HomeMy WebLinkAbout02926 - Technical Information Report PETERSON
CONSULTING
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4030 Lake Washington Blvd. N.E., Suite 200, Kirkland, WA 98033
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55 WILLIAMS AVE. S.
CONDOMINIUMS
Technical Information �
Report #2� �
June 1, 2001 �I
Prepared for:
Centex Homes �
2320 - 130th Avenue NE
Suite 200
Bellevue, WA 98005
Prepared by: A I Bp
� Robert Stewart O�' �Y wns�'SS
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Reviewed by: �
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Nick Bossoff, P.E. .�i►
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� ETER50�! �`°SlarvAL�r`�'� 6-�vi��RENTON
1 C O N S U LT I N G qE�E1d�D
, Expires: 07/02/01 �L�� Q 4 200�
4030 LAKE W,45HINCTON BLVD.NE,SUITE ZOO ��'`v��V,� �J,V�IS�Q�
KIRKLAND,WASHINGTON 9HO33
PCE Job No. CETX-0003
Preliminarv Technical Information Repnrt for>j Williams�1ve. S. Condos June 1, 2001 ��,
TABLE OF CONTENTS
SECTION 1 PROJECT OVERVIEW 1
SECTION 2 CONDITIONS AND REQU7REMENTS SUMIVIARY 4
CORE REQUIREMENTS: 4
SPECL4L REQUIREMENTS: -�
SECTION 3 OFF-STI'E ANALYSIS 5
TASK 1:STUDYAREA DEFINT170N&MAPS S
T,4SK 2:RESOURCE REVIEW 5
TASK 3:FIELD INSPECTION 8
TASK=1:DR�IINAGE S�STE�t�i DESCRIPTION AND PROBLEM SCREENING 10
SECTION 4 FLOW CONTROL AND WATER QUALITY ANALYSIS AND DESIGN 11
DETENTION DESIGN 11
WATER QUALITYDESIGN 11
SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 14
SECTION 6 SPECIAL REPORTS AND STUDIES 15
SECTION 7 OTHER PERMITS 16
SECTION 8 ESC ANALYSIS AND DESIGN 17
SECTION 9 BOND QUANTITIES AND DECLARATION OF COVENANT 18
SECTION 10 OPERATIONS AND MAINTENANCE MANUAL 19
Pe�ersor�Consr�ltirag F.flgineers Page i
Prelimirrary Technicul In�ornration Report fvr SS Willianrs Ave. S. Condos June 1, 2001
FIGURES
Figure 1: Vicinity Map 3
Figure 2: SCS Soils Map 7
Figure 3: USGS Map 9 �I
Figure 4: Existing Conditions 1VIap 12
Figure 5: Developed Conditions Map 13
APPENDIX A
TIR Worksheet
APPENDIX B
King County Level One Tables and Maps
APPENDIX C
King County Drainage Basin Map
Sensitive Area Folio Maps (Landslide, Seismic, Erosion, Coalmine, Streams and 100-Year
Floodplains and Wetlands}
APPENDIX D
Basin Reconnaissance Report for the Lower Cedar River Sub-Basin
APPENDIX E
Water Quality Design.
APPENDIX F
Conveyance Design
PetersofT Co�tsulting Engineers Page ii
Pr�eliminary Technical Infon�ratio�r Report for 55 J[�illrams Are. S. Condos Jtme I, 2001
SECTION 1 PROJECT OVERVIEW
Project: Williams Avenue Condominiums
PCE Job Number: CETX-0003
Site Area: The property to be redeveloped is 34,175 square feet—0.78 Acres. The project
also includes some off-site work in an approximately 2,900 square-foot strip of
land adjacent the south boundary where existing asphalt paving will be replaced
with new asphalt paving and landscapinb
Site Location:
The site is located within the City of Renton between Williams Avenue South and
Burnett Avenue South, and fronting the south side of the Cedar River, (see Figure
1: Vicinity Map). More generally, the site is located within northwest quarter of
Section 18, Township 23 North, Range 5 East, W.M.
Existing Adjacent Development:
Existing development adjacent to the site includes the following:
North—Cedar River
East— Williams Avenue South and commercial development (medical)
South—commercial (Salvation Army)
West—Senior housing
Pre-developed Site Conditions:
The existing site contains a single building on an asphalt-paved parking lot. The
site is entirely impervious ercept for a 12-foot landscaping strip along the north
boundary. Runoff from the site flows into two drainage subbasins, both of witch
empTy into the Cedar River. A sketch showing the existing drainage patierns is
included in Appendix B.
Runoff from the building roof and most of the parking lot pavement flows
northwest to collect in a catch basin near the northwest corner of the site. An 8-
inch pipe exits the catch basin and flows north into the Cedar River. Runoff&om
the pavement south of the existing building ilows west to a curbside inlet in
Burnett Avenue. The drainage enters a pipe system that flows east between the
e�sting building and the Salvation Army building to a trunk storm sewer in
Williams Avenue. The Williams Avenue system flows north to discharge into the
Cedar River west of the Williams Avenue bridge.
Peterson Cnnsultirl�Engiraeers Page 1
Prelimina�v Technical lnro�mation Report ror.i.i Willianis Ave. S. Condos June 1, 2001
Post-developed Site Conclitions:
The proposal includes the construction of a four-story building with parking
below. Development exterior to the building will consist of pcdestrian areas,
landscaping and two pazking stalls. The paved area between the site and the
Salvation Army building will be reconstructed.
Runoff from the developed area will be collected into two systems. Runoff from
the building roof and from the post-tensioned slab over the parking level will be
directed into the existing catchbasin near the northwest corner of the site. This
runo�will flow directly into the Cedar River as before. Runoff from the trafficked
and landscaped areas south of the proposed building will be collected into a system ,
that incorporates water-quality treatment.
�
The trafficked areas include the asphalt-paved driveway along the south property
line, the exterior pazking stalls, and the concrete driveway ramp. Runoff from
these areas will be collected by a catch basin and trench drain and directed to a
below-grade water-quality tank. The tank will consist of 30 feet of 54-inch
diameter pipe. Discharge from the tank will be to the existing east-flowing pipe
system north of the Salvation Army building.
The two drainage subbasins present in the existing condition�vill be generally
preserved. The development does not increase the quantity of impervious area
over the eristing condition and therefore detention is not proposed. The quantity
of traf�icked impervious area is reduced &om the existing condition however water
quality treatment is proposed.
Petcrsojl Consarltirrg Eri�ntec�rs pug� ?
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V/ClN/TY MAP
55 WILLIAMS A VE SOUTH CONDOS
SEC. 17 & 18, TWP. 23N., RGE. 5 E., W.M.
� D WN. B Y.• DA TE: JOB NO.
�.�� 4o30 Lake Washington
'��� ETERSON Blvd. N.E., Suite 200 BMD 3/15/01 CETX-0003
`�` C ONSULTING Kirkland, WA 98033
:;^ , Tel (425) 827-5874 CHKD. BY: SCALE: F/GURE:
�_o Fax(425) 822-7216 RS N�A 1
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Preliminan'Technical Irafortrtatiort Rel�a�t�or 5� �'illiants Ave. S. Condos Jtrrre 1, ?001
SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY
CORE REOUIREMENTS:
Core Requirement # 1: Discharge at the Natural Location
The existing discharge is ro the Cedar River. Approximately 85 percent of ihe site flows
to an on-site catch basin near the northwest corner of the site and the remainder to a catch
basin in Burnett Avenue. The on-site catch basin discharges directly to the river and the
catch basin in Burnett Avenue flows into the system in Williams Avenue. The proposal
will retain these drainage patterns. The drainage from the structure will flow to the on-site
catch basin and the paved and landscaped areas to the south of the proposed building will
flow into the Williams Avenue system.
Core Requirement# 2: Off-Site Analysis
A Level 1 analysis is included in Section III of this report.
Core requirement # 3: Flow Control
The proposal does not increase the quantity of impervious azea and iherefore runoff
control is not required or proposed. Water quality treatment is proposed to treat the
runoff&om the paved areas near the south site boundary.
Core Requirement #4: Conveyance System
The proposal includes a collection and conveyance system consisting of catch basins, area
drains, trench drains, roof downspouts and buried pipes that will control runof�:
Core Requirement # 5: Temporary Erosion and Sediment Control
In accordance with the City of Renton Standards, a temporary erosion control plan is
included with the construction documents.
�
SPECIAL RE4UIREMENTS:
Special Requirement#9: Delineation of 100-year Floodplain.
' The project is adjacent the Cedar River. The 100-year flood elevation form FENIA is at
elevation 28.8 (NGVD). This corresponds to a site datum elevation of 31.4 (NAVD). --
The flood limit is delineated on the site plan and is shown to be contained inside the
riverbanks. � ; , „ r�r��. � �
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Other Special Requirements are not applicable to the project
Peterso�r Corzsirlta�ag Engir�eers Page =F
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P�-eli�ninrnv Technical Irrfonnntioft Report for 55 �3�illiams Ave. S. Cortdos Jur�e 1, 2001
SECTION 3 OFF-SITE ANALYSIS
TASK 1: STUDYAREA DEFINITION& MAPS
The 0.78-acre site is located on the west side of the intersection of Williams Avenue S. and S.
Riverside Drive, in the City of Renton, Washington. More generally, the site is located in Section
18, Township 23 North, Range 5 East, W.M. in King County, Washington (see Figure l:
Vicinity Map).
The site is located in the Puget Sound Drainage Basin and Lower Cedar River Sub-basin as
defined in the King County Basin Reconnaissance Program Summary Volume II. The Lower
Cedar River Basin Map and a portion of the Basin Reconnaissance Report NO. 13 have been
provided in Appendix D.
UPSTREAM DRAINAGE ANALYSIS
There is no upstream area tributary to the site, see Figure 3: USGS Map. The site is surrounded
by development that incorporates separate drainage systems.
TASK 2: RESOURCE REVIEW
Support documentation for the following items may be found in the appendices.
_ Adopted Basin Plan /Basin Reconnaissance Summary Report
� The site is located in the Puget Sound Basin and, Lower Cedar River Sub-basin Collection Area
#0299 (see Basin Reconnaissance Summary in Appendi� D).
Critical Drainage Area
The site is not located in any of the Critical Drainage Areas as identified in the 1998 King County
Surface Water Design Manual.
Sensitive Area Folio
The King County Sensitive Areas maps did not reveal that the site was located in hazard areas,
such as, landslide, coal mines, erosion, wetlands and seismic. But, the site is located adjacent to
the Cedar River 100-year flood plain, (see Appendix C for maps).
Peterson Constrlting Engineers P�x�=� j
Preliminan�Technical Ir:formation Report fvr 5� WrJlianzs Ave. S. Condos June 1, 2001
SCS Soil Survey
The soils on the site, per the SCS Soils mapping, are Ur-Urban Land, (see Figure 2: SCS Soils
Map).
