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RENTON PARKING �ARA�E
RENTON, WASHINGTON
TECHNICAL INFORMATION REPORT
prepared for
LMN Architects
801 Second Ave. Suite 501
Seattle, WA 98014
prepared by
D'Amato Conversano Incorporated
2815 Colby AvenueSuite 303
Everett, Washington 98201
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DCI Job No. 00-12-002
November 16, 2001
TABLE OF CONTENTS
SEGTION TITLE
I. Project Overview
II. Preliminary Conditions Summary
III. Offsite Analysis
IV. Retention/Detention Analysis and Design
V. Conveyance Systems Analysis and Design
VI. Special Reports and Studies
VII. Basin and Community Planning Areas
VIII. Other Permits
IX. Erosion/Sedimentation Control Design
X. Retention/Detention Facility Summary Sheet
XI. Maintenance and Operations Manual
I. Project Overview
The site is located of f of S. 2°d Street between Logan Avenue and Bumett Avenue in
the City of Renton. It is approximately 3/a of an aae in size and was previously
developed with a single structure and associated parking. The site was virtually all
impervious and sloped predominately to the west. There is an existing storm
system in each of the sunounding sueets. The on-site storm runoff is conuibutory
to the Cedar River. A seven story parking garage is proposed to be developed by
the City of Renton.
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SOILS MAP
ur � ��-b�,n
II. Project Summary
There are no preliminary conditions for this project.
II'
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III. Offsite Analysis
The site discharges to the storm system in Logan. Runoff flows east in Logan in the
City of Renton storm system to an eventual outlet to the Cedar River. No storm
problems were noted by the City in the downstream system.
N. Flow Control and V1�'ater Quality Facility Analysis and Design
Water QualitX
A seven story parking garage is proposed to be developed by the City of Renton.
The top floor of the garage will not be covered and therefore a water quality vault
is proposed to provide settlement and oil/water separation prior to release into the
downstream system. The vault has been sized using the 1998 King County Surface
Water Design Manual using the Basic Water Quality Menu.
The mean annual storm is 0.47". The volume factor is 3.
The area draining to the water quality vault is 23,774 square feet (7`� floor).
The required volume of storage per the King County Manual is:
V� = 0.9A�p x R/12 = .9 x 23774 x 0.47/12 = 838 cf.
Vf= 3x838 = 2514cf
Volume provided = 12 x 40 x 6 = 2580 cf
Therefore water qualit�T system is adequate.
Detention
The site is exempt from detention per Core Requirement#3 which states:
"A proposed project or any threshold discharge area within a project is exempt if
less than 5,000 square feet of new imperious surface will be added and the project
or threshold discharge area is not within a Landslide Hazard Drainage Area."
The developed site will contain small areas of planters, driveways, sidewalks and
the remainder will be covered by the garage. The development will not increase
the site impervious surface.
6.4.1 WETPONDS—BASIC AND LARGE—METHODS OF ANALYSIS
FIGURE 6.4.1.A PRECIPITATION FOR MEAN A.NNUAL STORM IN INCHES (FEET�
� s'^ 1.0/ LA 1.2
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r �o
�c� River/Lake �.47_ � ��, ^
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— Major Road (0.03 9' ) 0.52' � � �^�
{0.043' � �~ 0.65' �
NOTE:Areas east of the eastemmost isoplwial should use 0.65 b.56' (0. 054' )
inches unless rainfali data is avaiiable for the location of interest (0.047' )
�The meen annual stortn is a eonceptual stortn fand
by dividmg the anrwal preapitalion bY the total rwmber
d stortn events per ysar
result,generates large amounu of runoff. For this application,till soil types include Buckley and
bedrock soils,and alluvial and outwash soils that have a seasonally high water table or are underlain at
, a shallow depth(less than 5 feet)by glacial till. U.S. Soil Conservation Service(SCS) hydrologic soil
.;' groups that are classified as till soils include a few B,most C,and all D soils. See Chapter 3 for
'� classification of specific SCS soil types.
1998 Surface Water Dcsign Manual 9/1/98
6-69
�'. Conveyance Calculations
The conveyance system is within the building and has been sized by the
mechanical engineer in accordance with LTBC requirements.
VI. Special Reports I
A copy of the soils report is induded.
��` �(��
Golder Associates tnc. .�
18300 NE Union Hili Road,Suite 200 �' V v���r
� Redmond,WA 98062-3333 �s��tes
Telephone{425)883-0777 `
Fax(�25)882-5498
�
GEOTECHNICAL INVEST'IGATION
� PROPOSED MUNICIPAL PAItKING STTZUCTURE
RENTON,WASHINGTON
�
Prepazed for:
� City of Renton
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� Prepared by:
� Golder Associates Inc.
Redmond,Washinb on
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�: September 26,2001 i Our ref. 013-1�79.000
TABLE OF CO:NTE:NTS Page No.
�x 1. INTRODUCTION 1
2. FIELD EXPLORATION 2 '
3. SUBSURFACE CONDITIONS 3
4. SEISMIC CONSIDERATIONS 4
4.1 Liquefaction Evaluation 4
- 4.2 UBC Site Class Designation 4
R 5. GEOTECHi�'ICAL DESIGN RECOMtiIENDATIONS �
5.1 General �'
'. 5.2 Auger Cast Pile Axial Load Criteria �
5.3 Lateral Load Resistance 6
5.4 Slab Criteria 6
� 5.5 Permanent Wall Design Criteria i
5.6 Drainage Provisions 7
:�-
6. CONSTRUCTION CONSIDERATIONS 8
� 6.1 Subgrade Preparation 8
6.2 Utility Trench Construction 8
�;: 6.3 Earthworks 9
6.4 Auger Cast Piles 9
� 6.5 Construction Monitoring 9
�- 7. USE OF REPORT 10
� LIST OF FIGURES
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t� Figure 1 Site Exploration Plan
� Figure 2 Liqueiaction Assessment
t� LIST OF APPENDICES
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Appendix A Borehole Logs
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1. INTRODUCTION
This report presents the results of a geotechnical engineering study for the proposed
parking garage at 2id Avenue and Logan Street in Rentan Washington,as shown on
.' Figure 1. We proceeded with our investigation based on your August 10�2001 approval
of our July 2,2001 proposal letter. We understand that the structure will consist of a 7-
level above parlcing garage with no below grade levels. Maximum column loads are
, anticipated to be in the range of 750 to 1,000 kips. The proposed garage will be located
adjacent to the new transi#center currently under construction as shown on Figure 1.
� The site is essentially level and is currently partially paved.
The purpose of this study was to explore the soil and groundwater conditions at the site
and prepare preliminary o otechnical engineering recommendations for the proposed
, development. Environmental sampling and testing of the soil or groundwater were not
cvithin the scope of this study.
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2. FIELD EXPLORATION
The exploration work consisted of drilling five borings in the summer of 2001 to
maximum depths of about 50 feet. A standpipe piezometer was installed in boring BH-1
with the screened section sealed at a depth from about 25 to 53 feet. The approximate
locations of the borings are shown on Figure 2 and summary_ logs are presented in
Appendix A. The borings were located in the field by pacing from existing landmarks
such as the property corners,roadways,existing structures,and
topographic/geomorphic features and should be considered approximate.
