Report of Geotechnical Investigation
kq KLEINFElDER
Report of Geotechnical InvestigatIOn
Proposed Rite Aid Store - MP #97-327
State Highway 507 & Vancil Road
Yelm, Washington
Prepared For.
Baldndge Development Group, L L C
Copyright 1997 Kleinfelder, Inc.
All Rights Reserved
Unauthorized use or copyIng of thIs document IS stnctly prohibIted. See
"Application For Authorization To Use" located at the end of this document if
use or copYIng IS desIred by anyone other than Client and for the project
identified above.
60-1742021:\1997\wpdraft\60 17rl21.doc
copyright 1997 K1einfelder, Inc.
kq KlEINFElDER
All t'rnplcwce owned comp.1ll}'
October 8, 1997
KleInfelder File No 60-1742-02
Baldndge Development Group, L L C
c/o Mr Wayne Miller
Mulvanny PartnershIp
112 Fifth Avenue North
Seattle, W A 98109
SUBJECT: Report of Geotechnical Investigation
Proposed Rite Aid Store - MP #97-327
State Highway 507 & Vancil Road
Yelm, Washington
Dear Mr Miller.
The attached report presents the results of our geotechI1lcal InvestIgatIOn for the proposed RIte AId
Store located at the southwest corner of State Highway 507 and VancIl Road In Yelm, Washmgton.
Tills InvestIgatIOn was performed In accordance wIth our proposal dated September 12, 1997
It IS our oplI1l0n that the project SIte IS well-SUIted for the proposed RIte AId store The new
buildIng may be supported on conventIOnal spread footmgs as planned
We apprecIate the opportUnIty to proVIde geotechnIcal servIces to you on thIS project Please contact
us If you have any questIons regardIng thIS report or If we can provIde assIstance WIth other aspects
of the proJect.
Smcerely,
KLEINFELDER, INe.
~~)j ~~
Susan G Hamson, EIT
Project EngIneer
j~E~
James B Thompson, PE
Pnnclpal GeotechnIcal EngIneer
J EXPIRES 4:C:J119SB 1
J
.:?
Enclosures
Final Report (6 copIes)
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kq KLEINFElDER
TABLE OF CONTENTS
PAGE
~"~<:lJ1rl1{~ ~~fl~l{ .........................$....................................................1
1.0 INTRODUCTION AND SCOPE ..................................................................1
1 1 ProJect DescnptlOn
1 2 Purpose and Scope I
2.0 FIELD EXPLORATION AND LABORATORY TESTING ................................. 2
2 1 Field ExploratIon 2
2 2 Laboratory T estmg 3
3.0 SITE CONDITIONS.... ....... .......... ............. .......... ......... .......... ..................3
3 1 SIte Geology 3
3 2 Surface CondItIOns 4
3 3 Subsurface CondItIons 4
4.0 CONCLUSIONS ............................................................ .................. ........4
5.0 RECOJ\iThIENDA TIONS ......... .......... .......... ...................... ........ ................5
5 1 SIte cleanng and PreparatIon S
5 2 Earthwork 6
5 3 Temporary ExcavatIOns 6
S 4 FoundatIons 7
5 5 Concrete Slab-on-Grade ConstructIon 8
5 6 Pavement SectIOns 8
5 7 Other DraInage ConsIderatIons 9
6.0 ADDITIONAL SERVICES .... ............................ ........ ................ ....00...........9
6 1 Plan ReVIew
6 2 ProJect BId Documents
6 3 ConstructIOn ObservatIOn and T estmg.
9
9
10
7.0 ~I1YII1rIl1[I()~~ ......................................................................................10
PLATES
Plate 1 SIte LocatIon Map
Plate 2 SIte Plan
APPENDICES
A Bonng Logs
Al Bonng Log Legend
A2 Key to SoIl ClassIficatIOn and Terms
AJ-AS Bonng Logs
B ApplIcatIon for Authonzatlon to Use
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EXECUTIVES~ARY
In response to your request, Klemfelder has completed a geotechnIcal InvestIgatIon related to the
desIgn and constructIon of a proposed new RIte AId store located at the southwest corner of State
Highway 507 and VanCIl Road In Yelm, WashIngton as shown on the SIte LocatIon Map, Plate 1
Based on the results of our InvestIgatIOn, the sIte IS SUItable for the proposed constructIon from a
geotechnIcal perspectIve Key design Items are summanzed below, and are dIscussed In greater
detaIl In the body of thIs report ThIs summary IS Intended for Introductory and reference use
only A thorough readIng of the entIre report IS essential to develop an understandIng of the total
desIgn concepts and lImItatIOns
Soils: The results of the subsurface explorations IndIcate that the project sIte IS underlaIn by
medIUm dense to very dense sand and gravel with varIable sIlt content and occasIOnal cobbles
Bonng locatIOns are shown on the Site Plan, Plate 2 The bonng logs are presented m AppendIX
A. With the exceptIon of the asphalt base course and gravel fill IndIcated on the bonng log for B-
2, no eVIdence of fill was encountered In the bonngs
Groundwater. Groundwater seepage was not encountered In any of the bonngs at the tIme of
dnllIng.