Wetlands Inventory
There are no classified wetlands on-site.
FEMA Mapping
The site is adjacent to the Cedar River which has been mapped by FEMA. The 100-year flood
elevation downstream of the Williams Avenue bridge is 31.4 feet. The minimum site elevation is
approxirriately 36 feet, which is well above the flood level. FEMA flood mapping is included in
Append� C. �"
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Peterson Consa�ltrf�g Er1��incers Page 6
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55 WILLIAMS A i/E SOUTH CONDOS
SEC. 17 & 18, TWP. 23N., RGE. 5 E., W.M.
"' D WN. B Y.• DA TE: JOB NO.
�:, 4030 Lake Washington
�; ETERSON Blvd. N.E., Suite 200 BMD 3�15�01 CARX-0002
� C ONSU LTI NG ICirkland, WA 98033
Qo Tel (425) 827-5874 C H K D. B Y.' S C A L E: F/G U R E:
W o Fax(425)822-7216 RS N A 2
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Prelimrnar1� Technical lnror•�nation Reporl for�5 iVilliants A��e. S. Condos Jt�rre 1, 2001
TASK 3: FIELD INSPECTION
A site visit was made on March 7, 2001, during a sunny day. The majority of the site is currently
developed with one single building in the center and surrounding pavement on the perimeter, (see
Figure l: Vicinity Map). Land use description for the site is classified as impervious through
out the entire site. The topography of the site is mostly flat with the site sloping northwesterly,
(see Figure 3: USGS Map).
No visible downstream draina�e problems werc observed at the time of the field investigation.
.
Petc�sun Cor7sulli��g�ngiraeers Page 8
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USGS MAP
55 W/LLIAMS A VE SDUTH CONDOS
SEC. 17 8 18, TWP. 23N., RGE. 5 E., W.M.
� D WN. B Y.• DATE: JOB NO.
�;\ 4030 Lake Washington
;��, ETERSON BI��d. N.E.,Suite 200 BMD 3�15�01 CARX-0002
`'�� C ONSU LTI NG Kirkland, WA 98033
�'� , Tel (425) 827-5874 CHKD. BY.• SCALE: F/GURE:
�;� Fax(425) 822-7216 RS N�A 3
,,�
Preliminan�Technical Injo�mation Report ror 55 Willianzs Ave. S. Condos JUne 1, 2001
I N AND PROBLEM SCREENING '
TASK 4:DRAINAGE SYSTEM DESCRIPT O
Please reference KC Level 1 Tables and Downstream map in Appendix B.
The sheet flow from the site (point A) flows northwesterly to a catch basin in the northwest
corner of site (point B). The runoff enters the catch basin then passes through an oil / water
separator then enters an 8" pipe (point C) heading northerly. It is assumed that this pipe
discharges into the Cedar River (point D), but the point of discharge into the river could not be
deternuned.
Runoff from the area south (point E) of the existing building flows to the west to a catch basin
(point F) in Burnett Avenue. The catch basin discharges to an 8" storm pipe flowing north (point
G) and then into a manhole (point H). Flow heads westerly through an 8" pipe between the
existing building and the Salvation Army building (point I). The 8" pipe terminates in a manhole
(point .T) in Williams Avenue. Flow then discharges into a 16 " pipe (point K), which discharges
into the Cedaz River(point D) west of the Williams Avenue Bridge.
No problems were observed in the '/4 mile downstream reach.
Peter•son Consa�lti►rg Errgineers Page 10
Preliminarv Tecl7nical Iflformation Report for SS yVilliams Ave. S. Condos Jz�ne 1, 2001
SECTION 4 FLOW CONTROL AND WATER QUALITY ANALYSIS
AND DESIGN
The calculations are based on the 1990 King County Surface Water Design Manual (KCSWDM)
requirements.
DETENTION DESIGN
The quantity of impervious area is reduced from the existing condition and therefore detention is
not required. The summary of areas is as follows:
Existing Developed
Impervious 0.67 0.61
Pervious O.11 0.17
Total 0.78 0.78
WATER QUALITYDESIGN
Water quality treatment is proposed to treat runoff from the paved areas near the south site
, boundary. The areas include the reconstructed driving surface adjacent the north wall of the
Salvation Army building, the exterior parking stalls and the ramp into the below-grade parking
garage. Also included in this subbasin are the larzdscaped areas and pedestrian azeas south of the
build'mg. The total drainage area is 13,960 square feet (0.32 acres), 9,126 square feet (021 acres)
of which is impervious
The water quality facility proposed is a wet-tank. Per KCSWM requirements the tank is sized to
contain the runoff from one-third of the 2-year storm(2.00/3 =0.67 inches). The resulting volume
of runoff from that storm is 386 cubic feet. The proposed tank consists of 301ineal feet of 54-
inch diameter pipe of volume 477 cubic feet. Subtracting one foot of sediment storage leaves a
settling volume of 398 cubic feet.
Computer printouts are included in Appendix E
Peterson Co►rsultiftg F:ngineeis Pctge 11
SEC. 17 8� 18, TWP. 23N., RGE. 5 E., W.M.
PETERSON
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Prelimrnary Technical lnformation Report for SS Williams Ave. S. Condos June 1, 2001
SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
Conveyance Calculations
The conveyance calculations used the rational method to confirm capacity of the pipes at the alley
area. Computations are included in Appendix F.
The 100-year precipitation at the site is 3.9 inches. The time of concentration is assumed at the
minimum of 6.3 minutes.
Pioo = 3.9 inches
i,00= (2•61)(Tc� '0.63
_ (2.61)(6.3) -0.63
=0.82
Iioo = (3.9)(0.82)
= 3.19 inches
Basin A
Area= 1,092 square feet (0.03 acres) impervious
Q,� = CAI
_ (0.9)(0.03)(3.19)
= 0.09 cfs
Outlet pipe is 4-inches d jameter @ 1 %
Pipe capacity= 0.20 cfs
System OK
Basin B
Area= 8,034 square feet (0.18 acres) impervious and 4,836 square feet (0.11 acres) pervious
Qioo = CAI
_ ((0.9)(0.18)+(0.25)(0.11))(3.19)
= 0.60 cfs
Total flow=0.60 +0.09 =0.69
Outlet pipe is 8-inches diameter @ 0.75 %
Pipe capacity= 1.OS cfs
System OK
Peteisorz Consultirtg l:ngirreers pag� l�t
Preliminary Technical Inror»iation Report 1'or 55 Williams Ave. S. Corrdos June 1. 2001
SECTION 6 SPECIAL REPORTS AND STUDIES
�
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Peterson Conszrlting Engineers Page 1�
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-~�=--��`���"� Subsurface Exploration, Geologic Hazard, and
�'reliminary Geotechnical Engineering Report
Water Resources �
�''� -' �': ���-.�� V�ILLIAMS AVENUE APARTMENTS
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January 26, 2001.
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Geologic Assessments � II
SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT ,
WILLIAMS AVENUE APARTMENTS !
Renton, Washington
Prepared for: '
Centex Real Estate Corporation �
2320 130`� Avenue NE, Suite 200
Bellevue, Washington 98005
Prepared by:
Associated Earth Sciences, Inc.
9ll 5`� Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
January 26, 2001
Project No. KE00685A
Subsurface Exploration, Geologic Ha<.ard, and
Williams Avenue Apartments Prelitninary Ceotechnical Engineering Repon
Renton, Washington Project and Site Cautitioru
I. PROJECT AND SITE CONDITIONS
I1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazard, and
geotechnical engineering study for the proposed project. Our recommendations are
preliminary in that definite building locations and/or construction details have not been
finalized at the time of this report. The proposed building location and approximate locations
of the explorations accomplished for this study are presented on the Site and Exploration Plan,
Figure 1. In the event that any changes in the nature, design or location of the project are
planned, the conclusions and recommendations contained in this report should be reviewed and
modified, or verified, as necessary.
1.1 Purpose and Scope
The purpose of this study was to provide subsurface data to be utilized in the preliminary
design and development of the subject project. Our study included a review of available
geologic literature, drilling test borings, and performing geologic studies to assess the type,
thickness, distribution, and physical properties of the subsurface sediments and shallow ground
water conditions. Geologic hazard evaluations and geotechnical engineering studies were also
conducted to determine suitable geologic hazard mitigation techniques, the type of suitable
foundation, allowable pile loads, anticipated settlements, floor support recommendations, and
drainage considerations. This report summarizes our current fieldwork and offers hazard
mitigation and development recommendations based on our present understanding of the
project.
1.2 Authorization
Verbal authorization to proceed �vith this study was granted by �1r. Fred Armstrong of Centex
Real Estate Corporation (Centex). Our study was accomplished in general accordance with our
scope of work letter dated October 12, 2000. This report has been prepared for the exclusive
use of Centex and their agents, for specific application to this project. Within the limitations
of scope, schedule, and budget, our services have been performed in accordance with generally
accepted geotechnical engineering and engineering geology practices in effect in this area at the
time our report was prepared. No other warranty, expressed or implied, is made.
2.0 PROJECT AND SITE DESCRIPTIO\
7'his report was completed with an understanding of the project based on conversations with
Fred :lrmstron� and a site sur�:ey prepared by �1ead Uilman Date� December 21, 2000.
Jaiivan ?6, 2001 ------- — - — :1.S:SpC1.•1TF_D EARTIISCIL:�'CES. I,VC.
��u��,r<< �r�_�,�;�.--�i; ,_ . ,.. . .
P�t��e 1
Sc�bsurface Fxploratio�z, Geologic Hatard, and
Williams Ati�enue Aparnnents Preliminary Geotechnical Engineering Report
Re��ton, Washington Project and Site Conditions
Present plans call for a 4-story apartment structure over below-grade parking to be constructed
on the property. We understand that the underground parking will occupy the majority of the
site.
The property was located at 55 Williams Avenue South in Renton, Washington. The triangle
shaped property was generally level and was surfaced with asphalt pavement. Total elevation
change across the property was on the order of 3 feet. One building is currently located in the
southern portion of the property. This structure will be razed prior to redevelopment of the
site. Several underground utilities are located throughout the property, including a 10-foot
«-ide utility easement along the southern side of the property.
3.0 SUBSURFACE EXPLORATION
Our feld study included drilling six exploration borings to gain information about the site.
The various types of sediments, as well as the depths where characteristics of the sediments
changed, are indicated on the exploration logs presented in the Appendix. The depths
indicated on the logs where conditions changed may represent gradational variations between
sediment types in the field. Our explorations were approximately located in the field by
measuring from known site features shown on the aforementioned survey map.
The conclusions and recommendations presented in this report are based on the six exploration
� borings completed for this study. The number, location, and depth of the explorations were
completed within site and budgetary constraints. Because of the nature of exploratory work
below ground, extrapolation of subsurface conditions between and beyond field explorations is
� necessary. It should be noted that differing subsurface conditions might sometirnes be present
due to the random nature of deposition and the alteration of topography by past grading and/or
filling. The nature and extent of any variations between the field explorations may not become
fully evident until construction. If variations are observed at that time, it may be necessary to
re-evaluate specific recommendations in this report and make appropriate changes.