The borings were drilled,using a Foremost B-59 hollow stem auger rig from Holt
Drilling. Disturbed representative Standard Penetration samples were obtained at
about 5 foot intervals. All samples were sealed in plastic jars to prevent moisture loss
and returned to our laboratory for further examination. The soil samples were classified
in accordance with the Unified Soil Classification System,which is presented in the Soil
Description Index in Appendix A. The number of blows to drive the sampler at 6-icn
intervals were recorded with the number of blows to drive the sampler between 6
inches and 18 inches penetration recorded as the SPT value.
A geologist from our firm examined and logged the soil conditions observed in each of
the explorations. Pertinent information including depths,strati�aphy,soil engineering
characteristics,and b oundwater occurrence were recorded. The stratification depths
indicated on the s1�mmarv lob represent the approximate boundaries bet�veen soil
types. The soil and b oundwater conditions were those recorded for the location and
dates indicated and may not necessarily represent those of other times or locations. The
borings were backfilled with bentonite chips in accordance with�NDOE criteria.
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I 3. SUBSURFACE CONDITIONS
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� The site is underlain by fill and alluvium from the Cedar River consisting primarily of
i interbeded gravelly sands,sandy gravels,and sands. Specifically,the soil units
encountered in our borings consisted:
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� • FILL: The thiclmess of the fill ranb d from about 4 feet in boring BH-1 to about
I 12.5 feet in BH-13. There did not appear to be any trend in these depths with
location on the site. The unit generally consisted of sand with various
I percentages of silt and gravel. Based on the drilling action and SPT values
I ranging from about 2 to 10 b/foot,the fitll is very loose to compact. Although not
encountered in the boring samples,the fill could contain orb nics and building
I debris.
I • Fluvial Alluvium This deposit consisted mainly ot a compact to dense interbeded
I sandy gravel,gravely fine to coarse sands and sand with occasional siltier zones.
� Boring BH-5 encountered a thin layer of very loose sandy silt at a depth of about
23 feet. Although there was considerable variation in the SPT values,the blow
counts trended to increase with depth. The SPT values generally ranged from
about 10 to 30 b/ft at depths less than about 25 feet and increased to about 20 to
Iover 40 b/ft below about 25 feet. We have discounted some of the very high
� values,which likely reflect a high gravel content. All of the borings terminate c
in th.is urut at depths of about 50 feet.
Groundwater was observed in all of the borings at a depth of about 17.0 ft bgs at the
time of our field investiga�on and in the piezometer installed in BH-1 in the summer ot
2001. These levels are likely affected by the water level of Lake Washington. The
piezometer should be read periodically over the winter and summer of 2001. Normallv
the groundwater levels rise slightly during the winter%spring months but due to the
lowering of the Lake in the winter, the b oundwater level may not e�chibit much change.
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4. SEISMIC CONSIDERATIONS
4.1 Liquefaction Evaluation
The site is located in an area considered to have a moderate to high liquefaction
potential due to the occurrence of thick fills and loose sands/silts of the Cedar River
valley. To assess these risks,a liquefaction analyses was performed using standard
methods developed by Seed and others. These methods use the results of the SPT,soil
type,and sample depth to assess the liquefaction risk for saturated soils below the water
table. In general,the method involves calculating a corrected SPT values considering
the overburden stress and silt content. Siltier soils are gi�en an increased value due to
the lower liquefaction potential. These corrected values are then compared with the
values required to resist liquetaction that depends on the design earthquake assumed.
We considered three events ranging from a Magnitude 6.5 to 7 with peak b ound
accelerations ranging from 0.15g to 0.25g.
The results are shown on Figure 2 as a plot of N1 versus depth. The lines represent the
required values to resist liquefaction at several earthquake levels while the points
represent the corrected sample SPT values. As shown on the plot,virtually all ot the
points lie well above the required values for the seismic events considered. Therefore,
we conclude that the site has a low potential for liquetaction.
4.2 UBC Site Class Designation
Based on the UBC method of estimating the Site Class using the sou conditions, a Site
Class Designation D is reconunended.
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September 26,2001 -5- Our ref. 013-1579.000
5. GEOTECHNICAL DESIGN RECOMMENDATIONS
5.1 General
The site is underlain by about 4 to 10 feet of fill overlying compact to dense granular
soils. These conditions are considered more favorable than many areas in downtown
Renton which tend to be underlain by an upper 10 to 20 feet of loose/soit sands,silts,
and organic zones. The soils underlying the fills are suitable for supporting the desib
foundation loads on spread footings. Alternatively the structure could be supported on
driven or drilled piles.
Due to the soils being only rnmpact at shallower depths,the allowable bearing pressure
would be moderate at about 5 ksf. This would result in relatively large footings. In
addition,the fills are unsuitable for bearing requiring that the footinb are either placed
at depth of 4 to possible over 10 feet or the fill is over-excavated and replaced with
structural fill. Based on discussions with the design team,the decision was made to
support the building on 18-inch diameter 100-ton capacity auger casts piles. Driven
piles were considered to be unacceptable due to the noise and vibration unpacts.
The first level slab need not be pile supported and can be placed as a slab-on-b ade by
proof-rolling and compacting the existing subgrade.
5.2 Auger Cast Pile Axial Load Criteria
For an 18-inch auger cast pile with an allowable static axial compression load of 100 tons
(200 kips),a total penetration below the existing ground surface of�0 feet is
recommended for desib purposes. To provide design flexibility and consider different
design loads,the following table presents allowable loads for 16-inch and 18-inch piles
with depths ranging from 40 to 60 feet. Regardless of the load,the minimum depth
should be 40 feet.
E (F�llowab(e Capa�i�
Depth ��.; Compr._ � Upiift
' .';Gase :: ::" `. FeEt Kit�s �ns
16-inch Diameter 40 j 115 70
Y 45 145 85
50 175 105
55 200 125
60 235 150
� 18-inch Diameter 40 130 75
45 165 95
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55 235 145
60 265 170
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The above table only considers geotechnical criteria. Structural criteria may limit the -
allowable loads. Typically the maximum loads on 16-inch piles is about 100 tons (200
ldps) and for 18-inch piles about 125 tons (250 kips). For short-term transient loads,the
above values can be increased by 1/3. If a load factor design is used,the ultimate axial
loads can be assumed to be twice the allowable loads.
Settlement is expected to be less than%z-inch.
5.3 Lateral Load Resistance
Lateral load resistance will be provided through a combination of lateral resistance of
vertical piles and passive pressure on the sides of the pile caps. Since the structure will
be pile supported,base friction cannot be used. Assuming a nominal allowable lateral
displacement of about%4-inch,the following allowable transient loads can be used for
design(assuming all of the lateral loading is transient):
• PASSIVE PRESSURE ON SIDES OF PILE CAPS: Based on a fluid with a pressure
of 125 pcf; this low value is recommended for strain compatibility with the piles. _
If needed,this value could be increased to 200 pcf but would require a zone of
s�uctural fill be placed against the pile cap.
• LATERAL LOADS ON PILES: For 18-inch piles limited to about%�-inch of lateral
movement,an allowable transient load of 20 kips can be assumed tor a fixed
head condition and 7 kips for a free head condition. For 16-inch piles,an
allowable transient load of 17 kips can be assumed for a fixed head condition and
6 kips for a free head condition. These loads can be doubled if an allowable
lateral movement of%z-inch is acceptable.
