HomeMy WebLinkAboutGeological Assessment for COM2008-00073 - COM Engineering / Geo-Tech Reports - 4/17/2008 C r, 0
Mason County Review Checklist
For a Geological Assessment
Instructions:
This checklist is intended to assist Staff in the review of a Geological Assessment. The
Assessment is reviewed for completeness with respect to the Resource Ordinance. If an item is
found to be not applicable, the report should explain the basis for the conclusion. The
Assessment is also reviewed for clarity and consistency. If the drawings, discussion, or
recommendations are not understandable, they should be clarified. If they do not appear
internally consistent or consistent with the application or observations on site, this needs to be
corrected or explained. If resolution is not achieved with the author, staff should refer the case to
the Planning Manager or Director.
Applicant's Name:_Rick Kruger_(Harrison Urgent Care-Romance Hill)
Permit# _COM2008-00073 Parcel# 123325 090040
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Date(s)of the Document(s)reviewed:_April 17,2008
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(1) A discussion of geologic conditions in the general vicinity of the
proposed development,with geologic unit designation based on
!, referenced maps.
OK?—X—Comment:
(2) (a)A discussion of the ground water conditions at the site,
OK? X Comment:
(b) A discussion of the estimated depth to water
OK? X Comment:
(c) A discussion of the quantity of surface seepage
OK?—X—Comment: None See on Site
(d) A discussion of the upslope geomorphology
OK? X Comment:
(e) A discussion of location of upland waterbodies and wetlands.
OK? X Comment: None Seen
(3) The approximate depth to hard or dense competent soil, e.g. glacial till or outwash sand.
OK? X Comment:
(4) A discussion of any geomorphic expression of past slope instability(presence of
hummocky ground or ground cracks, terraced topography indicative of landslide block
movement, bowed or arched trees indicating downslope movement, etc.).
OK? X_Comment:
(5) A discussion of the history of landslide activity in the vicinity, as available in the
referenced maps and records.
OK? X_Comment:
(6) An opinion on whether the proposed development is within the landslide hazard area or
its associated buffer or setback and the potential for landslide activity at the site in light of
the proposed development.
OK? X_Comment:
(7) A recommendation by the preparer whether a Geotechnical Report should be required to
further evaluate site conditions and the development of the subject property.
proposed P
OK?_X_Comment:
(8) If the presence of a hazard is determined within 300 feet of the proposed development,
then the following are delineated on a geologic map/site map:
(a) the area of the proposed development,
OK?—X—Comment:
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Page 1 of 2 Form Effective June 2008
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(b) the boundaries of the landslide hazard area (top, both sides, and toe),
OK?_X__Comment: Not Applicable
(c) the associated buffers (top, both sides, and toe)
OK?_X_Comment: Not Applicable
(d) building or other setbacks(top, both sides, and toe).
OK?_X_Comment: _Not Applicable
(9) A site map drawn to scale showing the property boundaries, scale, north arrow, and the
location and nature of existing and proposed development on the site.
OK? X Comment: Figure 2
Are the Document(s)signed and stamped?_YES_
Type and#of License:_State of Washington-Licensed Geologist__#2439_
If not approved,what is the next action/recommendation for further action?
The above Geo-Assessment Report for the Harrison Urgent Care on Romance Hill is
complete and addresses all the necessary criteria required for a Geo-Assessment,
recommend approval.
Reviewed by_James Scholz—, on_July 14, 2008 ._
Time spent in review:_one hour
SECOND REVIEW/UPDATE:
Reviewed by , on
Time spent in second review:
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THIRD REVIEW/UPDATE:
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` Reviewed by , on
Time spent in third review:
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Disclaimer: Mason County does not certify the quality of the work done in this Geological
Assessment
Page 2 of 2 Form Effective June 2008
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Mason Countv Department of Community Development
Submittal Checklist For a Geological Assessment
lnstructlons:
This checklist must be submitted with a Geological Assessment and completed,signed, and
stamped by the licensed professionals)who prepared the Geological Assessment for review by
Mason County pursuant to the Mason County Resource Ordinance. If an item found to be not
applicable,the report should explain the basis for the conclusion.
Applicant/Owner RZ CK k Q U g G K Parcel# /2 33 6t-'0 10 0q
Site Address PT'A7E H WY 3 1 P-0M AN t.E HZ -L- t20.; 9C-LfAT9—X 4AgB!5Lg
(1) A discussion of geologic conditions in the general vicinity of the
proposed development,with geologic unit designation based
on referenced maps.
Located on page(s) (o
(2) (a)A discussion of the ground water conditions at the site,
Located on page(s) -7-
(b) A discussion of the estimated depth to water
Located on page(s) -?"
(c) A discussion of the quantity of surface seepage
Located on page(s) M,TT-E n7
(d) A discussion of the upslope geomorphology
Located on page(s) 5
(e) A discussion of location of upland waterbodies and wetlands.
Located on page(s) A JAT SCCN
(3) The approximate depth to hard or dense competent soil,e.g.glacial till or outwash sand.
Located on page(s) T-
(4) A discussion of any geomorphic expression of past slope instability(presence of
hummocky ground or ground cracks,terraced topography indicative of landslide block
movement,bowed or arched trees indicating downslope movement,etc.).
Located on page(s) "+
(5) A discussion of the history of landslide activity in the vicinity, as available in the
referenced maps and records.
Located on page(s) '9L
(6) An opinion on whether the proposed development is within the landslide hazard area or
its associated buffer or setback and the potential for landslide activity at the site in light of
the proposed development.
Located on page(s) -
(7) A recommendation by the preparer whether a Geotechnicai,Report should be required to
further evaluate site conditions and the proposed development of the subject property.
Page 1 of 2 Form Effective June 2008
Located on page(s) O
(8) If the presence of a hazard is determined within 300 feet of the proposed development,
then the following are delineated on a geologic map/site map:
(a) the area of the proposed development,
Located on Map(s) 2,4 rY 2
(b) the boundaries of the landslide hazard area(top,both sides,and toe),
Located on Map(s) 1\1 A
(c) the associated buffers(top,both sides,and toe)
Located on Map(s) IY A
(d) building or other setbacks(top,both sides,and toe).
II
Located on Map(s) /V q
(9) A site map drawn to scale showing the property boundaries,scale,north arrow,and the
location and nature of existing and proposed development on the site.
Located on Map(s) I,`4 arc 2
0 a wYs...�... hereby certify under
penalty of perjury that I am a civil engineer licensed in the State of Washington with specialized
knowledge of geotechnical/geological engineering or a geologist or engineering geologist
licensed in the State of Washington with special knowledge of the local conditions. I also certify
that the Geological Assessment,dated L/^ / 2 v , and entitled
—I'Y ' 4'.�/ meets all the requirements of the
Mason County Rdsource Ordinance,Landslide Hazard Section, is complete and true,that the
assessment demonstrates conclusively that the risks posed by the landslide hazard can be
mitigated through the included geotechnical design recommendations,and that all hazards are
mitigated in such a manner as to prevent harm to property and public health and safety.
(Signature and Stamp)
•of Weea
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2439
e�8ed Geo�o
CURTIS DEAN CUSHMAN
Disclaimer: Mason County does not certify the quality of the work done in this Geological
Assessment.
Page 2 of 2 Form Effective June 2008
` R E C E IVE . 1
17 h
EW I CCD - PLL-`
GEOLOGICAL ASSESSMENT
HARRISON URGENT CARE
STATE HIGHWAY 3 & ROMANCE HILL RD
BELFAIR WASHINGTON
PREPARED FOR
RICK KRUEGER
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BY
GEOTECHNICAL TESTING LABORATORY, INC.
OLYMPIA, WASHINGTON
APRIL 17, 2008
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GEOTECHNICAL TESTING LABORATORY
CONTACT INFORMATION
l:. PREPARER INFORMATION
GTL PROJECT NUMBER: 08-0095
CONTACT: CURTIS DEAN CUSHMAN
w m:
( ADDRESS: 10011 BLOMBERG STREET SOUTHWEST
OLYMPIA,WASHINGTON 98512
t TELEPHONE: (360)754-4612
FACSIMILE: (360)754-4848
EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET
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( CLIENT INFORMATION
CLIENT: RICK KRUEGER
TELEPHONE: (360)275-9415
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MAILING ADDRESS: P.O.BOX 548
! BELFAIR,WASHINGTON 98528
SITE ADDRESS: STATE Hwy 3&ROMANCE HILL RD
BELFAIR,WASHINGTON 98528
PARCEL NUMBER: 123325090040
GPS LOCATION: N47o 24.1141 W123°09.3351
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10011 Blomberg Street SW,Olympia, WA 98512 2
Phone#: (360)754-4612 Fax#: (360)754-4848
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G EOTECHNICAL TESTING LABORATORY
SCOPE OF UNDERSTANDING
RICK KRUEGER
P.O.Box 548
BELFAIR,WASHINGTON 98528
RE: GEOLOGICAL ASSESSMENT
L-a SITE INFORMATION: STATE Hwy 3&ROMANCE HILL RD
BELFAIR,WASHINGTON 98528
GPS LOCATION: N47o 24.1141 W123o 09.3351
PARCEL NUMBER: 123325090040
Mr. Krueger:
As per your request, we have conducted a geological assessment and analysis for the above-mentioned parcel. A
site reconnaissance was performed on April 2, 2008. The site was drilled on April 4, 2008. The results of this
investigation are to be found in the following assessment. We have provided three copies for your review and
distribution.
