels necessary to achieve the required degree of compaction Larger size

fragments of limestone or cemented sandstone excavated from the cut areas should be placed

outside planned structure and pavement areas so that these materials do not hamper excavation of

foundations and utilities

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SUBGRADE STABILIZATION

In lieu of importing low volume change (LVC) material for use beneath the proposed building area and

new tennis courts the onsite fat clay soils could be stabilized with either hydrated lime or Class C

(self-cementing) fly ash The amount of lime and fly ash that is typically required to achieve the

desired reduction in shrink-swell potential is on the order of 5 percent and 15 percent for lime and fly

ash respectively (dry weight basis) Laboratory tests will be necessary to determine the actual amount

required Recommendations and typical specifications for this method of stabilization could be

provided if desired Specifications for lime andor fly ash stabilization should be included in the

project specifications if these alternatives are to be implemented

The procedures for lime stabilization have been used for a number of years and construction

procedures are well documented in State of Kansas specifications Lime treatment of the subgrade

typically requires double mixing of the lime treated subgrade with an intervening mellowing period

of 24 to 48 hours between mixing

Fly ash stabilization requires that mixing and compaction operations be closely monitored by

experienced personnel during construction It is also important that the moisture content of the fly

ash treated materials be strictly controlled as the moisture content of the mixture at the time of

compaction dictates the long term strength of the material A fly ash mix design is similar to any

other mixes with cementitious materials in that the strength of the final product is significantly

affected by waterash ratio If too much water is added during the stabilization process there can be

a drastic reduction in the final strengths of the fly ash treated materials Wet areas can occur where

the mixer starts and stops between successive passes and can result in localized areas where

moisture contents are above recommended levels

It is recommended that the fly ash be incorporated into the subgrade soils using a Bomag MPH-100

or equivalent pulverizer The pulverizer should be equipped to allow injection of water directly into

the mixing drum as this is the most effective means of obtaining the required moisture control

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Finally it is important that the delay time between initial mixing and final compaction be carefully

limited when using fly ash as a stabilization agent For this project and other similar stabilization

projects we recommend that no more than 2 hours be allowed to lapse between the incorporation of

the stabilization agent and final compaction of the treated materials Initial compaction should be

accomplished with a vibratory padfoot roller operating immediately behind the mixing equipment

Final compaction should be performed using a rubber tired roller to provide uniform compaction at

the surface of the stabilized section

It should be recognized that lime andor fly ash treatment of subgrade soils requires suitable

equipment and construction procedures to achieve optimum results It is recommended that

prospective earthwork subcontractors for this project have satisfactorily completed at least five

stabilization projects of a similar nature The contractor should identify all equipment to be used

prior to commencing the stabilization work GeoSource can provide example specifications for lime

or fly ash stabilization if desired GeoSource should be retained to provide full time construction

monitoring and testing during the stabilization work

FOUNDATIONS

The types of foundation that would be suitable for support of the proposed building are dependent

on the final location configuration and finished floor levels of the building as well as the

magnitude of the foundation loads sensitivity to differential settlement thickness of new fill

required for site development and other factors Because the proposed building is expected to have

maximum column loads of about 350 kips we have recommended that the proposed building be

founded on drilled pier foundations that are socketed into the hard gray shale bedrock that underlies

the proposed building site

Project No D13G1129

Page 18

Drilled Pier Foundations

It is recommended that all drilled pier foundations extend to the hard gray shale bedrock that

underlies the proposed building site All drilled piers should be socketed a minimum of 3 feet into

the hard gray shale bedrock Greater penetration into the bedrock may be required at some

locations depending on the extent and severity of weathering Based on information obtained from

the borings it is anticipated that the bearing elevations of the drilled piers will range from about

elevation 865 to 880 feet across the site Drilled piers that are socketed into the hard gray shale

may be designed and proportioned using an allowable end bearing pressure of 30000 psf The

recommended allowable bearing values includes a factor of safety of 3 against a bearing failure

If higher bearing pressures are required additional capacity can be obtained by increasing the length

of the rock socket into the bedrock Drilled piers that are socketed a minimum of two shaft

diameters or 10 feet into the unweathered hard gray shale whichever is greater may be designed

using an allowable end bearing pressure of 50000 psf In addition to the end bearing pressure an

allowable shaft friction value of 2000 psf may be used for the portion of the drilled pier penetrating

beyond the minimum recommended embedment previously recommended

Any uplift loads acting on the foundations can be resisted by the effective dead weight of the piers

plus an allowable side friction value of 350 psf for the portion of the shaft in stiff natural clay soils

and 1500 psf for the portion of the shaft in weathered shale Side friction should be neglected in

the upper 5 feet of the shaft The recommended skin friction values include a factor of safety of at

least 2

Properly reinforced drilled piers are also capable of resisting transient lateral loads from wind

andor earthquakes It has been our experience that drilled piers with a minimum shaft diameter of

36 inches and embedment lengths of at least 15 feet are capable of resisting lateral loads of 25 kips

or more with maximum top of pier deflections of frac12 inch or less If desired GeoSource can

Project No D13G1129

Page 19

perform a more comprehensive lateral load analysis and provide additional recommendations when

final loads become available All piers subject to lateral loads should be properly reinforced

All piers should have a minimum shaft diameter of 36-inches in order to accommodate dewatering

equipment andor to permit access for proper hand cleaning and observation of the base of the pier

excavation Groundwater seepage was not encountered in the borings at the time of our exploration

