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® Water Utility Building Division
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ProJ'ect: J 7 9
Location: �P U S Claim
Attached please find copies of:
IN PERMIT BILLS OF SALE
NO RECEIPT COST DATA INVENTORY
® LETTER OF SPECIAL BILLING EASEMENTS)
® STUB SERVICE AGREEMENT COPY OF AS-BUILT
PRECON NOTES
1
® PRECON ATTENDEES
DRAINAGE REPORT
MEMO-WATER BREAKDOWN
MAP WITH NEW MAINS AND VALVES
0 OTHER
From:
Date: _
C:TB:?UCON:DISTFRM
TERRA ASSOCIATES, Inc.
Consultants in Geotechnical Engineering, Geology
and
Environmental Earth Sciences
C[ J OF f ZNTC iJ
1 E C E i V E
is � sJ
September 15, 1995
E?t1B1- Iy,,i4�,,J Project No. T-2939
9
Mr. Arun Bhagat
AKB Consulting Engineers
875 - 140th Avenue NE, Suite 201
Bellevue, Washington 98005
Subject: Pacific Medical Center Parking Lot
Carr Road and 98th Street
Renton, Washington
Dear Mr. Bhagat:
As requested, we conducted a geotechnical study for the proposed parking lot adjacent to Pacific Medical Center
in Renton, Washington. The site location is shown on the Vicinity Map, Figure 1. A detail of the project is
shown on the Exploration Location Plan, Figure 2. The existing terrain is generally flat. Final grading plans are
not yet available; however, we expect that minor cuts and fills on the order of five feet will be necessary to
achieve the final grade.
Subsurface Conditions
On July 12, 1995, we excavated five test pits to depths of 4 to 8.5 feet below existing surface grades. The test
pit locations are shown on Figure 2. Detailed descriptions of the subsurface conditions encountered are
presented on the Test Pit Logs, Figures 4 through 6. The moisture content of each sample was measured and is
reported on the Test Pit Logs. Grain size analyses were performed on selected samples. The results of the grain
size analyses are shown on Figures 7 and 8.
Native site soils encountered generally consisted of medium dense to dense weathered glacial till deposits of
silty sand with gravel, and cobbles up to twelve inches in diameter, to the maximum depths explored. Fill was
encountered in Test Pits TP-1, TP-2, and TP-4 overlaying medium dense glacial deposits of silty sand. The fill
was generally six to eight feet deep and consisted of silty sand and gravel. The upper few feet tended to be
inorganic and in a loose to dense state. Organics and debris were encountered at depths of two to four feet and
four to six feet at Test Pits TP-1 and TP-4, respectively. No groundwater seepage was encountered.
12525 Willows Road, Suite 101, Kirkland, Washington 98034 9 Phone (206) 821-7777
Mr. Arun Bhagat
September 15, 1995
Discussion and Recommendations
To prepare the site for construction, vegetation, organic surface soils, and debris should be removed to expose
competent bearing soils. We recommend that organic fills and garbage debris identified at Test Pits TP-1 and
TP-4 be removed. This will require minimum overexcavation depths of four and six feet in the vicinity of these
test pits, respectively. The lateral extent of required removal will need to be determined by observation during
grading activity. If the owner is willing to accept some risk for future pavement subsidence this material could
be left in place beneath the existing granular fill. We recommend that this decision be made during grading
activities when the extent of this material and the condition of the subgrade can be better evaluated.
Prior to placing fill, we recommend proofrolling all exposed surfaces to determine if any isolated soft and
yielding areas are present. If excessively yielding areas are observed, they should be recompacted in-place or
overexcavated to expose firm bearing soil and replaced with structural fill to final grade.
Structural fill should consist of a granular, inorganic soil with a maximum aggregate size of six inches. Native
silty sand and gravel site soils are suitable for use as structural fill provided they can be properly placed and
compacted. However, due to the significant fines (silt and clay size particles) content of the soils, they will be
difficult to compact as structural fill when too wet or too dry. Accordingly, the ability to use the native soils as
structural fill will depend on their moisture content and the prevailing weather conditions at the time site grading
activities take place. Moisture conditioning may be necessary depending on the moisture content of the material
at the time of construction. Moisture conditioning could include drying by aeration during dry %weather
conditions or using an additive such as cement or lime to stabilize the soil.
