HomeMy WebLinkAbout03353 - Technical Information Report � � �-�'° �:I "r '�.
RECEIVEC
DEC 14 2006
BUi1piNG DIVrSiOr:
Technical Informatio� Report
�� (Level One Downstream Analysis)
� Foster Short Plat
(� for
� Mr. Pat Anardi
P.O. Box �8233
Renton, WA 980�8
SITE LOCATION:
1916 Talbot Road
Renton, WA 9805�
(Parcel No.722200012�)
Prepared by:
Brian G. Harron, P.E.
P.ATR[CK HARRON&ASSOC., LLC
14900 Interurban Avenue South,#279
Seattle,WA 98168
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EXPIRES 8 07
Job I�o: 0�123
March, 2006
Revised October 2006
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TABLE OF CONTENTS
ITEM PAGE
LEVEL ONE DOWNSTREAM ANALYSIS
ProjectOverview..............................................................................................................................3
Task 1 —Study Area Definition& Maps
ProjectDescription......................................................................................................................5
SiteData......................................................................................................................................5
ExistingConditions.....................................................................................................................6
Proposed Conditions.........................................................................................
7
Task2—Resource Review ..............................................................................................................8
Task 3 —Field Inspection/Task 4- System Description
Downstream Drainage System Description .................................................................................9
Upstream Drainage System Description.................................................................................... 1�
Task 4 - Problem Screening............................................................................................................1�
Task 5 - Mitigation '
.........................................................................................................................1�
Task 6—Core Requirements
CoreRequirement#1.................................................................................................................1�
CoreRequirement#2................................................................................................................. l 6
CoreRequirement#3................................................................................................................. l 9
CoreRequirement#4................................................................................................................. 19
CoreRequirement#5.................................................................................................................19
CoreRequirement#6.................................................................................................................19
CoreRequirement#7.................................................................................................................19
CoreRequirement#8.................................................................................................................19
LIST OF FIGURES
Figure1 Vicinity Map.......................................................................................20
Figure 2 Existing and proposed Conditions...............................................................4
Figure 3 Contributing Basin at Full Build-out............................................................................16
LIST OF APPENDICES
Appendix A — Gary Flo��ers, LLC Soils Report .........................................................21
Appendix B —Vb'etland Determination Stud�...............................................................31
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LEVEL ONE DRAINAGE REVIEW'
Purpose and Scope:
PROJECT OVERVIEVI'
This Technical Information Report(TIR) is submitted in support of a building permit application for Foster
Short Plat. The proposed work��-i11 include demolition of the existing vacant house and construction of three
homes, and associated landscape zones. The project will include asphalt widening, installation of concrete
curb,gutter and side�valk along the propern-frontage of Talbot Road South. There is an existing 12"concrete
culver under the existing shoulder but is only 18"deep. This culvert will be replaced ��-ith a ne�i� l 2" storm
system at a proper depth along the frontage to the corner of Talbot and S 19`h Street
On September 22,200� a Mandatory Pre-Application Meeting�i�as held for this project referenced under Cih-
of Renton tracking number PRE OS-120.
The follo�ving tabulates the project site data:
Address: 1916 Talbot Road South, Renton, Vl�'A 980»
Parcel Number: 722200-0125
Site Area(including easements) 20,338 sf(0.47 acres)
Site Area(excluding easements) 20,338 sf- 2508 sf = 17,830 sf(0.41 acres)
Zoning: Single Family Residential(R-8)
Water: City of Renton
Sewer: Ciri�of Renton ��
Special Limitations: No Sensitive Area Constraints are kno���n '
This anal}sis is completed using the format set forth in the 199.i King County Surface Water Design Manual ;
(KCSWDM)Section 12.2.,and the City's Addendum to that Manual. The location ofthe project is illustrated
in Figure 1 —Vicinity Map.
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, FOSTER SHORT PLAT " °
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Task 1: Studv Area Defnition and Maps
Project Description:
The project would replaca an existing house with three new houses. The proposed construction will not add '
5,000 s.f.of pollution generating impervious area. The project properties���ill be accessed via three site access
driveways, all off Talbot Road South.
Site Data:
Existing Conditions: �
The proposed development is located in the south-east portion of the ciry of Renton. The site is on a bench on
the hill and is relatively flat(less than 2' of fall across the site). West is the city of Renton water storage vault
and city park. ',
The existing roadway(Talbot Road South)is a two lane asphalt street with no curb,gutter or side�i�alks. The I
proposed project is on the east side of the roadway. The existing drainage consists of a undeveloped roadside
ditch that fronts the proposed project as well as a shallow 12"storm pipe conveying ditch water from the south I
to the outfall(see Down Stream). To the north this unimproved ditch daylights and sheet flows down the hill I
until it is collected in a city storm system.
The following analysis includes the shoulder area and represents both the sight discharge as well as the off-site '
including areas within the Right-of-way.
Existing soils=Vashon glacial till(Qvt), over Renton formation(Epr). ,
SCS Hydrologic Soil Group'`D".