However groundwater seepage may be encountered during the installation of drilled piers and the use

of temporary casing and dewatering of drilled pier excavations may be required The drilled pier

contractor should have temporary casing and dewatering equipment at the site and available during the

installation of the drilled pier foundations To minimize softening of the bearing surface of the shale

caused by ponding of water it is recommended that concrete be placed the same day that the piers are

drilled It is also recommended that temporary casing be installed when personnel are required to enter

a drilled pier excavation to clean or observe the bearing surface

If temporary casing is required during the installation of the drilled piers there must be a sufficient

head of concrete inside the casing to prevent soil and water from entering the pier excavation as the

casing is pulled It is recommend that concrete be designed to have a minimum slump of 6 to 8

inches to reduce the potential for arching as the casing is removed If it is not possible to remove all

groundwater from the pier then concrete must be pumped from the bottom up or placed by the

tremie method

It is recommended that all drilled pier excavations be observed and evaluated by the geotechnical

engineer or his representative immediately prior to placement of foundation concrete Unsuitable

areas identified at this time should be corrected Corrective procedures would be dependent upon

conditions encountered and will most probably include deepening of the drilled piers The

suitability of the shale bedrock will be evaluated by visual observation at the base of the excavation

Long-term structural settlement of drilled piers designed and constructed as outlined above should

be minor ie frac12 inch or less

Project No D13G1129

Page 20

Conventional Spread Footings

Lightly loaded appurtenant structures to the proposed building could be supported on conventional

spread footings that are founded in stiff natural clay soils andor in controlled structural fill Support

of footings on undocumented fill is not recommended Footings founded in the recommended

materials may be designed and proportioned using a net maximum allowable bearing pressure of

2500 psf The net pressure refers to the pressure transmitted to the bearing stratum in excess of the

minimum surrounding overburden pressure The recommended bearing pressure includes a factor

of safety of at least 3 against a bearing failure

Formed continuous footings should have a minimum width of 18 inches and isolated spread footings

should have a minimum width of 30 inches Lightly loaded trench footings (bearing pressure less

than 1500 psf) should have a minimum width of 12 inches All exterior footings and footings

founded in the unheated portions of the structures should be supported a minimum of 3 feet below

final exterior grade to provide protection against frost penetration Where possible footings should

be earth-formed ie poured to lines of neat excavation

If footings are supported on structural fill the structural fill should extend a minimum of 5 feet

beyond the footing lines and to a depth of at least one footing width or 3 feet whichever is greater

below footing bearing elevations

The base of all footing excavations should be free of all water and loose material prior to placing

concrete Concrete should be placed as soon as possible after excavating so that excessive drying of

bearing materials does not occur Should the soils at bearing level become excessively dry or

saturated we recommend that the affected soil be removed prior to placing concrete

It is recommended that all footing excavations be observed and evaluated by the geotechnical

Project No D13G1129

Page 21

conditions encountered and may include deepening of foundation elements or undercutting of

unsuitable materials and replacement with controlled structural fill or lean concrete

Long-term structural settlement for shallow spread footings designed and constructed as outlined

above should be minor ie 1 inch or less Differential settlements of up to frac34 inch should be

anticipated across the site and specifically between the portions of the building founded on soil bearing

footings and the portions founded on drilled piers that are socketed into the bedrock Therefore a

control joint may be advisable

Light Pole Foundations

It is anticipated that lighting for the new tennis courts and multi-purposed field will be monopole

structures with above ground heights of about 40 to 50 feet These types of structures typically have

relatively high overturning moments and foundations for these structures normally consist of short

drilled pier foundations or relatively deep wide spread footings If drilled piers are used to support

the proposed light poles it is recommended that the drilled piers have a minimum embedment

length of at least 10 percent of the above ground height of the poles plus 3 feet Based on this

drilled pier foundations for the lighting are expected to have minimum embedment lengths of about

7 to 8 feet depending on the actual height of the structures and loading conditions Properly

constructed drilled piers may be designed using an allowable skin friction value of 500 psf The

skin friction should be neglected in the upper 5 feet of the shaft In addition to skin friction an end

bearing value of 2500 psf may be used for design of drilled piers with embedment lengths of at

least 7 feet or more No end bearing value should be used for shorter piers

If spread footings are used to support the proposed light poles they may be designed using an

allowable bearing pressure of 2500 psf Lateral loads acting on the footings resulting from transient

loads such as wind may be resisted by the passive resistance of the native soils and by friction acting

at the base of the foundation The lateral load capacity of the structure foundation can be

determined using an allowable equivalent fluid unit weight of 280 pcf for calculating the passive

Project No D13G1129

Page 22

lateral earth pressure acting on the edge of footings The recommended passive pressure parameter

is applicable to earth-formed foundations and should be determined from final grade to the bottom

of the foundation Passive resistance provided in the upper 3 feet of the soil profile should be

ignored as this is the zone subject to moisture changes and frost penetration For sliding friction

an allowable friction coefficient of 026 could be assigned to the base of the foundation The

recommended equivalent fluid pressure and sliding friction include a factor of safety of at least 15

SEISMIC HAZARDS DETERMINATION

Earthquake hazard evaluation is a complex task Seismic sources must be identified and

characterized path effects must be evaluated (ie selection of appropriate attenuation

relationships) and ground motions must be completed Finally an analysis of the motion with

respect to the proposed construction must be made In addition to the multi-discipline nature of this

process there is substantial parameter and modeling uncertainty associated with each of the steps

Typically code based approaches are used for seismic hazard analyses Our seismic hazard

evaluation follows the IBC 2006 and 2009 procedures

United States Geological Society (USGS) has developed and mapped maximum earthquake

response spectra for two design levels an earthquake having a 10 probability of exceedance in 50

years and an earthquake having a 2 probability of exceedance in 50 years The motions

developed by USGS represent soft rock conditions which are assumed to be representative of the

soilrock that would be encountered below a depth of approximately 100 feet below existing grades

at the site

The USGS ldquosoft rockrdquo peak ground accelerations for the 1050 year and 250 year events are