• PILE STRESSES: On request,we could provide shear and moment versus depth
from the LPILE results. Alternatively,for simplicity,the structural engineer
could assume that a"point of fixit�' of 12 feet for the free head condition and 9
feet for the fixed head condition.
5.4 Slab Criteria
The first floor slab can be designed as a normal slab on grade provided the existing
subgrade is prepared as discussed in Section 5.6.
� All slabs should be underlain by a capillary break which consists of at least six inches of
sand drainage blanket overlain by plastic sheeting. The drainage blanket should meet
the requirements of section 9-03.13(1)of the 1991 Washington State Standard
� Specifications for Road,Bridge and Municipal Construction. At the contractor's option,
the plastic can be overlain by about two inches of drainage sand. It has been our
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September 26,2001 -7- Our ref.013-1579.000
� experience that some contractors feel that the upper sand layer is necessary for proper
curing of the concrete.
If needed,the subgrade can be assumed to have a subb ade modulus of 75 kcf.
5.5 Permanent Wall Design Criteria
Although no retaining walls have been identified at this time,the following is provide
for completeness:
• NOI�1-YIELDIIV'G WALLS FORI�IED IN OPE?�'EXCAVATIO�S: I�on-yieldi.*�g
walls formed in open excavations with backfill placed against the wall can be
designed for an at-rest pressure equal to fluid with a densit,y of 50 pcf. This
assumes that the walls are braced with the floors acting as struts.
• YIELDING WALLS rORMED IN OPE:�1 EXCAVATIONS: Yielding walls formed
in open excavations with backfill placed against the wall can be desib ed for an
active pressure equal to fluid with a density of 35 pcf. This assumes that the
walls have not been braced and will yield at least 0.2 percent of the wall height.
This condition could occur if some or all of the wall is backfilled prior to placing
the adjacent floor slabs or for any cantilever retairung walls.
The above recommendations assume no build up of hydrostatic pressure behind the wall
and that adequate drainab will be installed as discussed below in Section 5.6. The earth
pressure values assume a level backfill slope and do not include any surcharge loads. 4Vhere
traffic loads will occur adjacent to the wall,a uniform surcharge load of Z00 pst should be
added.
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5.6 Drainage Provisions
� In areas where the final slab b ade i below the adjacent exterior b ades,we recommend that
the walls be positively drained to mllect any perched groundwater,water that infiltrates
� from adjacent ground,and/or from leaky utilities. The drainage system should cansist of
drainage behind the peruneter walls and footing drains. In addition,any retaining walls
should be provided with wall and footing drains.
� Drainage behind walls can consist ot b ocomposite drains or a minimum tw•o toot w�de zone
ot clean sand and gravel iill with less than 10 percent passing the No.200 sieve. lf required,a
fnoting drain should consist of a 4-inch diameter heavy walled perforated PVC pipe or
equivalent. The pipe should be surrounded by at least 6 inches of drainab material as
described above. Qean-outs should be provided.
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6. CONSTRUCTION CONSIDERATIONS -
6.1 Subgrade Preparation
Since the structure will be pile supported the existing fills need not be removed.
However,the subgrade needs to be stabilized in order to provide adequate support for
construction equipment the slab on b ade and pavement areas.
In general during dry weather,the existing fill subb ade should provide adequate
support for construction equipment. The contractor should anticipate that there may be
some localized loose/soft unstable areas that may require over-excavation and
replacement or a stabilizing layer of fill or ballast. Although the fill is generally
relatively clean,during wet weather the contractor should assume that the need for
subb ade stabilization to support cons#ruction activities will increase.
' The subgrade in both the slab-on-grade and pavement areas need to be stabilized. This
should consist of the tollowing procedures:
• PROOF-ROLLING: Areas should be proof-rolled with a fully loaded 10-wheel
� dump truck at the pavemendslab subgrade elevation.
• OVER-EXCAVATION OF UNSL�ITABLE AREAS: Areas which rut,weave
excessively or otherwise appear unsuitable during proof-rolling should be over-
excavated and backfilled with compacted structural fill. The depth of the over-
excavation depends on the nature of the unsuitable areas with the intent to
� provide a subgrade that will support a fully loaded dump truck in general,the
maximum depth of over-excavation will likely be on the order ot 18-inches.
� • COMPACTION: After proof-rolling and stabilization of the unsuitable areas,the
surface should be thoroughly compacted with a heavy vibratory roller to at least
95 percent of maximum dry density as determined by ASTM 1557,Method D.
� In general,the subgrade should be compatible with minimal over-excavation required.
The contract should be set up to allow payment on a cubic yardage basis for any over-
excavation required. For budgeting purposes,we suggest assuming that about 20
percent of the areas may require 18-inches of over-excavation. Dr,y weather
construction would minimize the need for over-excavation.
6.2 Utility Trench Construction
Unless the utilihes are deep,the majority of the trench will be excavated in loose sand
and gravel fills. Normal bedding criteria will be acceptable unless very soft, unstable
soils are encountered at the pipe invert. Although unstable areas are not anticipated
� based on the borinb,if encountered some over-excavation and placement of a
stabilizing fill layer might locally be re9uired. The excavated soils will generallv be
suitable tor backnll above the specified pipe bedding material.
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� Trench backfill placed in slab and pavement areas should be compacted to at least 95
percent of maximum dry density as determined by ASTM 1557,Method D. In general
- landscaped areas the compaction can be reduced to 90 percent of maximum dry density.
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6.3 Earthworks
� In general mass earthworks will be minimal. Fills placed in areas of pavements and
inside the building footprint should be well b aded sand and b avel placed in maximum
� 12-inch thick loose lifts and compacted to at least 95 percent of maximum dry density as
determined by ASTM 1557,Method D.
� On-site excavated soils can generally be used for structural fill provided they can be
properly moisture conditioned and contain no organic debris,building debris,or other
unsuitable materials.
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6.4 Auger Cast Piles
Auger cast piles are particularly sensitive to the installation methods and contractor
experience. Poor equipment and/or inexperienced contractors can result in piles that
are improperly installed and,in the �vorst case,piles that are completely"necked"
providing essentially no significant resistance. Thus,it is essential that auger cast piles
be installed by qualified,experienced contractors with the full time construction
monitoring of experienced geotechnical field engineers.
General monitoring requirements include the auger down pressure,identification of
cuttings,grout pressure,the rate of auger withdrawal,and b out take. It is also
recommended that as a minimum one small rebar is placed full depth into the b out
after aub r removal as a check on hole "necking". If the rebar cannot be installed full
depth,the pile should be rejected.
'� 6.5 Construction Monitoring
Critical geotechnical aspects of construction should be monitored by a qualified
geotechnical field engineer. This includes pavement and slab subb ade preparation,
placement and compaction of struchual fills,construction of wall and footing drains (if
required),and installation of the auger cast piles.
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. 7. USE OF REPORT
This report has been prepared exclusively for the use of the City of Renton and their
f consultants for specific application to this project. The conclusions and
f recommendations presented in this report are based on the explorations accomplished
for this study and conversations regarding the proposed development of the site. Once
� the site project plans are finalized,we recommend that we be given the opporhuuty to
review the plans and specifications to verify that they are in accordance with our
recommendations. The integrity and performance of the aub r cast pile foundation
� system and the development of a suitable pavement/slab subgrade depends greatly on
proper construction procedures. Therefore,it is recominended that a geotechnical
engineer be retained to provided geotechnical services during the critical aspects of the
` project.
