HomeMy WebLinkAbout03166 - Technical Information Report �
SUPPLEMENT STORM DRAINAGE ANALYSIS
REPORT
Renton Medical Office Building
NWC - S.W. 43rd Street and Oakesdale Avenue S.W.
Renton, Washington
Prepared for:
GVY �� Collins Woerman
o�,��°f w�y�ti��,� � 777 - 108th Avenue N.E., Suite 400
� y °Z Bellevue, WA 98004-5118
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EX�IRES: 12-30-0 March 22, 2004
Our Job No. 10566
�iEC � IVED
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BUILDING DIVISION
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4 �T� � CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES
�( i�� Z 18215 72ND AVENUE SOUTN KENT,WA 9803?_ (425)251-6222 (425)251-8782 FAx
Z � .:.::_-, i BRANCH OFFICES ♦ OLYMPIA,WA • TEMECULA,CA ♦ WALNUT CREEK, CA
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The ��r���u�,��i It�nh��n in��li�al ��If���� huildin� i�� I����it��� ��n �i�l�n���im,itcl�� 6.�> acres locuted at
the northwest corner of S.W. �3rd Street and Oakesdale Avenue S.W., in Renton, Washington.
The proposed �roject is located just west of the existing 7-i l and retail huilding at the corner of
thisinterse�
Thereisan . . ..�[�������,.::_., _ ...�:����� .in�� ���.A,tl:_�r �,'.� ;;i[� _f���!il:�r_�nit:l��litVlh.l� `.A�!�ti �-ii-��,�il�u�l;
designed for the existing 12.3 acres south of Springbrook Creek as part of the Phase 1
development of the Oakesdale Business Park. This facility was sized pursuant to the 1990 King
County, Washington Surface Water Design Manual (KCWSWDM) and a stormwater main line
has been extended to serve all parcels within this project area. The storm drainage conveyance
system was designed to convey the peak flows from the 25-year/24-hour design storm based on
the 1990 KCWSWDM. The previous assumptions that were designed for the existing stormwater
facility all still currently exist for the site and the proposed Renton medical o�ce building. It
was previously assumed that the developed area would include 85 percent impervious surface and
15 percent pervious surface. Plea� . � � � . ' .. i ?: ��, �. I�, F�, rc
for Oakesdale Business Park Phase
The proposed development contains appl-oximutely 7� percent iinpervious surfa�e and 2� percent
pervious surface; therefore, this meets the design parameters of the existing storm facility. The
following pages include a breakdown of land area for each parcel and the e�cisting or proposed
impervious and pervious areas for each parcel. It also illustrates the maximum impervious
surface allowed for the entire area and each parcel.
Based on our review of the original stormwater calculations relative to the proposed project the
existing stormwater facility is adequate in size to treat, detain, and convey tl�e proposed
stormwater for the Renton medical office building and no additional stormwater facilities will be
required, except for on-site conveyance systems.
Also included within this report are conveyance and erosion control calculations for the proposed
project sized to the 1990 King County, Washington Surface Water Design Manual
(KCWSWDM).
10566.002.doc
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Job Number Scak: s
°°°�isd ---- ►�a►tor►,rrs v�r w, F��' COWNS WOERMAN �
u-._ �
6 � � "�/� 18215 72ND AVENUE SOUTH 'n
KENf. WA 98032 �
sn�r `�`"'id � (4a��z5�-szz2 Title: '
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CONVEYANCE CALCULATIONS
10566.002.doc
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PARGHAUSEN CUNSULTING ENGWEERS•PIPE FLOW CALCULAiOR
usinp ihe Rational Mefhod&Manning Formulo
KING COUNTV DESIGN FOR 25 VEAR SfORM
JOb NAM[ iGC MtG'�CA��� NOTE[NTER DEFAULT$AND STORM DATA BEfORE BEGINNING
J06�t 1056o DEFAULTS C= 09 n_ 0.014
FiLE NO.: 1�25.XLS d= 12 Tc- 63
A=Coniributinp Areo(Ac) C�d-Deslqn Flow(cfs) COEFfICIENTS FOR THE RATIONAL METHOD'Yr"-EQUATION
C=RunON COe�Clent Qt=Full Capacity flOw(cf5) STORM Ar &
Tc=Time of Conceniration(min) Vd=Velocliy ai Deslpn Flow<fps) 2YR 1.58 0.58
I.Intenslty oi Tc(in/hr) Vf=VeloUty ai Full Flow(fp5) lOYR 2.44 0.64 PRECIP= 3.4
d-Diometer ot�Ipe(In) s=Slope of plpe(%) 25VR 2.66 Ob5 Ar= 2.66
L=lengih of Pipe(R) n=Monnlnp Rouphness CoeffiCient SOVR 2.75 0.65&= 0.65
U=Water Depih pi Qd(In) Tt=T�qvel Tlme ai Vd(min) t00VR 2.61 0.63
FROM TO A s L d Tc n C SUM A A'C SUM A•C I 9d 9f Qd/9f Dltl D Vf Vd Tf
..��" -----. .�.�.-----' ---�z .�a�.--`--- ----a�����a� a-�--- ---a�� ����.:-'-`---- :s�e�� �s�a�- ----_ �«�az s...na ---z�� ������....a:
CB7 CB6 019 0.51 178 12 6.3 0.014 0.9 019 0,17 0.17 2J3 047 2.36 0.198 0298 3.58 3.01 2.33 1.28
C86 C84 0.30 0,55 146 12 7 6 0.014 0.9 0,49 0.27 0.44 2.43 1.07 2.45 0.436 0.463 5.56 3.13 3.04 0.80
C&5 C84 0.21 6.25 8 12 6.3 0014 0.9 0.21 019 0.19 2.73 0.52 827 0.062 0 n0 2.04 10.54 SJ9 0.02
C84 CB2 020 0.52 134 12 8.4 0 014 0.9 0.2 0.18 0.81 2 27 1.84 2.38 0.772 0 658 7.89 3.04 3 36 0.67
C83 C82 0,08 2.48 137 12 6.3 0.014 0.9 O.OB 0.07 0.07 2J3 0.20 5.21 0.038 0137 1.64 6,64 3.17 0.72
CB2 C81 026 L24 137 12 GO 0.014 0.9 0.26 0.23 0.88 2.16 1.91 3.68 0.518 0.510 6J2 4.69 4J4 048 I
CB13 C812 0.17 0.55 146 12 6.3 0,014 0.9 0.1) 0.15 0.15 2.73 0.42 2 45 0.171 0.276 3 32 3.13 2.32 1 p5
CB12 C810 0.35 0.55 ld6 12 7.3 0.014 0,9 0.52 0.32 0.47 2.47 1.16 245 0.472 0,484 5.81 3.13 3.10 OJ8
CBII CB10 0.48 125 8 12 6.3 0014 0.9 0,48 043 0.43 2.73 118 3J0 0.319 0388 4.6$ 4.71 419 0.03
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C810 C89 0.21 0.60 134 12 8 1 0.014 0.9 0 21 0.19 1.09 2 32 2.52 2.56 0.985 0 804 9.64 3.26 3.69 0.61
C89 C88 0.26 2.67 1Q5 12 8.7 0.014 0.0 0.47 0.23 132 221 292 5A0 0.541 0.52d e28 6.89 7.01 025
CB15 C814 0.23 6.14 70 12 63 0.014 0.9 0.23 021 0.21 273 0.57 819 0.069 0179 2.15 10.44 5.95 0.20
CB18 CBU 019 2.V 23 12 63 0.014 0.9 O.1G 0.17 017 273 0.47 4.87 0.096 0.208 2.50 6.21 3.85 0.10
C817 CBIb 0.12 082 122 12 6.4 O.O1G 0.0 0.31 0.11 028 2.71 0J6 2.90 0.252 0.342 4.10 3.82 3.18 064
C816 EXCB 0.25 3 33 84 12 7D 0.014 0.9 0.56 023 0 50 2.54 128 6.03 0.2I2 0 310 3J2 7.69 6.07 0 23
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� "�"�°�`�"' �y ,_- CITY OF CONVEYANCE AREA MAP ,�'�10�0`
�„,,. '�" � RENTON
�ue ��„ � .�
o� �H tt�� DATUM plonning/8uilding/Public Works Dept.
�,�,. Crogg Zimmerman P.E., Adminiatrator �M'ON MEDICAL OFFICE BUILDING
N0. REVi510N BY OATE APPR +^� �H ' y ' g
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Job Number ��.
Q�GH'4VS 18215 72N0 AVENUE SOUTH Dei1qna4 JGH �r' TINO�
10566 Q' � KENT, WA 98032 0�.� �we_
(425)251-6222 H�������
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s �� 5' CML ENGINEEPoNC, UND PIANNINC, BELLLYUE, WA 98004
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TESC CALCULATIONS
10566.002.doc
Temporarv Sediment Pond Calculations II�
Total Surface Area(SA)Required = 2,080 x Q�o
SA = 2,080 (3.48)
SA = 7,239 SF
Surface Area Provided SA = 7,265 SF
Size the Sediment Pond Orifice
Ao= [AS(2h)°5]/(10.6)(3,600 Tg°s) I
Ao= [(7,265x2 x 2.5)o s]/((10.6)(3,600)(24)(32.2)o.s�
Ao=0.0031 SF
Orifice diameter= D=24 (Ao/3.l4)°5=(13.54)(0.0031)°5=0.75 inch
Minimum orifice=3/4 inch
Use 3/4-inch arifice.
l0566.003[JGH/bsd]
Appended on: 13:45:28 Tuesday, nlarch 23, 2004
10566tesc Event Summary ',
f Event kPeak cfs Peak T hrs H d Vol acft �Ar aae c 11�iethod �Ra ni t e f I
Q ( )� ( ) Y ( )i ( ) � , YP ;
16 month� 0.6885 � 8.00 � 0.3314 8.4600 ; SBUH 'TYPElA ;
2 year 1 8331 8.00 � 0.7246 � 8. 064 0' SBLTH TYPElA �
` 10 year � 3.4776 8.00 ��2757 ; 8.4600 � SBiJH ''TYPEIA �
-______ __--- __ ____ _ _____ ___-------____ _._.. ----- -------,
25 year 4.4364 8.00 ` 1.5967 ; 8.4600 SBUH !TYPE 1 A
Record Id: 10566tesc
_ _ --------__ _ ___----____ —___ ___------- -- --------- -___ _
:Design l�-lethod SBUH Rainfall type � TYPEIA
�Hyd Intv � 10.00 min 'Peaking Factor , 484.00
- - --- -- ,
I Abstraction Coeff ( 0.20 j
'Pervious Area �8.46 ac �DCIA � 'j 0.00 ac �
�Perrious CN j 89.00 ;DC CN � 0.00 �
!Pervious TC 10.00 min 'DC TC 0.00 min ��
1
� Pervious CN Calc
;i Description SubArea � Sub cn '
�— Gravel Roads &Parking Lots 8.46 ac 89.00 �'•
� ---- ------ , �
Pervious Composited CN (AMC 2) � 89.00 (
_ __ _�
-- -- — — — —
--- __ . _ _ -- __, ---- �
Per�►ous TC Calc I�
_ _ - ----------- __ _ _ �--- -
r.___�_ f
Type ' Description Length ; Slope � Coeff � N1isc ! TT !
;�Fixed --i--- --- ---
�
` ----- ------ - ----�10.00 min �
` Pervious TC ' 001 0 min �1
Licensed to: Bar�hausen En�ineers
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
(21 CN values can be area weighted when they apply to pervious areas of similar CN's (within 20
CN points). However, high CN areas should not be combined with tow CN areas (unless the
low CN areas are less than 15°� of the subbasiny. In this case, separate hydrographs should be
generated and summed to form one hydrograph.
FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY
HYDROLOGIC HYDROLOGIC
SOtL GROUP GROUP• SOIL GROUP GROUP•
Alderwood C Orcas Peat D
Arenis, Alderwood Material C Oridia D
Arents, Everett Material B Ovatl C
Beausite C Pilchuck C
Bellingham D Puget D
Briscot D Puyallup �
Buckley D Ragnar B
Coastal Beaches Variable Renton D
Eartmont Silt Loam D Rivervvash Var'�able
Edgewick C Salal C
Everett A/B �Sammamish D
Indianola A Seattle D
Kitsap C Shacar D
Klaus C Si Silt C
Mixed Allwial Land Variable Snohomish O
Neilton A Sultan C
Newberg B Tukwila
Nooksack C rban Var' ble
' Normal Sandy Loam D Woodinville D
HYDROLOGIC SOIL GROUP CLASSIFICATIONS
A (Low runoff potential). Sals having high infiltration rates, even when thoroughly wetted, and consisting 'i
chiefly of deep, well-to-excessively drained sands or gravels. These soits have a high rate of wate� i
transmission.
B. (Moderately low runoff potential�. Sods having moderate infittration rates when thoroughty wetted, and
consisting chiefly ot moderately fine to moderately coarse textures. These soils have a moderate rate of
water transmission.
C. (Moderately high runoff potentiai�. Sols having slow infittration rates when thoroughly wetted, and
consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately
fi�e to fine textures. These sops have a slow rate of water transmission.
D. (High runoff potential). Soils having very slow infittration rates when thoroughly wetted and consisting
chiefly of Gay soils with a high sweNing potential, sods with a permanent high water table, sols with a
hardpan or clay layer at o�near the surface, 2nd shallow soils over neariy impervious mater'�al. These soils
have a very slow rate of water transmission.