217 g and 624 g respectively Maximum spectral accelerations at the 02 second10 second

periods for the 1050 year and 250 year events are 490 g 213 g and 1326 g 550 g

respectively Based on the subsurface information the project site would be characterized as a Site

Project No D13G1129

Page 23

Class C per the 2006 or 2009 International Building Code (IBC) In addition there is no significant

risk of liquefaction or mass movement of the on-site soils due to a seismic event

BUILDING FLOOR SLABS

The recommendations outlined in the Site Preparation and Structural Fill sections of this report are

intended to produce subgrades that are suitable for support of building floor slabs These

recommendations include undercutting of the non-basement areas of the building to allow

placement of a minimum of 18 inches of select low volume change material or stabilized soil below

the floor slab and leveling course The select fill andor stabilized soil layer below the floor slab has

been recommended to reduce the potential for subgrade volume change and floor slab movement

The recommended low plasticity structural fill thickness is in addition to any granular section that

will be required below the floor slabs The moisture content of the subgrade soils should be

maintained within the recommended range until floor slabs are completed Depending upon weather

conditions periodic wetting may be required

If the new building will have a basement area the borings indicated that the floor slab will be

supported by materials ranging from naturally deposited clay soils to weathered shale depending on

the floor elevation of the basement Since there is a potential that the floor will be underlain by

materials with different consistencies we recommend that the basement floor be undercut to allow

placement of a minimum of 8 inches of crushed rock below the basement floor slab Additional

undercutting and select fill will be required for areas underlain by fat clay soils The purpose of the

crushed rock is to provide a drainage layer and leveling course below the basement floor slab It is

recommended that underslab drain lines be installed at regular intervals near the base of the

granular leveling course to facilitate collection and removal of any seepage that may accumulate

below the basement floor slab The drain lines should consist of 4-inch minimum diameter

perforated plastic pipe It is suggested that a drain line be located around the inside perimeter of the

basement walls with cross drain lines being spaced no more than 30 feet apart The drain lines

Project No D13G1129

Page 24

should be connected to one or more sump pits for collection and removal of water from the building

area We recommend that the sump pumps have battery backup units installed

It is recommended that a granular leveling course having a minimum thickness of 4 inches be used

below all non-basement floor slabs supported on soil subgrades Clean crushed limestone gravel

with a nominal size of frac34 to 1 inch would be recommended for the leveling course A modulus of

subgrade reaction of 100 pci may be used to design floor slabs constructed on an untreated clay

subgrade

Immediately prior to construction of the building floor slab it is recommended that the exposed

subgrade be evaluated to determine whether moisture contents are within the recommended range

and to identify areas disturbed by construction operations Unsuitable or disturbed areas should be

reworked prior to placement of the granular leveling course and construction of the floor slab

Details regarding proper backfill of utility trenches and stem walls below building floor slab areas

should be planned Suitable low to moderate plasticity clays or granular material should be used as

backfill materials The backfill should be placed and compacted in accordance with the

recommendations previously discussed

Subsurface moisture and moisture vapor naturally migrate upward through the soil and where the

soil is covered by a building or pavement this moisture will collect To reduce the impact of this

subsurface moisture and the potential impact of future induced moisture (such as landscape

irrigation or precipitation) the current industry standard is to place a vapor retarder below the

compacted crushed limestone layer This membrane typically consists of visquene or polyvinyl

plastic sheeting having a thickness of at least 10 mils It should be noted that although vapor

barrier systems are currently the industry standard this system may not be completely effective in

preventing floor slab moisture problems These systems typically will not necessarily assure that

floor slab moisture transmission rates will meet floor covering manufacturer standards and that

indoor humidity levels be appropriate to inhibit mold growth The design and construction of such

Project No D13G1129

Page 25

systems are totally dependent on the proposed use and design of the proposed building and all

elements of building design and function should be considered in the slab-on-grade floor design

Building design and construction may have a greater role in perceived moisture problems since

sealed buildingsrooms or inadequate ventilation may produce excessive moisture in a building and

affect indoor air quality

Special precautions must be taken during the placement and curing of all concrete slabs Excessive

slump (high water-cement ratio) of the concrete andor improper curing procedures used during

either hot or cold weather conditions could lead to excessive shrinkage cracking or curling of the

slabs High water-cement ratio andor improper curing also greatly increase the water vapor

permeability of the concrete We recommend that all concrete placement and curing operations be

performed in accordance with the American Concrete Institute (ACI) Manual

The above procedures should reduce the potential for subgrade moisture variations and

consequently reduce floor slab movement and cracking However these procedures will not

completely eliminate the volume change characteristics of the natural clay soils and because of the

presence of unaltered clay soils that extend to much greater depths some long-term volume change

may occur along with some floor slab movement and cracking Isolation of floor slabs from walls

and columns should be considered to accommodate minor differential movement of floor slabs If it

is desired to further minimize the potential for subgrade volume change the use of a greater

thickness of low volume change material beneath the floor slab should be considered

LATERAL EARTH PRESSURES

Based on our experience with soils similar to those encountered at the site all basement walls and

other below grade walls that are subject to an unbalanced lateral earth pressure should be designed

using an equivalent fluid pressure of 55 pounds per cubic foot This lateral earth pressure assumes

an at rest stress distribution condition ie no wall rotation is allowed For retaining walls that

are not fixed at the top and able to rotate the equivalent fluid pressure may be reduced to 45 pounds