� Existing House= 1,000 s.f. (0.02 acres)
Existing Driveway = 400 s.f.(0.02 acres)
Landscape= 1,500 s.f. (0.03 acres)
Natural Vegetation = 17,438 s.f. (0.40 acres)
Cn Values:
Impervious =98
Landscape=90
I Natural conditions= 86
Isopluvial Rainfall Data:
2-year 24-hour storm event=2"
10-year 24-hour storm event=2.9"
100-year 24-hour storm event=3.9"
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Exising Event Summary:
BasinlD Peak Q Peak T Peak Voi Area Method Raintype Event I
------- (cfs) (hrs) (ac-ft) ac /Loss
Exising 0.04 9.00 0.0477 0.59 SBUH/SCS TYPEIA 2 yr
Exising 0.11 8.50 0.1070 0.59 SBUH/SCS TYPEIA 25 yr I
Exising 0.14 8.50 0.1295 0.59 SBUH/SCS TYPEIA 100 yr
Drainage Area: Exising
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20 �
Storm Dur. 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.5510 ac 87.10 2.29 hrs
Impervious 0.0400 ac 98.00 0.00 hrs
Total 0.5910 ac
Supporting Data:
Pervious CN Data:
Landscape 90.00 0.0300 ac
Natural conditions 86.00 0.4000 ac
Grass Shoulder 90.00 0.1210 ac
Impervious CN Data:
house 98.00 0.0200 ac
Driveway 98.00 0.0200 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Natural flow 175.00 ft 0.40% 0.8000 137.47 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet House 0.02 ft 0.04% 0.1500 0.06 min
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Proposed Conditions:
The project will include 8 feet+/-of asphalt widening of Talbot Road S., installation of concrete curb,gutter
and side�valk along the property frontage. There is an existing 12"concrete culver under the existing shoulder.
This culvert is only 18"deep. This culvert«-ill be replaced with a ne�v 12" storm system at a proper depth
along the frontage to the corner of Talbot and S 19`h Street Constructing asphalt driveways to the proposed '
three houses. '
Additional roadway asphalt pavement(pollutant generator) 1,791 s.f. (0.041)acres) I
On-site asphalt drive���ays(pollutant generator) 2,546 s.f. (0.0�8 acres)
Total pollution generating impervious= 4,337 s.f. (0.099 acres)
Curb and gutter(deferred non-pollutant generator) 91� s.f. (0.08 acres)
Three houses and one detached garage(non-pollutant generator)
6,140 s.f. (0.14 acres)
Totai non-pollution generating impervious = 7,055 s.£ (0.16 acres)
Landscape= 11,6�2 s.f. (0.27 acres) I
Total addition pollution generating impervious surfaces added 4,337 s.f.
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Proposed Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss
Proposed 0.04 8.00 0.0372 0.57 SBUH/SCS TYPEIA 2 yr
Proposed 0.14 8.00 0.0894 0.57 SBUHlSCS TYPEIA 25 yr
Proposed 0.18 8.00 0.1097 0.57 SBUH/SCS TYPEIA 100 yr
Drainage Area: Proposed
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.2700 ac 90.00 2.35 hrs
Impervious 0.3010 ac 78.47 0.00 hrs
Total 0.5710 ac
Supporting Data:
Pervious CN Data:
Landscape 90.00 0.2700 ac
Impervious CN Data:
House 98.00 0.1400 ac
Driveway 98.00 0.0600 ac
Sidewalk 0.00 0.0600 ac
Street Widening 98.00 0.0410 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Natural flow 175.00 ft 0.40% 0.8000 137.47 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet House 0.02 ft 0.04% 0.1500 0.06 min
Impact to down steam storm drainage system: �
2-year24-hour event no net increase in discharge.
25-year24-hour event net increase in discharge= 0.03 cfs
100-year24-hour event net increase in discharge= 0.04 cfs.
During a major storm event a net increase of 0.04 csf will have no appreciable impact.
� Based on the above data, this project does not tri�ger a targeted drainage report.
Task 2: Resource Re��ie���
The following resources and documents were reviewed in preparing this analysis. Pertinent maps from these
reports have been included in this study.
1. Soil Report by Gary Flowers, LLC. -Appendix A
2. U.S.D.A. SCS Soil Survey
3. King County Surface Water Design Manual(1993)
4. 11Jetlands Determination Study-Appendix B
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Task 3: Field Inspection/Task 4: Svstem Description
Downstream Drainage System Description:
T'he engineer conducted a field investigation of the site drainage features and downstream drainage system
November 2005. The weather was overcast with a very light drizzle. The existing site is almost entirely
covered with blackberries.. Due to the fact that the net increase is the 100-year peak flow from this site will be
insignificant there will be little or no change to the function ofthe downstream system. Therefore,no neighbor
interviews were conducted in the downstream area for this project.
Historically,runofffrom the site has sheet flowed from the east to the west and then was routed along existing
unimproved roadside drainage way. This flow continues to the intersection of S. 19`h and Talbotand is I
collected in a shallow catch basin. Then flows to another catch basin approx. 10' east. Then east along the '
south side of S 19`h Street to a improved ditch,then continues easterly to a collection system in Puget Drive..
T'his being the case then this proposed project��i11 have minimal impact on the existing storm sewer system.
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Page 11 of 34
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Stormwater flows from the ditch to this outlet,then free-flows to a WSDOT inlet structure pictured below.
Page 12 of 34
P:12005105123 Foster SPITextlApplications\Stm-rpt.doc
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Y'�:�'Pr ��C.fw�� . .�� i�.�- �$�i� � Ir'di. .S\ �`F +�30 � .a'� a }��.f P�,4„� •. �-�o s�X�.i.tE� >r
i �� ��ee
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From the inlet structure storm��ater flo��s to the��'SDOT storm sysrem located under Puget Drive. see belo�+)
Page 13 of 34
P:12005105123 Foster SP1TextlApplicationslStm-rpt.doc
��: .