Site Earthwork RecommendatIOns We expect that over the maJonty of the SIte, It wIll be
necessary to stnp only the eXIstIng asphalt and topsoIl prIor to sub grade preparatIon Near surface
sOIls encountered below the asphalt and base course generally have a hIgh proportIOn of fines and
WIll therefore be mOIsture sensItIve If possible, we recommend that gradIng and fillmg be
performed dunng pen ods of relatIvely dry weather The exposed subgrade should be proof rolled
(or probed) and compacted before any new fills are placed SIte cleanng and preparatIon
recommendatIOns are proVIded In SectIOn 5 I If sIte cleanng, preparatIon and earthwork must
take place dunng wet weather, recommendations are prOVIded In SectIon 5 2 for earthwork
dunng wet weather constructIon
Structural Fill: The on-sIte soIls below the topsoIl and/or eXistIng pavement are generally
SUItable for use as structural fill dunng dry weather and provldmg that mOIsture contents are
adequately controlled However, the near surface soIls have a hIgh proportIon of fines and may
requIre mOIsture condItIOnIng to achIeve speCIfied compactIon levels The use of Imported
crushed rock or pIt run sand and gravel may be requIred If constructIon proceeds dunng wet
weather All Imported structural fill for placement dUrIng wet weather should consIst of well-
graded sand and gravel wIth less than 10 percent fines (portIon passmg the No 200 sIeve) See
SectIOn 5 2
Compaction: All natIve or Imported structural fill placed for support of the proposed bUlldmgs
should be compacted to at least 95 percent of the MDD (maxImum dry denSIty), as determIned by
the ASTM D-1557 test procedure Fill placed In areas to receIve new pavement should be
compacted to at least 95 percent of the MDD to a depth of2 feet below grade Below thiS depth,
fill should be compacted to at least 90 percent of the MDD Waste fill In landscapIng areas need
only be compacted to the degree reqUIred for trafficabIllty of construction eqUIpment
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Slopes: No slgruficant permanent cut or fill slopes are antIcIpated for thIs proJect.
Temporary Excavations. We anticipate that temporary excavatIons can be accomplIshed at thIs
sIte USIng conventIOnal eqUIpment The soils encountered are consIstent wIth a Type C soil when
applYIng the OSHA regulatIons on slopmg and shonng excavatIons See SectIon 5 3
Building Foundations Based upon the soils encountered, shallow spread foundatIons can be
used for thIs proJect provIded footIng excavations are prepared 10 accordance wIth the
recommendatIons provIded In Section 5 4 IndIVidual column footIngs wIth loads up to 60 kIpS
and mIrumum WIdths of 24 mches and contmuous strIp footIngs wIth loads up to 3 kIps per foot
and mInImum WIdths of 18 Inches may be designed for beanng pressures up to 3,000 pounds per
square foot ThIS allowable soIl beanng pressure appltes to dead and long-term lIve loads, and
may be mcreased by up to one-thIrd for WInd or seismIC load 109 condItIons For frost protectIon,
extenor footmgs should be founded a mInImum of 18 Inches below lowest adjacent grade, Intenor
footIngs should have a mInImum embedment of 12 Inches Total settlements are not antIcIpated
to exceed 1 lOch, wIth less than V2 Inch of dIfferential settlement between adjacent footIngs See
SectIOn 5 4
Slabs-on-Grade We recommend that floor slabs be underlaIn by a mInImum 4 Inch thIck layer
of free draInmg sand and gravel fill An Impermeable membrane should be Installed If mOIsture
sensItIve floor covenngs are used See SectIon 5 5
Seismic Hazards and DeSign. The project sIte IS located wlthm Zone 3 on the SeIsmIc Zone
Map of the Umted States, Plate No 16-2 In the 1994 edItIOn of the UBc (Umform BUIldIng
Code) The sIte coefficIent used In calculatmg seismIC forces on structures IS based on soIl profile
type ThIs relatIonshIp IS IndIcated In Table 16-1 of the UBc Based on the subsurface condItIOns
encountered In the bonngs and on our understandIng of the geology 10 the VICInIty of the SIte, we
conclude that the appropnate soIl type IS S2 wIth a correspondIng" S factor" of 1 2
Pavements: We recommend that the prelImInary deSIgn pavement sectIon 10 automobIle parkIng
areas consIst of 2 mches of Class B asphalt concrete and 4 Inches of crushed rock base course In
truck traffic areas, the thlckness of Class B asphalt concrete and crushed rock base course should
be Increased to 3 Inches and 6 mches, respectively See SectIon 5 6 for a more thorough
diSCUSSIOn of Pavement recommendatIons
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REPORT OF GEOTECHNICAL INVESTIGATION
PROPOSED RITE AID STORE - MP #97-327
STATE HIGHWAY 507 & VANCIL ROAD
YELM, WASHINGTON
1.0 INTRODUCTION AND SCOPE
1 1 Project DescriptIOn
ThIs report presents the results of our geotechnIcal InvestIgatIOn for the proposed RIte AId store In
Yelm, Wasillngton. The approxImate locatIOn of the project sIte IS shown on the SIte LocatIOn
Map, Plate 1
We understand that the proJect wIll Include constructIOn of a 16,730 square foot, one-story
buildmg. We further understand that the butldIng may be of masonry constructIon and that the
floor wIll be constructed at grade Structural loads for the bUIldIng are not known at thIS tIme
F or the purpose of thIS report, we have assumed that mdlvldual column loads wIll not exceed 60
\ups per column and that wall loads wtll not exceed 3 kIps per lmear foot. Paved parkIng stalls,
paved Intenor roadways plus landscapIng, utllttles, and other appurtenant features WIll be located
adJacent to the buIldmg
The scope of geotechnIcal and envIronmental servIces for the subject RIte AId store In Yelm IS
described In our wntten proposal for these services Verbal authonzatlon to proceed wIth thIS
work was gIven by Mr Wayne ~-1iller of the l'vIulvanny PartnershIp Because of the very short
tIme frame avatlable to complete work on the SIte, Mr Miller requested that we contmue to
proVIde servIces based on hIS verbal authonzatlon All work for thIS proJect has been performed
In accordance wIth our proposed Master ServIces Agreement wIth the RIte AId CorporatIon dated
June 19, 1997, 10 accordance wIth the verbal authonzatlon from Mr Miller
1.2 Purpose and Scope
The purpose of thIS mvestlgatlOn IS to evaluate the subsurface soIl and groundwater condItIOns at
the proJect Site, and to develop geotechnIcal recommendatIons and cntena for proJect deSIgn and
constructIOn. Our specIfic scope of servIces mcludes the follOWIng tasks
1) Collect and revIew readIly avatlable geotechnIcal and geologIc data for the
proJect area.
2) Perform a geotechnIcal site reconnaIssance pnor to the subsurface
InvestIgatIon.