Project No D13G1129

Page 26

per cubic foot Neither of the previous load distributions includes a factor of safety or take into

account the influence of any hydrostatic loading of the wall Also the stress distributions do not

include the influence of any foundations pavement or other surcharge loads located in or adjacent

to wall backfill

To prevent hydrostatic loading on the walls andor seepage into the basement andor lower level it

is recommended that a perforated drain line be installed at the base of all below grade walls The

drain line should be sloped to provide positive gravity drainage outside the building area or should

extend to a sump where water can be collected and removed The drain line should be wrapped

with filter fabric to prevent intrusion of fines The drain line should be backfilled with free draining

granular material extending vertically above the drain line to within 2 feet of final grade The

remaining portion of the excavation should be backfilled with cohesive soils to minimize the

infiltration of surface water The granular section behind the wall should have a minimum width of

2 feet and should be encapsulated in the suitable filter fabric to minimize intrusion of fines The use

of a prefabricated drainage blanket on the foundation wall could also be considered to prevent

hydrostatic loading Drainage blankets should be installed in accordance with the manufacturers

recommendations

PAVEMENTS

Parking and drive area subgrades should be prepared in accordance with the recommendations

given in the Site Preparation and Structural Fill sections of this report The site soils are considered

poor subgrade materials for support of pavements Based on the soil types encountered at this site

and previous experience with materials of this type a design CBR value of 3 is recommended for

design of pavement sections For this design value a full-depth asphaltic concrete section having a

minimum thickness of 6 inches is recommended for automobile parking areas and 75 inches is

recommended for the access drives For asphaltic concrete pavements a minimum surface course

thickness of 2 inches is normally recommended

Project No D13G1129

Page 27

Service drives used by semi-trailer and other heavy delivery trucks require thicker pavement

sections GeoSource would be pleased to provide specific thickness recommendations for heavy

duty pavements after we receive additional information regarding the type and number of trucks

that are projected to use this facility over the design life of the pavement Portland cement concrete

pavements are recommended for approach slabs dock aprons truck drives and parking areas trash

dumpster pads and other areas where heavy wheel loads will be concentrated It is recommended

that the concrete pavements in these areas have a minimum thickness of 8 inches We normally

recommend a 4-inch leveling and drainage course of clean crushed rock be placed below all

concrete pavements

We recommend that the pavement subgrades be evaluated by proofrolling immediately prior to

paving The moisture content and density of the top 8 inches of the subgrade should be checked

within two days prior to commencement of actual paving operations If the material is not in

compliance with the required ranges of moisture or density the subgrade should then be moisture

conditioned and recompacted If any significant event such as precipitation occurs after the

evaluation the subgrade should be reviewed by qualified personnel immediately prior to placing the

pavement The subgrade should be in its finished form at the time of the final review

Proper drainage below the pavement section helps prevent softening of the subgrade and has a

significant impact on pavement performance and pavement life of all pavement types Therefore

we recommend that a granular blanket drain be constructed at all storm sewer inlets within the

pavement areas The blanket drain should consist of clean crushed stone aggregate extending a

minimum of 6 inches below pavement subgrade level The blanket drains should extend a

minimum of 15 feet away from the curb at all storm sewer inlets and should be a minimum of 15

feet wide The grade within the blanket drain should be sloped toward the storm sewer inlet and

weep holes should be drilled through the inlet to provide drainage of the granular section into the

inlet Placement of geotextile filter fabric across the weep holes could be considered to prevent loss

of aggregate through the weep holes

Project No D13G1129

Page 28

It is recommended that all pavements be properly sloped to provide rapid runoff of surface water

Water should not be allowed to pond on or adjacent to pavements since this could result in saturation

of the subgrade and cause premature deterioration of pavements Pavements in Kansas are normally

subjected to 30 or more freeze-thaw cycles in any given year Because of this periodic maintenance

of all of the pavements is essential to long term performance and should be anticipated This should

include sealing of all cracks and joints and by maintaining proper surface drainage to avoid ponding

of water on or near the pavement areas

PLANS AND SPECIFICATIONS REVIEW

It is recommended that the geotechnical engineer be provided the opportunity to review the plans

and specifications so that comments can be made regarding the interpretation and implementation of

our geotechnical engineering recommendations in the design and specifications In the event that

GeoSource is not given the opportunity to perform this recommended review we will assume no

responsibility for misinterpretation of our geotechnical engineering recommendations

CONSTRUCTION OBSERVATION AND TESTING

To effectively achieve the intent of the geotechnical recommendations presented in this report and

to maintain continuity from design through construction GeoSource should be retained to provide

observation and testing services during earthwork and foundation construction phases of the project

This will provide the geotechnical engineer with the opportunity to observe the subsurface

conditions encountered during construction evaluate the applicability of the geotechnical

recommendations presented in our report as they relate to the soil and bedrock conditions

encountered and to provide follow up recommendations if conditions differ from those described in

our report

Project No D13G1129

Page 29

LIMITATIONS

The analysis and recommendations submitted in this report are based in part upon the subsurface

information obtained from the exploration points performed at the indicated locations and our

present knowledge of the proposed construction as outlined in the Project Description Subsurface

conditions may vary between the exploration points and across the site and our report does not

reflect any variations which may occur The nature and extent of such variations may not become

evident until construction If subsurface conditions are encountered during construction that differ

from those described in this report GeoSource should be notified immediately so that a review may

be made and any supplemental recommendations provided If the scope of the proposed

construction including the proposed loads floor slab elevations or locations changes from that

described in this report our recommendations should also be reviewed and the recommendations

modified accordingly

This report has been prepared in accordance with the generally accepted geotechnical engineering

practice as it exists in the area at the time of our study No warranty is expressed or implied The

recommendations provided in this report are based on the assumption that an adequate program of