" From SCS. TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made(rom SCS, Soa Interpretation
Record, Form #5, September 1988.
�j 3.5.2-2 11l92
�'
KING COUNTY, WASHfNGTON, SURFACE WATER DESIGN MANUAL
TAI3LE 3.5.2Q SCS �i'ESTERN WASHINGTON RUNOFF CURVE NUMBERS
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982)
RunoH curve numbers for selected agricul[ural, suburban and urban land use for Type tA
rainfall distribution, 24-hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A B C D
Cultivated land(t): winter corxiition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 82 89 92
Meadow or pasture: 65 78 85 89
Wood or forest land: undisturbed or older second growth 42 64 76 81
Wood or forest tand: young second growth or brush 55 72 81 86
Orchard: with cover crop s� 88 92 94
Open spaces, lawns, parks, golt courses, cemeteries.
landscaping.
good condition: grass cover on 75%
or more of the area 68 80 86 90
fair condition: grass cover on 50°�6
to 75°� of the area 77 85 90 92 �_ .
Gravel roads and parking lots 76 85 89 91
.�q
Dirt roads and parking lots 72 82 87 89 5�,�
Impervious surfaces, pavement, roofs, etc. 98 98 98 98
Open water bodies: lakes, wedands, ponds, etc. t00 100 100 t00
Single Family Residential (2)
Dwelling Unit/G�oss Acre °ro Impervious (3}
1.0 DU/GA t5 Separate curve number
1.5 DU/GA 20 shall be selected
2.0 DU/GA 25 for pervious and
2_5 DU/GA 30 impervious portion
3A DU/GA 34 of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 54
7.0 DU/GA 56
Planned unit developments. °� imperoious
condominiums, apartments, must be computed
commercial business and
industrial areas.
(1) For a more detailed description ot agricultural land use curve numbers refer to National Engineering
Handbook, Section 4, Hydrdogy, Chapter 9, August 1972.
(2) Assumes roof and driveway runoft is d+rected into street/storm system.
(3) The remaining pervious areas (lawn) are considered to be in good conditio�for these curve numbers.
� 3_5.2-3 . I1/92
GEOTECHNICAL REPORT
10566.002.doc
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� ; GEOTECHNICAL ENGINEERING STUDY I
IDC MEDICAL BUILDING AND PARKING GARAGE
SOUTHWEST 43RD STREET NEAR
- ` OAKESDALE AVENUE SOUTHWEST I
, = RENTON, WASHINGTON I
L E-3000-1 1
�
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, �
February 20, 2004
_ = PREPARED FOR
IDC OAKESDALE, LLC
c/o COLLINS WOERMAN
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Raymond A. Coglas, P.E.
� Manager of Geotechnical Services
Earth Consultants, Inc.
1805 - 136th Place Northeast, Suite 201
BeUevue, Washington 98005
(425) 643-3780
To{I Free 1-888-739-6670
� �
Earth Cc�nsulrants, Inc.
c:�ra�YlniK:]II-J1f�I11lY'Iti.(�lY�t)};LtiItiF�f�l\'i(fJ1Yl1(711i1I5('1(711LtiIti �Sf"clfJ�tS�IPC� 1�75
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� February 20, 2004 E-3000-1 1
= s;
� � IDC Oakesdale, LLC
_ , clo Collins Woerman
777 - 108"' Avenue Northeast, Suite 400
Bellevue, Washington 98004-5118
� „
, a Attention: Ms. April Harr
� � Dear Ms. Harr:
H
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Earth Consultants, Inc. (EC{) is pleased to submit our report titled "Geotechnical
Engineering Study, IDC Medical Building and Parking Garage, Southwest 43�d Street Near
" Oakesdale Avenue Southwest, Renton, Washington". This report presents the results of
,, our field exploration, selective laboratory tests, and engineering analyses. The purpose
' and scope of our study were outlined in our January 9, 2004 proposal.
t
° � Based on the results of our study, it is our opinion the proposed site development can be
completed generally as planned. Based on subsurface soil and groundwater conditions
encountered at our boring locations, the site is underlain primarily by very loose to loose
� �' native soi! with localized interbeds of inedium dense soil. The site soils consist of
. :i moderately to highly compressible, interbedded sequences of silty sand, silt, poorly
graded sand with silt, fat clay, and elastic silt to the maximum exploration depth of
seventy-six and one-half (76.5) feet below existing grade.
, In our opinion, due to the predominantly very loose to loose nature of the site soils, the '
proposed medical building and parking garage should be supported on a pile foundation
' � system. The potential for liquefaction induced settlements. at the ground surface was
� also an important consideration, and helped form the basis fo� our recommendation to
.;
support the building and garage on pile foundations. The soil conditions and bearing
strata were variable throughout the site; however, we anticipate piles will need to be in
'� the range of forty-five (45) to sixty (60) feet long. Recommendations for pile foundations
:. � are presented in the Foundations section of this report.
In our opinion, use of slab-on-grade floors can be considered, provided the slab is
� � supported on a minimum of one foot of granular structural fill. Liquefaction settlement of '
, siab-on-grade floors, however, is a possibility. Further discussion of liquefaction �I
settlement of slab-on-grade floors is provided in the Slab-On-Grade Floors and Sersmic
� Design Considerations sections of this report.
1805 136th Place N.E., Suite 201, Bellevue, WA 98005 !,
�
,�
IDC Oakesdale LLC
c/o Collins Woerman E-3000-1 1
- - February 20, 2004 Page 2
A detailed description of the subsurface conditions encountered, along with detailed
' recommendations for pile foundations, f�oor slabs, and pavements are provided in our
° � attached study.
We appreciate this opportunity to have been of service to you. If you have any
` ' questions, or if we can be of further assistance, please call.
�
Respectfully submitted,
- • EARTH CONSULTANTS, INC.
' ,L�r�/�' v''"t '`^+�(''1''1'�`
F
o�:S�t D. Dinkelman, LEG
� Associate Principal '
MGMlSDDiRAC;csm
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Earth Consultants, Inc.
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TABLE OF CONTENTS
- = E-3000-11
F ,, PAGE
' INTRODUCTION................................................ ................................................ 1
- - General............................................................................................................
iProject Description............................................................................................ 2
:. SITE CONDITIONS .................. ..................... ..... ................. ......... 3
� Surface .......................................................................................................... 3
� ,
Subsurface ......................................................................................................
' Groundwater.................................................................................................... 5
� � Laboratory Testing............................................................................................ 6
. DISCUSSION AND RECOMMENDATIONS ................................................................ 6
�" General............................................................................................................ 6
- •, Site Preparation and General Earthwork............................................................... 7
; Foundation Recommendations............................................................................ 9
_ k
TimberPiles ................................................................................................. 9
` Augercast Pile Foundations .......................................................................... 12
, Slab-on-Grade Floors........................................................................................ 15
Seismic Design Considerations.......................................................................... 15
, . Ground Rupture .......................................................................................... 16
s Liquefaction ............................................................................................... 16 �'I
Ground Motion Response............................................................................. 17 I
Excavationsand Slopes.................................................................................... 17
; Site Drainage .................................................................................................. 17
, Utility Support and Backfill................................................................................ 18
Pavement Areas .............................................................................................. 19
LIMlTATIONS ...................................................................................................... 20 ��i
' Additional Services .......................................................................................... 20
_:.<<n �,.,,�„�,�:ir�����; ;-,:
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- TABLE OF CONTENTS, Continued
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- E-3000-11
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IL�USTRATIONS
r • Plate 1 Vicinity Map
, Plate 2 Boring Location Plan
Plate 3 Typical Footing Subdrain Detail
_ APPENDICES
� ' Appendix A Field Exploration
Plate A1 Legend
Plates A2 through A19 Boring Logs
Appendix B Laboratory Test Results
Plates 61 and B2 Grain Size Analyses
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Earth Consultants, Inc.
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; F '�
GEOTECHNICAL ENGINEERING STUDY
� r' IDC MEDICAL BUILDING AND PARKING GARAGE
' � SOUTHWEST 43RD STREET NEAR
� � OAKESDALE AVENUE SOUTHWEST
_ i RENTON, WASHINGTON
` E-3000-11
f �
INTRODUCTION
�
=� � General
P �
�; This report presents the results of the geotechnical engineering study completed by Earth
" � Consultants, Inc. (ECI) for the proposed IDC Medical Building and Parking Garage,
, , Southwest 43`d Street Near Oakesdale Avenue Southwest, Renton, Washington. The
� general location of the site is shown on the Vicinity Map, Plate 1 .
� i
° �• The purpose of this study was to explore the subsurface conditions at the site, and based
�
, ; on the conditions encountered, to develop geotechnical engineering recomrnendations for
the proposed medical building, parking garage, and associated asphalt-paved parking and
' drive areas. Specifically, our scope of services consisted of the following:
�
• Assessing subsurface soil and groundwater conditions and their influence on the
proposed site development;
_ , • Providing grading, earthwork, fill compaction, drainage improvement, cut �nci fill
slope, stripping, and other recommendations for the proposed site develo
, • Assessing the suitability of existing on-site materials for use as fill, and ��� ,�� ���� �y
r ; recommendations for imported fill materials;
' • Providing design recommendations for pile foundations;
. �
• Providing temporary and permanent slope recommendations;
_ • Providing design criteria for retaining walls;
• Providing geotechnical seismic design recommendations, including an evaluation
° ' of liquefaction potential; and
� Providing pavement design recommendations.
Ea�th Consultants, Inc.
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� " GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
�R c/o Collins Woerman E-3000-1 1
K '� February 20, 2004 Page 2
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j � Project Description
� �
, �r We understand it is planned to develop a portion of the largely undeveloped, irregular
shaped site with a new medical facility. Based on preliminary design information provided
�1' by the project architect, the proposed development will include a new medical building, a
d.k detached parking structure, and associated parking and drive areas.
q n
r The proposed medical building will be three stories in height and will be of concrete frame
;� construction with a slab-on-grade floor. The building will have an approximate footprint
� of 20,000 square feet and will be located in the southwest portion of the site. We
�� understand the medical building will include relatively heavy magnetic resonance imaging
(MRI) equipment that will also require pile support.
f a
�� The detached parking structure wiil be situated approximately 25 feet northeast of the
r �
medical building in the north-central portion of the site. The parking structure will be four
q and one-half stories in height with a footprint of 28,800 square feet. The propose�
, garage will consist of concrete frame construction with either a concrete or asphalt pave :
groundfloor parking level and post-tensioned concrete floor�
� r
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- � Based on preliminary information provided by the st�ucturai cny�nCC� . � ;
_ �
with similar projects, we anticipate building loads will be approximatel ,� �,� t������1���.�.���
f
" � Two-Story Medical Buildiny
• Walls 10 i.�� :. � �
Y { • Columns 325 kiF
• ,l� ��i ! ��� ,�, 1 ;�! �;�.'�i���i , ;� �� ��li��r�� ��� �,i �,,<��.
F � ,. ;�; i r����• li,;it :��• ,r F,�,rHin�� l�;ir,s�_;,
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. , • Columns 600 ki�
` The site will be accessed off of Southwest 43rd Street in the immediate soutl
- � corner of the site. The asphalt-paved driveway will extend approximately 280 feet in
north-south direction to the west of the medical building before wrapping around to tF
- east where the driveway will continue to the west sic1� �f rh� nr�n����i n.-��k�n�, �,����,
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� �' GEOTECHNICAL ENGINEERING STUDY
iDC Oakesdale, LLC
�� c/o Collins Woerman E-3000-11
�� February 20, 2004 Page 3
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`�� The proposed site improvements wili aiso include construction of new parking and drive
� � areas to the east of the medical building and to the south of the parking garage.
r�
��
At the time our study was performed, the site, proposed structures, and our exploratory
� locations �,vere approximately as shown on the Boring Location Plan, Plate 2.
1�,1,�e anticipate the proposed structures and pavement areas ���-ill be constructed at or near
- ;1 existing grade with estimated cuts and fills of five feet or less necessary t� reach
.� construction subgrade elevations within the limits of the site.
i � The c�nclusions and recommendations contained in this study are based on our
`� understanding of the proposed site development, which is in turn based on the design
. � information provided us. If the above design criteria are incorrect or should they change,
' ECI should be consulted to review the recommendations contained in this report. In
; � either case, ECI should be retained to perform a general review of the final construction
design.
�
SITE CONDITIONS
� '� Surface
: �
The irregular shaped property is located around 500 feet west of the intersection of
' Southwest 43`d Street and Oakesdale Avenue Southwest in the 1400 to 1500 block of
i � Southwest 43`d Street in Renton (see Plate 1 , Vicinity Map). The subject site extends
, approximately 375 to 555 feet in a north-south direction and approximately 450 feet in
`� an east-west direction. The subject site is bounded to the west by an existing single-
° � family �esidence and undeveloped property, to the east by undeveloped property and an
,, existing strip mall, to the north by a section of Springbrook Creek, and to the south by
' Southwest 43`d Street.
� �
The majority of the site is relatively level with less than eight feet of elevation change
� ; within the limits of the proposed site improvements. The central portion of the site
slopes gradually to the south-southeast at gradients of 5 percent or less and a maximum
�' elevation change of approximately five feet or fess. Topography in the southwestern
1 � corner of the site is defined by a slight, north-south trending depression that occupies
most of the footprint of the proposed medical building.
;
Earth Consultants, Inc.