�� 3.1 Exploration Borings '
The exploration borings �vere completed by advancing a 3-3/8-inch inside-diameter, hollow-
stem auger with a truck-mounted drill rig. During the drilling process, samples were obtained
at 5.0-foot depth intervals. The borings were continuously observed and locged by a
geotechnical engineer from our firm. The exploration logs presented in the Appendix are
based on the field logs, drilling action, and inspection of the samples secured.
Disturbed but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure in accordance with ASTN1:D 1586. This test and sampling method consists
of �iriving a stanclar�l 2-inch outside-diameter, split-barrel sampler a distance of 18 inches into
� Jant�nn� 26, 20��1 ASSOCi;1TF_D L:4R77/SCIE.VCL•5', I:VC.
tcaB'd��-Kl.onhas,-�� _�.n-n�„�,r�r or - ;t�R: Page 2 �
I
Subsurface Erploratiai, Geologic Hazard, a�id
Williams Avenue Apartments Preliminary Geotechnical Engineering Report
Renton, Washington Project and Site Conditions
the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows
for each 6-inch interval is recorded and the number of blows required to drive the sampler the
final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total
of 50 blows is recorded within one 6-inch interval, the blow count is recorded as 50 blows for
the number of inches of peaetration. The resistance, or N-value, provides a measure of the
relative density of granular soils or the relative consistency of cohesive soils; these values are
plotted on the attached boring logs.
The samples obtained from the split-baxrel sampler were classified in the field and
representative portions placed in watertight containers. The samples were then transported to
our laboratory for further visual classification and laboratory testing, as necessary.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for this study, visual reconnaissance of the site, and review of topography provided on the
previously mentioned topographic survey and applicable geologic literature. As shown on the
field logs, the exploration holes generally encountered minor amounts of fill materials
overlying natural deposits of inedium dense to dense sand and gravel. The following section
presents more detailed subsurface information organized from the upper (youngest) to the
lower (oldest) sediment types.
4.1 Stratigraphy
Although only minor quantities of fill were observed in our borings, fill soil 4vill be present
around the existing structure and the underground utilities.
Natural soils beneath the asphalt consisted for the most part of inedium dense to dense, moist
to saturated, sand to sandy gravel. With depth, these materials typically became denser. This
material has been classified as alluvial soils deposited by the Cedar River located to the north
of the site. This material has not been glacially overridden; however, is sufficiently dense at
depth to provide suitable foundation support.
Our classification of the geologic units at the site is generally consistent with a published
geologic map of the area (Geologic Map of tite Renton Qccadrangle, Ki�ig County, Washirtgto�t,
by D.R. I�lullineaux, dated 1965). �
Occasionally during sampling, the split-barrel sampler was driven against a rock or cobble I
within the soil, resulting in elevated blow counts. The high blow counts would normally
indicate a very dense soil. However, we believe that this is not an accurate representation of
" actual soil density, which is rypically medium dense to dense.
Jant�an• 26, ZOOt ASSOCIATED LARTH SClENCES, INC.
v.aeid�-x�nn�s.,�:��-r.n-n+,r«�r-n� - u�_x Page 3
,
I
Subsurface Erploration, Geologic Nazard, and
1Villianrs Avenue Apartme�its Preliminary Geotechnica!Engineering Report
Renton, Washington Project and Site Conditions
4.2 Hydrologti�
Ground water seepage was encountered in each of our six exploration holes at the time of our
field study. The depth of seepage ranged from 15 feet to 20 feet and probably indicated the
actual water table. This depth to ground water generally corresponded with the approximate
elevation of the Cedar River located to the north of the site. It should be noted that
fluctuations in the level of the ground water may occur due to the time of the year, variations
in precipitation, changes in river level, and other factors. Seepage may also occur at random
depths and locations in unsupervised or non-uniform fills.
Jantrary 26, 2001 � ASSOCI�fiTED EARTII SCIE.�VCES, INC.
+taeido-xennh,rs,u-[n-o tie�,;�-n� - �v'x � Page 4
St�bsurfcice Exploratioit, Geologic Ha�ard, a»d
Williams Avenue Apartments Preliminary Geotechnical Engineering Repon
Renton, Washington Geologic Hazards and rtlirigatiau
II. GEOLOGIC HAZA_RDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic and ground
water conditions as observeci and discussed herein. The discussion will be limited to seismic,
landslide or mass-wasting, and erosion, including sediment transport.
5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION
Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these
events are small and are usually not felt. However, large earthquakes do occur as evidenced
by the 1949, 7.2 magnitude event and the 1965, 6.5 magnitude event. The 1949 earthquake
appears to have been the largest in this area during recorded history. Evaluation of earthquake
return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within
a given approximate 20-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4)
ground motion. The potential for each of these hazards to adversely impact the proposed �,
project is discussed below.
5.1 Surficial Ground Rupture
Generally, the largest earthquakes that have occurred in the Puget Sound area are sub-crustal
events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, no surficial
faulting, or earth rupture, as a result of deep, seismic activity has been documented, to date, in
the King County kegion. Therefore, it is our opinion, based on existing geologic data, that the
risk of surface rupture impacting the proposed project is low and no mitigations are
recommended. -
5.2 Seismically Induced Landslides
The project site is generally level. As a result, the risk of seismically induced landslides is
considered to be (ow.
5.3 Liquefaction
Liquefaction is a conclition where loose, saturated, typically sandy soils lose shear strength
when subjected to high intensity, cyclic Ioads, such as occur during earthquakes. The resulting
reduetion in strength can cause differential foundation settlements and slope failures. Loose,
J�iiir�a�� �6, 2001 ASSOCIA7ED E9RTII SCIE,VCL-S. I,VC.
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Subsurface Frploration, Geologic Hazard, and
Williams Avenue Apartments Preliminary Geotechnical Engineering Report
Renton, Wasl�ington Geologic Hazards and Mitigations
saturated, fine-grained sands that cannot dissipate the buildup of pore water pressure, are the
predominant type of sediments subject to liquefaction.
The encountered stratigraphy has a low potential for liquefaction due to the medium dense,
well-graded state, and gravel content. In addition, the proposed construction will be supported
on a deep pile foundation system, which would transfer the building load to suitable bearing
soils located at depth. iVo liquefaction mitigations are required.
5.4 Ground Motion
Based on the site stratigraphy and visual reconnaissance of the site, it is our opinion that any
earthquake damage to the proposed structures founded on a suitable bearing strata, would be
caused by the intensity and acceleration associated with the event and not any of the above-
discussed impacts. Structural design of the building should follow Uniform Building Code
(UBC) standards for Seismic Zone 3 (Z-Factor = 0.3, 1997 UBC Table 16I), and a soil profile
type SD (1997 UBC Table 16J) and should take into consideration stress caused by seismically
induced earth shaking.
6.0 EROSION HAZARDS AND MITIGATION
To mitigate the erosion and off-site sediment transport during and after construction, we would
recommend the following:
1. All storm water from impermeable surfaces, including roadways and roofs,
should be tightlined into detention/retention facilities.
2. Silt fences should be placed around the perimeter of all cleared areas.
3. If possible, construction should proceed during the drier periods of the year and
disturbed areas should be re-vegetated as soon as possible. Temporary erosion
control measures should be maintained until permanent erosion control measures
are established.
4. Surface runoff should be collected and controlled during and following
development.
5. Soils which are to be reused around the site should be stored in such a manner
as to reduce erosion. Protective measures may include, but are not necessarily
limited to, covering with plastic sheeting, the use of low stock-piles, or the use
of hay bales/silt fences.
Jantuiry 26, 2001 ASSOClATEI)E�1RTN SCIF_:VCC•S, 1�\'C.
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Subsurface Erploration, Geologic Hazard, a�id
Williams Avenr�e Aparunents Preliminary Geotechnical E�igineering Report
Renton, Washington Design Recommendatio�is
III. DESIGN RECONIMENDATIONS
7.0 INTRODUCTION
Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the
proposed development provided the recommendations contained herein are properly followed.
The bearing stratum is relatively deep and a pile-supported foundation system is recommended
for structural support. Alternatively, a GeopierT`� system may be used for structural support.
Both methods are discussed further in the following sections.
8.0 SITE PREPARATION
Old foundations presently on the site «�hich are under building areas or not part of future plans
should be removed. Any buried utilities should be removed or relocated if they are under
building areas. The resulting depressions should be backfilled with structural fill as discussed
under the Structural Fill section. Site preparation of planned building and road/parking areas
should include removal of all landscape plants, debris, and any other deleterious material.
Where possible, the existing asphalt should be left in place as long as possible to provide a
temporary work surface. After the initial site preparation is complete, the footprint for the
proposed structure should be excavated to the required grades.
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during construction. For estimating purposes, however, we anticipate
that temporary, unsupported cut slopes can be planned at a maximum slope of 1.SH:1V
(Horizontal:Vertical). As is typical with earthwork operations, some sloughing and raveling
may occur and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA
regulations should be followed at all times.
We currently anticipate basement excavations up to 10 feet below existing site grades. At this
depth, we do not anticipate significant ground water intrusion into the excavation, unless the
work is completed during the �a�et season and/or period� of high water in the Cedar River. As
such, pumping from open sumps should be suitable for dewatering of the excavation during the
recommended construction season.
The near-surface, on-site soils contain a high percentage of fine-grained material that makes
them moisture-sensitive and subject to disturbance when wet. The contractor must use care
during site preparation and excavation operations so that the underlying soils are not softened.
If disturbance occurs, the softened soils should be removed and the area brought to grade with
structural fill.
lanrutry 26, 2001 ASSOCIATF_D E,-IRTN SClENCES, /NC.
.b1.�A�Aa-KF.00h.45.a1.fA r� �dail-0l Il^_ti: P�QC 1?
Subsurface Ezploration, Geologic Hazard, and
Williams Ave►iue Apamnents Preliminary Geotechnica!Engineering Report
Renton, Washinglo�i Design Recommendations
9.0 STRUCTURAL FILL
Structural fill may be necessary to establish desired grades, backfill behind basement/garage
walls, and to replace any excavated, unsuitable soil. All references to structural fill in this
report refer to subgrade preparation, fill type, placement, and compaction of materials as
discussed in this section.
After overexcavation/stripping has been performed to the satisfaction of the geotechnical
engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted
to at least 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the
standard. If the subgrade contains too much moisture, adequate recompaction may be difficult
or impossible to obtain and should probably not be attempted. In lieu of recompaction, the
area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary
break between the new fill and the wet subgrade. Where the exposed ground remains soft and
further overexcavation is impractical, placement of an engineering stabilization fabric may be
necessary to prevent contamination of the free-draining layer by silt migration from below.