3) Plan and conduct a subsurface mvestIgatlon consIstIng of advanCIng three
hollow stem auger bOrIngs to depths rangmg from 6 5 to 13 feet to proVIde
InformatIon relatIve to sOIl, groundwater, and other geologIc condItIOns 10 the
VICInIty of the proposed development
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4) Conduct hmlted laboratory testIng 10 general accordance WIth appropnate
Amencan SocIety for Testmg Matenals (ASTM) standards to check the vIsual
sOli classIficatIons and to provIde estImates of engmeenng parameters
necessary for geotechnIcal deSIgn.
5) Based on the field exploratIOn and laboratory testIng programs, provIde
dISCUSSIons and recommendatIOns regardIng the follOWIng
. RegIOnal geology and seismIcIty;
. General sIte surface and subsurface condItIons,
. Shallow foundatIon deSign IncludIng soIl contact pressures,
embedment depths, resIstance to lateral loads, and settlements,
. Earthwork constructIOn Includmg sIte preparatton, fill
placement and compactIon,
. AntIcIpated excavatIon conditIOns,
. SoIl slopes,
. Subsurface dramage's,
. Pavements,
. Mittgatlon of deletenous soIl condItIOns, If appropnate
6) Prepare a report summanzmg the results of our subsurface exploratIon
program, and our analYSIS and recommendatIons
ThIS geotechnIcal InvestIgatIon report does not Include an assessment of eXlstmg or potentIal
envIronmental concerns assocIated WIth thIS sIte The envIronmental servIces prOVIded by
KleInfelder have been submItted under separate cover
2.0 FIELD EXPLORATION AND LABORATORY TESTING
2.1 Field Exploration
The subsurface condItIons at the proJect sIte were explored by dnllIng 3 test bonngs at the
locatIons shown on Plate 2 ExploratIons were located 10 the field by measunng or estlmatmg
dIstances from eXlstmg sIte features
..)'
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The test bonngs were drilled on September 29, 1997 to depths rangIng from 6 S to 13 feet below
eXIstIng grade The bonngs were advanced usmg a truck-mounted, hollow stem auger dnll ng.
RelatIvely undIsturbed samples were obtamed from the bonngs usmg a 2-mch-outslde-dlameter
standard penetratIon splIt spoon sampler The sampler was dnven mto the sOIl wIth a 140-pound
hammer free-fallIng 30 Inches. The number of blows requIred to dnve the sampler the last 12
Inches, or other mdlcated dIstance, IS recorded on the bonng logs
Plate Al presents a bonng log legend (AppendIx A) The test bonngs were momtored by an
engmeer from our firm who mamtamed detaIled logs of the exploratIOns and obtamed
representatIve samples of the sOIls encountered for further exammatlon m our laboratory The
soIls encountered were vIsually classIfied m accordance wIth the classIficatIon system described m
Plate A2 The bonng logs are presented on Plates A3 through AS After the bonngs were
completed, they were backfilled wIth excavated sod usmg the equIpment at hand In areas where
the eXIstIng ground surface was asphalt, the bonngs were sealed wIth concrete
2.2 Laboratory Testing
RepresentatIve soIl samples obtamed from the Standard Penetration Sampler were returned to the
Klemfeldef laboratory for further exammatlOn and testmg to refine the field claSsIficatIons and to
evaluate physIcal propertIes of the soIls whIch may affect the geotechmcal aspects of project
desIgn and constructIon
The laboratory testmg program Included the follOWIng
. MOIsture content tests In general accordance with ASTM Test Method D 2216,
The results of the mOIsture content tests are mcluded on the bonng logs m AppendIx A.
3.0 SITE CONDITIONS
3.1 Site Geology
The entIre proJect sIte IS underlam by glacIal outwash SOlis, mapped as Vashon outwash gravel by
the WashIngton DIVISIon of Geology and Earth Resources. These soIls are thought to have been
depoSited dunng the late PleIstocene Vashon Stade some 12,000 to 18,000 years before present.
Several feet of sIlty sand soIls overly the relatively clean glacIal outwash soIls No surface faults
are mapped WIthIn the ImmedIate sIte VICInIty However, several normal faults and an anticlInal
ndge have been mapped approxImately 9 mIles southwest of the sIte
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3.2 Surface Conditions
The proJect sIte IS located at the southwest corner of the IntersectIon of State Highway 507 and
VancIl Road In Yelm, WashIngton The sIte currently contaInS one residentIal structure, one
vacant antIque sales busIness, and a church The site surface topography IS relatIvely flat The
ground surface surrounding the church IS paved The ground surface surroundIng the other
structures IS covered wIth topsoIl, gravel, and/or grass
3,3 Subsurface Conditions
The results of the subsurface explorations IndIcate that the proJect site IS underlaIn by medIUm
dense to very dense sand and gravel wIth varIable stlt content and occasIOnal cobbles
Bonng B-1 encountered medIUm dense sIlty sand wIth van able gravel content to a depth of
approxImately 4 5 feet. B-1 encountered very dense sand wIth lesser amounts of sIlt and
occasIOnal gravel from 4 5 to 6 5 feet
Bonng B-2, In the proposed buIldIng pad area, encountered dense gravel fill wIth sIlt and
occasIOnal cobbles to a depth of 2 feet From 2 to 7 5 feet and from 12 to 13 feet, B-2
encountered very dense sand wIth gravel, sIlt and occasIOnal cobbles From 7 5 to 12 feet B-2
encountered dense sIlty sand wIth gravel and occasIOnal cobbles B-2 was termmated at 13 feet
due to refusal on a cobble
,
,.
/
The soIl profile In B-3 consIsted of very dense sIlty sand with gravel and occasIOnal cobbles to a
depth of 5 feet From 5 to 6 5 feet, B-3 encountered medIUm dense sand wIth sIlt, gravel and
occasIOnal cobbles
No groundwater seepage was observed 10 the bonngs at the tIme of dnllmg.