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The stormwater flows from the WSDOT inlet previously mentioned to a CB in Puget Drive. The grate inlet
sits on a type 2 CB with as best as we could determine a 18" conveyance pipe and flows to the north and
outfalls into what appears to be Rolling Hills Creek down by the Renton Village. From there it flows to the
Cedar River, then to Lake Washington.
-... .
Page 14 of 34
P:12005\05123 Foster SP\TextlApplications\Stm-rpt.doc
Upstream Drainage System Description:
Based upon a ph}�sical observation ofthe upstream drainage area it is the opinion of the engineer that little or
no upstream surface runoff affects this proposed project. In a similar manner this project will have little or no
impact on the upstream drainage patterns(see Core Requirement#2).
Task 5: Problem Screenina -� �
The City of Renton indicated no drainage problems within the immediate do���nstream corridor nor does the ',
site have any history of flooding problems.
Task 6: Miti�ation
Regulatory Requirements:
The City of Renton, through their amendments to the King County Surface Water Design Manual (1993)
regulates the storm water management design for the project site. I
No portion of the proposed construction is within a known sensitive area, no mitigation will be required.
Recommended Drainage System Improvements: �'I
As previously mentioned this site is exempt from any detention and water quality requirements. The proposed
drainage improvements are to construct a designed roadside ditch that will act as a temporary conveyance
system until full frontage improvements are constructed. On-site drainage from roof drains will be routed to
the roadside ditch through the construction of on-site drainage swales. The swales will have a energy diffusers
at the downspout ends to help prevent erosion during major events.
Task 7: Core Requirements
#1 —Discharge at the Natural Location
The discharge from the proposed project w�ill be collected and directed to a developed roadside ditch along
Talbot Road South..
Page 15 of 34
P:\2005105123 Foster SP\Text\ApplicationslStm-rpt.doc
' 0006 �' � � •^� �h� h OiJYC
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� �:��' ANALYSIS BASED ON ,,(> ; I �
� �7.S DU ACRE-38% �� a� .e N
I IMPERVIOUS � � �
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Contributing Basin to proposed 1?"concrete comeyance along proposed project frontage =2.3 acres
Using Table 3.2.2.D ofthe King County Surface water Design Manual ma�imum final build-out=7.5 DU per
acre. Impervious= 58% and Pervious=42%.
The proposed 12"concrete drainage pipe will carry 1.24 cfs during a 100-year 24-hour storm event.
The proposed 12"concrete pipe,with a slope of 0.005 ft/ft will cam�2.1834 efs(see Manning Pipe Calculator
below). The proposed developed project���ill not impact the existing flo«�s from the existing basin at full-
build-out.
Basin Build-out Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac /Loss '
Basin Build-out 1.08 7.83 0.4050 1.60 SBUH/SCS TYPEIA 25 yr
Basin Build-out 1.24 7.83 0.4710 1.60 SBUH/SCS TYPEIA 100 yr
Drainage Area: Basin Build-out
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min I
Area CN TC
Pervious 0.2700 ac 90.00 2.35 hrs '
Imper�ious 1.3340 ac 98.00 0.00 hrs
Total 1.6040 ac
Supporting Data:
Pervious CN Data:
Landscape 90.00 0.2700 ac
Impervious CN Data:
Impervious 98.00 1.3340 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Natural flow 175.00 ft 0.40% 0.8000 137.47 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet House 0.02 ft 0.04% 0.1500 0.06 min
Manning Pipe Calculator
Given Input Data:
Shape ........................... Circular Computed Results:
Solving for..................... Flowrate Wetted Area ..................... 0.7854 ft2
Diameter ........................ 12.0000 in Wetted Perimeter................ 37.6991 in
Depth ........................... 12.0000 in Perimeter....................... 37.6991 in
Slope ........................... 0.00�0 fUft Velocity ........................ 2.7800 fps
'�Ianning's n ..................... 0.01�0 Hydraulic Radius ................ 3.0000 in
Flowrate ........................ 2.1834 cfs Percent Full .................... 100.0000 %
Area ............................ 0.78�4 ft2 Full flow Flowrate .............. 2.1834 cfs
Full flow velocity .............. 2.7800 fps
Page 17 of 34
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Second contributing area to outfall. Existing 12"pipe from existing ditched is laid at a slope of 8%minimum.
And collects existing grass lined ditches along S. 1 q`n
Park and Water storage tank= 0.95 acres
Pervious= 0.65 acres
Impervious=0.34 acres
Park is static and will not be developed in the future.
Parcel balance= 0.63 acres and ���il) be developed as noted abo�e �8% impervious and 42% pervious.
0.37 imperviou;
0.26 pervious.