After recompaction of the exposed ground is tested and approved, or a free-draining rock
course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as
non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts
;�ith each lift being compacted to at least 95 percent of ASTM:D 1557. In the case of road�vay
and utility trench filling, the backfill should be placed and compacted in accordance with
current municipal standards. The top of the compacted fill should extend horizontally outward
a minimum distance of 3 feet beyond any structure or pavement edge before sloping down at
an angle of 2H:1 V.
The contractor should note that any proposed fill soils must be evaluated by Associated Earth
Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of
the material 48 hours in advance to perform a Proctor test and determine its field compaction
standard. Soils in vvhich the amount of fine-grained material (smaller than No. 200 sieve) is
greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be
considered moisture-sensitive. Use of moisture-sensitive soil in structura] fill should be limited
to favorable dry �veather conditions. The on-site soils generally contained significant amounts
of silt and are considered moisture-sensitive. In addition, construction equipment traversing
the site when the soils are wet can cause considerable disturbance. If fill is placed during wet
weather or if proper compaction cannot be obtained, a select import material consisting of a
clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-
organic soil with the amount of fine-grained material limited to 5 percent by weight when
measured on the minus No. 4 sieve fraction.
A representative from our firm should inspect the stripped subgrade and be present during
�lacement of structural fill to observe the work and perform a representative number of in-
January 26, 2001 ASSOCi:4TlD�:4RTH SClEN('ES, lNC.
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Subsurface EYploration, Geologrc Ha:.ard, mid
Williams Avenue Apartments Preliminary Geotec{:jiical Engineering Report
Renton, Washington Design Recommendations
place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses and any problem areas may be corrected at that time. It is important to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid the owner in developing a
suitable monitoring and testing frequency.
10.0 FOUNDATIONS
10.1 Augercast piles
Augercast piles may be used for foundation support to transfer building loads through
loose/soft soil into medium dense strata. We recommend that the placement of all piles be
accomplished by a specialty contractor experienced in their installation. Because of the
variable nature of the subsurface soils, it is inappropriate to give exact pile lengths. However,
the following table summarizes anticipated approximate pile length ranges (measured from
current ground surface) based on various embedment depths into the dense sand and gravel and
allowable vertical capacities.
Allowable
Allowable Required Approximate Lateral Load
Pile A�cial Embedment Total Pile for 1/a inch Depth to
Diameter Load Depth Length Deflection* Fixity
(inches) (tons) (feet) (feet) (Tons) (feet)
18 20 10 35 2 14
_ 31 15 40 2 14
24 27 10 35 3.5 16
41 15 40 3.6 17
*Allowable lateral loads assume a fixed-head condition secured by the pile cap/grade beam system and that
piles are suitably reinforced, and a minimum center to cen[er spacing of 8 pile diameters.
The allowable vertical loads may be increased by one-third for short-term wind or seismic
loading. Anticipated settlements of augercast pile supported structures will generally be on the
order of one-half inch.
10.2 Pile Inspections '
The actual total length of each pile may be adjusted in the field based on required capacity and
conditions encountered during drilling. Since completion of the pile takes place below ground,
:he judgmen� and experience of the geotechnical engineer or his field representative must be
Janc�an� 26, 2(XII � ASSOCIATED EARTH SCIE:YCES, I;VC.
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Subst�rface Erploratio�i, Geolagic Hazard, a�td
Williams Avenue Apartments Preliminary Geotechnical Engineering Report
Renton, Washington Design Recommendatiau
used as a basis for determining the required penetration and acceptability of each pile.
Consequently, use of the presented pile capacities in the design requires that all piles be
inspected by a qualified geotechnical engineer or engineering geologist from our firm who can
interpret and collect the installation data and examine the contractors operations. AESI, acting
as the owner's field representative, would determine the required lengths of the piles and keep
records of pertinent installation data. A final summary report would then be distributed,
following completion of pile installation.
10.3 Geopiers�'�'
Another alternative to prepare the building pad for construction is by installation of aggregate
piers (GeopiersT"t). GeopiersT`" are constructed by creating a drilled caviry in the matrix soil
and filling the cavity with aggregate that is densely compacted in thin lifts. The compaction
typically induces densification in the surrounding matrix soil, and aggregate volumes in excess
of the initial cavity volume are expected. GeopiersTM are installed along continuous foundation
bearing walls and at isolated foundation locations, and may be installed beneath slab on grade
floor areas, if needed. Following installation of GeopiersT"', the site is finish graded and
conventional shallow foundations are constructed above the GeopiersT"'. If GeopiersTM are
selected, AESI will consult with the supplier to determine appropriate spacing, pier size, and
other parameters.
Spread footings may be used for building support when founded on aggregate piers, placed as
previously discussed. We recommend that an allowable bearing pressure of 3,000 pounds per
square foot (ps fl be utilized for design purposes, including both dead and live loads. An
increase of one-third may be used for short-term wind or seismic loading. All footings must
be supported by the GeopiersT"' system and no footing should be founded in or above loose,
organic, or existing fill soils. All footings should have a minimum width of 18 inches.
Anticipated settlement of footings founded on aggregate piers sliould be on the order of 1 inch
or less. However, disturbed soil not removed from or compacted in foundation or pier
excavations prior to footing placement, could result in increased settlements. All foundation or
pier excavations should be inspected by AESI prior to placing concrete to verify that the design
bearing capacity of the soils has been attained and that construction conforms to the
recommendations contained in this report. The governing municipality may require sucti
inspections. Perimeter footing and subslab drains should be provided as discussed under the
section of this report on Drainage Considerations.
11.0 LAT'ERAL WALL PRESSURES
All backfill behind walls or around foundation units should be placed as per our
-ecommendations for structural fill and as described in this sec�ion of the report. Horizontally
Ja,u�an� ?6, 2�1 ;I SSOCI,-1 TED EARTI? SCIENCES, GVC.
ti,:�a�,rn-KF_Oph85:11-l.IJ D'.r�r�r„1 -. t�,4; Pa<�e 15
Subsurface Erploration, Geologic Hazard, and
Willimns Ave�iue Apanrnents Preliminary Geo�echnical Engineering Report
Rentori, Washington Design Recommendations
backfilled walls that are free to yield laterally at least 0.1 percent of their height may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pcfl. Fully restrained,
horizontally backfilIed rigid walls that cannot yield should be designed for an equivalent fluid
of 55 pcf. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should
be added to the wall height in determining lateral design forces.
The lateral pressures presented above are based on the conditions of a uniform backfill
consisting of a sandy gravelly backfill compacted to 90 percent of ASTM:D 1557. A higher
degree of compaction is not recommended, as this will increase the pressure acting on the wall.
Surcharges from adjacent footings, heavy construction equipment, or sIoping ground must be
added to the above values.
It is irnperative that proper drainage be provided so that hydrostatic pressures do not develop
against the wall. This would involve installation of a minimum 1-foot-wide blanket drain to
within 1 foot of final grade using imported, washed gravel against the walls. Footing drains
must be provided for all retaining walls as discussed under the section on Drainage
Considerations.
11.1 Passive Resistance and Friction Factors
Grade beams and footings cast directly against undisturbed, medium dense to dense soils in a
trench may be designed for passive resistance against lateral translation using an equivalent
fluid equal to 250 pcf.
If grade beams/footings are placed on grade and then backfilled, the top of the compacted
backfill must be horizontal and extend outward for a minimum lateral distance equal to three
times the height of the backfill, before tapering down to grade. With backfill placed as
discussed, the foundation may be designed for passive resistance using an equivalent fluid
equal to 250 pcf and the truncated pressnre diagram discussed above. The passive resistance
value includes a factor of safety equal to 3 in order to reduce the amount of movement
necessary to generate passive resistance.
The friction coefficient for footings cast directly on undisturbed, medium dense to dense soils
may be taken as 0.40. We do not recommend base friction resistance be relied upon for pile-
supported grade beams. The fiction factor is an allowable value and includes a safety factor of
at least 1.5. Since it will be difficult to excavate these soils without disturbance, the soil under
the footings must be recompacted to 95 percent of the above-mentioned standard for this value
to apply.
January �6, 2001 ASSOCI�17'ED EARTH SCIE,'VCES, GVC.
ti,.a„iJ�, a:: ,��sss��� i.r�n��r�,�.r��; �.1-�� Page 16
Subsurface Erploration, Geologic Na<.ard, mid
Williams Avenue Apamnents Preliminary Geatechnical Engi�ieering Report
Renton, Washington Desig�i Recommendations
12.0 FLOOR SUPPORT
A slab-on-grade floor may be used over structural fill or natural sediments. Where moisture
migration through the floor slab is to be controlled, the floor should be cast atop a minimum of
4 inches of pea gravel to act as a capillary break. A polyethylene plastic vapor barrier should
also be used under the floor to help prevent passage of moisture vapor through the floor.
Based on American Concrete Institute recommendations, we suggest placing a 2- to 3-inch
layer of clean sand over the vapor barrier to protect the barrier and to allow some moisture
loss through the bottom of the slab to aid in the curing process.
13.0 DRAINAGE CONSIDERATIONS
At the site, the upper silts are considered moisture-sensitive and water �vill tend to perch atop
this stratum. Additionally, traffic across these soils when they are damp or wet will result in
disturbance. Therefore, prior to site work and construction, the contractor should be prepared
to provide drainage and subgrade protection as necessary.
All perimeter footing walls should be provided with a drain at the grade beam/footing
elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea
;ravel. The level of the perforations in the pipe should be set approximately 2 inches below
the bottom of the footing grade beam and the drains should be constructed with sufficient
gradient to allow gravity discharge into a sump.
Drains should also be provided below the parking garage slab. These drains should also be
connected to a sump. ,
Currently, it is anticipated that the basement slab will be located at approximate elevation 30,
or about 8 feet below existing site grade. This places the slab about 1 foot above the 500-year
flood profile and about 2'/z feet above the 100-year flood profile as recorded on FEMA maps.
As such, we do not expect flood levels to directly impact the floor slab. Regardless, the slab
and drain system should be kept as high as possible to minimize potential eround �vater/flood.
impacts.
Roof and surface runoff should not discharge into the footing drain system, but should be
handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls
should be sloped downward away from the structure to achieve surface draina�e.
Janiurry 26, 2001 �1 SSOCl.-I TED E.I RTH SCIE:vCES. lNC�.
,ti),aB/dn-KEO�bR5,a1-1,D-D:�dnll-0! -lV'�� PaQe 17
Subsurface Erploration, Geologic Hazard, anri
Williarns Avenue Apanments Preliminary Geotechnical6ngineering Report
Renton, Washington Design Recommendations
14.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
At the time of this report, site grading, structural plans, and construction methods have not
been finalized and the recommendations presented herein are preliminary. We are available to
provide additional geotechhical consultation as the project design develops and possibly '
changes from that upon which this report is based. We recommend that AESI perform a
geotechnical review of the plans prior to final design completion. In this way, our earthwork
and foundation recommendations may be properly interpreted and implemented in the design.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundation depends on proper site preparation and
construction procedures. In addition, engineering decisions may have to be made in the field
in the event that variations in subsurface conditions become apparent. Construction monitoring
services are not included in this current scope of work. If these services are desired, please let
us know and we will prepare a proposal.