If aradina activities occur during the wet winter/spring season, the owner should be prepared to import ,vet
weather structural fill. For this purpose, we recommend importing a granular soil which meets the following
grading requirements:
Maximum Agaregate = 6 inches
U.S. Sieve Size Percent Passing
#4 75 maximum
#200 5 maximum"
"based on the 3/4 inch fraction
Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural
fill.
Structural fill should be placed in uniform loose layers no greater than 12 inches thick and compacted to a
minimum of 95 percent of the soil's maximum dry density, as determined by ASTM Test Designation D-698
(Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of
its optimum, as determined by this same referenced ASTM standard.
Project No. T-2939
Page No. 2
Mr. Arun Bhagat
September 15, 1995
Regardless of the degree of relative compaction achieved, the pavement subgrade must be in a firm and
relatively unyielding condition prior to paving. The subgrade should be proofrolled with heavy construction
equipment to verify this condition. We should observe all proofrolling operations to verify stable subgrades.
The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic
conditions to which it will be subjected. For traffic consisting mainly of light passenger and commercial
vehicles with only occasional heavy traffic, and with a stable subgrade prepared as recommended, we
recommend the following pavement sections:
• Two inches of asphalt concrete (AC)over four inches of crushed rock base (CRB)
• Two inches of AC over three inches of asphalt treated base (ATB)
For heavy truck traffic areas, the following sections are recommended:
• Three inches of AC over six inches of CRB
• Three inches of AC over four inches of ATB
The paving materials used should conform to Washington State Department of Transportation (WSDOT)
specifications.
Long-term pavement performance will depend on surface drainage. A poorly-drained pavement section will be
subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their
supporting capability. For improved pavement performance, we recommend surface drainage gradients of no
less than two percent. Also, some longitudinal and transverse cracking of the pavement surface should be
expected over time. Regular maintenance should be planned to seal cracks when they occur.
We appreciate the opportunity to be of service to AKB Consulting Engineers on this project. If you have any
questions o . '�. al information, please call.
" j. SC
Since WAStiiy- .A
C' ,. 'n'
TE SS 9 S \NC.
k
eodor
Principal E
AB Kddgma 6/1 S/`)1 p
Encl: Figure 1 - Vicinity Map
Figure 2 - Exploration Location Plan
Figure 3 - Soil Classification System
Figures 4 through 6 -Test Pit Logs
Figures 7 and 8 - Grain Size Analyses
Project No. T-2939
Page No. 3
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REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1995 EDITION.
VICINITY MAP
TERRA PACIFIC MEDICAL CENTER PARKING LOT
goceotechnical
ASSOCIATES RENTON, WASHINGTON
Consultants Proj. No. 2939 1 Date 7/95 Figure 1
G PRE
511� lTKY tyUI�GINC7 ]%N1�Y
� �' � C��f�1NDlOVF�i: .• '. s � ( � 1 -• — '-. ,Wf}'{-� �'Y TG
�=--1 , ! TP-1 N �� �
l I I ( I III ( ( ( TP-2
7 APPROXIMATE SCALE
r 60 0 60 120 feet
I
L — I TP-3
l
LEGEND:
- TP-4 APPROXIMATE TEST PIT LOCATION
11 � 11111 {
r TP-5
REFERENCE:
j PROPOSED SITE PLAN PROVIDED BY PACIFIC MEDICAL
/ a CENTER, JOB No. 95-01 , SHEET No. 4, DATED 6/8/95.
ra
"' ` EXPLORATION LOCATION PLAN
`" • '° ""'"" `� TERRA PACIFIC MEDICAL CENTER PARKING LOT
RoGectechnical
ASSOCIATES RENTON, WASHINGTON
Consultants Proj. No. 2939
Date 7/95 2
MAJOR DIVISIONS LETTER GRAPH TYPICAL DESCRIPTION
SYMBOL SYMBOL
GRAVELS Clean GW CD Well-graded gravels, gravel-sand mixtures, little
Gravels .Q•q• or no fines.
J (less than •• • • • •1 Poorly-graded gravels, gravel-sand mixtures, little
m ai More than G P . • • . .. .
0 _7 50% of coarse 5/ fines) • , or no fines.
0 fraction is GM Silty gravels, gravel-sand-silt mixtures, non-
e a) i larger than No. Gravels G plastic fines.
w E N 4 sieve. with fines GC Clayey gravels, gravel-sand-clay mixtures, plastic
Q o 00 fines.
o Ln N SANDS Clean SW Well-graded sands, gravelly sands, little or
Sands j no fines.