- Often, because of design and construction details that occur on a project, questions arise concerning soil
conditions. We are also a full service laboratory that can meet all your building, testing (compaction, asphalt,
concrete), and inspection(rebar,epoxy)needs. We appreciate this opportunity to be of service to you and we look
forward to working with you in the future. If you have any questions concerning the above items, the procedures
used, or if we can be of any further assistance please call us at the phone number listed below.
Was P Y
Res ectfull Submitted,
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GEOTECHNICAL TESTING LABORATORY
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Ineering ti.o�oplu `
2439
c�o'8ed Ge o Curtis D Cushman, L.G., L.E.G.
Senior Engineering Geologist
URTIS DEAN CUSHMAN
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10011 Blomberg Street SW,Olympia, WA 98512 3
Phone#: (360)754-4612 Fax#: (360) 754-4848
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1 GEOTECHNICAL TESTING LABORATORY
TABLE OF CONTENTS
CONTACTINFORMATION...................................................................................................................... 2
UNDERSTANDINGSCOPE OF UN ................................................................................................................ 3
TABLEOF CONTENTS .............................................................................................................................4
PURPOSE....................................................................................................................................................... 5
SITECONDITIONS.......................................................................................................................................... 5
GEOLOGICCONDITIONS................................................................................................................................. 6
GROUNDWATERCONDITIONS......................................................................................................................... 7
DEPTHTO COMPETENT SOIL.......................................................................................................................... 7
PASTSLOPE INSTABILITY .............................................................................................................................. 7
HISTORYOF LANDSLIDE ACTIVITY................................................................................................................ 7
POTENTIALFOR LANDSLIDE ACTIVITY.......................................................................................................... 7
RECOMMENDATIONS..................................................................................................................................... 8
LABANALYSIS.............................................................................................................................................. 9
BORINGLOGS.............................................................................................................................................. 21
VICINITYMAP............................................................................................................................................. 24
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10011 Blomberg Street SW,Olympia, WA 98512 4
Phone#: (360)754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
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PURPOSE
The objective of the geological assessment is to assess the surface and subsurface conditions prevalent at the
Fi. subject site according to Mason County Critical Areas Ordinance 17.01.100.E4. We understand the parcel will be
developed for a commercial building. At the proposed building location, the slope ranges from 2 to 5 percent.
The steepest slope measured onsite is approximately 10 percent with the exception of the engineered road cut
above Hwy 3. Hence,Mason County requires a Geological Assessment.
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SITE CONDITIONS
l The subject site is located at the corner of Hwy 3 and Romance Hill Rd in Belfair, Washington. The parcel is
located in an area of moderate commercial development; see the vicinity map following this report. The site is
currently bounded by Hwy 3 on the west and Romance Hill Rd on the south; residential and commercial parcels
are to the north and south sides. Access occurs from the existing driveway along the southern portion of the site.
Slope angles on this site range from 2 to 5 percent at the existing/proposed building location.
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No slope instability was observed at or around the proposed building location. There is no vegetation on the site
with the exception of sparse grass and shrubs.
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10011 Blomberg Street SW,Olympia,WA 98512 5
Phone#: (360) 754-4612 Fax#: (360)754-4848
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GEOTECHNICAL TESTING LABORATORY
GEOLOGIC CONDITIONS
The Soil Survey of Mason County, Washington, USDA Soil Conservation Service(1960)has mapped the site soils
as Everett gravelly sandy loam,5 to 15 percent slopes(Eh)and it is described as:
This is the most extensive Everett soil. In undisturbed forests 1 to 2 inches of very dark grayish-
brown material, a mixture of needles, leaves, twigs, cones, moss, and roots, covers the surface.
The surface soil is loose, single-grained, pale-brown, gravelly sandy loam, 6 to 8 inches thick.
The upper 2 or 3 inches normally contains aggregates that are slightly hard and redder than the
others in the layer. To depths ranging from 18 to 24 inches, the subsoil is loose, single grained,
light yellowish-brown gravelly sandy loam or gravelly loamy sand. The amount of shot decreases
with depth; in the lower part, only a few shot occur. The subsoil grades to a substratum of
poorly assorted predominantly yellowish-brown sand, gravel, and cobbly material that is
extremely loose and porous. However, in places, this material will stand in banks. The color of
this material is largely determined by the gavel, coarse sand, and cobbles, which are olive gray,
pale olive, yellowish brown, light brownish gray, gray, and dark gray. Many of the cobbles, as
well as much of the gravel, are faintly to moderately stained by iron. The amount of gravel
ranges from about 20 percent to 50 percent in the subsoil to as much as 80 percent in the
substratum. The soil is medium to strongly acid and becomes less acid with depth
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The Geologic Map of Washington — Northwest Quadrant (2002) has mapped the site geology as nonglacial
quaternary alluvium deposits(Qa). The report reads:
( Alluvium: —sorted, combinations of silt, sand, &gravel deposited in streambeds & alluvial fans;
1. surface relatively undissected; locally includes alpine drift, peat lacustrine, landslide, lahar, &
rare loess deposits.
The map: Geologic Conditions related To Waste-Disposal Planning In The Southern Hood Canal Area,
Washington,by R. J. Carson et. Al. (1975)describes the site as follows:
I J Sand and gravel of variable thickness (generally more than S feet or 1.5 meters) overlaying
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glacial till; mostly on the uplands.
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The soils recovered from drilling indicate loose to firm silty sands to gravel. These are mapped as alluvial and
may be so. As an alternative they may be pre-Vashon Outwash) (Qga). There is also the possibility we are
dealing with locally derived fill, especially alongside the buried pipeline at the top of the road cut.
The original soil is irrelevant to the site. This site has been stripped of topsoil and is at the level of underlying
material.
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10011 Blomberg Street SW, Olympia,WA 98512 6
Phone#: (360)754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
GROUNDWATER CONDITIONS
Groundwater seepage was not observed at or near the building location. Wetland vegetation was not observed at
or near the building location. Upon drilling water was encountered at 24 feet in boring one(H-1)and at 19 feet in
boring three(H-3).
DEPTH TO COMPETENT SOIL
The building location is underlain by sandy to gravelly alluvium or possibly pre-Vashon glacial outwash material.
r : This material varies considerably in competence and strength across the site, weaker at holes #1 & 3, stronger at
#2.
PAST SLOPE INSTABILITY
No indication of past instability was discerned at the building location or throughout the site. At the building
location,the slope is between 2 and 5 percent.
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HISTORY OF LANDSLIDE ACTIVITY
Slumping or sliding was not observed throughout the site. At the proposed building location, the surface is
icompact and dense to a T-probe with no indication of previous landsliding.
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POTENTIAL FOR LANDSLIDE ACTIVITY
The property is terraced with low berms of 5 to 10 feet. The slopes approach 35 percent onsite, so the potential for
landslide activity is not a concern for the proposed construction. The engineered bank leading down to Highway
was measured as less than 40 percent. The uphill side of the highway has a pipeline installed, we assume, to
proper engineering standards. The onsite and offsite slopes are not a concern for potential landslide activity.
10011 Blomberg Street SW,Olympia, WA 98512 7
Phone#: (360)754-4612 Fax#: (360)754-4848
h° GEOTECHNICAL TESTING LABORATORY
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The Liquefaction Susceptibility Map of Mason County, Washington by Palmer, Magsino, Poelstra, Bilderback,
17 Folger,and Niggemann(September 2004)maps the site area as having a very low-to-low liquefaction potential.
The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and
Niggemann (September 2004) maps the site area as site class C to D. Site class C to D is a very stiff soil or soft
F" rock.
RECOMMENDATIONS
There is no evidence of soil erosion or deposition onsite to suggest that the site should be included in the Erosion
Hazard Area designation. Site conditions for the development do not warrant a more comprehensive Geotechnical
Report. We recommend no further geotechnical work is needed unless areas of concern are unearthed during
construction or damage ensues from vegetation clearing. To minimize erosion and sedimentation, we recommend
that vegetation remain or be cultivated in areas outside the building location.
If there are any changes in the loads, grades, locations, configurations or types of facilities to be constructed, the
conclusions and recommendations presented in this report may not be fully applicable. If such changes are made,
we should be given the opportunity to review our recommendations and provide written modifications or
verifications,as appropriate.
Changes to the Mason County Code require our firm to revisit the subject site prior to development, if six months
C- has elapsed,to ensure the conditions are in agreement with our original report.
