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CARR ROAD WENDY'S RESTAURANT
DELTA TRIP GENERATION, ACCESS REVIEW
AND TIF TRAFFIC LETTER
October 9, 2013
JTE . Jake Traffic Engineering, Inc.
Mark J. Jacobs, PE, PTOE, President
2614 39th Ave SW -Seattle, WA 98116 -2503 RECE f VE D
Tel. 206.762.1978 -Cell 206.799.5692
E-mail jaketraffic@comcast.net OCT 2 2 2013
JTE . Jake Traffic Engineering. Inc. .
•; Cj1fPs
Dave Krout, Construction Manager
THE WENDY'S COMPANY
12244 S. Business Park Drive, Suite 100
Draper, Utah 84020
Kark J. Jacobs, PE, PTOE
President
2614 19• Ave. SW -Seattle, WA 98116 -HOJ
Tel. 206.762.1978 • Cell 206.799.5692
[-mail jaketraffic@comwtnet
October 9, 2013
Re: Carr Road Wendy's Restaurant -Renton, WA
Renton Pre-application #13-000154 & 13-000093
Delta Trip Generation, Access Review and TIF Traffic Letter
Dear Mr. Krout,
I am pleased to present this Delta Trip Generation, Access Review and IFC Traffic Letter for
the proposed 3,227 sf Wendy's Restaurant with drive up service. This restaurant would
replace the existing 3,927 sf Shari's Restaurant (per City Pre-application Meeting Notes,
February 14, 2013). The site is located at 10619 SE Carr Road. No new street accesses are
proposed. The project site shares access with significant adjacent retailing uses including
Fred Meyer. A substantial portion of site traffic is expected to be shared with theses
adjacent uses.
I have reviewed the site and surrounding street system. The study scope was determined
pursuant my past correspondence with Renton, my recent Renton project experience and
review of the City's TIA Guidelines for new developments. The City peak hour trip threshold is
20 trips. The general format of this report is to describe the proposed project, calculate the
traffic that would be generated by the project, and ascertain the Traffic Impact Fee for the
project
PROJECT INFORMATION
Figure 1 is a vicinity map showing the
location of the proposed site and
surrounding street network. An aerial
image of the site obtained from King
County IMap is depicted to the right.
Figure 2 shows a preliminary site plan
prepared by HG Kimura Architect, PLLC.
The site plan consists of the 3,227 sf
Wendy's Restaurant with drive up service,
29 parking stalls and internal circulation
into the adjacent retailing activities. No
new access is proposed to the City street
grid.
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COLORCOPVONLY
Dave Krout, Construction Manager
THE WENDY'S COMPANY
October 9, 2013
Page -2-
JTE, Inc.
Full development and occupancy of the proposed of the Carr Road Wendy's project is
anticipated to occur by 2014, presuming the permits are issued in a timely manner.
EXISTING ENVIRONMENT
Project Site
The project site is presently developed
with a 3,927 sf Shari's Restaurant, per
Pre-application Meetjng Notes. This
existing facility is to be removed from the
site to make way for the proposed Carr
Road Wendy's.
Street System
The primary streets within the study area
and their classifications per the City of
Renton Comprehensive Plan Figure 1-6
are depicted in the graphic to the right:
Traffic Volumes
-"
Legend
-../' City Lirnit I .,.. I
~ ....
Renton
Planning Area
Principal Arterial ....
Minor Arterial -
Colleclor Arterial
1
,.__+· .--·" -~-~ -~~
The City of Renton Traffic Flow Map, 2010 shows 31,100 vehicles per day use SE Garr Road
and 26,000 vpd use SR -515. in the site vicinity; see graphic below.
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Dave Krout, Construction Manager
THE WENDY'S COMPANY
October 9, 2013
Page -3-
Accident History
JTE, Inc.
WSDOT electronically provided 3 years (January 1, 2010 to December 31, 2012) of accident
data for SE Carr Road and SR -515 in the vicinity of the re-development site. I have
reviewed the data, in particular at the locations site customers are likely to ingress or egress
the site from the City street grid.
Primarily the SE Carr Road/106"' Pl. SE signalized intersection and the 3/4 driveway (no
egress left turn) off of 108"' Ave. SE (SR -515). The data indicates 11 incidents at the SE
Carr Road/106"' Pl. SE intersection. The daily traffic volume on SE Carr Road in the vicinity
of the intersection is 31,300 vpd, thus the accident rate is calculated to be about 0.3
incidents per million entering vehicles.
WSDOT a number of years ago installed raised channelization on SR-515 (108"' Ave. SE)
between SE 108"' St. and SE Carr Road. This channelization restricts left turning traffic
within this stretch of highway. The traffic data indicates that in this stretch of highway there
were 9 incidents in the 3 year time period reviewed; 3 incidents/year. The accident rate for
this -1/ 4 mile stretch of highway is about 1.3 incidents per million vehicle miles (9/(0.25 x
365 X 26,000 X 3) X 1,000,000).
The WSDOT 2011 Washington State Collision Data Summary identifies a collision rate of
2.07 and 2.57 incidents per million vehicle miles for Urban Principal and Minor Arterials,
respectively.
0.43
0.57
1
7.12
The above WSDOT accident rates are per million vehicle miles. The rates I calculated at the
SE Carr Rd/106th Pl. SE intersection is per million entering vehicles.
Accident rates of less than 1 per million entering vehicles at intersections typically indicate
that the intersection is operating satisfactorily and over 2 a more detailed review is
appropriate. The site access intersections are noted to be operating with no apparent safety
issues.
Other notes: There are 5 noted incidents between 106"' Pl. SE and 108'" Ave SE that
correlate into a accident rate of about 1.5 incidents per million vehicle miles (5/(0.1 x 365 x
31,300 x 3) x 1,000,000). And the high traffic volume SE Carr Rd/SR -515 signalized
intersection has an accident rate of about 1.5 incidents per million entering vehicles. A good
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COLOR COPY ONLY
Dave Krout, Construction Manager
THE WENDY'S COMPANY
October 9, 2013
Page -4-
JTE, Inc.
portion of the incidents were rear end and side swipe incidents that are indicative of a high
volume busy intersection.
STREET IMPROVEMENT PROJECTS
The City of Renton 6 year Transportation
Improvement Program, 2013 to 2018 was
reviewed. A portion of Exhibit 'A' from the
program is depicted to the right.
TIP #10 Garr Road Improvements project
is noted in the immediate vicinity of the
project site.
_,.____! ~
TRIP GENERATION AND DISTRIBUTION
Definitions
' ' ' ' '
A vehicle trip is defined as a single or one direction vehicle movement with either the origin
or destination (existing or entering) inside the proposed development.
Traffic generated by development projects consists of the following types:
Pass-By Trips:
Diverted Link Trips:
Captured Trips:
Primary (New) Trips:
Trip Generation
Trips made as intermediate stops on the way from an origin to
a primary trip destination.
Trips attracted from the traffic volume on a roadway within
the vicinity of the generator but which require a diversion from
that roadway to another roadway in order to gain access to
the site.
Site trips shared by more than one land use in a multi-use
development.
Trips made for the specific purpose of using the services of
the project.
The proposed Garr Road Wendy's Restaurant is expected to generate the vehicular trips
during the average weekday, street traffic AM and PM peak hours as shown in Table 1. The
trip generation for the project is calculated using trip rates from the Institute of
Transportation Engineers (ITE) Trip Generation, 9th Edition, for Fast Food Restaurant with
drive up service (ITE LUC 934). In addition Table 1 notes the traffic associated with the
3,927 sf Shari's Restaurant facility (High Turnover Sit Down Restaurant, ITE LUC 932). All
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Dave Krout, Construction Manager
THE WENDY'S COMPANY
October 9, 2013
Page -5-
JTE, Inc.
site trips made by all vehicles for all purposes, including commuter, visitor, and service and
delivery vehicle trips are included in the trip generation values.
Restaurants tend to attract a significant amount of pass-by traffic. Tables 5.22 and 5.24
contained in the ITE Trip Generation Handbook Second Edition, June 2004 provides pass-by
data for the existing and proposed use. The tables (copy attached) identifies the average
pass-by rate at 43 percent for a high turnover sit down restaurant and
The site includes internal connectivity to significant other commercial facilities including a
Fred Meyer. A portion of the site traffic would be shared with other uses. Tables 7.1 and 7.2
in the Trip Generation Handbook provide Trip Origin and Destination within Multi-use sites,
respectively. The data indicates that 20% of the site traffic would be shared.
Based on my analysis, the net new trips generated by the Wendy's Restaurant are calculated
to be 24 to 25 during the PM street peak hour. These trips would disperse among the 2
primary site driveways and a number of other site accesses.
SITE ACCESS
No new access to the City street grid is proposed. The project traffic would use existing
access intersections. The primary intersections would be the signalized SE Garr Road/106'"
Pl. SE and a % access driveway off of 108th Ave SE (SR -515). Additionally there are a
number of other shared access locations to the City street grid. By inspection the site
accesses operate well.
AGENCY TRAFFIC IMPACT MITIGATION REQUIREMENTS
The City of Renton has a Traffic Impact Fee program per Ordinance #5670 effective January
1, 2013. The TIF is scheduled to be phased in over time. Review of the phasing schedule
indicates the 2013 TIF rate of ($9.54 sf for a High Turnover Sit Down Restaurant and $26. 78
for a Fast Food Restaurant with drive up service. These rates were also noted in Pre-
application Meeting Notes.
Renton's TIF is based on Rate Study for Impact Fees for Transportation. Parks and Fire
Protection dated August 26, 2011. I have reviewed the Transportation Section of the report;
and in particular Table 8 that denotes TIF rates per unit of development. The traffic
generation rates used in this table incorporates pass-by rates but does not factor for shared
traffic. In other words the City TIF rates are for stand alone facilities.
The Wendy's Restaurant will share both access to the City street grid and traffic with the
adjacent commercial establishment. The Shari's Restaurant also shared traffic. Based on
ITE data 20% of the site traffic during the PM peak time period would be shared. The
following table provides a TIF for the re-development, based on City 2013 rates, accounting
for shared traffic:
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Dave Krout, Construction Manager
THE WENDY'S COMPANY
October 9, 2013
Page -6-
Estimated Traffic Impact Fee
City TIF Rate Shared Trip Adjusted
Use Size (sf) per sf TIF*/per sf
Fast Food
Restaurant 3,227 $26.78 $21.42 -----------------------------------------------------------------High Turnover Sit
Down Restaurant 3,927 $9.54 $7.63
Net Total
JTE, Inc.
Estimated TIF
$69,135.25 --------------------
$29,970.86
$39,l.64.38
* National ITE data identifies 20% of site traffic during the PM peak hour are shared, both
the existing and proposed use
Carr Road SE is developed with curb, gutter and sidewalk. The City has plans to improve the
street. Coordination with the City to ascertain appropriate requirements will be necessary.
This street is noted in the TIF cost basis, thus any ROW dedication or other improvement cost
should be credited against the TIF cost.
SUMMARY AND CONCLUSION
This letter was prepared to identify the Delta Trip Generation, Access Review and TIF Traffic
Letter of the proposed re-0evelopment project. Based on my analysis the proposed Wendy's
Restaurant project is expected to generate 24 to 25 net new PM peak hour trips that would
be dispersed amongst a number of existing access driveways. The City trip threshold is 20
peak hour trips, no City classified intersection would be effected by site traffic.
The City has a TIF requirement. The published City TIF rates are for stand alone facilities. A
significant portion of the Wendy's Restaurant traffic, and the prior Shari's Restaurant use, is
expected to be shared with the adjacent connected commercial facilities including a Fred
Meyer. National data identifies 20% of the site traffic would be shared during the PM peak
period. Accounting for this shared traffic I calculated the City TIF to be $39,164.38.
Based on my analysis I recommend that Wendy's Redevelopment be allowed with the
following traffic impact mitigation measures.
;,. Construct site in accordance with applicable City requirements.
;,. Pay lawful traffic impact mitigation fee. The estimated TIF is $39,164.38 with
appropriate credit.
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Dave Krout, Construction Manager
THE WENDY'S COMPANY
October 9, 2013
Page -7-
JTE, Inc.
No other traffic mitigation should be necessary. Please contact me at 206.762.1978 or
email me at 1aketraffic@comcast.net if you have any questions.
MJJ: mjj( EXPIRES 4/3/ COi t
Sincerely,
Mark J. Jacobs, PE, PTOE, President
JAKE TRAFFIC ENGINEERING, INC
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TABLE 1
VEHICULAR TRIP GENERATION
CARR ROAD WENDY'S RESTAURANT -RENTON
DELTA TRIP GENERATION, ACCESS REVIEW AND TIF LETTER
Enter Enter Exit Exit Sha red I Sha red I Pass-I Pass-by
Time Period Size TG Rate % Trips % Trips Total Trip % Trips by% Trips
Prof)OSed: Wendy's Restaurant (ITE LUC 934; 3,227 sf}
Weekday ________ 3,227 496.12 50% 800 50% 800 1601.0 -----·----------------·-----------------·--------------------------------------
AM peak hour 3,227 45.42 51% 75 49% 72 146.6 -------------------------------------------------------------------------------·----------------
PM peak hour 3,227 32.65 52% 55 48% 51 I 105.4 I 20% I 21.1 I 50% I 42.1
Existing Shari's Reataurant (ITE WC 932; 3,927 sf}
_Weekday ________ 3,927 127.15 50% 250 50% l 250 j 499.3 ----------~---------------------------· ----·-----. AM peak hour __ 3,927 10.81 55% 23 -· 45% __ ----_ 19 -·-· 42.5 1-----------. 1----------~--------------------------------------7.7 I 43% I 13.3
-~~e::~ ~~~~--}---= -l-----= ------=----t----5~~ ----=---1----5~~ 1-_ 1~::~ ~-----
JTE, Inc.
I 42.1
I 17.6
A vehicle trip is defined as a single or one direction vehicle movement with either the origin or destination (existing or entering) inside the
study site.
The above trip generation values account for all the site trips made by all vehicles for all purposes, including commuter, visitor, recreation,
and service and delivery vehicle trips.
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COLOR COPY CNl 'i
Project: Carr Road Wendy's Restaurant -Renton
Location: 10619 SE Carr Road
NORTH
JTE, Inc. CARR ROAD WENDY'S RESTAURANT -RENTON
FIGURE 1 DELTA TRIP GENERATION, ACCESS REVIEW AND TIF TRAFFIC LETTER
VICINITY MAP
Project: Carr Road Wendy's Restaurant -Renton
Location: 10619 SE Carr Road
Note: An 8.5 x 1r copy of the site plan is in<:tuded with this Traffic Letter
NORTH
JTE, Inc. CARR ROAD WENDY'S RESTAURANT -RENTON
FIGURE2 DELTA TRIP GENERATION, ACCESS REVIEW AND TIF TRAFFIC LETTER
SITE PLAN
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APPENDIX
Mark J Jacobs, PE, PTO
From:
Sent:
To:
Neil R. Watts [Nwatts@Rentonwa.gov]
Friday, September 27, 2013 4:39 PM
'Mark J Jacobs, PE, PTO'
Subject: RE: 2013.01x -Wendy's Re-development
Follow Up Flag: Follow up
Flag Status: Red
Mark
l. Cl!:,\,., I U1 I
Yes, I worked with Kayren for over 20 years, and she was an awesome person to work with here. She has
elected to retire from municipal work at this time, and is pondering her next life adventure.
I concur fully with your suggested approach on the traffic letter for this project proposal. No additional
information should be required for the project submittal purposes.
Neil Watts, Director
Development Services Division
From: Mark J Jacobs, PE, PTO [mailto:JakeTraffic@comcast.net]
Sent: Monday, September 23, 2013 10:04 AM
To: Neil R. Watts
Subject: 2013.0lx -Wendy's Re-development
Neil
I just tried to contact Kayren and I understand she is no longer with the City. She was a good person to work
with! By chance do you know where she went to?
I have a Client looking to re-develop the existing Shari's restaurant into a Wendy's restaurant in the SEC of the
SECarr Road/1061h Pl. SE 1/S. No new accesses to the City street grid are proposed. The project redevelopment
is projected to generate about 25 net new PMPHT's after netting out existing s~e traffic, shared traffic with the
significant adjacent retailing. After dispersing the traffic to the site accesses less than 20 net new peak hour trips
at any location would be expected.
My sense is that a Traffic Letter including the following:
project site review
review the site accesses
-calculate the delta traffic generation
-ascertain the appropriate City TIF, the City TIF is for stand alone facilities and does not account for
shared traffic that will occur with the re-development of the restaurant pad site
prepare and sign a Traffic Letter detailing my findings
Please take a look and let me know if I should incorporate any other information?
Thank you
Mark
Mark J Jacobs, PE, PTOE
JAKE TRAFFIC ENGINEERING, INC
2614 39th Ave. SW
Seattle, WA 98116
206. 762.1978
206. 799.5692 cell
10/9/2013 {j)
0,
0,
~ Table 5.22
• Pass-By Trips and Diverted Linked Trips
3' Weekday, p.m. Peak Period
"O
G)
(D Land Use 932-High-Turnover (Sit-Down) Restaurant :,
(D
el. ,r • :,
:r: S0' DIVERTED ADJ STREET
"' (1,000 so. WEEKDAY NO.OF TIME PFIIMARY NON-PASS-LINKED PASS-BY PEAK HOUR :, a. SEATS FT. GFA) LOCATION SURVEY DATE INTERVIEW'S PERIOD TRIP(%) BY TRIP(%) TRIP(%) TRIP(%) VOLUME SOURCE g
~ •
"' n/a 5.8 Orlando, FL 1992 150 2:00-6:00 p.m. -68 -32 n/a TPD Inc.
:, a. n/a 5 Casselberry, FL 1992 65 2:00-6:00 p.m. -42 -58 n/a TPD Inc.
~ 168 5.3 Louisville area, KY 1993 24 4:00-6:00 p.m. 37 -13 50 1,615 Barton-Aschman Assoc.
iS" :, Barton-Aschman Assoc. g 169 2.9 Louisville area, KY 1993 41 4:00-6:00 p.m. 27 -36 37 3,935
-§ 150 3.1 Louisville area, KY 1993 21 4:00-6:00 p.m. 29 -33 38 2,580 Barton-Aschman Assoc.
co 250 7.1 New Albany, IN 1993 n/a 4:00-6:00 p.m. 23 54 23 1,565 Barton-Aschman Assoc. ~ -
0,
n/a 8 Kissimmee, FL 1995 664 2:00-6:00 p.m. 39 -21 40 n/a TPD Inc.
n/a 11.4 Orlando, FL 1996 267 2:00-6:00 p.m. 43 -19 38 n/a TPD Inc.
~ n/a 11.5 Orlando, FL 1996 317 2:00-6:00 p.m. 51 -20 29 n/a TPD Inc.
n/a 4.6 Orlando, FL 1992 276 2:00-6:00 p.m. -37 -63 n/a TPD Inc.
n/a 5.7 Orlando, FL 1994 308 2:00-6:00 p.m. -43 -57 n/a TPD Inc.
n/a 6.2 Orlando, FL 1995 521 2:00-6:00 p.m. 43 -11 46 n/a TPD Inc.
Average Pass-By Trip Percee
,_
fl\ Ill II Ill !ll ,n [U lll (U [ll u u IL II.-IL II:, L_ ~JW !:I.\. •
~ -,, 'II • r .,-u"'u ........ 'Tl 'II IP .rt" "' ~ ............ 'II
Table 5.24
Pass-By Trips and Diverted Linked Trips
Weekday, p.m. Peak Period
Land Use 934-Fast-Food Restaurant with Drive-Through Window
SIZE DIVERTED ADJ. STREET
(1,000SQ. WEEKDAY NOOF TIME PRIMARY NON-PASS-LINKED PASS-BY PEAK HOUR
SEATS FT. GFAI LOCATION SURVEY DATE INTERVIEWS PERIOD TRIP(%! BYTAIP (%) TRIP(%) TRIP(%) VOLUME SOURCE
n/a -2.6 Minn-St. Paul, MN 1987 50 3:00-7:00 p.m. 27 -48 25 n/a n/a
n/a <5.0 Chicago suburbs, IL 1987 80 3:0D-6:00 p.m. -62 -38 n/a Kenig, O'Hara, Humes, Flock
n/a <5.0 Chicago suburbs, IL 1987 100 3:0D-6:00 p.m. -45 -55 nla Kenig, O'Hara, Humes, Flock
n/a <5.0 Chicago suburbs, IL 1987 159 3:00-6:00 p.m. -44 -56 n/a Kenig, O'Hara, Humes, Flock
n/a <5.0 Chicago suburbs, IL 1987 225 3:00-6:00 p.m. -52 -48 nla Kenig, O'Hara, Humes, Flock
=i! n/a <5.0 Chicago suburbs, IL 1987 88 3:00-6:00 p.m. -65 -35 n/a Kenig, O'Hara, Humes, Flock
1J n/a <5.0 Chicago suburbs, IL 1987 84 3:00-6:00 p.m. 56 44 n/a Kenig, O'Hara, Humes, Flock
f~ --
88 1.3 Louisville area, KY 1993 n/a 4:0D-6:00 p.m. 22 -10 68 2,055 Barton-Aschman Assoc.
~ 120 1.9 Louisville area, KY 1993 33 4:0D-6:00 p.m. 24 -9 67 2,447 Barton-Aschman Assoc. 5·
::,
I 87 4.2 New Albany, IN 1993 n/a 4:0D-6:00 p.m. 25 -19 56 1,632 Barton-Aschman Assoc.
~ 150 3.0 LouiSVille area, KY 38 Barton-Aschman Assoc. 0. 1993 n/a 4:0Q-6:00 p.m. 31 -31 4,250 a
0
0 nla 3.1 Kissimmee, FL 1995 28 2:00-6:00 p.m. -29 n/a 71 nla TPD Inc. 1'
"' nla 3.1 Apopka, FL 1996 29 2:0D-6:00 p.m. -62 nla 38 n/a TPD Inc. ::,
0.
m n/a 2.8 Winter Springs, FL 1995 47 0. 2:0D-6:00 p.m. -34 -· 66 nla TPO Inc.
5: n/a 4.3 Longwood, FL 1994 304 ::, 2:0Q-6:00 p.m. -38 -1)2 nla TPD Inc.
~ n/a 3.2 Altamonte Springs, FL 1996 202 2:00-6:00 p.m. 39 -21 40 n/a TPO Inc.
'<J n/a 2.9 Winter Park, FL 1996 271 2:00-6:00 p.m. 41 -18 41 n/a TPD Inc. ~
"' nla 3.3" several 1996 varies 4:0Q-6:00 p.m. -38 -62 nla Oracle Engineering
•
::j • Average of several combin~.
rn Average Pass-By Trip Percen g~
Cl)
"'
to OFFICE
to RETAIL
to RESIDENTIAL
Table 7.2 Unconstrained Internal Capture Rates for
Trip Destinations Within a Multi-Use Development
WEEKDAY
p.m. PEAK HOUR
MIDDAY PEAK HOUR OF ADJACENT
STREET TRAFFIC
from Office 6% 6%
from Retail 38% 31%
from Residential 0% 0%
from Office 4% 2%
from Retail 31%
G2~
from Residential 5% 9%
from Office 0% 2%
from Retail 37% 31%
from Residential N/A N/A
DAILY
2%
15%
N/A
4%
28%
9%
3%
33%
N/A
Caution: The estimated typical intema capture rates presented in this table rely directly on data collected at a limited number
of multi-use sites in Florida. While ITE recognizes the limitations of these data, they represent the only known credible data
on multi-use internal capture rates and are provided as illustrative of typical rates. ff local data on internal capture rates
by paired land uses can be obtained, the local data may be given preference.
NIA-Not Available; logic indicates there is some interaction between these two land uses; however, the limited data sample
on which this table is based did not record any interaction.
94 ITE • Trip Generation Handbook, 2nd Edition Chapter 7 (j)
=
' • r
( ..
L •
-•
from OFFICE
from RETAIL
Table 7.1 Unconstrained Internal Capture Rates for Trip Origins
within a Multi-Use Development
WEEKDAY
p.m. PEAK HOUR
MIDDAY PEAK HOUR OF ADJACENT DAILY
STREET TRAFFIC
to Office 2% 1% 2%
to Retail 20% 23% 22%
to Residential 0% 2% . ' 2%
to Office 3% 3% 3%
to Retail 29% av 30%
to Residential 7% 12% 11%
from RESIDENTIAL to Office N/A NIA N/A
to Retail 34% 53% 38%
to Residential NIA N/A NIA
Caution: The estimated typical internal capture rates presented in this table rely directly on data collected at a limited'
number of multi-use srtes in Flortda. While ITE recognizes the limitations of these data, they represent the only known
credible data on multi-use internal capture rates and are provided as illustrative of typical rates. ff local data on Inter-
nal capture rates by paired land uses can be obtained, the local data may be given preference,
NIA-Not Available; logic indicates there is some interaction between these two land uses; however, the limited data
sample on which this table is based did not record any interaction.
CD
Trtp Generation Handbook, 2nd Edition Chapter 7 • ITE 93
Washington State
Departmec,t of Transportation
Lynn Peterson
Secretary of Transportat1ori
October 8. 2013
Mr. Mark Jacobs -JTE Inc.
:61-+ ~q 1
" A\·e SY\.
Seattle. WA 981 16
Re: Collision Data
D..:.lr !\fr. J;.u.:ub::;:
"{rm1spor1at10n 8mldm(J
310 Mapie Par"k A,,:.1\u:' ~u.
P.O. 80_}( .~ 7::ltJG
O!yrnp1a. WA 98504-lJOC
360-70~>-iOOO
TIY 1-800-H:~3-6:Jikl
wvAv.wJdot wa no-,,
ln response to your September 25 request. we have prepared a history of repo1ted collisions that occurred on
State Route 515 I mp 4.51 to 6.28) from SE 186th St to S 23rd St, on or in the "icinity of SE Carr Rd betv,een
Tnlho: Rd S In I lhth An· SJ· nnd on nr in thr ,icinitv oflk~snn Rrl S hctwcen SR ,1, :ind S Pngct nr in
Kc11im1. .... .2U 1 iJ -20 L2
Federal law 23 United States Code Section 409 governs use of the data you requested. Under this law. data
maintained for purposes of evaluating potential highway safety enhancements:
" ... s/ta/1 not he suhjecr to cliscm·e,y or admitted 11110 cvtdcnce 111 a federal or state court
proceeding or considered /i>r other purposes in any action/or damaKes arising from any
occurrence at a location mentioned or addressed in such reports. surveys. schedules, lists.
or data." [Emphasi.1 added.]
The Washington State Department ofTmnsportation (WSDOT) is releasing this data to you with the
understanding that you will not use this data contrary to the restrictions in Section 409. which means you will
not use this data in discovery or as evidence at trial in any act inn for damages against !he WSDOT. the State
of Washington. or any other jurisdiction imolvcd in the locations mcnlioned in the data. [fyou should
:1t!~n1:pt t,., u~r: ~his '..!Jl:! '.!~ ~!!~ :11:tlt,n fr~t· J:..trn-::t~1.:s ~t~ains! \\ ~UU l. thi...· ~l:H•: uf ,~./ashrngton, or any nthi;;r
jurisdiction involved in the locations mentioned in the data. these entities expressly reserve the right. under
Section 409. to object to the use of the data. including any opinions dra"n from the data.
If we may be of any ti.irther assistance. please contact myself or Mr. Dan Davis. Collision Data and Analysis
Superd~:0~ . .it n00) 570-:-~~ 1. (!!" L'-!T'.~!i! :l<ld!··:~:-: .J3\·!sd·lfv,;sd0t.v.'a.go\·.
Michael E. Bernard
Collision Data Analyst
Statewide Tru, d & Collision Data Office
Sl1atcgi1,.· Plannio~ Di\ i:-iiu11 Q
Ccwe: Naftsa Peshtaz & Lauretta Lew. WSDOT Northwest Region
Tl,_ c:.-1 , f) b , .,,LJ ...
,.r ..,...,,~; l~l..fr
e( e cf..,-,-~ .JJ 7
-f~,.. (_.) 1 L<..k 1 i,t .....;,_
reb ..,,:;t v,.I.