L`' z
More than (less than `>= Poorly-graded sands or gravelly sands, little
Q n3 50% of coarse 5/o fines) SP >` or no fines.
0 Y fraction is
U o smaller than SM Silty sands, sand-silt mixtures, non-plastic fines.
No. 4 sieve. Sands
with fines
SC / Clayey sands, sand-clay mixtures, plastic fines.
ai Inorganic silts and very fine sands, rock flour, silt or
L N SILTS AND CLAYS ML y
� clayey fine sands or clayey silts v;rth slight plasticity.
I Inorganic cla s of low *,0 medium plasticity, gravelly
O m(n Liquid limit is less than 50% CL clays, sandy clays, silty clays, lean clays.
E
LU ,o
zocv OL Ilil'liii�'�il'iy Organic silts and organic clays of low plasticity.
Ln
Q o
< m Z SILTS AND CLAYS i Inorganic silts, micaceous or diatomaceous fine
O L. ca M H I sandy or silty soils, elastic.
Lu B I
z 0 Liquid limit is greater than 50% CH Inorganic clays of high plasticity, fat clays.
LL m
E Organic clays of medium to high plasticity,
U) OH
organic silts.
HIGHLY ORGANIC SOILS PT %^' Peat and other highly organic soils.
DEFINITION OF TERMS AND SYMBOLS
Standard Penetration T 2" OUTSIDE DIAMETER SPLIT
LU Density Resistance in Blows/Foot ! SPOON SAMPLER
0 Very loose 0-4 T 2.4" INSIDE DIAMETER RING SAMPLER
Loose 4-10 OR SHELBY TUBE SAMPLER
0 Medium dense 10-30 P SAMPLER PUSHED
z Dense 30 50 * SAMPLE NOT RECOVERED
< Very dense >50
Q WATER LEVEL (DATE)
O WATER OBSERVATION STANDPIPE
Standard Penetration C TORVANE READINGS, tsf
} Consistency Resistance in Blows/Foot qu PENETROMETER READING, tsf
Very soft 0-2 W MOISTURE, percent of dry weight
o Soft 2-4 pcf DRY DENSITY, pounds per cubic foot
J Medium stiff 4-8 ILL LIQUID LIMIT, percent
Stiff 8-16
Very stiff 16-32 PI PLASTIC INDEX
Hard >32 N STANDARD PENETRATION, blows per foot
SOIL CLASSIFICATION SYSTEM
TERRA PACIFIC MEDICAL CENTER PARKING LOT
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2939 Date 7/95 Figure 3
Test Pit No. TP-1
Logged by: ABK
Approximate Elev. 150
Date: 7/12/95
Depth USCS/ W
Graph Soil Description
SM FILL: Brown silty SAND and GRAVEL, fine to coarse, medium dense,
GM moist, scattered organics, 3 foot diameter boulder at 2 feet. 11 F7
FILL: Brown silty SAND, fine, loose to medium dense, intermixed
with occasional dark lenses of organics or debris.
5 FILL: Brown and rust-mottled silty SAND, fine, little fine to coarse 15
SM gravel, medium dense, moist.
Dark topsoil seams near 8 feet.
SM Gray and rust-mottJed silty SAN medium dense moist to very moist
10 Bottom of test pit at depth 8.5 feet.
No groundwater seepage encountered.
15
Test Pit No. TP-2
Logged by: AEK
Approximate Elev. 165
Date: 7/12/95
Depth
(ft.) USCS/ W
Graph Soil Description
0 p
FILL: Brown SAND and GRAVEL with SILT, fine to coarse, cobbles
• to 8 inch diameter, loose to medium dense, moist, top 2 feet near 8
SP/ • gravel road is dense.
GP i'•
• Few roots from 4 to 5 feet.
5 ' . . . .
IV andrUSt-MottJ,-j Silty SAND. P 'um den,;-
. moiqt-
Bottom of test pit at depth 6.5 feet.
10 No groundwater seepage encountered.
15
TEST PIT LOGS
TERRA PACIFIC MEDICAL CENTER PARKING LOT
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T 2939 Date 7/95 Figure 4
Test Pit No. TP-3
Logged by: ABK
Approximate Elev. 164
Date: 7/12/95
Depth USCS/ W
Graph Soil Description �d0
0
8 inches forest duff.