We have enjoyed working with you on this study and are confident that these recommendations
will aid in the successful completion of your project. If you should have any questions, or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
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Se�iior Staff Engineer Senior Associate Engineer
Attachments: Figure 1: Site and Exploration Map
.A�ppendix: Exploration Logs
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E ,4ssociated Earth Sciences, �nc. SITE AND EXPLORAT(ON PLAN
_ r � � � � � WlLLIAf�4S AVENUE APARTMENTS - AMERICAN LEGION oATE o1`��.
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Ex loration Lo
��ASSOCIATEO �_ __ _� —.--
EARTH Project Number Exploration Number Sheet
9CIENCE9.�nic KE00685A EB-1 1 of 2
Project Name Williams Avenue Apartments -American Legion Site Ground Surface Elevation(k)
Location R@ntOn. WA Datum N(A
nrilledEquipment Gregory Drilling/CME 85 Date StaNFinish 1�/�1/(]0,1�/��/�QQQ__
immer WeighUDrop 140#%30" Hole Diameter(in}
c a� �
� N =� O > � N
°� J � � BIOWS/FOOt �
-N J tA
n S E @� �a � 3
p T � �� 30 � m �
DESCRIPTION �I� io zo 3o ao °
a��uvium
5 S � Moist to wet,oxidized gray,CLAYEY SILT. � -
1 2
1
,O S 2 Moist,brown,medium SAND. -
3
2 4
2
�5 Saturated,brown, SANDY GRAVEL with silt. _
s
S-3 �3 �23
10
20 S 4 Saturated,brown,SANDY GRAVEL. I -
13
13 2 !
13
i
I '
25 Saturated,brown,SANDY GRAVEL to GRAVELLY SAND. �
13I
S-5 15 I �30
� 15 �
i ;
I 1 I
� � i
I i i
30 , i � As above. � i � :, I
� � '2o I
S"6 �� i � a
21 I I i
' � � , I
I
� 35 S 7 As above. .'
9 i
13 I 8
0 15
N
� 1 �
m I � �
� ( � � � � � i
�
�
a ' ' ' '
� Sampler Type(ST}:
o � 2"OD Split Spoon Sampler(SPT) � � No Recovery P,1-Moisture Logged by: MAB
� �I 3"OD Split Spoon Sampler(D 8 h,A) '� Ring Sample �� Water Level O Approved by: ,1NS
0
v��i �_-j Grab Sample i Shelby Tube Sampie� Water Level at time:�!drilling(ATD)
�
Exr1 loration Lo
��A9SOCIATED f'_—__
EAATH Project Number � Exploration Number Sheet
SCIENCE9, in�c KE00685A ; EB-1 2 of 2
Project Name Williams Avenue Apartments -American Leaion Site Ground Surface Elevation(k)
Location RentOn. WA Datum N/q
��illerlEquipment Gregory Drilling/CME 85 DateStaNFinish ��/2�/(L,�������nnn
�mmer WeighUDrop 140#/30" Hole Diameter(in)
I I
c a� .,y„
v tn L� .. I O > �I �A
� a � BIOWS/FOOt �
a a la�°' � �I
n S � 'a �, I�a u' ol �
� T ca �� E � _
� `" DESCRIPTION � � ml �0 20 30 40 �
As above. � ypl
S-8 aa� n �
33
45 As above. �
S-9 j 2ai �
� 25� s� ,
261
I (
�
50
S-10 ��
, ts' zs
76
Bottom of exploration boring at 57.5 feet
;
55
60 I !
i
65 I
� �
_ i � i
�
�
I ! � � � I
� : i
70 � �
� ;
� �
I I
�
- 75 � ;
I i I
o I
h
i �
n I I I � I
� ,
� � � �
a
� Sampler Type(ST):
o �TJ 2"00 Split Spoon Sampler(SPT) n No Recovery M-Moisture Logged by: MAB
c r� 3"OD Split Spoon Sampler(D&M) �i Ring Sample �'- Water Level Q Approved by: �NS
0
n - Grab Sample ; Shelby Tube Sample� Water Level at time of drii;ing(ATD)
� -" —
��A980CIATEO � Exploration Lo9 __
EARTH Project Number Exploration Number Sheet
9CIENCE9.inic KE00685A EB-2 1 of 2
Project Name Williams Avenue A�artments -American Legion Site Ground Surface Elevation(ft)
LocaGon RentOn. WA Datum 1y([�
�riller/Equipment GreaorvDrillinglCME85 DateStartlFinish 1�/�1/pp,��i����nnn
mmer WeighUDrop 140# I 30" Hole Diameter(in)
-� i
L� C , � I N
� � ° F ? � � BIOWS/FOOt �
n S E @5, ��- a`� 3
3 o a�
� T �' �� DESCRIPTION � 3 m io 20 3o ao •°
. ,
Alluvium
i
5 S � Moist,oxidized gray SILT with sand. i .
�
2 3 �
1
I
10 S 2 Moist,oxidized gray,fine to medium SAND with silt. � - �
3 14
11 � '
15 �
S-3 Saturated,brown,GRAVELLY SAND to SANDY GRAVEL. 4 -
(Large rock in tip) p �
�
20 Saturated,brown,SANDY GRAVEL.
S-4 5
�3 29 j
16 �
I
i
25 I Wet to saturated,oxidized gray,very fine to fine SAND with silt and gravel. 3 �
_ S-5 ,� y i
5 I
I
�
i
1
i I
- 30 I '
Wet to saturated,blue-gray and brown,very fine to medium SAND with silt. 16� � j
S-6 Gravel in bottom 4". �s �a�
23
1 �
- 35 �
S-� Wet to saturated,brown,fine SAND with gravel. pi • I 50�5'
s
, ,
� I� Cobbles �
a
I I � I I �
� Sampler Type(ST):
� � 2"OD Split Spoon Sampler(SPT) n No Recovery M-Moisture Logged by: MAB
� � 3"OD Split Spoon Sampler(D&M) ', Ring Sample � Water Levef O Approved by: ,1NS
� ,i"_',,ti Grab Sample �`� Shelby Tube S�:mple� Water Level at time of drilling(ATD)
� -- -
��A980CIATEO � Ex�loration Lo
EARTH Project Number Exploration Number Sheet
9CIENCE9,�n�c KE00685A EB-2 2 of 2
Project Name Williams Avenue A�artments -American Legion Site Ground Surface Elevation(ft)
Location Renton. WA Datum N/A
�riller/Equipment Greqo�Driiling/CME 85 Date StartlFinish 1�/21/(1Q�1�/��/�nnn
:mmer WeighUDrop 140#/ 30�� Hole Diameter(in)
�
� �n L� O > �� in
°' J °1 � Blows/Foot �
�a S � a�, �a� � �n
� T N �� 30 � m �
DESCRIPTION � 3 io 20 3o ao °
Saturated,brown SAND with gravel. 13
S-8 Z� �a3
22
45 S 9 Saturated,brown SAND with gravel. �p .
s �a
9
, 50
S-10 z2
39 �8
39
Bottom of expioration boring at 51.5 feet
55
60
- 65
�
70 � � �
�
�
I
I
- 75 I I '
0
0
N
�
N
� 1
C
a , I I � !
� Sampler Type(ST):
o �� 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MAB
o T 3"OD Split Spoon Sampler(D 8 M) L Ring Sample �? Water Level O Approved by: �NS
v��, Grab Sample (;i Shelby Tube Szmple� Water Level at time of drilling(ATD)
� _. -
I Ex loration Lo
��A990CIATED �—_
EARTH Project Number Exploration Number Sheet
9CIENCE8�in�c KE00685A EB-3 1 of 2
Project Name Williams Avenue Apartments-American Legion Site Ground Surface Elevation(ft)
Location Renton. WA Datum N/A
^�iller/Equipment Gregory Drilling l CME 85 Date Start/Finish 1�/�'1/0Q,17/?�/?�fl�
,mmer WeighUDrop 140#/30�� Hole Diameter(in)
c a� ' �
vm c�� o > � �in
Q s Q a� �,� � � Blows/Foot �,�
E `0 �n�' o la�
� T �' �� DESCRIPTION � 3 m �0 20 3o ao °
Alluvium
I
- I
�
�
5 S � Moist,oxidized gray,fine SAND. � .
2 a
2 �
i
t
I
i
10 S 2 Moist,oxidized gray,fine SAND with fine gravel. 2 �
a Is
5 '
I
!
I
t
15 Saturated,orange-brown,SANDY GRAVEL. = 5 I
S-3 �
i� zo �
s I
I
I
�
20 S� As above. 5 - �
2
5
25 I i
S-5 Saturated,oxidized gray,fine to medium SAND with silt.. s - I
12 23 i
11 I
� � I
I i
� �
30 � '
I � Saturated,brown,fine to coarse SAND with graveL g ;
, S-6 �5 �32 �
17 �
I I
35 S 7 Saturated,brown GRAVEL. �s , . i
�8 � I
0 16 �
o I
N
N I
W � I
J
A I
_ I I �
a
� Sampler Type(ST):
o � 2"OD Split Spoon Sampler(SPT) a No Recovery M-Moisture Logged by: MAB
o � 3"OD Split Spoon Sampler(D 8 ti11 �j Ring Sample 2 Water�evel O Approved by: �NS
� �� Grab Sampie Shelby Tube Sample r Wa;er Level at time of drilGng(ATD)
� . .