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The Golder field borings were performed in b neral accordance wzth locally accepted
� geotechnical engineering practice to provide inforrnation for the areas explored. There
are possible variations in the subsurtace conditions between the borinb and variations
��ith in the b oundwater conditions with time. �Ne recommend that a contingency for
� unanticipated conditions be included in the construction schedule and budget.
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� � LEGEND
i OBH_1 0 2o ao
BORING LOCATION
FEET 1
F!GURE
� SITE PLAN
S�URCE:HASE PROVIDED BY lMN ARCHITECTS,8/13/01. RENTON PARKING GARAGE�'WA
� bc:ark�K:lPro�ects120011013,�79��0��,6�.aW9;9-z�-,�ax�_ae5ar:. Golder Associates
Unified Soii Classitication System Component Definitions by Gradation
soil C4oss�fication
Criteria for 0.ssigning Groua Symbols ond Names Generofized Component Size Range
Group Descriptions
Bouieers ADo�e 72 in.
OnRSE-GRNNFD SOILS GRAvE15 CLEAN GRI�VELS Gw weli-gratlea Grwelt
wore than SOS MOff than SOS o( Leas then SS finaa Cocblsa 3 in. to 12 in.
I reta7ned on coane trection CP Poorly-grede0 qraveia
Na 200 aieve rNa�ned on Gra.�d 3 in. to No. a (s.76mm)
No. 4 Si�v� ravel and nk
GRAvEt,S wliFt FiN6 GM y��� Coene grovei 3 in. to 3/� i�.
More Uon 72S finea r�� �d by Fme qreve: 3/4 in. to No. 4 {t.76mm}
� MiYturn
Sand No. 4 (�.76mm) to No. 200 (0.074mm)
S�rtDS CIE�w SwDS Sw wen-qreded Sonaa
SOx or mo�e of Wa 1l+on SS fmo Coane sand No. a (a.76mm) to !b. t0 (2.Omm)
toarae froetion SP Pporiy-yroded $anEa Medium sona No. 10 (2.Omm) to No. 40 (0 aQmm}
poases No. 4 Siex
SnNJS 1NTH flNES 5�1 SorW ond Sut 1fi.turea Fine aanA No, s0 (0.42mm) to No. 200 (O.C7�mm)
Mon thon 12i fnea 5Jt on6 Cloy SmoNer thon No. 200 (0.074mm)
SC Sand ond Cby 1fi�tures
flNE-GRA7NED SOILS SILTS ANO CUYS Cl Lo.-p�Osticity Cbya
SOS or more yann LiCu�d limit 1NpRGANIC
7+e Ns. 2D0 s�e�e ku Vron SD Non-prostK ontl l.o.-
"` P�°�°"r �"� Samples
Non-poaue ona Lo.-
ORGANK OL �=K'h'�anic Cwys
Non-ptastic onC La.- SS SPT Sompler (2.0' OD)
o�oriicity Orqorvc S�tta HD Neovy Duty SpGt Spoon
SiLTS AND C.AYS ��� CM Hign-piasticily qoys Sh SneiDy TuDe
L'puid fmut ? alc�v Sampkr
qreater tMn SO YH itiqn-plmtitity SiH�
B Bu1k
liigh—plmLtRy
ORCANIC OH �9on�c C.op C Corea
Hign—piosticRy
Oryanic Silt� Unkaa ottienise noteG, dr'rve semp�.es I
HIGMLY ORGlwiC SOILS Prim¢rily orqonic mottcr, dark �, eaor, c�a otivcnceC ritn it0 Ia. nommer ritn I
orqenic oEor P' Peal JO in. Orop. �
� Relative Density or Consistency Laboratory Tests
Utilizinp Standard Penetration Test Values
Tes; Oes:gna;:on
Cohesionless Soils�0� Cohesive Soils ��� No�amrc (t)
Denaity 0
��� ��� Relative (�� Undreined (d? Groin S�za G
Density N, Diown/R Densdy Ccnsistency N, blors/tt. Sheer Strength rometn N
��) �PS�) �
AtterDerg Lim�ta (1) ',
I Very �oox 0 to ♦ 0 - 75 Very aofl 0 to 2 <250 ConsoGdetion C
loox 4 W 10 1S - 35 Sott 2 W ♦ 250-500 Unconfined U
Compact 10 to JD 35 - 65 �mm 4 to E 500-t000 Uu Tria. uu �,
Denae 30 to 50 6S - ES StHf 8 to 15 1p00-2000 CU Triaa CU I
� vary 'Jena� o.er 60 >QS Wry StiH 15 to JO 2900-4000 CD Triax CD i
Mortl o�er JO >4600 Permeo0itty P
(a) Saih eonsistinq of grove!. sanC. ond filt, either seporptely p in combination, possesimg ne etioracteriatin (7) uoisture and Atteroesg Limits
ot plostici!y, ond eahibiting O�ained Dehovia. D�otteE on loq. �
� (D} So'ib poaeaainy Me choracterirtia of plesticity. and edii0itinq untlroined pMoriw.
(e) Rcier te te� of �STY 0 75D6-8� for a Asfnrtion o� N; i+ normeny co�wraaee eones�onk»swli
Qalative Dmaity tertna orc boxE on N wlwa eomcteC for o•erb�rden presauru.
(d) una.o��a �n�,.�m�ycn - i/2 ��o+�ra»a eomas�on svs�qtn. Silt end Ciay DeSCriptions
� Tyoicol Unified i
Description Designotion
Dascriptive Terminolofly Denotinp
Component Proporttons sn w� c�a�-v�a.�)
� noy.y s�ic ct-M� (a. oa�c�c��y)
Deseriptive Terms Ronge of �ropoRion �ity Cioy CL
cwy cr+
TtOCf 0—SA. PlaatiC Silt 11H
' so�rne o.�aJ.e+ive�O� li-3oz orye�fe soib oL. a+. Pt
MO 30—SOS
(o) Us� GravNy. sonay « Sitty o: avD�ovriat� �
�
' -
��° Golder Associates
;
� Figure
SOIL CLASSIFICATION/LEGEND ;
�
' �:a-,ow�.oRM sn
RECORD OF BOREHOLE B-1 sHEET,ar z
PROJECT: City of Renton Garage DRILLING METHOD: 4'HSA DATUM: Local ELEVATION: 25
PROJECT NUMBER: 013-1579 DRILLING DATE: 08/16f2001 AZIMUTH: N/A INCLINATION: -90
LOCATION: Northeast comer of site DRILI RIG: 6-59 COORDINATES: not surve d
� SOIL PROFI�E SAMPLES PENETRATION RESISTANCE
= BI.OWSIR■
W NOTES
�-, � N = ELEV. LL w BLOWS Q �o x ao ao WqTE�LEVELS
� p� � DESCRIPTION � �� DePTH � r}- P�6 in N W WATER CONTEWT(PERCENT) GRAPHIC
p c� fl 2 iao w namrner � �'`'. Wi
m . ( � 70 inch aroD
� 0.0-0.1 0.1 �
� A h I Cement seal '� �_
Q S�2 5 antl Busn Ei�! i=!
mount _� :6c
Road base fill . ..