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IDC Oakesdale, LLC
'�� c/o Collins Woerman E-3000-11
s-�� February 20, 2004 Page 4
3 �
` `' The immediate northern portion of the site does contain an approximately six to eight
. ,, foot high, north-northwest-facing slope that descends from the north side of the planned
` °{ deve(opment area to a fifteen (151 to thirty (30) foot wide, level bench occupied by an
__F�
existing asphalt-paved footpath that extends through the northern portion of the site.
s� The maximum gradient in this area is approximately 15 percent. To the north of the
:;_;; bench, the slope descends an additional ten feet from the north side of the asphalt path
to Springbrook Creek at a gradient of approximately 25 percent. It is our understanding
`'' the proposed site improvements will be limited to the area south of the existing footpath.
��
The western third of the site is vegetated primarily with dense growths of blackberry
Q �� brambles, IocaGzed small to medium diameter trees, and a dense understory o#
=� miscellaneous brush. The remaining two thirds of the site is vegetated with tall grass and
. ,, miscellaneous, shoulder height brush.
" Subsurface
Subsurface conditions at the site were evaluated by drilling six borings to a maximum
depth of seventy-six and one-half {76.5► feet below existing grade. The approximate
locations of the borings for this study are shown on Plate 2, Boring Location Plan. Please
, � refer to the Boring Logs, Plates A2 through A19 for a detailed description of the
conditions encountered at each location explored. A description of the field exploration
methods for this study is included in Appendix A.
4. �
At our boring locations, we generaliy encountered three to four inches of existing topsoi! ,
- and vegetative groundcover. The topsoil was characterized by its dark brown color and ,
' � the presence of abundant organic material. The existing topsoil and vegetative layer are ,
. not suitable for support of the structures or the s(ab-on-grade floors. The topsoi( and �i
vegetative materia{ is not suitable for use as structurai fill, nor should it be mixed with
� material to used as structural fill. �
- - !n Borings B-2 and B-3, we encountered two and one half to four feet of existing fill
consisting of inedium dense silty sand with gravel (Unified Soil Classification, SMy. The
fill was similar to the underlying native soils but was characterized by its disturbed
. appearance, the presence of angular gravel, and its medium dense consistency.
Earth Consultants, Inc.
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� GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
� '� clo Collins Waerman E-3000-1 i
_-� February 20, 2004 Page 5
� �
`��' Underlying the topsoil and fiil where present, we encountered interbedded sequences of
a,� poorly graded sand with silt (SP-SM), silty sand {SM), and silt with varying amounts of
_ � sand (ML) to the maximum exploration depth of seventy-six and one-half (76.5) feet
below existing grade. The density of these soils was highly variable but generally
§ � consisted of very loose to (oose sediments with locafized interbeds of inedium dense soil
a ';; that were generally up to five feet thick.
�" !n Borings &1, 6-2, B-5, and B-6 we encountered localized zones of inedium dense silt
_.� and sand that were generally up to fifteen (15) feet thick. The thicker interbeds of
medium dense soi! were encountered at varying depths in Borings 6-1 , 6-2, B-5, and B-fi.
} �' In Boring B-1, the zone of inedium dense soil was encountered from approximately 36 to
=� 50.5 feet below existing grade. In Boring B-2, we encountered an upper layer of inedium
- t,
dense soil from twenty-five (25) to thirty-five (35) feet below grade and a deeper layer
.:s:.
from sixty {60) feet to the maximum exploration depth of seventy-one and one half (71 .5)
feet. In Boring B-5, we also encountered two layers o# medium dense soil at
: approximately 20 to 45 feet and frorn around 60 to the maximum expforation depth of
seventy-six and one-half t76.5) feet below grade. In Boring B-6, the medium dense soil
layer was encountered from approximately 60 to the maximum exploration depth of
seventy-six and one-half {76.5) feet.
Groundwater
= The groundwater table was encountered at approximately ten feet below grade at our
boring locations at the time of our exploration (January 2004). As such, moderate to
heavy groundwater seepage may be encountered in deep utility excavations depending on
��`' the time of year the grading is completed and the depth of the excavation. The
contractor should also be made aware that groundwater is not static. There will be
fluctuations in the level depending on the season, amount of rainfall, surface water
i runoff, and other factors. Generaily, the water level is higher and the seepage rate is
greater in the wetter winter months (tvpicallv October throuqh Ma�r�.
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{DC Oakesdale, LLC
' � c/o Collins Woerman E-3000-11
� � February 20, 2004 Page 6
=r
"� Laboratory Testing
T `s
Labo�atory tests were conducted on representative soil samples to verify or modify the
field soil classification and to evaluate the general physical properties and engineering
'� characteristics of the soil encountered. Visual fiefd classifications were supplemented by
_ r grain size analyses on representative soil samples. Moisture content tests were
performed on all samples. The results of laboratory tests performed on specific samples
�' are provided either at the appropriate sample depth on the individual boring logs or on a
_ � separate data sheet contained in Appendix B. It is important to note that these test
results may not accurately represent the overall in-situ soil conditions. Our geotechnical
engineering recommendations are based on our interpretation of these test results. ECI.
_ ' cannot be responsible for the interpretation of these data by others.
tn accordance with our Standard Fee Schedule and General Conditions, the soil samples
� ' for this project will be discarded after a period of fifteen (15) days following completion
of this report unless we are otherwise directed in writing.
DISCUSSION AND RECOMMENDATIONS
. General
Based on the results of our study, it is our opinion, the site can be developed generaliy as
� planned. In our opinion, due to the presence of very loose to loose and moderately to
highly compressible soifs underlying the site, and the potential for liquefaction induced
settlement at the ground surface, the medical building, parking garage, and the MRI
' equipment should be supported on pile foundations.
The pile foundations should consist of either driven timber friction piles or augercast piles
achieving friction and some end bearing support in the interbeds of inedium dense sand
and silt encountered at our boring locations at widely varying depths. For the purpose of
this report, recommendations for driven timber piles and augercast piles have been
provided, and are included in the Foundation Recommendations section of this report.
Earth Consultants, Inc.
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� '' GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
�� c/o Collins Woerman E-3000-17
`= � February 20, 2004 Page 7
� ` in our opinion, it should be feasible to utilize slab-on-grade floors rather than a pile
� = supported structura! slab. However, there is a potential the slab may warp if it settles
: 3 relative to the pile supported foundations. To mitigate the potential for warping and
cracking of slabs, the floor slabs should be structurally separated from the building using
' ' control joints. Additionally, it should be recagnized that slab-on-grade floors will be
a ; susceptible to liquefaction related settlements in the event of an earthquake. Estimated
3 -
settlements due to liquefaction are discussed in the Seismic Design Considerations
- - section of this report. If liquefaction �elated settlement of slab-on-grade floors cannot be
= � tolerated, use of a pile supported structural slab should be considered.
„
This report has been prepared for specific application to this project only and in a manner
� � consistent with that level of care and skill ordinarily exercised by other members of the
? � profession currently practicing under similar conditions in this area for the exclusive use
of IDC Oakesdale, LLC and their representatives. No warranty, expressed or implied, is
made. This report, in its entirety, should be included in the project contract documents
for the information of the contractor.
Site Preparation and General Earthwork
- ; The building, garage, and pavement areas to receive structural fill should be stripped and
cleared of surface vegetation, organic matter, and other deleterious material. Based on
the thickness of the topsoil and vegetative cover encountered in our bor+ngs, and
' ' observations of surface conditions at the site, we estimate a stripping depth of
approximately three {3) to six (6) for most of the site with localized areas as deep as
twelve (12) inches should be anticipated. The actual stripping depth should be based on
� ' field observation at the time of construction.
;
Root balls from vines, brush, and trees should be grubbed out to remove roots greater
than about one-inch in diameter. The excavation to remove root balls could exceed a
depth of two feet below the existing ground surface. Depending on the grubbing
: methods used, disturbance and loosening of the subgrade could occur during site
grubbing. Soil disturbed during grubbing operations should be backfilled with structural
fill.
Stripped materials should not be mixed with materials to be used as structural fill. The
stripped soil materials may be "wasted" on site in non-structura( landscaping areas or ,
they may be exported off site. ',
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GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
. ' c/o Collins Woerman E-3000-1 1 '
� February 20, 2004 Page 8
` Existing underground utilities to be abandoned should be plugged or removed so they
do not pravide a conduit for water and cause soil saturation and stability problems.
- Following the stripping operation the ground surface where structural fill, foundations, or
slabs are to be placed should be proof rolled to identify soft or yielding areas. Proofrolling
should be performed using a fu11y loaded dump truck and should be observed by a
representative from ECI. Soil in loose or soft areas, if recompacted and still yielding,
' should be overexcavated and replaced with a granular structural fill to a depth that will
. ; provide a stable base beneath the general structural fill. For this application, a woven
geotextile such as Mirafi 600X or an equivalent material can be placed directly on the
subgrade. The geotextile should be used in accordance with the manufacturer's
- � recommendations.
Structural fill is defined as a compacted granular fill placed under buildings, roadways,
° slabs, pavements, or other load-bearing areas. Structura! fill under floor slabs and
footings should be placed in horizontal lifts not exceeding twelve (12) inches in loose
thickness and compacted to a minimum of 90 percent of its laboratory maximum dry
density determined in accordance with ASTM Test Designation D-1557-91 (Modified
� P�octor). The fill materials should be placed at or near their optimum moisture content.
; Fill under pavements and walks should also be placed in horizontal lifts and compacted to
90 percent of the maximum dry density, except for the top twelve (12) inches which
� should be compacted to 95 percent of the maximum dry density.
Structural fill placed in City of Renton right-of-way areas should be compacted in
accordance with the City of Renton's �equirements. At the time of this study, the City of
• Renton required structural fill in right-of-way areas to be compacted to 95 percent of the
maximum dry density per ASTM D-1557 (Modified Proctor).
During dry weather, granular soils that are compactable and non-organic can be used as
structura! fitl. Based on the results of our laboratory tests, the on-site soils that were
located above the groundwater table were generally above the optimum moisture content
' and may need to be aerated prior to use as structural fill. The grading operations should
be conducted during dry weather. The soils have more than 5 percent fines passing the
No. 200 sieve. Soi( with fines in excess of 5 percent will degrade if exposed to excessive
moisture, and compaction and grading will be difficult if the soil moisture increases
significantly above its optimum condition. The sails encountered below the groundwater
table were above their optimum moisture levels and will not be suitable for use as
structural fill in their present condition.
Earth Consultants, Inc.
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= GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
c/o Collins Woerman E-3000-1 1
February 20, 2004 Page 9
,�
If it is necessary to import a soil for use as structural fill, during dry weather, a
o ,� compactable granular soil with a maximum grain size of four inches should be used. Fill
' for use during wet weather should consist of a fairly well graded granular material having
t
a maximum grain size of four inches and no more than five percent fines passing the No.
_ �E 200 sieve based on the minus 3/4-inch f�action. A contingency in the earthwork budget
should be included for this possibility.
� Foundation Recommendations
Based on the results of our study, in our opinion, support for the medica! buildinc�,
� parking garage, and MRI equipment should be provided using either driven timber piles or
- � augercast piles achieving friction and partial end bearing support in the interbeds of
_ medium dense sand and silt encountered at our boring locations. Recommendations for
timber piles and augercast piles are provided below.
� Timber Pil,
Timber piiC� �iivuiu cuii�isi ui �i�5� r� ii��it�et NiiCs t;�iilu�,iuny iu tlie SN�:ciii��tiu�
• outlined in the Uniform Building Code Standard 25-12 for friction and end bearing piles
, The piles should have a minimum tip diameter of eight inches and a maximum taper o i
one inch in ten feet. The following table provides allowable axial, uplift and lateral
capacities for friction timber piles for forty-five i45) and sixty (60) foot piles. A one-third
- increase for short term wind and seismic loading can be applied to these allowable
capacities.
Earth Consultants, lnc.
�
�'�
GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
- c/o Collins Woerman E-3000-1 1
- F February 20, 20�4 Page 10
� ' Timber Pile Capacities
��,
._� Pile Length Axial Capacity' Uplift Lateral2
- �,
(feet) ttons) (tons) ttons►
45 14 9 2
60 16 11 2
' For pile groups, no reduction in pi}e capacity is necessary if the piles are
installed with a minimum center to center spacing of at least three pile
� =� diameters.
z Lateral pile capacities assume free head conditions. These values are for a
' deflection of ane inch at the pile cap.
The piles should be driven to refusal with a single-acting hammer with a rated maximum
energy of fifteen thousand (15,000) foot pounds. The driven pile axial capacity should be
` '= verified in the field based on a dynamic pile driving formula such as the Janbu or
Engineering News Record Formula which take into account the hammer energy, size and
length of the pile, and modulus of elasticity of the pile materials.
Total setttement of single piles is estimated to be less than one inch. Most of this
settlement should occur during construction as the dead loads are applied. The remaining
° settlement would occur after construction as live loads are applied.
Pile downdrag results when surrounding compressible soils settle relative to a pile, thus
transmitting load to the pile. As site grades will not be raised significantly, we do not
` anticipate downdrag loading of the piles will result from fill induced settlements
However, if site grades are to be raised adjacent to buildings after construction, additiona'
settlernent resulting in greater downdrag forces should be expected. ECI should bE_
allowed to review our pile recommendations if grade changes are proposed. In ou�
opinion, liquefaction related settlements could impact downdrag loads on the pile
� foundations. Therefore, we have accounted for some downdrag loading on the pile
foundations due to possible liquefaction settlements.
Earth Consulta�ts, Inc.