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110011 Blomberg Street SW,Olympia, WA 98512 8
Phone#: (360)754-4612 Fax#: (360) 754-4848
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GEOTECHNICAL TESTING LABORATORY
LAB ANALYSIS
U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 tic N u 'h #4 10 16 20 30 40 50 100 200 0%
100%
90% - -- -- --- - .------- - ------ -- -- ----- - ------ 10%
f80% --- -_-= ----- �----- :-- - ------------- _- - --- 20%
I, ---- -------
;;: -_, __
60% - ------- -- --- --- --- �.,. - - *-- - 0%
- 4
M 50% ------- -- ,
40% - - --- ---r- - '---'� -^ -r- -_ - -----'t----- 60%
30% -q.. -r- -- --- --- r- ---- ---- - --- 70%
20% --- �• -- -r'<-*- - ---s-- -- ----- -• -- ---�-- --- 80% �
---------------
0% 100%
1000 100 10 1 0.1 0.01 0.001
Grain Size in MRineters
' Cobbles Gravels I Sands iSilts Clays
Coarse I Fine I Coarse I Medium I Fine I t
f Date: 0004108 D16= 0.14 %Gravel
l _ Sample#: 435 DID= 0.49 Sp-,X Paoe3y paled Sanawith Sr7t and Grav% 38.97%
Sample ID: Sandwith Silt and Gravel Dao= 4.50 Slee ps %Sand
Source: H-1 Cc= 0.39 No Spea 55.04°%
Project: Harrison Urgent Care Clinic Cv. 32.73 %Moisture 7.0°!0 %Silt&Clay
Client: Rick Krueger Liquid Limit= 0.00 hst Ratio= 5.99%
ASTM#: C-136 Plastic Limit= 0.00 Fineness Moidus Sample Meets Specs
Depth: 5' Plasticity Index= 0.00 4.10 NA
CauseActmal me o=t
i. Section Cmnolative Cumulative Sa ie& Cumulative Cumulative
"'Sieve"Size ; Percent ; Percent 5pec's' Specs Sieve Size Percent ; Percent Secs Specs
P
US Metric i Passing ; Passing Max Min US Metric Passing Passing Max Min
f 6.00" 150.00 1 100.0% ' #4 4.750 61.0% 61.0°!0
4.00" € 100.00 i 100.0% #8 2.360 1 51.3°% 51.3%
3.0 1 75.00 100.0% 1010 2.000 49.0%
2.50" € 63.00 i 100.0% A 1.180 1 43.7% ( 43.7%
2.00" 50.00 100.00) 620 0.850 38.9%
1.75" 1 45.00 i 100.0% #30 0.600 35.3% i 35.3°!0
1.50" 37.50 100.0°l0 : #40 0.425 26.9%
1.25" 31.50 100.0% #50 1 0.300 21.0% 21.0% i
1.00" 25.00 100.0°% ' 100.0% #60 0.250 i 17.6%
70. 1 22.40 95.9% {e0 0.180 12.8%
314" 19.00 90.6°l0 90.6°!0 #100 ? 0.150 10.8% 1 10.8°!0
5/8" 16.00 85.9°l0 € #140 1 0.106 1 8.0°I° 1
12.50 80.5% 80.5°% #170 0.090 7.0%
3.0. 9.50 s 76.8°!0 76.8°!0 #200 t 0.075 t 6.0% 6.0°!°
114" 6.30 66.2°!0 #270 0.053
Copyright?Spear.Engincaiag 6 Technical Scrviees PS,'1336.2004
10011 Blomberg Street SW,Olympia, WA 98512 9
Phone#: (360) 754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 1% % u `h #4 10 16 20 30 40 50 100 200 0%
100% '
-- ---- 0%
90% -- -------- - ------- r
----- 1
-- --- 2
70% -- ------ ----- - - -- - -- -- 0%
---- ,---
°' ------- - - ----
60% -- ---- ------ - ----- - -- -- ----- - •-- 0%
a40% ----- - --%- -- - r --` ---- -: -- T - ----- 60%
30% -- - -�---- ---- --;- -- --- 'r- ---- - ---- TO%
20% - 80%
0% ,.
------------------
' ` 100%
1000 100 10 1 0.1 0.01 0.001
fGrain Size in Millkneters
Cobbles Gravels Ste` Silts Clays
Coarse Fine Coarse Medium Fine
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Date: 04104/08 Diaz 0.11 %Gravel
Sample A 436 D;o= 0.40 SP-M Poody graded Sanawith Silt and Grave 33.24%
Sample ID: SuAwith Silt and Gravel D6e= 3.35 ftecificeflow /o Sand
Source: H-1 Cc= 0.46 No Specs 58.92%
Project: Harrison Urgent Care Clinic CU. 31.76 %Moisture 7.4% %Silt ec Clay
Client: Rick Kruger Liquid Limit= 0.00 ?ust Ratio= 7.84%
ASTM#: C-136 Plastic Limit= 0.00 Fineness Modulus Sample Meets Specs
Depth: 10' Plasticity Index= 0.00 3.70 ated NA
i ooaw nterpo to Rs nterpo ive
t. 8eeiieR cwmihtiveICumulative Section Cuaulatin CUMUlat
Sieve 5�e Pe»d Percent Specs Specs Sieve Size Percent : Percent Secs Secs
US Metric Pawing Passing Max Min US Metric Passing Passing Max Min
i 6.00" 150.00 4.750 66.8% i 66.8% i
4.00" i 100.00 100.0% 2.360 55.2% 55.2%
3.00" 75.00 100.0% #10 2.000 i 52.6%
2.50" 63.00 i 100.0% #16 's 1.180 46.8% 46.8°lo i
2.00" 's 50.00 100.0% #20 0.850 42.8%
1.75" 45.00 i i 100.0% #30 1 0.600 39.8% i 39.8°%
1.50" 37.50 100.0% #40 s 0.425 i 31.0%
1.25" i 31.50 i i 100.0% #50 0.300 € 24.7% i 24.7%
( 1.00" 25.00 100.0% #60 0.250 i 20.9°l0
718" i 22.40 i i 100.0% #80 0.180 15.4%
314" 19.00 100.0% 100.0% #100 0.150 13.1°% 13.1%
518" 16.00 i 96.8°!0 0140 i 0.106 i 10.0%
112" 12.50 93.1% 1 93.1% #170 0.090 8.9°%
318" 9.50 83.7% 83.7% #200 0.075 i 7.8°% 7.8%
114" 6.30 72.3% i 4270 0.053
Copyright'Spears Engineering&Technical Service.PS,1336-2004
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10011 Blomberg Street SW,Olympia, WA 98512 10
Phone#: (360)754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 1:c N ss 'h #4 10 16 20 30 40 50 100 200 0%
100%
---•-- -- ----- 0%
90% --- -------r.---------- --------- ---- --------------- 1
' - 0%
80% _-_-- _ r-_-, ---__-_
' --•_ ----------- ---' -.-- %
f 1J/O », k, - --- 1 -r---' -_ -----�' ---------- - 4D 10
�S 60% n ---R_ -- __ --_. ,.- - -- �j
.,.
is 50% T,'r --,-_ .-- -r- --- -, ! - - -- %
r - - - - 60% 5
N ---:- ----
30% -- - ---,� ---------r- ------ - -i --s- - ---- -- -- -- 70%
_
_ _ ._ _.
--- - y
-- --- - ---- - - --
g 20% '---- - ! ! - -- - 80%
"-"'- r `- --! -----`- 9--.-.-- --`---` 90%
10% ,-n.,---=- ----,------ -
0% 100%
1000 100 10 1 0.1 0.01 0.001
Grain Size in Millimeters
Gravels Sands Silts Clays
Cobbles
_. Coarse I Fine Coarse I Medium Fine
Date: 04/0408 D1g= 0.08 %Gravel
Sample A 437 D;a= 0.23 Sp-Slit,Poodj graded Sanawith Silt and Gra" 23.42%
and with Silt and Gravel Dao= 1.42 S�eta6icf' ree %Sand
Sample ID.S °
Source: H-1 Cc= 0.46 No Specs 67.64/0
Project: Harrison Urgent Care Clinic C,. 17.22 %Moistune 9.3'% %Silt&Clay
Client:Rick Krueger
Liquid Limit= 0.00 lust Ratio= 8.94%
ASTM#: C-136
Plastic Limit- 0.00 Fineness Mode us Sample Meets Specs
Depth: 15' Plasticity Index=0.00 3.01 NA
oone nterpo to rues rP e
Section c mmhfime Cumnlative section Cmnalatim Cunwlative
P
.......... .................