22.5 monument %ii; ii�:
^. :�:
2.5-40 ----- -- - — — 2a �
� Compact,Pale due 58 6/2 moderate olive — t Sg �7.tg.�2 3p �=�
brown SY 4/4,massive gravelly SAND with 2t� 1.5 *
sift m�stLl)�SP-SML____J� 4.0
4.0-23.0 I
5 CompaG fignt dive grey interbedded �°�o
grevelly SAND to SANOY grevels,moist �� p:
� subrouMed to rounded(FIUVIAL .Q
ALLWIUM)(SP-GP) �
o °
Gravei 7one�5-6'
C� � � '
2 55 a-�0.16 26 �=4 �
o�0 1.5 �
o D, 1 I
� �� � � �
o�o I '
� O� i
o ao �
SP.GA p .p� 3 SS 11-72-9 21 1.5 I i
� ° � I �
� is °�° I I �
Grave�Zone o D'
' I I
o Q° � c �
� � �
" � o D , , `
��' � 4 SS �� 8-8-7 )5 1.5 ' �
< �a°a� � � � a
i o 3� � I
� 20 p Q �
e �o��° � ! � � Bentontle
OD. � chipsw�th 1'
PVC 7ipe
I
� _ o a 2A �-5
Heaving Sanq lone(t�22 5' ___ _ 23.0 5 � SS 9-1&12 30 I
t5 I �
23.0-31.0 °lZe� I
Dense,mo0erate yelbw t0yr 5l4 tlar t � I
yellow brown 10 YR 42 interbeaded fne to p Q. I i
25 medi�m SAND wiN gravelly coarse to �.Q.�� I �
medium SAND mnes,wet (FWVIAL a
ALLUVIUM)(SP-GP) ?��. (
Da ' �
SP-GP .Q
°�° �_5
6 SS 1522-22 � 44 �5 �
oa I ■
' ; I
so - �------ -- --- -- —�---o�n i
, D D -6A � �
31.0-34.5 p 3t.0 I I
� Dense,moderate,Yeibw brown tOYR 5/4 o f\o {
N SANDY GRAVEL subroundeC,wet v I �
� (FLWIALALLWIUM)(GP) �p o O
� � 7 SS � 17-20-25 45 �=5
�o` 1.5 ■
Q o
3 - -- - -- -- -- — -9S i
x' � 34.5-42.5 34.5 � �
O CompaC moderele yellow brown 10VR I i
� S/4 interDedded,greve!ly coarse to fine � I
� SAND, trece ta liltle sd!,wet(FLWIAL i
� � ALLWIUM)(SP-SM)
� SP-SM I
�7
� t-F �
B I SS 1579-74 � 33 �5 _ !
0
� �}_ I � ��■ �
C �
° aa i �
� � L continued on neM a i i
W 1 in to 5 ft LOGGED: GJK
? DRILLING CONTRACTOR: Holt CHECKED: DPF yT-Golder
�, DRILLER: Ray DATE: 08/21/2001 ASSOCiTt�s
mi
,
�
' RECORD OF BOREHOLE B-1 SHEET2ot 2
PROJECT: City of Renton Garage DRILLING METHOD: 4'HSA DATUM: Local ELEVATION: 25
� PROJECT NUMBER: 013-1579 DRILLING DATE: 08/16/2001 AZIMUTH: WA INCLINATION: -90
LOCATION: Northeast comer of site DRILL RIG: &59 COORDINATES: not surve ed
' � SOIL PROFILE SAMPLES PENETRA7ION RESIS7ANCE
O
� � BLOWS/fl■
NOTES
�-- � y � EIEV. W W BLOWS Q �o zo 30 �o WATER LEVELS
o v Z OESCRIPTION y Q p � a per 6 in N V WATER CONTENT(PERCENT) GRAPHIC
�; � � � DEnTH Z � u0thnammer � W.� eW 'w:
m ( � 3o rcrl�aov
40 34.5-42.5
nn Compact,moderate yeNow brovm tOYR
'1 I 5/4 interbetlded.92velVycoarse W fine SP-SM
�� SAND, trace to little si�,wet(FLUVIAL
ALLUVIUM){SP-SM)(Continuad) .��5
42.5-43.5 ------- SP 42.5 �—p
� Loose,medium gray(NS),massive,fine to _ -18.5 9 SS 9-3-4 7
i SAND we�FlUVIA1 ALLUVIU�(,�P�� - 43.5 �'$ ■
43.5-52.5
� Very Dense,Moderate yellow 5rown ard
45 Q medium gray interbedded fine to coarse 20�24 Sil�ca
y SAND trace gravel,wrth small fine sand sand filter
= lenses,wet(Ouvial aAwiumj(SP) '
�S pack and �
•� � sbtted PVC
�{ P PCe ���{. .
� ; 10 SS 19-43�6 �� 1.5 I. '
» �
1
� 50 I
� .1 .
I I
-2'.5
--- Bonng completed at 52.5 R.--- --— 52.5 �_5 (
' 11 SS 19-25-29 '`� t.5
I "•
� 55 - I
i
( I ,
�
�
I
50 I
'
I
�
65
� I I
I
i
TO
I
� �
N
a
o �U
� 3
�� �s !
� I
�
a
� � �
� �
� BO I j
� I
�
� �' 1 in to 5 ft LOGGED: GJK - �
y DRILLING CONTRACTOR: Holt
� ~Golder
T CHECKED: DPF
� DRILL�R: Ray DATE: OSI21/2001 ASSOCic1iC'S
�
� RECORD OF BOREHOLE B-2 SHEET 1 oi 2
PROJECT: City of Renton Garage DRILLING METHOD: 4'HSA �ATUM: local ELEVATION: 25
PROJECT NUMBER: 013-1579 DRILLING DATE: 08I16/20�1 AZIMUTH: N/A INCLINATION: -90
LOCATION: Southwest Corner of Site DRILL RIG: &59 COORDINATES: not surve ed
� SOIL PROFILE SAMPLES PENeTRATION RESiSTANCE
BLOWS 1 ft!
r�-. W � ELEV. � '' io m �o '0 NOTES
LL� � V a� wm � BLOWS � a WATER LEVELS
p Z DESCRIPTION y Q O � y per 6 in N � WATER CONTENT(PERCENT)
� �� ~ V w. W'
_ p c: CEft)H Z tao m namme. z w
m JO nch droo
� 1 0.0-0.1 0.1
'� t Psohalt
! 0.1-2.0
`' Road base fill p�p
�' 2.0-5.0 —— —— ———— — 2.0 I
Compau,bose,moderete brown SyrS�'6 tn
pale yelbw brown 10YR&+2 interbetlded t SS 0-1-1 2 �=5
`, sitty fine to medium SAND wdh sandier S� 1.5 �
1j lenses with iron staining and moMing
ly (FILL)(SM1 ————— --— 20.0
U 5 -
GravelZone
z s.o_ss.o a'fl
Compact.moderale yelfow broHm 10 YR �_. .