40 CONCLUSIONS
It IS our opInIOn that the proJect sIte can be satIsfactonly developed as planned usmg standard
constructIOn practIces The sIte gradIng plans were not available at the tIme thIS report was
wntten. Although not encountered 10 our test bonngs, loose fill or surficial soils may be
encountered dunng grading actIvItIes These loose matenals, If encountered, WIll reqUIre removal
and replacement WIth compacted structural fill Other areas of the sIte Will reqUIre stnppIng of the
upper 0 5 to 1 foot ofloose surficIal soIls (topsoIl) and/or asphalt
We recommend that all foundatIOns for structures bear on the medIUm dense to very dense natIve
soils, or on a zone of structural fill whIch extends down to the medIUm dense to very dense natIve
soIls BuIldIng slabs, dnveway and parkmg area pavements should be supported dIrectly on the
medIUm dense to very dense natIve SOils or on structural fill
SoIls that will be excavated from cuts are generally expected to be satIsfactory for use as
structural fill. However, the soIls that wIll lIkely be encountered In the excavatIons have a
) relatIvely hIgh fines content and are therefore mOisture-sensItIve It Will be difficult, If not
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Impossible, to properly compact these sOlis dunng excessIvely wet condItIons Therefore, It WIll
be preferable to schedule sIte earthwork for extended penods of dry weather In order to rrurumlze
earthwork costs We also recommend that all surface water runoff entenng the sIte be collected
and tIghtlmed, or otherwIse channeled, to a sUItable dIscharge pOint to avoId pondmg of water on
the sIte
SpecIfic recommendatIons for proJect desIgn and construction, mcludmg mItIgatIOn of potentIal
problems described above, are presented In Section 5 0
5.0 RECOI\fl\lENDA TIO'\'S
5.1 Site Clearing and Preparation
We recommend that all sod and topsOIl be removed from bUlldmg and pavement areas Any
eXIstIng fill In bUIldIng areas that does not meet the reqUIrements for structural fill should be
removed and replaced We expect that the eXlstmg asphalt concrete pavement may be left m
place, except wIthIn the buIldmg footpnnt All deterIorated or damaged pavement areas should be
repaIred or replaced
It should be antIcIpated that underground vaults or tanks may be present at the sIte If these
structures are to be abandoned, they should be overexcavated and backfilled wIth structural fill to
desIgn subgrade elevatIOns
We recommend that sIte cleanng and preparation be completed dunng penods of dry weather to
mlmrruze related costs. Areas that are stnpped or excavated to design subgrade elevatIons, or are
to receIve structural fill, should be proofrolled wIth heavy, rubber-tIred constructIon eqUIpment
(such as a dump truck or large roller compactor) Soft, loose or otherwIse unsUItable areas
IdentIfied dunng proofrolhng should be repaIred as appropnate We recommend that proofrolhng
of the subgrade be observed by a representatIve from our firm to assess the adequacy of subgrade
condItIOns, and to IdentIfy areas needmg remedIal work. We recommend thIS procedure not be
performed dunng wet weather Dunng wet weather, systematIc probmg should be used to
evaluate the sub grade Instead of proofrollmg
Temporary constructIon access roads and/or workmg pads consIstIng of clean sand and gravel,
crushed rock or ATB (asphalt treated base) may be needed to support constructIon traffic on the
sIte dunng wet weather
We expect that the eXlstmg asphalt concrete pavement may be left 10 place, except WIthIn the
bUlldmg footpnnt and at the locatIons of other structures All detenorated or damaged pavement
areas should be repaIred or replaced
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5.2 Earthwork
Based on the subsurface condItions encountered In the exploratIons, we expect that all of the soIls
on the site can be excavated wIth conventional excavatIng equipment Cobbles and boulders may
be encountered at the SIte, and the contractor should be prepared to deal wIth large-sIzed matenal
New fill for the proJect may be Imported or may come from cuts mto the eXIstIng sIte sOIls Much
of the soIl 10 these cuts (wIth the exceptIon of topsoIl) are generally expected to be satIsfactory for
use as structural fill However, some of the soIls that wIll lIkely be encountered In the excavatIons
have a relatIvely hIgh fines content and are therefore mOIsture-sensitIve (Note that fines In thIS
report are defined as that portIon of the soIl passIng the U S Standard No 200 sIeve) It WIll be
dIfficult, If not ImpossIble, to properly compact soIls wIth hIgh fines contents dunng excessIvely
wet condItIOns Therefore, It wIll be preferable to schedule sIte earthwork for extended penods of
dry weather In order to mInImIze earthwork costs
All Imported structural fill for use dunng wet weather should consIst of well-graded sand and
gravel wIth less than 10 percent fines (portIon passIng the No 200 sIeve) As the amount of fines
(portIon paSSIng the No 200 sIeve) Increases, the soIl becomes mcreasIngly senSItive to small
changes In mOIsture content and adequate compactIon becomes more dIfficult to achIeve,
partIcularly dunng wet \veather Generally, soIls contaInIng more than about 10 percent tInes by
weIght cannot be properly compacted when the mOIsture content IS more than a fev. percent
wetter than the optImum mOIsture content All structural fill matenal should be free of orgamc
matter, debns and other deletenous matenal, WIth no IndIVIdual partIcles larger than 3-Inches In
maxImum dImenSIOn
All natIve or Imported fill should be placed as compacted structural fill follOWIng proofrollmg,
probmg, and remedIal work on the subgrade, as appropnate The fill should be placed In
honzontal lIfts not exceedIng 10 Inches In loose thIckness, each 11ft must be thoroughly and
umformly compacted to an unYIeldIng condItIOn USIng mechamcal equIpment All natIve or
Imported structural fill placed for support of the proposed bUIldIngs should be compacted to at
least 95 percent of the MDD (maxImum dry denSIty), as determIned by the ASTM D-1557 test
procedure Fill placed In areas to receIve new pavement should be compacted to at least 95
percent of the MDD to a depth of 2 feet below grade Below thIS depth, backfill should be
compacted to at least 90 percent of the MDD ThIS Includes utIlIty trench backfill In pavement
areas Waste fill In landscapIng areas need only be compacted to the degree reqUIred for
trafficabllIty of constructIon eqUIpment
5.3 Temporary Excavations
We antICIpate that excavatIons for footmgs and utIlIty trenches can be readIly made WIth a