observation and testing will be conducted during the construction phase in order to evaluate

compliance with our recommendations Our scope of services did not include any environmental

assessment or exploration for the presence of hazardous or toxic materials in the soil surface water

groundwater or air on below or around this site

This report has been prepared for the exclusive use of our client for specific application to the project

discussed Any party other than the client who wishes to use this report shall notify GeoSource in

writing of such intended use Additional work may be required before an updated report can be

issued Non-compliance with any of these requirements will release GeoSource from any liability

resulting from the use of this report by any unauthorized party and client agrees to defend

indemnify and hold harmless GeoSource from any claim or liability associated with such

unauthorized or non-compliance

APPENDIX A

FIGURE 1 BORING LOCATION SKETCH

FIGURES 2 amp 3 GENERALIZED SUBSURFACE PROFILES

BORING LOGS

GENERAL NOTES AND TERMS

BORING LOG SYMBOLS

B-8

Sunnyside Avenue

150

20

0

150 150

20

0

20

0

75

B-11B-10

B-9

B-2 B-6B-4110

337 253

Robinson Hall

150

Na

ism

ith

Dri

ve

B-11B-10

B-9

Allen Field House

B-1

B-3

B-5

B-7

50

80480

330

21

6

70

Schwegler Drive

Na

ism

ith

Dri

ve

Boring Location Sketch Figure 1

Project No D13G1129

Naismith Drive and Schwegler Drive

Lawrence KansasApproved By JJZ

Limestone

Sandstone

EL

EV

AT

ION

fee

t

Weathered Shale

Lean to Fat ClayProject No D13G1129

Topsoil

Sandy Lean ClayFat Clay

Lean Clay

AfterCoring

DrillingWhile

Water Levels

WeatheredShale

Hard Shale

East

Lawrence Formation

Proposed Building Area

850

860

870

880

890

900

910

920

GENERALIZED SUBSURFACE PROFILE

Naismith Drive South of Robinson Hall

FIGURE 2

Lawrence Kansas

KU School of Business (KU 123-8585)LEGEND

Approved By JJZ

Concrete

Gravel

Fill Shale

B-1B-2

B-3

B-4

B-5

B-6

B-7

Fill

OverburdenSoil

West

890

895

900

905

910

915

920

Lawrence Kansas

Approved By JJZ

EL

EV

AT

ION

fee

t

Project No D13G1129

FIGURE 3

Limestone

Sandstone

Weathered Shale

Lean to Fat Clay

Topsoil

Lean Clay

Concrete

Gravel

Fill Shale

West East

Proposed Tennis Courts amp Multi-Purpose Field

OverburdenSoil

Fill

B-10B-11B-8

B-9

1

2

3

4

5

Topsoil dark brown (8)

FAT CLAY stiff dark gray brown (PossibleFill)

FAT CLAY very stiff gray brown

LEAN TO FAT CLAY very stiff light brownmottled light gray and rust trace iron nodules

SHALE weathered soft to mod hard olivetan to gray brown

242

241

206

180

146

3590

4480

5350

9030

PA

ST

PA

ST

PA

ST

PA

SS 506

CH

CLCH

99

102

110

115

08

30

75

132

210

13

16

12

6

8982

8959

8914

8857

8779

MATERIAL DESCRIPTION

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

University of Kansas GWH Architecture

Calibrated Penetrometer Rock Strength in psi

WATER LEVEL OBSERVATIONS

OFFSET

Page 1 of 2BOREHOLE INFORMATION

GeoSource LLC

LOG OF BORING NO B-1

STATION

5

10

15

20

Approx Surface Elevation 8989

Backfilled Completion

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

PROJECT NAME KU School of Business (KU 123-8585)

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-29-13

D13G1129

SITE LOCATION Naismith Drive South of Robinson Hall

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

The stratification lines represent the approximate boundary lines between soil and rock types In-situ the transition may be gradual

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

SPT4-inch Flight Augers

6

7

SHALE hard gray

BOTTOM OF BORING

Rock classification is based on drillingcharacteristics and visual observation ofdisturbed samples Core samples may revealother rock types

147

104

PA

SS

PA

SS

506

503 290

6

3 8699

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

25

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-29-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

5

FAT CLAY hard desiccated gray brown

FAT CLAY very stiff light brown mottled lightgray and rust

SHALE weathered soft brown

SHALE hard gray- becoming moderately hard and gray brown

196

186

215

176

149

10730

8580

5410

4610

PA

ST

PA

ST

PA

ST

PA

SS 506

CH

CLCH

CH

106

108

105

108

08

30

75

131

170

210

9

24

15

12

6

9002

8979

8934

8878

8839

8799

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

20

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-29-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

Offset 6 North amp 30 East due to site restrictions

HAMMER

DRLLING COMPANY

EASTING

METHOD

Prior to Coring

feet ACR60

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

6

R1

R2

SHALE hard very thin bedded to laminatedgray to dark gray

BOTTOM OF BORING

ATTERBERG LIMITS Sample 1 Depth 1-3 feet

LL PL PI 51 19 32

114

122

113

99

225

200

260

PA

SS

PA

NQ

100

503

RQD=79

RQD=92

128

129

134

350

3

97

100

8659

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

25

30

35

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-29-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

Prior to Coring

feet ACR60

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

5

Portland Cement Concrete (6)Medium Grained Sand (4)

FILL fat clay stiff dark gray brown trace gravel

FAT CLAY stiff to very stiff light brownmottled light gray and rust trace iron nodules

SHALE weathered soft brown becomingmod hard and gray brown below 18 feet

271

217

226

151

147

3710

4100

3790

9000+

PA

ST

PA

ST

PA

ST

PA

SS 506

CH

103

108

106

119

08

35

131

18

17

13

11

6

8972

8945

8849

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

20

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-28-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