Total
0.91 pervious
0.71 impervious
2nd Basin Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event
------- (cfs) (hrs) (ac-ft) ac lLoss
2nd Basin 0.76 8.00 0.3659 1.62 SBUH/SCS TYPEIA 25 yr
2nd Basin 0.89 8.00 0.4310 1.62 SBUH/SCS TYPEIA 100 yr
Drainage Area: 2nd Basin
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min I
Area CN TC ��
Pervious 0.9100 ac 90.00 1.44 hrs
Impervious 0.7100 ac 98.00 0.11 hrs
Total 1.6200 ac
Supporting Data:
Pervious CN Data:
Landscape 90.00 0.9100 ac
Impervious CN Data:
Impervious 98.00 0.7100 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Natural flow 150.00 ft 1.00% 0.8000 86.31 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Fixed impervious 0.00 ft 0.00% 6.4000 6.40 min
Summan of flo�v at outfall to Puget Drive for a 100-yesr 24-hour event:
l.24 cfs+0.89 cfs= 2.13 cfs
Page 18 of 34
P:�,2005`05123 Foster SP1TextlApplications\Stm-rpt.doc
Manning Pipe Calculator
Given Input Data: Computed Results:
Shape ........................... Circular Flowrate ........................ 8.733� cfs
Solving for..................... Flowrate Area............................ 0.7854 ft2
Diameter........................ 12.0000 in Wetted Area..................... 0.78�4 ft2
Depth ........................... 12.0000 in Wetted Perimeter................ 37.6991 in
Slope ........................... 0.0800 fUft Perimeter ....................... 37.6991 in
Manning's n ..................... 0.01�0 Velocity ........................ 11.1199 fps
Hvdraulic Radius ................ 3.0000 in
Percent Full .................... 100.0000 %
Full flow Flowrate .............. 8.7335 cfs
Full flow velocity .............. 11.] 199 fps
Existing and proposed pipe will handle the proposed full build-out of the basin.
#3 —Flow Control
Not required—refer to Task#1.
#4—Conveyance System
No on-site conveyance is proposed other than �ard drain�.
#5—Temporary Erosion & Sedimentation Control
Temporary Erosion and Sedimentation Control measures that minimize the transportation of sediments to the
drainage system have been proposed. Siltation fences and a rock construction entrance will be the primary�
BMP's.
Very little grading is anticipated other than for the installation of utilities and the building's foundation
support. Some off-site improvement will be required, however, it is anticipated that there will be very little
potential for erosion problems.The installation of the filter fence a should adequately protect the downstream
area from any adverse erosion impact. �
#6—Maintenance& Operations
The proposed drainage facilities will remain private and will be maintained and operated by the owner.
#'7—Bonds & Liability
The Owner and or the cntractor will provide the required bond and liability assurances.
#8—Water Quality
The proposed construction will not add�,000 s.f.of pollution generation impervious area. No water quality is
required.
Page 19 of 34
P:�2005`,05123 Foster SP'�.Text',,Applications`,Stm-rpt.doc
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Page 20 of 34
P:12005105123 Foster SP1TextlApplicationslStm-rpt.doc
APPE\DIl A
Page 21 of 34
P:12005\05123 Foster SP\TextlApplicationslStm-rpt.doc
Gary A. Flowers, PLLC
Geological &Geotechnical Consulting
19532 12�'Avenue NE
Shoreline, WA 98155-1106
March 15, 2006 Project No.
GF06025
Pat & Debra Anardi P.O. Box
58233 Renton,WA 98058-
1233
Subject: Geological/Geotechnical Assessment
Proposed Foster Short Plat
1916 Talbot Road South, Renton, Washington
This report presents the results of our geological/geotechnical evaluation of the approximate 20,300 sf 'I
parcel located between at 1916 Talbot Road in Renton, Washington. We understand that the parcel will be I
divided into a total of three single family residential building lots. The existing house on Lot 1 will be i
demolished. Ingress and egress will be provided from Talbot Road South. I
The purpose of our site evaluation was to document existing shallow soil and ground water conditions on
the property, and to provide geotechnical design recommendations for construction of the proposed ,
improvements. I
EXISTING SITE CONDff10NS
The subject property is an odd shaped parcel that is squared off on the north, east and south sides but angles
along the roadway on the west side.The parcel measures approximately 100 feet along the north property '
line, 1 50 feet along the east property line, 172 feet along the south property line and 166 feet along the
west property line. See Figure 1, Site Plan by Patrick Harron&Associates. The property is undeveloped except
for the existing house and yard on what will be Lot 1.The remainder of the property is heavily vegetated with
blackberry bushes and a few deciduous trees.
The property is nearly flat with only 2 to 3 feet of elevation difference across the site. No evidence of
flowing water or erosion was observed anywhere on the site. A small area of standing water was observed
near the east end of Lot 1. The standing water was caused by recent rainfall in the area.
A 15 foot wide utility easement with a 14 inch diameter water line is located along the southern edge of the
parceL
Gary A. Flowers, PLLC
Shoreline, Washington 98155-1106
19532 12* Avenue NE 206-417-7640
1
Page 22 of 34
P:\2005\05123 Foster SP\Text\ApplicationslStm-rpt.doc
Foster Short Plat Geotechnical Services
Report
Renton, Washinqton
Subsurface So�and Ground Water Conditions
In order to characterize the shallow subsurface soil and ground water conditions on the property three '
subsurface exploration pits, EP-1 through EP-3, were excavated on the site on February 21, 2006. See I
Figure 1, Site Plan for locations of the pits. The following logs provide our interpretation of the I
encountered sediments.
EP-1 northeast quadrant of Lot 1
0-12" sod and topsoil
12" — 30" loose to medium dense, moist, reddish brown with some orangish mottling, sandy
silt with occasional gravel (highly weatheredlaltered glacial till) 30"-6H' medium
dense to 5' and then very dense, moist, gray, silty sand with gravel
(lodgement till)
BOH @ 6%2'No caving No ground water
EP-2 southwest quadrant of Lot 2
0-1 5" highly organic forest duff and topsoil
15" - 30" loose to medium dense, moist, reddish brown with some orangish mottling, sandy
silt with occasional gravel {highly weathered/altered glacial till) 30"-5 Vz' medium
dense to 5' and then very dense, moist, gray, silty sand with gravel
(lodgement till)
BOH @ 5 V-i No caving. No ground water
EP-3 eastern central portion of Lot 3
0 - 7" highly organic forest duff and topsoil
7" — 18" loose to medium dense, moist, reddish brown with some orangish mottling, sandy
silt with occasional gravel (highly weathered/altered glacial till)
18" -4' very dense, moist, gray, silty sand with gravel (lodgement till)
All of the exploration pits encountered glacial till at shallow depths. No ground water or saturated
soils was observed to the full depth of the explorations. No fill soils or debris were encountered
throughout the site.