conventional backhoe or excavator We expect the walls of these trenches to stand near vertIcally
for a short penod of tIme WIthout SIgnIficant sloughIng If trenches extend deeper than four feet,
or If loose SOlis or groundwater seepage are encountered,
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the excavatIOns may become unstable and should be evaluated to venfy their stabIlIty pnor to
occupatIon by constructIOn personnel ShorIng or sloping of deeper trenches may be necessary to
protect personnel and prOVide temporary stabIlIty AJI excavatIons greater than 4 feet depth
should be sloped to 1 SR.I V (honzontal to vertIcal) to comply WIth current OSHA and WISHA
safety reqUIrements for Type C SOIls
Dunng wet weather, runoff water should be prevented from entenng excavatIons Water should
be collected and dIsposed of outSIde the constructIon hmlts Heavy construction eqUIpment,
bUIlding matenals, excavated soIl, and vehIcular traftic should not be allowed In close proxlmlty to
the excavatIons
5.4 Foundations
We recommend that the new bUlldmg be supported on spread footIngs that are founded on the
medIUm dense to dense natIve soIls, or on a zone of structural fill whIch extends down to these
competent natIve soIls Where used, the structural fill should be compacted to at least 95 percent
of the maXImum dry denSIty (as determIned In accordance WIth ASTM D-IS57)
ContInuous wall footIngs and mdlvldual column footIngs should have mInImum WIdths of 18 and
24 mches, respectIvely For frost protection, extenor footIngs should be founded a mInImum of
18 Inches below lowest adjacent grade, InterIor footIngs should have a mInImum embedment of 12
mches Spread footIngs may be deSIgned USIng an allowable bearIng pressure of 3000 pounds per
square foot (psf) for support on structural fill or on the medIum dense to very dense natIve soIls
These allowable soIl beanng pressures apply to dead and long-term lIve loads, and may be
Increased by up to one-thIrd for WInd or seIsmIC loadIng condItIOns
We estImate that the total settlement of spread footmgs, founded as recommended, will be less
than 1 lOch, WIth less than 0 5 lOch of dIfferentIal settlement between adJacent footIngs Loose fill
or dIsturbed soil not removed from the footIng excavatIons pnor to pounng concrete may result In
Increased settlement.
The footmg subgrades may possibly be susceptible to disturbance when wet It may be necessary
to pour a lean concrete "mud mat", or place a layer of crushed rock or clean sand and gravel on
the bottom of the footIng excavatIons, to protect the footmg subgrades from water and/or wet
weather dunng reInforcement bar placement and preparatIon for plaCIng concrete We
recommend that the condItIOn of all footmg excavations be observed by a representatIve from our
firm pnor to placement of concrete to confirm that the beanng soIls are undIsturbed and that the
conditIOns and constructIon methods are consIstent WIth our recommendatIOns
The project SIte IS located wlthm Zone 3 on the SeIsmiC Zone Map of the UnIted States,
Figure No 16-2 10 the 1994 edItIOn of the UBc (UnIform BUlldmg Code) The sIte coeffiCient
used In calculatmg seIsmIC forces on bUlldmgs IS based on soIl profile type ThIS relatIOnshIp IS
mdlcated In Table 16-J of the UBc Based on the subsurface conditIons encountered m the
bonngs and on our understandmg of the sIte geology, we conclude that the appropnate overall
..;; soIl type IS S2 WIth a correspondmg "S factor" of I 2
60-174002/6017RI21
Copyright 1997 Kleinfelder, Inc.
Page 7 of II
Printed: 10/09/97
kq KLEINFELDER
The ablhty of soIl to resIst lateral foundatIon loads IS a functIOn of the frIctIonal resIstance whIch
can develop on the base and the passIve resIstance whIch can develop on the face of below-grade
foundatIon elements as they tend to move Into the sOIl For spread footIngs founded on structural
fill placed and compacted In accordance wIth our recommendatIons, or on undIsturbed natIve
soIls, the allowable fnctlOnal resIstance may be computed USIng a coefficIent of fnctlon of 0 35
applIed to vertIcal dead-load forces The allowable passIve resistance on the face of footIngs or
other embedded foundatIon elements may be computed USIng an equIvalent flUId denSIty of 225
pounds per cubIC foot (pcf) (tnangular dlstnbutlOn) for medIUm dense on-site SOIls AlternatIvely,
passIve pressures may be computed USIng an equIvalent flUId denSIty of 350 pcf for dense natIve
soils and structural fill, provldmg all structural fill extendIng out from the face of the foundatIon
element for a dIstance at least equal to two and one-half tImes the heIght of the element has been
compacted to at least 95 percent of maxImum dry denSIty (ASTM D-1557) The above coeffiCIent
of fnctlon and paSSIve eqUIvalent flUId denSIty values Include a factor of safety of about 1 5
5.5 Concrete Slab-on-Grade Construction
We recommend that floor slabs constructed on-grade be founded on a mInImum thIckness of 4
mches of clean sand and gravel (less than 5 percent fines) to proVIde UnIform support and a
capIllary break It may be possible to support floor slabs dIrectly on the natIve soIls If these soIls
meet the above cntena.
In floor slab areas where mOIsture senSitIve floor covenngs are planned, an Impermeable
membrane (e.g. polyethylene sheet) should be placed over the zone of free-draInIng matenal to
reduce the mIgratIon of mOIsture vapor through the concrete slab The Impermeable membrane
should be protected by two mches of fine, mOIst sand placed both above and below the
membrane The sand cover WIll proVIde protectIon for the membrane and WIll promote UnIform
cunng of the slab concrete The sand cover should be mOIstened and tamped pnor to slab
placement.
5.6 Pavement Sections
We expect that the eXlstIng asphalt concrete pavement may be left In place, except WIthIn the
buildIng footpnnt and at the locations of other structures All detenorated or damaged pavement
areas should be repaired or replaced
The follOWIng paragraphs proVIde recommendatIons for new pavement areas, IncludIng patchIng
of detenorated and dIstressed areas
We recommend that the subgrade In new pavement areas be probed or proofrolled WIth heavy
rubber-tIred constructIon eqUIpment pnor to pavmg. Any soft, loose or otherwIse unSUItable
areas should be recompacted, If practIcal, or removed and replaced WIth structural fill We
recommend that the probmg or proofrolhng of subgrade areas be observed by a representatIve of
our firm to IdentIfy areas need 109 remedIal work and to assess the adequacy of subgrade
condItIOns
60-174002/6017RI21
Copyright 1997 Kleinfelder, Inc.