SM Reddish-brown silty SAND with GRAVEL, fine to coarse, 9
loose, grades to medium dense, moist.
5 SM i Gray and rust-mottled silty SAND, fine, medium dense to dense,
moist, occasional cobbles.
Bottom of test pit at depth 6 feet.
No groundwater seepage encountered.
10
15
Test Pit No. TP-4
Logged by: ABK
Approximate Elev. 160
Date: 7/12/95
Depth
USCS/
(ft.) Graph Soil Description (Wl
0 Lwi� FILL: Brown silty SAND and GRAVEL, fine sand, fine to coarse
S/MI gravel, loose, moist, roots to 3 feet. 11
i.
5 FILL: Black decaying garbage, loose, very moist, strong odor, 75
unit is not a consistant thickness (tapers out in test it
7SM rav si tv SAND. tine to medium, me ium dense. very moist. 18
Bottom of test pit at depth 6 feet.
No groundwater seepage encountered.
10
15
TEST PIT LOGS
TERRA PACIFIC MEDICAL CENTER PARKING LOT
RENTON, WASHINGTON
ASSOCIATES
9
Geotechnical Consultants
Proj. No. T-2939 Date 7/95 Figure 5
Test Pit No. TP-5
Logged by: ABK
Approximate Elev. 178
Date: 7/12/95
Depth USCS/
(ft.) Graph Soil Description
W
0 8 to 12 inches forest duff. Light gray-brown silty SAND with GRAVEL
SM MI fine sand, fine to coarse gravel, medium dense, slightly moist,
cobbles to 4 inch diameter. Weathered Till 7
nGM
Brown and rust-mottled silty SAND and GRAVEL, fine to coarse,
dense, moist, cobbles to 12 inch diameter. (Weathered Till)
5 Bottom of test pit at depth 4 feet.
No groundwater seepage encountered.
10
15
TEST PIT LOGS
TERRA PACIFIC MEDICAL CENTER PARKING LOT
•=' ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2939 Date 7/95 Rgure 6
SIEVE ANALYSIS r HYDROMETER ANALYSIS
SIZE OF OPENING IN INCHES NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM
N
\ 00 to I- r7 N
d-00 (V CO r) 04 _
N \\\\ \ O O (D O (D C)C. O O O 0 0 O O O O O M)rA r''f .r N �' to N
100^ 0
�;. 90 —- - — 10
o
D
s W M 80 20
(n �U m — -
- 0 �7
a _n D n 70 - 30 m
D z
c 60 40
o O
h � �
cn z D
50 - 50 can
_ m
co -
40 60 CD
m — — —
0. D = 30 —— — _— 70 m
G7
n n 20 _- 80
CA
z M D t0 — - - 90
0> Z — _-_-
Z J— DO O O O O O O O O 00 co It r ) N CO to � rM CV �CO ro <r r ) N ---to w d M N 100
En =(7 N C. 0 o m to .r N o 0 0 0 0 0 0 0 0 0 0 0
ZD GRAIN SIZE IN MILLIMETERS o
z� D COBBLES COARSE EINE COARSE MEDIUM FINE FINES
A ANQ
Tl
(DD �
z Key Boring or Depth Moisture
z y Test Pit (ft.) U�CS Description Content (%) LL PL
r— ® TP-1 1.5 SM silty SAND and GRAVEL
0 TP-2 2 SP—GP SAND and GRAVEL_ with silt
SIEVE ANALYSIS HYDROMETER ANALYSIS
SIZE OF OPENING IN INCHES NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM
N
\ _
\\\\ \ O O O O O O O `t M N O O O O O O
c0 .t r7 N .— r7 u) — r') mod- N d- c0 N O O O O 0 0 O O O O O
100
0
r. 90 10
� :�..