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� " GEOTECHNICAL ENGINEERING STUDY
tDC Oakesdale, LLC
��- c/o Collins Woerman E-3000-11
� _'. February 20, 2004 Page 1 1
_ �
4 `° In our opinion, to confirm the pile capacities and pile lengths recammended in this report,
_�, a minimum of ten test piles should be driven prior to ordering the production piles. The
' piles and hammer used far the test piles should be the same as the type to be used for
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installation of the production piles. Appropriate refusal criteria and the allowable pile
� capacity can be further assessed at the time of the test pile installation. If the test piles
_�
4 � are driven at the location of production piles, they can be incarporated into the
foundation. Installation of test piles and production piles should be observed by an ECI
��� rep�esentative on a full-time basis.
Tirnber Pile Settlement
-- = We estimate total pile settlement of timber pifes due to application of dead loads from the
a �.
building and garage structure wili be on the order of one half to one inch, with differential
settlement of one-half inch. This settlement assumes the piles will be loaded to their full
� '� a(lowable capacity. The estimated settlement should primarily occur as the dead loads
are applied and should be fully realized within three to four weeks after app{ication of the
dead loads.
Timber Pile Installation
The piles should be double banded at the butt and tip to reduce damage to the pile during
driving. If obstructions are encountered during the driving process, the pile locations may
�. need to be shi#ted to allow adequate embedment.
Timber Pile Instalfation Monitoring
The contractor's equipment and pile instalfation procedures should be reviewed prior to
the start of construction. The pile installation should be monitored. The monitoring
should include collecting and interpreting the installation data and verifying bearing
stratum elevations. The piles should be marked in one foot increments, with lengths
painted every five feet to facilitate the recording of blow counts during driving. For
pre(iminary design purposes, the refusal criteria should be defined as a minimum of
twenty (20) b(ows per foot of pile penetration over the final three consecutive feet of pile
driving.
Earth Consuttants, Inc.
��
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` GEOTECHNICAL ENGWEERING STUDY
IDC Oakesdale, LLC
;� clo Collins Woerman E-3000-1 1
`-�' February 20, 2004 Page 12
�,,
� �� Augercast Pile Foundations
. �
M�
. i; As an alternative to driven timber piles, the proposed building, parking garage, and MRI
equipment may also be supported on augercast piles achieving friction and end bearing
"� support in the localized interbeds of inedium dense silt and sand encountered at our
�
�.�: boring locations at varying depths.
� r,
The following table provides allowable axial, uplift, and lateral pile capacities for fourteen
`'� (14}, sixteen (161, and eighteen (18} inch diameter augercast piles in forty-five {45) and
. ,, sixty (60) foot lengths: '
� ' Augercast Pile Capacities
_ ;, Pile Length Pile Diameter Axial Capacity Uplift Capacity
.
(feet) {inches) (tons? (tons)
45 14 30 15
- �.
16 35 17 I
„ 18 40 18
,
. . 60 14 35 18
. 16 45 22
18 50 25
, We are available to provide load capacities for other pile diameters or embedment lengths,
_ �
if needed.
' � These capacities may be increased by one-third for short-term wind and seismic loading
conditions. No reduction in pile capacity is required if the piles are installed on a center-
to-center spacing of at least three pile diameters. Downdrag loading from liquefaction
� settlements have been considered in the above lateral capacities. As previously
discussed, however, downdrag loads should be reassessed if site grades are raised.
Earth Consultants, Inc.
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o GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
�� c/o Collins Woerman E-3000-11
:�
Y � February 20, 2004 Page 13
9 F
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Augercast Pile Lateral Capacities
r r;
�� Lateral pile capacity is generally governed by deflections at the top of the pile which is
dependent on pile stiffness with respect to the surrounding soil conditions in the upper
s ' portion of the pile, the pile length, and degree of fixity at the top of the pile.
The following table summarizes the allowable lateral pile capacities for fourteen (14),
` `� sixteen (16►, and eighteen (18} inch diameter piles.
i�
Lateral Loads — Free Head Condition*
O =
i
r �
Pile Diameter Lateral Capacity Point of Fixity
linches) (tons) (feet below top of pife)
a � 14 5 15
16 6 17
"' 18 7.5 19
, * Based on pile deflection of one inch
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= k Lateral loads can also be resisted b assive soil ressure actin a ainst rade beams and
Y P P 9 9 9
pi le caps. For passive resis tance, an equiva len t f lui d pressure o f t hree hun dre d (3 0 0) pc f
can be used.
Augercast Pile Settler��ent
�
, }
Piles bearipg in the ver�� ._, ..,,. ; ,,;��_�_ �;�i; �..;E,�..:;;�:, ��ul.� r::�i��.. ��tr���r�%;�.��t:� �t ti . �..
� quarters inch to one inch with differential settlements on the order of one-half inch. Wf
, ; estimate total pile settlement of piles bearing within the medium dense bearing layers duf
to application of dead loads from the foundations will be on the order of one-half inch
' with differential settlement of one-quarter inch. These settlement estimates assume the
piles will be loaded to their full allowable capacity. The estimated settlement should
primarily occur as the dead loads are applied and should be fully realized within three to
' four weeks after application of the dead loads.
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� � GEOTECHNICAL ENGINEERING STUDY
� IDC Oakesdale, LLC
� c/o Collins Woerman E-3000-1 1
February 20, 2004 Page 14
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Augercast Pile Instailation
��
z� The piles should be installed by a contractor with experience in the successful instailation
of augercast piles. The piles should be installed with continuous-flight hollow stem auger
1;� equipment specifically designed for the installation of auger placed grout-injected piles.
The grout injection point should be at the tip of the auger bit, below the cutting teeth.
The contractor should provide sufficient auger length to extend the piles an additional ten
�.� feet, if necessary. The installation should be sequenced such that piles are not drilled
�� within ten feet of uncured piles within a twenty-four (24) hour time frarne.
� Each pile should be drilled and completely filled with grout in an uninterrupted operation.
'� The grout should be placed under a minimum pressure of two hundred (200) pounds per
- �� square inch (psi? to provide adequate bonding with the bearing soils. The grout pump
a� should have an easify visible grout pressure gauge to verify adequate pressure is being
obtained and a counter to allow calculation of the volume of grout pumped for each pile.
The auger hoisting equipment should be capable of withdrawing the auger smoothly and
at a constant rate without jumps or stops. A positive grout head of at least ten feet
should be maintained at all times to prevent caving and the formation of voids. This can
` be accomplished by directing the contractor to slow up the auger withdrawal rate such
. •� that a column of grout extends at feast ten feet above the auger tip. ,
Augercast Pile Installation Monitoring
_j - -
, The contractor's equipment and pile installation procedures should be reviewed by ECf
` prior to the start of construction. The pile installation should be observed by an ECI
� � representative on a full-time basis. The monitoring should include collecting and
interpreting the installation data and verifying the bearing stratum elevations.
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'= `' GEOTECHNICAL ENGINEERWG STUDY
IDC Oakesda(e, LLC
�� c/o Co{lins Woerman E-3000-1 1
.� February 20, 2004 Page 1 5
,-�
-_� Slab-on-Grade Floors
In our opinion, it should be feasible to use a slab-on-grade floor for the lower level of the
y3 building and parking garage, rather than a pile supported structural slab. However, there
- °t may be a potential for slab warpage as the slab settles refative to the pile supported
� foundations. To mitigate the potential for warping and cracking of s(abs, the floor slabs
should be structurally separated from the pile supported building and parking structure
using control joints. !n addition, the slab-on-grade floors should be supported on a
,_� minimum of twelve (12) inches of granular structural fill. Loose or unstable soi{
encountered at the overexcavation elevations should be moisture conditioned and
compacted to the requirements of structural fill. These recommendations are based on
- = our understanding that floor loads will not exceed one hundred fifty (1501 pounds per
.,
square foot (psf}. If anticipated floor loads will be in excess of one hundred fifty (150f
psf, it may be necessary to reevaluate our recommendations. As previously discussed, if
� " liquefaction settlement of floor slabs cannot be tolerated, use of a pile supported
- structural slab should be considered. Liquefaction settlements are discussed in the
fol{owing Seismic Design Considerations section of this report.
`t The slab-on-grade floors should be provided with a capillary break consisting of a
.; minimum of four inches of free-draining sand or gravel. In areas where sfab moisture is
undesirable, a vapor barrier such as a 6-mil plastic membrane should be placed beneath
: the slab. Two inches of damp sand may be placed over the membrane for protection
during construction and to aid in curing of the concrete.
Seismic Design Considerations
The Puget Lowland is classified as a Seismic Zone 3 in the 1997 Uniform Building Code
(UBC). Earthquakes occur in the Puget Lowland with regularity, howeve�, the majority of
� these events are of such low magnitude they are not felt without instruments. Large
earthquakes do occur, as indicated by the 1949, 7.2 magnitude earthquake in the
; Olympia area, the 1965, 6.5 magnitude earthquake in the Midway area, and the 2001,
6.8 magnitude Nisqually earthquake.
Earth Consultants, Inc_
�
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i,�€ GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
`� c/o Collins Woerman E-3000-1 1
�� February 20, 2004 Page 16
.�
There are three potential geologic hazards associated with a strong motion seismic event
- r, at this site: ground rupture, liquefaction, and ground motion response.
,�
Ground Rupture
� �
�,� The strongest earthquakes in the Puget Lowland are widespread, subcrustal events,
ranging in depth from thirty (30) to fifty-five (55) miles. Surface faulting from these deep
� events has not been documented to date. The�efore, it is our opinion that the risk of
;� ground rupture at this site during a strong motion seismic event is negligible.
T � Liquefaction
_�
. ,, Liquefaction is a phenomenon in which soils lose all shear strength for short periods of
�` time during an earthquake. Groundshaking of sufficient duration results in the loss of
-.�
grain-to-grain contact and rapid increase in pore water pressure, causing the soil to
behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a
grain size distribution of a specified range fgenerally sand and silt); it must be loose; it
must be below the groundwater table; and it must be subject to sufficient magnitude and
duration of groundshaking. The effects of liquefaction may be large total and/or '
- �� differential settlement for structures founded in the liquefying soils.
ln our opinion, the potential for widespread liquefaction induced sett�ement at this site is
`} moderate to high. We estimate liquefaction would occur in the very loose to loose silty
sand and poorly graded sand underlying the site. Based on our liquefaction analysis we �
' estimate seismically induced settlement due to liquefaction could be on the order of two
' to four inches and would not occur uniformly across the site. If constructed in
accordance with our recommendations, the proposed medical building and parking garage
� will be supported on piles. As such, we estimate settlement of the proposed building and
;;
garage foundations will be negligible as a result of liquefaction related settlements. Slab-
� � on-grade floors, however, could experience differential settlement as a result of '
: t; liquefaction. If liquefaction settlement of slab-on-grade floors cannot be tolerated, use of
a pile supported structural slab should be considered.
. ;,
Earth Consuttants, Inc.
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` GEOTECHNICAL ENGINEERING STUDY
� IDC Oakesdale, LLC
¢ ` c/o Coliins Woerman E-3000-1 1
��' February 20, 2004 Page 17
=�
�3` Ground Motion Response
. .
�
m � The 1997 UBC seismic design section provides a series of soil profile types that are used
' as a basis for seismic design of structures. Based on the encountered soil conditions, it is
�t our opinion that soil type SE, Soft Soil from Table 16-J should be used for design.
� ;
` ° Excavations and Slopes
� ;
The following information is provided solely as a service to our client. Under no
circumstances should this information be interpreted to mean that ECI is assuming
�'A � responsibility for construction site safety or the contractor's activities; such responsibility
:�� is not being implied and should not be inferred.
f �
• {n no case should excavation slopes be greater than the limits specified in local, state and
-�� federal safety regulations. Based on the information obtained from our field exploration
and laboratory testing, the site soils would be classified as Type C by WISHA and OSHA.
Y Temporary cuts greater than four feet in height in Type C soils should be sloped at an
` ' inclination of 1 .5H:1V (Horizontal:Verticaf). If slopes of this inclination, or flatte�, cannot
- ' be constructed, temporary shoring may be necessary. Where groundwater seepage is
- � encountered, soils should be considered Type C soil and sloped no steeper than 1 .5H:1 V.
. ;
Shoring will help protect against slope or excavation collapse, and will provide protection
: to workers in the excavation. If temporary sharing is required, we will be available to
; ; provide shoring design criteria.
Permanent cut and fill slopes should be inclined no steeper than 2H:1 V. Permanently
� � exposed slopes should be seeded with an appropriate species of vegetation to reduce
� erosion and improve stability of the surficial layer of soil.
�� � Site Drainage ,
- Water bearing soil was encountered in aur borings at around ten feet below existing I'�
' ` grade at the time of our subsurface exploration (January 2004). The elevation of the �
water bearing soil is likely indicative of the seasonal groundwater table for the area. As
_ � such, heavy groundwater seepage may be encountered in utility excavations extending to
depths of around six to ten feet below grade depending on the season.
Earth Consuhants, Inc_
� � II
" GEOTECHNICAL ENGINEERING STUDY '�
IDC Oakesdale, LLC
" � c/o Collins Woerman E-3000-1 1
; `; February 20, 2004 Page 18
� �
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• `i If seepage is encountered in the foundation or utility excavations, the bottom of the
:�
excavation should be sloped to one or more shallow sump pits. The collected water can
then be pumped from these pits to a positive and permanent discharge facility.