Page 8 of 11
Printed: 10/09/97
kq KLEINFELDER
We recommend that the desIgn pavement sectIon In automobile parkIng areas consIst of 2 mches
of Class B asphalt concrete, and 4 Inches of crushed rock base course overlYIng a subgrade willch
has been compacted to at least 95 percent of the MDD (ASTM D-1557) to a mInImum depth of
12 mches In truck traffic areas, the thIckness of Class B asphalt concrete and crushed rock base
course should be Increased to 3 Inches and 6 Inches, respectIvely An appropnate thIckness of
ATB (asphalt treated base) may be substituted for a portIon of the crushed rock base course, If
deSIred The SubstItutIon of A TB for crushed rock base course wIll prOVIde a sImIlar structural
sectIOn, but Improve trafficabllIty over the areas to be paved pnor to placement of the Class B
asphalt pavement
Our recommendations for pavement sectIons are based on dry \\ eat her constructIon condItIons If
the pavement areas are constructed dunng extended penods of \\et weather, a 6 to 12 lOch layer
of compacted sand and gravel may be reqUIred A separatIon laver of geotextIle fabnc may be
used between the sub grade soIls and the layer of clean sand and gravel to mInImIZe the thIckness
of select matenal required In areas of soft or disturbed subgrade soIls The geotextIle fabnc
should be a heavy duty, non-woven matenal
5.7 Other Dramage Considerations
We recommend that the ground surface adjacent to buIldIngs be sloped to draIn surface water
away from the structures Roof drams should be connected to a collectIon and dIsposal system
whIch IS Independent from the wall and footIng draInS
As a precautIOnary measure, we recommend that footmg draInS be Installed around the penmeter
of the buIldIng The footmg draInS should consIst of a mInInlUm 4-Inch perforated ngld-wall draIn
pipe embedded In a zone of free-draInmg sand and gravel contaInIng less than 3 percent fines
The zone of free-draInIng matenal should be at least 24 Inches thIck (measured honzontally) and
extend from near the base of the footmg to wlthm 1 foot of the finIshed ground surface The
perforated dram pIpe should be Installed near the base of the footIng, and sloped to dram Into a
SUItable collectIon and dIsposal system
6.0 ADDITIONAL SERVICES
6.1 Plan Review
We recommend that our firm be gIven the opportUnIty to revIew the geotechnical aspects of the
proJect plans and speCIficatIOns after the deSign has been finalIzed to confirm the applIcabIlIty of
our recommendatIons, or to make the appropnate modIficatIons It IS possible that thIS revIew
mIght mdlcate the need for supplemental geotechnical analYSIS, dependIng on the Issues Involved.
6.2 Project Bid Documents
It has been our expenence dunng the blddmg process that contractors often contact us to dISCUSS
the geotechnIcal aspects of the proJect. Informal contacts between Klemfelder and an IndIVIdual
contractor could result In mcorrect or mcomplete InformatIon beIng proVIded to the contractor
Therefore, we recommend a pre-bId meetmg be held to answer any questions about the report
60-174002/6017RI21
Copyright 1997 Kleinfelder Inc.
Page 9 of II
Printed: 10/09/97
kq KLEINFELDER
pnor to subrruttal of bIds If thIs IS not possible, questIons or clanficatlOns regardIng the report
should be dIrected to the proJect owner(s) or theIr desIgnated representatIves. After consultatIon
wIth KleInfelder, the project owner(s), (or theIr representatIves) should proVIde clanficatlons or
addItIonal InfOrmatIOn to all contractors biddIng the job
6.3 Construction Observation and Testing
The recommendatIons presented In thIS report are based on the assumptIon that an adequate
program of tests and observatIons wIll be made dunng constructIon to venfy complIance WIth our
recommendatIOns These tests and observatIons should Include, but not necessanly be lImIted to,
the folloWIng
1 ObservatIon and testIng dunng sIte preparation and earthwork (IncludIng cuts and fills)
2 ObservatIon of footIng sub grade preparatIon and soIl condItIons
3 ObservatIon of floor slab and pavement sub grade SOli condItIons
4 ConsultatIon as may be reqUIred dunng constructIon
The revIew of plans and speCIficatIons, and field observatIon and testIng by KleInfelder, are an
Integral part of the conclUSIOns and recommendatIons presented In thiS report If we are not
retamed for these servIces, the ClIent agrees to assume Klemfelder's responsibIlIty for any
potentIal claIms that may anse dunng constructIon
7.0 LThfITATIONS
The recommendatIons contaIned In thIS report are based on the field exploratIons and our
understandIng of the proposed proJect The InvestIgation was performed usmg a mutually agreed
upon scope of work It IS our opInIOn that thIS study was a cost-effectIve method to explore the
subJect SIte, and evaluate some of the potentIal geotechnIcal concerns
The soils data used In the preparation of thIS report were obtamed from test bonngs completed at
the project sIte It IS possible and lIkely that vanatJons 10 soIls eXIst between the pOInts explored
The nature and extent of soIl vanatIOns may not be eVIdent until constructIon occurs If any soil
condItions are encountered at the sIte whIch are dIfferent from those described 10 thIS report, our
firm should be ImmedIately notIfied so that we may make any necessary revIsIons to our
recommendatIons In addItIOn, If the scope of the proposed project, locatIOns of structures, or
assumed buIldIng loads change from the descnptlOns gIven In thIS report, our firm should be
notIfied.
The scope of our work does not mclude servIces related to constructIon safety precautIons and
our recommendatIons are not Intended to dIrect the contractor's methods, technIques, sequences
or procedures, except as speCIfically described 10 our report for conSIderation 10 deSIgn
')
i1
-"
60-174002/6017RI21
Copyright 1997 Klemfelder Inc.