6

7

8

SHALE hard gray

BOTTOM OF BORING

LL PL PI 56 20 36

118

101

80

PA

SS

PA

SS

PA

SS

503

220

340

3

8760

8640

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

25

30

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-28-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

5

FILL fat clay stiff to very stiff dark gray browntrace gravel

FAT CLAY gray brown

SHALE weathered soft to mod hard brownto gray brown

212

242

261

149

135

3830

3050

5380

PA

ST

PA

ST

PA

SS

PA

SS

506

CH

101

97

99

09

110

128

210

24

13

6

9002

8901

8883

8801

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

20

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-27-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

Offset 7 East due to underground utility line

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

6

7

SHALE hard gray

BOTTOM OF BORING

110

99

PA

SS

PA

SS

505

503 290

5

3 8721

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

25

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-27-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

5

FILL lean to fat clay hard desiccated dark graybrown and brown mixed trace gravel

FAT CLAY very stiff desiccated light brown

SHALE weathered mod hard brown to graybrown

153

182

150

169

120

11260

7480

PA

ST

PA

SS

PA

ST

PA

SS

90

68

506

CLCH

CH

110

107

08

35

70

210

10

24

12

6

8957

8930

8895

8755

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

20

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-27-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

6

7

SHALE hard gray

BOTTOM OF BORING

96

102

PA

SS

PA

SS

503

503 290

3

3 8675

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

25

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-27-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

5

FILL fat clay hard desiccated dark gray brownand brown mixed trace gravel

FAT CLAY very stiff brown to gray brown

LEAN TO FAT CLAY very stiff light brown toyellowish tan

152

191

237

215

197

12420

5330

5180

5100

5610

PA

ST

PA

ST

PA

ST

PA

ST

CH

CLCH

111

103

104

109

111

08

40

120

175

210

11

24

14

22

21

9011

8979

8899

8844

8809

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

20

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-28-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

6

7

8

SHALE weathered mod hard yellowish tanto gray brown

SHALE hard gray

BOTTOM OF BORING

120

129

98

PA

SS

PA

SS

PA

SS

506

505

503

250

340

6

5

3

8769

8679

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

25

30

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-28-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

5

FILL lean to fat clay hard desiccated dark graybrown

FAT CLAY stiff dark gray brown trace gravel(Possible Fill)

229

239

199

129

10020

2430

5080

5430

PA

ST

PA

ST

PA

ST

PA

SS 506

CH

CLCH

101

102

109

08

35

70

120

170

210

24

12

18

6

8952

8924

8889

8839

8789

8749

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

20

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-28-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

Prior to Coring

feet ACR60

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

6

R1

R2

SHALE hard gray brown

BOTTOM OF BORING

139

250

119

143

140

250

220

PA

SS

PA

NQ

100

505

RQD=46

RQD=60

111

127

122

280

355

5

66

100

8679

8604

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

25

30

35

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-28-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

Prior to Coring

feet ACR60

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

FILL fat clay very stiff dark gray brown tracegravel

LEAN TO FAT CLAY hard desiccated lightbrown

FAT CLAY very stiff brown

FAT CLAY stiff light brown

BOTTOM OF BORING

206

176

238

242

7380

13600

8310

3880

PA

ST

PA

ST

PA

ST

CH

CLCH

CH

105

111

102

08

30

75

125

150

11

20

16

24

9121

9099

9054

9004

8979

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-26-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

FILL fat clay hard desiccated dark gray browntrace gravel

FAT CLAY stiff brown

BOTTOM OF BORING

182

172

205

280

9500

9000+

9680

3060

PA

ST

PA

ST

PA

ST

CH

106

105

101

08

90

150

12

24

12

17

9097

9015

8955

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-26-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

LEAN CLAY hard desiccated trace organics(Possible Fill)

LEAN TO FAT CLAY hard desiccated brown

BOTTOM OF BORING

LL PL PI 44 18 26

185

166

189

289

9500

12400

12970

4130

PA

ST

PA

ST

PA

ST

CL

CLCH

CH

108

103

97

09

35

120

150

13

17

24

9109

9083

8998

8968

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-26-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

1

2

3

4

FAT CLAY hard desiccated dark brown tobrown

LEAN TO FAT CLAY very stiff to hard browntrace gravel

BOTTOM OF BORING

189

188

169

319

10040

7510

8810

3540

PA

ST

PA

ST

PA

ST

CH

CLCH

CH

110

105

106

91

10

30

120

150

9

24

10

24

9116

9096

9006

8976

SA

MP

LE T

YP

E

MO

IST

UR

EC

ON

TE

NT

GR

AP

HIC

LO

G

NORTHING

OFFSET

GeoSource LLC

STATION

5

10

15

RE

CO

VE

RY

UN

CO

NF

INE

DS

TR

EN

GT

HP

SF

Lawrence Kansas

BORING STARTED

BORING COMPLETED

RIG

APPROVED

DRILLER

JJZ

CME-55 MC

8-26-13

D13G1129

OWNER ENGINEER

DE

PT

H F

eet

Dry

JOB

HAMMER

DRLLING COMPANY

EASTING

METHOD

WD

ABDry

SA

MP

LE N

O

ST

AN

DA

RD

PE

NE

TR

AT

ION

BLO

WS

FT

DR

Y D

EN

SIT

YP

CF

UN

IFIE

DS

OIL

SY

MB

OL

OH amp MHCL

CH

LIQUID LIMIT ()