��ASSOCIATED Ex loration Lo
EAATH Project Number Exploration Number Sheet
SCIENCE9.in�c KE00685A EB-3 2 of 2
Project Name Williams Avenue Apartments-American Legion Site Ground Surface Elevation(ft)
Loca6on RentOn. WA Datum �►fA
^�iller/Equipment Greaorv Drilling 1 CME 85 Date Start/Finish 1�/�1/fl�,'1�/��/�CIIl�
mmer WeighuDrop 140#/30" Hole Diameter{in)
� d �
.�_. � L� � � � N
Q S E a� �,d � � Blows/Foot ,�
� T u� �`n �o � m �
DESCRIPTION � 3 �0 20 30 40 �
S a Saturated,brown,SANDY GRAVEL. 2s �
32 82/U'
0l �
45 S 9 Saturated,orange-brown,SANDY GRAVEL. �p -
�s �
18
Cobbles
50 S 10 Saturated,brown,GRAVEILY SAND. .
�
4 13
9
55
S-11 2s
29 sz
33
Bottom of expbration boring at 56.5 feet
60
�
� 65
�
- • I I
70 J I
� i ; �
I
I
75 j
s
0
N
h �
N I
7 I
7 I I I
a
� Sampler Type(ST):
o � 2"OD Split Spoon Sampler{SPT) � No Recovery M-Moisture Logged by: MAB
o � 3"OD Split Spoon Sampler(D 8 M) � Ring Sample '�= Water Level (} Approved by: �NS
� � Grab Sample '� Shelby Tube Sample� Water Level at time of drilling(ATD)
�
��ASSOCIATEG Exploration Lo _
EARTH Project Number Exploration Number Sheet
SCIENCE9,inic KE00685A EB-4 1 of 2
Project Name Williams Avenue Apartments -American Legion Site Ground Surface Elevation(ft)
Location Renton. WA Datum (�/q
�riller/Equipment Gregory Drilling/CME 85 Date StartlFinish �����mn�������nnn
,mmer WeighVDrop 140#/30�� Hole Diameter(in)
�
� N L� a N � vl
—� � N Blows/Foot �
a S E ��. °'a � 3
� T � �� �� � o a�
� `� DESCRIPTION � � m �0 20 3o ao �o
Alluvium I I
I
�
5 Moist, brown SAND with gravei. I
S-1 � �� �
i� I
i I
f
I �
'O S 2 As above. - � '
�
z 3 '
1 I
I
15 S 3 Wet,gray,fine to medium SAND. 3 - f
5 12 �
7 I
t
2� t
S-4 Saturated,orange-brown,SANDY GRAVEL to GRAVELLY SAND. 3 -
g 23
15
I
25 Saturated,brown,SANDY GRAVEL to GRAVELLY SAND.
s
S'S �a �2a i
_ 14 J
I
�
;
30 S 6 Saturated,brown SAND with gravel. 4 . I �
9 21 ;
13 � I
f
35 ' Saturated,brown, SANDY GRAVEL. 6
S-� i� •zs
0 12 I
0
N I
N I
W I
f i I I
� Sampler Type(ST):
o � 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MAB
o � 3"OD Split Spoon Sampler(D 8 M) �1 Ring Sample � Water Level() Approved by: JNS
� � Grab Sample J Shelby Tube Sample 1 Water Level at time of drilling(ATD)
�
��A980CIATED Exploration Lo
EAFi'TH Project Number Exploration Number Sheet
9CIENCE9,inrc KE00685A EB-4 2 of 2
Project Name W illiams Avenue Apartments-American Legion Site Ground Surface Elevation(ft)
Location Renton.WA Datum NJA
^riller/Equipment Gregory Drilling/CME 85 Date Start/Finish 1�/�1/Q(1,1�/��/�nnn
nmer WeighUDrop 140#/30�� Hole Diameter(in)
c a� �
v N L� � � � N
Q S E a� �,� � � Blows/Foot �'
'° �n a: o d
a� .T co �v� E � —
� `� DESCRIPTION � � m �0 20 30 40 �
Saturated,brown,SANDY GRAVEL to GRAVELLY SAND. �p
S"S �a �sz
�a
45 S 9 Saturated,brown,SANDY GRAVEL. .
12
22
16
50 S 10 qs above. -
�
�0 2a
ia
Bottom of expbration boring at 51.5 feet
55
60
65
70
75
0
0
N
ui
N
J
l0
� Sampler Type(ST):
o � 2"OD Split Spoon Sampler(SPT) a No Recovery M-Moisture Logged by: MAB
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample � Water Level() Approved by: �NS
� �'"', Grab Sample i� Shelby Tube Sample 1 Water Level at time of drilling (ATD)
I ��A980CIATED Ex loration Lo
EARTH Project Number Exploration Number Sheet
9CIENCE9,mic KE00685A EB-5 1 of 2
Project Name Wiiliams Avenue Apartments -American Legion Site Ground Surface Elevation(ft)
Location RefltOn. WA Datum N/A
n�iller/Equipment Greqory Drilling/CME 85 Date Start/Finish 1�/�1/j)�,1�/��/7�M
nmer WeighUDrop 140#/30" Hole Diameter(in)
�
� �1 L� � > � �/1
°' � ' °' � Blows/Foot �
o. S E a�, °'� uJi N
� T � `� �� o d
C9 tn � —
� `� DESCRIPTION � � � io 20 3o ao °
Alluvium
5 Moist,brown SAND with silt.
S"� !�
10 S 2 Moist,brown,fine SANO with silt. -
2
2 5
3
15 S 3 Wet,brown,medium to coarse SAND with gravel;rodc in tip of sampler. � - I
17
21
- 20 i
Saturated,brown,medium to coarse SAND with gravel to GRAVELLY 5
S-4 medium to coarse SAND. 2 �a
._ Z
�
25 S 5 Saturated,gray,fine SAND. 4 .
a
- a
- 30 Saturated,medium to coarse SAND with gravel. e.
S-6
�9 ai
22
- 35 S 7 No recovery. >> .
z2 7
c 25
c
cv
�
�
�
n
a
� Sampler Type(ST):
o � 2'OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged by: MAB
V o � 3"OD Split Spoon Sampler(D&M) � Ring Sample � Water Levet O Approved by: �NS
� �`,�3! Grab Sample �� Shelby Tube Sampie T Water Level at time of drilling(ATD)
A880CIATED EX loration Lo
��EARTH Project Number Exploration Number Sheet
SCIENCEB.inrc KE00685A EB-5 2 of 2
Project Name Williams Avenue Apartments -American Legion Site Ground Surface Eleva6on(ft)
� Location RefltOrt.WA Datum N�p �
^�illerlEquipment Gre�orv Driiling/CME 85 Date StarVFinish 1?/21/Q�r��i����nnn
mmer WeighUDrop 140#/30" Hole Diameter(in)
c a� �
v N =� O > � N
°� -a � � BIOWS/FOOt !-'
a a a�-
� T � �� �� f° � �
DESCRIPTION � � 10 20 3o ao �
Saturated,brown,medium to coarse SANDY GRAVEL. t2
$-8 �g 39
20
45 Saturated,brown,medium to coarse SANDY GRAVEL.
S_9 28
37 75
38
50 Saturated,brown,GRAVELLY SAND with silt.
S-10 13
30 62
32
Bottom of expbration boring at 51.5 feet
55
60
�
I
65
- 70
75
0
0
N
N �
W
�
N
I
� Sampler Type(ST}:
° m 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MAB
. o
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample � Water Level() Approved by: JNS
� � Grab Sample � Shelby Tube Sample _T__ Water Level at time of drilling(ATD)
�
���assoc�s►�o EX loration Lo
EARTH Project Number Exploration Number Sheet
SCIENCE9.tn�c KE00685A EB-6 1 of 2
Project Name Williams Avenue Apartments -American Legion Site Ground Surface Elevation(ft)
�ocation FZenton. WA oacum nl/A
^�IledEquipment Greporv Drilling/CME 85 Date Start/Finish 12/?1/[]fl,���i�nnn
.nmer WeighuDrop 140#/30" Hole Diameter(in)
v `" o� o > _ `"N"
a nn �� � � BIOWS/FOOt �
aS E � �, a `
p T � �� �o � m �
DESCRIPTION � � 10 20 30 40 �
Alluvium
5 S � Moist,mottled brown,fine SAND with silt. -
�
� 2
�
- 10 S 2 Moist to wet,dark brown,organic SILT. � -
1 2
1
15 S 3 Wet,brown to black,medium to coarse SANO with gravel. 2 -
3 6
3
20 Saturated,brown,GRAVELLY medium to coarse SAND. �
�z
S"4 �5 �33
18
25 Saturated,brown,coarse SAND with gravei. e
S-5
t� 2�
- to
- 30 S 6 Saturated,brown,medium SAND with siit and gravel. 4 -
�o e
18
- 35 S 7 Saturated,brown GRAVEL. -
6
8 �
0 9
0
N
N
T
N
�
C (
� I
� Sampler Type{ST):
o m 2"OD Split Spoon Sampler(SPT) 0 No Recovery M-Moisture Logged by: MAB
o � 3"OD Split Spoon Sampler(D&M) � Ring Sample � Water Level O Approved by: �NS
� � Grab Sample � Shelby Tube Sample� Water Level at time of drilling(ATD)
�
��A980CIATED EX loration Lo
EAF3TH Project Number Exploration Number Sheet
SCIENCE9�in�c KEa0685A EB-6 2 of 2
Project Name Williams Avenue A�artments -American Legion Site Ground Surface Elevation(ft)
Location Renton.WA Datum N/A
��Iler/Equipment Gfe o Drlllin /CME 85 Date StaNFinish »i���pq,����i�nnn
�mer WeighUDrop 140 /30" Hole Diameter(in)
�
L� � � N
�a S E a�, �� -�' � BIOWS/FOOt �
� T � �� 3�� o a�
� `� DESCRIPTION � � m �0 20 30 a0 °
S� Saturated,brown,medium to coarse SAND with gravel. 13
17 31
14
45 Saturated,brown,medium to coarse SANDY GRAVEL to GRAVELLY
S-9 SAND. �y � s
, zs
50 S 10 Saturated,brown,medium to coarse GRAVELLY SAND. -
13
�7 3
19
55 Saturated,brown,medium to coarse SANOY GRAVEL.
S-11 17
3g 79
41
Bottom of expbration boring at 56.5 feet I
60
65
70
75
s
0
N
N
T
l0
J
C
l0
7
a
� Sampler Type(ST):
�
o � 2"OD Split Spoon Sampler(SPT) � No Recovery M-Moisture Logged by: MAB
o m 3"00 Split Spoon Sampler(D 8 M) � Ring Sample S? Water Level() Approved by: �NS
� ,� Grab Sample ''� Sheiby Tube Sample 1 Water Level at time of drilling(ATD)
�
Preliminarv Technical lnformation Report for SS Williams Ave. S. Condos June 1. 2001
SECTION 7 OTHER PERMITS
A substantial shoreline permit, foundation permit, building permit, and right-of-way use permit are
expected to be required.
Petersorl Co�zsulting En�ineers Page 16
Preliminarv Technical Inrormation Report for SS Williams Ave. S. Condos June 1, 2001
SECTION 8 ESC ANALYSIS AND DESIGN
The site will be excavated and so runoff can be retained in the excavation and not allowed to run
off the site. Runoff collected in the excavation will be pumped to a Baker Tank and held for a
specified time before release to the off-site storm drain system. The size of the Baker Tank
proposed to be used is 17,640 gallons(2,358 cubic feet). This volume corresponds to 75% of the
entire 2-year design runoff from the fully developed site and should be of adequate size to contain
runoff from the developing site. The specified time for settlement before release is eight hours.