Siere Size P� Percent '- -Specs i Secs sieve Size Peicrbd '•, Percent Secs '. pees
Max i Min US Metric Passing Passing
P
US Metric i Passing Passing Max Min
6.00" 150.00 i 100.0% !# i 4.750 76.6% 76.6%
4.00" 100.00 100.0% #8 2.360 65.3% 653%
3.00" 75.00 100.0% #10 2.000 f 63.3%
2.50" 63.00 i 100.0% #16
1.180 58.7% 's 58.7%
' 2.00" t 50.00 i i 100.0% i #20 0.850 55.3%
1.75" 45.00 100.0% #30 1 0.600 1 52.7% 52.7%
1.50" i 37.50 100.0% #40 0.425 44.4%
€ #50 0.300 38.5% 38.5%
1.25" 31.50 100.0%
1.00" 25.00 100.0°l0 #60 0.250 32.3%
718" 22.40 100.0% i #80 0.180 23.7%
3/4" 19.00 100.0°l0 100.0% i #100 0.150 20.0°% 20.0%
5P8" 16.00 96.9°l0 #140 0.106 13.5%
112" 12.50 93.2% 93.2% #170 0.090
3B" 9.50 87.7% ' 87.7% € #200 0.075 8.9% 8.9%
1/4' 6.30 $0.2°l0 #270 0.053 s
fCopyright;Spear,Engineering&Technical Scrwee.PS.1996 2004
10011 Blomberg Street SW,Olympia, WA 98512 i 1
Phone#: (360)754-4612 Fax#: (360)754-4848
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GEOTECHNICAL TESTING LABORATORY
U.S.Standara Sieve Opening in Inches U.S.Standaid Sieve Numbers Hydrometer Results
20 6 4 3 1% A K `h #4 10 t6 20 30 40 50 100 200 0%
100%
Y
80% ..---------- ----- -- -- --------- .--- ------ ---_-------- 20%
r 70% -- - - -- -- - - -- 0%
.� . .. r ... .. y .. .... •. ..
9 60% y , 40%
, tr 50% , - r - , -- - r--- : - -- 0% �
c
# 40% --- -- ----- --- -- --,-- - ---- --r--- ------ -r-- - ------- 60 C
0.
30% ---- ----- -- ----- --r--- - - -----;-- - --- ----- 70%
- -
20% --- ------ --- ------ -- --r- --- -- r - --- --- 80%
10% - ------- ---------- -- ---,- -r-. -----r-- .----- --- 90%
0%
1000 100 10 1 0.1 0.01 0.001
Gram Size in Mil-imeters
Gravels Sands
Cobbles Silts Clays
Coarse Fine Coarse Medann Fine
Date: 04104108 D10= 0.13 chodfienfien %Gravel
Sample#: 438 D30 0.42 SP-SKPoorlyga&ASandwdkSfltanaGrav* 31.58%
Sample ID: Sandwith Silt and Gravel Daa= 2.91 %Sand
Source: H-1 Cc= 0.45 No Specs 62.87%
" Project: Harrison Urgent Can Clinic CU. 21.94 °f°Moisture 7 4% %Silt&Clay
Client: Rick Krueger Liquid Limit- 0.00 )tut Ratio= 5.55%
ASTM#: C-136 Plastic Limit= 0.00 Fineness Modulus Sample Meets Specs
Depth: 17' Plasticity Index= 0.00 3.74 NA
oane Admd jinterpo to fines Actual me o to
Section Cutnala3ift Cumulative .Section Cmnulative iCurroilative
....Sieve S"rae................ Peund Percent Specs Specs ne've Sias Percent Percent Sp'e'cs .Specs
US Metric i Passing Passing Max Min US Metric Passing Passing Max Min
j 6.00" 150.00 100.0% #4 4.750 68.4% i 68.4%
4.00" s 100.00 s 100.0% #8 s 2.360 57.5°lo 57.5°l°
3.00" 75.00 100.0% : #10 2.000 54.9%
2.50" 63.00 100.0% #16 1.180 s 49.2% 49.2%
2.00" 50.00 100.0% #20 0.850 44.0%
l 1.75" 45.00 i 100.0% #30 0.600 40.0% 40.0%
1.50" 37.50 100.0% #40 0.425 30.4%
1.25" 31.50 100.0% #50 0.300 23.5% 23.5%
f 1.00" 25.00 100.0% 100.0% #60 0.250 19.4%
W8" 22.40 97.7% #80 i 0.180 ': 13.8%
39" 19.00 94.8% 94.8% #100 0.150 11.3% 11.3%
5t8" 1 16.00 91.6% #140 0.106 7.9%
` It2" 1 12.50 87.8% 87.8% 1 4170 0.090 6.7% s
318" l 9.50 80.8°la 80.8% 4200 0.075 's 5.6°I° 5.6°!°
19" 6.30 72.5% #Z70 0.053
( Copyright;Spearw,Enginc°ring 8 Technical Sarvieas PS,1336.2004
l_
10011 Blomberg Street SW,Olympia, WA 98512 12
Phone#: (360)754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
CU.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 U % x `h #4 10 16 20 3040 50 100 200 �o�
100%
90% -- --- .-- --- --- • ---- ----- �- ---- ---- ------ 0%
, -------------------------=------------- 20%
;= 70% -, --- , --- .-_. „--.. ----- ---- - ------ -- --- 30%
CR
60% k ------ - - ------ ------- --- 40%
a� 50% .............. -.- .. --- ----------- ------------------------------------ 50%
�40% ------ -- • ----r- -- ------ - -- - ------------ -- --------- 60%
a30% f,' - --1- _ --_r__ ____________ _ __ _____ ._.__._-.;__-__- 70% o=
20% •- _- __,. .-__-__r- --------------- - - --r_ _..-------
--_ _ ----- 8096
r
_--.--,_-.�..__, ---_ �._...,__________________ ...--.__-__.,-.._- 90%
100%0%
1000 100 10 1 0.1 0.01 0.001
Gran Size in Milimeters
Gravels Sards
Cobbles Silts Clays
Coarse Fine Coarse Mednssn Fine
Date: 04104108 DI,= 0.09 Ckesificadon %Gravel
f Sample#: 444 D30= 0.22 SP-SM,Poosiy graded Sandvath sat 11.85%
Sample ID: Sand with Silt Da0= 0.43 *ecificelias %Sand
Source: H-1 Cc= 1.22 No Specs 79.850/0
Project: Harrison Urgent Care Clinic Cv. 4.97 %Moisture 17.1% %Silt&Clay
Client: Rick Krueger Liquid Limit= 0.00 but Ratio= 8.30%
ASTMA C-136 Plastic Limit= 0.00 Fineness Mo&bs Sample Meets Specs
Depth: 20' Plasticity Index= 0.00 2.16 NA
I oerre Acbmi lInterpolatedrues Achial jinterpolated
Section tr>�ift Cum ktive .Section Culudati"Icumulative
........... ............ .................... Pexotrd : Percent .....-5...ecs
.......... .....................
p Specs Sieve Size i Peroerd Percent Specs gees
US Metric Passing Passing Max Min US Metric Passing Passing Max Min
f 6.00" 150.00 100.0% #4 's 4.750 88.2% 8 .2%
4.00" 100.00 1 100.0% 1 2.360 87.6% 87.6%
3.00" 75.00 100.0% #10 2.000 87.2%
2.50" i 63.00 i 100.0% '•. #16 1.180 86.1% 86.1%
1 2.00" 50.00 100.0% #20 0.850 81.9%
1.75" 45.00 100.0% #30 i 0.600 78.7% 78.7%
1.50" 37.50 1 100.0% € #40 1 0.425 1 58.9%
1.25" 's 31.50 i 100.0% #50 0.300 's 44.8% 44.8%
1.00" 25.00 100.0% 100.0% #60 0.250 36.1%
718" 22.40 96.2% 's #80 0.180 i i 23.8% i
314" 19.00 91.3% 91.3% #100 0.150 18.6% 18.6%
16.00 90.6% #140 0.106 12.6%
j lr2" 12.50 89.8% 89.8% #170 0.090 10.4%
I 318" 9.50 € 88.9% 1 88.9% #200 0.075 8.3% 8.3%
114" 6.30 88.4% #270 0.053
i CopyrigAr Spears Engineering 6Techtic�4 Services PS,1336-2004
10011 Blomberg Street SW,Olympia, WA 98512 13
Phone#: (360) 754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 tk % x % #4 10 16 20 3o 40 SO 100 200
100%
90% --- - - ---- ---- --- ----- --- ----- 10%
,71-�
-- 20%
. . r
V ----- ----` ---` ' ---_.--. - - '--
CI
n - r ` r % 0
5 60% ----- --- --- ------- 0 �j
_ - - -- 4 '!
ja
1. c SU% -^ ry - - r r T - ------ 50%
40% - --4�- ------r-- ----- -- ---r-• -r- --. 60% .�
a
30% ;- -- - ---+----- - - ------ ---r- - ---- -- 70%
_ _ -_-___-_ . _ _ -_ __ ' ____-_- _- --_--
zo% -�- - -r-- -,- -.- so%
. .