The glacial till sediments were deposited at the base of, and subsequently overrun by, several
thousands of feet of glacial ice during the last glacial advance in this area. As such they have been
consolidated into a dense, relatively impermeable, condition.The upper several feet of these sediments
have been highly weathered due to the presence of ground water that will perch atop the underlying
unweathered till soils. The highly weathered sediments are much finer grained and are in a loose to
medium dense condition.
Gary A. Flowers, PLLC.
Shoreline, Washington 98155-1106
19532 12'°Avenue NE 206-417-7640
2
Page 23 of 34
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Foster Short Plat GeotechnicalServices Report
Renton, Washington
According to the Geologic Map of King County, Washington, by Booth, Haugerud and Sacket, 2002, the
subject site has been mapped as Vashon glacial till (Qvt) overlying bedrock of the Renton Formation (Epr).
The Renton Formation has been extensively mined for coal in this area. Due to the possible presence of old
coal mine shafts underlying the site a Coal Mine Hazard Evaluation was performed on the property by Terra
Associates, report dated January 3, 2006. The evaluation consisted of a literature review and drilling a single
test boring on the parcel. The testing boring indicated the presence of approximately 85 feet of glacial till
overlying bedrock. The upper approximate 3 feet of the glacial till was weathered to a looser, finer
grained consistency. Our interpretation is in agreement with the geology map of the area and the test boring
that was drilled on the site.
HYa'�.lY
No indication of flowing water was present on the property at the time of our field work. There was no
evidence of erosion anywhere on the parcel. Water does not infiltrate easily into these sediments.As a result,
following some recent rainfall events,there were some pools of standing water observed on the site at the time
of our field study.
Ground water was not encountered in any of our exploration pits at the time of our field work. There was no
seepage at any depth and the soils never became more than moist to the maximum depth explored of 6 'A feet.
Mottling of soils was observed and indicates that perched water does occur on the site at times. The perched
water will flow along topographic lines in an interflow zone atop the underlying relatively impermeable till
sediments.
Seis�ric Hazards
Earthquakes occur in the Puget Lowland with great regularity. The vast majorities of these events are small
and are usually not felt by people. However, large earthquakes do occur as evidenced by the 1949, 7.2-
magnitude event,the 1965, 6.5-magnitude event,and the February 2001 magnitude 6.8 Nisqually earthquake.
The 1949 earthquake appears to have been the largest in this region during recorded history and was
centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the
magnitude between 5.5 and 6.0, similar to the 1996, 5.4 earthquake centered near Duvall, Washington, is
likely within a given 20-year time interval.
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 to impact the site is discussed below.
No surficial faulting or earth rupture has been documented, to date, in the Renton area. However,several
nearby fault zones are currently being studied by the United States Geological Service (USGS) and have been
determined to be active and capable of producing large
Gary A. Flowers, PLLC
Shoreline, Washington 98155-1106
19532 12�'Avenue NE 206-417-7640
3
Page 24 of 34
P:'�,2005'�.05123 Foster SP',,TexY�,Applications',Stm-rpt.doc
. .
Foster Short Plat Geotechnical Services Report I
Renton, Washington
earthquakes. Much is still to be learned about these fault systems but it is generally hypothesized that their
recurrence interval is several thousand years. Due to the suspected long recurrence interval and the
distance to known faults traces, the potential for surficial ground rupture is considered to be low during
the expected life of the proposed structures.
Due to the lack of steep slopes the potential risk of damage to the proposed structures, by seismically
induced landsliding, is negligible.
Liquefaction is the result of the loss of shear strength in soils when they are subjected to saturated
conditions and seismic shaking. Typical soils that are susceptible are those that are saturated, poorly graded
(all one size), relatively fine-grained and in a loose condition. During a seismic event, severe shaking may
cause tiquefaction to occur in these types of soils and differential settlement may result. The glacially
consolidated sediments encountered on the subject site are typically medium dense to dense with depth,are
well graded and there were no adverse ground water conditions. Therefore, it is our opinion that the risk of
liquefaction is negligible.
Structural design of the buildings should follow the 2003 International Building Code (IBC) standards for
Site Class C (Table 1615.1.1)
CONCLUSIONS AND RECONIVBWATIONS
On the basis of our geologic research and field explorations, the existing soils will provide suitable
support for the proposed single family residences and other improvements. The weathered till soils were
loose to medium dense and will require recompaction prior to placing foundations, driveways or other
improvements. Any disturbance to otherwise suitable bearing soils during construction will also require
removal or recompaction prior to placement of foundation concrete or pavement subgrade.The on-site soils
can be reused as compacted fill for grading of the property, if necessary. However, the contractor must
understand that till sediments, especially where weathered, contain significant amounts of fines (silt/clay
sized particles) and are best suited for dry weather construction. Moisture conditioning of on-site fill soils may
be required in order to attain suitable compaction. As such, the contractor should be prepared to import
suitable structural fill soils when required.
Site Gradng
The site should be cleared of all vegetation,topsoil,and trees that are not required as part of the landscape plan.
Any fill soils that may be found and all debris from removal of the existing residence should also be removed.