co
O
SU
W M 80 20
O �U m
o n D n 70 30 rnT,
m z
60
40 C7
z �
50 50 (/)
m
40 60 UD
m
�. D = 30 70 fM
(7
0 2
n 20 80
cWo
Z p D 10 90
o p D Z
0
f— O O CDCDCD O CD O CD co c0 r0 N '— 00 (D <t r) N 700 (0 �t r) N �co c0 <t r') N _�OO
O CD CD00 c0 d- M N O O O O O O O O CD O CD
D Z m M N GRAIN SIZE IN MILLIMETERS
N =m ZI COARSE FINE
FINE COARSE MEDIUM F
z� D COBBLES AND FINES
I GRAVEL
�-o <
�l O D C/)
z M cn Key Boring or Depth USCS Description Moisture LL PL
z Test Pit (ft.) Content (%)
c�
00 r0 • TP-3 2 SM silty SAND with gravel
0 TP-5 1.5 SM silty SAND with gravel
TERRA ASSOCIATES, Inc. `�
Consultants in Geotechnical Engineering, Geology „
and
Environmental Earth Sciences JEC & '7 lj95
DEVELOPMENT
OF ReNTON
September 15, 1995
Project No. T-2939
Mr. Arun Bhagat
AKB Consulting Engineers
875 - 140th Avenue NE, Suite 201
Bellevue, Washington 98005
Subject: Pacific Medical Center Parking Lot
Carr Road and 98th Street
Renton, Washington
Dear Mr. Bhagat:
As requested, we conducted a geotechnical study for the proposed parking lot adjacent to Pacific Medical Center
in Renton, Washington. The site location is shown on the Vicinity Map, Figure 1. A detail of the project is
shown on the Exploration Location Plan, Figure 2. The existing terrain is generally flat. Final grading plans are
not yet available; however, we expect that minor cuts and fills on the order of five feet will be necessary to
achieve the final grade.
Subsurface Conditions
On July 12, 1995, we excavated five test pits to depths of 4 to 8.5 feet below existing surface grades. The test
pit locations are shown on Figure 2. Detailed descriptions of the subsurface conditions encountered are
presented on the Test Pit Logs, Figures 4 through 6. The moisture content of each sample was measured and is
reported on the Test Pit Logs. Grain size analyses were performed on selected samples. The results of the grain
size analyses are shown on Figures 7 and 8.
Native site soils encountered generally consisted of medium dense to dense weathered glacial till deposits of
silty sand with gravel, and cobbles up to twelve inches in diameter, to the maximum depths explored. Fill was
encountered in Test Pits TP-1, TP-2, and TP-4 overlaying medium dense glacial deposits of silty sand. The fill
was generally six to eight feet deep and consisted of silty sand and gravel. The upper few feet tended to be
inorganic and in a loose to dense state. Organics and debris were encountered at depths of two to four feet and
four to six feet at Test Pits TP-1 and TP-4, respectively. No groundwater seepage was encountered.
12525 Willows Road, Suite 101, Kirkland, Washington 98034 9 Phone (206) 821-7777
Mr. Arun Bhagat
September 15, 1995
Discussion and Recommendations
To prepare the site for construction, vegetation, organic surface soils, and debris should be removed to expose
competent bearing soils. We recommend that organic fills and garbage debris identified at Test Pits TP-1 and
TP-4 be removed. This will require minimum overexcavation depths of four and six feet in the vicinity of these
test pits, respectively. The lateral extent of required removal will need to be determined by observation during
grading activity. If the owner is willing to accept some risk for future pavement subsidence this material could
be left in place beneath the existing granular fill. We recommend that this decision be made during grading
activities when the extent of this material and the condition of the subgrade can be better evaluated.
Prior to placing fill, we recommend proofrolling all exposed surfaces to determine if any isolated soft and
yielding areas are present. If excessively yielding areas are observed, they should be recompacted in-place or
overexcavated to expose firm bearing soil and replaced with structural fill to final grade.
Structural fill should consist of a granular, inorganic soil with a maximum aggregate size of six inches. Native
silty sand and gravel site soils are suitable for use as structural fill provided they can be properly placed and
compacted. However, due to the significant fines (silt and clay size particles) content of the soils, they will be
difficult to compact as structural fill when too wet or too dry. Accordingly, the ability to use the native soils as
structural fill will depend on their moisture content and the prevailing weather conditions at the time site grading
activities take place. Moisture conditioning may be necessary depending on the moisture content of the material
at the time of construction. Moisture conditioning could include drying by aeration during dry weather
conditions or using an additive such as cement or lime to stabilize the soil.
If grading activities occur during the wet winter/spring season, the owner should be prepared to import wet
weather structural fill. For this purpose, we recommend importing a granular soil which meets the following
grading requirements:
Maximum Aggregate = 6 inches
U.S. Sieve Size Percent Passing
#4 75 maximum
#200 5 maximum*
*based on the 3/4 inch fraction
Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural
fill.