10% ------,-.- ---- --------;-- ------ -----------�- ----- 90%
0% 100%
1000 100 10 1 0.1 0.01 0.001
Grain Size in Millimeters
.. Cobbles Graves Sands Silts Clays
Coarse Fine Coarse Medium I Fine
Date: 04104/0 D1e= 0.10 chwificlam oloGrave
Sample#: 440 D3D= 0.47 SP-Sld,Poorly graded Sanawith Srlt ata Grave 33.83%
Sample ID: Sandwith Silt and Gravel Dae= 3.66 fP*d11c&&w %Sand
Source: H-2 CC= 0.59 No Speer 57.991/0
Project: Harrison Urgent Care Clinic CV. 36.37 %Moisture 8.3% %Silt&Clay
Client: Rick Krueger Liquid Limit= 0.00 but Ratio= 8.18%
ASTM#: C-136 Plastic Limit= 0.00 Fineness Mo&jlw Sample Meets Specs
Depth: 5' Plasticity Index= 0.00 3.86 NA
Coarse Actod UnterpolatedFines :'Interpolate
Section Cmm1�iva Cumulative Section CwmlativelCumilative
....................... ...................... ......................... ..........
Su°ve Size Prrced Percent Specs Specs Sieve Size p.............`.......p............
Peieerd 's Percent ecs ecs
US Metric Pwsiv Passing Max Min US Metric Passi x Passing Max Min
4 6.00" 150.00 100.0°% #4 4.750 66.2% 66.2%
4.00" 100.00 i ': 100.0% ': ffQ3 2.360 52.6% 52.6°%
3.00" 75.00 100.0% #10 2.000 49.7%
2.50" 63.00 100.0% 's #16 1.180 43.0% l 43.0%
2.00" 50.00 1 100.0% #20 0.850 38.6%
I 1.75" 45.00 [ i 100.0% 100 0.600 35.2% 35.2%
1.50" 37.50 100.0% #40 0.425 28.4%
1.25" 31.50 i 100.0% #50 0.300 23.6°% 23.6%
{ 1.00" 25.00 100.0°% 100.0% #60 0.250 20.2%
f 718" 22.40 98.8% €80 0.180 i 15.5%
314" 19.00 97.2% 97.2% #100 0.150 13.5% 13.5%
518" 16.00 i 92.9% 's #140 0,106 10.4%
112" 12.50 87.9% 87.9% #170 0.090 9.2%
318" 9.50 83.0°% 83.0% #200 0.075 8.2% 8.2%
114" 6,30 71.7% #270 0.053
Copyright Spearw,Engineering ETechnical Service,PS,1386-2004
10011 Blomberg Street SW,Olympia, WA 98512 14
Phone#: (360)754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
�Y
�^ U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 tiG A x`h R4 10 16 20 30 40 SO 100 200 0%
100%
R ----------------------- -- - --•--- 10%
80% 20%
-.. _-�.._- •`----- _•_.....____-•------'--'-------------•----------------'-------
1! 70% -� _ ----- ----- - - --- --- --- % p
1 ' .: Zs
111 60% -;-- ---- -- - -- -- ------ ----- ----- 0%
• 4
rn50% - 1 - _r-- --- ----- r ---------- r -•---------- %
W40% - --v . .-- - ----- -i--- - -. ---r r-- ----- 60% c
.
20% ---- --- ------- r------- ------ ---r--_ 80%
10% -�. , - - --�" - •r- ---------i----- -----r ----- -----i------------- 90%
1. 096 100%
1000 100 10 1 0.1 0.01 0.001
( Grain Size in Mi limeters
}' Gravels Sands
ll Cobbles Silts Clays
Coarse I Fine Coarse I Medium I Fine
` Date: 00008 Dio= 0.08 %Gravel
` Sample#: 441 D30= 0.31 SP IX Poorly galled SardwAk Sgi ai%a Grave 35.47%
Sample ID: Sand with Silt and Gravel D6e= 3.23 %wei firedons %Sand
Source: H-2 Cc= 0.38 No Specs 55.06%
Project: Harrison Urgent Can Clinic C'. 39.75 %Moistuni 6.7% %Silt&Clap
Client: Rick Krueger Liquid Limit= 0.00 hest Ratio= 9.47%
ASTMA C-136 Plastic Limit= 0.00 Fineness Modulus Sample Meets Specs
Depth: 1C' Plasticity Index= 0.00 3.71 NA
l out* AcW jInterpolatedfilm Actual jInterpolated
Section CmmWi"ICumulative Section Cmdativt:Cumiilative
............ .................................., P_........... p
Sieve Srue ; Pewed Percent ..Specs Specs Sieve Sine I Pexeent Percent S'*ecs Secs
US Metric Passim Passing Max Min US Metric Passing Passing Max Mix
6.00" 150.00 i 100.0% 1 #4 € 4.750 64.5%e € 64.5%
j 4.00" i 100.00 i 100.0% i #8 i 2.360 57.4% 57.4%
3.00" 75.00 100.0% #10 2.000 55.4%
2.50" 63.00 100.0% #16 1.180 50.9% i 50.9%
2.00" 50.00 100.0%i 1 i#20 0.850 47.4%
1.75" 45.00 100.0%e ' #30 0.600 i 44.7% 44.7%
1.50" € 37.50 1 100.0% #40 0.425 35.7%
1.25" 31.50 100.0% #50 ' 0.300 29.2% 29.2%
1 1.00" 25.00 '•: 100.0% 100.0 960 0.250 24.7
7/8" 22.40 s 96.1% #80 s 0.180 s 18.4%
3/4" 19.00 91.1% 91.1% #100 1 0,150 15.7% 15.7%
518" 16.00 85.6% #140 0.106 12.1% .'•
lf2" 1 12.50 79.1% 79.1% #170 0.090 10.7%
3/8" 9.50 75.0% 75.0% #200 0.075 9.5% 9.5%
114" 6.30 67.9% 1 9270 0.053
4� I Copyright!Spears Engineering 6 Taehnicol Services PS,13$6.2004
10011 Blomberg Street SW, Olympia, WA 98512 15
Phone#: (360)754-4612 Fax#: (360) 754-4848
i
GEOTECHNICAL TESTING LABORATORY
U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 11t x a 'h 44 10 16 20 30 40 50 100 200 0s
100%
_ ------ 0%
90% • t 1
80% ___ 20%
'Su 60% ------- .................... --- -- ------ 40%
50% _ .. r-- --- -------_------ ------ ---------- -- 50%
.4 -.. •_ - .... . .k.. _. - - C
h40% -'---- •----'---- --- r------^.----- --------------r"-'------- -i--.---------' 0%s
a a
30% -- ----;- ------ ` -------------;-- -------- ----------- -------------- 70% x
-- -
• • •
90%
t •
0% 04 40 100%
1000 100 10 1 0.1 0.01 0.001
CGrain Size in ftneters
l Cobbles Gravels Suds Silts Clays
Coarse I Fine Coarse I Medium I Fine
Date: 04I04M Die= 0.15 chasismam %Gravel
Sample A 442 D30= 0.53 SP-SM,Poorly galled Sw dwith Silt and Grave 42.22Yo
Sample ID:Sand with Silt ana Gravel Daa= 5.31 *eti6eestiew %Sand
Source: H-2 Cc= 0.34 No Specs 52.77•/4
Project: Harrison Urgent Care Clinic Cv. 35.33 %Moist=5.0% %Silt&Clay
Client: Rick l meger Liquid Limit=0.00 lust Ratio= 5.01%
ASTMA C-136 Plastic Limit= 0.00 Fineness Modulus Sample Meets Specs
Depth: IS Plasticity Index= 0.00 4.20 NA
oone Actod 1 Interpolatednterpo to
i Section cumis�ti"Cumulative Section Cumdativt Cuxroslativ�e
............