These materials should be removed from the site.The topsoil can be stockpiled for later use in landscape areas.
Gary A. Flowers, PLLC.
Shoreline, Washington 981 55-1 1 06
19532 12' Avenue NE 206-417-7640
4
Page 25 of 34
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Foster Short Plat Geotechnical Services Report
Renton, Washinqton
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 in the lower, dense till sediments can be planned at gradients of .5H: IV or steeper and in the
overlying,highly weathered loose to medium dense sediments at gradients no steeper than 1.5H:1 V.These slope
angles are for areas where ground water seepage is not encountered and assume that surface water is not
allowed to flow across the temporary slope faces. If ground or surface water is present when the
temporary excavation slopes are exposed, flatter slope angles will be required. These slope angles also
assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away
from the top of the slope. As is typical with earthwork operations, some sloughing and raveling may occur �
and cut slopes may have to be adjusted in the field. Site specific cuts that are steeper than state or federal �
guidelines allow must be approved by a representative of this office at time of construction and monitored
for stability. i
Due to the flat lying nature of the subject parcel and the lack of a retention/detention pond, it is our '
understanding that there will be no permanent cut slopes. If the proposed construction changes and
permanent cut slopes will be required they should be excavated at gradients no steeper than 2H:1 V. '
Permanent slopes that will be exposed to surface water, such as detention pond slopes, should be inclined at
3H:1 V or flatter.
Where structural fill is required it must be compacted to a dense, nonyielding condition. Structural fill is
defined as non-organic soil,acceptable to the geotechmcal engineer, placed in maximum 8-inch loose lifts with
each lift being compacted to at least 95 percent of the modified Proctor maximum density using ASTM:D 1557
as the standard. Structural fill directly behind a retaining wall should only be compacted to 90 percent of
maximum density to avoid placing undue stress on the wall.
In the case of roadway and utility trench backfill, the structural fill should be placed and compacted in
accordance with current local or county codes and standards. The top of all compacted fill should extend
horizontally outward a minimum distance of 3 feet beyond the location of perimeter footings or pavement
edges before sloping down at a maximum angle of 2H:1 V. Structural fill placed in foundation excavations
must extend a minimum distance of 2 feet beyond the edges of the footings.
Foundation Recommendations
Shallow foundations may be used for support of the planned structures when placed on recompacted
native till sediments or approved structural fill placed atop these materials. Medium dense or better
native sediments were typically encountered at a depth of about 30 inches below existing grade on Lots 1
and 2 but was only 18 inches below grade in exploration pit EP-3 on Lot 3. Provided that the foundation
bearing soils are either in a medium dense or better condition or have been suitably recompacted and
approved by a representative of this
Gary A. Flowers, PLLC
Shoreline, Washington 98155-1106
19532 12* Avenue NE 206-417-7640
5
Page 26 of 34
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1
i
Foster Short Plat GeotechnicalServices Report I�
Renton, Washington ���
office, an allowable soil bearing value of 2000 psf may be used in the design of these footings,including both I
dead and live loads. If a higher bearing value is required at any location, an allowable soil bearing value of
4,000 psf may be used if the foundations are founded entirely on undisturbed native till sediments. An increase
of one-third may be used for short-term wind or seismic loading. Perimeter footings for the proposed structures I
should be buried a minimum of 18 inches into the surrounding soil for frost protection. Total settlement of ���
footings placed as detailed herein should be less than 1 inch in a 20 foot span with differential settlement less ,
than '/2 inch between comparably loaded footings. However, foundations placed on soil that has not been
recompacted, or is disturbed after being recompacted, may result in increased settlement. All foundation
excavations should be inspected by a representative of this firm,prior to concrete placement,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 such inspections.
Lateral loads can be resisted by friction between the foundation and the supporting soils,and/or by passive earth I
pressure acting on the buried portions of the foundations. We recommend the following design parameters. �
• Passive equivalent fluid = 300 pcf I
• Coefficient of friction = 0.40 i
The above values are allowable and include a factor of safety of at least 1.5. Retaining I,
Walls
Retaining walls or foundation walls taller than 3 feet must be lined with a minimum of 12 inches of washed rock
to within 1 foot of finish grade or utilize an approved drainage mat such as Mira Drain 6000 or equivalent. The
washed rock or drain mat must tie into the footing drain for the wall footing. Horizontally backfilled walls that
are free to yield laterally at least 0.1 percent of their height may be designed using an active equivalent fluid
pressure equal to 30 pcf. Fully restrained, horizontally backfilled, rigid walls that cannot yield should be
designed for an at rest equivalent fluid pressure of 50 pcf. Additional surcharges such as slope, traffic, other
structures, or heavy equipment must be added to these design values.
The lateral pressures presented above are based on the conditions of a uniform horizontal backfill consisting of
the on-site soils or imported sand and gravel compacted to a firm and unyielding condition. Where driveways,
stairways, sidewalks, etc. will be constructed above a retaining wall the compaction of the soils should be
closely monitored to verify sufficient compaction to reduce settlement potential but avoid over compaction of
the soils that may increase the pressure acting on the wall.
Gary A. Flowers, PLLC
Shoreline, Washington 98155-1106
19532 12`"Avenue NE 206-417-7640
6
Page 27 of 34
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Foster Short Plat Geotechnical Services Report
Renton, Washington
Retaining walls should use the same passive equivalent fluid pressure (300 pcf) and coefficient of friction
(0.35) as shown above in the Foundation Recommendations section of this report.