The minimum time is calculated as follows
Settling velocity =0.00096 feet per second [1990 KCSWDM]
Depth of Baker Tank is 6 feet
Time required =(6)/(0.00096)(60)(60))
= I.7 hours
Factor of safety = 8/1.7
=4.6
Pete�sof� Consulti�rg F,r��>ineers Page 17
Preliminarv Technical Information Report for SS Williams Ave. S. Condos June 1, 2001_
SECTION 9 BOND QUANTITIES AND DECLARATION OF
COVENANT
A bond quantity worksheet will be provided at the second submittal.
Peterson Consulting Engineers Page 18
Preliminary Technical InTnrmatior�Report{or S� Williams Ave. S. Condos June 1, 2001
SECTION 10 OPERATIONS AND MAINTENANCE MANUAL
The storm system consists of trench drain, catchbasins, pipes, and a closed water-quality tank.
Maintenance information from the King County Surface Water Design Manual is attached.
Trench Drain. The trench drain should be inspected regularly and cleaned as necessary. The
trench does not have a sump and so debris will be conveyed to the next downstream catchbasin.
The pipe between the trench drain and the catch basin should be flushed regularly and the
backflow preventor should be inspected for correct operation and potential blockages removed.
A recommended time interval for this maintenance is once per month.
All other system component maintenance is addressed in the attachments.
P�'t2J'.SO)1 CO)YSllIllYlg E)1g1Yte�'/"S Page 19
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS)
.��
Mafntenance Condlttons YVhen Malntenance Results Expectad
Component Defect is Needed When Mafntenance is Pariormed
Storage Area Plugged Air Vents Onefialf of the cross section of a vent is Vents free of debris and sediment.
blocked at any point with debris and
sediment.
• Debris and Accumulated sediment depth exceeds All sediment and debris removed from
Sediment 10%of the diameter ot the storage area storage area.
for 1/2 length of storage vault or any
point depth exceeds 15%of diameter.
Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2
length of tank.
Joints Between Any crack allowing material to be All)oints between tank/pipe sections are
Tank/Pipe Section transpoRed into faality. sealed.
Tank/Pipe Bent Any part of tank/pipe is bent out of shape Tank/pipe repaired or replaced to design.
Out of Shape more than 10%of its design shape.
Manhole Cover not in Place Cover is missing or only partiatly in place. Manhole is closed.
Any open manhole requires maintenance.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
Mechanism Not maintenance person with proper tools.
Working Bolts into frame have less than 1/2 inch
of thread (may not appfy to self-locfcing
lids).
Cover Di�cult to One maintenance person cannot remove Cover can be removed and reinstalled by
j Remove lid after applying 80 pounds of�ift. Intent one maintenance person.
is to keep cover from sealing off access
to maintenance.
Ladder Rungs King County Safety Office and/or Ladder meets design standards and
Unsafe maintenance person judges that ladder is allows maintenance persons safe access.
unsafe due to missing rungs,
misalignment, rust,o�cracks.
Catch Basins See"Catch Basins"Standard No.5 See"Catch Basins' Standard No. 5
A-3
I/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance CondlUons When Malntenance Reaults Expected
Component De(ect Is Needed When Malntenance Is Per}ormed
General Trash and Debris Distance between debris build-up and All trash and debris removed.
(Includes boriom of orifice plate is less than t-1/2
Sediment) feet.
Structural Damage Structure is not securety attached to Structure securely attached to wall and
manhola wall and outlet pipe structure outlet pipe.
should support at least 1,000 pounds of
up or down pressure.
Structure is not in upright position (allow Structure in correct position.
up to 10%from plumb).
Connections to outlet pipe are not Connections to outlet pipe are watertight;
watertight and show signs of rust, structure repaired or replaced and works
as des(gned.
My holes—other than designed holes— Structure has no holes other than
in the structure. designed holes.
Cleanout Gate Damaged or Cleanout gate is not watertight or is Gate (s watertight and works as designed.
Missing missing.
Gate cannot be moved up and down by Gate moves up and down easily and is
one maintenance person. watertight.
Chain leading to gate is missing or Chain is in place and works as designed.
damaged.
Gate is rusted over 50%of its surface Gate is repaired or replaced to meet
area. design standards. (
Orifice Plate Damaged or Control device is not workfne properly Ptate is In place and works ss desianed.
Missing due to missing,out of place,or bent
orifice plate.
Obstructions Any trash,debris,sediment,or vegetation Plate is hee of ell obstructiona end works
blocking the plate. ' � es des(gned.
Overflow Pipe Obstructions My trash or debris blocking (or heving Pipe Is free of all obstructions and warks
the potential of blocking)the overflow es designed.
pipe.
Manhole See"Closed Detention Systema"Standard See"Closed Detention Syetems"Standard
No.3, No.3.
Catch Basin See"Catch Basins" Standard No. 5. See"Catch Basins" Standard No. 5.
�.�.
A-4 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS
..�
Malntenance Conditfons When Malntenance Results Expected
Component De(ect Is Needed When Malntanancs Is PeHormed
General Trash &Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in
(Includes foot which is located immediately in front front of catch basin opening.
Sediment) of the catch basin opening or is blocking
capacity of basin by more than 10%.
Trash or debris (In the basin)that No trash or debris in the catch basln.
exceeds 1/3 the depth from the bottom
oi basin to invert of the lowest pipe into
or out ot the basin.
Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or
biocking more than 1/3 of its height. debris.
Dead animals or vegetation that could No dead animals or vegetation present
. generate odors thaf would cause within the catch basin.
complaints or dangerous gases (e.g.,
methane).
Deposits of garbage exceeding 1 cubic No condition present which would attract
toot in volume, or support the breeding of insects or
rodents.
Structurai Damage Corner of frame extends more than 3/4 Frame is even with curb.
to Frame and/or inch past curb face into the street (f
Top Slab appiicable).
Top slab has holes larger than 2 square Top slab is free of holes and cracks.
inches or cracks wider than 1/4 inch
(intent is to make sure all material is
running into the basin). '
Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab.
separation of more than 3/4 inch of the
frame from the top siab.
Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design
Walls/Bottom than 3 feet,any evidence of soil particles standards.
entering catch basin through cracks,or
maintenance person judges that structure
is unsound.
Cracks wider than 1/2 inch and longer tJo cracks more than 1/4 inch wide at the
than 1 foot at the joint ot any inlet/outlet joint ot inlet/outiet pipe.
pipe or any evidence of soii particles
entering catch basin through cracks.
Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design
Misalignment rotated more than 2 inches out of standards.
a►ignment.
Fre Hazard Presence of chemicals such as natural No flammabie chemicals present.
gas,oil,and gasoline.
Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin.
more than 1096 of the basin opening.
Vegetation growing in inlet/outlet pipe No vegetation or root growth present.
joints that is more than six inches tall and
less than six inches apart.
Pollution Nonflammable chemicals of more than No pollution present other than surface
1/2 cubic foot per three feet of basin film.
length.
I
� �
' A-5 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
NO. 5 - CATCH BASINS (Continued)
Matntenance CondtNons Whe� Mafntenancs R�sufts Exp�cted
Component De(ect Is Needed When Malnten�nce Is Pe►tormed
Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Catch basin cover is closed.
My open catch basl�requires
mainte�ance.
Locking Mechanism cannot be opened by one Mechenlam opens with proper tools.
Mechanism Not maintenance peraon with proper toois.
Working Bolts Into frame have less than 1/2 inch
of thread.
Cover Difficult to One maintenance person cannot remove Cover can be removed by one
Remove lid after applying 80 Ibs.of lift; intent is maintenance person.
keep cover from sealing oN access to
maintenance.
Ladder Ladder Rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and
Unsafe misalignment,rust,cracks,of sharp allows maintena�ce person safe access.
edges.
Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards.
(ii applicable)
Trash and Debris Trash and debris that is blocking more Grate free of trash and debris.
than 20%of grate surface.
Damaged or Grate missing or broken member(s)of Grate is in place and meets design
' Missing the grate. standards.
�
�;,.
A-6 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
-� NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches)
Maintenance Conditlons When Malntenance Results Expected
Component Detect Is Needed When Malntonance is Performed
Pipes Sediment&Debris. Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris.
of the diameter ot the pips.
Vegetation Vegetatlon that reduces free movement of All vegetation removed so water flows
water through pipes. freely through pipes.
Damaged Protective coating is damaged; rust is Pipe repafred or replaced.
causing more than 50%deterioratlon to
any part o1 p(pe.
Any dent that decreases the cross section Pipe repaired or replaced.
area of pipe by more than 2096.
Open Ditches Trash 8�Debris Trash and debrls exceeds 1 cubic foot Trash and debrls cleared from ditches.
per 1,000 square feet of ditch and slopes.
Sediment Accumulated sediment that exceeds 2096 Ditch cleaned/flushed of all sediment and
of the design depth. debris so that it matches design.
Vegetation Vegetation that reduces free movement of Water fiows freely through ditches.
water through ditches.
Erosion Damage to See'Ponds' Standard No. 1 See"Ponds"Standard No. 1
Slopes
Rock Lining Out of Maintenance person can see native soil Replace rocks to design standard.
Place or Missing (If beneath the rock lining.
Applicable)
Catch Basins See'Catch Basins" Standard No. 5 See"Catch Basins"Standard No. 5
Debris Barriers See"Debris Barriers" Standard No.6 See"Debris Barriers" Standard No.6
(e.g., Trash Fiack)
A-11 1/90
�
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Page 1 ot 2
King County Building and Land Development Divfsion
TECHNICAL fNFORMATION REPORT (TIR) WORKSHEET
- . . �- � - . . .
- . � . .
ProjectOwner , t',�ta,, r���r-� ProjectName SS l"��I,'�,M; '�vc„�c S��?� (c.�los
Address ��«-� /�G L .4 u� /J� � ��� Location
Phone`►Zs-b2L-3E�1 6z11����, Wr, `l�?�c6 Township �`�
Ran e 2�
Project Engineer -�'•��_ �s 9 r � , �
,� Section .) ( •L U� �y) ,.
Company � �t�,�<.., C��s.:it�'�� ��,s.;��..-.� ProjectSize �- �� AC
Address Phone Upstream Drainage Basin Size � AC
. . .
� Subdivision 0 DOF/G HPA � Shoreline Management
� Short Subdivision 0 COE 404 � Rockery
� 0 Grading 0 DOE Dam Safety � Structural Vaults
0 Commercial � FEMA Floodpiain � Other
� Other � COE Wetlands 0 HPA
. . . -
, �
Community � /�
` �I Ui ���'.V\
Drainage Basin � , f S �� � ` `� L_ , �� C
f���� ���.�, [���s��,. ��.,� <<�c./ ,vLt � �b—btis,-,
� �
� River ���1,.� l',�r: :.�,��� cr..t l�� s,f� � Floodplain �e'-' � r ���:�.� ;,i�. . �:� ���i�_,- �,;,; ,
� Stream 0 Wetlands
� Critical Stream Reach � Seeps/Springs
� Depressions/Swales � High GroundwaterTable
� Lake — � Groundwater Recharge
� O Steep Slopes � Other
� LakesidelErosion Hazard
.
i
� Soil Type Slopes Erosion Potential Erosive Velocities
Cfr - Llrb:..l��.,�1 c�—� /� !'?��le--.fiz %Lt'�:�i:-,--.fiz
i .