: 514,interbeddeE gravelly fine[o coarse
j � SANDS and SANDY GRAVEIS sub �.
angular to sub rounded,wet(FLWIAL Q �_c ,
ALLW�UM)(SP/GP) 2 SS 2-fr3 9 t.5
;
,o
° � I � I
a .
o ; �
a
� � �
` I 1-5
Q;: 3 I SS I 6•'3-12 25 1.5
�
Q 1 I ■
,s ; � � � ` j -
�
� � I
I � -'�:0:': � . � Q
i o � 4 SS 7-it-t3 � 24 ' .,.5 '
H � •
S �
20 0 �
,
Q a �_ , �
sPc Q: ' � �
`Q 5 � SS 12-t2•17 23 iS
� `` I ■
o:.�
I
25
Gravel Zone @ 2S2T a '
� � O
o:.� '
�:`. 6 SS � 7•12•t3 25 7.5 ,
i ■
�' i 1
30 �
°: �
Q a I I
� Q. �
°f Gravel Zone Q 3235 � I
� � o. � 7 SS 14-22-50/5.5 50/5.5j�'
< !
3 I
i Q.:. I
� 35 � Q
c: � I
� I o. : I
^ �
� i p; . j
�
� Q 8 SS 12-25-23 � 48 i� I
c
. '14.0 1 1.� � ■
c _ _ 39.0 I
C P-GM i
° ao i o, �9
u- L cononued oa ne»Daoe ' I I
� LL 1 in to 5 ft LOGGED: GJK ^ I
= DRILLING CONTRACTOR: Holt CHECKED: DPF �
� ''Golder
� DRILLER: Ray D:,TE OB'21r2QQ' ASSOCiTi�s
�
RECORD OF BOREHOLE B-2 SHEET 2 of 2
PROJECT: City of Renton Garage DRILIING METHOD: 4"NSA DATUM: Locai ELEVATION: 25
PROJECT NUMBER: 013-1579 DRILLING DATE: OB/t6/2001 AZIMUTH: N/A INCLINATION: -90
LOCATION: Southwest Camer of Site DRILL RIG: 8-59 COORDINATES: not surve d
�-' SOIL PROFILE SAMPLES PENETRATION RESISTANCE
= BlOW51 ft■
�
�— � � ELEV. ¢ � to 2o ao ao NOTES
a.t y =� w W BLOWS Q WATERLEVELS
o v Z DESCRIPTION y a O � a per 6 in N WATER CONTENT(PERCENT)
� �� 7 � V
� � DEryTH Z iaa ie�m,br ¢ W.%—��'W�
m � � ao��a�oo
a0 39.0-a5.o
pense,moderate ye:low hrown 101R42, a I
massive,SANDY GRAVEL trace to IitUe
sitt(GP-GM)(Continued) o
GP-GM
o �_5
Q 9 SS 23-27-19 46 1.5 �
O
N
2
45 — —.——__— _� '20.0
� 45.0-50.0 � a5.0
`v Dense,light hrown 5YR5/6,interbe0ded �.� ``�
SANDY GRAVEL with Gravely fine to �a._�.�
medium SAND,suh anguWr to sub
rounded,wet(FLUVIAL ALLWIUM) :'. ::
(GPlSP) SPG �`
•Q. 10 SS 13-8-31 39 �=5 �
i 1.5
o C.J
� — — —— —— -25.0 I
iBoring completed at 50.0 R. SOA I
'�
I I
_ I +
�
55 I
I �
60 �
1 I
1 �
:
1
65
i
� I
. (
1 ,o � i
I �
I �
I �
�
_N I�
�i
3 I
� c 75
J i�
' � I I I
�
�
o �
�
�
� � BO �
� 1 in to 5 ft LOGGED: GJK
° DRILLING CONTRACTOR: Holt CHcCKED: DPF i�' �GO1d�I i
W :�SSOCic'�[C'S
� � DRILLER: Ray DATE: 08121/2001
a
� — —
RECORD OF BOREHOLE B-3 SHEEi 1 of 2
FROJECT: City of Renton Garage DRILLING METHOD: 4'HSA DATUM: Local ELEVATION: 25
PROJECT NUMBER: 013-1579 DRILLING DATE: 08/17/2001 AZIMUTH: WA INCLINATION: -90
LOCATION� Center of Site ORI�L RIG: 8-59 COORDINATES: not surve d
� SOIL PROFlLE SAMPLES PEN£TRATION RESISTANCE
O
F i � BLOWS/fl■
w
� ELEV. � � to zo w �o NOTES
o� � � ' a� wm a BLOWS Q WA'ER LEVELS
� Z DESCRIPTION y Q G � � per 6 in N WATER CONTENT(PERCENT)
� C.� � F- U
' m c9 �Eft�H z uo m nammar z W. W N'�
JO inc�tlrop
�
D.0-0.1 0.1 �
A5 hal
0.1-2.0 �
Road base fiA 23 Q
z.o-a.o---- ----- — z.o
Loose,dark 9ray(N6)interbed fine SAND �
with charcoal Ca3.5'becoming moderate S� 1 SS 2-2-3 , 5 0_5
brown fine sand with sil[,moest(FlLL)(SM) 21 p ].5 �
a.o-iz.s-------- — a.o
� 5 Very loose grey(NS}dark yelbw aarge
10YR616 moriled,interbedded fine to
medium SAND wilh SAND trace to IitUe
SILT iron staining and charcoal Dresenl
(FII.L)(SP-SM)
� �
SP-SM : 2 SS 1-1-1 2 1.5 i
■
i I �
,,� 10 +
I
Gravel zone�t0.S1Y
�:
�, 12.5
� 125-14.0 — - --- - --- — -� -- 12.5 j
� CompaM dark ye!low hrown 70YR 4,'2, GP o�° 3 SS f �1•13-13 yg , 0_5 �
� massive,SAN�Y GRAVEL sub angular to ��p 'S �
rcunded,mast(FLUVIAL ALLWIUM) -- �y Q
G? p� -
� t5 14.0 25.0 � � �
�, Compact,Mode2te yellowish brown fine to O�
� coarse SAND.trace to fitt�e su;and gravel,
wet(FIUVIAL ALLUVIUM)(S?) , �o + ! �
0
� _ �Q
i � O� i
! 4 SS 4-5-7 ' 12 1=9 I
< � o Qa f.5 �
z� � sP Op I 1
I ° � �
� � ��� �
o D
i j Q
I �a
o �
j o O 5 SS ' 3-9-12 21 � 7.�
! O �
I
25 - —— - — — — — ° �A I �
25.0•480 � 25.0
! Compact,daAc yetlowish brown 1CYR 5!4 0!10�
� betlCed sandy GRAVEL wrth Gravelty i hL� �
� �� SC'A�N,O trate siN.,wel(FLUVIAL ALLUVIUM) I rOQ O i I
� 6 I
�o �
6 SS t413-16 29 �; �.5
I Q
I 30 0�a
; O° �
� � � ' o p� �
� N
o> GP Po O
o Q 7 SS 72-23-47 >50 �=�
� F
Q O^0 �... »
�" � 35 Q D I '
; � q i
� o p�
a o p �
i � C
� o 00
� O1 8 SS 5-8-12 2G �
� pO� 7.5 l
s i I �
0 4� i o r\°
� � L con;iwed on nexl a e
� 1 in to 5 ft LOGGED: GJK `�
° DRILUNG CONTRACTOR: Holc CHECKED: DPF . �Golder
R o DRILLER: Ray DATE: 08/21/2001 �L��SSOC1c1tC'S i
�
j
RECORD OF BOREHOLE B-3 sHEErzor z
PROJECT: City of Renton Ga2ge ORILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25
� PROJECT NUMBER: 013-1579 DRILLING DATE: OS71712001 AZIMUTH: N!A INCLINATION: -90
LOCATION: Center of Site DRILL RIG: 8-59 COORDINATES: not surve ed
n SOIL PROFILE SAMPLES PENETRATION RESISTANCE
= BLOWS/R■
�-, W v ELEV. � F' �� � � �� NOTES
W� � U �� wm a BLOWS ¢ WATER LEVELS
I o Z OESCRIPTION y Q O � per 6 in N � WATER CONTENT(PERCENT)
7 K� � � U
C � DEkTH Z t�O�Ehemmer � W. w W�
m � � 30 mU MOP
� 25.0•48.0
� - Compact,dark yellowish Orown iCYR 574 a��
� bedded sandy GRAVEL with Gravetly
SAND trace silt,wel(FLWIAL ALLUVIUM) o �
(GP)(ContrnuedJ Q
o Q° 1_5
Q Op 9 SS 12•14-9 23 1.5 �
= GP
45 � o Q°
O
e oO D
a Qo
1
� _ o �J -23.0 1-5
48.0-50.D - - ————— — — 48.0 10 SS 17-�320 39 1.5
Dense,motle2te yellow brown 10YR 5.�4, P�M o
� massive,SANDY GRAVEL,sub rounded
to sobangular hace to liti;e silt,wet o _p5.0
� 50 _(�WIAL�LWIUM)LPSzML__, — 50.0
Bormg compleled at 50.0 R.