Floor Support Recommendations
For any slab-on-grade floors, we recommend that the exposed natural soil beneath the slab be recompacted to
a dense, unyielding condition.These soils were typically very fine grained and extremely moisture sensitive
and, depending upon time of year, may require moisture conditioning in order to attain suitable compaction.
Any yielding areas should be overexcavated and filled with approved structural fill.
A capillary break layer should be placed under any floor slabs where moisture intrusion through the slab is a
concern. The drainage material should consist of clean sand and gravel (less than 3 percent fines), crushed
rock or pea gravel. A heavy duty (minimum 10 mil) plastic vapor barrier should overlie the drainage blanket.
Any penetrations through the vapor barrier should be appropriately taped to prevent moisture intrusion.
Site Drainage
All perimeter footing walls and retaining walls should be provided with a drain at the footing level. Drains
should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in
the pipe should be set approximately 2 inches below the bottom of the footing and the drains should be
constructed with sufficient gradient to allow gravity discharge away from the footings. Roof and other li
impermeable surface runoff should not discharge into the footing drain system, but should be collected and '
handled by a separate, rigid,tightline drain that discharges into an approved storm water conveyance system. ;
In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve
surface drainage.
Erosion Protection
The soils present on the site have a moderate to high erosion potential. Fiowever, due to the lack of steep slope
gradients on the site there is a low potential for erosion and sediment transport off site. As such standard
erosion control construction practices should be suitable for the development. Properly constructed and
maintained silts fences should be placed along the lower areas of the site. Soil stockpiles should be kept �
covered with plastic sheeting. Areas stripped of vegetation during construction should be replanted, or
otherwise protected, as soon as possible. Construction entrances should be rocked to minimize off-site soil
transport.
Gary A. Flowers, PLLC.
Shoreline, Washington 98155-1106
206-41719532 12`"Avenue NE-7640
7
Page 28 of 34
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Foster Short Plat Geete�chnicalSeivicesRqaort
Renton, Washinqton
SUMMARY
Based on our site reconnaissance and subsurface explorations the site appears to be suitable for the proposed
development provided the recommendations provided herein are properly implemented. �I
We recommend that we be retained to review those portions of the plans and specifications that pertain to I
grading or foundation installations to determine that they are consistent with the recommendations of this
report. Construction monitoring and consultation services should also be provided to verify that subsurface
conditions are as expected. Should conditions be revealed during construction that differs from the anticipated !
subsurface profile, we will evaluate those conditions and provide alternative recommendations where appropriate.
Feld construction monitoring and observation services should be considered an extension of this initial geotechnical
evaluation and are essential to the determination of compliance with the project drawings and specifications. i
Such activities would include site grading, utilities, subsurface drainage, foundations and fill placement and !
compaction.
Our findings and recommendations provided in this report were prepared in accordance with generally accepted
principles of engineering geology and geotechnical engineering as practiced in the Puget Sound area at the time this
report was submitted. We make no other warranty, either express or implied. I
Sincerely,
��
o �
1
7
ti
�� � 1N
4
l�+�d G�°\o
f Gary A. Flowers
Gary A. Flowers, P.O.,
P.E.G. Principal
Engineering Geologist
Attachments: Figure 1 : Site Plan
Gary A. Flowers, PLLC.
Shoreline,Washington 981 SS-1 106
19532 12• Avenue NE 206-417-7640
8
Page 29 of 34
P:12005105123 Foster SP1TextlApplicationslStm-rpt.doc
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�c��a11 1��tf:�n�: t �,iisutting. tnc. r,sn�i thr ;�tr izn lune 1. �tx►t�. �eombtnataun v!'f►eld
indieatc,rs. meiudin�;�egei�hon, sc�ils, �nei h�circ�lo�y w.�s u�c1 tc��i�termine thc precc�rtiee
�f c+°ctian�s Thr methc�dc�logy usc�d t� idc.npfy anv�uncciictional �s=,�ti�nds on the�ite is
descnl�d �n th� K�rhrn�t��r Srurt t#�ttu►t�l.r ld�ntrfic�rr�.�,� ,�rrd t)�1t,reurrn,� Mvnr�ul
t V�'�I�t:lf�, 'Vt�reh t'�?). Thi�is the�s�eth�cic�Ivgy curr�titl� rerogntr�i hy C�ti r�f
R�nt��n. �er�d thr Stat��f 1�l'ash�ngtan f�r w�etlanci dctettimriahcm�and c��lincahcros. �Ilyr
ana �:�s al;o r�viewc�i us�n�:thc mcth.�d��la�y dcsCritsc� in the f'r>r�c�.�'F.n,�ir,c�f�r,s
ii`r�rlcrnri� C7ehrrearr�n .tlnn��al C Envir�nm�ntal [.�hc�ratc�ry, !9fi?}, ��uire�i hY th� L��
Arm��C'c�rps of En�nc�ers.