� Additional Sheets Attatched
1/90
Page 2 of 2
King County Bullding and Land Development Dlvfsfon
TECHNICAL INFORMATlON REPORT (TIR) WORKSHEET
(
- � . • �, .
REFERENCE LIMITATION/SITE CONSTRAINT
. [� Ch.4-Downstream Analysis S z� ��-:;��n 51�t r�..,-. �'.n�-.��S;� ��c_•_t�c� �� ��z - {�f 1'Cr�c� r f
a __
o _
0
0
0
0 Additional Sheets Attatched
�
MINIMUh4 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION FOLLOWING CONSTRUCTION
� Sedimentation Facilities � Stabilize Exposed Surfaoe �
0 Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities
� Perimeter Runoff Control � Clean and Remove All Silt and Debris
� Clearing and Grading Restrictions 0 Ensure Operation of Permanent Facilities
� Cover Practices Q Flag Limits of NGPES
� Construction Sequence � Other `
0. Other
�
�
� Grass Lined Channel 0 Tank 0 Infiltration Method of Analysis
� Pipe System 0 Vauit � Depression
0 Open Channel � Energy Dissapator � Flow Dispersal Compensation/Mitigation
0 Dry Pond 0 Wetland � Waiver of Eliminated Site Storage
0 Wet Pond 0 Stream � Regional Detention
Brief Description of System Operation _�!�:r��6 N;�� �'��tzr.� �ki � �; �/w�1�r% �za.e.�=.'rc�
�`a1r��•� w; �t ��.t� c���Sc�n�1�1� �i�<ir'��v � I�t� /n�[ ��2��4r f�,'.rZ;.
Facility Related Site Limitations � Additiona!Sheets Attatched
Reference �aciliry Llmitation
, ,
� Drainage Easement -
O Cast in Place Vault � Other � Access Easement
0 Retaining Wall � Native Growth Protection Easem�nt
0 Rockery>4'High � Tract
� Structural on Steep Slope N (,� � �ther �
� /-�
' �:,.,
. - . .
I or a civil engineer under my supervision have visited the site. Actual /
site conditions as observed were incorporated into this worksheet and the � 3��r_o�
attatchments. To the best of my knowledge the information provided
here is accurate, s• a..
l�a
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� - s--- --- -- _ - - - ---- -_ _
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2
Basin: Puget Sound Subbasin Name: Lower Cedar River Sub-Basin Subbasin Number: n/a
Symbol Drainage Drainage Slope Distance Existing Potential Observations of fietd
Component Type, Component from site Problems Problems inspector, resource
Name, and Size Description discharge reviewer, or resident
see map Type:sheet flow,swale, drainage basin,vegetation, % Y.ml=1,320 ft. constrictions, under capacity,ponding, tributary area,likelihood of problem,
stream,channel,pipe,pond; cover,depth,type of sensitiv�e overtopping,flooding,habitat or organism overflow pathways,potential impacts
Size:diameter,surFace area area,volume destruction,scouring,bank sloughing,
. sedimentation,incision,other erosion
A Site Basin 1 Sheet flow +/- 3 0 None None No observed problems
B Type 1 Catch Basin Concentrated flow n/a 0 None None No observed problems
C 8" pipe Concentrated flow + / - 2 0 — 70 None None No observed problems
D Cedar River River flow n/a 70 None None No observed problems
E Site Basin 2 Sheet flow + / - 3 0 None None No observed problems
F Type 1 Catch Basin Concentrated flow n/a 0 None None No observed problems
G 8"pipe Concentrated flow +/ - 2 0 - 30 None None No observed problems
H Manhole Concentrated flow n/a 30 None None No observed problems
i 8"pipe Concentrated flow +/ - .4 30 - 315 None None No observed problems
J Manhole Concentrated flow n/a 315 None None No observed problems
K 16" pipe Concentrated flow +/- 2 315 - 400 None None No observed problems
L Cedar River River Flow 400 None None No observed problems
98-4\itiD04
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RECONNAISSANCE I2EPORT NO. 13 I
LOWER CEDAR CREEK BASIN
JUNE 1937
Natural Resources and Parks Division
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and Surface Water Manabement Division
Kinb County, Washinbton
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'I'rib. �C Collect. Existing Anticipated
(t�m Rivcr Mile Point Catc�orv Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations
� 02�)9 1R Geolocy Horse farm in uplands has Continued high erosion and Develop R/D at horse farm
RM 12.1 created extensive imper- scdimcntation. to attenuate peak flows.
vious surfaccs, restiltinb See Project 3115.
in channel scour, hank
erosion, landslides, and
sedimentation at mouth of
basin. I2esidence overcome
with sediment. � �
�' -- �' �"�O�O�'�' Landslide terrain for �ile Site of future mass erosion. Prohibit development here.
by realtoi�. I-ligh risk for Notify Building and Land
landslidcs, floodinb (from Development. Add area to
springs). SAMF.
7 -- 7 Geolooy Large-scale landsides Natural process. None.
adjacent to Cedar Itiver
due to springs and cutting
of toeslopes by streams.
Appears to be naturaL
4 -- 2 Geolobry Gullying in valley wall, Unknown. None.
po.ssibly from n�tural
sprines.
9 -- 14 Geology L.andslide debris flow from Existing tension cracks Revegetate hillslope with
residence on SE 147t11 PI., indicate future instability. trees and shrubs.
Renton.
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____
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APPENDIX C
DCTAILEU FINDINGS AND RECOMMCNDATIONS
L.OWER C�DAR RIVER BASIN
° All items listed here are located on final display maps
in ihe offices oi Surtace Water Management, Building and
Land Development, and Basin Planning.
"I'rih. �C Colle�t. Existino Anticipated
Itcm` Rivcr Mile Point Cate�oiy Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations
1 -- � Geolo�ry Gullyin� and landslides in Continued erosion. Recompact fill, revegetate,
uncompacted fill in new and drain adequately.
development near edge of
steep liillslope.
? -- 18 Gcology Small landslide has formed None (natural failure). None.
debris flow (11/36).
Sedimentation in yard of
residence.
3 0�99 4 Cieology Landslides in sedimentary Natur�l failure. None. �
RM 2.6 rock in cutUanks adjacent '
to railroad.
-� 0299 ,1� Gcolooy Drainage from residentiat Increasing erosion. Provide adequate R/D to
RM 9.GS area is resulting in attenuate flows.
b Ilyinb in swale.
P: C_C.APC G1
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5/31/O1 10 :58 :30 am Peterson Engineering Consulting page 1
55 Williams Avenue
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BASIN SUMMARY
BASIN ID: wq NAME: WATER QUALITY STORM
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0 .32 Acres BASEFLOWS : O . Ob cfs
RAINFALL TYPE. . . . : KC24HR PERV IMP
PRECIPITATION. . . . : 0 .67 inches AREA. . : 0 . 11 Acres 0 .21 Acres
TIME INTERVAL. . . . : 10 .00 min CN. . . . : 86 . 00 98 .00
TC. . . . . 5 . 00 min 5 .00 min
ABSTRACTION COEFF: 0 .20
PEAK RATE: 0 .03 cfs VOL: 0 .01 Ac-ft TIME: 470 min
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5/31/41 10 :59 :23 am Peterson Engineering Consulting page 1
55 Williams Avenue
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HYDROGRAPH SUMMARY
�
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM R.ATE PEAK HYDRO Area
cfs min. cf\AcFt Acres
---------------------------------------------
---------------------------------------------
1 0 . 028 470 386 cf 0 .32
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Water Quality Tank
Worksheet for Circular Channel
Project Description
Project File d:lhaestad\fmwlrenton.fm2
Worksheet pipe
Flow Element Circular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Mannings Coe�cient 0.013 ;
Channel Slope 0.001000 ft/ft %r �,
Depth 42.0 in - -. __ __ - _ . -- - A .
4� ;
Diameter 54.00 in --- � '
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,
Results �� '' � - - -�
Discharge 59.05 cfs
Flow Area 13.27 ft�_
Wetted Perimeter 9.72 ft ---
- _ __ �pLr' �,,•; /3'02� �r
Top Width 3.74 ft
Critical Depth 2.23 ft : � `� � ��•
Percent Full 77.78
Critical Slope 0.003707 ft/ft
Velocity 4.45 ft/s
Velocity Head 0.31 ft
Specific Energy 3.81 ft
Froude Number 0.42
Maximum Discharge 66.89 cfs
Full Flow Capacity 62.18 cfs
Full Flow Slope 0.000902 ft/ft
Flow is subcritical.
06/01/01 FlawMaster v5.15
08:5�:55 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-'1666 Page I of 1 �
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4" pipe
Worksheet for Circular Channel
Project Description
Project File d:\haestad\fmwlrenton.fm2
Worksheet Conveyance
Flow Element Circular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Mannings Coefficient 0.013
Channel Slope 0.010000 ft/ft
Depth 0.33 ft
Diameter 4.00 in
Results
Discharge 0.20 cfs
Flow Area 0.09 fh2
Wetted Perimeter 0.98 ft
Top Width 0.07 ft
Critical Depth 025 ft
Percent Full 99.00
Critical Slope 0.012914 ft/ft
� Velocity 2.28 ffls
Velocity Head 0.08 ft
Spec�c Energy 0.41 ft
Froude Number 0.35
Maximum Discharge 0.20 cfs
Full Fbw Capacity 0.19 cfs
Full Flow Slope 0.010857 ft/ft
Flow is subcritical.
OS/31/01 FlanrMaster v5.15
10:40:39 AM Haestad Methafs,Inc. 37 Brookside Road W�erbury,CT 06708 (203)755-1666 Page 1 af�
8" pipe
Worksheet for Circular Channel
Project Description
Project File d:lhaestadlfmw\renton.fm2
Worksheet Conveyance
Flow Element Circular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Mannings Coefficient 0.013
Channel Slope 0.007500 ftJft
Depth 0.67 ft
Diameter 8.00 in
Results
Discharge 1.05 cfs
Flow Area 0.35 ftz
Wetted Perimeter 2.09 ft
Top Width 0.00 ft
Critical Depth 0.49 ft
Percent Full 100.00
Critical Slope 0.009680 ft/ft
Velocity 3.00 ft/s
Velocity Head 0.14 ft
Specific Energy FULL ft
Froude Number FULL
Ma�dmum Discharge 1.13 cfs
Full Flow Capacity 1.05 cfs
Full Flow Slope 0.007500 ftlft
05/31/01 FlowMaster v5_'IS
10:39:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of�
� SEC 1? � 18, T1NP. 23N., RGE. 5 E., W.M.
�PETERSON
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