� �
�; 55
I '
i 1
60
65 I
70
0
� I
�
O
� I
Q
� 75 I -
� 1
�
a
1 ` ` 1
� ! �
�
� I I
o I
C I I
� � 80 I � i
�
w 1 in to 5 ft LOGGED: GJK
= DRILLING CONTRACTOR: Hon CHECKED: DPF �s Golder
o DRILLER: Ray DATE: 08l21/20a1 ASSOCic`�t�s
m
RECORD OF BOREHOLE BH-4 SHEET 1 of 2
PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Locai ELEVATION: 25
PROJECT NUMBER: 013-1579 DRILLING DATE: 09/0512001 AZIMUTH: WA INCLINATION: -9Q
LOCATION: Northwest Comer of Site DRILL RIG: B-59 COORDINATES: not surve
� � SOIL PROfILE SMIPLES PENETRATION RESISTANCE
� BLOW51 R■
y "� � E�EV. � � �o � 30 w NOTES
�� � U a� � wm a BLOWS Q WATER LEVEL5
O Z DESCRIPTION y Q p � � per 6 in N i v WATER CONTENT(PERCEN7J
7 �– �' W� W
� V, DE�TH Z t40 W trmmer � W
O
m I ( y 30 vcn Erop
0
nl O.Q-0.1 �� 0.1
1 As^hatt 1'
O.i-10.0
Very Ixse ro compacl,reddish bown
(t0YR4;3) massiveSiITYSANDIrace
little 6ne gravel moist(fll)(SM)
S-1 SPT ;J18' 3li8' 0 3
1.5
5 I SM
S-2 SPT 2/�8- 2178' �—�
I LS
i 5-3 SPT 3�i-6 72 �=2
� 1.5 �
10 15.0
10.0-17.0 10.0
_oose to Compact,moderate aive brown .��.i 5-0 SPT 2-5-7 �� 15 I
(SY4i41 well gradded SAND littk fine . � I
gravel trace SILT moist,becomming we7� �
17'
SP .. S-5 SPT 4�-3 � 1.5 I ,
� � ■, I _
'S I I �
�
8.0
------ ---- — � �`
17.C-22.0 `f 17.0 I �
i Comoact reddish brown f SY 4f1)sandy o Qo��,
� � GRAVEL.wet(GP)(Fhrvial ALLUVIUM) S-6 SP7 �5-t0 15 i �:5 �
a I GP ��� I • -1
N I �
20 °�o
v I
C ' OO�� �
b j
� 3.0 J
• 22.0-27.5 — ——— --— N 22.0 I
Compaa to dense,brown sitty undedy I• •
GRAVEL.wet(GWj(FLWIAL ALLWIUM) � .,� S-7 SPT I 22-18-t t I 29 �5 I
r ' ' � ' ~
25 � GW ri,�J I �
r� �l I
�:`� I � J
� 2�.0•sz.s �- '� -z.s �
�� Compaci to very at depth inlerbedded o o I �
. brown(10VR 3�1.Santly Garavel $-g SPT � 5-7-7 14 �5 ` �
� I �,ntebeatleC wrth with dense sanay — o �i � � I
__g;�el�vet�P�SA4�W111 — C i
30 °�,� I I �
`o � �
o O a �
� � 0� � �
�' o D
� �P b� S-9 SPT i 17-9-11 20 j �-5 ^j
a I o�o I �
� c 35 � � �� � f
� � o,� � , . �
0
a � o D
� � �
' ^ - I
� �
°! ��'o $-10�SPT 11-t7-19 36 �—� �
o OD �5 I ■
C � I I I
C
Q 40 I o n° + �
� � L conlinued on ned a '
�
� 1 in to 5 ft LOGGED: MDH
ryl DRILLlNGCONTRACTOR: Hoit CHECKED: DPF ��. =GOld�t
' �� DRI�LER: John DATE: 09/20l2001 :�SSOCic'�t�S I
�
RECORD OF BOREHOLE BH-4 SHEET2of 2
PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Locat ELEVATION: 25
PROJECT NUMBER: 013-1579 DRILLING DATE: 69/05l200� AZIMUTH: NJA INCLINATION: -90
LOCATION: Northwest Comer of Site DRILL RIG: B-59 COORDINATES: not surve ed
� SOIL PROFILE SAI�IPLES PENETRATICN RESISTANCE
i BLOWSfR■
�
a� � V ELEV. � F �� � � w NOTcS
W„ �n =� w w BLOWS ¢ WATER LEVEIS
0 Z DESCRIPTION y Q O � y per 6 in N WATcR CONTENT(PERCENT)
� � �� � r- c�
C V, DEP�TH z taolLhammer � '�'. w 'N�
9 ( � 30 nch O�op
40
27.0-52.5
� Compact lo very at depN inferbedded o�a
brown(10YR 3J3),Sandy Garevel
intebedded with vnN dense sandy O �
grevel,wel,(GP)(ALLUVIUM)(CoMinued) Q
' °�� 1_Q
� OD S-11 SPT 5-5-15 24 1.5
¢ � 1
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x
45 a o Qo
O
Q GP oO D
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O� 1.5 »
50
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� __ _ — — __ __ _ _ � '27.5
� Boring completed at 52.5 R ' 52.5
� S-13 SPT 1'r22•19 1 4� 15 I
55 ' � �
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ti
60 ' �
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65
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W 1 in to 5 fl LOGGED: MDH
° DRILLING CONTRACTOR: Holt CHECKED: DPF
�' �Golder
m� DRILLER: John DATE: 09/20/20C1 :�SSOCiTt�S �
RECORD OF BOREHOLE BH-5 SHEET 1 of 2
OJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUh1: Local ELEVATION: 25
OJECT NUMBER: 013-1579 DRILLING DATE: 0910512601 AZIMUTH: N!A INCLINATION: -90
OCATION: 5otheast Cmer of Site DRILL RIG: &59 COORDINATES: not surve ed
- � SOIL PROfILE SAMPLES PENETRA710N RESISTANCE
� BIOWSlft■
� - � ELEV. � � io zo ao �o NOTES
� m -� w W BLOWS Q WATER LEVELS
Z DESCRIPTION y Q O � y per 6 in N I WATER CONTENT(PERCENT)
7 �J � ~ U W�I E/ iW,
� DE TH Z ,�o�e romme. �
m � �ft� 70 nr1�Orov
0.0-0.2 0.2
A h It 2' o Qo ' I
! 0.2-10.0
' Compact.Dark brvwn Wive(tOYR 3!4), o p �
_ nonstartified,gravely SAND,i�ace to I;itUe Q
silt.moist(GP)(Fil)
- �p si sP-r aa-a e °5 .