The li;�.shrrr,�tnn 5tcir�� li�•tlun�Ls J;lc•�itt�c�rr�rnrr uncllh•lrnc•utr��ri .tfu�rtinl an�i the f'nr���nj
F,n�r»��f�r.r t�c�tlnn�fc lh�lrrrc�un��n 4funr�rr!h�th rcquire the itse�f"the thrce-parameter
apprc��:h �n �denu#�in�anci dclincatin�aetlancls. A wrtlanci sh�iuld sup�n a
pm�i�mir7anre ofhyc�rc��lYyUr ��r��iat�vn.hace hvdric saits.�nd dis�l�} wctl�tx!
hydr�log}� Tc�he cc�nSTcicrc�i hydn�pt�vtt� vcgctat�ar�,c��c�r ir�!„��i'thr�f��m�nant�+aci�s
fn an area must ha��e�n indicator�tatus c�f tacultati�°e iF-1C), G�cukatire �-etland �,
�f�AC'Vt'),or ahli�t�te�cilan�l tC)BI.1.accord�ng to ihe �ationat Lis�of Plant Spc�irs '1'hat
C3�cuc rn w�ett�neis. h,rthu•est(Rc�i�n y►(Ftc��f. tv�8). A hydne su�f zs"�s��l tt►at ��
saturatrci. flacx3rd.c�t�ndc�ct lon�rnc}ugh dunn�thr�;rc.w�mg scasc�n t+�dr��ctnp
ana�erc�tsic conditions in iht u��.�r part". :�n:tembir�c�tulitir�ns an indicatc�ci in tlir tieki
hy s�il�wich ic�� chmmas t2 ar iest). a.�determined hv usin�the tituns�lt Sait C�ic�r ,
Char�s: �ron oxtde mc�ttics; h�dre`��n�uitidc cxlor an;.i<�thcr mdicat�.�rs. (:;renerally.
w�tt�n�i hy�cl�t�lu�;r� is detined h�� �nui�dati��n ur�aturatiun to thc surfrc�: i'or a cuns�csutive
penod��f 12.�"�ar greates o!'thr urau�int; seasc+n. ,'�rras that r��ntam fruiir�tcsn�{ ,
v►rttand hydmlc�gy betw�cen 5°Q-1i.;°,n nithc gmv�in�seast�n may�r m�y ncat hc ,
w�tlands dc�ending u�ran�ther�nJieatnrs. f��ici �nciicstc�rs�rteludr ti�isua! ��bsc:nat�c�n c�f I
soil m�nt�.�Uon.saturaz�Un,Orif�ilt'[� C�111,CU5})htT4'S.W at�r tn:irks�n trus c�t othar fi�;ccf ,
«hat�ctt_ �inf't linrs, cte l 'ndrr� n�,r�at c ir�urr�•t.iricc��. iti�l�c,�t�,rw�,f:�11 t11rc r p:srarncter>. ��
�.c;': �� ;�rc,rtit ;�i tl.tistt�l .ur.t, '
���C,tlli5 `l�•11�4 f1C :C1C?1�tll�l� E�: ��: :y�.':iC ,�{ .. t��' 'IC.. �I .tl:l.�i i<<.:I 4i�lll.ill: I�t'�,.I1: I�
?llf".:iti 14.l�1'1' itI �+:.•l��-'I!`1�� i_,� !�I �t,il
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Uur�n�our invrs _.z: . :; � _ . _ ., �,�.:I.. .,i:. .....��, , .�. �� ..:�,: �� : ;� ,i�
:`1tlh�tiu�;1�a Kmu{1 area t:►{�{�r����matcl� I.�K�t►,t�1 u!�r�;rt:�U�ys� r�c:u tt�� u�tcrn pn+;�. �, .
he�undary cxh�bitrd�me hydrnph��tic charaetenstir�such �.S Scnuler'C WIIICIK {.�tt,t
sc:ut�lcrictnal, and buttc.�rcup�Runurrrulus re�c�rrs)th}�area �s noc compns�d of'mare tr,.,�
Sta"�hv�irc�ph�tic ����etatiun. D�m�t�nt �eet�sian«it}zin th�s arra:a incfu�l�
fltm�l�yatt hl:ui:t�em 4Ra�htr,s urwrrttrr�rtrsl. hc�lly(lI�•t rr.l, snr�� h�m (.ti'imJ+h�,� � ,:,• :�
u1l+rrs).e�rchanl gta��5s tlk�rn•h.s�It�nre°+°,rr.:;. ,'.�n�°,�I�,��•� � '-:��,;���, �,r�; +�;� ,,,,,�i ;n�i
�xr.��iish �lanta�n 1/'Ir���;�1�,� l;l,�r��,lrrt<;)
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5o�i p�s�exca.at�i witttm this are:i r�t`�atu!a 16-irt�h laver c,f gra.�lh�. sanciy Ec�� u�cth
a cular vl IU1�R ? �. I'hr s�ils�i��!ceanlarn ��ncrctio�►s bw d�d nut rrtir:►i �ny
rc�i�x,mc�rphic f'ratures such as m�ttl�ng S�,ii p�1s c�ea��atc-�l an the pn�s�•rty werr ciry
di�r�n�;thc time o��t�r ficld in��csti��tion. C�ncrctrc�ns are not cc�n�icierrd tc�h,:a h�,rdnc
s��1 tnd�catnr: ther�f€�re,this �r��c�oc�s nc�t have�ydric'wetiand�i��.
Vu stre.�ms were ab�rn ed c�n��ur n4ar thr pm�rty dunn�,c�ur fi�l� ins�cstigahcros.
jt .: ittt.'i�t�CC ��IIP f ttZ?�C�I�tt1;4i t��!tllc�'1 1�<tf 1'll'f: ,1T4 Tl�� :I'f2l�:t; .if�:ii �tt? (1f Tll':+'l�`� wli�
; 1.:t1! �:.3\� .Il�:". t{I.::J°s!i711� �11 !i�l�� .11)�* .li�s�l�i�.�tl.l! ISI' �fIS!,l'.ti�;l ���i.lwC Cittll;i�' ltic:( t'?fl�i' .1�
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