-1~ f,.,.ff-,i WC •-c .. ~f ,,J
f,...)J-.d-,,,_ {", 7 . D 72--
Reqort2dcall§lqns that 9ffYUfd on 5tqtr BPHk 515 (mp 4.51 to 5.28/ from SE JB6th St to S 23n1St. on qrlp tflt yldn/fV of SE Can: Rd between Talbot Rd S to Jl§th AW! SE and &wan Rd
S lpetweyn SR 515 and S Puaet Pc In Reotan ..... 2QJO • 2012
UNPfR 23 UNITED STATES CODE SEQIQN 4Q9 THIS DATA CANNOT BE USED IN DISCOVERY OR AS {VIDE/VCf AT TRIAL IN ANY A en ON FQR QAMAG{S AGAINST THE WSDQT, QR ANY JLJRISDICT/0~
INVDlVEDfN THE DATA
PRIMARY MILE
JURISDICTION TRAFFICWAY POST
=S-BENSON ROS
City StTI!et BENSON RDS
Street SE CARR RD
Oty Street SE CARR RD
City Street SE CARR RD
City Street SE CARR RD
City Street SE CARR RD
City Street SE CARR RD
City street SE CARR RD
Crty Street SE CARR RO
City Street SE CARR RD
Cltv Street SE CARR RD
City Street SE CARR RD
City Street SE CARR RD
City Street SE CARR RD
City Street SE CARR RO
City Street SE CARR RO
City Street SE CARR RD
City Street SE CARR RD
City Street SE CARR RD
City Street SE CARR RD
City Smet SE CARR RD
City Street SE CARR RD
Otv Street BENSON ROS
Prepared by: WSOOT/STCOO/CDAB/MB
10/08/13
BLOCK
NUMBER
16400
2900
10000
10000
10000
10000
0000
10000
10000
10100
10200
10200
10300
9800
9800
9900
9900
10300
10300
10500
10700
2700
DIST
FROM
INTERSECTING REF
TRAFFICWAY POINT Ml or FT
483 F
"' F
80 F
200 F
300 F
100 F
198 F
0.1 M
145 F
100 F
419 F
100 F
0.12 M
0.11 M
436 F
454 F
100 F
80 F
'90 F
277 F
30 F
~ .... "--" .. ., 125 F
30 F
COMP
DIR
FROM
REF REFERENCE POINT REPORT MOST SEVERE
POINT NAME NUMBER DATE TIME lNJUR't' TYPE .,., #FAT #VEH #PEDS
s S 26TH ST '°96903 03/13/11 10:45 PM Notnjurv 0 0 1
SE SE 29TH ST £154312 02/13/12 5:09 PM No Injury 0 0 3
SW 103RD AVE SE 3070997 12/07/12 11:04AM Serious lnjurv 3 0 2
SW 103RDAVESE El78616 06/30/12 6:00AM Unknown 0 0 1
SW 103RD AVE SE El60895 03/19/12 5:04AM No Injury 0 0 2
SW 103RD AVE SE El60892 03/24/12 12:15 AM Evident Injury 1 0 1
SW l03RDAVESE 3106561 01/05/10 2:30 PM Possible lnlury 1 0 3
w 103RDAVESE E065251 08/17/10 3:39 PM No Injury 0 0 2 ,_sw 103RD AVE SE 3070298 01/12/10 7:55AM Pouible Injury 1 0 2
NE 103RDAVE SE E1S07l7 01/17/12 7:48PM No Injury 0 0 3
NE 103RDAVE SE E082964 12/18/10 1:00PM No Injury 0 0 1
SW 103RDAVESE E129S09 10/07/11 4:30AM No Injury 0 0 1
E 103RDAVE SE Elll018 06/17/11 5:55 PM No Injury 0 0 2
w 103RDAVE SE El9269B 09/12/12 3:22 PM Possible Injury 1 0 2
w 103RDAVESE 3106S45 03/19/12 5:17 AM serious Injury 1 0 1
SW 103RDAVE SE E056679 06/20/10 5:52 PM No Injury 0 0 1
w 103RDAVE SE E091484 02/14/11 7:57PM Evident lniurv 2 0 3
SW 105TH PL SE El77741 06/06/12 8:05PM No lniury 0 0 1
SW 105TH PL SE E086362 01/07/11 1:00 PM Possible Injury 1 0 3
SW 105TH PL SE 3106838 06/14/10 4:45 PM Possible lnjurv 1 0 ' SW 105TH PLSE E.094352 02/28/11 7:35 PM Possible lniurv ' 0 ' NE 105TH PLSE El01809 04/24/11 9:24AM No lniury 0 0 ' E 106 PLSE El27834 09/27/11 5:15 PM No Injury 0 0 ' NW 106TH AVE SE E039534 01/08/10 3:34 PM No Injury 0 0 2
l of90
(j)
Reported co111s1ons that pccUn'fd on Staff ROUfl Sl5 /me 4 51 to i:2BJ from SE 1S§th 5t to 5 23rd 5t on or In die llldnltv at SE ca" Rd between Tq/bot Rd s to 115th Ave 5E and k0690 Rd
s #cC»flnSRs1s and5 PufflDrln RffltOn-.wa -2012
UNDER 11 UNITED STATES CODE -5ECTIQN 409, THIS DATA CANNOT BE USED IN QJSCQVfRYQR AS EVIDENCE AT TRW IN ANY AQJQN FQR DAMAGES AGAINST THE W$00T, QR ANY JLJRl5DIC11QN
INVOLVED IN THE DATA
PRIMARY MILE
JURISDICTION TRAFFICWAY POST
Citv Street BENSON RDS
City Street St: CARR RO
""" SE CARR RD
City Street SE 168TH ST
City Street SE 174TH ST
City Street SE 176TH ST
Citv Stred SE CARR RD
City Street SE CARR RD
City Street SE CARR RO
City Street SE CARR RD
Oty Street SE 176TH ST
City Street SE 176TH ST
City Street SE 176TH ST
City Street SE 176TH ST
City Street SE 176TH ST
City Street SE PETROVITSKY RD
Qty Street SE 176TH ST
City Street SE 176TH ST
City Street SE 176TH ST
Oty Street SE PETROVITSKY RD
City Street SE PETROVITSKY RO
City Street 0AV1SAVE 5
Oty Street OAV1SAVES
City Street TAI.BOTROS
Prepared by: WSOOT/STCDO/CDAB/MB
10/08/B
BLOCK
NUMBER
2800
10500
10600
16700
10700
10800
10600
10700
10700
10700
10800
10900
11000
11300
11400
11600
11500
11500
moo
11600
11600
4300
4300
18000
DIST
FROM
INTERSECTING REF
TRAFF!CWAY POINT M!orFT
100 F
200 F
150 F
150 F . • •• 1S3 F
m F
100 F ... .., .. 261 F
• •J .... 2S9 F . . ... 247 F
130 F
107 F
82 F
334.3 F
7S F ., F
100 F
100 F
80.2 F
" F
100 F
7S F
S6 F
COMP
DIR
FROM
REF REFERENCE POINT REPORT MOST SEVERE
POINT NAME NUMBER DATE TIME INJURY TYPE #INJ #FAT "''" #PEOS
SE 106TH AVE SE 3106828 05/26/10 9:22 AM No Injury 0 0 ' SW 106TH PLSE Ell4596 07/12/11 9:31 PM No Injury 0 0 ' E 106TH PLSE E082705 12/08/10 8:55 AM No lniury 0 0 ' N 108TH AVE SE 3052867 09/25/11 3:15PM No Injury 0 0 ' w 108TH AVE SE E077101 11/15/10 6:09 PM No Injury 0 0 ' E 108TH AVE SE E191762 09/11/12 8:46 PM No Injury 0 0 ' w 108TH AVE SE E12304S 08/25/11 6:30 PM No lniurv 0 0 ' w 108TH AVE SE E184493 08/04/12 9:37 PM No Injury 0 0 2
w 108TH AVE SE E071125 10/09/10 11:15 AM Po:.sible Injury 1 0 ' w 108TH AVE SE E181738 07/19/12 11:03 PM No Injury 0 0 2
w 109TH AVE SE E112177 06/14/11 10:26AM Possible lniury 2 0 4
E 109TH AVE SE :1107083 01/31/11 5:26 PM Possible lniurv 1 0 1 1
' 110TH AVE SE E145539 12/23/11 10:27 AM Nolniury 0 0 2
E 113TH PL SE E076912 11/14/10 6:16 PM Possible Injury 1 0 ' E 113TH PLSE E165792 04/18/12 S:09 PM No Injury 0 0 2
E 116 AV SE E1l6SS2 07/27/11 1:10 PM No Injury 0 0 2
w 116THAVE SE E06S730 09/24/10 S:23 PM No Injury 0 0 2
w 116TH AVE SE E217~7 12/29/12 4:52 PM No Injury 0 0 2
w 116THAVE SE E060889 07/26/10 7:58 PM Notnjury 0 0 ' E 116THAVESE E155299 02/21/12 4:14PM Possible Injury 1 0 2
E 116THAVESE E093305 02/09/11 8:28AM Possible Injury 1 0 ' s 43RD ST E099835 04/09/11 11:58 PM No Injury 0 0 1
s 43RD ST E071130 10/10/10 11:44PM No Injury 0 0 2
s 43RD ST 3106855 08/13/10 2:10PM Evident Injury 2 0 2
7of90
Reported colllsloru that occurred on State Route 5l5 (ma 4,SJ to 6.ZBI from SE 186th St to s 23rd St on or In the llldnJtv of SE Carr Rd bftwclo Talbot RdS tp Jl§tla Ave SE and Bgnson Rd
S betwttn SR 5l5 and$ Puaet Pr In Rentonm,·2Dl0 • 2Ql2
UNDER 23 UNITED STATES CODE SECT!QN.409 THIS DATA CANNQT BE US£01N O!SCQVERYQRAS EVIQENqATTRIAJ, INANY~CTJQN FQRDAMAG£SAGAJN5T THEWSDQT, QR ANY JLJR15DICTIQN
PRIMARY MILE
JURISDICTION TRAFFICWAY POST
City Stre~ SCARR RD
City Street SE CARR RO
City Street SE CARR RD
City Street SE CARR RD
City Street SE CARR RO
City Street S 15TH ST
Ci..,Street S PUGET OR
C"rty Street S PUGET OR
City Street S PUGET DR
City Street S PUGET OR
Crty Street S43ST
Qty Street SW43RO ST
City Street BENSON RDS
City Street BENSON RDS
City Street BENSON ROS
City Street BENSON ROS
Ci.., Street ALBOTRDS
City Street TALBOT RDS
oty Street TALBOT RDS
City Street TALBOT RDS
City Street TALBOT ROS
City Street TALBOT RDS
C"rty Street TALBOT RDS
City Street TALBOT RDS
Prepared by: WSDOT/STCOO/CDAB/MB
10/08/13
BLOCK
NUMBER
600
10000
10000
9800
9900
700
1BOO
1800
4700
S400
2200
2200
2400
2500
17800
17800
17900
18000
18000
18000
18000
18000
DI. /NV
DIST
FROM
INTERSECTING REF
TRAFFICWAY POINT Ml or FT
200 F
0.11 M
0.1 M
100 F
,oo F
79 F
0.1 M
212 F
" F
78 F
100 F
500 F
0.5 M
0.2 M
246.4 F
100 F
O.S M
369.2 F
128 F
312 F
316 F
" F
170 F
316 F
VEDINTHE~TA
COMP
DIR
FROM
REF REFERENa POINT REPORT MOST SEVERE
POINT NAME NUMBER DATE TIME INJURY TYPE #INJ #FAT #VEH #PEOS
SW 98TH AVES E152617 01/27/12 2:29 AM Possible Injury 1 0 1
E 9aTHAVES E070S46 00/27/10 12:01 AM Evident lniurv 1 0 1
E 98TH AVES E12la07 08/17/11 6:20PM Possible Injury 1 0 1
E 98TH AVES E072496 10/19/10 9:14 PM No Injury 0 0 1
E 98THAVES E098107 03/26/11 8:36PM No Injury 0 0 1
w BENSON DR 5 E096S89 03/16/11 3:00PM No Injury 0 0 2
SE BENSON DRS 3106764 04/21/10 7:59AM No lnlury 0 0 2
E BENSON DRS E200215 10/22/12 2:43 PM No lnjuf'/ 0 0 2
E BENSON DRS E179026 07/04/12 11:20 PM Pos5fble Injury 1 0 3
E BENSON DRS E178855 07/04/12 6:30PM No Injury 0 0 2
w DAVIS AV S E1208SO 08/18/11 1:31 PM No Injury 0 0 2
w UNO AVE SW E162004 03/31/12 1:34AM Possible lnjurv 1 0 3
s PUGET DRS E132174 10/19/11 7:00AM Possible lniury 1 0 ' E S23RD ST £166455 04/27/12 1:55AM Evident Injury 1 0 1
s S26ST Ell6984 07/23/11 6:50AM No Injury 0 0 1
N S26THST E107300 05/30/11 5:45PM No Injury 0 0 2
N S43RDST E110562 06/16/11 11:03 AM No lniury 0 0 2
N SCARR RD 301;9836 05/16/12 S:05 PM Possible Injury 1 0 1
N SCARR RO E068777 00/24/10 7:34PM No Injury 0 0 2
5 SCARR RD EOS8726 07/04/10 l:SS PM Possible Injury 1 0 ' s SCARR RD E166S4S 04/27/12 7:05AM Evident lniury 1 0 1
s SCARR RD E105334 OS/18/11 5:26 PM Evident Injury 1 0 1
s SCARR RD 3106726 02/10/10 7:00AM Possible Injury 1 0 2
s SCARR RD E193601 09/19/12 1:29PM No Injury 0 0 2
13 of90
Reported cofllsJoni that occurred on State Route SlS (mp 4.SJ to 6.2BJ from SE 186th St tq S23rd St on pr In the llidnlt,t of SE'°" Rd between Talbot Rd S to J16th Aw SE and sen.son Rd
S beti.w!en $R 515 and S Puaet Dr In Renton ..... 2Q.1D -2012
UNDER 23 UNITED STATEliOD£ -SECTION 409 THIS DATA CANN QT BE USED lN D1SCQV£RY OR AS EVIDENCE AT TRIAL IN ANY ACTlQN FQR DAMAGES AGAINST THE WSDOT OR ANY JUR!SDtCTIDN
fNVOLVEDfN THC DATA
PRIMARY MILE
JURISDICTION TRAFFICWAY POST
City Street BENSON RDS
City Street BENSON RDS.
Citv Street BENSON RDS
City Street 108TH AVE SE
Crty Street BENSON RDS
City Street 106TH PLSE
City Street 116TH AVE SE
CityStr~~ 43RD ST ---~ ---------· --
City Street 43RD ST ----·-------.. . ..
City Street S43 ST
Oty Street S43 ST
Oty Street SCARR RO
Qty Street SCARR RD
City Street SCARR RO
City Street SCARR RD
Qty Street SCARR RD
OtyStreet SCARR RD
Qty Street SCARR RD
Oty Street SCARR RD
City Street SE CARR RD
Crty Street SE CARR RO
City Street SE CARR RD
Cit)' Street SE CARR RD
City Street SE CARR RO
Prepared by: WSDOT/STCOO/CDAB/MB
10/08/13
BLOCK
NUMBER
2000
2000
2200
17100
16600
10500
17400
~
~ -·--·---soo
9900
soo
600
600
600
9400
10100
10100
10100
10100
10100
DIST
FROM
INTERSECTING REF
TRAFFICWA'I' POINT Ml or FT
200 F
1,000 F
191 F
114 ' "' F
" F
100 F
200 F ~--------· ....... --··-
123 . ----~-------------------·-
50 F
50 F
345.6 F
316 F
300 F
141 F
409 F
486 F
376 F
23 F
103RDAVE SE
103RD AVE SE
103RD AVE SE
103RDAVE SE
103RD A.VE SE
COMP
DIR
FROM
REF REFERENCE POINT REPORT MOST SEVERE
POINT NAME NUMBER DATE TIME INJURY TYPE #INI #FAT #VEH #PEDS
N S PUGET DR E212536 12/10/12 4:30PM Possible lnjUP/ 1 0 2
s S PUGET DR E15B409 03/11/12 B:30 PM No tnjurv 0 0 2
N S PUGET DR 3070999 06/01/12 9:09AM Serious Injury 2 0 2
s SE 172ND ST E138073 11/21/11 5:20PM No Injury 0 0 3
SW SE 29TH ST E202531 10/31/12 5:15 PM Possible Injury 1 0 3
NW SE CARR RD E074003 10/29/10 1:33 PM No Injury 0 0 2
N SE PETROVlTSKY RD 30S2857 04/26/10 6:40 PM No lnjurv 0 0 1
w TALBOT RDS :~~:~ 03/01/11 12:40 PM Pouible lnj~ry-l 0 2 '-----,
4:31 p~,1 1--.'!Y ___ TALBOT ROS 03/28/10 Possible Injury ___ 1 0 2 -----------------
E TALBOT RDS E117139 07/18/11 4:54 PM Possible lniurv 1 0 2
w TALBOT RDS E129676 10/08/11 11:20AM Possible lniurY 2 0 2
E TALBOT RDS E172121 05/22/12 11:37 AM Nolniurv 0 0 2
E ALBOT RDS E051564 05/07/10 3:10 PM Nolnjurv 0 0 2
E TALBOT RDS E133610 10/30/11 12:30 PM No lnjurv 0 0 2
E TALBOT RDS E1S9S50 03/19/12 11:55AM No rnjurv 0 0 2
E TALBOT RDS E160100 03/13/12 2:30 PM Serious Jnju"I ) 0 2
E TALBOT RD5 E0946l.2 03/04/11 6:54AM Evident Injury 3 0 2
E ALBOT RDS 3106826 05/06/10 3::HPM No Injury 0 0 2
SE ALBOTRDS E104035 05/05/11 4:S8 PM No Injury 0 0 2
3070361 10/06/10 8:55AM Evident lnjurv 1 0 2
E067601 09/16/10 2:44PM No lnjurv 0 0 3
E19B12 09/14/12 3:30PM No Injury 0 0 2
E052048 05/11/10 12:04 PM No Injury 0 0 2
E06<;2.49 08/17/10 3·28 PM Possible tnjurv ' 0 2
19 of90
®
Reportffl co/Hsipm that ott;urr,d cm State Route 515 (mp 4.51 to 6.28) from SE 186th St to S 23rd St on or In the 11/dnity of SE Corr Rd betwm, Tplbpt Rd 5 ta ,U§th AW Sf pnd Benson Rd
~en SR 5l5 ands ""'1et or In Renton-.... w.io • 201..2
WYDER 13 UNITED !iTArfS C0Df • SECTION 4M THIS DATA CANNOT Bf U.SfDJN DISCOVERY OR AS EVIDENCf ATTRIA! INANYAGtON fOR OAMAGfSAGAIN5T THE WSDOT, QR ANY JURISDICTION
PRIMARY MILE
JURISDICTION TRAFFICWAY POST
City Street SE CARR RO
City Street SE CARR RO
Qty Street SE CARR RO
City Street SE CARR RO
City Street SE CARR RO
0ty Street SE CARR RO
City Street SE CARR RO
City svcct SE CARR RO
City Street SE CARR RO
City Street SE CARR RO
City Street SE CARR RO
City Street SE CARR RD
Gty Street SE CARR RO
City Street SE CARR RO
City Street SE CARR RO
City street SE CARR RO
Qty Street SE CARR RO
City Street SE CARR RO
City Street SE CARR RO
City Street SE CARR RO
Crty Street SE CARR RO
City Street SE CARR RO
City Street 108WVSE
City Street 108 AVE SE
Prepared by; WSDOT/STCOO/CDAB/MB
10/08/13
BLOCK INTERSECTING
NUMBER TRAFFICWAY
10100 103RD AVE SE
10100 103RD AVE SE
10100 103RD AVE SE
10100 103RD AVE SE
10100 103ROAVESE
10100 103RD AVE SE
17600 103RD AVE SE
10500 lOSTH PLSE
10500 105TH PL SE
10500 lOSTH PLSE
106TH Pl SE
10500 106TH PLSE
10600 106TH PLSE
10600 106TH PL SE
1D600 106TH PL SE
10600 106TH PLSE
10600 106TH PLSE
10600 106TH PLSE
10600 106TH Pl SE
10600 106TH Pl SE
10600 106TH PLSE
~"
106TH PL SE-, 10600
108AVSE
108WAVSE
INVOlVWJN "fHE DATA ---~------
COMP
DIST DIR
FROM FROM
REF REF REFERENCE P01r-4T
POINT Ml or FT POINT NAME
--.---·--""-
REPORT MOST SEVERE
NUMBER DATE TIME INJURVTYPE #INJ #FAT #VEH #PEOS
E068297 00/16/10 9:56AM Possible lniury 1 0 ' 3070369 02/02/11 3:14PM No lnlury 0 0 2
El11014 06/17/11 5:23 PM Possible lniu..., l 0 3
E067227 00/01/10 9:13 AM No lniury 0 0 2
E097748 03/27/11 5:10 PM No lniurv 0 0 2
E054115 05/16/10 5:38 PM Na Injury 0 0 2
El43018 12/15/11 9:48 PM No Injury 0 0 2
E107257 05/31/11 4:0S PM No Injury 0 0 2
E057766 06/29/10 2:31 PM No Injury 0 0 2
E091798 02/W/11 8:07 AM No lnjurv 0 0 2
E202530 10/30/1'2. 7:21 PM No Injury 0 0 2
Ell0327 06/15/11 9:34AM No ln;uru 0 0 2
El67943 05/05/12 10:04AM Possible lniury 1 0 ' EOn613 10/20/10 12:57 PM No Injury 0 0 2
3106584 06/27/10 12:54 PM Evident Injury 1 0 ' E064104 08/17/10 9:00PM No Injury 0 0 2
E066693 09/05/10 4:58AM No lnjul)' 0 0 1
E054117 05/16/10 6:28PM Possible Injury 1 0 2
El47395 01/03/12 3:15 PM Pos$ible Injury ' 0 2
E106747 05/27/11 10:55 PM No Injury 0 0 2
E173512 06/05/12 10:01 PM No Injury 0 1--_(} ___ 2
E057554 06/23/10 7:46PM No Injury 0 0 2
E093526 02/26/11 2:20AM Possible Injury 1 0 1
E067600 09/15/10 6:53 PM Possible lnJury ' 0 2
25 of90
Reported colllJlqm that oq:UOJd qn Stpte Route 515 (mp 4151 to 6.2BJ from SE 186th St to S 23rd St, on or In the vldnltv of SE Co" Rd between Talbot RdS to J16th Ave SE and Benson Rd
s between SR 515 ands fu9ct Pc la Bcoton, .. ,.2QJQ -2012
UNDER 23 UNITED STATES CODE -SEC110N4{)2 THl$0ATA CANNOT SE LJSEOJN 01SCQVERYQRA5 EVIQENCfAT TRfALINANYACT10N FOR QAMAGE$AGAINST THE W5DQT, QRANYJLJRISDICTION
INVDLVEDIN THE DATA
PRIMARY Mil£ BLOCK
JURISDICTION TRAFFICWAY POST NUMBER
City Street SE U6THST 10900
City Street SE 176TH ST
City Street SE 176TH ST
City Street SE 176THST 11000
City Street SE 176TH ST 11100
City Street SE 176TH ST 11200
City Street SE 176TH ST 11200
City Street SE PCTROV!TSKV RD 11600
SE PETROVITSKY RO 11600 C~!!_?t!_e!'t -----------
City Street SE PETROVITSKY RD
Oty Street SE PETII.OVITSKY RD
City Street SE PETII.OVITSKV RD
City Street SE PETROVITSKV RD
City Street SE PETROVITSKV RD
City Street SE PETROVITSKV RD
City Street SE PETROVITSKY RD
Citv Street SE PEH!OVl151(Y F<LJ
City Street TAL80TROS
Qty Street ALSOT RDS
City Street TALBOT ROS
cav Street TALBOT ROS
Cit)' Street SE CARR RO
City Street SE CARR RO
City Street ACCESS RO
Prepared by: W500T/STCDO/C0AB/MB
10/08/13
11600
11600
11600
11600
11600
11600
17500
17SOO
17900
17900
17900
17900
9800
9800
COMP
DIST DIR
FROM FROM
INTERSECTING REF REF
TRAFFICWAY POiNT Ml or FT POINT
110TH AVE SE
110TH LN SE
111TH AVE SE
111THAVE SE
111TH AVE SE
113TH PLSE
113TH PLSE
116TH AVE SE
116TH AVE SE -
116TH AVE SE
U6THAVESE
U6THAVESE
116TH AVE SE
116TH AVE SE
116TH AVE SE
116TH AVE SE
1161H AVE :iii:
43RO ST
43RD ST
43RO ST
43RD ST
98THAVES
98THAVES
BEIIISQN RDS
REFERENCE POINT REPORT MOST SEVERE
NAME NUMBER DATE TIME INJURY TYPE #INJ #FAT #VEH #PEDS
E09H62 03/18/11 6:40AM Evident Injury 1 D 2
E1S4026 02/12/12 3:47 PM No Injury 0 0 2
E179800 07/10/12 11:45 PM No lniury 0 0 2
E069SSS 09/30/10 11:03 PM Possible Injury l 0 2
E187934 08/22/12 2:12 PM No Injury 0 D 2
E181001 07/11/12 7:38AM Po5Sible Injury 1 D 2
E069S54 09/23/10 5:15 PM No Injury 0 0 2
E105741 05/2V11 3:13PM No Injury 0 0 2
E071131 ~~ 7:07 PM No Injury 0 0 2 ------
E070570 10/06/10 10:19 AM No Injury 0 0 2
EM8281 03/28/11 4:47 PM PO$$ibJe Injury 2 0 2
3052855 04/13/10 5:06PM No Injury D 0 2
E090306 02/02/11 6:35 AM No Injury D 0 2
E211140 12/05/12 2:05 PM No Injury 0 D 2
3106833 06/02/10 3:16PM Possible Injury 1 0 2
El47397 01/05/12 12:44PM No Injury 0 0 2
El4851~ 01/15/12 6:20PM No ln;u...., 0 0 2
E162015 03/31/12 11:25 AM No Injury 0 0 2
E2079S7 11/23/12 12:14 AM No Injury 0 0 2
E067698 09/17/10 5:44PM No Injury 0 0 2
E066692 09/06/10 10:33 AM Evident Injury 2 0 1
E113160 07/03/11 10:23 AM EVldent Injury 1 0 l
E071391 10/12/10 6:17 PM Possible Injury 1 0 l
E%S002 08/27/tO 10:1.4 PM P\!o Injury 0 0 1
31 of 90
Repqrtfd' cpll§iq115 that 9"turfd on State Route SlS (mo 4.SJ to 6.281 from SE l86th St to S 23rd St, on or In the vldnlty of SE Corr Rd bftween Tqlbqf RdS to Jl§th AYC g ond kD$9n Rd
S between SR 515 andS Puget Dr In Rffftpn ..... 2Q10 • 2012
UNDER 13 UNITED STATES CODE SECTION409 THIS DATA CANNOT BE USED IN DISCQVERYQRAS EVIDENCE AT TRIAL IN ANY ACTJON FOR DAMAGES AGAINST THE WSDQT OR ANY JURISDICTTON
INVOLVEDI/V THE DATA
PRIMARY MILE
JURISOICTION TRAFFICWAY POST
City Street S PUGET DR
City Street SPUGETOR
City Street S PUGET OR
City Street S PUGET DR
City Street SPUGETOR
City Street 43RD ST
City Street SE CARR RO
C'rty Street BENSON ROS
City Street BENSON ROS
City Street BENSON RDS
City Street BENSON RDS
City Street BENSON RDS
City Street BENSON RDS
City Street BENSON RDS
City Street 8ENS0N RDS
City Street BENSON RDS
Qty Street BENSON RDS
City Street BENSON RDS
Cit,' Street erns~i RDS
City Street BENSON ROS
Qty Street 108TH AVE SE
City Street 108TH AVE SE
City Street 108TH AVE SE
Citv Street BENSON RDS
Prepared by: WSDOT/STCOO/COAB/MB
10/08/13
BLOCK
NUMBER
10100
3100
3100
3100
3100
2000
16800
16900
COMP
01ST DIR
FROM FROM
INTERSECTING REF REF
TRAFFICWAY POINT Ml or FT POINT
BENSON ROS
BENSON ROS
BENSON ROS
BENSON RDS
BENSON RDS
DAVIS AVES
MILL AVES
S 26TH ST M
S 26TH ST
S 26TH ST
S 26TH ST
S 26TH ST
S PUGET DR
S PUGET DR
5 PUGET DR
S PUGET DR
S PUGET DR M
S PUGET OR
5 f'\..!GETDR
S PUGET DR
SE 168TH ST
SE 170TH ST
SE 172ND ST
SE 29TH ST
REFERENCE POINT REPORT MOST SEVERE
NAME NUMBER DATE TIME INJURY TYPE #INJ #FAT #VEH #PEOS
3107051 07/29/10 8:57 AM Possible Injury 1 0 ' E122341 08/28/11 7:33PM No Injury 0 0 ' E074982 10/29/10 3;26PM No Injury 0 0 ' El01410 04/20/11 5:10PM No Injury 0 0 2
E090114 02/01/11 4:00PM Possible Injury 2 0 ' E135669 11/04/11 2:25PM Possible lmury 1 0 ' 3105952 03/19/10 7:49AM No lniury 0 0 2
E153754 02/11/12 6:11 PM Possible Injury 1 0 2
El80158 07/06/12 11:25 AM Possible lniury 1 0 2
ED4-9027 04/14/10 1:21 PM No Injury 0 0 2
EOS2875 05/15/10 10:59 AM Possible lnjurv 2 0 2
E071995 10/16/10 11:45 PM Possible lnJurv 1 0 2
E075655 11/06/10 3:21 PM No Injury 0 0 2
E042522 02/13/10 10:50 PM No Injury 0 0 2
E210100 12/02/12 12:52 PM No Injury 0 0 2
E129188 10/01/11 2:44AM No Injury 0 0 2
El62990 03/26/12 9:48 PM No Injury 0 0 2
3106279 04/24/10 2:11AM Evident Injury 2 0 ' ElC3707 11/05/12 5:~SAM !IIC1r.jUl"J 0 0 2
E122796 08/30/11 4:39 PM No Injury 0 0 2
3069841 Of,/01/12 2:38 PM Evident lnjul)I 2 0 2
3106648 01/04/10 8:35AM No Injury 0 0 2
E143731 12/17/11 12:2S PM Possible Injury 1 0 2
El68020 05/06/12 12:54 PM Evident Injury 2 0 1
37 of 90
Reported collisions that occurred on State Route 515 {mp 4.51 to 6.28/ from SE 186th St tp S 23rd St, on prin the Wdnity of SE Carr Rd between Talbot RdS to JJ6th Ave SE and Benson Rd
s between SR 515 ands Puaet Dr In Bmtonc ... 2010 · 2012
!,JNDER 13 UNITED STATES CODE ·SECTION 409 THJS DATA CANNOT BE USED IN DISCOVERY QR AS EVIQENCE AT TRIALINAN'f ACTION FOR DAMAGfSAGAI/VST TH£ W5DOT, OR ANY JURISDICTION
INVDLVEOJN THE DATA
COMP
DIST D"
FROM FROM
PRIMARY MILE BLOCK INTERSECTING '" "' REFERENCE POINT REPORT MOST SEVERE
JURISDICTION TRAFFICWAY POST NUMBER TRAFFICWAY POINT Ml or FT POINT NAME NUMBER DATE TIME INJURY TYPE #INJ #FAT #VEH #PEDS
City Street BENSON RDS
Oty street B£NS0NRDS
City Street 103RDAVESE
City Street 106TH PLSE
City Street 106TH PLSE
City Street 106TH PLSE
City Street 106TH PLSE
City Street 106TH PLSE
City Street 106TH PLSE
City Street TALBOT RDS
City Street 116TH AVE SE
c;,.,., Street 116TH AVE SE
City Street 116TH AVE SE
City Street 116THAVESE
City Street 116TH AVE SE
City street 116TH AVE SE
City Street 116TH AVE. SE
Qty Street 116THAVESE
City Street l!STH AVE SE
City Street ll6THAVESE
City Street 116TH AVE" SE
City Street 116THAVESE
Qty Street CARR RD
City Street SCARR RD
Prepared by: WSDOT/STCOO/CDAB/MB
10/08/13
2800
2800
17500
9800
11600
11600
17400
17400
17400
17400
17400
171100
17400
moo
17500
600
4200
SE 29TH ST £201718 11/20/12
SE29THST £095457 03/00/U
SE CARR RD £053046 05/19/10
SE CARR RD E171850 05/26/12
SE CARR RD E193259 09/19/12
SE CARR RD £203336 11/02/12
SE CARR RD £094647 03/05/11
SE CARR RD E061339 07/28/10
SE CARR RD El41694 12/06/11
SE CARR RD Ell5700 07/13/11
SE PETROVffSKY RO E146720 01/04/12
SE PETROVITSKY RD £118022 08/02/11
SE PETROVITSKY RD E140301 11/19/11
SE PETROVITSKY RO ED40571 01/17/10
SE PETROVITSICY RD E1662S2 04/25/12
SE PETROVlTSICY RD E082961 12/14/10
SE PETROVITSKY RO El14128 07/08/11
SE P£TROVITSKY RO E07S421 11/04/10
SE f'ETROV!TSKY RD E1£CC84 03/07/12
SE PETROVITSKY RO E090059 02/02/11
SE PETROVITSl(V RD El85626 OS/10/12
SE PETROVITSKY RO 3106870 07/14/11
SMITHERS AVES El42634 11/30/11
SMITHERS AVES 2452185 11/16/11
5:01 PM No lniury D D ' 12:24 PM No Injury D 0 ' 5:52 PM No Injury 0 0 ' 7:17 PM Evident Injury l 0 l l
6:00 PM No lniurv 0 0 ' 8:0S PM Evident Injury l 0 l l
12:52 PM No lniury D 0 ' 7:21 PM Evident Injury l 0 l l
5:14 PM No Injury 0 0 ' 4:23 PM No Injury 0 0 ' 7:52 PM No lniury 0 0 ' 7:11 PM No Injury 0 0 ' 6:18 PM No lnjUry 0 0 ' 1:53 AM No Injury 0 0 ' 7:11 PM No Injury 0 0 2
5:59 PM No Injury 0 0 2
4:48PM Evident lniury ' 0 2
7:33 PM No tniurv 0 0 2
8:41AM ~Jo Ir.jury 0 0 3
4:57 PM Possible Injury l 0 2
10:23 PM Evident lniury 4 0 ' 11:20AM No Injury 0 0 ' 9:52AM No lniury 0 0 ' 5:19 PM Possible Injury 2 0 2
43 of90
RepartJd collision5 that «curred on State Route SJS fmp 4.5J ta 6,281 from SE JB6fh St to S 23rd St on or in the vidnln, of SE Carr Rd between Talbot Rd S to 1J6tft Aye SE and Benson Rd
s between SR Sl5 ands ewer Pc In BMwr -WP· wz
UNDER Z3 UNITED STATES CODE· SECTION 4'09, THIS DATA (ANNOT BE USED IIV OISCQVERY QR A5 fVIQENCE AT TRIAL IN ANY AcnON FOR DAMAGES AG.4'NST THE WSDQT, OR ANY JURISDICTIQN
PRIMARY MILE
JURISDtCTION TRAFFJCWAY POST
City Street SCARR RO
Cit>f Street S Ci\RR RO
atv Street SCARR RO
Oty Street SCARR RO
City Street SCARR RO
City Street 43RD ST
Gty Street 43RD ST
City Street 43RD ST
Gty Street 43RD ST -
City Street 43RD ST
Citu Street 43RD ST
Street 43RD ST
Gty Street 43RD ST
Oty Street 43RD ST
City Street 43RDST
City Street 43RDST
Oty Street 43HLJS,'J
Gty Street 43RD ST
CitV Street 43RD ST
OtyStreet 43RD ST
City Street 43RD ST
a,ys..,.. 43RDST
City Street 43RD ST
(\tySt~t S 43 ST
Prepared by: WSOOT/STCOO/CDAB/MS
10/08/13
BLOOC
NUMBER
600
600
600
600
600
'"'
INVOJ.VED IN me DAT· "
COMP
DIST DIR
FROM FROM
INTERSECTING REF REF REFERENCE POINT
TRAFFICWAV POINT Ml or FT POINT NAME
SMITHERS AVES
SMITHERS AVES
SMITHERS AVES
SMITHERS AVES
SMITHERS AVES
TALBOT ROS
TALBOT ROS
TALBOT ROS
TALBOT RDS .. , .. -·---··-··-·-·-···---·-···-·---·--". --·---
TALBOT RDS
TALBOT RDS
TALBOT RDS
TALBOT RDS
TALBOT RDS
TALBOT RDS
TALBOT RDS
1ALbUl KLJ:,
TALBOT RDS
TALBOT RDS
TALBOT RDS
TALBOT RDS
TALBOT RDS
TALBOT RDS
T41P.nTfl:DS
REPORT MOST SEVERE
NUMBER DATE TIME INJURY TYPE ""' #FAT #VEH #PEDS
3105844 01/01/10 12:02 PM Possible Injury 2 D 2
E2l2677 12/12/12 e:!!S r~.~ No Injury D D 2
£040971 01/27/10 2:34 PM No Jniury D D 2
310S9S3 03/19/10 3:09 PM No1njury D D 2
E038030 01/02/10 4:47 AM Evide-nt Injury 1 D 2
E073106 10/23/10 10:48 PM Possible lnjurv 2 D 2
E069671 10/01/10 10:22 AM No lnjurv D D ' El71759 05/25/12 4:52 PM Possible Injury l D 3
3070319 10/15/10 11:35AM No Injury D D 2 -
El49114 01/17/12 1:51 PM Possible Injury l D 2
El67939 05/03/12 7:17 PM Nolnjury D D 2
3069955 10/31/10 4:07 PM Possible lniun, l D 2
£041603 01/20/10 12:05 PM No Injury 0 D 2
E07574S 11/06/10 12:18 PM Possible Injury 1 D 3
E194471 09/25/12 5:07 PM Possible Injury 2 D 3
E12667S 09/19/11 1:12 PM Serious Injury ' D 2
f.09148.1 Ulil4/ll D:111-'M No Injury u 0 ' 3107078 11/08/10 9:23AM Possible Injury l D ' E202529 10/26/12 6:10PM Possible !njuru 1 D 2
E049509 04/19/10 5:17 AM Evident Injury l D 2
El065S6 05/25/11 9:51 PM Possible Injury 1 D 2
E062193 07/13/10 4;SOPM No Injury D D 2
E202793 10/12/12 12:23 PM No Injury D D 2
!::14S~OS 1212111, ~:21;1>¥ !'o~~it,I~ lnj•1,y l 0 2
49 of 90
~ col!l!kms !Mt !w.:_ll!'?"ed !>!! SMte Ra~~ 515 /mp_4.5:Z tQ .• q._.~ft) from SE 186!'h St to S 1.3!'fJ St. im !J!' In the v!dP.l!>/ !Jf SE Ca!'!' R!! ~ T!J!~~~ g_!J 5 t~ lt!it~ A~•e SE~!!!!~~!! Rd
S between SR 515 and 5 Puaet Or In flenton .. , .. 2010 -1011
~INnFP H {11\/ITFO (]"ATF4;-rnm:. (~(TJ()#U ,f'1Q Tl,lj~ {'l}liT.11 r.llN/YnT RF l.f<;Ff!l/111 ni<"("(lVf"Y(lll A<; FVlnFNf"I" ATTPIA/ ,,y "'"'VA(Tl("'I ~()'l nl!l!\A'At;F~ ,11(;'.A/N',"T Tf'F W'-OOT OSI JIN¥ IUR/t:;fllmnN
INVOLVED IN THI: DArA
PRIMARY MIL£
JURISDICTION TRAFFICWAV POST
rrty"tr-t <;('AAA An
St;ite Route 515 4.52
Stiite Route 515 4.53
Stiite Route 5!5 4.53
Stiite Route 5!5 4.53
State Route 5!5 4.53
State Route 515 4.53
:;Lai..! nvute 515 4.53
State Route 515 4.54
State Route 515 4.61
St.ite Route 515 4.75
St;ite Route 515 4.80
State Route 515 4.80
State Route 515 4.80
State Route 515 4.81
State Route 515 4.83
State Route 515 4.88
State Route 515 4.88
State Route 515 4.88
State Route 525 4.88
State Route 515 4.88
State Route 515 4.88
St;ite Route 515 4.88
State Route 515 4.88
Prepared by: WSDOT/STCDO/CDAB/MB
10/08/13
BLOCK
NUMBER
COMP
DIST DIR
FROM FROM
INTERSECTING REF REF REFERENCE POINT
TRAFFICWAY POINT Ml or FT POINT NAME
TAIRnTRn~
---~-"' -··"·---·----
@
REPORT MOST SEVERE
NUMBER DATE TIME INJURY TYPE #INJ ltFAT IIVEH #PEDS
~1!"1f';h7C! n111;_11n 11•7nAM J\lr'I Injury n n ' E125488 00/09/11 4:07 PM No Injury 0 0 2
E056989 06/21/10 11:20AM Unknown 0 0 l
E093252 02/24/11 9:41 AM Serious lniury 2 0 2
E174739 06/07/12 10:18AM No Injury 0 0 2
E180734 07/13/12 11:43AM No Injury 0 0 2
[0?0191 01/28/11 6:08 PM No lnJury 0 0 2
c:.:;;-;..o:; 03/30/11 6.:;...,;;.; P1miblo: inju,y 2 0 2
E196947 10/08/12 1:05 PM No Injury 0 0 2
E152603 01/08/12 6:38 PM Evident lnJury 3 0 2
E040134 01/15/10 4:43 PM Possible lniurv ' 0 2
E11096S 06/17/11 9:12 PM Possible lniurv l 0 2
E155S81 02/18/12 10:14 PM No Injury 0 0 2
E204665 11/09/12 12:15 PM No Injury 0 0 2
E203384 11/03/12 6:05 PM No Injury 0 0 3
E213826 12/11/12 2:45 PM No1.,·..,,~ ' ' ' E202533 10/31/12 9:17 PM No!njury 0 0 2
E2l2S01 12/10/12 7:49AM No Injury 0 0 3
E181002 07/11/12 12:27 PM Nolnjury 0 0 2
E066632 09/09/10 1:55 PM No Injury 0 0 2
E193256 09/15/12 1:21 AM No Injury 0 0 2
£1/3985 06/01/12 8:15AM No Injury 0 0 ' E173496 06/05/12 7:04AM Possible Injury 3 0 3
E072497 10/19/10 7:41 PM No Injury 0 0 '
55 of 90
R,eortfd colllslons tltat wumdon State Routt 515 {mo 4.51 to 6,281 from SE JS6fh St to s 23rdSt on or In the vldnlty of SE corr Rtl bftwffn Talbot RdS to 11§#! Aye SE and s,n.wn Rd
Skfween SR$.1:iandSPuaftPtln RffltDn. 2lJ1D ~2012
!lfYPER 13 UNtTED STATES CODE -SECTION 4D9 THIS DATA CANNOT BE USED IN DISCOVERY Q6 A.5 !VlDENC£ AT TR/Al IN ANY AqlQN FQR DAMAGES AGAINST THE WSDOT QR ANY JUR/SDICTJON
PRIMARY Mil£
JURISDICTlON TRAFFICWAY POST
City Street SCARR RO
State Route S1S 4.52
State Route S1S 4.53
State Route SlS 4.53
State Route 515 4.53
State Route 515 4.53
State Route 515 4.53
State Route S1S 4.53
State Route 515 4.54
State Route 515 4.61
State Route 515 4.75
State Route S1S 4.80
State Route 515 4.80
State Route 515 4.80
SUlte Route 515 4.81
State Route 515 4.83
State Route 515 4.88
State Route 515 4.88
Slate Route 515 ....