BEDROCK PROPERTIES amp DESCRIPTIONS

Very Thick Bedded

PEAT

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

A L

INE

PLASTICITY CHART

FIN

E-G

RA

INE

D S

OIL

Sgt

50

PA

SS

ES

NO

200

SIE

VE

CO

AR

SE

-GR

AIN

ED

SO

ILS

gt50

R

ET

AIN

ED

ON

NO

200

SIE

VE

HIGHLY ORGANIC SOILS

gt50 OF COARSEFRACTION RETAINED

ON NO 4 SIEVE

SILTS AND CLAYS

LIQUID LIMITlt50

SILTS AND CLAYS

LIQUID LIMITgt50

SANDS

CL-ML

0 - 25Poor 25 - 50Fair 50 - 75Good

RQD ()

ROCK QUALITY DESIGNATION

WELL-GRADED GRAVEL

POORLY-GRADED GRAVEL

SILTY GRAVEL

CLAYEY GRAVEL

WELL-GRADED SAND

POORLY-GRADED SAND

SILTY SAND

CLAYEY SAND

LEAN CLAY

SILT

ORGANIC CLAY OR SILT

FAT CLAY

ELASTIC SILT

NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH OD(1-38 INCH ID) SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH DRIVE(ASTM-1586 STANDARD PENETRATION TEST)

SAND amp GRAVEL SILT amp CLAY

PENETRATION RESISTANCE(RECORDED AS BLOWS 05 FT)

RELATIVE DENSITY

gt50 OF COARSEFRACTION PASSES

ON NO 4 SIEVE

0 - 4

4 - 10

10 - 30

30 - 50

OVER 50

CONSISTENCYBLOWSFOOT

75 - 90Excellent 90 -100

DESCRIPTION

0 - 2

2 - 4

4 - 8

8 - 15

15 - 30

OVER 30

0 - 025

025 - 050

050 - 10

10 - 20

20 - 40

OVER 40

GRAVELS WITH FINESgt12 FINES

PRIMARILY ORGANIC MATTER DARK IN COLOR AND ORGANIC ODOR

CLEAN GRAVELSlt5 FINES

PT

GW

GP

GM

GC

SW

SP

SM

SC

CL

ML

OL

CH

MH

OH

UNIFIED SOIL CLASSIFICATION (ASTM D-2487-98)

SOIL GROUP NAMES amp LEGENDGROUPSYMBOLCRITERIA FOR ASSIGNING SOIL GROUP NAMESMATERIAL

TYPES

0 10 20 30 40 50 60 70 80 90 100 110 120

GRAVELS

ORGANIC

Thin Bedded

BEDROCK DISCONTINUITIES

INORGANIC

ORGANIC

Cugt6 AND 1ltCclt3

Cugt6 AND 1gtCcgt3

FINES CLASSIFY AS ML OR CL

FINES CLASSIFY AS CL OR CH

Cugt4 AND 1ltCclt3

Cugt4 AND 1gtCcgt3

PLA

ST

ICIT

Y I

ND

EX

(

)

0

10

20

30

40

50

60

70

80

INORGANIC

SANDS AND FINESgt12 FINES

CLEAN SANDSlt5 FINES

BEDROCK AND OTHER MATERIAL SYMBOLS

BEDDING CHARACTERISTICS

THICKNESS (inches)

COMPRESSIVE

STRENGTH (TSF)BLOWSFOOT

PIgt7 AND PLOTSgtA LINE

PIgt4 AND PLOTSltA LINE

LL (oven dried)LL (not dried)lt075

PI PLOTS gtA LINE

PI PLOTS ltA LINE

TERMVery Poor Massive gt 60

Thick BeddedMedium Bedded

Very Thin Bedded

36 - 60

Slightly Weathered - Slight decomposition of Parent material in joints and seams

Laminated

12 - 364 - 121 - 4

04 - 1lt 04

Weathered - Well-developed and decomposed joints and seams

Highly Weathered - Rock highly decomposed may be extreemly broken

DEGREE OF WEATHERING

Bedding Planes Planes dividing the individual layers beds or strata of rocksFractures in rock generally more or less vertical to the beddingJoints

Seams Applies to bedding planes with an unspecified degree of weathering

Granular Baserock

Boulders and Cobble

Fill

Concrete

Coal

Sandstone

Weathered Sandstone

Limestone

Joint or Void

Seamy Limestone

Shale

Weathered Shale Topsoil

Asphaltic Concrete

Lean to Fat Clay

Rubble or Debris Fill

VERY SOFT

SOFT

MEDIUM STIFF

STIFF

VERY STIFF

HARD

Gra

ph

LO

GN

OT

ES

1

16

20

07

82

31

3 A

M

SILT

CLAYEY SILT

LEAN CLAY

LEAN TO FAT CLAY

LARGE GRANULAR SOILS

COBBLES amp BOULDERS

WELL GRADED GRAVEL

FAT CLAY

BORING LOG SYMBOLS

SURFACE MATERIALS

CLAYEY GRAVEL

TOPSOIL

FILL MATERIAL

ASPHALTIC CONCRETE

CONCRETE

GRANULAR BASE

COHESIVE SOILS

SHALE

FISSILE SHALE

SANDSTONE

LIMESTONE

COAL

POORLY GRADED GRAVEL

JOINT OR VOID

WEATHERED SHALE

WEATHERED SANDSTONE

WEATHERED LIMESTONE

WEATHERED BEDROCK

SANDY SILT

GRANULAR SOILS

SILTY SAND

FINE SAND

POORLY GRADED SAND

WELL GRADED SAND

GRAVELLY SAND

BEDROCK UNITS

SILTY GRAVEL

APPENDIX B

SUMMARY OF LABORATORY RESULTS

B-1 10-30 ST 13 3590 45 989 242 CH

B-1 30-50 ST 16 4480 125 1018 241 CH

B-1 80-100 ST 16 5350 117 1098 206 CL-CH

B-1 130-140 ST 12 9030 98 1150 180

B-1 185-190 SS 6 146

B-1 235-240 SS 6 147

B-1 285-290 SS 3 104B-2 10-30 ST 9 10730 45 1064 169 CH 51 19 32

B-2 30-50 ST 24 8580 81 1076 186 CL-CH

B-2 80-100 ST 15 5410 143 1051 215 CH

B-2 130-140 ST

225 psiB-2 100 06 1292 113

B-3 10-30 ST 18 3710 63 1030 271 CH

B-3 30-50 ST 17 4100

B-4 10-30 ST 24 3830 18 1009 212 CH 51 20

Recovery(inches)