Structural fill should be placed in uniform loose layers no greater than 12 inches thick and compacted to a
minimum of 95 percent of the soil's maximum dry density, as determined by ASTM Test Designation D-698
(Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of
its optimum, as determined by this same referenced ASTM standard.
Project No.T-2939
Page No. 2
Mr. Arun Bhagat
' September 15, 1995
Regardless of the degree of relative compaction achieved, the pavement subgrade must be in a firm and
relatively unyielding condition prior to paving. The subgrade should be proofrolled with heavy construction
equipment to verify this condition. We should observe all proofrolling operations to verify stable subgrades.
The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic
conditions to which it will be subjected. For traffic consisting mainly of light passenger and commercial
vehicles with only occasional heavy traffic, and with a stable subgrade prepared as recommended, we
recommend the following pavement sections:
• Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB)
• Two inches of AC over three inches of asphalt treated base (ATB)
For heavy truck traffic areas, the following sections are recommended:
• Three inches of AC over six inches of CRB
• Three inches of AC over four inches of ATB
The paving materials used should conform to Washington State Department of Transportation (WSDOT)
specifications.
Long-term pavement performance will depend on surface drainage. A poorly-drained pavement section will be
subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their
supporting capability. For improved pavement performance, we recommend surface drainage gradients of no
less than two percent. Also, some longitudinal and transverse cracking of the pavement surface should be
expected over time. Regular maintenance should be planned to seal cracks when they occur.
We appreciate the opportunity to be of service to AKB Consulting Engineers on this project. If you have any
questions a] information, please call.
®
Since
41 ' O
TE SS E S? NC.
eodo
Principal b
AB 671811�i
Encl: Figure 1 - Vicinity Map
Figure 2 - Exploration Location Plan
Figure 3 - Soil Classification System
Figures 4 through 6 - Test Pit Logs
Figures 7 and 8 - Grain Size Analyses
Project No.T-2939
Page No. 3
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REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1995 EDITION.
VICINITY MAP
EOGeotechnical
TERRA PACIFIC MEDICAL CENTER PARKING LOT
ASSOCIATES RENTON, WASHINGTON
Consultants Proj. No. 2939 Date 7/95 Figure 1
aoNoIt YY
/5
SITTI--1%NTf�Y �I I�INC� > N1Y
I �f�tiN� TP-1 N ui%W 1'gr�riNr�l.a>— � �vJ1.t?lNG�
I I I III ( l TP-2(
� I
APPROXIMATE SCALE
60 0 60 120 feet
I �
— I I TP-3
LEGEND:
APPROXIMATE TEST PIT LOCATION
TP-4
TP-5
�l�►`�G�O� 1'KO��T( fiO
-- — — — -- --may K-f-Mk(N v N>�v�l.r��v — — — — —
REFERENCE:
PROPOSED SITE PLAN PROVIDED BY PACIFIC MEDICAL
so�.t ED00 n., CENTER, JOB No. 95-01 , SHEET No. 4, DATED 6/8/95.
EXPLORATION LOCATION PLAN
TERRA PACIFIC MEDICAL CENTER PARKING LOT
1 ASSOCIATES RENTON, WASHINGTON
9OGeotechnical Consultants Proj. No. 2939 Date 7/95 TFigure 2
MAJOR DIVISIONS LETTER GRAPH TYPICAL DESCRIPTION
SYMBOL SYMBOL
GW
GRAVELS
Clean P; O.•G Well-graded gravels, gravel-sand mixtures, little
�- Gravels .Q•q• . or no fines.
a3
cn na (less than ••• • •• Poorly-graded gravels, gravel-sand mixtures, little
-� co ai /o 5 fines)More than o GP ••• • ••
or no fines.
O = 50% of coarse
C c fraction is GM Silty gravels, gravel-sand-silt mixtures, non-
Q a) > larger than No. Gravels plastic fines.
zN 4 sieve. with fines GC Clayey gravels, gravel-sand-clay mixtures, plastic
Q a o fines.
N SANDS Clean Well
sands, gravelly sands, little or
`O Sands SW no fines.
w c
0
Cc z (less than ':'` >' ' `> Poorly-graded sands or gravelly sands, little
More than I:>::::::
Q 0 5% fines) SP ..........:......:, or no fines.