� �' Depending on the magnitude of such seepage, it may also be necessary to interconnect
-, the sump pits by a system of connector trenches. The appropriate locations of
� 'z
subsurface drains, if needed, should be established during grading operations at which
,
time seepage areas, if present, may be more clearly defined.
,
_K; During construction, the site must be graded such that surface water is directed away
from construction areas. Water must not be allowed to stand in areas where buildings,
slabs or pavements are to be constructed. Loose surfaces should be sealed by
_ � compacting the surface to reduce the potential for moisture infiltration into the soils.
. Final site grades must allow for drainage away from the building and garage foundations.
The ground should be sloped at a gradient of 3 percent for a distance of at least ten feet
' away from the structures, except in paved areas, which can be sloped at a gradient of 1
percent.
� ' Footing drains should be installed around the perimeter of the proposed building and
`, garage at or just below the invert of the footing with a gradient sufficient to initiate flow.
A typical detail is provided on Plate 3. Under no circumstances should roof downspout
drainlines be connected to the footing drain system. Roof downspouts must be
separately tightlined to discharge. Cleanouts should be insta(led at strategic locations to
; allow for periodic maintenance of the footing drain and downspout tightline systems.
Utility Support and Backfill
�;
The site soils should generally provide adequate support for utilities. However, the very
,
loose to loose condition of most of the surface soils and the relatively high groundwater
' table may result in de-stabilizing of trench bottoms as the trenches are excavated. Where
loose soils or heavy groundwater seepage is encountered, remedial measures such as
overexcavating soft soils or tamping quarry spalls into the trench bottom may be
� required. In addition, caving of trench walls should be anticipated.
Earth Consultants, Inc.
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GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
s`► c/o Collins Woerman E-3000-1 1 ,
-;�� February 20, 2004 Page 19 '
� +
t
�`� Utility trench backfill is a primary concern in reducing the potentiat for sett)ement along
� utility alignments, particularly in pavement areas. It is impartant that each section of
�_ ,t
utility line be adequately supported in the bedding material. The material should be hand
` � tamped to ensure support is provided around the pipe haunches. Fill should be carefully
; s� p�aced and hand tamped to about 12 inches above the crown of the utility pipes before
�ykt heavy compaction equipment is brought into use. The remainder of the trench backfil{
e �
should be placed in lifts having a loose thickness of less than twelve (12) inches.
,,
��;k� Pavement Areas
. ,
�t The adequacy of site pavements is related in part to the condition of the underlying
'�k; subgrade. To provide a properly prepared subgrade for pavements, the subgrade should
. , be treated and prepared as described in the Srte Preparation and General Earthwork ''
!� section of this report. This means at least the top twelve (12} inches of the subgrade ,
_.;
should be compacted to 95 percent of the maximum dry density (per ASTM D-1557-91)
- and shouid be unyielding under a proofroll. It is possible that some localized areas of ,
soft, wet or unstable subgrade may still exist after this process. Overexcavation and !
` ' replacement with structural fill or crushed rock may be needed to stabilize these localized �
� ', areas. I
. The following pavement section for lightly loaded passenger vehicle areas can be used: '
.�
_: �, • Two inches of asphalt concrete (AC) over six inches of crushed rock base (CRB)
, material, or
_ � • Two inches of AC over four inches of asphalt treated base (ATB) material,
We will be pleased to provide pavement recommendations for areas that may receive
heavy truck traffic, if needed.
F - Pavement materials should conform to WSDOT specifications. A Class B asphalt mix
� should be used.
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Earth Consultants, Inc.
. ;
_ GEOTECHNICAL ENGINEERING STUDY
IDC Oakesdale, LLC
° c/o Coliins Woerman E-3000-1 1
, February 20, 2004 Page 20
� t LIMITATIONS
Our recommendations and conclusions are based on the site materials observed, selective
• ` laboratory testing and engineering analyses, ihe design information provided us, and our
experience and engineering judgment. The conclusions and �ecommendations are
professional opinions derived in a manner consistent with that level of care and skill
� ordinarily exercised by other members of the profession currently practicing under similar
' ' conditions in this area. No warranty is expressed or implied.
_,i
The recommendations submitted in this report are based on data obtained from the
� borings. Soil and groundwater conditions between borings may vary from those
, encountered. The nature and extent of variations between our exploratory locations may
not become evident until construction. If variations do appear, ECI should be requested
to reevaluate the recommendations of this report and to modify or verify them in writing
'� prior to proceeding with the construction.
Additional Services
, /01S t�12 g60t@C�'IIIIC�I ci iyll�c;cf vi i u�,vi u, �'�I �f�vUi�l �c f�;I�1i�ivJ tv �,c:��itii I11 �� y�;llc:i�c:�
,
review of the final design to verify that the earthwork, pile, and foundation
recommendations have bee- - ' . _. _ . , . , __ , . _ . , - _ ., , _ , .�
. �� , ,. . �r; .
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construction. This is to observe comptiance with the design concepts, specifications or
� recommendations and to allow design changes in the event subsurface conditions differ
from those anticipated prior to the start of construction. ECI should be retained to review
the construction r�r;��.�;�innc anrl �C�nrifiratinnc ai�r{ tn nrrn,�irjP �nn�tnirtinn n���r��at�nn :�n
` testing services.
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' Earth Consultants, Inc.
ReferenCe: ceoiechnical Engineering.Geology.Environmenial Sciences
Construciion Testing&ICBO/wABO Inspeclion Services
King County
Map 685
By Thomas Brothers Maps Vicinity Map
Dated 2004 IDC Medical Building
Renton, Washington
NOTE: T his plate may contain areas of color.
ECI cannot be responsible for any subsequent ��''^�n• GLS Date Feb. 2004 Proj. No. 3000-11
misinterpretation of the information resulting Checked MGM Date 2/4/04 Plate 1
from black &white reproductions of this plate.
i�
i � � I
ING�R°°K GAEEK / I
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i � Proposed � I
–•–
� I B-5 Parking �
i Garage � B-2 � �
i � –•– �
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� i
B-6�
� I B-4 � � I
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� Proposed i
, Medical Parcel N I Parcel H �
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i1 B-1 _i B-3 i � II
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LEGEND
� Approximate Scale
B-1–•–Approximate Location of � �—�
� ECI Boring, Proj. No. 0 50 �o0 2oott.
E-3000-11, Jan. 2004
i - - � ' Earth Consultants, Inc.
� Subject Site Geotechnical Engineering.Geology.Environmenlal Sciences
Construclion Tesling&ICBO/WABO Inspection Services
� Proposed Building Boring Location Plan
IDC Medical Building
Renton, Washington
NOTE: This plate may contain areas of color.
ECI cannot be responsible for any subsequent Drwn. GLS Date Feb. 2004 Proj. No. 3000-11
misinterpretation of the information resulting
from black&white reproductions of this plate. Checked MGM Date 2/5/04 Plate 2
�
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=: low permeability material. NOT A CONSTRUCTION DRAWING
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Drain pipe; perforated or slotted rigid
O PVC pipe laid with perforations or ' Earth Consultants, Inc.
slots facing down; tight jointed;with a Geoiechnical Engineers.Geologists&Environmemal Scientisls
Consiruction Tesling&ICBO/wn60 Inspection Services
positive gradient. Do not use flexible
corrugated plastic pipe. Do not tie
building downspout drains into footing TYPICAL FOOTING SUBDRAIN DETAIL
lines. Wrap with Mirafi 140 Filter Fabric IDC Medical Building
or equivalent. Renton, Washington
Dnnrn. GLS Date Feb. 2004 Proj. No. 3000-11
Checked MGM Date 2/20/04 Plate 3
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� �' APPEN DIX A '
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APPENDIX A
{ . FIELD EXPLORATION
� 1' E-3000-11
� The subsurface exploration for this study was performed on January 19 and 20, 2004.
Borings B-1 and B-2 were drilled by Gregory Drilling, Inc., subcontracted to ECI using a
` CME-45C limited access drill rig. Borings B-3 through B-6 were drilled by Gregory Drilling
� using a CME-85 truck-mounted drill rig.
Approximate boring locations were determined relative to site features shown on a
preliminary site plan provided by the project architect. Boring elevations were estimated
_ , based on topographic data provided on the site plan. The locations and elevations of the
borings should be considered accurate only to the degree implied by the method used.
These approximate locations are shown on the Boring Location Plan, Plate 2.
. The field exploration was continuously monitored by an engineering geologist from our
firm who classified the soils encountered, maintained a log of each boring, obtained
� representative samples, measured groundwater levels, and observed pertinent site
features. The samples were visually classified in accordance with the Unified Soil
Classification System, which is presented on Plate A1 , Legend. Representative soil
� samples were collected and returned to our laboratory for further examination and testing.
Logs of our borings are presented on Plates A2 through A19. The final logs represent our
interpretations of the field logs and the results of the laboratory examination and tests of
field samples. The stratification lines on the logs represent the approximate boundaries
. between soil types. In actuality, the transitions may be more gradual.
The borings were drilled using mud rotary drilling to control heave. In each boring,
� Standard Penetration Tests (SPT) were performed at selected intervals in general
accordance with ASTM Test Designation D-1586. The split spoon samples were driven
with a one hundred forty (140) pound hammer freely falling thirty (30) inches. The
' number of blows required to drive the last twelve (12) inches of penetration are called the
"N-value". This value helps to characterize the site soils and is used in our engineering
analyses. These results are recorded on the boring logs at the appropriate sample depths.
Farth Consullants, InC.
�z
t
_ k:
. /
. �
� GRAPH LETTER
_ MAJOR DIVISIONS iSYMBOL SYMBOL TYPICAL DESCRIPTION
� Gravel O o O do �.aW w Well-Graded Gravels.Gravei-Sand
g Mixtures. Little Or No Fines
_ �� And Clean Gravels
Gravelty pittle or no lines) M r GP Poorly-Graded Gravels,Gravel-
-.'� Coarse Soils • • •
Grained � � � gp Sand Mixtures,Little Or No Fines
_ Soils More Than GM Silty Gravels,Gravet-Sand-
'� 50% Coarse Gravels With gm Silt Mixtures
: Fradion Fines(appreciable
°� Retained On amount ot (ines! (iC Clayey Gravels,Gravel-Sand-
No. 4 Sieve 9C Clay Mixlures
r �1 Sand �o 00 ' SW We�l-Graded Sands, Gravelly
And Clean Sand � o 0 0� o o SW Sands, Little Or No Fi�es
-;'� Sandy (litlle or ne lin�-S i o �� q .�
More Than Soils b ° =' SP Poorly-Graded Sands, Gravelly
50% Material A p~�9- Sp Sands. Little Or No Fines
^ Larger Than More Than
�� No.200 Sieve ': SM
SiZe 50% Coarse Sands With SfTI Silty Sands, Sand- Sill Mixtures
_:i Fraction Fines(appreciabi�
Passing No.4 amount of fines " SC
Sieve SC Clayey Sands, Sand-Clay Mixtures
.� I I I I I I ML Inorganic Silts 8 Very Fine Sands,Rock FJo�r,Silty-
�p� Clayey Fine Sands:Clayey Silts w!Slight Plasticity
."� Fine Silts Liquid Limi1 � CL Inorganic Clays O1 Low To Medium Plasticity,
Gramed Md Less Than 50 / � C� G�aveliy Clays, Sandy C�ays, Silty Clays. Lean
y Soils Clays i
, I � ( � I � �L Organic Silts And Organic i
_i kj � � � � � � O� Silty Clays Of Low Plasticity ����
I I� MH Inorganic Silts,Micaceous Or Diatomaceous Firg
More Than mh Sand Or SiNy Soils I
� 50% Mater�al Silts
Smaller Than And Liquid Limit C�..� Inorganic Clays Ot High
�� No.200 Sieve Clays Greater Than SG Ch Plasticiry, Fat Clays.
Size �/ // / /
_ �/�/� OH Organic Clays 01 Medium To High
/ , � � � Of) p�asticity, Organic Silis
`��' `��' `��' pT Peat. Humus, Swamp Soiis
- Highly Organic Soifs
, , i, ��r, �ii, �� Pt With High Organic Contertts
�i
Topsoil 'y'�'y'�'� Humus And Duff Layer
�
F��� Hiyhly Variable Constituents
The discussion in the text of this report is necessary for a proper understanding oi the nature
of the material presented in the attached logs.
' DUAL SYMBOLS are used to indicate borderline sdl dassification.
C TORVANE READING,tst I 2"O.D. SPLIT SPOON SAMPLER
qu PENETROMETER READING,tsi
W MOISTURE,%dry weight � 24'I.D. RING OR SHELBY TUBE SAMPLER
P SAMPLER PUSHED
* SAMPLE NOT RECOVERED i WATER OBSERVATION WELL
pcf ORY DENSITY,Ibs. per cubic tt.