State Route 515 4.88
State Route 515 4.88
State Route 515 4.88
State Route 515 4.88
State Route 515 4.88
Prepared by: WSDOT/STCOO/CDA8/M6
10/08/13
NvotvtOIN THE DATA ,
COMP
DIST DIR
FROM FROM
BLOCK INTERSECTING REF REF REFERENCf POINT
NUMBER TRAFFICWAY POINT Ml or FT POINT NAME
ALBOTRDS
(,J
n.f.
Fre Q l'1 ere,
f-e.1f r:le
c .. ,.,-
M.f.
J.,,-,vY.J•r re
~ ~J~ _[ L> :pc.
REPORT MOST SEVERE
NUMBER DATE TIME INJURYTYPE IINJ #FAT OVEH #PEDS
n06679 01/12/10 11:20AM Nolniury 0 0 2
E125488 09/09/11 4:07PM No Injury 0 0 2
£056989 06/21/10 11:20AM Unknown 0 0 1
£093252 02/24/11 9:41AM Serious ln;u..., 2 0 2
E174739 ~/07/12 10:18AM No ln;urv 0 0 2
El80734 07/13/12 11:43AM No Injury 0 0 2
E090191 01/28/11 6:08PM No 1n1urv 0 0 2
E099485 03/30/11 6:54AM Possible Injury 2 0 2
El96947 10/08/12 1:05 PM No Injury 0 0 2
El52603 01/08/12 6:38 PM Evident Injury 3 0 2
E040134 01/15/10 4:43 PM Po"lble 1n1t,ry 2 0 2
£110965 06/17/11 9:12 PM Possible lnju"' 1 0 2
E1S5S8l 02/18/12 10:14PM No Injury 0 0 2
'204665 11/09/12 12:15 PM No lniun1 0 0 2
£203384 11/03/12 6:05 PM Notniu"' 0 0 3
E213826 12/11/12 2:45 PM No Injury 0 0 2
E202533 10/31/12 9:17PM No Injury 0 0 2
E212501 12/10/12 7:49 AM No Injury 0 0 ' E181002 07/11/12 12:27 PM No Injury 0 0 2
E066632 09/09/10 1:55 PM No lnluru 0 0 2
E1932S6 09/15/12 1:21AM No lniury 0 0 2
El73985 06/01/12 8:lS AM No Injury 0 0 2
E173496 06/05/12 7:04AM Possible Injury 3 0 ' E072497 10/19/10 i':41PM No Injury 0 0 '
55 of 90
t?-
Reported cqlllslons that occurred on State Route 515 {mp 4.51 tq 6-281 (rpm SE 186th St to S 23rd st en arin the vicinity et SE Corr Rd between TaJbot Rd Sta ll@h Awe SE and Benson Rd
S between SR ill and5 Puqet Dr in Repton.-.• 2QJ:0 • 2012
UNQER 13 µNfTED5TATE5 COD£ ·SECT/QN409, fHl5 QATA (ANNQT BE USEp IN DIKQVfRYQRASfVWENffATTRIAt IN ANYAfiQN FOR DAMAGES AGAJNST THE WSDOT, ORANI' JURfSIHCT10N
PRIMARY MILE
JURISDICTION TRAFFICWA'f POST
St.lte Route S1S 4.88
State Route S1S 4.88
State Route S1S 4.88
State Route S1S 4.88
State Route Sl5 4.88
St.ite Route S1S 4.92
St.ate Route Sl5 4.96
St.ite Route 515 4.97
St.ite Route 515 4.97
State Route 51S 4.99
State Route 515 5.02
State Route 515 5.02
State Route S1S 5.02
State Route S1S 5.09
Stilte Route 515 5.14
State Route S15 5.14
State Route 515 5.14
State Route 515 5.14
State Route SlS 5.14
State Roote 515 5.14
State Route SlS 5.14
State Roote 515 5.14
State Route 515 5.14
State Route 515 5.14
Prepared by: WSDOT/STCDO/COAB/MB
10/08/13
DIST
FROM
BLOCK IIIITERSECTING REF
NUMBER TRAFFICWAY POINT
.
~
" .
v
~
• . • . '
' L
~ " • -r,
~
,..,. --
--; .
111 VO VE L Q!!i. :00:QiUA
COMP
DIR
FROM
REF REFERENCE POlNT REPORT MOST SEVERE
Ml or FT POINT NAME NUMBER DATE TIME INJURY TYPE #INJ #fAT #VEH #PEDS
3106881 05/17/12 1:16 PM No 1niurv 0 0 2
EOS2047 05/12/10 4:19 PM No lnjuiv 0 0 2
3067843 04/17/10 11:36 PM Evident lniury 3 0 2
E11S702 07/15/11 2:00PM No Injury 0 0 2
E091460 02/13/11 7:46PM No Injury 0 0 2
E211549 12/07/12 S:OOPM No Injury 0 0 2
3106827 05125/10 8:07 AM Possible Injury 1 0 2
E09?.416 02/25/11 5:07PM No Injury 0 0 2
E169732 05/14/12 12:28 PM No Injury 0 0 2
El2638S 09/21/11 12:34 PM No lniury 0 0 2
E21212S 12/10/12 8:30PM No lnjul)' 0 0 2
E138572 11/22/11 12:20 PM Possible tniul)' 1 0 2
E100741 04/16/11 8:16PM Evident lniury 1 0 1
E212842 12/13/12 12:35 PM No lniury 0 0 2
El44411 12/18/11 4:02 PM EYldent lnjul)' 3 0 3
E111061 06/t9/11 8:45AM No Injury 0 0 2
E047536 03/31/10 10:54 AM No Injury 0 0 2
'204409 11/08/12 9:15AM Possible ln;ury 1 0 2
E0959B 03/14/11 8:43 PM No Injury 0 0 3
£160788 03/20/12 6:30PM No Injury 0 0 2
E09S993 03/10/11 1:15 PM PosSible Injury 1 0 3
E202338 10/30/12 3:08 PM No Injury 0 0 2
E119220 08/04/11 4:28 PM Possible Injury 1 0 2
'200340 10/22/12 10:lO AM No Injury 0 0 2
61 of90
Reported col#i51qns that occurred 00 State Route 515 (mp 4.51 ta §.2BJ from SE JB6th St to s 23rd St on pri,t the \lldnltll afSE Ca" Rd bffWUO Ta/bot Rd 5 to U6th Ave SE and Beru:an Rd
s bftWun SR 51s and 5 Puaet Pc In 8,aton ....• 2010 • 20J2
UNDER 13 Ufl'ITfDSTATES CODE -5Eq1DN4Q9, THIS DATA CANNOT BE USEDfN D15CQVERYQRA5 CVIDfNCE AT TR/Al IN ANY ACTIQN FOR DAMAGES AGAINST THE wspor QR ANY JU(USDI~
/NVOLVCDIN THE DATA
COMP
01ST DIR
FROM FROM
PRIMARY MILE BLOCK INTERSECTING REF REF REFERENCE POINT REPOflT MOST SEVERE
JURISDICTION TRAFFICWAY POST NUMBER TRAfflCWAY POINT Ml or FT POINT NAME NUMBER DATE TIME INJURY TYPE #INJ #FAT #VEH #PEDS
State Route 515 S.14 y E207721 11/20/12 6:00 PM Possible Injury 1 0 3
St.ata Routa "' 5.14 V 3052S65 05/08/10 10:57 PM Possible Injury 1 0 3
State Route 515 5.14 ... E208255 11/24/12 7:26PM No ln;ury 0 0 1
State Route 515 5.14 ... E110563 06/16/11 8:03AM No Injury 0 0 1
State Route 515 5.14 .... E216066 12/24/12 12:06PM serious Injury 1 0 1 1
State Route 515 5.14 V E099833 04/09/11 11:30 PM No Injury 0 0 2
State Route 515 5.14 ., ElS7556 03/01/12 4:47 PM No lniurv 0 0 1
State Route 515 5.14 V E050901 05/03/10 1:05 AM No Injury 0 0 2
State Route 515 5.14 .... 3052859 04/17/10 7:01 AM No lniury 0 0 1
State Route 515 5.14 ,,. 3107077 11/02/10 4:23 PM Possible lnJury 1 0 ' State Roule 515 5.14 y EOS6414 06/14/10 10:15 PM P03Sible Injury 1 0 2
State Roule 515 5.14 V E211984 12/10/12 8:00AM No Injury 0 0 2
State Roule 515 5.14 ,I' E153805 02/12/12 6:18 PM No Injury 0 0 2
State Route 515 5.14 v E199297 10/18/12 9:21 PM Possible Injury l 0 3
State Route 515 5.14 V 3106880 05/17/12 7:44AM No Injury 0 0 ' State Route 515 5.14 ,,, El98216 10/14/12 3:16 PM Possible Injury 2 0 2
5tate Route m S.14 J E1266S4 08/27/11 10:43 PM No lniurv 0 0 2
State Route 515 5.14 V E090158 02/03/11 8:06AM No lniury 0 0 2
State Route 515 S.14 ,,, E:040372 01/13/10 7:10 PM No Injury 0 0 2
State Route 515 5.14 ./ E173239 06/03/12 8:35 PM Nolniury 0 0 2
State Route 515 5.14 ., E:083286 12/18/10 7:55 PM No lniurv 0 0 2
State Route 515 S.14 ,I' E:071117 10/10/10 11:26 PM No Injury 0 0 2
State Route 515 S.14 ,r, E139439 11/23/11 7:02 AM Ewdent Injury 1 0 l 1
Sate Route 515 5.14 ., E045591 03/13/10 7:32 PM No Injury 0 0 '
Prepared by: WSDOT/STCOO/COAB/MB
10/08/13 67 of 90
r -10
(fj)
Reporf£d cqllislons thqt qcq,nJd qn Statr Routf 515 (mp 4.51 to 6.2811mm SE 186th St to 5 23rd St, on or iq tftt: Jltdo#ty e(SE Cqq Rd bft:wt:tO Talbqt RdS to l!§tlt Allf SE and S,,,Son Rd
S between SR 515 and S PveU 0: ta Bcotan WP ~ W2
YNDFR ]1 UNITED STATf5 CODE SF.CTION409 THIS DATA CANNOT BF USED IN m5COVERYOR AS EV1DfNCE AT TRIAi IN A/VY ACTION FOR DAMAGES AGAINST THE wspor QR AN'f JURt~otCTrON
INVOl VED IN THE DA TA
PRIMARY MILE
JURISDICTION TRAFFICWAY POST
State Route SlS 5.14
State Route SlS 5.14
State Route 515 5.14
State Route 515 5.14
State Route 515 5.14
State Route 515 5.14
State Route 515 5.14
State Route SlS S.14
State Route SlS 5.14
State Route S1S 5.14
State Route SlS S.14
State Route 515 S.14
State Route 515 S.14
Stilte Route 515 5.14
State Route 515 5.14
State Route 515 5.14
State Route 515 5.22
State Route 515 5.29
State Route 515 5.29
State Route 515 5.29
State Route 515 5.2.9
State Route 515 5.29
State Route 515 5.29
State Route 515 5.29
Prepared by: WSDOT/STCOO/COAB/MB
10/08/13
BLOCK
NUMBER
V
,/
V
v ,,.
V'
V .,
V
~
v
V ---
"
COMP
OIST DIR
FROM FROM
INTERSECTING REF REF
TRAFFtCWAY POINT Ml or FT POINT
,,.. .
,, ,.
,;;
C
J
,6
J
REFERENCE POINT REPORT MOST SEVER£
NAME NUMBER DATE TIME INJURY TYPE #INJ #FAT #VEH #PEDS
3070317 10/14/10 2:57 PM No Injury D D 2
£140117 11/28/11 6:36 PM Po~ible Injury 2 D 2
E142618 11/20/11 4:50 PM No Injury D D 2
£198158 10/13/12 10:12 AM Po~ible lniurv 1 0 1 1
£136390 11/09/11 1:22 PM No Injury 0 0 4
£100456 04/14/11 5:58 PM No Injury 0 0 2
E047063 03/27/10 6:20 PM No Injury 0 0 2
El945135 09/27/12 2:42 PM Poulble Injury l 0 2
E076714 11/13/10 9:42 PM Po~ible Injury l 0 3
E082323 12/09/10 1:42 PM No Injury 0 0 2
£091487 02/14/11 7:58 PM No Injury 0 0 3
El84917 08/06/12 8:27 PM No Injury 0 0 2
£183113 07/28/12 2:42 PM No Injury 0 0 2
£180696 07/15/12 2:41AM Possible Injury 2 0 2
£187329 08/15/12 3:13 PM No lniury 0 0 3
E154538 02/15/12 6:29 PM Nolnjury 0 0 2
E090777 02/07/11 2:05 PM Po~ible lniurv 1 0 2
E046462 03/22/10 6:25 PM No1njurv 0 0 2
E050840 05/03/10 5:55AM No lniury 0 0 2
E217388 12/29/12 6:00PM Possible Injury 1 0 2
E057829 06/26/10 2:19PM Evident Injury 1 0 2
E1S8406 03/10/12 1:13AM No Injury 0 0 2
£154260 02/14/12 12:32 PM Possible lniury 1 0 2
£139146 11/25/11 7:40PM Evident Injury 1 0 1 1
73 of 90
1DOT-RNB160J
SR 515 MAINLINE
STATE OF WASHINGTON DEPARTMENT OF TRANSPORTATION
T R I P S S Y S T E M
STATE HIGHWAY LOG
STATE ROUTE SRSH COUNTY KING
DATE 02/04/13
TIME 17:04:35
PAGE 1473
DOT DISTRICT 1
-------WIDTH AND SURFACE INFORMATION-------
:OIRECTION TO INVENTORY 1-BRIOGE DECREAS/DIV INCRES/UNDI SPC ------CLASSIFICATIONS-
:LEFT/RIGHT INDICATOR -UXING-NBR LFT RHT LFT REIT USE TOT I LEGAL'
1
-XROAD-LNS SHD ROY SHD MEDIAN-SHD ROY SHD LNS ROY MTCEICITYIST SPEEDITIPIS
_'R_M_' __ " I ARM ___ I •_•_•_T_UR_E __ ! ~I~\ _"_'_'c_R_1_P_T_r_o_• _____ . __ : I: 1 ~ ~I~ _w i_s i"_i_s i"_i_s wo_i_s I BR w_i_s 1 _w i_s I w_i_s w_r_o w_1_0 ~ I ~ _••_R_ FC ~ I IB : : :
4.41 4. 38 2 ' C 49A C 11 60 4 01 1070 U2 45 R P *
4 .5' 4 .50 INTRSECTN B SE 186TH ST CT y
4 .60 4 ·" INTRSECTN B SE 184TH LN PV y
4 .75 4 . 72 INTRSECTN R SE 182ND ST CT N
4 . 76 4 . " MISC E-'EATR L BUS PULLOUT
4 . BO 4. 77 INTRSECTN R SB 181ST ST CT y
4 .83 4 .BO END SU LN C TWO WAY TURN I!A 2 ' C 60A C $$$ 60 4 01 1070 U2 45 R P *
.BB 4 .85 INTRSECTN L SE 180TH ST CT SG y
BNT/EXIT R FIRE STATION PV SG y
4 ·" 4 .95 MP MARKER R 5
5 .02 4 ·" ENT/EXIT L SHOPPING CENTER PV y
5 .OB 5.05 2 2 C 66A C 66 4 01 1070 U2 45 R P ..
s. " 5.11 INTRSECTil L SE CARR RD CT SG y
INTRSECTN R SE 176TH ST CT SG y
5 .22 5.19 INTRSECTN L SE 174TH ST CT y
5 .29 5.26 END ST 106TH AVE SE 2 2 C 60A C 60 4 01 1070 U2 45 R p
BEG ST BENSON DR S
INTRSECTN R BENSON RD CT SG y
5 .43 5 .40 2 2 C 48A C " 4 01 1070 U2 45 R p
5 ·" 5 ·" INTRSECTN L SE 172ND ST CT y
5 .63 5 .GO 2 2 C 48A C 48 4 01 1070 U2 35 R p
5 . 90 5 .87 2 2 C 60A C 60 4 01 1070 U2 35 R p
6 . 00 5 .97 MP MARKER R 6
6 . 03 6. 00 tNTRSECTN R s 27TH ST CT y
6 .16 6 .13 2 2 C 48A C 48 4 01 1070 U2 35 R P •
6 .24 6 .21 [J}UNG B PED XING ST
BRDG NUM 515/010
6 .26 6.23 INTRSECTN R S 23RD ST CT y
6. 32 6. 29 2 2 C 60A C 60 01 1070 U2 35 R P
6. 37 6.34 INTRSECTN L S 21ST ST CT SG y
INTRSECTN R PV'T RD CT SG y
6 .so 6 .,7 2 2 C 48A C 46 4 01 1070 U2 35 R P *
INTERSECTION DETAIL ----TURN LANES-------ACCELERATION LANES------
L NEAR R NEAR L FAR R FAR LEE-'T--L-CNTR R-CNTR RIGHT-
SRMP B ARM LGT WC LGT WD LGT WO LGT WO LGT WD LGT WD LGT WO LGT WD
4.88 4 .BS . 03 12 .07 12
5.02 4 .99 . 03 11
5. 14 5. 11 .06 22 . 07 21
5.29 5. 26 .03 11
6 03 6 .00 .03 11 .03 11
6 .37 6 .34 03 12 . 03 12
{ij)
llf ,j ABOSSEIN ENGINEERING, LLC _JlL MecL . I .... . • I ,.,. .. p~-"--Ci .• T """" ,,.,., en1oa .. DJeCmOU -rue ~QUD -vu -.&..tQ.Q.V -"'giq
October 14th, 2013
City of Renton
Ref: Wendy's Restaurant on Carr Road
Consider this letter and attached documents as an application for using Filterra Bioretention System
Curb Inlets with Internal Bypass for water quality control and oil treatment on this project.
This is an application request per Section l.4.5 Adjustment/Variance Application Process of City of
Renton 2009 Surface Water Design Manual Amendment.
Per requirement of City of Renton 2009 Surface Water Design Manual Amendment Section l.2.8.2 E -
Use of Experimental Water Quality Facilities will be considered for approval by the City of Renton
through an adjustment process for water quality treatment. Filterra Bioretention System was given a
general use level designation through the state Department of Ecology's Technology Assessment
Protocol-Ecology (TAPE) program for Basic, Enhanced, and Oil Treatment on June 2013.
Please contact me, if any additional questions or information is needed.
Sincerely,
Josef Valenta PE
Civil Project Manager
OCT 222013
c1·.1·y c;r .. ~J
f)J /',1··ii\'!l\'C.: u.1\/[;i:."_J:\
Main O(l.., 2100 11211, Jr,,. NB. Smte 201, Belt-'l'A 9IOCU Pl.om. 425--662-%411 Pmc 426-662-9451
260 Petaluma Bl,,,! N. Saile A,~ CA 94962
829 2..d si-t. &mo 2. M,,l.;h-.,, WA 98275
728 B 1 ;. S-. :m, T-WA 9M02
•• aL e com
T: \213087\Civil\Submiuals\Adjustment Submittal\Adjustment Application.docx Pag,
&ffj ABOSSEIN ENGINEERING, LLC ,,J _ M...L . I "' . • I ,,. . n_ -·. ~ . .. c· ., T '1Tln =u 4DJ04 -DNOa10U -m .r~... 1VU -1..llJ;.L.I -\...~
There are three essential conditions for WA DOE approval:
1. Adhere to Filterra Design Guidelines -there are 4 Filterra Curb Inlets with internal bypasses. The
site layout has been sent to Americast for review and approval. Review comments have been
incorporated in the design. Western Washington Engineering Design Assistance Kit (DAKit)
vO 1-W A by Filterra Bioretention System has been used and followed for design. Table 2 for
Enhanced Treatment of this guidelines has been used to initial sizing.
2. Size Filterra units correctly (see attached DOE Conditions of Use, paragraph 7) -WWHM3
program has been used for final design calculations. Here are input Sand Filter parameters used:
Filter material depth = 1.8'
Effective ponding depth= 0.75 feet
Riser height= 0. 7 feet
Riser diameter = I 00 inches
Filter Hydraulic Conductivity = 24.82 inches per hour
3. Submit complete Project Information to Americast for review and approval -entire design
including TIR report, drainage plan, design calculations and this application have been sent to
Americast for review and approval.
List of Attachments:
• WA DOE June 2013 General Use Level Designation for Basic, Enhanced, & Oil Treatment
• Drainage Control Plan
• Design Calculations
M... Officeo 2100 112t1, >-NE, &mo 201, e.H.vu.. 'l"A 980IU Piao.. "26-462 9"1 / Fa.., •25-462-94.51
260 Potolama Bl..! N. S.-A. P.lala-, CA 9'962
829 2nd si-t, Saa. 2, 14u!rihw. TA 98275
728 e......_ Saibl 2B, T-9A 98"0l
we 1 · omn
T\213087\Civil\Submittals\Adjustment Submiual\Adjusunent Application.docx Pag,
ill
WA$Mll 6101 $141! m 1 , , 1 r w ! • , o f
ECOLOGY June 2013
GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS), ENHANCED, &
OIL TREATMENT
&
CONDITIONAL USE LEVEL DESIGNATION FOR PHOSPHORUS
TREATMENT
For
Americast Filterra®
Based on Americast's submission~ induding the Fmal Technical Evaluetioll Report, dated.
December 2009 and additional information ,,provided to Ecology dated October 9, 2009,
Ecology hereby issues the following u~ level designations:
1. A Gene I Use Level Des.io!ttion tor Basic, Enhanced and Oil Treatme=n-t. __
i.
3.
• Sized for Basic and Oil Treatment using a filter hydraulic conductivity of 35.46
inches/hour (asswning a hydraulic gradient of 1.41 inchrmch as listed in the TER).
• Sized for Enhanced TreahD,nt using a filter hydraulic conductivity of24.82
inches/hour (assuming a hydraulic gradient of 1.41 inch/inch u listed in the 1'ER).
• Western Washington: For ffeatmeat installed upstream of detention or retention,
the water quality desip flow rate & tbe peak 15-miaate flow rate as calculated u,5ing
the sand filter module ia tlae latest venion of tlae Western Wuhia~ Hydmlpgy
Model or .other Ecoaogy-apprnved eoatinaoas runoff modeL The model mast
indicate tbe uit is capable of processing 91 pen:eat of the influent runoff file.
• Eastern Was~n: FoJ. treatment 1nsf .• 11~,chapstream pf detention or retention,
the water qulity desip Gow nte Is the pak 15-minate flow rate as calculated using
one of the three methods d el£ribed ia Cu.,.. 2.2.5 of the Stormwater Management
Maiaual for Euten Wasb~gtoa (SWMMEW) or local manual ·
• Entire State: For treatment in,called downstream of deteation, the water ..qoalijy
des~ ~ rate is the faD l-te f he detention facility.
4. The Conditional Use Level Designation for osphorus treatment expires oo December
l, 2014 unless exteaded by Ecol!>b, and is subject to the coaditioos specified below,.
5. The General Use Level Designation has no expiration date bat Ecology may revoke or
amend th~ despatioa, aad is su ject to the nditions s~ified: below:.
Ecology's Conditions of Use:
2. Each site plan 1Qa1t undergo mterra• miew before Ecology can approve the unit for
site installation. nis will ensure that site gndinj and slope are appropriate for use of
a Filterra• unit.
.3. Filterra • media shaft conform to the -.,eclf'"IC8tioDS submitted to aad ai,proved by
Ecology.
4. Mainteaaace iacllides removin1 tnsh, degn.ded malch, and accumulated debris from
the filter nrface and replacbag tbe ••~ la.yet:. Use ~DI to detenniae the site-
specif"ac illaiatenance schedules and r.qu,~eats. Follow maiateaatice proced"res ·
given in the moit recent venion of di,,tilteme ()periadon and Maintenance Manual
5. Filterra• commits to sabmittinf a QAPP by Jaaaary 31, 1013 for Ecology review and
approval of a new tnt lite that meets .the TAPE nqairements for attaining a GULD for
phosphorus treatment. FDterra• mlilt fpbmlt a QAPP ud monitor• minimum of one
site where die aait will provide phosplions treatment.
6. Fllterra• shall submit a TER for Ecok»gy review for phosphorus treatment ~
December 1, 2013.r
7. Filterra• units eome la standard sizei. ne mhri$am size filter surface-area is
determined ~ 11Q11 dae dad filter moc1ule ill the lawst venion of WWIIM pr other-
Ecoh)gy approved ~aou l'IIJloff•odel for western WasfaiJl&ton ancJ jing~eveat
model for eastera Waslain~. Mod.a lapuq iadude
L FIiter media deptht lA feet
b. Effective Poadiag Deptll:-0.75 feet (This is equivalent to the 6-iach dear zone
between the top er tbe m•ldl ud the bottom of the 1lab phli ~es of mulch.)
c. Side slopes: Vertical
d. Riser laeipt: 8..78 feet
e. :Filter R:,41'.f!alieCo•d•~ Use the ~nalie eondadi.)'ity as described in
paragrapltl t aad 2 (iepeadlag OD die lffll of treatmeat reqaired) aader · .
Eco 91 De.d.,ioa-' above..
8. Fitterra• may request to put deadline or expiration date extension, upon
showing came for S1ICla euensh>nL EcoJogy does not Yiew lack of lands to cqmplete the
monitoring__ as sufradent came for dme atensiou.
2
9. Disc~es from Chen..-.• ••Ifs sllaP nQt cause or eoatdbate to water quality
standards Yiolado8' In ~jilt-., · .
. The Fi~ lntemat Bypa.ta--):i~ allows for}>iped-in flow from area drains, ~ inlets,
trench drains and/or roof c:lraiu. Design Captl!l'e flows and J>C8k flows enter the structure
through an internal slotted pipe. Filtetra mv<Med the .slotted pipe to allow design flows to
dtop through to ~ ieries of 5P-lash j>lates that then disperse the design flows over the top
surface of the F~plantet area. Jii$lir flows continue to bypass theJlotted pwe·an'd
convey out the structure. . · ·
2. Initial Sizing £stiinatc!: Ose ~ imormation from ihe fotkiwibg table to~ the size of ,
the FTIB-P unit. You mall~ the actual size of the brut using tht Diode~ analysis
descn"bed above.
3
Filtern Bioretentioa Shallow
1. The Filterra Bioretentlon Shallow prqvides additional flexibility for design ~eers arid
designers in situations ~tliae is liniteid ~and~ elevation ~ints to
applying a stanaard Piltii'ri eohfisu.iut ~eu ~ this system up to fix inches
shallower thin any of the~ plliiri{tin1t·~~ liote(l lbove.
2. &ology requird that the Filteira Bio~ Shallow~ a contact time equivalent to
that of the standard unit. 'Ibis~ that with a smaller depth ot med~'lhe surface area
musi increase. · · ·
iJ. To select a Ytlteria 13ioretemion Shallow S~ unit, the~ must fust Identify the size
of the staitlard Ul\it IWDS the ritodelq guida1ace ~ pve.
4. Once you establish the Jize of the standard F-Uterra unit -\ISjng the ~ling technique ··
described above, use ilifonnation from the following table to select the appropriate size "
Filterra Bioretention Shallow S~_um ____ rt. _____________________ ~
Applicant:
Applicant's Address:
Application Documents:
Filterra Bioretention Systems, division of Americast, Inc .
11352 Virginia Precast Road
Ashland, VA, 23005
• State of Washington Department of Ecology Application for Conditional Use
Designation, Americast (September 2006)
• Quality Assurance Project Plan Filterra® Bioretention Filtration System Performance
Monitoring, Americast (April 2008)
• Quality Assurance Project Plan Addendum Filterra® Bioretention Filtration System
Performance Monitoring, Americast (June 2008)
• Draft Technical Evaluation Report Filterra® Bioretention Filtration System Performance
Monitoring, Americast (August 2009)
• Final Technical Evaluation Report Filterra® Bioretention Filtration System Performance
Monitoring, Americast (December 2009)
4
• Technical Evaluation Report Appendices Filterra® B ioretention Filtration System
Performance Monitoring, Americast, August 2009 Draft)
• Me morandum to Department of Ecology Dated October 9, 2009 from Americast, Inc. and
Herrera Environmental Consultants
• Quality Assura nce Project Plan Filterra Bioretention System Phosphorus treatment and
Supplemental Basic and Enhanced Treatment Performance Monitoring, Americast
(November 2011)
• Filterra letter August 24, 2012 regarding sizing for the Filterra Shallow System.
• University of V irginia Engineering Department Memo by Joanna Crowe Curran, Ph. D
dated March 16, 2013 concerning capacity analysis of Filterra internal weir inlet tray.
• Terraphase Engineering letter to Jodi Mil1s , P .E. dated April 2, 2013 regarding
Terraflume Hydraulic Test, Filterra Bioretention System and attachments .
Applicant's Use Level Request:
General Level Use Designation for Basic, Enhanced, and Oil Treatment and General Use Level
for Phosphorus Treatment.
Applicant's Performance Claims:
Field-testing and laboratory testing show that the Filterra® unit is promising as a stormwater
treatment best management practice and can meet Ecology's performance goals for basic,
enhanced and oil treatme nt and has the potential to meet Ecology's goal for phosphorus
treatment.
Findings of Fact:
I . Filterra® completed field-testing at two s ites at the Port of Tacoma. Continuous flow and
rainfall data collected during the 2008-2009 monitoring period indicated that 89 storm
events occurred. The monitoring obtained water quality data from 27 storm events. Not
all the sampled storms produced information that met TAPE criteria for storm and/or
water quality data.