Page 10 of II
Printed: 10/09/97
....q KLEINFELDER
ThIS report has been prepared for plannIng and desIgn purposes for specIfic applIcation to the
subject proJect In accordance WIth the generally accepted standards of practice at the tIme the
report was wntten No warranty, express or ImplIed, IS made
Tills report may be used only by the CLIENT and for the purposes stated, WIthIn a reasonable
tIme from ItS Issuance Land use, sIte condItIons (both on- and off-sIte), or other factors mcludIng
advances In man's understandIng of applIed sCIence may change over tIme and could matenally
affect our findmgs Therefore, thIs report should not be relIed upon after 12 months from ItS
Issue KleInfelder should be notIfied If the project IS delayed by more than 12 months from the
date of tills report so that a reVIew of sIte conditions can be made, and recommendatIOns revIsed If
appropnate
It IS the CLIENT'S responsibIlIty to see that all partIes to the proJect IncludIng the desIgner,
contractor, subcontractors, etc, are made aware of thIs report In ItS entIrety The use of
InformatIOn contaIned In thIS report for biddIng purposes should be done at the Contractor's
optIOn and nsk. Any party other than the CLIENT who WIshes to use thIs report shall notIfy
KleInfelder of such Intended use by executIng the "ApplIcatIon for Authonzatlon to Use" whIch
follows thIS document as an appendIx Based on the Intended use of the report, KleInfelder may
requIre that addItIonal work be performed and that an updated report be Issued Non-complIance
WIth any of these reqUIrements by the CLIENT, or anyone else, wIll release KleInfelder from any
lIabilIty resultmg from the use of thIs report by any unauthonzed party
60-174002/6017RI21
Copyright 1997 Kleinfelder Inc.
Page II of II
Pnnted: 10/09/97
Reference: USGS 15 mmute topographIc quadrangle, Yelm, WA, 1959
APPROXlMA1E SCALE
HI-----l
O'
I-----l
4000'
~
-.-
PROIECf NO 60-1742-01/02
October, 1997
SITE LOCATION MAP
State Highway 507
& Vancil Road
Yelm, Washington
PLATE
"
,~
k,. KLEINFELDER
1
----------;;
;\ ,I
I
/;
',\1
J
-----------
------------
r-----
4- 7
.. ~\ C
.. .....c>' \
--- - ---- { _t- \
, ........- ' \{ \ T'-A ---0.' \ -... ---.
h ' ,
,
I]]'
. .--
B-2
.. \b- )4' )(/
~ ~
~~
~ \\1
~
(\\
~.
t
~ ~
\
,
I
---~
\
'"
I.r; 0
~~
Cf)'
Cf).
APPROXIMATE scALE
~O'
LEGB@:
~ llOlUNG L<JC^"t10"
",Ie"'."" p",\\~ Site PI" by!ofU!V".Y p""",,,,,,p, ""dated.
.. KlHNfElOER
PROJECf ~O 60-114'2.-02.
October, \991
p\.P- 1(.
2
---
~
state Highway S01
& vancil Road
yelm, Washington.
SYMBOLS
SAMPLE TYPE
LABORATORY TESTS
~
8
~
AL
CP
cs
DS
GS
o/oF
HA
SK
SM
MD
SP
PP
TV
TX
UC
CA
Atterberg limits
Compaction
Consolidation
Direct shear
Grain-size analysis
Percent fines
Hydrometer analysis
Permeability
Moisture content
Moisture and density
Swelling pressure
Pocket penetrometer
T orvane
Tnaxial compression
Unconfined compression
Chenucal analysis
Note: Blow count IS the number of blows reqwred to dnve the sampler 12 Inches,
or other Indicated distance, using a 140 pound hammer fallIng 30 inches.
"Po Indicates sample pushed WIth weight of hammer or agaInSt weight of drill rig.
1 The reader must refer to the discussion presented In the report text, the Key to Soil Classification
and Terms, and the exploration logs for a proper understanding of subsurface conditions.
BULK/BAG SA1vfPLE
MODIFIED CALIFORNIA SAMPLER
(2-112 inch outside diameter)
STANDARD PENETRATION
SPLIT SPOON SAMPLER
(2 inch outside dtameter)
I
~
SHELBY TUBE
(3 Inch outside dtameter)
SAMPLE NOT RECOVERED
GENERAL NOTES
2. Lines separating strata on the logs represent approximate boundaries only Actual transitions
may be gradual.
3 No warranty IS proVIded as to the contInwty of SOlI condttIOns between indtVldual sample locatIons.
4 Bonng logs represent general soil condttions observed at the point of exploratIon on the date indtcated.
~'q KLEINFELDER
BORING LOG LEGEND
Cop}Tight 1997 K1cmfclder, iDe.