LL UQII{D LIMR,96 Q DEP7H OF ENCOUNTERED GROUNOWATER
PI PLASTIC INDEX DURING IXCAVATION
- t SUBSEQUEM GROUNdWATER LEVEL W/DATE
Earth Consuitants tnc. LEGEND
- (iaHixt�tii.illi��j�r�Y�.(�u�6�Sts81�n��rtu��x���.YS[iuMLSL�
Proj. No.3000-ii Date Feb.2004 Plate Ai
�` Boring Log
.`� �o�ecc r�: sn�c o� I
��� IDC Medical Building 1 4 i
� Job No. La,�ed by_ Start Date: Completion Date: Boring No.: I,
� 3000-11 MGM 1/19/04 1/19/04 B-1
Drilling Contador. DriNing Method: Sampling AAethod:
i -� Gregory Drilling Mud Rotary SPT
3 i Ground Surface Elevation: Hole Completion_
f 24� ❑ Monitoring Well ❑ Piezometer � Abandoned,sealed with bentonde
- �
! surface cond�tions: Blackberry Bushes
�� W No" L �o L a rn �o
:7 �� o� Blows W E� m u. � � � ,
� � Ft. � u� � u> > u�
r' ML Dark brown SILT with sand, loose,wet ',
, � � '
,
E 2
'�� 35.7 3 -iron o�dde staining, brown
��
a -increase in sand content
� 4
i e
2s-4 5 ML Grades to brown sandy SILT, loose, wet
= s
-= fi
� 7
; 1 32_3 -b2COR12S vety IOOSe
4 $
9
� 35.8 10
ML Grades to gray SILT with sand, very loose,water bearing
�
, , ��
�� 12
' Y 13 SP-SM Grades to black pooriy graded SAND with silt, loose to medium
o ' dense,water bearing
e °
14
;� o
o °
28.1 15
�2 0° �s -becomes medium dense
r D �7
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U �
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� � Boring Log
� �1�11 COI�1SUltaI1CS j1�1C. IDC Medical Building
� G�ntr.t�tmkal Fii¢hrcy�,Gc�c+k�LKn 6 Fnvlmnnrnral ticfrnri� �'�
; Renton,Washington '
�
m Proj_No. 3000-11 Dwn. GLS Dace Feb_ 2004 Checked MGM Date 2/5104 Plate A2
. ` Subsu�tace oaiddiau depided represent our observ�ions at the time and location of this e�loratory ho1e,modif'ied bY en9ine�tests,anaysis and
judgmeni They are nd neoessarfir representative of other tirnes and bcations.We cannot accept respo�ibility fa the use or interpr�ation by others of
:..f�,.,..��.....,rae..r�...,rt,:c i.,,,
' .� Boring Log
: �
Projed Name: Sheet d
±� IDC Medical Building 2 4
-' Job No. Logged by Start Qate: Campletion D�e: Boring No.:
� 3000-11 MGM 1/19104 1l19104 B-1
�� Driliing Contactor: Drifling Method: Sampiing Method:
; � Gregory Driliing Mud Rotary SPT
; Ground Surtaoe Elevation: Hole Completion:
� t24' ❑Mondoring Well ❑ Piezometer � Abandoned,sealed with beMonite
� Gerleral W NO. � O L d (/I O
� Slows ,�, E o� E � E
Noles (%) Ft_ � v'�i � � � u''i
s� 2a-� • SP-SM Black poorly graded SAND with silt, loose to medium dense,water
� io � ' bearing
," 21
� � •>
o �
i o
: 3 0 >
o �
' 1
o a
, ; 24
F . o
0
25-� a-o�D 25 SP Grade to black poorly graded SAND, loose,water bearing
9 p 0 a
. . a o� o �
•o.e
� � 27� �.�.�:^�.:::.
a;a e„
:o
•' ' 28
aa�
.. �.o�.e'.'.
_o
•�O�O�.'. �
. �.O
O O O I
� �.8 �a�• 30 -trace small gravel �
:•�
s , ,,: -becomes medium grained
. . oo_ 31
, 32 CL Gray lean CLAY, medium stiff,water bearing
�
33
'"' '"' P7 Grades to dark brown silty PEAT, medium stiff,wet
�, ,�, , �
, —
.��, ,��,
is�.3 , „ �
13 ���, ��r,
' ' � SP Black pooriy graded SAND, medium dense,water bearing
'a...s
e.a�
pae 37
al
� v .�•a���e.
: 0.:
� ;a o;` 38
N a�.--a`�..q-,
F- _ :o.
� �o O.: 39
� �. O
U e':
. i w e Q�:e�.
� a .
a
0
o Boring Log
� Earth Consultants lnc. IDC Medical Building
CRxw�ctmkal Fi�pntey5,G-nk�ttvs 6 Fnvlrtrinrrcal tic'1r.rttL� Renton, Washington
z
;
m Proj.No. 3000-11 Dwn_ GLS Date Feb_2004 Chedced MGM Date 2/5/04 Plate A3
Subsurface cor�tions depided represeM our observations at the tgne and bcation d this e�loratory hole.moddied by engineering tests,analysis and
�idymerrt. rney are na neoessarify r�esematiwe or aner times ana►«xaions.we canna accept respor►sibirrty ror cne use or interpretation by ar,ers or
...s.,.,..�►�,,.....�a.,r�.,..F►.��..,.
.j
, ;; Boring Log
: :
Projed N�ne: Sheet of
'� IDC Medicaf Buildin 3 4
i ' Job No. Logged by: Start Date: Completion Date: Boring No.:
3000-11 MGM 1/19104 1/19/04 &1
� �� Drlling Contactor: Drilling Method: Sampling Method:
_-�� Gregory Drilling Mud Rotary SPT
Ground Surface Elevat'ron_ Hole Completion:
�
f 24� ❑Monitoring Weq ❑ Piezprneter � Abandoned,seafed with bentonde �,
z != No. L a L n � n
General W
� S �� Slows m � a� � � rn T I
(%) Ft. � cn � cn � cn
R i{ 32-8 •Q�,' SP Black poorly graded SAND, medium dense, water bearing
: i 29 � a�
° 41 '
o .o..o��.��. '�
�...oC���. �.
� � •o @o_� �,
3 -trace small gravel and coarse sand
- p a 42
' o
`i °q;
�c. s 43
' t _-.o-:�Sr' ..
_. o;,%.._ .
Lf Q ..>
- .�.Ci�..�E�. i
.�n�.'��:. � �,
'•t '..a.�.._-::�0 .
-e.o_-..<.
o:Q-o
' 23_& 'aQ� 45 -slight increase in silt content
d_o 0
2s o
_ . o ; , 46
o:
'a `;
� I
°-0 47
o QQ I
. 1 ,a.-.�:s. �.
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v Qe
6
'a e 49
- ���o.:o'�a
. . -.I�.n..::�.
v Q:e
o`
. .•..a.::e�. �
35_6 a: :o
.� s 51 MH Gray elasfic SILT, medium stiff to stiff,water beanng
" 52
53
54
;
31_3 55 ML Grades to gray SILT with sand, medium dense, water bearing
` i5 �
5� CH Gray fat CLAY, soft,water bearing
, � 58
a
0
� 59
U
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0
� Boring Log
� Earth Consultants Inc. IDC Medical Building
� G�xxr.cYmk-a1 Fngtnrc�s.Gmkigi5n 6 FnWrmnir.nrM tickaitt,�
; Renton,Washington
>
Z
m Proj.No. 3000-11 Dwn. GLS oete Feb.2004 Chedced MGM Date 215/04 Plate A4
Subsurface corMitior�s depided rep�e.sent our observations at the time and bcation d this e�loratory hde.modified bY��9���9 tests.anaysis anA
judgrnenL They are not neoe,ssarify represeMative d other times and loca�ions.We cannot accept respons�ility for the use or interpretation by others of
:..r.,....�c,,.,.,.,�a..i�+..�stiK w.
f � Boring Log
. �
. . .
Project Name: sneet or
��i IDC Medical Bu�ding 4 4
- ,�
, Job No. Logged by: Start Date: Completion Date_ Boring No.:
; _
3000-11 MGM 1/19(04 1/19/04 B-1
„ DrilGng Contador: Drdling Method: Sampfing Method:
- -: Gregory Drilling Mud Rotary SPT
'-`� Ground Surface Elevation: Hole Completion:
, t
f 24' ❑Monitoring Well ❑ Piezometer � Abandoned,sealed wiih bentonite
�
Gener� W �O' L a L Q u� �
' � NOR25 �%� BIUws � ET Q�i � j �
FL c9 cn rn rn
� ;} 49� CH Gray fat CLAY, soft,water bearing
=,�j 4
61
_ '-� Boring terminated at 61.5 feet below e�asti�g grade. Groundwater
table encountered at 10.0 feet during drilling. Boring backfilled with
�>'� bentonite and cuttings.
NOTES:
a � Boring elevations estimated based on topographic data shown on '
- - Site Plan provided by Ctient
-;� Borings B-1 and B-2 drilled by Gregory Drilling using a CME45C
limited access drill rig; borings 8-3 through Bf were drilled by
- ,2 Gregory Drilling using a CME85 truck-mounted drill rig.
:
-. 4
,
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�
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'� � Boring Log
� Earth Consultants Inc. �oc nn�a�� e���d��9
G.xxecf mk21 Fnghx�..�s,GcrN[�Av�&Fmtmfu�r.nral Scir.niiL,T.�
Renton, Washington
'�
m Proj.No. 3Q00-11 Dwn_ GLS Date Feb. 2004 Chedced MGM Date 2J5/04 P�ate A5
' Suhstuface condRions depided represent our obsenrations ak the tirr►e�d Iocation of this e�loratory hole,mod'fied by engineering tests,anaysis and
lud�t- TheY are nd necessanly re{xesentative d other times and locations.We c�mnd aocept resporu�lity for tfie use or iMerpret�ion by others d
...r..,.,a:�..,.�.,�o..�a.+.,.,fti:�w,
v F
�
�� Boring Log
Projed Name: Sheet of
��, IDC Medical Buitding 1 4
� �; Job No_ Logged by. Slart Date: Comple�ion Date: Boring No--
' 3000-11 MGM 1/19/04 1/19/04 B-2
� j Drilling Contador Drilling Method: Sampling Method:
-= Gregory Drilling Mud Rotary SPT
`=i Ground Surface Elevation: Hole Completion_
�o=
t2s' ❑M«,ito�ng well ❑ Fiezometer � Abar,donea,sealea,nrith bernonae
< � L � L n � � surfaoe conaitions- Tall Grass �
; � General w
NaC$ �c�p� BF�OiNS m �+ 0 LL W � �.
� � N �
: a
` ML Brown SILT with sand, medium dense, moist to wet(Possible Fill)
. :'
_ ° �
' ' Z -trace small gravel
,; ., -trace mottling i
21.5 3 II
_ � 12
_ ;
�� 4 ML Brown SILT, loose, moist i
. ; 5 I
G 30 O
;� $ 6 -t�aC2 Safld
� I
� I
;
8
9
4
�-o �� -becomes very loose,water bearing
, ;
3 ��
12 SP-SM Gray pooriy graded SAND with silt,very loose,water bearing
0
O O
, , 13
v
e °
14
' o
� ' 15
2 ° �s -no reoov�ery
a ,
o ' ��
�
o °
� 18
a v
o ° �
� 19
U
W �
� �
a �
0
o Boring Log
� Eart-I1 COI�1SUIt�1�S ICIC. IDC Medical Building
GcxNrCtinfcal Fnglrkt]�.G�[�'i+R Fnvlrtxm�rnt,�1 tic'k�nt6T�
Renton,Washington
m Proj.No. 3000-11 Dwn. GLS Da�e Feb.2004 Chedced MGM Date 2/5/04 Plate A6
Subsurface conditioris depided represent our observations at the time and locahion d this e�loratory hde,modfied bY engineerin9 tests,analysis and
1�M- �Y are nd neoessarily re{xeser►t�ive d other ienes and bcations.We cannot accep!responsibility for the use or interpretation by others af
�nf,,.,..�{:.,.,...�e.,,�i.,,.•{.:e w.
. �
Boring Log
� 4
Projed Name: Sheet d
� ,, tDC Medicai Buildin 2 4
Job No. Loc,�ed by: Start Date= Completion Date: Boring No.:
- 3000-11 MGM 1/19/04 1/19/04 B-2
, DrilGng Contador: Drilling Method: Sampling Method:
_ Gregory Drilling Mud Rotary SPT
: �: Ground Surface Elevation: Hole Compldion:
t 29' ❑Monitoring Well ❑ Piezometer � Abandoned,sealed with bentonAe
General yy No. r a t a �n n°
_ ' Notres % B� m �- °' �` E� N E,
s
Ft. � vi � cn � �n
a ' ��5 SM Gray silty SAND, loose,water bearing
�
` �` 21
� i� ^
�L
23
, �
4� 24
�' �� 25 SP-SM Grades to black poorly graded SAND with silt, medium dense,
�� is o water bearing
, " 26
6 . ° 27
ea
, � 0 28
_ , "
29
0
e '
30
26.8
�6 �
-_ , 31
0
, " 32
� ° 33
e
o �
, . o,'
35 ML Gray SILT, loose,water bearing
9
. ; 36
-no recovery
' 37
-soil descripfion based on conditions observ�ed wh�le drilling from
0 35'to 40'
� 38
a
�
� 39
U
W
'
a
�
= Boring Log ,
� Carth CotZsultants [nc. IDC Medical Building I
. . � Gc�[wrclmkalFnglr��.C■-cMc�v�RFnvlmn�x:nr.NticWi1L� II
, Renton, Washington
m Proj.No. 3000-11 own. GLS Date Feb_2004 Chedced MGM Da�e 2/5/04 P�ate A7 �I
' Subsurface condtions depided represent our observations at the time and br.ation d this e�loratory hole,modified bY�J���9 tests,analysis and �
judgment. They are nd r�eoessariy representatnre d other Cunes�d bcations.We cannot accept�espons�ity for the use a interpretation by athers of
:..s.w.,,�:�...,.�a..��...�*w:�w.