2. During the testing at the Port of Tacoma, 98.96 to 99.89 percent of the annual influent
runoff volume passed through the POTJ and POT2 test systems respectively.
Stormwater runoff bypassed the POT l test system during nine storm events and bypas sed
the POT2 test system during one storm event. Bypass volumes ranged from 0.13% to
15.3% of the influent storm volume. Both test systems achieved the 91 percent water
qual ity treatment-goal over the I-year monitoring period.
3. Consultants observed infiltration rates as high as 133 in/hr during the various storms.
Filterra d id not provide any paired data that identified percent removal ofTSS, metals,
oil, or phosphorus at an instantaneous observed flow rate.
4 . The maximum storm average hydraulic loading rate associated with water quality data is
<40 in/hr, with the majority of flow rates < 25 in/hr. The average instantaneous hydraulic
loading rate ranged from 8.6 to 53 inches per hour.
5
5. The field data showed a removal rate greater than 80% for TSS with an influent
concentration greater than 20 mg/l at an average instantaneous hydraulic loading rate up
to 53 in/hr (average influent concentration of 28.8 mg/I, average effluent concentration of
4.3 mg/I).
6. The field data showed a removal rate genera11y greater than 54% for dissolved zinc at an
average instantaneous hydraulic loading rate up to 60 in/hr and an average influent
concentration of 0.266 mg/I (average effluent concentration of0.115 mg/]).
7. The field data showed a removal rate generally greater than 40% for dissolved copper at
an average instantaneous hydraulic loading rate up to 35 in/hr and an average influent
concentration of 0.0070 mg/l (average effluent concentration of 0.0036 mg/]).
8 . The field data showed an average removal rate of93% for total petroleum hydrocarbon
(TPH) at an average instantaneous hydraulic loading rate up to 53 in/hr and an average
influent concentration of 52 mg/I (average effluent concentration of 2 .3 mg/I). The data
also shows achievement of less than 15 mg/I TPH for grab samples. Filterra provided
limited visible sheen data due to access limitations at the outlet monitoring location.
9. The field data showed low percentage removals of total Phosphorus at all storm flows at
an average influent concentration of 0.189 mg/] (average effluent concentration of0.171
mg/1). We may relate the relatively poor treatment performance of the Filterra® system at
this location to influent characteristics for total phosphorus that are unique to the Port of
Tacoma site. It appears that the Filterra® system will not meet the 50 percent removal
performance goal when you expect the majority of phosphorus in the runoff to be in the
dissolved form.
10. Filterra performed laboratory testing on a scaled down version of the Filterra® unit. The
lab data showed an average removal from 83-91 % for TSS with influents ranging from
2 I to 320 mg/L, 82-84% for total copper with influents ranging from 0.94 to 2 .3 mg/L,
and 50-61% for orthophosphate with influents ranging from 2.46 to 14.37 mg/L.
11. Filterra® conducted permeability tests on the soil med ia.
12. Lab scale testing using Sil-Co-Sil 106 showed percent removals ranging from 70 .1 % to
95 .5% with a median percent removal of 90.7%, for influent concentrations ranging from
8.3 to 260 mg/L. Filterra® ran these laboratory tests at an infiltration rate of 50 in/hr.
13. Supplemental lab testing conducted in September 2009 using Sil-Co-Sil 106 showed an
average percent removal of 90.6%. These laboratory tests were run at infiltration rates
ranging from 25 to 150 in/hr for influent concentrations ranging from 41 .6 to 252.5 mg/I.
Regression analysis results indicate that the Filterra® system's TSS removal performance
is independent of influent concentration in the concentration rage evaluated at hydraulic
loading rates of up to 150 in/hr.
6
Contact Information:
Applicant: Chris French
Filterra Bioretention Systems, division of Americ ast , In c.
11352 Virginia Precast Road
Ashland, VA 23005
(800) 752-1427 (vo ice) (804) 798-8400 (fax)
cfrench@filterra.com
Applicant's Website: http://www.filterra.com
E cology web link:
Ecology:
Date
December 2009
September 2011
September 2012
January 2013
February 201 3
March 2013
April 2013
June 2013
http://www.ecy.wa.gov/programs/wg/storm water/ newtec h/i ndex. htm 1
Douglas C. Howie, P .E .
Department of Ecology
Water Quality Pr ogram
(360) 407-6444
douglas.howie@ecy.wa.gov
Revision
GULD for Basic, Enhanced, and Oil granted, CULD for Phosphorus
Extended CULD for Phosphorus T reatment
Revised desi1rn storm discussion, added Shallow System .
Revised format to match Ecology standards, changed Filterra contact
information
Added FTIB-P system
Added FTIB-C system
Modified reauirements for identifying appropriate size of unit
Modified description of FTIB-C alternate configuration
7
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-------------.. _ ... .----__ ..
DRAINAGE AREAS FOR FILTERRA DESIGN
DRAINAGE
AREAS
F1
F2
F3
F4
' (;
t.\
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---
IMPERV.
(AC) PERV. (AC) TOTAL(AC)
0.086 0.037 0.123
0.160 0.029 0.189
0.015 0.115
----=~~....;:.-'1
\~ .;.::. _,
,__
;' _,,
.:.----
CD~~~ER~ .. ?~INAGE AREA FOR FILTERRA DESIGN
FH~ Edit Vie:w Hetu -·-. --,,._, ------· -· -~-·· c' ~-, .,. ,. -,-,_,..,_, -"
·--·-... _ ·-· ... :.,,.._ __ _:,J_~~~--~~ .. .:.,..;..;;..:;_;__-::.,;,,;.,.~..:.--:;..;;;.~ .. "'·L"",;.~ , .,. . ......_~~~~-~-.. ~ ... ._._..,._. ____ ._;;.:;.. ' --·-~ .. ~ -• -._.~.~_.,;.:-~~~...,_-
D ~ liil I ei I,~•~ l\ --
I -I
~...,. :5= .1 =:we I
.......... I .. =
!F&raFl
Outlet 1 Outlet 2 Outlet 3
Downstream Connections ~ _ _ ]jo~ 1.,....16 ____ 1
l1--:-"'·;..;.."' ---"'I Facility Type
~ ....... ~f Facil)i _, ... '.l~·~·o.
Facitity Dimensions
Bottom L81'9h
Effective Depth
Left Side Slope
Bottom Side Slope
Right Side Slope
. Top Side Slope
I ,,
tnfiltration IYEs
H}'(iauic Cord.lctivlyflnll'vJ
Fikor materiol depth(ft)
I -
I
Total VQbne Flratec(&ae-ft)
'I ._ .. : -I I __ 111 (t olal Volt.me Through Riser(aae.fl)
Total Volt.me (acre-ft)
Perceli Filtered
~w~~ I
Quick Alte r
OuUet Structure
Riief H~(ft))o ... -_7 ---:-f
Riser Diameter{in) hoo -:1
Ri$er T )'Pe I Flat -:i
Notch Type
Orifice OMax Diameter Height
f 24.82 --:1 Number (In) (Ft) (cfs)
1 ro---:1 ro-~ 0 fre~ 2 ro--.-:, ro-,-:-f 0
11 .726 3 ro-~ro-~ 0
0.303
12.029 filer ~~orage Volume at Riser Head .OOl
97.48 Pond Increment Jo.io -:i
Show Pond Table jopen Table ~
•
f" '
~HM3 . .,; , . ~, _ , .. ,;,,:: -~-~"'----~ ,~.-~id
Jii.~ -~Elt -~~~-lf .. !lp ..------~ ·-· .~· .~.-;~.-;~~~~~~~~~~t~~~:~~-~~~~~~?~~~~~~=r~~~~-.. ~~~-,-~
Cl ~lil l at l t ~' Gt:\1 8 ... . ~
, . __ .:._ ___ .,_. _,-_ , " .. _ _ _ _ _ _ I IS't'Sand !film 2 Mitigated I -t, 1 l~ -l.1-·· · .... , ... J, J •.. n ~ ,
· Facility Name l~F2
0~~1 Outl~2 Outl~l
1 _ . .. 1 Downstream Connections
'Facility Type
lo . ~ 11Q~ . ~ 110 I
Sa'ldFter I
r{~~to'F~ Quick Filter
Facility Bottom Elevation (ft) jo .. .• .~,...,. . 1
Fadlity Dimensions · ·
--I' . Iii . -I Bottom Length If .lJ.£,:._~'.f ~-, ~:BottQmW'dh __ __.
ll> --~ I ~ . I I I
Effec.tive Depth
Left Sido Slope
BottClffi Side Slope
Right Side Slope
Top Side Slope
Infiltration [YE's -;-f
Hyct~ CondJclivilyffllhr)
Fil"' moterial deplh(ft)
'Total Volume Flrate<(acre-lt)
I _ ,,, •. J' ·~ -. . I ..: ---IT ota!Volume Through Aiser{acre-ft)
Total Volume (acre-ft)
Percent Filered
Outlet Structure
AiMr Height (ft) W.,--t"f
Riser Oi«nete,fr1) r,oo-'"!1
Riser Type !Flat "";'"f
Notch Type
Orifice Diameter Height OMax
!24.82 --=1 Number On) (Ft) (cfs)
~~ lo --:-1 o
r,:e--:-1 2 ro--:-i lo ~ o
20.421 3 ro--~ ~ "';1 0
1.02
21 .441 ~ilter· ~~age Voll.me at Riser Head .000
95.24 Pond Increment lo.1 o --:1
Show Pond Table lopen Table ~
u ·rnn• ',, I •I ~--....L-----~J I· . [ --I ~'
....... L.~..c..~
Iii wyJHMl
. Flit _l!lit _ View Help
D~lil l 5 1X~@
!fBterra,F3
Outlet 1 Outlet 2 Outlet 3 ,~nf FleJ ~ .! ,~ ' t , -,o ----,
Facility Dimensions
Bottom Length I u •• i 'tf-.~-. I >-~-'.tsa D J ,··," ~Bottom'wdh
Effective Depth
Left Side Slope
Bottom Side Slope
Rvt Side Slope
. 1 Top Side Slope
I n-.s:,:"''"' i:i'
Infiltration ~-;-!
Hy«tdc Conductivlyfinlhr) !24.82 -!1
Filer material depth(ft) rr:e-~
T otalVoklne Fitratec(aae-ft) 12279
a;:~·~ ·· t. 'J _IT otalVoune Through Rlser{acre-ft) 0.468
•• Total Vobne (acre-ft) 12. 748
96.32
~~~~~_,•r== [
Oui gs filter
Outlet Structure
Aiier HeighHft) ~ --!'-f
Riser Oiamete,fr1) r,oo-~
Aiier T we !Flat --!;
Notch Type
Orifice Diameter Height
Number (In) (A)
OMax
(ds) , ro--:-i ~ -!-1 0
2 ro-'":1 ~ -!1 0
3 re--'":1 ro-~ 0
~er ~\or age Volume at Riffl Head .IXXJ
Pond Increment ro:,o--;-j
Show Pond Table !Open Table -:-f
-~~ Fi te -Edit View 11 H~p~ . ?'"~,.. 5''2':"~"~'t,:"'.~it~~~
~.,..;w.. ""'""".,.....~. ~ .... "~~ ...... ~...-.........._. ' ' .
Cl ~lil l ci l ¥.. ~ft
f(lcllity Name !Fhrr~F'"4
Outl~l Outl~2 Outl~l
lo . ; I ro .. J ~,o ----1
_S~Fl,r. I
Quick Filter
Facility Bottom Elevation (ft) p · .,. ~ I
_Facility Dimensions
Bottom Length
· Bottom \vidth
Outlet Structure
Riser H~·(ft) -10-. 7-.-:,
RiJer DiameteqinJ J1 00 --:1
AisertYPe !Flat ~
Notch Type
lnfi~ra.tion 'IYEs r-:-l Orifice Dia.meter Height OMa.x .
H~dc Conduc;:tMYfrv'hrJ !24.82 ~ Number (In) (ft) (d.s)
1 ro-~to ~ 0
11.e '-:1 2 Jo ~ro-~ 0
Total Volt.me Filratec(acre-ft) 12.061 3 lo ~lo ~ 0
T otalVolt,ne Through Aiset{acre-ftJ 0.43
12.491 filter ~!orage Volume at Riier H~d .000
96.56 Pond Increment fo.10 ~
Show Pond Ta.hie fopen Table ~
Western Washington Hydrology Modal
PROJECT REPORT
Project Name:
Site Address:
City
Report Date
Gage
Data Start
Data End
Precip Scala:
WWHM3 Version:
Filterra
Renton
10/14/2013
Seatac
1948/10/01
1998/09/30
1.00
PREDEVELOPED LAND USE
Name Fl
Bypass: No
GroundWa ter: No
Pervious Land Use
C, Forest, Flat
Impervious Land Use
DRIVEWAYS FLAT
Element Flows To:
Acres
.037
Acres
0.086
Surface
Fl, Fl,
Interflow
Name Fl
Bottom Length: 4ft.
Bottom Width : 4ft.
Depth : 0.75ft.
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To 1
Side slope 4: 0 To 1
Filtration On
Hydrau1ic conductivity
Depth of filter medium
Discharge Structure
Riser Height: 0.7 ft.
Riser Diameter: 100 in.
Elem.ant Flows To:
24.82
i. 8
OUtlet 1 outlet 2
Groundwater
Sand Filter Hydraulic Table
S!:!9:e{~t! Area(acr) Voluaa{acr-~t! Dachr9(c£a) Inf'ilt(cfa)
0.000 0.000 0.000 0.000 0.000
0.008 0.000 0.000 0.000 0.000
0.017 0.000 0.000 0.000 0.000
0. 025 0.000 0.000 0.000 0.000
0.033 0.000 0.000 0.000 0.000
0.042 0.000 0.000 0.000 0.000
0.050 0.000 0.000 0.000 0.000
0.058 0.000 0.000 0.000 0.000
0.067 0.000 0.000 0.000 0.000
0.075 0.000 0.000 0.000 0.000
0.083 0.000 0.000 0.000 0.000
0 .092 0.000 0.000 0.000 0.000
0.100 0.000 0.000 0.000 0.000
0.108 0.000 0.000 0.000 0.000
0 .117 0.000 0.000 0.000 0.000
0.125 0.000 0.000 0.000 0.000
0.133 0.000 0.000 0.000 0.000
0 .142 0.000 0.000 0.000 0.000
0.150 0.000 0.000 0.000 0.000
0.158 0.000 0.000 0.000 0.000
0.167 0.000 0.000 0.000 0.000
0.175 0.000 0.000 0.000 0.000
0.183 0.000 0.000 0.000 0.000
0.192 0.000 0.000 0.000 0.000
0.200 0.000 0.000 0.000 0.000
0.208 0.000 0.000 0.000 0.000
0.217 0.000 0.000 0.000 0.000
0.225 0.000 0.000 0.000 0.000
0.233 0.000 0.000 0.000 0.000
0.242 0.000 0.000 0.000 0.000
0.250 0.000 0.000 0.000 0.000
0.258 0.000 0.000 0.000 0.000
0.267 0.000 0.000 0.000 0.000
0.275 0.000 0.000 0.000 0.000
0.283 0.000 0.000 0.000 0.000
0.292 0.000 0.000 0.000 0.000
0.300 0.000 0.000 0.000 0.000
0.308 0.000 0.000 0.000 0.000
0.317 0.000 0.000 0.000 0.000
0.325 0.000 0.000 0.000 0.000
0.333 0.000 0.000 0.000 0.000
0.342 0.000 0.000 0.000 0.000
0.350 0.000 0.000 0.000 0.000
0.358 0.000 0.000 0.000 0.000
0.367 0.000 0.000 0.000 0.000
0.375 0.000 0.000 0.000 0.000
0.383 0.000 0.000 0.000 0.000
0.392 0.000 0.000 0.000 0.000
0.400 0.000 0.000 0.000 0.000
0. 408 0.000 0.000 0.000 0.000
0.417 0.000 0.000 0.000 0.000
0.425 0.000 0.000 0.000 0.000
0. 433 0.000 0.000 0.000 0.000
0.442 0.000 0.000 0.000 0.000
0.450 0.000 0.000 0.000 0.000
0.458 0.000 0.000 0.000 0.000
0.467 0.000 0.000 0.000 0.000
0.475 0.000 0.000 0.000 0.000
0. 483 0.000 0.000 0.000 0.000
0. 492 0.000 0.000 0.000 0.000
0.500 0.000 0.000 0.000 0.000
0.508 0.000 0.000 0.000 0.000
0.517 0.000 0.000 0.000 0.000
0.525 0.000 0.000 0.000 0.000
0.533 0.000 0.000 0.000 0.000
0.542 0.000 0.000 0.000 0.000
0.550 0.000 0.000 0.000 0.000
0.558 0.000 0.000 0.000 0.000
0.567 0.000 0.000 0.000 0.000
0.575 0.000 0.000 0.000 0.000
0.583 0.000 0.000 0.000 0.000
0.592 0.000 0.000 0.000 0.000
0.600 0.000 0.000 0.000 0.000
0.608 0.000 0.000 0.000 0.000
0. 617 0.000 0.000 0.000 0.000
0. 625 0.000 0.000 0.000 0.000
0.633 0.000 0.000 0.000 0.000
0. 642 0.000 0.000 0.000 0.000
0.650 0.000 0.000 0.000 0.000
0.658 0.000 0.000 0.000 0.000
0.667 0.000 0.000 0.000 0.000
0.675 0.000 0.000 0.000 0.000
0.683 0.000 0.000 0.000 0.000
0.692 0.000 0.000 0.000 0.000
0.700 0.000 0.000 0.000 0.000
0.708 0.000 0.000 0.062 0.000
0. 717 0.000 0.000 0.175 0.000
o. 725 0.000 0.000 0.321 0.000
0.733 0.000 0.000 0.494 0.000
0.742 0.000 0.000 0.690 0.000
0.750 0.000 0.000 0.907 0.000
0.758 0.000 0.000 1.143 0.000
MITIGA'l'ED LAND USE
ANALYSIS RESULTS
F1ow Frequency Return
Return Period
2 year
5 year
10 year
25 year
50 year
100 year
Flow Frequency Return
Return Period
2 year
Periods for
Flow(cfa)
Pradevel.opad. POC t1
0
0
0
0
0
0
Periods for Mitigated.
Flow(cfs)
0
POC i1
5 year 0
10 year 0
25 year 0
50 year 0
100 year 0
Yearly Peaks for Predaveloped and Mitigated. POC 11
Year Predavelopecl Mitigated
Ranked Yearly Peaks for Predaveloped and Mitigated. POC 11
Rank Predeveloped Mitigated
POC fl
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predev Dav Percentage Pass/Fail
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
Wa"teir Quality BHP l'low and Volume for POC 1.
On-l.ine facility volume: 0.011 acre-feet
On-.line f'acil.ity target f'low: 0. 01 cfa.
Adjuated for 15 ain: 0.0132 cl'•.
Of'f-lina facility target fl.ow: 0.0069 d•.
Adjuated for 15 ai.n: 0.0075 cf'a.
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation is provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable
for any damages whatsoever (including without limitation to damages for loss of business profits, loss
of business information, business interruption, and the like) arising out of the use of, or inability
to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has
been advised of the possibility of such damages.
Western Washington Hydrology Model
PROJECT REPORT
Project Name:
Site Address:
City
Report Date
Gage
Data Start
Data End
Precip Scale:
WWHM3 Version:
Filterra
Renton
10/14/2013
Seatac
1948/10/01
1998/09/30
1.00
PREDEVELOPED LAND USZ
Name F2
Bypass: No
GroundWater: No
Parvious Land Use
C, Forest, Flat
Impervious Land Osa
DRIVEWAYS FLAT
Element Flows To:
Acres
.029
Acres
0.16
Surface
F2, F2,
Interflow
Name F2
Bottom Length: 6ft.
Bottom Width : 4ft.
Depth : 0.75ft.
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To 1
Side slope 4: 0 To l
Filtration On
Hydraulic conductivity
Depth of filter medium
Discharge Structure
Riser Height: 0.7 ft.
Riser Diameter: 100 in.
24.82
1. 8
Element Flows To:
outlet 1 outlet 2
Groundwater
Sand Filter Hydraulic Table
Sta~ (ft) Area (acr) Volume!acr-ft) D•chro(cf'e) In£i1t(cfa)
0.000 0.001 0.000 0.000 0.000
0.008 0.001 0.000 0.000 0.000
0.017 0.001 0.000 0.000 0.000
0.025 0.001 0.000 0.000 0.000
0.033 0.001 0.000 0.000 0.000
0.042 0.001 0.000 0.000 0.000
0.050 0.001 0.000 0.000 0.000
0.058 0.001 0.000 0.000 0.000
0.067 0.001 0.000 0.000 0.000
0.075 0.001 0.000 0.000 0.000
0.083 0.001 0.000 0.000 0.000
0.092 0.001 0.000 0.000 0.000
0.100 0.001 0.000 0.000 0.000
0.108 0.001 0.000 0.000 0.000
0.117 0.001 0.000 0.000 0.000
0.125 0.001 0.000 0.000 0.000
0.133 0.001 0.000 0.000 0.000
0.142 0.001 0.000 0.000 0.000
0.150 0.001 0.000 0.000 0.000
0.158 0.001 0.000 0.000 0.000
0.167 0.001 0.000 0.000 0.000
0.175 0.001 0.000 0.000 0.000
0.183 0.001 0.000 0.000 0.000
0 .192 0.001 0.000 0.000 0.000
0.200 0.001 0.000 0.000 0.000
0.208 0.001 0.000 0.000 0.000
0.217 0.001 0.000 0.000 0.000
0.225 0.001 0.000 0.000 0.000
0.233 0.001 0.000 0.000 0.000
0.242 0.001 0.000 0.000 0.000
0.250 0.001 0.000 0.000 0.000
0.258 0.001 0.000 0.000 0.000
0 .267 0.001 0.000 0.000 0.000
0.275 0.001 0.000 0.000 0.000
0.283 0.001 0.000 0.000 0.000
0.292 0.001 0.000 0.000 0.000
0.300 0.001 0.000 0.000 0.000
0.308 0.001 0.000 0.000 0.000
0.317 0.001 0.000 0.000 0.000
0.325 0.001 0.000 0.000 0.000
0.333 0.001 0.000 0.000 0.000
0.342 0.001 0.000 0.000 0.000
0.350 0.001 0.000 0.000 0.000
0.358 0.001 0.000 0.000 0.000
0.367 0.001 0.000 0.000 0.000
0.375 0.001 0.000 0.000 0.000
0.383 0.001 0.000 0.000 0.000
0. 392 0.001 0.000 0.000 0.000
0.400 0.001 0.000 0.000 0.000
0.408 0.001 0.000 0.000 0.000
0.417 0.001 0.000 0.000 0.000
0.425 0.001 0.000 0.000 0.000
0.433 0.001 0.000 0.000 0.000
0.442 0.001 0.000 0.000 0.000
0.450 0.001 0.000 0.000 0.000
0.458 0.001 0.000 0.000 0.000
0.467 0.001 0.000 0.000 0.000
0.475 0.001 0.000 0.000 0.000
0. 483 0.001 0.000 0.000 0.000
0. 492 0.001 0.000 0.000 0.000
0.500 0.001 0.000 0.000 0.000
0.508 0.001 0.000 0.000 0.000
0.517 0.001 0.000 0.000 0.000
0. 525 0.001 0.000 0.000 0.000
0.533 0.001 0.000 0.000 0.000
0.542 0.001 0.000 0.000 0.000
0.550 0.001 0.000 0.000 0.000
0.558 0.001 0.000 0.000 0.000
0.567 0.001 0.000 0.000 0.000
0.575 0.001 0.000 0.000 0.000
0.583 0.001 0.000 0.000 0.000
0.592 0.001 0.000 0.000 0.000
0.600 0.001 0.000 0.000 0.000
0.608 0.001 0.000 0.000 0.000
0.617 0.001 0.000 0.000 0.000
0.625 0.001 0.000 0.000 0.000
0.633 0.001 0.000 0.000 0.000
0. 642 0.001 0.000 0.000 0.000
0.650 0.001 0.000 0.000 0.000
0.658 0.001 0.000 0.000 0.000
0.667 0.001 0.000 0.000 0.000
0. 675 0.001 0.000 0.000 0.000
0.683 0.001 0.000 0.000 0.000
0.692 0.001 0.000 0.000 0.000
0.700 0.001 0.000 0.000 0.000
0.708 0.001 0.000 0.062 0.000
0. 717 0.001 0.000 0.175 0.000
0. 725 0.001 0.000 0.321 0.000
0.733 0.001 0.000 0.494 0.000
0.742 0.001 0.000 0.690 0.000
0.750 0.001 0.000 0.907 0.000
0.758 0.001 0.000 1.143 0.000
MJ:TIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return
Return Period
2 year
5 year
10 year
25 year
50 year
100 year
Flow Frequency Return
Return Period
2 year
Period.a for
Fl.ow(cfa)
Predevel.oped. POC #1
0
0
0
0
0
0
Periods for Mitigated.
Fl.ow(cfs)
0
POC ft1
5 year 0
10 year 0
25 year 0
SO year 0
100 year 0
Yearly Peaks for Pradevalopad and Mitigatad. POC fl
Year Pradavalopad Mitigated
Ranlcad Yearly Peaks for Pradavelopad and Mitigated. POC ll
Rank Predavalopad Mitigated
POC Ill
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predav Dev Percentage Pass/Fail
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
wate::c" Qual.ity ma l'low and VolmN :for POC 1.
On-li.na faoi.li.ty voluae: 0.0195 acre-feet
On-li.mt facility target flow: 0.01 cf'a.
Adjusted :for 15 ai.n: 0.025 c:fa.
Of:f-1.ine :faaili.t:y targat. f!l.ow: 0.0129 ds.
Adjuated :for 15 m.i.n: 0. 0143 af'a.
Perind and Impind Changes
No changes have been made.
This program and accompanying documentation is provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed
or implied1 including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable
for any damages whatsoever {including without limitation to damages for loss of business profits, loss
of business information, business interruption, and the like) arising out of the use of, or inability
to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has
been advised of the possibility of such damages.
Western Washington Hydrology Model
PROJECT REPORT
Project Name:
Site Address:
City
Report Date
Gage
Data Start
Data End
Preoip Scala:
WWHM3 Version:
Filterra
Renton
10/14/2013
Seatac
1948/10/01
1998/09/30
1.00
PREDEVELOPED LAND USE
Nam.a F3
Bypass: No
GroundWater: No
Pervious Land Use
C, Forest, Flat
Impervious Land Use
DRIVEWAYS FLAT
Element Flows To:
Acres
.015
Acres
0.1
Surface
F3, F3,
Interflow
Name F3
Bottom Length: 4ft.
Bottom Width : 4ft.
Depth : 0.75ft.
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To 1
Side slope 4: 0 To 1
Filtration On
Hydraulic conductivity
Depth of filter medium
Discharge Structure
Riser Haight: 0.7 ft.
Riser Diameter: 100 in.
24.82
1.8
Element Flows To:
outlet l outlet 2
Groundwater
Sand Filter Hydraulic Table
Sta5a:a (ft) Area i•cr! Vol.ume !•o.r-~t) Dach.rs: (els) In.f'il.t !cl'e)
0.000 0.000 0.000 0.000 0.000
0.008 0.000 0.000 0.000 0.000
0.017 0.000 0.000 0.000 0.000
0.025 0.000 0.000 0.000 0.000
0.033 0.000 0.000 0.000 0.000
0.042 0.000 0.000 0.000 0.000
0.050 0.000 0.000 0.000 0.000
0.058 0.000 0.000 0.000 0.000
0.067 0.000 0.000 0.000 0.000
0.075 0.000 0.000 0.000 0.000
0.083 0.000 0.000 0.000 0.000
0.092 0.000 0.000 0.000 0.000
0.100 0.000 0.000 0.000 0.000
0.108 0.000 0.000 0.000 0.000
0.117 0.000 0.000 0.000 0.000
0 .125 0.000 0.000 0.000 0.000
0.133 0.000 0.000 0.000 0.000
0.142 0.000 0.000 0.000 0.000
0.150 0.000 0.000 0.000 0.000
0.158 0.000 0.000 0.000 0.000
0.167 0.000 0.000 0.000 0.000
0.175 0.000 0.000 0.000 0.000
0.183 0.000 0.000 0.000 0.000
0 .192 0.000 0.000 0.000 0.000
0.200 0.000 0.000 0.000 0.000
0 .208 0.000 0.000 0.000 0.000
0.217 0.000 0.000 0.000 0.000
0.225 0.000 0.000 0.000 0.000
0.233 0.000 0.000 0.000 0.000
0.242 0.000 0.000 0.000 0.000
0.250 0.000 0.000 0.000 0.000
0 .258 0.000 0.000 0.000 0.000
0.267 0.000 0.000 0.000 0.000
0.275 0.000 0.000 0.000 0.000
0.283 0.000 0.000 0.000 0.000
0.292 0.000 0.000 0.000 0.000
0.300 0.000 0.000 0.000 0.000
0.308 0.000 0.000 0.000 0.000
0.317 0.000 0.000 0.000 0.000
0. 325 0.000 0.000 0.000 0.000
0.333 0.000 0.000 0.000 0.000
0.342 0.000 0.000 0.000 0.000
0.350 0.000 0.000 0.000 0.000
0.358 0.000 0.000 0.000 0.000
0.367 0.000 0.000 0.000 0.000
0.375 0.000 0.000 0.000 0.000
0.383 0.000 0.000 0.000 0.000
0.392 0.000 0.000 0.000 0.000
0.400 0.000 0.000 0.000 0.000
0.408 0.000 0.000 0.000 0.000
0.417 0.000 0.000 0.000 0.000
0.425 0.000 0.000 0.000 0.000
0.433 0.000 0.000 0.000 0.000
0.442 0.000 0.000 0.000 0.000
0.450 0.000 0.000 0.000 0.000
0. 458 0.000 0.000 0.000 0.000
0. 4 67 0.000 0.000 0.000 0.000
0.475 0.000 0.000 0.000 0.000
0.483 0.000 0.000 0.000 0.000
0. 492 0.000 0.000 0.000 0.000
0.500 0.000 0.000 0.000 0.000
0.508 0.000 0.000 0.000 0.000
0.517 0.000 0.000 0.000 0.000
0.525 0.000 0.000 0.000 0.000
0.533 0.000 0.000 0.000 0.000
0.542 0.000 0.000 0.000 0.000
0.550 0.000 0.000 0.000 0.000
0.558 0.000 0.000 0.000 0.000
0. 567 0.000 0.000 0.000 0.000
0.575 0.000 0.000 0.000 0.000
0.583 0.000 0.000 0.000 0.000
0.592 0.000 0.000 0.000 0.000
0.600 0.000 0.000 0.000 0.000
0.608 0.000 0.000 0.000 0.000
0.617 0.000 0.000 0.000 0.000
0.625 0.000 0.000 0.000 0.000
0.633 0.000 0.000 0.000 0.000
0.642 0.000 0.000 0.000 0.000
0.650 0.000 0.000 0.000 0.000
0.658 0.000 0.000 0.000 0.000
0. 667 0.000 0.000 0.000 0.000
0. 675 0.000 0.000 0.000 0.000
0. 683 0.000 0.000 0.000 0.000
0. 692 0.000 0.000 0.000 0.000
0.700 0.000 0.000 0.000 0.000
0.708 0.000 0.000 0.062 0.000
0. 717 0.000 0.000 0.175 0.000
o. 725 0.000 0.000 0.321 0.000
0.733 0.000 0.000 0.494 0.000
0.742 0.000 0.000 0.690 0.000
0.750 0.000 0.000 0.907 0.000
0.758 0.000 0.000 1.143 0.000
MITIGATED LAND USE
ANALYSIS RESULTS
F1ow Frequency Return
Return Period
2 year
5 year
10 year
25 year
50 year
100 year
Flow Frequency Return
Return Period
2 year
Periods for
Flow(cfs)
Pradeveloped. POC #1
0
0
0
0
0
0
Periods for Mitigated.
Flow(cfs)
0
POC fl
5 year 0
10 year 0
25 year 0
SO year 0
100 year 0
Yearly Peaks for Predeval.oped and Mitigated. POC Ill
Year Predavel.oped Mitigated
Ranked Yearl.y Peaks for Predaval.oped and Mitigated. POC fl
Rank Predavel.oped Mitigated
POC fl
Tha Facil.ity PASSED
The Facil.ity PASSED.
Fl.ow(CFS) Pradev Dev Percentage Pass/Fail.
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
Water Quality BNP l"lov and Vo.lume for PCX: 1.
On-li.ne facility voluae: 0.0121 acre-feet
On-line f'aci.l.ity target f'low: 0.01 cf'e.
Adjuat.ed f'or 15 min: 0.0156 c:fa.
Off'-line facility target fl.ow: 0.008 cfs .
.Adju•t.ad for 15 lllli.n: 0.009 cf•.
Parlnd and Implnd Changes
No changes have been made.
This program and accompanying documentation is provided 1 as-is 1 without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear creek
Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable
for any damages whatsoever (including without limitation to damages for loss of business profits, loss
of business information, business interruption, and the like} arising out of the use of, or inability
to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has
been advised of the possibility of such damages.
Western Washington Hydrology Model
PROJECT REPORT
Project Name:
Site Address:
City
Report Date
Gage
Data Start
Data End
Precip Scale:
WNHM3 Version:
Filterra
Renton
10/14/2013
Seatac
1948/10/01
1998/09/30
1.00
PREDEVELOPED LAND USE
Nam.a F4
Bypass: No
GrounclWa ter: No
Parvious Land Use
C, Forest, Flat
Impervious Land Use
DRIVEWAYS FLAT
Element Flows To:
Acres
.015
Acres
0.098
Surface
F4, F4,
Interf1ow
Name F4
Bottom Length: 4ft.