Sieve Size Pew Percent ': Specs Specs Sieve Si9e Pexee� i Percent ' Specs Specs
US Metric i Pass* Passing Max Min US Metric Passing Passing Max Min
6.00" ? 150.00 100.0% 1 #4 4.750 57.8% i 57.8%
4.00" i 100.00 i 100.0s1e i #8 2.360 € 47.2% 47.2%
3.00" 75.00 100.0% #10 2.000 44.9%
2.50" i 63.00 i 100.0% #16 1.180 39.7% 39.7%
I 2.00" 50.00 100.0% #20 0.850 35.8%
I 1.75" 45.00 100.0% 00 0.600 32.9% 32.9%
1.50" 37.50 t 100.0% #40 0.425 25.9%
1.25" 31.50 i 100.0% #50 0.300 20.8% 20.8% i
1.00" € 25.00 100.0% 100.0% #60 0.250 17.2%
j 7/8" 22.40 98.7% i li80 i 0.180 12.0%
314" i 19.00 96.9% 96.9% #100 1 0.150 9.8% 9.8%
5/8" 16.00 91.0% #140 0.106 7.0%
lf2" 12.50 s 84.2% 84.2% #170 0.090 6.0%
l 30- 9.50 74.6% 74.6% #200 0.075 5.0% 5.0°/a
1/4" 6.30 63.3% i #270 1 0.053
Copyright Spears Engineering&Technical Ssrviess PS,1396.2004
j 10011 Blomberg Street SW, Olympia, WA 98512 16
Phone#: (360)754-4612 Fax#: (360) 754-4848
GEOTECHNICAL TESTING LABORATORY
' U.S.Standard Sieve Open*in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 1 N x °h #4 10 16 20 30 40 SO 100 200 0%
100%
90% - - - ------ ------ ---: ------ --- --- - --:- ----- - -------- --- 10%
80% ----------------------- ---"--------------- ---- ---- --------------------- -- 20%
C - 70% -- --- .,- -- ----' - -- - -- --- ---- ------ 30%
CA
60% - ---- ----- ------------ 0%
Y '
,
rn 50% - -- ---"- 0%'-_- ----
'
40% ----------------
-------------------------------------------- - - ---r- - - -�- ------ 60%
o e ee
%
30% ,--- - . ----- - -- -------
r f
- 0% 100%
1000 100 10 1 0.1 0.01 0.001
Grain Size in Milimeters
Cobbles Gravels Sands Silts Clays
Coarse Fine Coarse Medium Fine
Date: 04N4/08 D1e= 0.18 chwdficadoz %Gravel
�. Sample#: 443 D30= 1.10 GP,Pooriy graded GravelwithSand, 57.72%
Sample ID: Gravelwith Sand Dse= 11.86 Spec&&dew %Sand
Lj Source: H-2 CC= 0.55 No Specs 37.74°%
Project: Harrison Urgent Care Clinic CU. 64.24 %Moistur44.1% %Silt&Clay
Client: Rick Krueger Liquid Limit= 0.00 hust Ratio= 4.53%
ASTMA C-136 Plastic Limit= 0.00 Fineness Modulus Sample Meets Specs
i Depth: 20' Plasticity Index=0.00 5.08 NA
coarse Achal jInterpolatednterpo t
l., section Cmmlatinicumulative sectlen C^-��Cumulative
Sieve..5 ................1 Peniod Percent Specs ..Specs Sieve.Size Percent Percent Specs Specs
f US Metric i Pass* Passing Max Min US Metric Passing Passing Max Min
6.00" i 150.00 i 100.0% fk4 4.750 42.3% i 42.3%
(_ 4.00" 100.00 100.0% kH 2.360 35.7% 35.7%
3.00" 75.00 100.0% ':. #10 2.000 ? 34.2%
2.50" 63.00 i ': 100.0% i #16 ': 1,180 30.8% 30.8%
2.00 50.00 1 100.0% #20 0.850 27.7%
1.75" i 45.00 i i 100.0% 930 0.600 € 25.4% 25.4%
1.50" 37.50 100.0°% 100.0% A0 0.425 19.8%
1.25" 31.50 95.3% #50 0.300 15.9% 15.9%
` 1.00" 25.00 90.3% 90.3°% 460 0.250 13.3%
l 70- 22.40 [ 85.5% 's #80 0.180 € 9.8%
3I4" 1 19.00 79.3% 79.3% #100 1 0.150 8.2% 8.2%
518" 16.00 71.1% #140 0.106 € 6.1%
ItT 12.50 61.6% 61.6% #170 0.090 5.3%
30- i 9.50 54.1% 54.1% € 4200 0.075 4.5% 4.5%
1i4" 1 6.30 1 46.1% 1 100 0.053
Copyright;Spears Engineering&Technical Services PS,1336.2004
[ 10011 Blomberg Street SW,Olympia, WA 98512 17
Phone#: (360)754-4612 Fax#: (360)754-4848
,-7
{
GEOTECHNICAL TESTING LABORATORY
U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 Ix A ss rh 44 10 16 20 30 40 50 100 200 0%
100%
Y. r t
10%
80% ---� ---------- ------r_ ---- - - - - -• - -^- --- 20%
,... 6 t
V70% -- -v-- ----- - ------- ---'- ------ ------------- - ----- %
40 S�
- rn 50% .__ ---,- __ -• ---r _ ----- - 1>- .-- - -r- > -------- r^- ------- 50% B
--- _. .. --` -
a40% - �- r- ----- -q- r ---
--- -.-_ > _- _ 70%
-- r,-
20% -------,-- -- y-- --' '------r---- -----v- -- -- -r-- r -----
---- 80%
10% -- ----- ----,-- - - - ;------ ---- ---- --- ------------ 90%
r _�..
0% 100
1000 100 10 1 0.1 0.01 0.001
Grain Size in NWOmeters
Cobbles Gravels Sands Silts Clays
Coarse I Fine Coarse Medinnt�F'e
Date: 04/04M Dia= 0.09 CbMifindiolk %Gravel
Sample#: 445 D3o= 0.36 Sp-gL Poo*graded Sandwith Sal ard Grave 33.97%
Sample ID: Sand with Silt and Gravel Dsa= 3.24 *ed5eatieas %Sand
Source: H-3 Cc= 0.45 No Spas 57.18%
Project:Harrison Urgent Can Clinic CU. 36.37 %Moisture 10.7•lo %Silt&Clay
Client: Rick Knueger LiTjid Limit= 0.00 but Ratio- 8.85%
ASTMA C-136 Plastic Limit= 0.00 Fineness Moduhu Sample Meets Specs
5 Depth: T Plasticity Index=0.00 3.62 NA
oseAdmid jinterpolatearues &ftd lIxterpoladed
Section �CwMili i+re Cumulative Section C�WivelCumilative
....................... p......................... .......... ..
Breve S1ze i Paroad Percent Specs Secs Sieve Size ; Percent Percent Specs Specs
US Metric Pass* 1 Passing Max Min US Metric Passau i Passing Max Min
1 6.00" i 150.00 i 1 100.0% ! Mf 4.750 66.0% 66.0%
i" 4.00" 100.00 i 100.0% i #8 2.360 56.5% 56.5% i
3.00 75.00 100.0% 1 #10 2.000 54.2%
2.50" ! 63.00 100.0% #16 1.180 48.9% 48.9°/.
l 2.00" 1 50.00 100.0% #20 0.850 44.7%
l 1.75" 45.00 100.0% 1 #30 0.600 1 41.6°le 41.6%
1.50" 37.50 100.0% *0 0.425 1 33.1°/.
1.25" 1 31.50 ! 1 100.0% #50 1 0.300 1 27.0% i 27.0%
1.00" 25.00 100.0% 1 #60 0.250 23.0%
718" 22.40 100.0% #80 0.180 17.4%
314" 19.00 100.0% 100.0% #100 0.150 1 15.0% 1S.0%
5,18" ! 16.00 i ! 94.9% [ #140 1 0.106 1 ! 11.4%
W" i 12.50 88.9°!0 88.9% #170 1 0.090 10.1%
318" 1 9.50 1 83.3°% 83.3% 1 #200 0.075 1 8.9% 8.9%
114 6.30 71.7% 1 #270 1 0.053
Copyright!Spear.Engineering&Technical Services PS,1336.2004
i
i
10011 Blomberg Street SW,Olympia, WA 98512 18
Phone#: (360)754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
`-' U.S.Standard Sieve Opening in Inches U.S.Stanched Sieve Numbers Hydrometer Results
20 6 4 3 1X :4 x °A #4 10 16 20 30 40 50 100 200 0%
100%
S a
a
------------- 10%90% ---- - ----- -- -- ----- -------- -- -- -- ----- -
80% ------------- --------- ----- •------ -- ---,-----_--- 20%
1! 70% - -- --- ---- -•--- -- ---- 30%
tt60% -----
Ya
._-- -rar rae
-'---- %
50% -I .. .... - - - ------ - ----- 50%
0
40% ._- ---------- -r-------- --- ---r-- ------ ---- -- 60%
--------------------
20% --,-- ---4----------------------------------- ------r-------- -r-------- -- 80%
- ---- r10% --- --- __--- __ ------ -- -------- 90%
096 100%
1000 100 10 1 0.1 0.01 0.001
Grain Size in Millimeters
Gravels Sands
Cobbles Silts Clays
Coarse Fine Coarse Mednim Fine
Date: 04R0008 Drg=0.14 Cbwofficedox %Gravel
Sample#:446 Dag= 0.66 SP-SK Poodt graded Saadwith Silt and Gravy: 45.22°%
Sample ID:Sand with Silt ana Gravel Deg= 6.28 Wines %Sand
Source: H-3 Cc= 0.48 No Specs 49.47%
Project:Harrison Urgent Can Clinic CU. 43.70 %Moisture 4.9% %Silt&Clay
Client: Rick Krueger Liquid Limit= 0.00 hrst Ratio= 5.31°%
ASTM#:C-136 Plastic Limit= 0.00 Fineness Mo&ks Sample Meets Specs
Depth: 10' Plasticity Index=0.00 4.45 NA
Coen* :'Interpolated !Interpolated
! Section Csnnoiadm Cumulative Sectio: Cmmlatire cumilative
............ ...................................