� Boring Log
-. 1
Project Name: Sheet of
� �, IDC Medical Building 3 4
� Job No. Logged by: Start Date_ Completion Date: Boring No-:
3000-11 MGM 1/19/04 1/19l04 B-2
- Drilling Coniactor. �riHing Method: Sampling Method:
- -i Gregory Drilling Mud Rotary SPT
`� � Ground Surface Elev�ion: Hole Completion: '
g f 29' ❑Monitoring Well ❑ Piezometer � Abandoned,sealed with be�tonite �
r� �
t
�i No. t � t Q tn n°
p General 1N
:7 �� % BkN/$ � T � � l0 � T
� 1 Ft- C9 u� � �n � vi I
�� ss.o ML Gray SILT with sand, medium dense,water bearing
! >> 41
'` 42 -trace organics I'
43
; 's
44
• 37.5 45
, a � -becomes very loose
� 47
� �
49
422 �
, a 51 -pockets of elastic silt
52
53
54
43.0 55
s � -pockets of elasfic silt
5� -becomes very loose to loose
Q 58
[�1
0
� 59
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� �lrtrl COr1SUltaI�ltS Ir1C. IDC Medical Building
C�.e�rcY�nkal FT�nS,G.r�tit7�R Fnvlmnn�rrm.�l ticYr.rJL�i� Renton,Washington
m Proj.t�o. 3000-11 �m. GLS Darte Feb_2004 Chedced AAGM �ate 2/5I04 Pt�e A8
Subsurfaoe conditions depicted rep�eseM au obse�vations at lhe time ar►d location d this e�lor�ory hde.rr�oddied by er►gineering tests.anaysis and
�udgment. They are not necessanly representative d other tirnes and locations.We cannat accepf�esPonsbiGtY for the use or interpr�etation by dhers of
fiv+��iwv�.�rmunl�..n f1.:e Lv.
� Boring Log
_,.;
Projed Name: Sheet d
� :� IDC Medical Bulding 4 4 i
Job No. Logged by: Start Date: Completion Date: Boring No.:
3000-11 MGM 1/19/04 1l19/04 B-2
Drilling Contaclor: Dnlling Method: Sampling Method:
_ _° Gregory Drtlling Mud Rotary SPT
. Ground Surface Elevation: Hole Completion:
f29� ❑Monitoring Well ❑ Piezometer � Abandoned,sealed with bentonde
`:
� General yy No. t � r Q � D •
' Notes ("�y) Blows tO E. p �` E� j E.
Ft. � cn u> <n
so.s ML Gray SILT with sand, medium dense,water bearing
, 24 61
' 62
63
. 64
�' 36.8 65
14
'� 66
�' 67
. �
. �
69
' . 372 70
22
, 71
Boring terminated at 71.5 feet below ebsting grade.Groundwater
table encountered at 10.0 feet during drilling.Bonng backfilled with
bentonite and cuttings.
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� Earth Consulrants inc. �oc nn��, B�;,d�,9
� G�rrctrcik'd Fn(th�aS.Gr.�k�tl5r.sh F7iNrcMinKnt.N ticknita�
; Renton, Washington
>
m Proj.No. 3000-11 Dwn. GLS Date Feb.2004 Chedced MGM Da�e 2/5/04 Plate A9
Subsurface�dions depided represerrt our observ�ations at the time and location d this e�loratory hde.rt►odif'�ed by enginee�i�tests.,analys�and
1��- �Y aire nd necessany representative d dher tines and locations.We cannd acoept ressponsbi�dy for tt►e use or interpretaGon by others d
��������M�titi�
_ � Boring Log
Project Name: Shcet of
_ _ IDC Medical Building 1 1
Job No_ Logged by: Start Date: Completion O�e: Boring No-:
3Q00-71 MGM 1/20/04 1/20/04 B-3
Drilling Contactor: Drilling AAethod: Sampfing MeYhod:
-- Gregory Drilling HSA SPT
� Ground Surface FJevation: Hole Completion:
_ _ f 24' ❑Monitoring WeII ❑ Piezane4er � Abandoned,sealed with bentonite
No. � o L m �, a surface ca,daions: Gravel Access Road
- General w Blaws �-E Q- " � � �
Notes (%) Fl_ 1O T o `L m � T
(� cn u� �n
SM Brown silty SAND with gravel, medium dense to dense, moist(Fitl)
, i
2
31.4 3 ML Mottled brown SILT,loose to medium dense, moist
10
4
_ 25 4 5
-becomes loose
_ : 7
6
7
� 2�-9 SM Grayish brown silty fine SAND,very loose to loose, moist
j 5 8
9 -31.6%fines
35.3 10 NIL Mottled brown sandy SILT, very loose,water bearing
• 2
11
12
13
14
28�7 15 SP-SM Gra rl raded SAND with silt, loose to medium dense,water
' YP� Y9
io fl bearing
e'a 7s -7.5%fittes
Boring terminated at 16_5 feei below e�asting grade. Groundwater
table encountered at 10.0 feet during drilling. Boring backfilled with
o bentonite and cuttings.
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� Earth Consultants Inc. IDC Medical Building
�`�„`�"'""a'FnR'�'S.��`�,Fn"`n"°'"K.,'k,�-"`�' Renton,Washington
m Proj_No. 3000-11 Dwn. GLS Date Feb. 2004 Chedced MGM Oarte 2/5/04 Plate A10
Subsurface co�ditiorts depic�ed re�xesent our observations at the tRne and loqtion d this e�loratory ho�,modified by engineering tests.�lysis and
iUdgmern_ They are na necessariy representative ot aner times and�ocaaions.we canna aa�epc responsa�'ay for tne use or interpretation by aners or
M����M���M�K�
?' Boring Log
� ' Projed Name: Shcet of
4,� IDC Medical Building 1 1
Job No. Logged by. Slart Date: Completion Date: Boring No-:
' 3000-11 MGM 1/20/04 1/20/04 B-4
Drilling Contador: Drilling Metho� Sampling Method:
� �° Gregory Drillin HSA SPT
- �, Ground Surface Elevation: Hole Completion:
f 27' ❑Mondoring Well ❑ Piezometer � Abandoned,sealed with bentonite
General W
Na `—' o t a� � o Surfaoe Conditions: T81I Gi3SS
. ' �� % B�d1N$ � T � LL E6 � >.
� ) Ft. � cn � cn � cn
fi �' ML AAottled brown SILT, loose, moist
� ° l
2
_ 30 4
7 3
� i_
4
5
6
g 7
27.0
_ 4 8 -becomes v�ery loose,VM2t i
9 -trace fine sand '
io �
: » -becomes water bearing
' iz
3a.3 13 ML Grades to mottled brovm sandy SILT,very Ioose,water bearing
2
a 14 Boring terminated at 14.0 feet below e�dsting g�ade.Groundwater
table encountered at 10.0 feet during drilling.Bonng backfilled with
bentonite and cuttings.
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� F.alrtrl COC1SUltaI�ltS IC1C. IDC Medical Building
� Cx<Nc'c1�nKa1Fn¢7rr.�S,G(�kiglsltid.FnVlrtx�nierN�7lSck��tN� Renton,Washington
i
m Praj.No_ 30QQ-11 �wn_ GLS Date Feb.2004 Checked MGM Date 215/04 �ate A11
Subsurfaoe condRions depided represent our observakions at the time and loca�ion d this e�atory hde,mod'�fied by engineering tests,anaysis and
judgment. TheY are nd necessariy represeMative d other times and loc�ions.We cannot acoept responsbility fa the use or interpretaCwn by athers of
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.�
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,� Boring Log
Prc�jecr Name: sneec ar
���, IDC Medical Building 1 4
3 �` Job No. Logged by. Start Date:
Completion Date: Baing No.:
' 3000-11 MGM 1l20/04 1120/04 B-5
r� Drilling Co�or. Drilfing Method Sampfing Method:
-�' Gregory Driliing Mud Rotary SPT
��� Ground Surfaoe Elevation: Hole Completan_
�� f25' ❑Mon&oring Well ❑ Piezometer � Abandoned.sealed wilh bentonite
' �� No. `-' o L d � o Surface Conditions: Tall Brt1Sh
_ � Gen�al 1N a� n ..: a U �
{ MO�eS % B�UNS A E y LL Em � £
( ) Ft. � u'i � u� � vi I
f�
� ML Motded brown StLT with sand, very loose,w�et
i�:
.} � I
g� I
`si 2
� i 35.9
s � 4
3
-.,
i �: 4
�
�' S -�COf1l2S IOOS2
_ � s s -no recov�ery
; i
. �
7 i
- � 28.8 i
4 s $ SM Grayish brown silty fine SAND,very loose to loose,wet
9
- , ' �o Q
zs.�
,j s : t1 -becomeswaterbearing
-46.4%fines
12
�
13
14
� 29_9 15
8 �s -becomes gray, loose
n
e
� 18
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� �lrtrl COC1SUItc1I"1tS II�1C. IDC Medicat Building
Cx[xri7inical Fii¢lnrr�ti.Cw-�kiglu+R fnNmnnrntni k'knft�'A.'
Renton,Washington
Z
. m Proj.r,to_ 3000-11 Dwn_ GLS �ate Feb. 2004 Chedced MGM �e 2/5/04 P�ate Al2
' Subsurfaoe conditions depicted repneserrt our observations at the time and location d this e�loratory hole.modified byi engineeri�9 tests,analysis and
judgment. Tt�ey are r►a�eoessariy representati�ne or aner times and IocaUo�s_we car,na aocept responsa�7ity for tl,e use or interpreta6on ey aners d
i�iv..•M«�n�vxo..f�i..n fl,:e L.n
_ _ _ _ ___ _ __
; , i
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Projed Name: Shee4 of
�� IDC Medical Building 2 4 '
Job No_ logged by. Start Date: Completion Date: Boring No.: �i
- 3�00-11 MGM 1/20/04 1/20/04 B-5 'i
* , Drtlfirtg Contador: Dnlling Method: Sarnpiing Method '
-� Gregory Driiling Mud Rotary SPT
t i Ground Surface Elevalion_ Hole Completion:
f 25' ❑MonAoring Wetl ❑ Piezometer � Abandoned.sealed with bentonite
? S
; General yy No. r � t a u� �
a`� Notes {°�) � � � p " � � N
4 j
27-� SP-SM Grades to black poorly graded SAND with silt, medium dense,
._j �� e water bearing
, 21
a ,
,� ° 22
a
a
. `i
0 23
" � e
0
24
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a �
� _ 26� 25
0
� } 13 a
= � 26
' 1 v
` , " 27
i
i
,
; 28
0 29
� a ,
0
'. Z�z •,`� � SP Grades to black poorly graded SAND, medium dense,water
�s o � bearing
�0 3�
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0
�a e
eo� 32
o:a e
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1 �a •
p a �
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o a �
. p�a o
e a n
53.6 35 MH Gray elas6c SILT, stiff,water bearing, trace organic stringers
�s
' � SM Dark gray silty SAND, medium dense,water bearing
37
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� 38
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� �I�rl COI1Sl�I1�11S IC1C. IDC Medical Building
� Cm[NrcYmk`al Fn¢trK<ati.Gctrnk�giv+R FTvlmnnrnrnl ticM-nlN�
, Renton, Washington
, m Proj.No. 3000-11 Dwn. GLS Date Feb.2004 Chedced MGM Date 2l5/04 Plate A13
. S�surfaoe oondtions depicied represent ax obsenra�ions at the time and loca�ion d this e�loratory hole,mod�Fied by en�ing tests,analysis and
judgn�ent. They are nat neoessariy representa�roe of ott�tgnes and locations.We cannot accept responsbildy for the use or interpretation by others d
...�.,....�:.,.....���...,•tiM i.,..