Bottom Width: 4ft.
Depth : 0. 75ft.
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To 1
Side slope 4: 0 To 1
Filtration On
Hydraulic conductivity
Depth of filter medi.wn
Discharge Structure
Riser Height: 0.7 ft.
Riser Diameter: 100 in.
Element Flows To:
24.82
1.8
Outlet 1 Outlet 2
Groundwater
Sand Filter Hydraulic Tabla
St!i•!ft2 Araa(acr} Volume!acr-ft2 Dechri!cf•2 Infi1t!cf•!
0.000 0.000 0.000 0.000 0.000
0.008 0.000 0.000 0.000 0.000
0.017 0.000 0.000 0.000 0.000
0.025 0.000 0.000 0.000 0.000
0.033 0.000 0.000 0.000 0.000
0.042 0.000 0.000 0.000 0.000
0.050 0.000 0.000 0.000 0.000
0.058 0.000 0.000 0.000 0.000
0.067 0.000 0.000 0.000 0.000
0.075 0.000 0.000 0.000 0.000
0.083 0.000 0.000 0.000 0.000
0.092 0.000 0.000 0.000 0.000
0.100 0.000 0.000 0.000 0.000
0.108 0.000 0.000 0.000 0.000
0.117 0.000 0.000 0.000 0.000
0.125 0.000 0.000 0.000 0.000
0.133 0.000 0.000 0.000 0.000
0.142 0.000 0.000 0.000 0.000
0.150 0.000 0.000 0.000 0.000
0.158 0.000 0.000 0.000 0.000
0.167 0.000 0.000 0.000 0.000
0.175 0.000 0.000 0.000 0.000
0.183 0.000 0.000 0.000 0.000
0.192 0.000 0.000 0.000 0.000
0.200 0.000 0.000 0.000 0.000
0.208 0.000 0.000 0.000 0.000
0.217 0.000 0.000 0.000 0.000
0 .225 0.000 0.000 0.000 0.000
0 .233 0.000 0.000 0.000 0.000
0.242 0.000 0.000 0.000 0.000
0.250 0.000 0.000 0.000 0.000
0.258 0.000 0.000 0.000 0.000
0.267 0.000 0.000 0.000 0.000
0.275 0.000 0.000 0.000 0.000
0.283 0.000 0.000 0.000 0.000
0.292 0.000 0.000 0.000 0.000
0.300 0.000 0.000 0.000 0.000
0.308 0.000 0.000 0.000 0.000
0.317 0.000 0.000 0.000 0.000
0.325 0.000 0.000 0.000 0.000
0.333 0.000 0.000 0.000 0.000
0.342 0.000 0.000 0.000 0.000
0.350 0.000 0.000 0.000 0.000
0.358 0.000 0.000 0.000 0.000
0.367 0.000 0.000 0.000 0.000
0.375 0.000 0.000 0.000 0.000
0.383 0.000 0.000 0.000 0.000
0.392 0.000 0.000 0.000 0.000
0.400 0.000 0.000 0.000 0.000
0.408 0.000 0.000 0.000 0.000
0. 417 0.000 0.000 0.000 0.000
0. 425 0.000 0.000 0.000 0.000
0.433 0.000 0.000 0.000 0.000
0.442 0.000 0.000 0.000 0.000
0.450 0.000 0.000 0.000 0.000
0. 458 0.000 0.000 0.000 0.000
0. 467 0.000 0.000 0.000 0.000
0.475 0.000 0.000 0.000 0.000
0. 483 0.000 0.000 0.000 0.000
0.492 0.000 0.000 0.000 0.000
0.500 0.000 0.000 0.000 0.000
0.508 0.000 0.000 0.000 0.000
0.517 0.000 0.000 0.000 0.000
0.525 0.000 0.000 0.000 0.000
0.533 0.000 0.000 0.000 0.000
0.542 0.000 0.000 0.000 0.000
0.550 0.000 0.000 0.000 0.000
0.558 0.000 0.000 0.000 0.000
0.567 0.000 0.000 0.000 0.000
0.575 0.000 0.000 0.000 0.000
0.583 0.000 0.000 0.000 0.000
0.592 0.000 0.000 0.000 0.000
0.600 0.000 0.000 0.000 0.000
0.608 0.000 0.000 0.000 0.000
0.617 0.000 0.000 0.000 0.000
0.625 0.000 0.000 0.000 0.000
0.633 0.000 0.000 0.000 0.000
0.642 0.000 0.000 0.000 0.000
0.650 0.000 0.000 0.000 0.000
0.658 0.000 0.000 0.000 0.000
0. 667 0.000 0.000 0.000 0.000
0.675 0.000 0.000 0.000 0.000
0.683 0.000 0.000 0.000 0.000
0.692 0.000 0.000 0.000 0.000
0.700 0.000 0.000 0.000 0.000
0.708 0.000 0.000 0.062 0.000
0. 717 0.000 0.000 0.175 0.000
0. 725 0.000 0.000 0.321 0.000
0.733 0.000 0.000 0. 494 0.000
0.742 0.000 0.000 0.690 0.000
0.750 0.000 0.000 0.907 0.000
0.758 0.000 0.000 1.143 0.000
MITIGATED LAND OSE
ANALYSIS RESULTS
F1ow Frequency Return
Return Period
2 year
5 year
10 year
25 year
50 year
100 year
Flow Frequency Return
Return Period
2 year
Periods for
Flow(cfs)
Predavalopad. POC 111
0
0
0
0
0
0
Periods for Mitigated.
Flow(cfs)
0
POC 11
5 year 0
10 year 0
25 year 0
50 year 0
100 year 0
Yearly Peaks for Predeveloped and Mitigated. POC 11
Year Predeveloped Mitigated
Ranked Yearly Peaks for Predaveloped and Mitigated. POC 11
Rank Predeveloped Mitigated
POC 11
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predav Dav Percentage Pasa/Fai1
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
0.0000 0 0 0 Pass
watar Quality BNP Flow and Volume f'or POC 1.
On-line facility volume: 0.0121 acre-feet
On-U..ne f'ac:.ility tar;.t f'low: 0. 01 d•.
Adjuated f'or 15 mi.a.: 0.0156 cfa.
Off-l.ine f'acili.ty targat f'l.ow: 0.008 c£a.
Adjusted f'or 15 ai.n: 0.009 cf's.
Parlnd and Implnd Changes
No changes have been made.
This program and accompanying documentation is provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable
for any damage:, whatsoever (including without limitation to damages for loss of business profits, loss
of business information, business interruption, and the like) arising out of the use of, or inability
to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has
been advised of the possibility of such dam.ages.
•
\
\
\
\
---
l
l
!I
I ,1r
:J;
, -----
372
CD ~~~E~~ .. ~~INAGE AREA FOR CONVEYANCE DESIGN
ii
---~
,. ... ----
-· ,----. --
\
I
I
I /
I
I
I
I
I
I
__ .,.--~ --.----
. __ .. ---
\
\
\
' \
' •. l •. \ ;
'\ \
-~-
----------________ .... -----·. .. -------------~---·
_;_~--; -------"
-~~--.,..,.-·
--·-~-------·--·--·-
~ ___ ... ------··
_____ ...,.---_ ..... ----·-
.• _,.-· -~-----_.------·-..... ----·
:
213087 Weltd'ts on Carr Road. Renton 100 year storm
Subbasin Summary
SN.._.., A,ea Weighted Tota Tota Total -rime Of
10 Runoff Rsnfal Rungff ...... ...... "°"""*""'
Coefficient -ac -els hh:mm:as
1 OA1 0.12 0.7000 0.00 0.28 0 OO:o8:18
2 DA2 0.10 0.8200 0.00 0.28 D 00:08:18
3 OA3 0.19 0.8000 0.05 0 ... 0 OO:Oe:18
40A4 0.12 0.8100 0.00 0.30 0 00:08:18
5DA5 0.11 0.8200 0.00 0.29 0 00:08:18
6 OA6 0.02 0.7400 0.01 0.06 0 00:08:18
MAXIMIM BYPASS FLOW FOR 6" BYPASS PIPE IS 0.66 CFS
Page2d14
Geotechnical Engineering Report
New Wendy's Restaurant
10619 SE Carr Road
Renton, Washington
July 2, 2013
Terracon Project No. B2135007
Prepared for:
The Wendy's Company
Tempe, Arizona
Prepared by:
Terracon Consultants, Inc.
Tacoma, Washington
RECEIVED
ocr222013
CiYY or -~;~f/Y(\f;j
P!_i-.i\Jf·<!.~,JG !_J/\//SJ~),": •
July 2. 2013
The Wendy's Company
1501 W. Mountainhead Parkway
Suite 601
Tempe, Arizona 85282
Attn: Ms. Valerie L. McCulloch
P: (602) 466-9207
E: Valerie.Mcculloch@wendys.com
Re: Geotechnical Engineering Report
New Wendy's Restaurant
16330 Bothell Everett Highway
Renton. Washington
Terracon Project No. 82135007
Dear Ms. McCulloch:
lrerracon
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for
the above referenced project. These services were performed in general accordance with the
Master Services Agreement (MSA) between The Wendy's Company and Terracon. dated
January 31. 2013 and Terracon's Proposal No. PB2130017. dated March 6. 2013. This
geotechnical engineering report presents the results of our subsurface exploration and provides
geotechnical recommendations concerning earthwork and the design and construction of
foundations. floor slabs, pavements, and utilities for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any q uestlons
concerning this report, or if we may be of further service, please contact us at (425) 771-3304.
Senior Staff Engineer >
/-,
l ; -// t:~ !!:::!!-~ --
Senior ProJect Geotechnical Engineer
Geotechnical • Environmental • Con,truction Materials • Facilities
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ............................................................................................................. i
1.0 INTRODUCTION ................................................................................................................. 1
2.0 PROJECT INFORMATION ................................................................................................. 1
2.1 Project Description .................................................................................................. 1
2.2 Site Location and Description .................................................................................. 2
3.0 SUBSURFACE CONDITIONS ............................................................................................ 2
3.1 Regional Geologic Conditions .................................................................................. 2
3.2 Surface Conditions .................................................................................................. 2
3.3 Subsurface Conditions ............................................................................................. 3
3.4 Groundwater ............................................................................................................ 3
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ......................................... 4
4.1 Geotechnical Considerations ................................................................................... 4
4 .2 Earthwork ................................................................................................................ 5
4.2.1 Site Preparation ....................................................................................... 5
4.2.2 Structural Fill ........................................................................................... 6
4.2.3 Compaction Requirements ...................................................................... 6
4.2.4 Grading and Drainage .............................................................................. 7
4.2.5 Construction Considerations ..................................................................... 7
4.3 Seismic Considerations ........................................................................................... a
4.4 Foundations ............................................................................................................. 9
4.4.1 Design Recommendations ....................................................................... 9
4.4.2 Construction Considerations ................................................................... 1 o
4.4.3 Below-grade Drainage ............................................................................ 11
4.5 Floor Slabs ............................................................................................................ 11
4.5.1 Design Recommendations ..................................................................... 12
4.5.2 Construction Considerations ................................................................... 12
4.6 Pavements ............................................................................................................ 13
4.6.1 Design Considerations........ .. ............................................................ 13
4.6.2 Estimates of Minimum Pavement Thickness ............................................ 13
4.6.3 Pavement Materials ................................................................................. 14
4.6.4 Pavement Drainage ................................................................................. 14
4.6.5 Pavement Maintenance ........................................................................... 14
5.0 GENERAL COMMENTS ................................................................................................... 15
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TABLE OF CONTENTS-continued
APPENDIX A -FIELD EXPLORATION
Exhibit A-1 Site and Exploration Plan
Exhibit A-2 Field Exploration Description
Exhibits A-3 to A-8 Boring Logs B-1 to B-6
APPENDIX B -LABORATORY TESTING
ExhiM B-1
Exhibit B-2
ExhiM B-3
Laboratory Testing Description
Grain Size Distribution
Organic Content
APPENDIX C -SUPPORTING DOCUMENTS
Exhibit C-1
Exhibit C-2
General Notes
Unified Soil Classification
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Geotechnical Engineering Report
New Wendy's Restaurant Renton, Washington
July 2, 2013 Terracon Project No. B2135007
EXECUTIVE SUMMARY
lrerracon
A geotechnical exploration has been performed for the new Wendy's Restaurant located near the
southwest corner of SE Carr Road and 108,,, Avenue SE in Renton, Washington. Terracon's
geotechnical scope of work included the advancement of six borings to approximate depths of 6%
to 16Y:. feet below existing site grades, document review, laboratory testing, geotechnical
engineering analysis, and preparation of this report.
The site appears suitable for the proposed construction based upon geotechnical conditions
encountered in the explorations and our current understanding of the proposed development.
The following geotechnical considerations were identified:
Subsurface Conditions: Explorations disclosed existing silty sand fill with organics to
depths of approximately 2Y:. to 6% feet above a 1 to 4 foot thick layer of medium stiff to
stiff silt. Below the fill and silt, medium dense silty sand was observed to 12 to 1 SY:. feet
above very dense glacial till. Groundwater was observed in three of the borings perched
above the glacial till at depths ranging from 8 to 1 OY:. feet below the ground surface.
Structural Fill: Due to fines content, occasional organics, and in situ moisture levels,
on-site existing fill and native soils are not suitable for reuse as structural fill. Imported
soils should consist of Select Borrow or Common Borrow meeting the requirements of
WSDOT section 9-03.14(2) and 9-03.14(3), respectively.
Foundations: Conventional shallow spread footings will provide adequate support for
the proposed structure provided that existing fill below the footings is completely
removed and the foundation subgrades are properly prepared. Footings bearing on silt
encountered below the fill or structural fill above the silt should be designed for an
allowable bearing capacity of 1,500 psf. An increased allowable bearing capacity of
2,500 psf may be used for footings bearing on at least 12 inches of structural fill if the
compressible silt soils are completely removed.
Floor Slabs: Concrete floor slabs may be supported by a capillary break layer above at
least 12 inches of compacted structural fill above compacted existing fill soils.
Seismic Design Considerations: The 2009 International Building Code, Table
1613.5.2 IBC seismic site classification for this site is C.
This summary should be used in conjunction with the entire report for design purposes. It
should be recognized that details were not included or fully developed in this section, and the
report must be read in its entirety for a comprehensive understanding of the items contained
herein. The section titled GENERAL COMMENTS should be read for an understanding of the
report limitations.
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GEOTECHNICAL ENGINEERING REPORT
NEW WENDY'S RESTAURANT
10619 SE CARR ROAD
RENTON, WASHINGTON
Terracon Project No. 62135007
July 2, 2013
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the
proposed new Wendy's Restaurant to be located near the southwest comer of SE Carr Road and
108'" Avenue SE in Renton. Washington. Our geotechnical engineering scope of work for this
project included the advancement of six borings ranging in depth from approximately 6% to 16%
feet below existing site grades. The purpose of these services is to provide information and
geotechnical engineering recommendations relative to:
•
•
•
subsurface soil conditions
earthwork
•
•
•
groundwater conditions
foundation design and construction
pavement design and construction floor slab design and construction
• seismic considerations
2.0 PROJECT INFORMATION
2.1 Project Description
Site layout
Structure
ITEM
Building construction
Maximum loads
Grading
! DESCRIPTION -+-------------
See Appendix A. Exhibit A-1: Site and Exploration Plan -------
· 3.520 square-foot one-story restaurant building
· Steel frame supported on conventional spread footings and slab on
_ grade floors (assumed)
~--
Columns: 60 kips (assumed)
Walls: 2 kif (assumed)
Slabs: 150 psi max (assumed)
Cuts and fills of less than 2 feet (assumed)
1
Geotechnical Engineering Report 1rerracon New Wendy's Restaurant · Renton, Washington
July 2, 2013 , Terracon Project No. 62135007
2.2 Site Location and Description
ITEM
Location
Section, Township, Range
Adjacent site features
DESCRIPTION --------------------
! The site is located south of SE Carr Road and west of 1 as''
, Avenue SE. The site is a roughly rectangular parcel that measures
: approximately 0.85 acres.
----------------
: NE Y. of NW Y. of Section 32, T23N, R5E
Developed retail/service properties to the east, west, and south.
SE Carr Road to the north. ----------------------
Current ground cover
Existing topography
; Asphalt covered parking lot bordered by landscaped areas to the
north and west and concrete retaining wall to the east. The s~e __ J_ als_c> contains a closed restaurant structure.
i Slopes gently up from north to south. Cast-in-place concrete
: retaining wall up to 8 feet tall along eastern border. Vegetated
' slope down to sidewalk and roadway on north and west site
, boundaries.
3.0 SUBSURFACE CONDITIONS
3.1 Regional Geologic Conditions
The USGS Geologic Map of the Renton Quadrangle, King County, Washington (GQ-405),
indicates the entire project site is underlain by glacially consolidated Vashon ground moraine
deposits (09,), mainly ablation till over lodgment till. The lodgment till soils are described as a
compact, unsorted mixture of sand, silt, clay and gravel and are commonly referred to as
hardpan. The lodgment till is nearly impermeable and relatively difficult to excavate, but
relatively stable in cut slopes. The ablation till is described as similar, but much Jess compact
and coherent.
3.2 Surface Conditions
The site is currently developed with a small, single story structure previously occupied by a
Shari's restaurant. The ground surface on the Jot slopes gently up from north to south and is
covered with asphalt-concrete paving. The pavement section typically consisted of
approximately 2 to 3 inches of asphalt-concrete over 3 to 4 inches of crushed rock base course
at our boring locations. Ivy covered slopes extend down to 106'" Street on the west side of the
site and down to SE Carr Road on the north side of the site.
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New Wendy's Restaurant , Renton, Washington
July 2, 2013 Terracon Project No. 82135007
3.3 Subsurface Conditions
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Subsurface conditions presented in this report are based on the conditions encountered at the
specific exploration locations. Variations in subsurface conditions may exist between the
exploration locations and the nature and extent of variations may not become evident until
construction. If variations then appear, it may be necessary to reevaluate the recommendations of
this report. Due to the existing building, Terracon was limited to where borings could be performed.
However, we are of the opinion that adequate information was obtained for the purpose of this
study.
Below the asphalt-concrete surfacing, each of the borings disclosed a layer of possibly
undocumented silty sand fill with organics to a depth of approximately 2% to 6% feet. Below the fill,
1 to 4 foot thick layer of medium stiff to stiff silt with variable sand content and occasional organics
was encountered above medium dense silty sand with trace gravel. Very dense glacial till was
observed below the medium dense silty sand at a depth of 12 to 15% feet to the full exploration
depths in borings B-1 and B-3.
Laboratory tests were conducted on selected soil samples and the test results are presented in
Appendix B. Laboratory test results indicate that both the native silty sand and silty sand fill
soils have a fines content (that portion passing the #200 sieve) ranging from approximately 37%
to 41%. A test on the near surface fill material at the south end of the site indicated an organic
content of over 6% by weight.
Specific conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the logs represent the approximate location of changes in soil types;
in-situ, the transition between materials may be gradual. Details for each of the borings can be
found on the boring logs included in Appendix A of this report.
3.4 Groundwater
The borings were observed while drilling and after completion for the presence and level of
groundwater. The water levels observed in the borings are noted on the attached boring logs, and
are summarized below:
Boring Number
8-1
8-3
8-6
Depth to groundwater while
drilling (ft)
------------~-------------
8
9
10%
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the explorations were performed. Therefore,
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groundwater levels during construction or at other times in the life of the structure may be higher
or lower than the levels indicated on the boring logs. Additionally, perched groundwater may
develop above low permeability layers, such as the glacial till observed at the bottom of borings
B-2 and B-3. The possibility of groundwater level fluctuations should be considered when
developing the design and construction plans for the project.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Based on our subsurface exploration program and analyses, the site appears suitable for the
proposed construction with the building supported by conventional shallow spread footings
bearing on native soils or properly compacted fill. Silty sand fill was observed in all explorations to
a depth of up to 6% feet. Fill, especially undocumented fill, by nature can be highly variable and
could very between sample locations. Therefore, it should be understood that there is a higher
risk of differential settlement or non-uniform subgrade behavior when constructing on existing fill.
This risk of unforeseen conditions cannot be eliminated without completely removing the existing
fill, but can be reduced by performing additional testing and evaluation.
Due to the risk of excessive settlements (both total and differentiaO resulting from the existing
undocumented fill soils mantling the site, we recommend one of the following options for
supporting the new building.
Overexcavation and Replacement: Removal of the fill and replacement with structural
fill is a typical measure for mitigating possible unsuitable fill soils. We recommend
complete removal of any fill soils below building footings and replacement with structural
fill. For practical and economic reasons, removal and replacement of existing fill soils
below floor slabs and pavements may be reduced to at least 12 inches, provided the
owner is willing to accept some risk of variable and unpredictable settlements.
Aggregate Piers: As an alternative to overexcavation and replacement, aggregate
piers could be installed below the building footings. Aggregate piers (one proprietary
type is called Geopiers) require specialized equipment but result in much smaller import
and export quantities. If the owner wishes to utilize aggregate piers for this site, we can
provide supplemental information upon request.
Geotechnical engineering recommendations for foundation systems, floor slabs, pavements,
and other earth related phases of the project are outlined below. The recommendations
contained in this report are based upon the results of data presented herein, engineering
analyses, and our current understanding of the proposed project. ASTM and Washington State
Department of Transportation (WSDOT) specification codes cited herein respectively refer to
the current manual published by the American Society for Testing & Materials and the 2012
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New Wendy's Restaurant , Renton, Washington
July 2, 2013, Terracon Project No. B2135007
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edition of the WSDOT Standard Specifications for Road, Bridge, and Municipal Construction
(Publication M41-10).
4.2 Earthwork
The following sections present our recommendations for site preparation, subgrade preparation
and placement of structural fills on the project. The recommendations presented for design and
construction of earth-supported elements including foundations, slabs and pavements are
contingent upon following the recommendations outlined in this section.
Earthwork on the project should be observed and evaluated by Terracon. The evaluation of
earthwork should include observation and testing of structural fill, subgrade preparation,
foundation bearing soils, and other geotechnical conditions exposed during the construction of
the project.
4.2.1 Site Preparation
Site stripping in the conventional sense will be limited to existing landscape areas. Stripping
efforts should include removal of any vegetation, organic materials, and deleterious debris from
areas slated for structural fill placement and in building and pavement locations.
All elements of existing structures should be removed completely from the site. Excavations
associated with removing existing site improvements should be backfilled with structural fill
placed and compacted in accordance with the recommendations presented in this report.
Existing underground utilities, such as storm sewer, sanitary sewer pipe, and water line that will
not be used as part of the new development should either be removed completely or filled with
Controlled Density Fill (CDF) conforming to WSDOT section 2-09.3(1)E, Backfilling. In the
event that existing utilities are abandoned in place, we recommend density testing of the trench
backfill in order to verify that it is compacted to the density recommendations provided herein.
The silty sand and silt soils encountered in the borings may be sensitive to disturbance from
construction activity and increased moisture. If precipitation occurs prior to or during
construction, the near-surface soils could increase in moisture content and become more
susceptible to disturbance. Construction activity should be monitored, and should be curtailed if
the construction activity is causing subgrade disturbance. A Terracon representative can help
with monitoring and developing recommendations to aid in limiting subgrade disturbance.
After building and pavement removal and excavation to subgrade elevation, proofrolling of
pavement and building slab areas should be performed with heavy rubber tire construction
equipment such as a fully loaded tandem-axle dump truck. A geotechnical engineer or his
representative should observe proofrolling to aid in locating unstable subgrade materials.
Proofrolling should be performed after a suitable period of dry weather to avoid degrading an
otherwise acceptable subgrade and to reduce the amount of remedial work required. Unstable
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New Wendy's Restaurant , Renton, Washington
July 2, 2013 . Terracon Project No. 62135007
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materials located should be stabilized as directed by the engineer based on conditions observed
during construction. Replacement and densification in place are typical remediation methods.
4.2.2 Structural Fill
All fill material placed in building, pavement, and non-landscaped areas should be placed in
accordance with the recommendations herein for structural fill. The suitability of soils used for
structural fill depends primarily on their grain-size distribution and moisture content when they
are placed. As the fines content (that soil fraction passing the U.S. No. 200 Sieve) increases,
soils become more sensitive to small changes in moisture content. Soils containing more than
about 5 percent fines (by weight) may exhibit difficulty in compacting to a firm, unyielding
condition when the moisture content is more than 2 percentage points above or below optimum.
Optimum moisture content is the moisture at which the maximum dry density for the material is
achieved in the laboratory following ASTM procedures.
We understand that only minor cuts are planned for the site after removal of the existing
structure and pavements. However, removal of the existing fill soils may generate large soil
quantities during site grading. These moisture-sensitive soils include a significant percentage of
organics and are therefore not considered acceptable for reuse as structural fill. Silt and sandy
silt soils encountered at approximately 2% to 6% feet below the ground surface are extremely
moisture-sensitive and may be difficult or impossible to compact to a firm, non-yielding condition
if exposed to moisture. Disturbed site soils will likely need to be hauled off site for disposal if
disturbed.
The type of imported fill used at the site should depend on the weather conditions at the time of
placement and the anticipated weather conditions until the fill subgrades are protected. All-
weather fill should consist of Select Borrow meeting the requirements of WSDOT section 9-
03.14(2), with the modification of a maximum of 5 percent by weight passing the US No. 200
mesh sieve. Select Borrow is recommended for use in wet weather conditions, and for filling in
wet site or trench conditions to reduce the risk of wet weather delays during the winter and
spring months. Dry-weather fill can consist of Common Borrow, which is a lesser quality, more
moisture-sensitive soil that can be compacted to a firm and non-yielding condition. Common
Borrow should meet the requirements of WSDOT section 9-03.14(3) and only be used during
dry conditions. The maximum particle size for both Select Borrow and Common Borrow may
need to be reduced in certain areas, such as directly surrounding and above buried utilities.
The use of other fill types should be reviewed and approved by Terracon.
4.2.3 Compaction Requirements
Structural fill materials should be placed in horizontal lifts not exceeding about 12 inches in
loose thickness. We recommend that each lift then be thoroughly compacted with a mechanical
compactor to a uniform density of at least 95 percent, based on the modified Proctor test (ASTM
D 1557). Where light compaction equipment is used, as is typical within a few feet of retaining
walls and in utility trenches, the lift thickness may need to be reduced to achieve the desired
degree of compaction. Soils removed which will be used as structural fill should be protected to
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New Wendy's Restaurant Renton, Washington
July 2, 2013 "Terracon Project No" B2135007
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aid in preventing an increase in moisture content due to rain and other factors" Moisture
contents at the time of compaction should be within 2 percent of the optimum moisture content.
4.2.4 Grading and Drainage
Adequate positive drainage should be provided during construction and maintained throughout
the life of the development to prevent an increase in moisture content of the foundation,
pavement and backfill materials" Surface water drainage should be controlled to prevent
undermining of cut and fill slopes and structures during and after construction"
Gutters and downspouts that drain water a minimum of 1 O feet beyond the footprint of the
proposed structures are recommended" This can be accomplished through the use of splash-
blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the
downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity-
drains collected wateL Alternatively, roof drains may be tied directly into the site storm system
or terminated over paved surfaces; provided the pavements are sloped adequately away from
the building to prevent water from infiltrating into soils supporting the foundations and floor
slabs" Splash-blocks should also be considered below hose bibs and water spigots"
4.2.5 Construction Considerations
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
Upon completion of filling and grading, care should be taken to maintain the subgrade moisture
content prior to construction of floor slabs and pavements" Construction traffic over the
completed subgrade should be avoided to the extent practical. The site should also be graded
to prevent ponding of surface water on the prepared subgrades or in excavations" If the
subgrade should become frozen, desiccated, saturated, or disturbed, the affected material
should be removed or these materials should be scarified, moisture conditioned, and
recompacted prior to floor slab and pavement construction and observed by Terracon"
Surface water should not be allowed to pond on the site and soak into the soil during
construction" Construction staging should provide drainage of surface water and precipitation
away from the building and pavement areas" Any water that collects over or adjacent to
construction areas should be promptly removed, along with any softened or disturbed soils"
Surface water control in the form of sloping surfaces, drainage ditches and trenches, and sump
pits and pumps will be important to avoid ponding and associated delays due to precipitation
and seepage"
Groundwater was encountered at 8 to 1 OY:. feet in three of the borings during our exploration"
Based on our understanding of the proposed development, we don't expect groundwater to
significantly affect construction, except possibly for deeply buried utilities" If groundwater is
encountered during construction, some form of temporary dewatering may be required"
Conventional dewatering methods, such as pumping from ditches and sumps, should likely be
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New Wendy's Restaurant , Renton, Washington
July 2, 2013 · Terracon Project No. B2135007
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adequate for temporary removal of any groundwater encountered during excavation at the site.
It should be noted that the groundwater conditions at the site are expected to vary over time
depending on season and recent weather conditions.
All temporary excavations should comply with applicable local, state and federal safety
regulations, including the current Occupational Health and Safety Administration (OSHA)
Excavation and Trench Safety Standards. The grading contractor, by contract, is usually
responsible for designing and constructing stable, temporary excavations and should shore,
slope or bench the sides of the excavations as required to maintain stability of both the
excavation sides and bottom.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean that Terracon is assuming any responsibility
for construction site safety or the contractor's activities; such responsibility shall neither be
implied or inferred.
Terracon should be retained during the construction phase of the project to observe earthwork
operations and to perform necessary tests and observations during subgrade preparation,
placement and compaction of structural fill, backfilling of excavations, and just prior to
construction of foundations and floor slabs.
4.3 Seismic Considerations
As part of our services. we evaluated the risk of liquefaction at this site. Based on our
understanding of groundwater and geology at the site, it is our opinion that the risk of
liquefaction at the site is low. The potential for seismic related settlement is also considered
low. Based on our analyses, foundation bearing capacity failure is considered unlikely, and
settlement of greater than 1 inch is considered unlikely during a design-level earthquake
provided the soils in the building pad are prepared as recommended in this report. It is our
opinion that no additional engineering geology investigations or geologic hazard evaluations are
necessary relative to seismic hazards for this project.
We reviewed the USGS Earthquake Hazards Program Quaternary Faults and Folds Database
available online (http://earthguake.usqs.gov/reqional/qfaults/usmap.php). The nearest fault to
the project site is the Seattle fault zone approximately five miles north/northwest of the project
site. According to this source, the fault age is in the less than 15,000 years category, has been
mapped with west striking features, and is in the slip rate category of between 0.2 and 1.0
mm/year. Based on the information described above, we estimate that the risk associated with
surface rupture at the site is low.
Values provided below are based upon data from the 2002 USGS National Seismic Hazard
Mapping Project. The table summarizes our recommended seismic design criteria.
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New Wendy's Restaurant • Renton, Washington
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DESCRIPTION
2009 International Building Code Site
Classification (IBC) 1
Site Latitude
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VALUE
c2
47.4448° N
--+-----------------"·-------·---Site Longitude 122.19860 w
Ss Spectral Acceleration for a Short Period for 1.382g Site Class B -------------··---_ __;_ ____________ _ s, Spectral Acceleration for a 1-Second Period
for Site Class B 0.472g
F, Site Coefficient for a Short Period 1.00
-· -------·-----
F, Site Coefficient for a 1-Second Period 1.328 ---------------
1. The 2009 International Building Code (IBC) indicates that the seismic site classification is based on
the average soil and bedrock properties in the top 100 feet. The current scope does not include a
100-foot soil profile determination. This seismic site class definition considers that soils encountered
at depth in our borings continue below the termination depth. Additional exploration to deeper depths
would be required to confirm the conditions below the current depth of exploration.
2. Site Class C applies to an average soil profile within the top 100 feet consisting predominantly of
very dense soils. These soils are characterized by Standard Penetration Test blowcounts of
greater than 50, a shear wave velocity of between 1,200 and 2,500 feet per second. and an
undrained shear strength of greater than 2,000 pounds per square foot.
4.4 Foundations
In our opinion, conventional spread footings will provide adequate support for the proposed
building provided that the foundation subgrades are properly prepared. Foundation support for
the proposed structures may be obtained from either undisturbed native soils or new structural
fill placed in accordance wrrh the recommendations in this report. Existing, possibly
undocumented fill materials were encountered in our explorations within the proposed building
area to depths of up to SY. feet below existing site grades. The following foundation design
recommendations for the proposed structure are based on the assumption that (1) all fill
materials below the footings will be completely removed and replaced. or (2) aggregate piers
will be installed below the footings.
4.4.1 Design Recommendations
The allowable foundation bearing pressures apply to dead loads plus design live load
condrrions. The design bearing pressure may be increased by one-third when considering total
loads that include wind or seismic conditions. The weight of the foundation concrete below
grade may be neglected in dead load computations.
Footings. foundations. and masonry walls should be reinforced as necessary to reduce the
potential for distress caused by differential foundation movement. The use of joints at openings
or other discontinurries in masonry walls is recommended.
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DESCRIPTION
Net allowable bearing pressure 1
Minimum dimensions
Minimum embedment below finished grade for
frost protection 2
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Column Wall
1,500 psi 1,500 psi
24 inches 16inches
18 inches 18 inches
Allowable passive pressure 3 300 pct (triangular distribution)
Ultimate coefficient of sliding friction 0.40
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuttable fill or soft
soils, if encountered, will be removed and replaced wtth structural fill. Based upon a Factor of
Safety of 3.
2. Applies to perimeter footing and footings beneath unheated areas. Interior footings should bear a
minimum of 12 inches below finished grade. Finished grade is the lowest adjacent grade for
perimeter footings and fioor level for interior footings.
3. Assumes that foundation backfill is compacted in accordance with the Earthwork section of this
report. Based upon a Factor of Safety of 1.5.