50% of coarse E::;:::::::::>::>::::::::>::»?:::::<.
..
O m r fraction is
U `o `' smaller than S M Silty sands, sand silt mixtures, non plastic fines.
To
No. 4 sieve. Sands
with fines
SC Clayey sands, sand-clay mixtures, plastic fines.
..NNE.
N SILTS AND CLAYS ML Inorganic silts and very fine sands_, rock flour, silty or
J_ N
clayey fine sands or clayey silts with slight plasticity.
U > Inorganic clays of low to medium plasticity, gravelly
m`a Liquid limit is less than 50% C L clays, sandy clays, silty clays, lean clays.
E
a'0 OL Organic silts and organic clays of low plasticity.
LO
< mZ SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine
CO sandy or silty soils, elastic.
CO
w 0�
z 5 — Liquid limit is greater than 50% CH Inorganic clays of high plasticity, fat clays.
OH i Organic clays of medium to high plasticity,
organic silts.
HIGHLY ORGANIC SOILS PT Peat and other highly organic soils.
DEFINITION OF TERMS AND SYMBOLS
J Standard Penetration 2" OUTSIDE DIAMETER SPLIT
w Density Resistance in Blows/Foot I SPOON SAMPLER
� Very loose 04 2.4" INSIDE DIAMETER RING SAMPLER
Loose 4-10 OR SHELBY TUBE SAMPLER
Medium dense 10-30 P SAMPLER PUSHED
Dense 30-50 * SAMPLE NOT RECOVERED
Very dense >50Cl) Q WATER LEVEL (DATE)
n WATER OBSERVATION STANDPIPE
Standard Penetration C TORVANE READINGS, tsf
Consistency Resistance in Blows/Foot q u PENETROMETER READING, tsf
U Very soft 02 W MOISTURE, percent of dry weight
o Soft 2-4 pcf DRY DENSITY, pounds per cubic foot
J Medium stiff 4-8 LL LIQUID LIMIT, percent
Stiff 8-16
`n Very stiff 16-32 PI PLASTIC INDEX
Hard >32 N STANDARD PENETRATION, blows per foot
SOIL CLASSIFICATION SYSTEM
.
_ _
........... TERRA PACIFIC MEDICAL CENTER PARKING LOT
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2939 Date 7/95 Figure 3
Test Pit No. TP-1
Logged by: ABK
Approximate Elev. 150
Date: 7/12/95
Depth USCS/ W
(ft.) Graph Soil Description
0 SM FILL: Brown silty SAND and GRAVEL, fine to coarse, medium dense,
GM moist, scattered organics, 3 foot diameter boulder at 2 feet. 11
FILL: Brown silty SAND, fine, loose to medium dense, intermixed
with occasional dark lenses of organics or debris.
5 FILL: Brown and rust-mottled silty SAND, fine, little fine to coarse 15
SM gravel, medium dense, moist.
Dark topsoil seams near 8 feet.
SM Grav and rust-rnottJed silty SAND, medium dense,moist to very moist,
10 Bottom of test pit at depth 8.5 feet.
No groundwater seepage encountered.
15
Test Pit No. TP-2
Logged by: ABK
Approximate Elev. 165
Date: 7/12/95
Depth
eft ) USCS/ Soil Description W
Graph
escrpton o,
0 ��
FILL: Brown SAND and GRAVEL with SILT, fine to coarse, cobbles
• to 8 inch diameter, loose to medium dense, moist, top 2 feet near 8
' gravel road is dense.
SP GP'
i' . . . .
Few roots from 4 to 5 feet.
5
SMU."rust-rnottJpd silty SAND. rnpdiurn dense, moist.
Bottom of test pit at depth 6.5 feet.
No groundwater seepage encountered.
10
15
TEST PIT LOGS
TERRA PACIFIC MEDICAL CENTER PARKING LOT
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2939 Date 7/95 Figure 4
Test Pit No. TP-3
Logged by: ABK
Approximate Elev. 164
Date: 7/12/95
Depth USCS/ W
(ft.)
Graph Soil Description
0
8 inches forest duff.
SM Reddish-brown silty SAND with GRAVEL, fine to coarse, 9
loose, grades to medium dense, moist.
5 Gray and rust-mottled silty SAND, fine, medium dense to dense,
SM moist, occasional cobbles.