f � 00 I
o O S2 SPT 613-15 yg 0_5
O 1.5 �
o Qp
o � 0-5
Qo S-3 SPT 6-7013 23 1.5 ■
o �
o --- - - - - -- — o D is.o
- io.—o-zzs � �o.o i
- Compact to dense,yelbw 6rrnm ItOYR �.. ��' S�d SPT 1�-3538 >5C � �=5 I
4/3),sandy g�avel to graveiy SAND.vace a � ��5 »
� sil,moist.wetQ17'subangularto
suDrcur.ded(SP!GP)(FLWIAL � �
. ALLUVIUAt; �O . �
i Q S-5 SP' 11-73•�6 29 �:5 I
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5 - ( Q I ( ��
SP/GP� ':� 1 l �`
- _= I a , I ' j i �`
f � �
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a ' � �
� 2.5
22.5-23.0 -- - —-- -- — - MUCL 2.0
' Verv Sett,grey(NSlinterbedded sandv � 23.D ST SPT 2118' 21+8' �—� ^
� '�� SILT,wkh s�iry day, wet(MUCL)(Fluvial 1'S �
�� Alluvium;___.__ ____._ ___ _
,��<' 23.0-32.5 I
. Dense,Grey(5Y 413)inierbeCtled fine silry I -i
' fine SAND,with yellow orarge brown silty �
r; Sand wilh IitUe g2vel,wet(SM)(Flwial I J
_ - {° Alluvium)
!
- � r: I
� SM
S-8 SPT I 32513 38 � i.5 i
- 1�
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�-3�
_ _ _ �.� �
�� �
--_.t` � - — - _ _ _ — '7S �
='_ 32.5-52.5 9..:-..� 32.5 j I � I
,' Dense.Brown(1CYR 32)intarbedded I,•.• S9 SPT 9-1St5 30 �5 I
� `�. '� gravels wilh sanC,wet(SW-GW) ,�.�i� ,
_ r i �..�
c1 s� � .5•:• ' ` I
=� �w� �::�:
�� ����� � �
.', � �
_ � :•11.� IS•10 SPT' 612-22 34 ( ;'.5 I ■
� a,`!• I
�' .0.'� I I
�-=C I
L .^.onunued an nea�t ae i
- t in to 5 ft LOGGED: MDH
-_ _ GRILLING C�NTRACTOR: Holl CHECKED: DPF �Golder
DRI�LER: John GATE: 09/29/2001 ���SSOCiTt�S
RECORD OF BOREHOLE BH-5 SHEET2of 2
PROJECT: City of Renton Garage DRILLING METHOD: 4"HSA DATUM: Local ELEVATION: 25
PROJECT NUMBER: 013-1579 DRILLING DATE 09/OSl2001 AZIMUTH: N!A INCLINATION: -90
LOCATION: Sotheast Cmer of Site DRILL RIG: 8-59 COORDINATES: not surve ed
� SOIL PROFILE SAMPLES PENETRATION RESISTANCE
� BLOW S 1 R■
�
�-� W � ELEV. � � �o io 3o ao NOTES
W� � rn =� w W BLOWS Q WATER LEVELS
0 Z DESCRIPTION N Q O � T per 6 in N WATER CONTENT(PERCEM)
� K'� 7 F V Wr W,
� � DEPTH Z �+0��� � w
m �ft) 3o incn aop
40 32.5-52.5
Dense.Brovm(tOYR 3Q1 interbedded •�•� �
gravels wit�sand,wet(SW-GW} ;Q;:Q �
(Continue�
.tY.
'�:4: S-„ 5� �-,2-z, � 1=0
. ,_5 . ,
N '♦•
S �a�•�
45 � �'�•,'
� 'O.'
P W� '.�.
.a..�
.t�•. I
��.�. 1 5-12 SPT 78-2118 I 47 1 S
. 1 �
50 •'y;�
'D.'.' �
i �'�' -27.5 f I
- — -Bonng comDleted al 52.5 R --—- — 52.5 ,
5-13 i SPT 11-2&32 >50 �=5
i t.� »
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55 � �
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° DRILLING CONTRACTOR: Holt CHECKED: DPF ffy Golder
� DRfI.LER: John DATE: 09120/2001 �SSOCiTt�S
� x
VII. Other Permits
City building, utility and R/�4ti'permits are anticipated.
�
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VIII. ESC Analysis and Design
The site is less than one acre in size and therefore perimeter control is adequate.
The site is flat and will require minor regarding to establish. Catch basin inserts, a
construction entrance, and filter fabric fence are proposed.
IX. Bond Quantities, Facility Summaries and Declaration of Covenant
Bonds and a Dedaration of Covenant are not required for the City owned project.
Detention facilities are not proposed.
X. Operatians and I�laintenance Ivianual
APPENDIX A 'v1AINTENANCE ST?.NDARDS FOR PRNATELY MAI?�TTr1I:�iED DRAINAGE FACILITIES
NO. y3-WATER DUALITY FACILITIES (CONTINUEl7y
D� Wetvaults
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Wetvautt Trash/Debris Trash and debris accumulated in vault,pipe or Trash and debris removed from
Accumulation inleV outlet,(incfudes floatables and non- vault
;��atabies).
Sediment Accumula0on Sediment accumulation in vault bottom that Remova!of sediment from vault.
in Vault exceeds the depth of the sediment zone pius 6-
inches.
Damaged Pipes InieV ouUet piping damaged or broken and in Pipe repaired and,`or replaced.
need of repair.
Access Cover Cover cannot be opened or removed,especially Pipe repaired or repiaced to
Damaged/Not Worfdng by one person. proper working specifications.
Vault Structure Vautt Cracks widerthan 1/2-inch and any No cracks wider than t/4-inch at
Damaged evidence of soil particles entering the structure the joint of the inleU outlei pi�e.
through the cradcs,or maintenance/inspection Vault is determined to be
personnef determines that the vault is not struc:urally sound.
structuratly sound.
Baffles Baffles corroding,cracking,warping and�or Repair or repiace baffles tc
showing signs of failure 2s determined by specifica5ons.
maintenance/inspection staff.
Access Ladder Damage Ladder is corroded or deteriorated,not functioning l.adder replaced or repaired to
properly,missing rungs,has cracks and/or specifications,and is safe to
misaigned. use as determined by inspection
perscnnel.
1998 Suriace Wacer Design Manual 9;ii98
A-13