The above allowable bearing pressure recommendations assume footings for the proposed
structure bear on native silt soils encountered below the existing fill or on structural fill placed
above the sill soils. If the native silt soils observed to depths of up to 9'h feet below existing
grades are removed, allowable bearing pressures may be increased to 2,500 psf for both
column and wall footings bearing on at least 12 inches of structural fill placed above the native
silty sands encountered below the silt. The lateral extent of existing fill and native silt removal
and replacement for building footings should be two-thirds of the depth of excavation on all
sides. As discussed in the Earthwork section of this report, due to the in sttu moisture and high
fines content, the native silt soils will not be suitable for reuse as structural fill and will need to
be hauled off site for disposal.
4.4.2 Construction Considerations
The base of all foundation excavations should be free of water and loose soil and rock prior to
placing concrete, and should be compacted as recommended in this report. Concrete should
be placed soon after excavating and compaction to reduce bearing soil disturbance. We
recommend that Terracon be retained to observe and test the soil foundation bearing materials.
If the soil condttions encountered differ from those presented in this report, supplemental
recommendations will be required.
If undocumented fill or unsuttable bearing soils are encountered in footing excavations, the
excavations should be extended deeper to suttable soils. The footings could bear directly on
these soils at the lower level or on lean concrete or compacted structural fill extending down to
the suitable soils. If compacted structural fill is utilized, overexcavation below footings should
extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation
depth below footing base elevation. The overexcavation should then be backfilled up to the
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Geotechnical Engineering Report
New Wendy's Restaurant , Renton, Washington
July 2, 2013 Terracon Project No. B2135007
,rerracon
footing base elevation with structural fill placed in lifts of 12 inches or less in loose thickness and
compacted to at least 95 percent of the material's maximum modified Proctor (ASTIM D-1557)
dry density per the recommendations in the Earthwork section of this report. The
overexcavation and backfill procedure is illustrated in the figures below.
[•c,si~,
Footing :...ev~
Recc,mrn':lro;!ei:!
Excav:11Kll, L&vel .,...
LEAN
CONCRETE
Lean Concrete Backfill
R&commli.>rl(lo:IC
E•,::a~oMn ,_811~
COMPACTED
STRUCTURAL D
FILL
~--'---,.--,'----'
Overexcavation I Backfill
NOTE: Excavations in sketches sho·.~·r, -.,ertical for conveni6nce. Excavations should be sloped as necessary for safety.
4.4.3 Below-grade Drainage
In our opinion, the new building should be provided with a permanent footing drain system to
reduce the risk of future moisture problems. Footing drains should consist of a minimum 4-inch-
diameter, Schedule 40, rigid, perforated PVC pipe placed at the base of the footing with the
perforations facing down. The pipe should be surrounded by a minimum of 6 inches of drain
rock, conforming to WSDOT section 9-03.12(4) Gravel Backfill for Drains. A non-woven filter
fabric, such as Mirafi 140N or equivalent, should envelope the drain rock. Footing drains should
be directed toward appropriate stormwater discharge facilities. Ideally, the drain invert would be
installed at or slightly below the base of the perimeter footings.
Roof downspouts, parking lot drains, and drains from any other runoff surfaces should not be
tied into the perforated piping system of the foundation drains. Instead, the runoff water
collected from such sources should be routed through a separate tightline piping system and
sent to a municipal catch basin or other appropriate discharge location.
4.5 Floor Slabs
As discussed in section 4.1 of this report, due to the presence of existing, possibly
undocumented, fill soils within the proposed building pad, floor slabs for the proposed structure
should be supported on at least 12 inches of new structural fill placed in accordance with the
recommendations provided in this report. Existing fill soils that remain below the 12 inches of
new structural fill should be further assessed during construction and recompacted as
necessary to meet to the compaction recommendations in this report. Design recommendations
for floor slabs are presented in the following sections.
Responsive Resourceful Reliable 11
Geotechnical Engineering Report
New Wendy's Restaurant · Renton, Washington
July 2, 2013 , Terracon Project No. 82135007
4.5.1 Design Recommendations
DESCRIPTION VALUE
Interior floor system' --·~-----· ·--'--------
Slab-on-grade concrete.
lrerracon
Floor slab subgrade
Minimum 12 inches of imported structural fill compacted in
accordance with the Earthwork section of this report. -----~---~-
Base course/capillary break' · 4-inch compacted layer of free draining, uniform gravel.
1 _ Floor slabs should be structurally independent of any building footings or walls to reduce fioor slab
cracking caused by differential movements between the slab and foundation. Narrower, turned-
down slab-on-grade foundations may be utilized at the approval of the structural engineer. The
slabs should be appropriately reinforced to support the proposed loads.
2. To provide a capillary break, the base course should consist of clean, free-draining, uniformly
graded gravel, containing less than 5 percent fines, based on that soil fraction passing the US No.
4 sieve. Alternatively, material meeting the requirements of WSDOT section 9-03.9(3) Crushed
Surtacing Top Course could be considered, with the modification of a maximum of 5 percent by
weight passing the US No. 200 mesh sieve.
Where appropriate, saw-cut control joints should be placed in the slab to help control the
location and extent of cracking. For additional recommendations refer to the ACI Design
Manual. Joints or any cracks in pavement areas that develop should be sealed with a water-
proof, non-extruding compressible compound specifically recommended for heavy duty concrete
pavement and wet environments.
The use of a vapor retarder or barrier should be considered beneath concrete slab-on-grade
floors that will be covered with wood, tile, carpet or other moisture-sensitive or impervious
coverings, or when the slab will support equipment sensitive to moisture. When conditions
warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI
302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor
retarder/barrier. To avoid puncturing of the vapor barrier, construction equipment should not be
allowed to drive over any vapor retarder material.
4.5.2 Construction Considerations
On most project sites, the site grading is generally accomplished early in the construction phase.
However as construction proceeds, the subgrade may be disturbed due to utility excavations,
construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be
suitable for placement of the capillary break and concrete and corrective action may be required.
We recommend the area underlying the floor slab be rough graded and then thoroughly
proofrolled prior to final grading and placement of capillary break material. Particular attention
should be paid to high traffic areas that were rutted and disturbed earlier and to areas where
backfilled trenches are located. Areas where unsuitable conditions are located should be repaired
by removing and replacing the affected material with properly compacted structural fill. All floor
slab subgrade areas should be moisture conditioned and properly compacted to the
Responsive Resourceful Reliable 12
Geotechnical Engineering Report
New Wendy's Restaurant .· Renton, Washington
July 2, 2013 , Terracon Project No. B2135007
1rerracon
recommendations in this report immediately prior to placement of the capillary break and
concrete.
We recommend subgrades be maintained at the proper moisture condition until floor slabs are
constructed. If the subgrade should become desiccated prior to construction of floor stabs, the
affected material should be removed or the materials scarified, moistened, and recompacted.
Upon completion of grading operations in the building areas, care should be taken to maintain
the recommended subgrade moisture content and density prior to construction of the building
floor slabs.
4.6 Pavements
4.6.1 Design Considerations
We anticipate that traffic loads will be produced primarily by automobile traffic and occasional
delivery and trash removal trucks. The thickness of pavements subjected to heavy truck traffic
should be determined using expected traffic volumes, vehicle types, and vehicle loads and should
be in accordance with local, cny or county ordinances.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design
and layout of pavements:
Final grade adjacent to parking lots and drives should slope down from pavement edges at
a minimum 2%;
The subgrade and the pavement surface should have a minimum Y. inch per foot slope to
promote proper surface drainage;
Install pavement drainage surrounding areas anticipated for frequent wetting (e.g.,
landscaping areas, etc.);
Install joint sealant and seal cracks immediately;
Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils, and;
Place compacted, low permeability backfill against the exterior side of curb and gutter
4.6.2 Estimates of Minimum Pavement Thickness
Please note that the pavement section recommendations provided below do not consider heavy
construction vehicle loading. If the pavements will be subjected to construction traffic, we
recommend provisions be made during the pavement design to include an allowance for
construction traffic or repairing the pavements and placing a new wearing surface near the end
of construction should be anticipated. The light-duty pavement section alternatives are
appropriate for areas that will be frequented largely by passenger vehicles. The heavy-duty
pavement section would be appropriate for areas frequented by heavier delivery vehicles and
garbage trucks.
Responsive Resourceful Reliable 13
Geotechnical Engineering Report
New Wendy's Restaurant Renton, Washington
July 2, 2013 Terracon Project No. 62135007
lrerracan
As a minimum, we recommend the following typical pavement sections be considered for
asphalt concrete pavement areas.
Material
Minimum Thickness (inches)
Standard-Duty Traffic Heavy-Duty Traffic
... ---· -·-· ---------.
Subgrade At least 1 foot of compacted existing fill or new structural fill
Crushed Aggregate Base
Asphalt Concrete Pavement
Total Pavement Section
4.6.3 Pavement Materials
6 6
2% 3%
8Y2 9%
Crushed aggregate base should confonm to WSDOT section 9-03.9(3) Base Course and be
compacted to a minimum of 95 percent of the material's modified Proctor (ASTM D-1557,
Method C) maximum dry density. Where base course thickness exceeds 8 inches, the material
should be placed and compacted in two or more lifts of equal thickness.
We recommend that the asphalt concrete conform to WSDOT sections 5-04 and 9-02.1(4) for
PG 58-22 or PG 64-22 Perfonmance Graded Asphalt Binder. We also recommend using a mix
with aggregate meeting the requirements presented in WSDOT sections 9-03.8(2) and 9-03.8(6)
for a %-inch or %-inch gradation. Asphalt pavements should be compacted to a minimum of 92
percent of the Rice (theoretical maximum) density or 96 percent of Marshall (maximum
laboratory) density.
4.6.4 Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond
on or adjacent to the pavements could saturate the subgrade and contribute to premature
pavement deterioration. In addition, the pavement subgrade should be graded to provide positive
drainage within the crushed aggregate base section.
4.6.5 Pavement Maintenance
It should be realized that asphalt concrete pavements (ACPs) are not maintenance-free. The
pavement sections provided above represent our minimum recommendations for an average level
of perfonmance for a 10-year design period. Thicker asphalt and base course would offer better
long-term perfonmance, but would cost more initially; thinner courses would be more susceptible
to distress and failure. As such, pavement design can be considered a compromise between a
high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs.
The pavement sections provided in this report represent minimum recommended thicknesses
and, as such, periodic maintenance should be anticipated. Therefore preventive maintenance
should be planned and provided for through an on-going pavement management program.
Preventive maintenance activtties are intended to slow the rate of pavement deterioration, and to
Responsive Resourceful Reliable 14
Geotechnical Engineering Report
New Wendy's Restaurant , Renton, Washington
July 2, 2013 · Terracon Project No. 62135007
lrerracon
preserve the pavement investment. Preventive maintenance consists of both localized
maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface
sealing). Preventive maintenance is usually the first priority when implementing a planned
pavement maintenance program and provides the highest return on investment for pavements.
Prior to implementing any maintenance, additional engineering observation is recommended to
determine the type and extent of preventive maintenance. Even with periodic maintenance, some
movements and related cracking may still occur and repairs may be required.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth-related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
Responsive Resourceful Reliable 15
APPENDIX A
FIELD EXPLORATION
LEGEND:
SB-1
"'80('5 aJTPACi'CB ~ $G. Fr.+/-
BORING NUMBER AND
APPROXIMATE LOCATION
20 0 5 10
SCALE IN FEET
20
L.
__ .:=.iiL..-___;=~i.:==--..;;::;.:=::....iL-5-IT_E_A_N_D_EX_P..;,.L_O_RA~T-10-N-PLA-N--'~
New Wendy's Restaurant
1 0619 SE Carr Road
Renton, Washington
--POO
_ ..
02135007 llerracon _,, ...
RMS AS SHOWN ._,. FiillNII. Conllulting Enginl!ll!II'& and Scientists
RMS ExA1 _., -ZUI s 611111Shll. •a _ ......
POD June2013 PH.{2$ljmal FAX.!2$1)513-8a
Geotechnical Engineering Report
New Wendy's Restaurant · Renton, Washington
July 2, 2013 , Terracon Project No. 92135007
Field Exploration Description
llerracon
The subsurface exploration consisted of drilling and sampling 6 borings at the site to depths
ranging from about 6Y:z to 16Y:z feet below existing grade. The boring locations were laid out by
Terracon personnel. Distances from these locations to the reference features indicated on the
attached diagram are approximate and were estimated. The locations of the borings should be
considered accurate only to the degree implied by the means and methods used to define them.
The borings were drilled with a truck-mounted rotary drill rig using hollow stem augers to
advance the boreholes. Representative soil samples were obtained by the split-barrel sampling
procedure. In the split-barrel sampling procedure, the number of blows required to advance a
standard 2-inch O.D. split-barrel sampler the last 12 inches of the typical total 18-inch
penetration by means of a 140-pound hammer with a free fall of 30 inches, is the standard
penetration resistance value (N). These values are indicted on the borings logs at the depths of
occurrence. This value is used to estimate the in-situ relative density of cohesionless soils and
the consistency of cohesive soils. The sampling depths and penetration distance, plus the
standard penetration resistance values, are shown on the boring logs. The samples were
sealed and taken to the laboratory for testing and classification.
A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings
performed on this site. A greater efficiency is typically achieved with the automatic hammer
compared to the conventional safety hammer operated with a cathead and rope. Published
correlations between the SPT values and soil properties are based on the lower efficiency
cathead and rope method. This higher efficiency affects the standard penetration resistance
blow count (N) value by increasing the penetration per hammer blow over what would obtained
using the cathead and rope method. The effect of the automatic hammer's efficiency has been
considered in the interpretation and analysis of the subsurface information for this report.
Field logs of each boring were prepared by the engineer on site. These logs included visual
classifications of the materials encountered during drilling as well as the engineer's
interpretation of the subsurface conditions between samples. Final boring logs included with
this report represent an interpretation of the field logs and include modifications based on
laboratory observation and tests of the samples obtained in the field. The enclosed boring logs
indicate the vertical sequence of soils and materials encountered in each exploration. Where a
soil contact was observed to be gradational, our logs indicate the average contact depth.
The samples were classified in the laboratory based on visual observation, texture and
plasticity. The descriptions of the soils indicated on the boring logs are in general accordance
with the enclosed General Notes and the Unified Soil Classification System. Estimated group
symbols according to the Unified Soil Classification System are given on the boring logs. A brief
description of this classification system is included in Appendix C of this report.
i
i
L -.
-----"~------·------------------------
Exhibit A-~
BORING LOG NO. B-1 Page 1 of 1
PROJECT: New Wendy's Restaurant CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
(!) LOCATION See Exhibit A-2 ~ 00 w ~
0: w l 00 g -wZ Q. !'-~ m w ~ ;,Q i': 00 00 :, z
~ w~ ~ w~ => «~ ~
I ~" w 0: ~~ z Wz ~ I ffiii: w 0 => <w Q. ~ ~ ~ w z
Q. Q. ~ 00 "~ w " w ~w ~~ ~ u "' Apprmdmate Sulface Elev. 100.5 (Fl) 1--/-0 "00 :i u Q. 0 0: " (!) "ill "' ~ " u w
DEPTH ELEVATION ifll 00 Q.
0.5 2 inches ASPHALT over 4 inches CRUSHED ROCK 11)(}+-f.
FILL -SIL TY SAND (SM), trace gravel, dark t;;T'if'/, loose to medium dense, -
moist
-
· 2.6 98+{-
SILT IMLl, with sand and gravel, dark brONn, soft, \oVet ~ X -16 2-2-3 S-1 18 $IL 1Y SAN) (SM). trace gravel, brown. loose, moist N=5
---__ _,_ ---·----~----
grades to mottled gray and brCJIM'l, wet
5-
X 18 2-3-4 S-2 16 39 r . -N=7
. .
-
·,
grades to brown, saturated
-X 12 4-8-8 S-3 :: ' \ N=16
-
10--
X 14 4-5-7 S-4 -N=12
12.0 88.5+1--.~: 1.·· SILTY SArc> (SM}. trace gravel, gray--brONn, very dense, moist (Glacial ~:D: TIii) -o· .z::
0(
i:,.(\" -
o~rs' 1&-0-C 'i 18 18-28-42 S-5 :,-[)"'--/ \ N=70 ' . ~· 16.5 84+1-
Boring Terminated at 16.5 Feet
Stratification lines am approximate. In-situ, the transition may be gradual. Hammer Type: Automatic SPT Hamme,
Elevatioos l:esed on assumed Shari's finished floor elevation of 100.0.
Advancement Method: See Bdlibit A-2for desCflption of field procedures Note,,
Hollo.v Stem Auger
See Appendix B for description af laboratory
procedures and .idditional cl.ita (if any).
Abandonment Method; SeeAppendixCforelq)lanation of symbols and
Borings bac;kfilled with bentonite chips upon completion abbreviations.
WATER LEVEL OBSERVATIONS -lrerracon Boring Started; 6119'2013 Boring Completed; 6119/2013
8' Perched While Drilling
Drill Rig; ~1 Driller. EDI ~--------··---21905 •j,i\, .4vs. '!',". 5.Jl'.e '.00
r,,r0:m".'1kr, fe.--r;;r:e, '/'/;;sh ng:on Project No.: B2135007 Emlbit A-3
BORING LOG NO. B-2 Paae 1 of 1
PROJECT: New Wendy's Restaurant CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
LOCATION See Exhibit A-2 ~ 00 w -~
" w ,i 00
0 -wZ 0. §. t;~ m w
~ t >2 ~ :> ~;:: z
s2 w~ ~ I!!~ :, ~
I ~" w z Wz ~ I ~> w o" a: w ~ ~ > w z "-"-w~ "-0 ~"' ~ s: !a w " w ~w ~ irl !!!~ "-~ ~ Appn:ndmate Surface Elev. 9B (FL)+/. 0 "00 ~ :> 0 " s: 1l "' ~ " 0 w
ELEVAllONIFtl "-DEPTH 00
.5 3 inches ASPHALT over 3 inctles CRUSHED ROCK 97.5+1-
I . FILL -SILTY SAND (SM), with organics, trace gravel, dark brown, loose. -
moist to wet
-
I
-y\ 16 2-2-5 S-1 N=7
-
5-
IX 14 2-3-5 S-2 18 -N=8 ·_ ·_ .. 6.5 91.5+/-
SANDY SILT (ML), dark gray-brown, soft, wet -
-X 14 0-1-1 S-3 N=2
-
9.5 88.5-1-/.
SIL TY SAPol> (SM), dark gray, loose, wet 10---
X 14 1-2-4 S-4 -N=6
----.
-
. -
-
15----
. X 4-4-6
-14 N=10 S-5
. 165 81.5+/-
Boring Terminated at 16.5 Feet
stratificatioo lines are approximate. In-situ, the transitloo may be gradual. HammerType: AutomaticSPTHammer
Elevations based on assumed Shari's finished floor etevation d 100.0.
A.d\.sncement Method:: See E:dlibitA-2 for description of field procedures """'' Hollow Stem Auger
See Appendiit B for description cl labomtory
procedures and additional data (if any).
Abandonment Method: See Appendix C for ~anation of s~bols and
Borings backfilled wi1h bentonite chips upon completion abbreviations.
WATER LEVEL OBSERVATIONS --------lrerracon Boorg Started: 6/1912013 Boring Completed: 6119.'2013
Not Encountered
Drill Rig: B-61 Driller: EDI
----·-~---2·o:_.-,,jt, •Y,th ,:,,\~ ·,t. ',:1.,ite 'iJl,
'•:'!oLc:ti~,f;_e Ter:2.r~e, f./a3:·;p;;lo·; Project No.: 82135007 E>diibit A-4
BORING LOG NO. B-3 Page 1 of 1
PROJECT: New Wendy"s Restaurant ·. CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
~ LOCATION See Exhibit A-2 ~"' w -"' "' w l 0 ~ wZ 0. g ... m w
~ ;; >o i'.: "'"' " z
Q W>-~ w>-:, "' ... ~
I ~ <( ~ ... ~ z Wz ... I oc> w 0:, >-w a. ... ~ w ~~ z a. woe a. ~"' w ~ ~~ ~ w >-W ~ irl a. u Approldmate Surface Elev: 99 (Ft)~,-0 <("' 0 "' ~ ;:cm " u w 0 "' "' <( a. DEPT>< ELEVATION fFll "'
0.5 3 inches ASPHALT over 3 inches CRUSHED ROCK 98.5•<
·. FILL -SILTY SAND (SM), trace gravel, gray, loose, wet -
. -
.·
'X -3-3-5 6 N=8 S-1
· 4.0 95., -
SILIY SAND (SM), trace gravel, mottled gray aid brONn, medium dense,
wet 5-
X 18 2-4-6 S-2 18 41 -N=10 .
-
~
8.5
-x 16 3-5-6 S-3 17 90.5+/-N=11 SILTY SAND (SM}. gray, medium dense, wet to saturated \ .. -
10--
·. ,X 16 5-6-8 S-4 -N=14
. -
-
-
15--·. 15.5 83.5"-1-'X ._....,., SILTY SA~ (~M), trace gravel, dark gray, very dense, moist (Glacial Till) 14 17-37-50/5" S-5
::,-(\;;, 16.4 82.5+/--N=50/5"
Boring Terminated at 16.4 Feet
Stratification lines are approxim.ite. l~ltu, the transition may be gradual. HanmerT:fPE!: Automatk:: SPT Hammer
Elev.:itions based oo assumed Shari's finished noor eleVation of 100.0.
Advancement Method: See Exhibit A-2 for desctlption of field procedures Not,s,
HalCPN stem Auger
see Appendix B for desc::ription a laboral.oly
procedures and additional data (if any).
Abandonment t.1athod: See Appendix C for explanation of symbols and
Borings backfilled with bentonite chips upon completion abbrew3tions.
WATER LEVEL OBSERVATIONS ·-lrerracon Boring started: 6119'2013 Boring Completed; 6119/2013
9' Perched While Drilling ~-" Drill Rig: B-61 Driller. EDI
;•,"!()5 6':.th 1\•c<o. '.'i, SL:te '.f)-'.1 ---
/~ur.tlaf.e Tecr;;c~,. ·f..',d:;11gto~ Project No.: B2135007 EJdlibit A-5
BORING LOG NO. B-4 Page 1 of 1
PROJECT: New Wendy's Restaurant 1 CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
" LOCATION SeeE>mibitA-2 J"' w -<r w -;, "' g -wZ .. :§_ .... "' w
~ >!2 I:: ill~ ~ <r ;:-z
12 w .... ir ~ ~
I J" w .... ~ z i!!Z >-I ffi 6: w .. .... ~ > o,,, w "w z .. .. 8 Jw J ,d, w
~ w >-W ~ "QC .. u
"
Appro:idmate Surface Elev. 99 {Fl)+/. 0 ""' w ~ ~ 0 QC
;o ~ <r " u w
ELEVA110N 1Ft\ "' ..
DEPTH "'
-o.5 2 inches ASPHALI over 3.5 inches CRU~!:::H;Q RQ!;:ts, 98.51'/-
.. FILL -SILTY SANO (SM). trace organics and gavel, dark gray and brown, -
.·• medium dense, wet
-
.·.-. -X 16 4-6-7 S-1 20 37 N=13
---
5-
. 55 93.5+/-
SIL TY SAND (SM\, trace gravel, gray, medium dense, moist X 14 4-7-7 S-2 -N=14
65 92.5+/-
Boring Terminated at 6.5 Feet
Stratification lines are appro)dmate. In-situ, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Elewtions based on assumed Shari's finished floor elevation of 100.0.
Adll8ocement Method: See Eldlibit Ae2 for descl'lption cf fiek:I procedures -· HoUcrN Stem Auger
See Appendix B rm description of laboratory
procedures and additional data (if any).
Abandonment Matnd: See Appendix C for explanation of symbols and
Borings backfilled wilh bentonite chips upon completion abbreviations.
WATER LEVEL CJBSERVATKlNS
1rerracon Boring Started: 6119/2013 Boring Completed: 611912013
Not Encountered ·-
Drill Rig: B-61 Driller. EDI
-:18()5 6"-Tbi\w. 'N . .::,~,te 1:x,
)/0c:n112xc T,:,rr;ice, '/l/;,s~ingt,y Project No.: 82135007 E»libit M
BORING LOG NO. B-5 Page 1 of 1
PROJECT: New Wendy's Restaurant CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
LOCATION SeeExllibitA-2 til~ w -oc ~ w ;, ::J 0 -a. ,§. >-m
~ t >Q ~ ~ ~~ ~ oc;: z
sl w >-~ "' I ~ .. ~ oc >-~ z Wz >-I >-oc> w Ow >-w z a. a. w oc a. > w ~~ w 0 ~w ~ ~ w >-W :ii u "'oc a. ~ Approximate Surface Elev: 101.5 (FL)+/-0 <w 0 ~ ~m w ~ ~ u w "' oc < DEPTH ELEVATION 'Ft.' 0 w a.
0.5 2 inches ASPHALT over 3.5 inches CRUSHED ROCK 101+/-
FILL -SIL TY SAND (SM), trace gravel, dark (J:ay, loose to medium dense, -
moist
-
2.7 99+1-
SILT (ML). with sand and organics, trace gravel, dark brown, medium stiff, -IX 2-4-5
' moist 16 N=9 S-1
-
5-. grades to bro.vn IX 1-2-3
' -4 N=5 S-2 14
6.5 95-+-f-
Boring Terminated at 6.5 Feet
Stratification lines are approximate. lrHiilu, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Ele-.ations based on assumed Shari's finished floor elevation cl 100.0.
Advancement Method: See E:itiibit A-2 for description ct lield procedures Notes,
Hollow Stem Auger
See Appendix B for description ct laboratory
procedures and additbnal data (if any).
Abandonment Method: See Appendix C for explanation of symbols and
Borings backfilled with bentooite chips upon completion abbieviations.
WATER LEVEL OBSERVATIONS
lrerracan Borir,g Started: 611912013 Boring Completed: 611912013
Not Encountered
Drill Rig: 8<11 Driller. EDI
' --------2·1)15 ,wir ;,,-,-e. w. su,te 100
"y",:,,_rclat\~ Tr.,rn,ce. •N,,si-:1r1gtor· Project No.: 62135007 Exhibit A-7
BORING LOG NO. B-6 Page 1 of 1
PROJECT: New Wendy's Restaurant CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
~ LOCATION See E:<llibit A-2 m~ w ~
QC w l 00 0 ~ 0. ~ ~~ "' w
~ ~ >o I:: ::, z
~ w~ r => QC~ ~
I ~" w "' ~5 z l!!z ~ I "'> w
0. ~ .., 6 0 00 w "w z
~ 0. w"' 0. ~w ~ ;::~ w w ~w :l u "'"' a. u
~ Approximate Surface Elev: 105.5 (Fl)+/-0 ~ gs w ~ :> 0 "' "' "' ;,; u w
DEPTH ELEVATION /Ft l 0 0.
-o.s 2 indles ASPHALI over 3.5 inches C:!:ru§tt;D ROCK 105+/-
FILL -SIL TY SAND (SM). trace gravel, dark gay, medium dense, moist -
-
. . 3.0 102.5+/-X I SILT (ML), with sand and organics, trace gravel, dark brown, stiff, moist
-7-7-6 S-1 14 N=13
-
5-
99.5'1"/-X 12 3-3-6 S-2 -N=9 SILTY SAND (SM}, trace gravel and organics, dark gray, loose to medium
dense, moist -
.' _·. ~-
8.0 97.5+/.
· .. SIL TY SAND (SM), trace gravel, gray, medium dense, wet -X 12 2-5-7 S-3 N=12 <·. -~
10--
grades to saturated X, 14 3-4-6 S-4 -N=10 · .. 11.5 94+/-
Boring Terminated at 11.5 Feet
Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic SPT Hammer
Elevations based on assumed Shari's finis had floor elevation of 100.0.
Advancement Metho::I: See E;,;hibit A-2 for description of Held procedures "°'"'' HollDY,1 Stem Auger
See Appendill; B for description of laboral.ory
procedures cmd additional data (if any).
.Abandonment Metho::l: See Appendix C for explanation of syml:ols and
Borings backfilled with bentonite chips upon oompletion abbreviations.
WATER LEVEL OBSERVATIONS
lrerracon Boring Started: 6119/2013 Boring Completed: 6119"2013 ..
10.5' While Drilling -~~--Drill Rig: 8~1 Driller: EDI
--.:·~<J5 ('4·r ,\·,e. ··N. Su1 1.e 1:)J
'/,,-,,,,,,1a~r, Tr,:-rvce, ,'!a~r,n,:r-::,n Project No.: 02135007 E>61ibit ...
APPENDIX B
LABORATORY TESTING
Geotechnical Engineering Report
New Wendy's Restaurant Renton, Washington
July 2, 2013 , Terracon Project No. 82135007
Laboratory Testing
lrerracon
As part of the testing program, all samples were examined in the laboratory by experienced
personnel and classified in accordance with the attached General Notes and the Unified Soil
Classification System based on the texture and plasticity of the soils. The group symbol for the
Unified Soil Classification System is shown in the appropriate column on the boring logs and a
brief description of the classification system is included with this report in the Appendix.
At that time, the field descriptions were confinmed or modified as necessary and an applicable
laboratory testing program was fonmulated to detenmine engineering properties of the
subsurface materials.
Laboratory tests were conducted on selected soil samples and the test results are presented in
this appendix. The laboratory test results were used for the geotechnical engineering analyses,
and the development of foundation and earthwork recommendations. Laboratory tests were
performed in general accordance with the applicable ASTM, local or other accepted standards.
Results of the laboratory tests are presented in this Appendix and on the boring logs.
Selected soil samples obtained from the site were tested for the following engineering
properties:
In-situ Water Content
Organic Content
Grain Size Distribution
Exhibit 8-1
U.S. SIEVE OPENING IN INCHES I
6 4 3 2 1.5 1 ,, 1123/8
100 I i ! ' 'I'; =·-:: I
95 I -
90 ,,
i•
85 !
\! i 80 I
I ,.
75
70 I
' !
65 ...
I '
"' 60 '
iii ;: !
>-55 '
<II :·
0:: w 50 z 1: u: ... 45 z : '
: w
~ 40
: .
UJ a. ! 35 !'
' ' 30 i :
25 -
! i
!
,:
20 :
'
i\
15
! :
10 ----
I
' :
5 :!
i :I ' 0
100 10
[~OBBLES I
GRAVEL
coar.;e I fine
Boring ID Deptj • B-1 5.0
:z: B-3 5.0 ,., B-4 2.5 I
I
Boring ID Dept Du~ . • B-1 5.0 25 '
::i: B-3 5.0 19
-~-• B-4 2.5 12.5
··-·-
PROJECT: New Wendys Restaurant
SITE: 10619 SE Carr Road
Renton, Washington
GRAIN SIZE DISTRIBUTION
A5Th1D422
U.S. SIEVE NUMBERS I HYDRO~TER
3 4 6 810 1416 20 30 40 so 60 100140200
J-L I I I j: I I !
I
i I ,~
~' I 1
---
: , I ~--.~ ' i
;: -----!
'\ '' I
: t\
i
.
! '
IC
I i
i I ! 1 :
i\ : ! :, I
' ' I I
''
i !: :
!
i
1
' :
:
I i: i
' '
' '. I :
i I
" I
i
i
I
I !
:
i ·.
i -
! : _j_
I ' : ,.,
: l'I '
1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
t =rse I
SAND -l SILT OR CLAY i medium I fine
uses Classification LL PL Pl Cc Cu
-
SIL TY SAND (SM), trace gravel
SIL TY SAND (SM), tracs gra~
SIL TY SAND (SM), trace gravel
D., D,. D10 I o/oGravel %Sand %Silt %Clay
0.181 I 8.2 52.9 38.9
-··-··-
0.162
•
I 2.4 56.7 40.9
0.175 ! 1.6 61.6 I 36.8
I
lrerracon '
PROJECT NUMBER: 82135007
I
CLIENT: The Wendy's Company
I
21905 64th /\ve. VV, Suite 1(H)
I :'vloL.:nti;:ike Te1Tace, V\iasringlcr EXHIBIT: B-2
lrerracon
Cun~lting Engilfl'rs & Scientists
Project Name: New Wendy's Restaurant
Project Number: 62135007
Date:
Client: The Wendy's Company
Sample:
Location:
Depth:
Organic Content, percent:
Moisture Content:
Tested by: BD
Reviewed by: JW
Respectfully submitted,
By Jeff Ward
Report of Determination
Organic Content ASTM D29741 D2216
S-1
B-6
2.5'
6.44%
20.3%
6/21/2013
Exhibit B-3
APPENDIX C
SUPPORTING DOCUMENTS
GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
rn ~ _5Z_ Water Initially
Encountered
(HP) Hand Penetrometer
Aug..-Split Spoon _]Z_ Water Level Mer a (T) Torvane Specified Period of Time
I [I] ..J _y___ Water Level After en (bl~ Standard Penetration C!) w a Specified Period of Time I-
> en Test (blows per foot) z Shelby Tube Macro Core w w ::::; ..J Water levels indicated on the soil boring I-(PIO) Photo-Ionization Detector ll. D a a: logs are the levels measured in the Q ::;; w OOrehole at the times indicated. ..J
<{ i w en Groundwater level variations will occur ;:;: (OVA) Organic Vapor Analyzer
Ring Sampler R-Con over time. In low penneability soils,
§ 0 accurate determination of groundwater
levels is not possible with short term
water level observations.
Grab Sample No Recove,y
DESCRIPTIVE SOIL CLASSIFICATION
Soil dassification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with+/-indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
RELATlVE DENSITY OF COARSE-GRAINED SOILS
(More than 50% retained on No. 200 sieve.}
Density determined by Standard Penetration Resistance
Includes gravels, sands and silts.
en Descriptive Tenn Standard Penetration or Ring Sampler ::;; N-Value a: (Density) Blows/Fl Blows/Ft.
w
I-Very Loose 0-3 0-6
:c
I-Loose 4-9 7 -18 C!) z w Medium Dense 10-29 19 -58 a:
I-en Dense 30-50 59-98
-·.