ICA_LOG_LEGEND
PLATE Al
SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS GROUP GROUP NAME
:"oTMMlJl
COARSE GRAVEL CLEAN GW WEU,.Gl,AI)ED GRAVEL. FINB 10 COARSB
GRAVEL
GRAINED GRAVEL
SOILS ~{ore 1ban ~O% GP POORLY -GRADED GRAVEL
of Coarse F!"Idioo SIIIY GRAVEL
Reu.incd 00 GRAVEL GM
No.4 Sieve wrrn FINES
More 1ban SO% GC CL\YEY GRAVEL
Reu.incd 00
No. 200 Sieve SA."'D CLEAN SW \'IEl.LGRADED SAND, FINE 10 COARSE SAND
SAND
SP POORLY ~ED SAND
More 1ban ~~'"
of Coacs.c F n.ctioo SM SIUY SA.""D
P ilSS4:S SA.'ID
No.4 Sieve WITH FINES
SC CI..AYEY SAND
SILT A."'D CLAY I ~lL SnI
FINE lNORGA.'<IC
GRAINED ,
SOILS Liquid Limit CL CLAY
Less 1ban ~o ORGANIC OL ORGA"lC SnI. ORGANIC OAY
More 1ban ~O% SILT A.'o'D CLW I MH SnI OF HIGH PlAS1lCITY, J:L\S11C SIlI
Passes il'iORGA.'lIC
'<0. 200 Sieve CH CLAY Of HIGH PLASTICITY. FAT a.AY
Liquid Limit
SO or More ORGA.'lIC ! OH ORGA.'lC CLAY, ORGA.'lIC SnI
I PT
HIGHLY ORGA."lC SOILS I PEAT
PARTICLE SIZE LTh-illS
GRAVEL
SAND
BOULDERS
COBBLES
SILT
CiA y
Coarse
Fine
~
Fine
12"
3"
3/4"
#4
#10
t4()
#200
o 002 rom
Strongest
j
DESCRIPTIVE TERMS USED wrrn SOILS
CONSISTENCY & APPARENT DENSITY
SILTS AND CLAYS SANDS & GRAVELS
Hard Vel)' Dense
Very Stiff Dense
StJif Mediwn Dense
Medium S tiff Loose
Soft Vel)' Loose
Very Soft
MOISTURE CONTENT
Wettest
1
Wet
Vel)' Moist
Moist
Slightly Moist
Dry
Weakest
Driest
NOTES
1 Field c1asSlfcatloo is ba3ed on VISual exanunatlon of soil
In general accordance WIth ASTM D2488-9O
2. Soil classification USing laboratory tests is based on
ASTM D2487-90
SOIL MOISTIJRE MODIFIERS
Dry - Absence of moisture, dusty, dry to touch
Moist - Damp, but no Visible water
3
Do::riptlOn of soil denSIty or consistency are based on
IIlterpretation of blow count data, VISUal appearance of
soils and/or test data.
Wet - Visible free water or saturated, usually soil IS
obtained from below water table
~~ KLEINFELDER KEY TO SOIL CLASSIFICATION AND TERMS
PLATE A2
Copyris/lt 1991 KJeinCeldc:r. Inc.
UOGEND2.PRE
Surface Conditions: Grass Date Drilled: 9/29/97
Logged By. SGH
Groundwater. No groundwater observed Approx. Surface Elev (ft):
Total Depth: 6.5 feet
Laboratory Field
DESCRIPTION
~ ~ c ,.., :8
I ~ <) 'E .c E ;;
Q. ::J Q. ,.., ~
0 CD_ ~ 0 IV en
CD j;j ~c U g,
.c "9 ~ III .2 CD .Cij Q. .c
0.. ..8Ui 1Il- ~ ::J a.
E -c ~ai ~ 0
CD III IV CD o 0 0 OJ
0 en ..Jf- ::Eu 00 iii :.:J 0
Sod and topsoil
SM Dark Brown silty fine sand with occasional gravel (medium dense, moist)
~ SM 5.1 23
SM Light Brown silty fine sand with gravel (medium dense, moist)
5 - SP-SM Light brown sand with silt and occasional gravel (very dense, moist) f- 5
l--
1)< 50/4
f--
10- f--10
15 - 15
20- -20
25 25
LOG OF BORING B-1
k~ SR 507 & Vanctl Rd
KLEINFELDER Yelm, Washington
~ 1997 K1.inf.ldcr. ac. LOG_Of_BORING 174202.GPl Project # 60-1742-02 I PLATEA3
1016/97
.. ,t
"
..
! !
i ~
NOTE. See plates Al and A2 for explanation of symbols
Surface Conditions: Asphalt Date Drilled: 9/29/97
Logged By. SGH
Groundwater. No groundwater observed Approx. Surface Elev (ft):
Total Depth: 13 feet
- Laboratory Field
DESCRIPTION
.~ ?i c >- :8
Qj ~ (.J C .r: E Qj
~ I- ~ Co ::J Co >- ~
0 ClI_ ~ 0 lU en
~ iii ~c (J ~
.r: ~ III BClI .iii Co .r:
Ci. ..8iii 1Il- ~ ::J Ci.
E .05 ~~ :5 0
ClI lU lU ClI {5 ClI
0 en ...JI- ::!:(J 00 co ~ 0
2" of asphalt and 6" of crushed rock base course
~'C GP-GM Dark brown gravel with fine to medium sand and silt (dense, moist) FILL
X SP-SM Dark brown fine to medium sand with gravel, silt, and occasional cobbles (very dense,
"-" SM 6.4 50/4 moist)
5 - f- 5
~ I SM Brown silty medium to coarse sand with gravel and occasional cobbles (dense, moist)
48 I
10- ~10
X I SP-SM Brown fine to medium sand with silt, gravel and occasional cobbles (very dense, moist)
"-" 50/6
15 - f- 15
20- 1-20
25 25
LOG OF BORING B-2
IH SR 507 & VancIl Rd
KLEINFELDER Yelm. Washington
C~&ft 1991 K1einfclder. ". LOG_Of_BORING 114202.GPJ Project # 60-1742-02 I PLATE A4
I 019/91
NOTE. See plates Al and A2 for explanation of symbols
, .
Surface Conditions: Beauty bark Date Drilled: 9/29/97
Logged By' SGH
Groundwater. No groundwater observed Approx. Surface Elev (ft):
Total Depth: 6.5 feet
Laboratory Field
DESCRIPTION
I ! ~ c- >- :8
2:- 8- c .r::. E !
::;, a. >-
0 !c ~ 0 '" en
CD ~'" u g,
.r::. Q .2 CD a. .J::.
Q. E .8-;; "'- '" ~ ::;, a.
-c: 2:-5i .r::. 0
CD '" ",CD 00 "" (5 CD
0 en -II- :::!:u 00 iD -I 0
Topsoil
SM Brown silty fine to medium sand with gravel and occasional cobbles (very dense, moist)
X SM 5.5 64
"-'
5 - 1 J SP-SM Brown fine sand with silt, gravel and occasional cobbles (medium dense, moist) 5
X 22
"-'
10- -10
15 - - 15
20- -20
25 25
LOG OF BORING B-3
1ft SR 507 & Vaned Rd
KLEINFELDER Ye/m. Washington
c~ 1997 K1ca.rcldcr. bo. LOG_Of_BORINO 174202.0PJ Project # 60-1742-02 T PLATE A5
1CW6I97
NOTE. See plates AI and A2 for explanatIon of symbols