Bottom of test pit at depth 6 feet.
No groundwater seepage encountered.
10
15
Test Pit No. TP-4
Logged by: ABK
Approximate Elev. 160
Date: 7/12/95
Depth
(ft.) USCS/ W
Graph Soil Description
0
FILL: Brown silty SAND and GRAVEL, fine sand, fine to coarse
SM gravel, loose, moist, roots to 3 feet. 11
GM
FILL: Black decaying garbage, loose, very moist, strong odor, 75
5 unit is not a consistant thickness to ers out in test it
SM rav siltyine to me ium me ium ense very moist. 18
Bottom of test pit at depth 6 feet.
No groundwater seepage encountered.
10
15
TEST PIT LOGS
TERRA PACIFIC MEDICAL CENTER PARKING LOT
RON
ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants Proj. No. T-2939 Date 7/95 Figure 5
Test Pit No. TP-5
Logged by: ABK
Approximate Elev. 178
Date: 7/12/95
Depth USCS/ W
(ft.) Graph Soil Description
8 to 12 inches forest duff. Light gray brown silty SAND with GRAVEL
SM fine sand, fine to coarse gravel, medium dense, slightly moist,
cobbles to 4 inch diameter. (Weathered Till) 7
"' SM Brown and rust-mottled silty SAND and GRAVEL, fine to coarse,
GM dense, moist, cobbles to 12 inch diameter. (Weathered Till)
rJ Bottom of test pit at depth 4 feet.
No groundwater seepage encountered.
10
15
TEST PIT LOGS
TERRA PACIFIC MEDICAL CENTER PARKING LOT
NON ASSOCIATES RENTON, WASHINGTON
Geotechnical Consultants
Proj. No. T-2939 Date 7/95 Rgure 6
SIEVE ANALYSIS HYDROMETER ANALYSIS
SIZE OF OPENING IN INCHES NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM
N
N \\\\ \ O O O O O O O O O O CD O CD O cm) O CDc0 d- M CV .-- r7 10 r7 d' (V d� cA � N
100� 0
;.. 90 10
cD
0
CD
U) M 80 20
FT
O :U FT'
c) n D n 70 30 m
m
D Z �
M 60 40 n co Z
50 50 cf)
tTI
< 40 60 CD
-v rTI
30 ZO _m
o � _
C7 20 80
co
CA
CO
z D 10 90
—
o D> z
`D z r— U) 0 �100
N 00 0 0 00 CD (00 O CD CD O 00 c0 �- M N 00 c0 � r7 C 4 '-00 c0 -.0- M N 00 c0 �t � N
C 0 0 O O O O O 0 0 O O
C M m r7 N .-- CDO O O O
Dz GRAIN SIZE IN MILLIMETERS
=m ZI COARSE FINE COARSE MEDIUM FINE
z;;aD COBBLES ANQ FINES
� OWN
Key Boring or Depth USCS Description Moisture ILL PL
z Test Pit (ft.) Content (%)
c�
o • TP-1 1.5 SM silty SAND and GRAVEL
0 TP-2 2 SP—GP SAND and GRAVEL with silt
SIEVE ANALYSIS HYDROMETER ANALYSIS
SIZE OF OPENING IN INCHES NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM
N
N \\\\ \ O O O O CD O O O O O O O
c0 it r7 N r7 r7 .t cV d. (0 N O O O O O O O O O O O
100 0
90 10
0
co
D -�
(n M 80 20
�10 7 rn
O �U
c� n D n 70 30 ,n
� D
rrl
60 Z
o m rn 40 c7
� z �
50 - 50
r7
< 40
60 a7
� rn
�• D = 30
70 rn
T1
C7 20 80
z D 10 90
o 0 D Z
° 100
n N O CD O 00 cO � O CD O (p d' t) N a0 cp d r7 CV 00 c� t r� N 00 cD d- M N
C rn rn 0 0 0 0 O O O O 0 0 O
>zD GRAIN SIZE IN MILLIMETERS CD
Z D COBBLES COARSE FINE COARSE MEDIUM FINE FINES
GRAVEL_ AN
0
O D �
-.1
n z cn Key escr
Boring or Depth USCS Dip tion Moisture
z Test Pit (ft.) Content (%) LL PL
c�
CO rno • TP-3 2 SM silty SAND with gravel
0 TP-5 1.5 SM silty SAND with gravel