Very Dense > 50 .::_ 99
RELATIVE PROPORTIONS OF SAND AND GRAVEL
Descriptive Term(!!)
of other constituents
Trace
With
Modifier
Percent of
DryW@jght
< 15
15-29
> 30
RELATIVE PROfORJIONS OF ANES
Descriptive Tenn(s)
of other coostituents
Trace
With
Modifier
Percent of
DryW@jght
<5
5-12
> 12
CONSISTENCY OF FINE-GRAINED SOILS
(50% or mae passing the No. 200 sieve.)
Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
Descriptive Term Unconfined Compressive Standard Penetration or Ring Sampl81" N-Value (Consistency) Strength, Qu, tsf Blows/Ft. BlowslFt
-----
Very Soft less than 0.25 0-1 <3
Soft 0.25 to 0.50 2-4 3-4
Medium-Stiff 0.50 to 1.00 4-8 5-9
Stiff 1.00 to 2.00 8-15 10 -18
·---·-i--------------
Very Stiff 2.00 to 4.00 15 -30 19 -42
Hard > 4.00 > 30 >42
GRAIN SIZE TERMINOLOGY
Maior Component
of Sample Particle Size
Over 12 in. (300 mm) Boulders
Cobbles
Gravel
Sand
Silt or Clay
Imn
Non-plastic
Low
Medium
High
12 in. to 3 in. (300mm to 75mm)
3 in. to #4 sieve (75mm to 4. 75 mm)
#4 to #200 sieve (4. 75mm to 0.075mm
Passing #200 sieve (0.075mm)
P\,,ASTICIJY DESCRIPTION
Plasticity Index
0
1 -10
11 -30
> 30
lrerracon Exhibit C-1
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group
Symbol Group Name 8
Gravels: i Clean Gravels:
Less than 5% fines c
Cu>4and 1 <Ccs;3e
'Cu< 4and/or 1 >Cc> 3e
· : GW · Weti-Qraded graVet r
-·-----GP : Poorly graded gravel
Coarse Grained Soils:
More than 50% retained
on No. 200 sieve
More than 500AI of
coarse fraction retained
i on No. 4 sieve
-Gra~;1s--;-ithFin~~-~Fines c·1assify·as ML" or MH
. More than 12% fines c , Fines classify as CL or CH
-----GM ,SiltygravelF.G,H
GC f Clayey gniveFw-----
--.--~:weif-graded sand 1
'Sands: Clean Sands: Cu;:: 6 and 1 :5 Cc ,s;: 3 e
1
50% or more of coarse
[ fraction passes No. 4
sieve
, Less than 5% fines° Cu< 6 and/or 1 >Cc> 3e -· ----+--SP ! Poorly graded sand 1
----------------
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Sitts and Clays:
Liquid limit less than 50
. Silts and Clays:
Liquid limit 50 or more
Sands with Fines:
' More than 12% fines 0
Inorganic:
i Organic:
Inorganic:
Fines classify as ML or MH
Fines classify as CL or CH
Pl > 7 and plots on or above "A" line J
Pl < 4 or plots below "N line J
SM
SC
CL
ML
! Silty sand G,H,I
I Clayey sand G.H.i
Lean clay KL t,1--
i S11t R L ~---
Liquid limit -oven dried~ r OrganiC clay l(,l,jjf.N
Liquid limit-not dried < 0 ·75 OL larganic sirfU,M;iY ------
1 --Pl plots on or above ''A" line CH I Fat clay ~L,
Pl plots below MA" line MH j Elastic Si1t'U.M
Liquid limit -oven dried ; 1 0-ganic clay K.L.M.P
_____ -L-iq-u-id-linltf~-not--·dried=-~--<-O_. 7_5 ____ 0_H_...c!_Or_g=-a_n_ic_s_i_lt_'_t,M_. __
Highly organic soils: Primarily orgarlic matter, dark in color, and organic odor PT ! Peat
. Organic:
----''--''-__c__ ______________________ , _____ --~-____ ,. __ ··-·-·-·-·-
A Based on the material passing the 3-inch (75-mm) sieve
8 If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both. to group name.
c Gravels with 5 to 12% fines require dual symbols: GW-GM \Yell-graded
gravel with silt, GW-GCv.iell-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay.
0 Sands with 5 to 12% fines require dual symbols: SW-SM \Nell-graded
sand with silt, SW-SC \Yell-graded sand 'INith clay, SP-SM poorly graded
sand with silt, SP-SC !X)orly graded sand with clay
' E (D30)
Cu = Dscl010 Cc= -~~-
010 X 080
F If soil contains ;::: 15% sand, add ''with sand~ to group name.
G If fin~classify as CL-ML,_use dual symbol GC-GM, or SC-SM.
a.
X w
Cl z
~
60
50 -
40
30
For classification of fine-grained
soils and fine-grained fraction
of coarse-grained soils
Equation of ~A" -line
Horizontal at Pl=4 lo LL=25.5.
then Pl=0.73 (LL-20)
Equation of ~u~ -line
Vertical at ll=16 to Pl=7,
then Pl=0.9 (LL-8)
,
-,.,,"
,
,
, o"
H If fines are organic, add "with organic fines" to group name.
1 If soil contains;::: 15% gravel, add "with gravel" to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add "with saner or "with gravel,"
lMlichever is predominant.
L If soil contains;::: 30% plus No. 200 predominantly sand, add "sandy" to
group name.
"'If soil contains~ 30% plus No. 200, predominantly gravel, add
"gravelly" to group name.
N Pl ;::: 4 and plots on or above "A" line.
0 Pl < 4 or plots below MA" line.
P Pl plots on or above "A" line.
a Pl plots below "A" line.
.~0,,,/
,,\} //
.... '-J.,,--
,,,, 0~
, '
c,~o
, ,
/
u ;::
Cf)
<(
....J a.
20
,,..,.,. o"
---------,'---,-,.,,___ c,'----,L-+--
MH or OH
10 ------/r
7 -----,L..=c~L~-~M~L---/
4 ---,'-~~-,-,=-./
0
a 10 16 20 30
---------------------
ML or OL
40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
1rerracon Exhibit C-2
TECHNICAL INFORMATION REPORT (TIR)
Portion of Parcel No. 3223059063
Wendy's
PRE 13-000154 & 13-000093
10619 SE Carr Rd
Renton, WA 98055
Prepared for:
Trimark North Benson, LP
420 Ellingson Rd
Pacific, WA 98047
October, 2013
Prepared by:
Josef Valenta, P.E.
Abossein Engineering, LLC
Main Office
2100 112" Ave NE, #201
Bellevue, WA 98004
Branch Offices
Mukilteo, WA I Tacoma, WA I Pelaluma, CA
Phone (425) 462-94411 Fax (425) 462-9451
JN: 213087
IVED
22013
TABLE OF CONTENTS
SECTION 1 -PROJECT OVERVIEW
SECTION 2 -CONDITIONS AND REQUIREMENTS SUMMARY
SECTION 3-OFF-SITE ANALYSIS REPORT
SECTION 4 -FLOW CONTROL AND WATER QUALITY FACILITY
ANALYSIS DESIGN
SECTION 5 -CONVEYANCE SYSTEM ANALYSIS AND DESIGN
SECTION 6-SPECIAL REPORTS AND STUDIES
SECTION 7 -OTHER PERMITS
SECTION 8-CSWPPP ANALYSIS AND DESIGN
SECTION 9-BOND QUANTITIES, FACILITY SUMMARIES, AND
DECLARATION OF COVENANT
SECTION 10-OPERATIONS AND MAINTENANCE MANUAL
1
14
16
35
60
91
92
93
101
108
APPENDICES
APPENDIX A -GEOTECHNICAL REPORT 121
SECTION 1 -PROJECT OVERVIEW
General Description of Proposal
This report and plans are being submitted to the Renton as a part of Wendy's Restaurant
commercial development permit for review and approval. The design for this project is
in accordance with the requirements of the 2009 King County Surface Water Design
Manual and 2009 City of Renton Amendments to the KCSWM, Chapters 1 and 2.
Project is subject of Full drainage review.
Wendy's Restaurant Proiect
The parcel No. 3223059063 is located on the south side of SE Carr Road, west of Benson
Drive Sat 17605 108th Ave SE. The site totals 4.58 acres in area. Wendy's parcel has
been leased of this parcel. Wendy's portion of this parcel is 0.784 acre.
Pre developed Conditions o[the Site
The drainage pattern is a sheet flow on asphalt pavement at approximately 5% slope in
northwest direction toward the existing catch basins and conveyed via storm drainage
piping into an existing catch basin at southwest comer of intersection of Carr Road and
106th Pl SE access road to the west of subject property.
The site is occupied by the Shari's restaurant. Most of the site has been paved. The
existing structure is located at the northwest comer of subject property and is surrounded
by asphalt paved parking and drives with few islands with scares small trees.
Entire site is one drainage basin and drains via catch basins and pipes to a single point.
Small frontage portion sheet flows over the existing sidewalk to Carr Road gutter.
Developed Conditions o[the Site
Wendy's project includes re-grading the site and construction of a 2,898 square foot
building. The site grading will generally follow the existing slopes and elevations. The
existing retaining wall along the entire east side of the property and its bottom grade will
be preserved. A new retaining wall will be built along the west side property line,
replacing the existing rockery wall and steep grades. An access road along the east
property will serve this site as a main entrance and exit.
Storm runoff from the parking, drives, roof, and landscaping areas will flow to the
proposed catch basins and will be detain in 8' diameter corrugated metal tanks 226.1 feet
of total length. Treatment will be provided by Filterra Bioretention System Curb Inlets
with Internal Bypass. Filterra Curb Inlets are designed and sized for enhanced treatment.
It is providing also an oil/grease treatment.
Utility installation will include a stonnwater conveyance system, detention and treatment
facilities, a sanitary sewer service with grease interceptor, a domestic and irrigation water
services, electricaVcommunication lines, and gas.
2
Figure 1. TIR Worksheet
3
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER
Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Owner ________ _
Phone------------
Address -----------
ProjectName WENf)'"fl<' .. pec,'\l\\ltl ]i
OQES"Permit # ffiE n -0 00 i S~ t ' ' -, .:,
Project Engineer -lO<;.E:V VA.LE:.t:!:IA
Company /'f'.,:56<:Elf:.) E.1:,X I r-lSF.12 !..;t;
Phone '1.1_C'. 4~1-., °\~.:I,. \
Part 3 TYPE OF PERMIT APPLICATION
CJ Landuse Services
Subdivison / Short Subd. / UPD
CJ Building Services
M/F / Commerical I SFR
CJ Clearing and Grading
CJ Right-of-Way Use
Other 4 1 Tl:: L.l:\i,..l {2. EV l r-Lv
Part 5 PLAN AND REPORT INFORMATION
Technical lnfonnation Report
Type of Drainage Review ~/ Targeted I
(circle): rge Site
Date (include revision Gc-t-l '& 0 '.I"'.!:.
dates):
Date of Final:
Part 6 ADJUSTMENT APPROVALS
Location Township ""2 • !., I,)
Part 4 OTHER REVIEWS AND PERMITS
CJ DFWHPA
CJ COE404
CJ DOE Dam Safety
CJ FEMA Floodplain
CJ COE Wetlands
CJ Other __ _
CJ Shoreline
Management
CJ Structural
RockeryNault/ __
CJ ESA Section 7
Site Improvement Plan (Engr. Plans)
Type (circle one): ~ Modified I
Site
Date (include revision 'CC-"i I '1 . .i~\ "t,
dates):
Date of Final:
Type (circle one): ~ I Complex / Preapplication I Experimental I Blanket
Description: (include conditions in TIR Section 2)
~~ ~e_-,-,c~ -C.OQ.E 12.E~\Q.C';~NEt..fi : ~
Date of "nnroval:
2009 Surface Water Design Manual l/9/2009
I
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes/ NY Describe:
Start Date: ~
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan:-------------
Special District Overlays:----------------------
Drainage Basin:-----=~~~.....,..~~~~
Stormwater Requirements: E®:Ai3c£z3> \~ ./.fl-,\ C.
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
Cl River/Stream ---------
1:1 Lake
Cl Wetlands _________ _
Cl Closed Depression -------
Cl Floodplain _________ _
Cl Other ___________ _
Part 10 SOILS
Cl Steep Slope --------
Cl Erosion Hazard -------
Cl Landslide Hazard-------
Cl Coal Mine Hazard-------
Cl Seismic Hazard -------
Cl Habitat Protection-------Cl ________ _
Soil Type Slopes Erosion Potential
'4!,J t]l'sI:-:('[o hfi:DI 1.1b
c; L!',CIAL t 1ll..
._,,.,
h~'-!2' sJ !::l • '7 eq
Cl High Groundwater Table (within 5 feet) Cl Sole Source Aquifer
Cl Other Cl Seeps/Springs
Cl Additional Sheets Attached
2009 Surface Water Design Manual
2
1/9/2009
5
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE LIMITATION/ SITE CONSTRAINT
'.Ca: Core 2 -Offsite Analysis \)N OF,2 £:; s.?,,"'ll l t.J 'rs • f'1 Pt:::':;> I t,) F' ,"'<,_,_}
CJ Sensitiv~/Critical Area§
.Ja'sEPA
CJ Other
CJ
CJ Additional Sheets Attached
Part 12 TIR SUMMARY SHEET ,~~vide one TIR Summa~ Sheet =r Threshold Discharoe Areal
Threshold Discharge Area:
/name or descriotionl
Cora Requirsments (all 8 apply)
Discharae at Natural Location Number of Natural Dischame Locations: \ ·.\'Al-.)~ Ci>t;; CC\/
Offsite Analysis Level: C)i 2 / 3 dated: J I '.:2Q I -z_ o r"f,
Flow Control Level: 1 'lg,/ 3
fincL facilitv summarv sheet) Small Site BM s
or Exemption Num~er
~, L.::, ' t,. ·~ (t.;..,-v -"t=-ls...1"'1"\_ a ')
Conveyance System Spill containment located at:
Erosion and Sediment Control ESC Site Supervisor: """''.) ('. ,,,: I \;.· \·t:Q t, I >J€-
Contact Phone: A~· I'?,. I t> t;:, I N q
After Hours Phone:
Maintenance and Operation Responsibility: ,-Prtliat!,,P Public
' , -·-
If Private, Maintenance L R""Uired: Yes I No
Financial Guarantees and Provided: Yes
Liabilitv
Water Quality Type: Basic / Sens. Lake , need Basir.rn '.>/ Bog
(include facility summary sheet) or Exemption No.
. Land sea= Mana""ment Plan: Yes/,~
Soeclal RAnuirsments las annllcabl••
Area Specific Drainage Type: CDA / SDO / MDP /BP/ LMP / Shared Fae./ None
R""uirements Name:
Floodplain/Floodway Delineation Type: Major / Minor I Exemption ~
100-year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities Describe:
Source Control Describe landuse:
(comm./industrial landuse) Describe any structural controls:
2009 Surface Water Design Manual 1/9/2009
3
6
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: e / No
Treatment BMP: \>"l\.."l">::. ttl?. j\ ~IO\?';""\ B 1-J·n
Maintenance Agreement: Yes / t,t§;)
wtth whom? ._.,
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION .3' Clearing Limns
..tii(' Cover Measures
~Perimeter Protection
Traffic Area Stabilization
~Sediment Retention
.i:(surface Water Collection
CJ Dewatering Control
Dust Control
~Flow Control
MINIMUM ESC REQUIREMENTS
AFTER CONSTRUCTION
,.l!:a Stabilize Exposed Surfaces
J.I' Remove and Restore Temporary ESC Facilities
Clean and Remove All Silt and Debris, Ensure
Operation of Permanent Facilities
CJ Flag Limits of SAO and open space
preservation areas
CJ Other~~~~~~~~-
Part 14 STORMWATER FACILITY DESCRIPTIONS /Note: Include Facilitv Summarv and Sketch\
Flow Control Tvne/Descriotion Water Qualitv Tvoe/Descri"'ion
~Detention \I">,µ\<.<; .);il Biofiltration ~ I L:D?RRA
CJ Infiltration CJ Wetpool
CJ Regional Facility CJ Media Filtration
CJ Shared Facility ~ii Control AL ""ffi,Q_ Q..c,.,
CJ Flow Control CJ Spill Control
BMPs CJ Flow Control BMPs CJ Other CJ Other
2009 Surface Water Design Manual
4
119/2009
7
Figure 2. Site Location
8
.. ; ,
·, ·,
2
O>
a
Figure 3. Drainage Basins, Subbasins, aud Site Characteristics
10
. :,
ii
',}
\_ I [
----· 1,.
i '
1 ,'
'' 11 '' I' I . , ii
./
l.,.....---
' \
) \ ·.~·
.' ________ .·
--~ ....
\
--
.---,.
·'
,' .··1 -~~-~ __ .--·
j i
__ .-._
·--\
, .
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Terracou Cousultants prepared a geotechnical report for this site in July 2013. This report
has been updated and soil infiltration recommendation has been added. The existing soils
consists of medium dense, gravelly, silty sand to stiff sandy silt or fill material up to 2.5'
depth. This is underlain by very dense, silty, gravelly sand, interpreted as a glacial till.
Water table at the time of exploration was 8 to 10 feet. Fines content of soils tested were
on the order of 30 to 40 perceut and the site is not suitable for infiltration as a flow
control BMP.
See Appendix A -Geotechnical Report
13
SECTION 2 -CONDITIONS AND REQUIREMENTS
SUMMARY
Conditions and requirements for this project include all eight Core Requirements listed in
2009 King County Surface Water Design Manual (KC SWDM) and special requirements
as adopted by the City of Renton.
Core Requirement #1: Discharge at the Natural Location
This site has single natural discharge location at the northwest property comer. Site sheet
flows over the parking lots and drive and then the runoff is collected by catch basins and
conveyed northwest to the catch basin at west side of access road. Drainage will be
maintained at the current discharge location. The site development will not adverse
impact downstream properties or drainage systems.
Core Requirement #2: Offsite Analysis
A level one downstream analysis is included in this report. Refer to Section 3, Offsite
Analysis for more details.
Core Requirement #3: Flow Control
This site will utilize underground pipe tanks to control quantity of discharge. Flow
Control Duration Standards, Forested Conditions (Level 2 Stream Protection) are
required. Since infiltration is not feasible for this site no other BMPs except Filterra
bioretention are to be utilized. Refer to Section 4 -Flow Control and Water Quality
Facility Analysis and Design for more details and calculations.
Core Requirement #4: Conveyance System
The conveyance system is designed to collect and convey the 25-year peak flow. A 100-
year flow was checked not to cause a severe flooding or erosion problems. See Section 5
-Conveyance System Analysis and Design.
Core Requirement #5: Erosion and Sediment Control
The subject site is not located in the area of erosion and landslide hazard. A Temporary
Erosion and Sediment Control (TESC) plans will be prepared and submitted to limit and
mitigate erosion and sediment control. See also Section 8 -CSWPPP Analysis and
Design of this TIR.
Core Requirement #6: Maintenance and Operations
The proposed drainage improvements require an Operation and Maintenance Manual.
Refer to Section 10 -Operation and Maintenance Manual. The drainage facilities will be
privately maintained.
Core Requirement #7: Financial Guarantees and Liability
The owner and developer will post financial guaranties and liabilities, as required by the
City of Renton.
14
Core Requirement #8: Water Quality
Water Quality is based on land use per Renton SWDM. This site is a commercial
development, therefore the enhanced treatment is required. PGIS area is over the
threshold of 5,000 sf, therefore, a water quality treatment using Filterra Bioretention
System Curb Inlet with Internal Bypass has been provided. Sizing calculations are
included for enhanced basic water quality treatment. Filterra Bioretention System has
received General Use Level Designation by the Washington State Department of Ecology
for basic, enhanced and oil/grease treatment. Refer to Section 4 -Flow Control and Water
Quality Facility Analysis and Design for more details and calculations.
Adjustment approval is required by City of Renton for this application.
Special Requirement #1: Other Area-Specific Requirements
There are not known any specific requirements or regulations for this site at this time.
Special Requirement #2: Flood Hazard Area Delineation
The project does not lie within and is not adjacent to 100-year floodplain or flood way per
FIRM Flood Insurance Rate Map Number 53033C0979 F.
Special Requirement #3: Flood Protection Facilities
The project is not protected and is not modifying or constructing flood protection
facilities.
Special Requirement #4: Source Control
Required BMPs for commercial site development (Activity Sheet A-1) will be used as
necessary per King County Stormwater Pollution Prevention Manual. The following
BMPs are used for Source Control:
• Catch basins with sump
• Eliminate Illicit Connections -All internal floor drains, appliances, sinks, and
toilets have been connected to sanitary sewer
• Protection Marker for Storm Drains -Inlets will have protection markers "Don't
Pollute Drains to Habitat"
Special Requirement #5: Oil Control
Oil control applies for this site since it is high-use site. Filterra Bioretention System is
used for oil control as approved by Washington State DOE.
Special Requirement #6: Aquifer Protection Area (AP A)
The proposed project is not located within the AP A area.
SEPA
SEPA is required for this project by the City of Renton.
15
SECTION 3 -OFF-SITE ANALYSIS REPORT
The analysis consists of information and data obtained through site visit observations, site
surveying, and by researching King County and the City of Renton resources.
Task 1. Study Area Definition and Maps:
For the purpose of task 2 below, the study area extends 1 mile downstream from the
project discharge location, and also includes the upstream offsite tributary areas. For
purpose of tasks 3, 4, and 5, the study extends Is mile downstream. The study extends
upstream to cover offsite drainage area east of the property.
The study area comprise of the site, Eastern upstream offsite drainage area from small
shopping complex parking and drive, downstream area West along SE Carr Road,
crossing 106th Pl SE, crossing SE Carr Road, turning again West through the natural
deep ravine, crossing 103rd Ave SE and connecting to Panther Creek before crossing
Talbot Road S. See attached Maps.
16
Task 1. Study Area Map
17
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Task 2. Resource review:
A resource review has been conducted to gather information regarding existing and
potential flooding or erosion problems. The following is a list of resources used.
• King County iMap Data Maps
• FEMA Flood Insurance Rate Map (FIRM)
• USGSMaps
• City of Renton records and GIS maps
21
Task 2 -FEMA FIRM Map, City of Renton APA, Coal Mine Hazard, Erosion
Hazard, Flood Hazard, Landslide Hazard, and Drainage Complains Map
22
NGE 5 EAST.
KING COUNTY
UNINCORPORATED AREAS
530071
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APPROXIMATE SCALE IN FEET
0 500
FLOOD INSURANCE RATE IIAP
KING COUNTY,
WASHINGTON AND
INCORPORATED AREAS
(SEE MAP INDEX FOR PANELS NOT PRINTl:01
NUMBER ~ SUF~IX
!l3UlW W7\I
ll3007! 00}11
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MAP NUMBER
53033C8979 F
MAP REVISED:
MAY 16, 1995
Ftderal Emergency Management Agmcy
n,i. Is an ollclal copy of a portiClf'I al the ~ referenced load map. It
waa extracted using F-MIT On-Uno. TNs map dQe9 not relect changes
or amendment. which may haY8 been madlt sut»eq1.Htnt to the date on the
title block. For the latee.t prodUct Information about National Flood lnaurance
Program tlood maP9, check the FEMA Flood Map Store at www.m.c.fema.gov
I.
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Task 3. Field Inspection:
Field inspection was conduction to assess potential offsite drainage impacts associated
with development of the project site on July 30th. Weather was sunny, 65° F.
Offsite and site areas were inspected. No visible drainage problems were observed.
Offsite runoff does not reach subject site. It is collected by storm drainage system which
by-passes the property.
Task 4. Drainage System Description and Problem Description:
Drainage system descriptions
The site is a rectangular shaped property located south of SE Carr Road and East of I 06 1h
Pl SE. The existing ground slopes in Northwest direction. Onsite storm water from
parking areas and drive is collected into the existing catch basins and conveyed via
underground 10 inch and 12 inch corrugated metal pipe system off the subject property to
the existing CB at southwest comer of Carr Rd and 106th Pl..
An unknown diameter storm drain pipe conveys storm drain West along the adjacent
property, then West along the Carr Road, crossing Carr Road to the North side of ROW.
Then, through deep ravine, densely vegetated, being a tributary creek to Panther Creek.
An unknown size culvert conveys flows under 103rd Ave SE, via Edlund/Komm Farm
well define creek to conjunction with Panther Creek.
There were no visible sign of any system deficiencies.
Problem Description
No problems were observed during the site visits. I did not observe any lack of capacity,
drainage problems, flooding or nuisance problems, overtopping, scouring, bank
sloughing, or extensive sedimentation.
There is no evidence of any erosion from the road overtopping.
Also, searching through downstream drainage complaints, there are only few old ones:
1. I 0545 SE Carr Rd -1994 Oil Dumping
2. I 0443 SE Carr Rd -2003 Audit
3. Edlund/Komm Farm -2000 Erosion
Task 5. Mitigation of Existing or Potential Problems
No drainage problems were determined by downstream analysis. The project site will
utilize storm water quantity and quality BMPs. Detention tanks are proposed to control
flow volumes to Conservation Flow Control requirements. Treatment will be designed to
Enhanced Basic Quality requirements with Oil Control.
30
This project will not aggravate any existing storm drainage upstream or downstream of
the subject site, and in general, it will not adversely impact existing basin conditions.
31
Task 3, 4, and 5 -Off-site Analysis Drainage System Map and Table
32
Pl
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OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2
Basin: PA 1'-l"\\-1 IS,(? C QE(:, \~ Subbasin Name: Subbasin Number:
Symbol Drainage Drainage Slope Distance Existing Potential Observations of field
Component Type, Component from site Problems Problems inspector, resource
Name, and Size Descriotion discharae reviewer. or resident
see map Type: sheet flow, swale, drainage basin. vegelation, % Y. ml= 1.320 ft. constridions, under capacity, ponding, tributary area. likelihood of problem.
stream, dlannel, pipe, cover. depth, type of sensitive overtopping, flooding, habitat or organtSm overflow pathways, potential impacts
pond; Size: diameter, area, volume destruction, scouring, bank sloughing,
surface area sedimentation, incision. other erosion
\ \2' Ct'\ p rfu-.f1 ot· \o 1i )I N//\ 0-\<co' µa "..1L_ /..:)OWf f...l'C \JIS1e,L t:_ {"l':~)i,t~ ...,
2-fl\£ -SI~ µp CA-r<,R n. D R..ol......) N/A 'W-S-10' f,..JOlvE fJ Ot.J F;_· !JO VIS,11.'.,L. f;, /1"'--00 t. V, ·•
~ f>\f~-S\c.~. "'I~ ~\).>C, ('JI\~ ~ N/A ~-d-,4o' !JO ~f;: rvo t-'.lF ,-Jo vc,1:...1. e: ~~e,, r h :
4 '¥q\.) 12.AL. ~ \J 11-.lE. \-1 .._ ~'l?A'-C IIA -8% ~ -I 11,\ol t,.l O kl VZ: E..~15Llj:t "T't.~ I 1.,-:)Q C>!) DE:.10<;c VFL. E:: 'T"l.~c,, r,(""' IZ_ (2 \ """
c;-~\..VE;R,-'Pl?L CUL.V~ Qi '(.JI PC::
~, nlcl.Jt;t. \JfiL ' I 11, (,:,\d-1;-~ 1d µof'.:,~ I'} 0 \'-l\ tJI'.) '.Jl':-1'1' .. '-~ ~ilf,HJ, S
lo "7-,ls.JTtt "·R ~ i,,-~-.: ~ti.'C. T\\~ µ ~1d-3 101o' tvaWf.i I-JO/I.JI;;: l'..l#\1 PR\\J/"·"i"t ~f. -\· ,;t., ,t?. \ ), /"-17'., ~\\JATr~ . PIA
1/9/2009
34
SECTION 4-FLOW CONTROL AND WATER QUALITY
FACILITY ANALYSIS DESIGN
Flow control and water quality treatment for the project are subject to the requirements of
King County 2009 Surface Water Design Manual and the City of Renton Amendments to
theKCSWM.
Existing Site Hydrology (Part A)
The site used to be Shari's Restaurant. Entire area is one drainage basin, where storm
water sheet flows to the natural discharge point by sheet flow and via catch basins and
piping system. The existing slope is around 5% in Northwest direction. The existing site
is over 70% impervious. There is no detention or water treatment on the site at this time.
Below the asphalt surfacing there is a layer of silty sand with organics to a depth 2.5' to
6.5' below the fill, a layer of medium stiff to stiff silt was encountered above very dense
glacial till was observed. Native soils have a fines content ranging up to 41 %. Water table
was encountered at the depth of 8 to IO feet. Due to high content of fines in the native
soils the geotechnical report classifies site be not suitable for infiltration BMPs.
Pre-Developed flow characteristics for KCRTS analysis:
Area Land Use Type Perv/Imp Acreage
Wendy's Site Till-Forest Perv 0.803 Ac
Rainfall Region: Sea-Tac
Location Scale Factor: 1.0
Time Step: Hourly
Data Type: Historic
All characteristics were validated by site investigations including an engineering site
visit. Soil type was verified by soil investigation.
35
Part A -Existing Site Hydrology Map
36
I
.
f
I
CH _J " --------------==------t<• ------C-:: -----V I
i----.---,-·· I
1.------\ I
"'
\ I . I
-~< I \\ I
@
I -._°J.~ ~ _/ · .. "<~ ' 0 o-.!! I .-A' :: . he I,. \1, I Jr I (e,
_:{I.,
·. ~ j
I \\, I -I • ••
I
. • I o., i4 AC (L.~Al.) 1 . . D~~
I
'------~~J_ CH
<1
4 · <=t""b
t~
I APN: 3223059016
FRED AJEYE:R STORES INC
~~\~1 41~ M'10A03\-~'1
11"P "5eALE.: \ "'= ~1
Developed Site Hydrology (Part B)
Approximately 69% of Wendy's site will be impervious. Storm runoff from the parking,
drives, and portion of landscaping areas will flow via Filterra Inlets to an 8' diameter
corrugated metal tanks. Runoff from roof and paved pedestrian plaza will by-pass
Filterra. After the treatment facility, detention, and oil water separator it will be conveyed
to the existing catch basin in 106'h Pl SE.
Developed Areas:
Wendy's Areas:
New Building
Asphalt Drives and Parking
Sidewalk and Patio
Total Impervious
Total Pervious
TOTAL WENDY'S
0.067 Ac
0.440 Ac
0.049 Ac
0.556 Ac or 69%
0.247 Acor31%
0.803 Ac
These data were used as an input into KCRTS program.
Part B -Developed Site Hydrology Map
39
pP
·1 : I 1
I
.,
I i
! I ii
q' r
~t 0 ~!
-!!. 86°J128. !!.,L__J
(F'ROPQS£o cur-aH L/Nf)
D&:VE 1-0f»SO ~' i E
11,-.01..0~~ t-tA.P 1
.::;;.~a , ... = t!\o
Performance Standards (Part C)
The subject property is located within the City of Renton limits. The City adopted KC
SWDM 2009 performance requirements. The performance standards are listed as follows.
Flow Control System
Flow Control Duration Standard, Forested Conditions as defined as a Conservation Flow
Control applied the historic Level 2 flow control standards by KCRTS. Infiltration is not
feasible for this site per geotechnical engineering report.
Section 1.2.3 .3 of 2009 King County SWDM require to use flow control BMPs to
maximize infiltration and retention of stormwater onsite. The goal is to apply flow
control BMPs to the maximum extent practicable level. The minimum levels are
specified in Section 5.2 which are considered to be a maximum extent practicable level.
This project would be in category of Large Lot High Impervious BMP Requirements per
Section 5.2.1.
1. Full dispersion is not feasible for this site since there is not enough of the native
vegetated surface.
2. Since full dispersion is not feasible, the following BMPs must be considered:
• Full Infiltration
• Limited Infiltration
• Basic Dispersion
• Rain Garden
• Permeable Pavement
• Rainwater Harvesting
• Vegetated Roof
• Reduced Impervious Surface Credit
• Native Growth Retention Credit
Full and limited infiltration, basic dispersion, rain gardens, permeable pavement, reduced
impervious surface credit, and native growth retention is not possible for this site due to
low permeability of the native soils and site configuration. See attached letter from
geotechnical engineer about flow control BMPs not being feasible for this site.
Rainwater harvesting and vegetated roofs were considered but they would be very
impractical for this land use type. These two options require lots of attention and
maintenance. Fast food restaurant do not have a site management capacity to provide
necessary maintenance.
3. Perforated pipe connections of roof downspouts to the drainage system will be
provided as the only flow control BMP practicable. In addition, Filterra Bioretention
System using Filterra Inlets will be used, providing bioretention and LID development.
41
Water Quality System
Enhanced Basic Water Quality menu applies for this site. Special Requirement #8 -Oil
Control was also applied.
Stormwater runoff enters Filterra System through a curb inlet opening and flows through
a specially designed filter media mixture contained in a landscaped concrete container.
Stormwater flows through the media and into an underdrain system at the bottom of the
container, where the treated water is discharged.
Filterra with Internal Bypass is designed to be used in a sag condition and will accept
flow from both directions along the gutter line. Treatment flow entering the unit through
the curb inlet is directed to the treatment chamber by an internal terraflume tray. Flow in
excess of the treatment flow crest the edge of the bypass pipe, enters pipe, then connects
with the underdrain piping, and exists the system.
Filterra sizing design has been provided in accordance with Western Washington Design
Assistance Kit (DAKit) vO 1-W A using Step to Sizing a Filterra Bioretention System for
Enhanced treatment with hydraulic conductivity of 24.82 in/hour.
Layout has been approved by Americas! and design documents have been submitted for
review as required by WA DOE approval conditions.
See attached sizing calculations.