5eve Sroe Peeoadt Percent Specs Specs* Sipe Percent Percent Specs Specs
US Metric Pae;* Passing Max Min US Metric i Passing Passing Max Min
6.00" 150.00 1 100.0% 1 #4 € 4.750 54.8% 54.8%
4.00" 's 100.00 € 100.0% €8 2.360 43.0% i 43.0'%
3.00" 75.00 100.0% #10 2.000 40.7'/0
i 2.50" 63.00 l 100.0% i #16 [ 1.180 i 35.3% i 35.3% i
2.00" 50.00 100.0% #20 0.850 31.9%
1.75" 45.00 100.0% 00 0.600 29.4% 29.4%
1.50" 37.50 100.0% #40 0.425 23.6%
1.25" 31.50 i 100.0% #50 € 0.300 19.5% 19.5%
1.00" 23.00 100.0% ? 100.0% #60 0.250 16.4%
718" € 22.40 i 96.5% #80 0.180 [ 12.2% i
39" € 19.00 1 92.0% 92.0% #100 ' 0.150 10.4% 10.4%
5/'8" s 16.00 85.4% #140 0.106 's i 7.4%
1/2" 12.50 77.8% 77.8°% #170 € 0.090 1 6.34%
318" 9.50 71.0% 71.0% 's #200 0.075 i 5.3% 5.3%
19" 6.30 60.1% #270 0.053
Copyright':Spam Engineering&Ttchnicol Servicts PS.1996 2004
10011 Blomberg Street SW,Olympia, WA 98512 19
Phone#: (360)754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results
20 6 4 3 1% A x 'h #4 to 16 20 30 40 50 100 200 0%
r� 100% r ,
90% - -----�- - - -- r . _.- -- - r - - - - --------- ----- 10%
..-; .. r. .
80% n - - -----•---------------- -- - ----- ------ - 20%
r 70% ----------- ------
30
mm ��+.�^ -.-- -- - - .-_--_------ ----- 40% Y1
C50% _ ----,---- ---•-- - --,- ---- -r- - ----- 50% B
40% - ---- - - -`-- -- --- --,-- -- - - - -- ,- ----- 60% 4
all
30% --,� -r-- - - -- ,- ---. --- --- i-- --- - ---- 70%
x ._ -- ------------
r 80%
10% - , - - r - , - r r -- - 90%
x
-------------------
�. 0% 100%
1000 100 10 1 0.1 0.01 0.001
Grain Size in Milmeters j
Cobbles Gravels Sands Silts Clays
Coarse Fine Coarse JMedium Fine
D 0.04 %Gravel
Date:04J0i4)08 io= I
Sample#: 447 D3D= 0.12 SId,Say Samd 4.73%
Sample ID:Sand with Silt and Gravel Dea= 0.27 *odscafim %Sand
Source:H-3 Cc= 1.37 No Specs 77.23%
Project: Harrison Urgent Care Clinic C,. 6.56 %Mosturii 19.6% %Silt ec Clay
Client: Rick Krueger Liquid Limit- 0.00 )tut Ratio= 18.04%
ASTM#: C-136 Plastic Limit= 0.00 Fineness Modulus Sample Meets Specs
Depth: 15' Plasticity Index= 0.00 1.35 NA
oano jInterpolided rhm Actmal Juterpolated
Section CumaWrieCum>)atrve Section Cmm]ativeCumrlative
._.........Sieve Size................ Femmd Percent Secs Secs sieve Sias Perceet Percent Secs Secs
....;
P P P P
US Metric I Passau Passing Max Min US Metric Passing Passing Max Min
1 6.00" 150.00 100.0% #4 4.750 95.3% 9 .3%
4.00" 1 100.00 100.0% #8 i 2.360 93.0% 93.0% f
3.00" 75.00 100.0% ; #10 2.000 92.4%
2.50" 63.00 100.0°l° #16 1.180 91.0% 91.0% i
2.00 50.00 100.0% #20 0.850 88.7%
1.75" 45.00 100.0% 930 0A00 86.9% 's 86.9°J.
1.50" 37.50 100.0% #40 0.425 74.3%
1.25" 31.50 i 100.0% 's, #50 0.300 € 65.3% 65.3%
t 1.00" 25.00 100.0°!e ' #60 0.250 55.6%
( 718" 22.40 100.0% #80 0.180 42.0%
314" 19DO 100.0% 100.0% #100 0.150 36.2% 36.2%
5J8" 16.00 99.3°J° '•. #140 0.106 i 25.5%
112" 12.50 98.4% 98.4% #170 0.090 21.7%
318" € 9.50 i 97.8°J° 97.8°Jo #200 0.075 18.0°% 18.0%
li4" 6.30 96.1% #270 0.053
Copyright;Spem Engineering 6TcchnicW Services PS,1996 2004
1
110011 Blomberg Street SW,Olympia, WA 98512 20
Phone#: (360)754-4612 Fax#: (360)754-4848
GEOTECHNICAL TESTING LABORATORY
Boring Logs
r—,
Date: 4CM8 File#: 08-0095
_ Boriag Log iE 1 ClieAt: Rick Krueger
Boring Type:;Hollow Stem Auger DeptL DrMek 25'
Percent Minns Drillers
�..___.. . Change _....___
(n) Description in Sol %M N Q` Qi V 3W 04 #200 Comments
_ 1 _
2 Sandy Silt 4 Gravel
4
5 SP-SJM[ 7.D7e 25 90.6% 60.1% 6.0'!.
6
l..:
10 7.4% 20 100X 66rfo 72%
11
12
13
14
15 9.Y/. 17 100% 76.6% 89`l.
16
17 74% IV% 664% 5.6%
i 18
l
19
20 17.1% 16 10/0 8827. 8.31%
21
l 22
23 SanavdSdt
WaLtez acamdexa
i _ .
25 16
24
10011 Blomberg Street SW,Olympia, WA 98512 21
Phone#: (360)754-4612 Fax#: (360)754-4848
t _
GEOTECHNICAL TESTING LABORATORY
Date: 02008 File M 08-�95
iDorbg Jig P 2 Cliant hkKneger
Be*Type:'Hollow Stem Auger Dep&Dril k 20'
Depth Lab Change _Percent Minus Ddem
4 (ft} Description m Soil %M N Qd Qp V 314" #4 #200 Comments
` 1
Sa*sitAdG vd
r
3
4 .............
spa[ 83% 34 100% 662% 82%
( 6
7
8
9
10 6.71/. 42 1W% 64NO 9SY4
- 11
12
13
14
15 52% 44 96.9% 57.81% 5.0%
16
17
GP
1a
19
Z0 4.1`/. 58 793Y. 423'/► 7-Ylo
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1 10011 Blomberg Street SW,Olympia,WA 98512 22
Phone#: (360)754-4612 Fax#: (360)754-4848
1,_;
GEOTECHNICAL TESTING LABORATORY
Date::; 4l4I2008 File 0: _ 08-0095
Me 3 Cunt PdckKmVr
NriagType:Holbw Stem AVr DeptlHIM- 20'
Depth 1 b Change Percent Minns Drillers
eft) Description in Soils J%Mj H Q` Qi V 14" 04 M Comments
-_. SandySOtel�a�rl
3
4rM
_ ..
Spa[ 10, 8 100% 66D%. 89Y.
f
11
10
49% 58 97% 54r1# 5.3%
11
12
13
14
j 15
19.6'h 22 IV/* 95y/# 18r/#
16
17
1$
19 watezEwmdemd
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10011 Blomberg Street SW,Olympia,WA 98512 23
Phone#: (360)754-4612 Fax#: (360)754-4848
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HR�,�
FAITIC ONIDEWME
FABRIC OR EOUNALEM
Testing
Laboratory
S MAX
DR BURY BOTTOM OF FILTER
MATERIAL IN rXI2'TRE
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7
IT
FACE S"0"
HY'
2""WOOD POSTS �+��y�� �`ALT:STEEL FENCE POETS Ge technical Services
ASED IN A CONTMIW6 ROLL CUT TO q�a/.B� Services AVOID UK41 aJouOG WHEN ILYA Testing Services
SHALL BEOVERL OVERLAP AND
SNEROILY AT
TOP OF CUT Al °�°°"P"'D° Y
NMUM OF S FEET APART AND DRIVEN
DDSU O13QINOHES}
I APPROXIMATELY 0 INCHES VSOE AM 12 10011 BluntmV St.SW
F POSTS"IBRILOPE FROM THE BARRIER. Olympia,WA 98512
EXISTING STORM WATE HE-MESH
UPSUOPE SIDE Phone:(360)754-4612
7WIRESTAPMATLEAST,INCH Fez:(380)754 4848
HE WIRE OWU EXTEND INTO THE
2O� ; AM&ALLNOTEXTEMMORETHAN30
ouM SURFACE.
ER FABRIC SHALL BE STAPLED OR WIRED
A. F FABRIC SIMLL BE EXTENDED
SKILLL NOT EXTOD MORE THAN 30 Date: OW18R008
RO SL�IFACE.FILTER FABRIC SHALL Drawn by: VC
FABRIC AND CLOSER POST SPACING IS Checked by:CDC
FENCE MAP BE EIABIMTED,IN SUCH D�
�H-3 TAPEDORWIEDDAECTLYTOTHE wo:�18-08-025
DNB OR ABOVE NOTES APPLYING.