, �
� � Boring Log
. ,
Projea Name: sneet or
�� IDC Medical Buildin 3 4
Job IVo. Logged by: Start Date: Completion Dale: Boring No.:
3000-11 MGM 1/20104 1/20/04 B-5
t. , ONGng Contactor: �dfing Method: Sampling Method:
-�� Gregory Drilling Mud Rotary SPT
. t�
� � Ground Suriaoe Elevation: Hde Campletion:
� � f 25' ❑MonRoring Well ❑ Piezometer � Abandoned,sealed with bentonite
i' N�- t �° L . n � g
ce�� w
e� � NOl2S 'Io BIUNS A >` °' " �o N >`
( ) Ft. c9 cn � v> > �n
� i
� 23.a • SP-SM Black pooriy graded SAND with silt, medium dense,water bearing
`�t� 2a �
0
° 41
et
? ° 42
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0
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, e
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0
� } �9 45 CH Grades to gray fat CLAY, very soft,water bearing
;�� �
46
' 47 -contains seashell fragments
. �.
as
49
�E 26.6 �
-::� Zo 51 SM Black silty SAND, medium dense,water bearing
�� 52
; s;
: 1
53
- -trace wood debris
5a
'i'�
�� 42-9 55 CH Gray fat CLAY, soft,water bearing
i 3
. � 56
" � 5� -trace silt InterbedS
_ ii
: i �
N �
N
. F
�
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a I (�
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•_ $ Eal�trl COl1.SUl�c`�I1tS II�1C. IDC Medical Building
�
� G��r.ctvdrd Fnghxsys,Cw-_t+IcK851A 4 FnNmnnirrujl tirkntN�
_ , Renton,Washington
�
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: ; m Proj.No. 3000-11 Dwn. GLS Date Feb. 2004 Chedced MGM Date 2/5/04 Plate A14
Subsurfaoe oOndRionS depiCted repre�nt our observations at the time and fcx�tion of this e�¢�I��tory hole, mc��ed by enqineerinq tests analysis a�
• judgment. They are r1Ut neces�
infiv.�.->{i�n r..�uo..1�i...4V�ic i
��l
Y � Boring Lo�
. 2
Project Nan'►e- Shcet of
�� IDC Medical Building 4 4
�
� ° Job No. Loc,�ed by: Start Date= Completan Date: Boring No.:
300�-11 MGM 1/20/04 1/20/04 B-5
� � Draling Contacior: Dritling Method: Sampling Me[hod:
—�' Gregory Drilling Mud Rotary SPT
��i Ground Surface Elevation: Hole Com
pletion:
�� f 25' ❑Monitorirg Weq ❑ Piezometer � P+bandoned,seated with bentonde
_,� General 1/y No. L � t . � `n �
. , Notes �o�o� Blows W T Q,� E� ? E,
Ft. � cn cn cn
��t
� 32_3 ML Dark gray SILT with sand, medium dense,water bearing
"f�j �s
s�
��,
; s2
�; �:
�i �
3;.� 64
4? 65
;t �-8 ML Gray sandy SILT, medium dense,water bearing
e
` € 2�
� s �
f ;
{� 6�
i�
; 1
68
69
_, e
70
- 30.8
..y ij 23 71
� �$ 72
� :�
; i
73
74
,. e
�p 75
� 19
` , 76
Boring teRninated at 76.5 feet below e�asting grade_ Groundwater
table encountered at 10.0 feet during drilling. Boring backfilled with
� - ,, bentonite and cuttings_
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• � Eartrl COI1SUl1aI"1tS Ir1C. ��C Medica� Bui�ding
p C�fCCYnMaI Fng3xay�,Gr:tmk�tLv�d,FnvlRnnr.nral Sc:krtt��
� � Renton,Washington
D
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_ ; m Proj.No. 3000-11 DNm. GlS Date Feb.2d04 Chedced MGM Date 2/5104 Plate A15
� Subsurfaoe con�fia�ns depicted represent our observations at the time and location of this e�loratory hole,modified by engineering tests,analysis and
judgrnent. They are not nec�ssarily representati�oi other times and locations.We cannot acoep�responsibil'ity for the use or interpretation by others of
.. . i.rflv...vf'v.n rv�un{o.i m fhic L.r.
S )
� r� Boring Log
:�
Projed Name: Sheet of
� �.� 10C Medical Building 1 4
i '� Job No. Log�ed b�r. Start Oate: Completion Date- Boring No--
' 3000-11 MGM 1/20104 1/20/04 B�
e ; Dritling Confador: Drilling Method: Sampiing Method_
--�� Gregory Driiling Mud Rotary SPT
. �
� . Ground Surface Elevation: Hole Completion:
� i t25' ❑Monitoring We11 ❑ Piezometer � Abandoned.sealed with bentonite
� surface c«,dai«,s: Gravel Access Road
=:y General yy No. L � L n `� �
' Notes ° &O� '� T °' " �o � >.
��) Ft � cn � cn � cn
� t
` ML Mottled brovm SILT, very loose to loose,wet
_ . �
�:�
2
� �-$ 3 -trace fine sand
_ � 5
i 4
': t
« �� 332 5 -becomes very loose
;. �` a -increase in sand content
_ = s
-pockets of silty sand
�
__ ,t 33�
- 3 8
_ 9
Q
• �-5 �� -becomes wate�bearing
', 4 ��
12
� , 13
, 1: 14
, �-3 15 SM Black silty SAND,very loose to loose, water bearing
5 1&
' �� -12.6%fines
Q
' ` � 16
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0
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g Earrh Consultanrs inc. �oc nn��� B���d��9
� c�rcy�rc-d Fi�girx�a c.-c,�t�sn a Fnvimnn,errai sc�rnn,-�, Renton,Washington
z
. m Proj.Na 3000-11 Own_ GLS Date Feb. 2004 Chedced MGM Date 2J5/04 Ptate A16
` t Subsurface cond�Rions depided represent our observa�ions�the tirie and location of tfiis e�loradory hole.mod'�fied by engir�ering tests.analysis and
�• They are not necessariy�errtalive d other times and locations.We cannd aocept responsb�'Ay for the use or iMerpretation by dhers d
'w�liv.n�!'v�n..ruennl�.v.fh:c I.v.
i
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' Boring Log
��
Projed Narne_ Sheet d
�� IDC Medical Building 2 4
�
� Job No. Logged by. Start Date: Completion Date: Boring No.:
3000-11 MGM 1/20I04 1/20/04 B-6
a DriUing Contador. Drilli�g Method� Sarnpting Method:
—� Gregory Dnlling Mud Rotary SPT
a: i Ground Surface Elevation_ Nole Canpletion:
g, f25' ❑Monitoring Well ❑ Piezane4er � Abandoned,sealed wRh bentonite
.�
� � General W �'�O� L � L n � �° II
a a ..: U
< 3 (��S �%� B�OIN$ � T Q � � ? T
Ff. � �n �n cn
s q
{ 2�-4 < SP-SM Black poorly graded SAND with silt, medium dense,water bearing
` '� 14 ° 21 I
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17 e �
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� 30
42.1 0' -�COfT12S�OOS@
_. �� s °" 31 -trace organic stringers
- 3 D
32
. 1
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33
�
o '' �
t' e a
i � �
' 49-7 35 ML Gray SILT with sand, medium dense,water bearing
13
. 36
` • -trace or anics
3� SP-SM Black poorly graded SAND with silt, medium dense,water bearing
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Gc�ok�clWcalFn�k'sati,Cw^(�kfghL�iFnNrcxinx'rrlltick7itN+ Renton,Washington
_ m Proj.No. 3000-11 Dwn_ GLS Date Feb.2004 Ct�edced MGM Date 2J5/04 �ate A17
� ' Subsurface oorxfitions depicted represent our obsenrations a�the time and location d this e�loraQorY hde,mo�Fied by en9i�erir►9 tests._ana�ysis and
judgmerrt. They are not necessarily�tative d other frnes and locations_We cannot accept respons�blity for the use or iMerpretatan by dhers of
i�i�vsnM'v�n�van�.l�i i+n Ii�ie Irv�
� Boring Log
;�
�o�a r�,e: sr,e� o�
a i IDC Medical Building 3 4
; t Job No. La�ged b�r. StaA Date: Completion Date: Boring No.:
3000-11 MGM 1/20/04 1/20l04 B-6
Dri6ing Cor►tador. Dril6r►g Method: Sampling AAdhod'
- -� Gregory Drilling Mud Rotary SPT
"� i Ground Surfaoe Elevation: Hole Compfetion_
p � t25� ❑Mondoring WeN ❑ Piezometer � Abandoned.sealed with benionite
I
_ e General W
NO. L a L n tn D°
s 1 �� o� B�0'MIS � T y LL W y T
� ) F1 (� t� O t� � tA
�� 27-7 SP-SM Black poorly graded SAND with silt, medium dense,water bearing
_ �6 0
4f ML Gra SILT with sand, medium dense,water bearin
^ ,� 42 MH Gray elastic SILT, soft,water bearing
;i
43
, �
44
_ . 59_7 45
-becomes black,very soft
. � � -trace seashells
. ,
-becomes gray
' 47
: 1
, ;
48
49
. , 50
� 45.9
. � 22 51 ML Dark gray sandy SILT, medium dense,water bearing
52
: '�
53
54
a2.a 55 MH Gray elastic SILT, very soft,water bearing
2
• ,t �
�. 57 -thin silt and fine sand laminae
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�, Earth Consultarits Inc. ��c nn���� B���d��9
� Gcixrci uik'd(-T(lhkty�.Grt�t[ntttin 6 FmAmnnwitel ScYtAl��
_ ; Renton, Washington
�
. , m Froj.No. 3000-11 aMn. GLS o-ale Feb.2004 cnecked NIGM Date 215/04 Plarte A18
. Subsurfaoe condtions depicied r+�xesent our observdtions at the time and location d this e�loratory hole.modified bY engir�eerin9 tests.analysis and
judgmerd. They are not neoessanly re�eserrtative d other fimes and locations.We pnnd accept re,5pons�TilY for the use or irrterpretation by others of
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Boring Log I,
: t �o�cc r�e: sneec a� '
4 ; IDC Medical Building 4 4
Job No. La,�ed by. Start Date: Completion Date: Boring No.: j
' � 3000-11 MGM 1/20l04 1/20/04 B-6 ��
Drilling Contador. Drilling Method: Sampling Method:
_ _ Gregory Drilling Mud Rotary SPT
_ Ground Surface ElevaGon: Hole Completion_
sf
f25' ❑MonQoring Well ❑ Piezometet � Abandoned,sealed wi[h bentonite
General yy No. L a L n � a
_ � t�) ��1N$ � � Q LL � ? T
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6 � �-� ML Grades to dark gray sandy SILT, medium dense,water bearing I
_ � 24 �� ,
. � ��,
62 i
: � 63 I
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� ` �2 65 ML Grades to dark gray SILT with sand, medium dense,water bearing
20 '
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31-7 70 ML Grades to black sandy SILT, medium dense,water bearing I
2s ',
. 7�
72 -pockets of clean sand
, �
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74
, +
� 35.8 75
14
76
Boring terminated at 76.5 feet below ebsting grade. Groundwater
� table encountered at 10.0 feet during drilling. Boring backfiiled with
_ _ � bentonite and cuttings.
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Renton,Washington
m Proj_wo. 3000-11 own. GLS Date Feb.2004 Chedced MGM Date 2/5/04 Plate A19
, Subsurfaoe conddions depided represent our obsetvations at Me time and location d this Pa�loratory hole.modfied by�g tests.analysis and
1��• �'Y are not necessanly representa6ue d dher times and locatiorts.We qnnot acoept respon5ibiity for the use or irderpretation by athers d
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�� AP�PENDIX B
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� APPENDIX B
LABORATORY TEST RESULTS
E-3000-11
�
II�
i
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Earth Consultants,Inc-
;
�
k_� Particle Size Distribution Report
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' GRAIN SIZE - mm
%COBBLES %GRAVEL %SANO %SILT %CLAY USCS AASHTO PL lt
0 68.4 31.6 SM
0 0.2 92.3 7_5 SP-SM
0 53.6 46.4 SM
' SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION
�e O p p nu�beer p p 0 O B3:7.5'-SM
Gayish brown silty Sand;21_9°/.moisture
1.5 100.0 100.0 100.0 tl4 100.0 99.8 100.0
- , 3/4 100.0 100.0 100_0 t{8 100.0 99.6 100.0 O 63: 15'-SP-SM
3B 100.0 100.0 100.0 #16 100.0 99.3 100.0 �y��y g�ded Sand with sili,28.�% i
�130 99.7 98.4 99.8 moisture i
�50 99.0 65.2 99.2 I
�100 78.4 19.0 88.5 � g5: I o�-SM ,
' • #�200 31.6 7.5 46.4 �Y'�'�O�'n silry Sand;26.7%moisture '
GRAIN SIZE REMARKS:
�go 0.110 0.278 0.0908 O Tech:ELW
�30 0.I 82
�10 0.110 O Tech:EL�'
COEFFICIENTS
Cc 1.04 G Tech:ELW
Cu 2.52
o Source: Sample No.:B3 Elev./Depth:7_5'
o Source: Sample No.:B3 Elev./Depth: IS'
o Source: Sample No_:BS E]ev./Depth: 10'
EARTH �"�'`:
Projec� IDC Medical Building,Renton
, CONSULTANTS, INC. P ' No.: E-3000-1i Plate Bl
a : Particle Size Distribution Report
9 � C - ` - o g i �
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' GRAIN SIZE- mm
%COBBLES 96 GRAVEL %SAND 96 SILT %CLAY USCS AASHTO PL LL ,
0 87_4 12.6 SM
x 1 SIEVE PERCENT FINER SIEVE PERCENT FINER SOIL DESCRIPTION
inches � �umber � O B6: i 5'-SM
- ' s¢e s¢e Black silty Sand;29.3%moisture
I.S 100.0 #4 100.0
� : 3/4 100.0 f�8 100.0
3/8 100.0 1116 100_0
, il30 99.9
tl50 95.0
#l00 50.6
` ; �200 12.6
� GRAIN SIZE REMARKS:
. 1 Dgp Q_�75 O Tech:ELW
. �
�3p 4.104
�10
. COEFFICiENTS
c�
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o Source: Sample N�.: Bf, Elev./Depth: 15'
EARTH �"�`:
Project: IDC Medical Building,Renton
CONSULTANTS, INC. p�o'ectNo.: E-3000-11 P�e B2
- i
DISTRIBUTION
E-3000-11
8 Copies IDC Oakesdale LLC
c/o Collins Woerman
777 - 108�' Avenue Northeast, Suite 400
• Bellevue, Washington 98004-5118
Attention: Ms. April Harr
, .
Earth Consullants,Inc.
Earth Consultants, �IIC., a subsidiary
of U.S. taboratories, Inc., is a consulting geotechnical,
environmental, and materials engineering firm
specializing in providing high quality services, which '
are economical and responsive. Our muftidisciplined .
approach includes a broad base of services which include:
• Geotechnical
Engineering -
• Earthwork -
Observation
& Testing
Services
• Geological
Services -
• Laboratory
Testing: .
Construction
Materials
Engineering -
& Inspection
• Environmental
Services