SampleType

DryDensity

(pcf)LiquidLimit

UnifiedClass

31

B-4 30-50 ST 24 3050

Boring NoUnconfined

Strength(psf)

Depth PlasticityIndex

PlasticLimit

Strainat Failure

()

WaterContent

()

Summary of Laboratory Results

KU School of Business (KU 123-8585)Naismith Drive South of Robinson Hall

Lawrence Kansas

Project No D13G1129Approved By JJZ

LAB

SU

MM

AR

Y -

2 D

13G

1129

GP

J G

EO

SO

UR

CE

GD

T 9

61

3 copy

201

2 G

eoS

ourc

e

12 4610 22 1075 176

B-2 185-190 SS 6 149

B-2 235-240 SS 3 114

B-2 NQ 97253-300 06 1283 122NQ 220 psi

06260 psi 1341 99100NQB-2

300-320

320-350

65 1075 217 CH

B-3 80-100 ST 13 3790 44 1063 226 CH 56 20 36

B-3 130-140 ST 11 9000 1192 151

B-3 185-190 SS 6 147

B-3 235-240 SS 3 118

B-3 285-290 SS 3 101

B-3 335-340 SS 3 80

18 965 244 CH

B-4 80-100 ST 13 5380 63 992 261 CH

B-4 130-135 SS 6 149B-4 185-190 SS 6 135

B-4 235-240 SS 5 110

B-4 285-290 SS 3 99

B-5 10-30 ST 10 11260 44 1101 153 CL-CH

B-5 30-50 ST 24 7480 27 1074 182 CH

B-5 80-90 SS 12 150

B-5 135-145 ST 12 169

B-5 185-190 SS 6 120

Sheet 1 of 2

B-7 10-30 ST 24 10020 38 1011 229 CH 52 20 32

B-7 30-50 ST 24 2430 32 1012 229 CH

B-7 80-100 ST 12 5080 150 1024 239 CH

B-7 130-150 ST 18 5430 134 1089 199 CL-CH

B-7 185-190 SS 6 129

B-7 235-240 SS 5 139

B-7

06 1110 250140 psi

NQ66

305-355

255-305

100NQ 06 1218 143

250 psi

220 psi

B-8 10-30 ST 11 7380 98 1053 206

NQ

305-355 10008 1271 119

CH 58 23 35

B-8 30-50 ST 20 13600 81 1111 176

ST 24 5330 31 1031 191 CH

B-6 80-100 ST 14 5180 108 1041 237 CH

B-6 130-150 ST

130-150 ST 24 3540 135 909 319

22 5100 143 1087 215 CL-CH

B-6 180-200 ST 21 5610 54 1114

CL-CH

B-8 80-100 ST 16 8310 75

Recovery(inches)

SampleType

DryDensity

(pcf)LiquidLimit

UnifiedClass

Boring NoUnconfined

Strength(psf)

PlasticLimit

Strainat Failure

()

WaterContent

()

Lawrence Kansas

LAB

SU

MM

AR

Y -

2 D

13G

1129

GP

J G

EO

SO

UR

CE

GD

T 9

61

3 copy

201

2 G

eoS

ourc

e

B-5

Sheet 2 of 2

235-240 SS 3 96

B-5 285-290 SS 3 102

B-6 10-30 ST 11 12420 24 1112 152 CH

B-6 30-50

CH

B-10 10-30 ST 13 9500 27 1076 185 CL 44 18

197 CL-CH

B-6 235-240 SS 6 120

B-6 285-290 SS 5 129

B-6 335-340 SS 3 98

1024 238 CH

B-8 130-150 ST 24 3880

26

B-10 30-50 ST 17 12400 18 1081 166 CL-CH

B-10 80-100 ST 24

108 1015 242 CH

B-9 10-30 ST 12 9500 80 1055 182 CH

B-9

12970 31 1025 189 CL-CH

B-10 130-150 ST 24 4130

30-50 ST 24 9000 1056 172 CH

B-9 80-100 ST 12 9680 80 1054 205 CH

B-9 130-150 ST 17 3060 108 1013 280 CH

128 968 289 CH

B-11 10-30 ST 9 10040 22 1104 189 CH

B-11 30-50 ST 24 7510 18 1049 188 CL-CH

B-11 80-100 ST 10 8810 29 1059 169 CL-CH

B-11

MX-2640N_20130909_110911
MX-2640N_20130909_110532
Geotechnical Report LH
Appendix A
- Figure 1 - Boring Location Sketch
- Figure 2 - Generalized Subsurface Profile
- boring logs b-1 thru b-9
- boring logs b-10 amp b-11
- General Notes amp Terms
- Boring Log Symbols
- - Appendix B
  - - Summary of Laboratory Results - Page 1
    - Summary of Laboratory Results - Page 2

Page 2: TABLE OF CONTENTS - Facilities Planning & … OF CONTENTS SECTION PAGE INTRODUCTION 1 PROJECT DESCRIPTION 1