/ PROPOSED BLDG. OT REMOVEDBE BEFORE THE IPSLOPE
LOCATION `T"B"�IZEIXD
E INSPECTED IMMEDIATELY AFTER EACH
�B _J ANIM PROLONGED RAINFALL.AM
AT / rl-7 AM IMMEDIATELY.
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SHALL BE IN EN PRIOR TO AND TH
r E INSTALLATION
NSTAPROJECTLATIO NOIIIEER AM THE COUNTY
HEIR TO BEGNIN OF
PRIOR TO BEGRBING CONSTRUCTION.
R SRE SIBLE FORS PROJECT NAME:
EDFALLNDIMDRCOHTROLMEABUREB HARRISON URGENT
ROPOSEOORAIRMNE FACLLITIES
TAIQSIroPREVEMWORATION ES. CARE CLINIC SITE
ES.
DAILY SURVEILLANCE OF ALL EtiOS10N STATE HWY 3 8L ROMANCE HILL
r 20 F ANY NECESSARY REPAIRS OR ADDITIONS MINES.THE CgRMCTOR SHALL PROVIDE RD
H�THEPROJ8URSA1 All DETERMINED NECESSARYFAILURE BELFAIR WASHINGTON
YOR THE PROJECT OO DINEER.FAILURE
D STATE EATIES KING
,
�P�T�R LEAE° PARCEL 123325090040
S� DA BER TO MARCH)ALL DISTURBED SOILS
��7B- HOURS AFTER STOP OF WORK EROSION pMjB�yM�L.
'00, WOE,BUT NOT BE LIMITED TO, RoT1aN W:
INCLUDING SPOL PILES WITH
IING.JUTS MATTING,STRAW MULCH,
NE DISTLMBEDAREAS SHALL TAKE
SHALL BE CHECKED REGULARLY
72 GRADE IS COLEETE.AREAS SHALL BE
OMIXED AS REQUIRED.
•6NOT BE ALLOWED.IF A SOIL IS
OI M FT,IT SHALL BE REMOVED BY THE END
ETHER TRAOOIO OF MUD WILL L THEN
I WASHING OF THE VEHICLES TRES
RREET.
R H ON A DDWIMLOPE OF MORE THAN 6
71E
OTSAE
'PLACED ON THE UPHILL SIDE OF TRENCHES.
!HALL BE DISCHARGED IN A MANNER THAT WILL
D STREAMS,DRAINAGE SYSTEMS OR
WINO RUNOFF FRCM THE PROJECT DURING SCAM 1'=IWAPPWX.
ECTED SO THAT SEDI ENT-ADEN WATER
NSNG THE CONVEYANCE SYSTEM.
EDATELYADACENT TO THE SRE
T"TIO" FIGURE 2
t SEEDED SO7G.E0 UPON COMPLETION
ALL BE DCAON=01OENSUE THAT
ISTURSEpAREAS M PROVIDED S THAT
!ESTABLISHED.
HEMDR1SESFABRICMLI6TBE SITE PLAN
fENT OR NSERFABRICM
1/2 INCH MINIMUM DIAMETER STEEL ROD
(STRAP)CLAMPED SECURELY TO PIPE
CORRUGATED TIGHTLINE 4 INCH
/Mi,,✓�M MINIMUM,6 INCH SUGGESTED
R.. s q�;°FFF i
'x
h
1711
TIGHTLINE ANCHORED WITH TWO,
3 FOOT REBAR LENGTHS OR BOLTS.
/Cy FLARE END SECTION
QUARRY SPALL
OR ENERGY
2F DISPERSION DEVICE SFOcv7knro.`
/ GRASS-LINED SWALE SHOULD BE A
1. MINIMUM ONE FOOT WIDE AT THE
BOTTOM AND ONE FOOT DEEP WITH
A MAXIMUM SLOPE OF 5 PERCENT.
MINIMUM 4 FEET
LEVEL SECTION
GEOTEXTILE FABRIC
F
Geotechnicai Testing Laboratory
Geotechnical Services 10011 81-d 9 s'sw FIGURE 3
f QA/QC services °P" :(3 0)75 e12 DRAINAGE DETAILS
Testing Services Fax:(aso)7sase4s Not to scale
TESTING LAB®Ri'T'oRy
RICK KRUEGER
P.O.Box 548
BELFAIR,WASHINGTON 98528
RE: ADDENDUM LETTER
SITE INFORMATION: STATE Hwy 3&ROMANCE HILL RD
BELFAIR,WASHINGTON 98528
GPS LOCATION: N470 24.1141 W1230 09.3351
PARCEL NUMBER: 123325090040
Mr.Krueger:
As per your request,we are providing the foundation recommendations in addition to the geological assessment
report for the above-mentioned parcel.
The results of the exploration and analysis performed for the geological assessment indicates that a
conventional spread and continuous wall footing appears to be the most suitable type of foundation for the
support of the proposed structure.
Often, because of design and construction details that occur on a project, questions arise concerning soil
conditions. We are also a full service laboratory that can meet all your building, testing (compaction, asphalt,
concrete), and inspection (rebar, epoxy) needs. We appreciate this opportunity to be of service to you and we
look forward to working with you in the future. If you have any questions concerning the above items, the
procedures used,or if we can be of any further assistance please call us at the phone number listed below.
Respectfully Submitted,
! GEOTECHNICAL TESTING LABORATORY
i
Curtis D Cushman,L.G.,L.E.G.
Senior Engineering Geologist
r
1'
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I
10011 Blomberg Street SW,Olympia,WA 98512 1
Phone#:(360)754-4612 Fax#:(360)754-4848
%AOTECHNICAL TES!iNG LAB®RAToRy
BEARING CAPACITY ANALYSIS
Based on our laboratory testing conducted on the sample of material collected from subject site, we have
calculated the theoretical ultimate bearing capacity. The following Terzaghi formula calculates the ultimate
bearing capacity. Using the Figure 6.3, page 173 by Prakash, the bearing capacity factors are determined from
the shear angle. Using a factor of safety of three(3),the theoretical maximum bearing capacity is equal to 2588
psf using a shear angle of 301. See the following spreadsheet calculation. The IBC (Table 1804.2) lists the
allowable foundation pressure as 1,500 psf for silty sand(SP-SP).
Terzagbi Equation is given by the following formula:
Q j=B (cN, + lD fN, + 'h yBN,)
c Nc Y Df Nq Y 0.5 B Ny
_._ _ -
1 30 107 1 18 1 0.6 107 2 18
Total Bearing Capacity is: 7764
Using a Factor of Safety of 3 2588
c= unit cohesion 1'
Y— soil density 107
B=footing width 2
D(f}= depth of footing, 1
N (c)= bearing capacity factor 30`
N (q]= bearing capacity factor 18;
N (Y)= bearing capacity factor 18
Qd=Total bearing capacity
Bearing capacity factors taken from,fig 6.3, Soil Dynamics, Shamsher Prakash, Mc Graw Hill Inc. 1981
10011 Blomberg Street SW,Olympia,WA 98512 2
Phone#:(360)754-4612 Fax#:(360)754-4848
r
SHEAR @ 20' B-3
Peak Shear Stress vs. Normal Stress
2M
Shear=30°
woo
a
r
•
Z
w 1500
`e
e
L
w
d
t000
--V4 ton
50o t 721on
t1Oon
COheSlOrl
=200 psf
0
0 500 10DD 1500 woo 7500 ----
NO""Stress(PSI)
10011 Blomberg Street SW,Olympia,WA 98512 3
Phone#:(360)754-4612 Fax#:(360)754-4848
� • i �
IGNE'011PLE'CHNICAL TESTING LABORATORY
RECOMMENDATIONS FOR STRUCTURAL FILL
All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of
appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at
least 95 percent of MDD(maximum dry density as determined in accordance with ASTM D-1557).
The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We
recommend that the appropriate lift thickness be evaluated by our field representative during construction.
Compaction should be tested as per above standards.
The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil.
As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small
changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather,
we recommend the use of well-graded sand and gravel with less than 9 percent(by weight)passing the No. 200
sieve based on that fraction passing the 3/4-inch sieve.
If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, a
somewhat higher(up to 10 percent)fines content will be acceptable.
Material placed for structural fill should be free of debris, organic matter, trash, and cobbles greater than 6
inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper
compaction.
The proposed fill of 3 feet gravel on 2 feet competent soil overlain by 3 feet of import backfill is acceptable for
the base of the building footing. Gravel may be -1 '/4"top course or similar. It should be topped by a layer of
water permeable geofabric to avoid downward migration of fines. 95% compaction will be required for the
proposed import materials.
i
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10011 Blomberg Street SW,Olympia,WA 98512 4
Phone#:(360)754-4612 Fax#:(360)754-4848