Flow Control System (Part D)
Conservation Flow Control
King County Runoff Time Series Hydrologic Simulation Model computer program was
used to size detention storage requirements and flow controls. Since the site is in Flow
Control Duration Standard, Forested Conditions as defined as a Conservation Flow
Control applied the historic Level 2 flow control standards by KCRTS, which match
historic flow durations for 50% of 2-year peak flow up to the full 50-year peak flow and
to match the 2-and I 0-yaer peak rates to the pre-developed levels. Historic data types
and hourly time step options were used in calculations. Forested Conditions were used for
pre-developed flow calculations.
Storm water detention tank has been designed using three rows and header 8' diameter
pipes with minimum storage volume of 11,069 cf and with a control structure with two
orifices and top overflow.
Small portion of the site and off-site improvements bypass detention facilities. This was
mitigated by the oversizing detention facilities and including these areas in detention
sizing.
42
Part D -Detention Tanks Design Calculations
PREDEV.pks
Flow Frequency Analysis LogPearson III coefficients
Time Series File:predev.tsf Mean= -1. 712 stdDev= 0.234
Project Location:Sea-Tac skew= -0.163
---Annual Peak Flow Rates--------Flow Frequency Analysis-------
Flow Rate Rank Time of Peak --Peaks Rank Return Prob
(CFS) (CFS) Period
0.024 16 2/16/49 22:00 0.054 1 89. 50 0.989
0.047 5 3/03/50 16:00 0.051 2 32.13 0.969
0.051 2 2/09/51 18:00 0.049 3 19. 58 0.949
0.016 32 1/30/52 9:00 0.047 4 14.08 0.929
0.012 41 1/18/53 20:00 0.047 5 10.99 0.909
0.018 28 1/06/54 4:00 0.039 6 9.01 0.889
0.032 9 2/07/55 21:00 0.038 7 7.64 0.869
0.027 13 12/20/55 17:00 0.034 8 6.63 0.849
0.021 21 12/09/56 15:00 0.032 9 5.86 0.829
0.022 20 1/16/58 20:00 0.032 10 5.24 0.809
0.018 24 1/24/59 2:00 0.031 11 4.75 0.789
0.034 8 11/20/59 21:00 0.028 12 4.34 0.769
0.019 23 2/24/61 16:00 0.027 13 3.99 0.749
0.011 44 1/02/62 22:00 0.026 14 3.70 0.729
0.015 36 11/25/62 15:00 0.025 15 3.44 0.709
0.018 25 1/01/64 14:00 0.024 16 3.22 0.690
0.013 39 11/30/64 12:00 0.024 17 3.03 0.670
0.014 38 1/06/66 3:00 0.023 18 2.85 0.650
0.031 11 1/19/67 14:00 0.023 19 2.70 0.630
0.019 22 2/03/68 23:00 0.022 20 2. 56 0.610
0.018 26 12/03/68 17:00 0.021 21 2.44 o. 590
0.015 34 1/13/70 23: 00 0.019 22 2.32 o. 570
0.012 42 12/06/70 8:00 0.019 23 2.22 0. 550
0.038 7 2/28/72 3:00 0.018 24 2.13 0. 530
0.017 29 1/13/73 5:00 0.018 25 2.04 0. 510
0.018 27 1/15/74 2:00 0.018 26 1.96 0.490
0.028 12 12/26/74 23:00 0.018 27 1.89 0.470
0.017 30 12/02/75 20:00 0.018 28 1.82 0.450
0.002 50 3/24/77 19: 00 0.017 29 1. 75 0.430
0.014 37 12/10/77 17: 00 0.017 30 1. 70 0.410
0.009 46 2/12/79 8:00 0.016 31 1.64 0. 390
0.024 17 12/15/79 8:00 0.016 32 1. 59 0.370
0.013 40 12/26/80 3:00 0.016 33 1. 54 0.350
0.023 18 10/06/81 15:00 0.015 34 1.49 0.330
0.023 19 1/05/83 8:00 0.015 35 1.45 0.310
0.015 35 1/24/84 12:00 0.015 36 1.41 0.291
0.007 47 2/11/85 6:00 0.014 37 1. 37 0.271
0.039 6 1/18/86 20:00 0.014 38 1. 33 0.251
0.032 10 11/24/86 4:00 0.013 39 1. 30 0.231
0.012 43 1/14/88 12: 00 0.013 40 1. 27 0.211
0.007 48 12/30/88 6:00 0.012 41 1.24 0.191
0.054 1 1/09/90 9:00 0.012 42 1.21 0.171
0.047 4 4/05/91 2:00 0.012 43 1.18 0.151
0.016 33 1/27/92 17:00 0.011 44 1.15 0.131
0.016 31 3/22/93 23:00 0.009 45 1.12 0.111
0.004 49 2/17/94 20:00 0.009 46 1.10 0.091
0.025 15 2/19/95 20:00 0.007 47 1.08 0.071
0.049 3 2/09/96 1:00 0.007 48 1.05 0.051
0.026 14 1/02/97 9:00 0.004 49 1.03 0.031
0.009 45 1/07/98 9:00 0.002 50 1.01 0.011
Computed Peaks 0.064 100.00 0.990
Computed Peaks 0.056 50.00 0.980
Computed Peaks 0.048 25.00 0.960
computed Peaks 0.038 10.00 0.900
computed Peaks 0.036 8.00 0.875
computed Peaks 0.031 5.00 0.800
Page 1
Computed Peaks
Computed Peaks
PREDEV.pks
0.020
0.013
Page 2
2.00 0.500
1.30 0.231
DEV.pks
Flow Frequency Analysis LogPearson III Coefficients
Time Series File:dev.tsf Mean= -0.826 StdDev= 0.100
Project Location:Sea-Tac skew= 0.489
---Annual Peak Flow Rates--------Flow Frequency Analysis-------
Flow Rate Rank Time of Peak --Peaks --Rank Return Prob
(CFS) (CFS) Period
0.151 20 2/16/49 21:00 0.252 1 89. 50 0.989
0.230 4 3/03/50 16:00 0.243 2 32.13 0.969
0.151 21 2/09/51 2:00 0.235 3 19. 58 0.949
0.127 38 10/15/51 13:00 0.230 4 14.08 0.929
0.118 44 3/24/53 15:00 0.217 5 10.99 0.909
0.141 28 12/19/53 19:00 0.213 6 9.01 0.889
0.149 22 11/25/54 2:00 0.195 7 7.64 0.869
0.144 24 11/18/55 15:00 0.195 8 6.63 0.849
0.167 16 12/09/56 14:00 0.182 9 5.86 0.829
0.149 23 12/25/57 16:00 0.177 10 5.24 0.809
0.114 47 11/18/58 13: 00 0.176 11 4.75 0.789
0.144 25 11/20/59 5:00 0.176 12 4.34 0.769
0.126 39 2/14/61 21:00 0.175 13 3.99 0.749
0.128 37 11/22/61 2:00 0.172 14 3.70 0.729
0.126 40 12/15/62 2:00 0.168 15 3.44 0.709
0.144 26 12/31/63 23:00 0.167 16 3.22 0.690
0.129 36 12/21/64 4:00 0.163 17 3.03 0.670
0.130 35 1/05/66 16:00 0.162 18 2.85 0.650
0.195 7 11/13/66 19: 00 0.158 19 2.70 0.630
0.213 6 8/24/68 16:00 0.151 20 2.56 0.610
0.119 43 12/03/68 16:00 0.151 21 2.44 0. 590
0.130 34 1/13/70 22: 00 0.149 22 2.32 0. 570
0.124 41 12/05/70 9:00 0.149 23 2.22 0.550
0.182 9 2/27/72 7:00 0.144 24 2.13 0. 530
0.117 46 1/13/73 2:00 0.144 25 2.04 0.510
0.133 32 11/28/73 9:00 0.144 26 1.96 0.490
0.176 12 12/26/74 23:00 0.143 27 1.89 0.470
0.117 45 12/02/75 20:00 0.141 28 1.82 0.450
0.143 27 8/26/77 2:00 0.136 29 1. 75 0.430
0.195 8 9/17/78 2:00 0.136 30 1. 70 0.410
0.175 13 9/08/79 15:00 0.134 31 1. 64 0.390
0.163 17 12/14/79 21:00 0.133 32 1. 59 o. 370
0.176 11 11/21/80 11: 00 0.133 33 1. 54 0. 350
0.243 2 10/06/81 0:00 0.130 34 1.49 0. 330
0.177 10 10/28/82 16:00 0.130 35 1.45 0.310
0.136 29 1/03/84 1:00 0.129 36 1.41 0.291
0.122 42 6/06/85 22:00 0.128 37 1. 37 0.271
0.162 18 1/18/86 16:00 0.127 38 1. 33 0.251
0.217 5 10/26/86 0:00 0.126 39 1.30 0.231
0.102 49 11/11/87 0:00 0.126 40 1.27 0.211
0.133 33 8/21/89 17:00 0.124 41 1.24 0.191
0.252 1 1/09/90 6:00 0.122 42 1.21 0.171
0.235 3 11/24/90 8:00 0.119 43 1.18 0.151
0.134 31 1/27/92 15:00 0.118 44 1.15 0.131
0.093 50 11/01/92 16:00 0.117 45 1.12 0.111
0.107 48 11/30/93 22:00 0.117 46 1.10 0.091
0.136 30 11/30/94 4:00 0.114 47 1.08 0.071
0.168 15 2/08/96 10:00 0.107 48 1.05 0.051
0.158 19 1/02/97 6:00 0.102 49 1.03 0.031
0.172 14 10/04/97 15:00 0.093 50 1.01 0.011
Computed Peaks 0.277 100.00 0.990
computed Peaks 0.254 50.00 0.980
computed Peaks 0.232 25.00 0.960
computed Peaks 0.203 10.00 0.900
computed Peaks 0.197 8.00 0.875
computed Peaks 0.180 5.00 0.800
Page 1
computed Peaks
Computed Peaks
DEV.pks
0.147
0.125
Page 2
2 .00 0. 500
1.30 0.231
47
Retention/Detention Facility
Type of Facility:
Tank Diameter:
Tank Length:
Effective Storage Depth:
Stage O Elevation:
Storage Volume:
Riser Head:
Riser Diameter:
Number of orifices:
Detention Tank
8.00 ft
226.10 ft
7. 50 ft
359.44 ft
11069. cu. ft
7. 5 6 ft
18.00 inches
2
Full Head Pipe
Orifice# Height
(ft)
0.00
5.63
Diameter
(in)
0.41
l. 04
Discharge
(CFS)
Diameter
(in)
1
2
Top Notch Weir: None
Outflow Rating Curve: None
0. 013
0.041 4.0
Stage
(ft)
0.00
0.01
0.02
0.03
0.06
0.19
0.32
0.44
0.57
0.70
0.83
0. 96
l. 09
l. 21
l. 34
1. 47
1. 60
1. 73
1. 85
1. 98
2 .11
2.24
2.37
2.49
2.62
2.75
2.88
3.01
3.14
3.26
Elevation Storage Discharge
(ft)
359.44
359.45
359.46
359.47
359.50
359.63
359.76
359.88
360.01
360.14
360.27
360.40
360.53
360.65
360.78
360.91
361. 04
361.17
361.29
361. 42
361. 55
361.68
361.81
361. 93
362. 06
3 62 .19
362.32
3 62. 45
362. 58
362.70
(cu. ft) (ac-ft)
0. 0. 000
0.
0.
0.
0.
120.
253.
384.
536.
697.
865.
1040.
1222.
1395.
1588.
1786.
1989.
2196.
2391.
2605.
2823.
3043.
3267.
3475.
3702.
3932.
4163.
4395.
4629.
4845.
0.000
0.000
0.000
0.000
0.003
0.006
0.009
0.012
0.016
0.020
0.024
0.028
0.032
0.036
0.041
0.046
0.050
0.055
0.060
0.065
0.070
0.075
0.080
0.085
0.090
0. 096
0.101
0.106
0 .111
(cfs)
0.000
0.001
0.001
0.001
0.001
0.002
0.003
0.003
0.003
0.004
0.004
0.004
0.005
0.005
0.005
0.006
0.006
0.006
0.006
0.006
0.007
0.007
0.007
0.007
0.007
0.008
0.008
0.008
0.008
0.008
Percolation
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
3.39 362.83 5079. 0 .117 0.008 0.00
3.52 362. 96 5314. 0.122 0.009 0.00
3.65 363.09 5550. 0.127 0.009 0.00
3.78 363.22 5785. 0.133 0.009 0.00
3.90 363.34 6001. 0 .138 0.009 0.00
4.03 363.47 6235. 0.143 0.009 0.00
4.16 363.60 6468. 0.148 0.009 0.00
4.29 363.73 6700. 0.154 0.009 0.00
4.42 363.86 6930. 0.159 0.010 0.00
4.54 363.98 7142. 0.164 0.010 0.00
4.67 364 .11 7369. 0.169 0.010 0.00
4.80 364.24 7593. 0 .174 0.010 0.00
4.93 364.37 7816. 0.179 0.010 0.00
5.06 364.50 8035. 0.184 0.010 0.00
5.19 364.63 8251. 0.189 0.010 0.00
5.31 364.75 8448. 0.194 0. 011 0.00
5.44 364.88 8658. 0.199 0. 011 0.00
5.57 365.01 8863. 0.203 0. 011 0.00
5.63 365.07 8956. 0.206 0. 011 0.00
5.64 365.08 8972. 0.206 0. 011 0.00
5.65 365.09 8987. 0.206 0.012 0.00
5.66 365.10 9003. 0.207 0.013 0.00
5.67 365 .11 9018. 0.207 0.014 0.00
5.68 365.12 9033. 0.207 0.016 0.00
5.69 365.13 9049. 0.208 0.018 0.00
5.70 365.14 9064. 0.208 0.019 0.00
5.71 365.15 9079. 0.208 0.020 0.00
5.72 365.16 9095. 0.209 0.020 0.00
5.85 365. 29 9290. 0.213 0.025 0.00
5.98 365.42 9480. 0.218 0.029 0.00
6.11 3 65. 55 9664. 0.222 0.032 0.00
6.24 3 65. 68 9842. 0.226 0.034 0.00
6.36 3 65. 80 10000. 0.230 0.037 0.00
6.49 365.93 10164. 0.233 0.039 0.00
6.62 366.06 10320. 0.237 0.041 0.00
6.75 366.19 10467. 0.240 0.043 0.00
6.88 366.32 10604. 0.243 0.045 0.00
7.00 366. 44 10720. 0.246 0.047 0.00
7.13 366.57 10833. 0.249 0.048 0.00
7.26 366.70 10931. 0.251 0.050 0.00
7.39 366.83 11010. 0.253 0.051 0.00
7.52 366. 96 11062. 0.254 0.053 0.00
7.56 367.00 11069. 0.254 0.053 0.00
7.66 367.10 11069. 0.254 0.516 0.00
7.76 367.20 11069. 0.254 1. 360 0.00
7.86 367.30 11069. 0.254 2. 460 0.00
7. 96 367.40 11069. 0.254 3.750 0.00
8.06 367.50 11069. 0.254 5.220 0.00
8.16 367.60 11069. 0.254 6.650 0.00
8.26 367.70 11069. 0.254 7.180 0.00
8.36 367.80 11069. 0.254 7.670 0.00
8.46 367.90 11069. 0.254 8.140 0.00
8.56 368.00 11069. 0.254 8.570 0.00
8.66 368.10 11069. 0.254 8.990 0.00
49
8.76 368.20 11069. 0.254 9.390 0.00
8.86 368.30 11069. 0.254 9.770 0.00
8. 96 368.40 11069. 0.254 10.140 0.00
9.06 368.50 11069. 0.254 10. 4 90 0.00
9.16 368.60 11069. 0.254 10.830 0.00
9.26 368.70 11069. 0.254 11. 160 0.00
Hyd Inflow Outflow Peak Storage
Target Cale Stage Elev (Cu-Ft) (Ac-Ft)
1 0.15 ******* 0.06 7.56 367.00 11069. 0.254
2 0.17 0.05 0.05 7.07 366.51 10785. 0.248
3 0.18 ******* 0.05 6.94 366.38 10665. 0.245
4 0.23 ******* 0.04 6.56 366.00 10250. 0.235
5 0.14 ******* 0.03 6.20 365.64 9784. 0.225
6 0.22 ******* 0.03 5.90 365.34 9366. 0.215
7 0.13 ******* 0.01 4.40 363.84 6901. 0.158
8 0.10 ******* 0.01 3.55 362.99 5362. 0.123
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:RDOOT
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.252 CFS at 6:00 on Jan 9 in 1990
Peak Outflow Discharge: 0.057 CFS at 19:00 on Feb 9 in 1951
Peak Reservoir Stage: 7.56 Ft
Peak Reservoir Elev: 367.00 Ft
Peak Reservoir Storage: 11069. Cu-Ft
0.254 Ac-Ft
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence Probability
CFS % % %
0.001 211361 48.256 48.256 51. 744 0.517E+OO
0.002 43509 9.934 58.189 41.811 0.418E+OO
0.004 54895 12.533 70. 723 29.277 0.293E+00
0.006 54769 12.504 83.227 16.773 0.168E+OO
0.007 46918 10. 712 93.939 6.061 0.606E-01
0.009 14537 3.319 97.258 2.742 0.274E-01
0.010 10653 2.432 99.690 0.310 0.310E-02
0.012 913 0.208 99.898 0.102 0.102E-02
0.013 30 0.007 99.905 0.095 0.947E-03
0.015 22 0.005 99.910 0.090 0.897E-03
0.016 14 0.003 99. 913 0.087 0.865E-03
0.018 6 0.001 99.915 0.085 0.852E-03
0.020 22 0.005 99.920 0.080 0. 801E-03
0.021 45 0.010 99.930 0.070 0.699E-03
0.023 31 0.007 99.937 0.063 0.628E-03
0.024 25 0.006 99.943 0.057 0.571E-03
0.026 23 0.005 99.948 0.052 0.518E-03
0.027 20 0.005 99.953 0.047 0.473E-03
0.029 18 0.004 99.957 0.043 0.432E-03
50
0.031 26 0.006 99. 963 0.037 0.372E-03
0.032 17 0.004 99. 967 0.033 0.333E-03
0.034 39 0.009 99.976 0.024 0.244E-03
0.035 17 0.004 99.979 0.021 0.205E-03
0.037 16 0.004 99.983 0. 017 0.169E-03
0.038 15 0.003 99.987 0.013 0 .135E-03
0.040 15 0.003 99.990 0.010 O.lOOE-03
0.042 11 0.003 99. 992 0.008 0.753E-04
0.043 10 0.002 99.995 0.005 0.525E-04
0.045 4 0.001 99.996 0.004 0.434E-04
0.046 8 0.002 99.997 0.003 0.251E-04
0.048 5 0.001 99.999 0.001 0 .137E-04
0.049 2 0.000 99.999 0.001 0. 913E-05
0.051 2 0.000 100.000 0.000 0.457E-05
0.053 0 0.000 100.000 0.000 0.457E-05
0.054 1 0.000 100.000 0.000 0.228E-05
0.056 0 0.000 100.000 0.000 0.228E-05
51
COMPARE.prn
Duration comparison Anaylsis
Base File: predev.tsf
New File: rdout.tsf
cutoff units: Discharge in CFS
cutoff
0.010
0.013
0.017
0.020
0.023
0.027
0.030
0.034
0.037
0.040
0.044
0.047
0.050
0.054
-----Fraction of Time--------------check of Tolerance-------
Base New %change Probability Base New %Change
0.93E-02 0.98E-02 5.1 I 0.93E-02 0.010 0.010 0.1
0.50E-02 0.95E-03 -81.1 I 0.50E-02 0.013 0.010 -24.6
0.28E-02 0.86E-03 -68.9 I 0.28E-02 0.017 0.011 -35.8
0.17E-02 0.77E-03 -55.3 I 0.17E-02 0.020 0.011 -45.2
O.llE-02 0.60E-03 -42.9 I O.llE-02 0.023 0.011 -52.3
0.67E-03 0.49E-03 -27.8 I 0.67E-03 0.027 0.022 -19.6
0.44E-03 0.39E-03 -11.3 I 0.44E-03 0.030 0.029 -4.9
0.31E-03 0.26E-03 -15.7 I 0.31E-03 0.034 0.033 -2.6
0.21E-03 0.17E-03 -21.3 I 0.21E-03 0.037 0.035 -5.6
0.12E-03 0.94E-04 -22.6 I 0.12E-03 0.040 0.039 -3.3
0.59E-04 0.48E-04 -19.2 I 0.59E-04 0.044 0.042 -2.7
0.34E-04 0.23E-04 -33.3 I 0.34E-04 0.047 0.045 -3.2
0.91E-05 0.68E-05 -25.0 I 0.91E-05 0.050 0.050 -0.8
0.23E-05 0.23E-05 0.0 I 0.23E-05 0.054 0.057 5.5
Maximum positive excursion= 0.005 cfs ( 9.3%)
occurring at 0.052 cfs on the Base Data:predev.tsf
and at 0.057 cfs on the New Data:rdout.tsf
Maximum negative excursion= 0.012 cfs (-52.7%)
occurring at 0.024 cfs on the Base Data:predev.tsf
and at 0.011 cfs on the New Data:rdout.tsf
Page 1
52
Water Quality System (Part E)
Enhanced Basic Water Quality Menu
The Enhanced Basic Treatment WQ menu is designed to achieve 50 percent total zinc
removal. Sizing meets WA DOE 2009 Stormwater Manual's 91 % annual stormwater
volume filtered since Filterra are located upstream of detention.
Water quality design flow has been sized by WWHM as required by Filterra
recommendation. Sand filter design option has been used with input data:
• filter material depth I . 8'
• effective ponding depth 0.75'
• riser height 0.7'
• filter conductivity 24.82 inches per hour
Three 4x4 and one 4x6 Filterra Box Sizes were with bypass have been designed.
53
Part E -Water Quality Treatment Design Calculations
54
DRAINAGE AREAS FOR Fil TERRA DESIGN
DRAINAGE IMPERV.
AREAS (AC) PERV. (AC) TOTAL (AC)
Fl 0.086
F2 0.160
F3 0.100
F4 0.098
-----
'"
CD ;~~i~ .. ?~~INAGE AREA FOR FILTERRA DESIGN
55
~le ;d-; ' Help
Schematic
r Predeveloped
~~Iii
·iillt!!
~-~ ~ ~
Move Elements
·1J~
Save x,y I Load x,y I
X to I
y i3CI I
~ -=-I I ~ ;I 1@1-1.ID
15 · Sand Filter 1 Mitigated .----..-------Fa ci Ii ty Name IFi1terra F 1 I
Outlet 1 Outlet 2 Outlet 3
Downstream Connections
1----i
lo I lo I lo I
1----1
Facility Type
r Precipitation Applied to F aciay
r Evtp0rationApplied to Faci;il
Is and Fiter I
Quickfilter
Facility Bottom Elevation (tt) O '------------'
Facility Dimensions
Bottom Length ~1 .. --~1
f----\BottomWidlh 14 I
Effective Depth lo. 75 I
Left Side Slope 10 I
1----1 Bottom Side Slope IO I
Righi Side Slope IO ·1
Top Side Slope 10 I
---+---1
lnfittration ~ -:1
Hydraulic Conooctivitl'(in/hr)
Filter material depth(ft)
Total Volume Fihrated(acre4t)
I T otalVolume Through Riser(acre-ft)
Total Volume [acre4t)
Percent Flilered
ill
Outlet Structure
Rise! Height [ft) ~ -:1
Rise< Diameter[in) r,oo--:1
Rise, Type
Notch Type
Orifice
!Fiat -:1
Diameter Height OMu.x
l24.82 -:1 Number (In) (Ft) (ds)
1 lo -:1 ro--:-1 0
ha -:-1 2 lo -:-1 lo -:-1 0
11.726 3 lo -:-1 ro--:-1 0
0.303
12.029 Filer Storage Volume at Riser Head .000
97.48 Pond ll'IC/ement lo.io -:1
Show Pond Table jOpen Table -:-1
56
-~ ~le~d-; Help
..... -=-...=.
-
ID
Schematic i:i, Sand Filter 2 Mitigat•d
I Predeveloped
~~Iii
iill!!I
~Ii~ n ~
· Move Elements
·t~
Save x,y I Load x,y I
X 120 I
y [2
Facility Nn.me [Fllterra F2
Outlet 1 Outlet 2 Outlet l
1 1 Downstream Connections [o I [o I l~o ---~
Facility Type [sanct Filler [
r Precipitation Applied to Faciity Quick Filter
I Ir Evlll)O(.Appied to Faciiy
Facility Bottom Elevation (ft) o ~---------~
Facility Dimensions
------, Bottom Length jl=B=====i
Bottom Width j.t
~=====i Effective Depth j!lr.!
Lett Side Slope "=jo=====i
"t-------, Bottom Side Slope j!l
~==9 R91! Side Slope jo
Top Side Slope jO
I /---+---1 ~-~
Infiltration iYEs -:-1
H)ldrdc Conductiv~y(in/hr] 124.82 -:-1
Filer material depth(ft)
T otaf Volume Filtrated(acie.ft]
1------1----1-----1 Total Volume Through Riser(acre-ltJ
T otaf Volume (acre-It]
Percent Filtered
~ _J
~ -:-1
20.421
1.02
21.441
95.24
Outlet Structure
Riser Height (It] [a.? -:--J
Riser Diameter(in] r,oo---:--J
Riser Type
Notch Type
/Flat -:-1
Orifice Diameter Height OMlllC
Number (In) (Ft) (ds)
1 ro--:-1 ro--:-1 0
2 ro--:-1 ro--:-1 0
3 ro--:-1 ro---;-J 0
Filer Storage Volume at Riser Head .000
Pond Increment [iiTrJ"° -:--J
Show Pond Table lopen Table ...:..J . '
57
--~ie~d-; HelF
~"';
~ -=-ID
Schematic d:, Sand Filter 3 Mitigated
I SCENARIOS I Facility Name
r Piedeveloped
Downstream Connections ,;-----;
Facility Type
r Precipitation Applied to Facility
1
r Evaporll!i!l(IAppli<,d tofdio
-
[Fiterra F3
OuUet 1 OuUet 2 Outlet 3
10 11° 11° I 1Sandfliter I
Quick Filter
~~Iii
liillt!!
~Ii~
Facility Bottom Elevation (ft) O '--------------'
n ~
Move Elements
·!~
Save •-Y J Load •.y J
x 160 I
y 00
Facility Dimensions
, I Bottom Length "'14-.. --~
t J Bottom Width 14 ~-==i Effective Depth jll75 as====i Left Side Slope IO
.,_ ___ Bottom Side Slope a=IO=====i
Righi Side Slope @ . I
1---· ,-----+-----t
Top Side Slope jO I
Infiltration !YES --;-J
Hyckaulic Conductivity{in/tv)
Filter material depth(ft)
Total Volume Filtrated(acre-ft)
1 Total Volume Ttvough R iser(acie4t)
Total Volume (acie-lt)
Percent Fitered
~ __J
Outlet Structure
Riser Height (ft) ~ --:-J
Riser Diameter{in) ~ --:-J
Riser Type iFlal --:-J
Notch Type
Orifice
i24.82 --;-J Number
Diameter Height OM6X
rs---;-J
12.279
0.468
12.748
96.32
(In) (Ft) (cfs)
1 ro---;-j ro---;-j 0
2 ro---;-j ro---;-j 0
3 ro---;-j ro---;-j 0
Filter Storage Volume at Riser Head .000
Pond Increment [o.io --;-J
Show Pond Tnble iDpen Table ...,J
• I
58
-Fde fd,t Help
D~I..~.
Schematic
, Predeveloped
~~Iii
iillt!J
~Ii~ n ~
Move Elements
·!~
Save x.y ! Load x.y I
X 160 I
v rra
'~
.---...,...----,---.,......,
-=-
ti"· Sand Filter 4 Mitigated
Facility Name
Downstream Connections
Facility Type
r Precipitation Applied to F aciity
r Ev..-elionApptied to Facily
-"'
l".IILID
[Filerra F 4
OuUet 1 OuUet 2 OuUet 3
10 110 I~
IS and Filter I
Q_uick Filter
1----+-I
Facility Bottom Elevation (ft) o ~----------~
Facility Dimensions
Bottom Length I• ~ I
BottomWdh I•
Effective Depth 10.75
Lelt Side Slope 10
Bottom Side Slope 10
Right Side Slope 10
Top Side Slope 10
Infiltration /YES -;1
H)'drdc CorKluctiv~JllivhrJ
Filter material depth(ft)
Total Volume Filtrated(acre-ft)
1 I Total Volume Through Riser(acie-ft)
T otaf Volume (acie4t]
Percent Filtered
_!.] _J
I
I
I
I
I
I
/24 82 -:--j
r,:a--:--1
12.001
0.43
12.491
96.56
OuUet Structure
Riser Height (ftJ .-,o-=.7---;1
Riser Diameler(in) /loo -;1
R iser Type / Fial -:--J
Notch Type
Orifice Diameter Height OMllX
Number (In) (Ft) (cfs)
1 ro--;1 ro--;1 D
2 ro--;1 /0 -;1 D
3 lo -;1 lo -;1 D
Filter Storage Volume at Riser Head .000
Pond Increment lo 10 -;1
Show Pond Table fopen Table -;1
59
SECTION 5 -CONVEYANCE SYSTEM ANALYSIS AND
DESIGN
On-site conveyance system was sized using Rational Method as described in KCWSDM
Section 3.2.1. Storm and Sanitary Analysis Extension software of Autodesk Civil 3d
software was used for design calculations. Pipe system has been designed using
backwater analysis to convey the 25-year peak flows and checked if I 00-year peak flow
would not cause severe flooding or erosion problems. All new pipes have been sized to
have a minimum slope of 0.5%. Flow velocities are greater than the minimum full flow
velocity per SWDM of 3.0 FPS. Pipes shall be HDPE Lined Corrugated Polyethylene
Pipe (LCPE).
60
Section 5 -Conveyance System Calculations
61
__,__------~~----~= ~---r------------------~==--~~---r,:;:=:;;:.::--..;.-,....--
-~-~--11
-------,· ----~-,1
__.----~ --------·;/· -
----~---~-:_-:-:-~-~---
/~--~,,:------·
. . /:,-?· -· -//
~-----------~·-·-/ ,(/ //
I ! / ---~==---~ I / ~ _/ _.,..,,~/
---.
---
' .
-··
......... / -<'}------------
/
I
\
\
62
213087 Wendy's on Carr Road, Renton
Project Options
Flow Units. CFS
Elevation Type.. Elevation
Hydrology Method ............................................................... Rational
Time of Concentration (TOC) Method User-Defined
Link Routing Method . . ................................ Kinematic Wa110
Enable Overflow Ponding at Nodes ...................................... YES
Skip Steady State Analysis Time Periods . NO
Number of Elements
Rain Gages ..
Subbasins ..
Nodes ..
Junctions ..
Outfalls.
Flow Diversions ..
Inlets ..
Storage Nodes ..
Links ..
Channels.
Qty
.. ····· ................................. 0
. ................................. 6
14
12
2
0
0
0
12
0
Pipes.. 12
Pumps.. O
Orif,ces .. O
we.rs.. o
Outlets.. 0
Pollutants ............................................................................. O
Land Uses.. O
Rainfall Details
Return Period .. 25 year(s)
25 year storm
213087 Wendy's on Carr Road, Renton 25 year storm
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(acj (inl (inj iac-inj ,cfsj ,days hh:mm:ss)
1 DA1 0.12 0.7000 0.29 0.20 0.02 0.24 0 00.06:18
2 DA2 0.10 0.8200 0.29 0.24 0.02 0.22 o oo:os:1s
3 DA3 0.19 0.8000 0.29 0.23 0.04 0.42 0 00:06:18
4 OA4 0.12 0.8100 0.29 0.23 0.03 0.26 0 00:06:18
5 DAS 0.11 0.8200 0.29 0.24 0.03 0.25 0 00:06:18
6 DAB 0.02 0.7400 0.29 0.21 0.01 0.05 0 00:06:18
Pag~of14
213087 Wendy's on Carr Road, Renton 25 year storm
Node Summary
SN Element Element lnYert Ground/Rim Peak Max HGL Min
ID Type Elevation (Max) Inflow Elevation Freeboard
EleYation Attained Attained
(ftl (ftl [cfsJ (ftl (ft}
1 CB-1 Junction 359.40 369.66 1.40 359.91 9.75
2 CB-2 Junction 359.49 370.63 1.50 360.02 10.61
3 CB-3 Junction 366.22 370.31 1.34 366.57 3.74
4 CB-4 Junction 367.52 371.99 0.86 367.86 4.13
5 CB-5 Junction 367.78 371.89 045 368.10 3.80
6 CB-6 Junction 367.89 372.30 0.41 368.13 4.17
7 CB-7 Junction 366.30 369.98 0.50 366.65 3.33
8 F1 Junction 367.98 371.81 0.24 368.17 3.64
9 F2 Junction 368.18 372.01 0.41 368.43 3.58
10 F3 Junction 366.43 370.26 0.26 366.63 3.63
11 F4 Junction 366.67 370.50 0.25 366.82 3.68
12 OUT OET Junction 359.52 370.63 1.34 359.86 10.77
13 EX CB Outfall 359.00 1.39 359.61
14 IN OET Outfall 365.50 1.34 365.72
Pag~~ of 14
213087 Wlfldy's oo Car Road, Re.., 25year-
Link Summary
SN E-Elomont film To (°'1111) ~ lnot Olilet A-Diametlr ~ Malllingt Peak Dllign Flow Peak Fk>w/ Put Flow Ptak Fkro Peak Fkro
ID TY!II OnlllJ Node lmllt hNllt Slope Heqi Roughnea Fbw C,paciy Design Fkro Velocity llejj!I lleph/
Nole EOYllionElevalion Ratio Tolllile¢1
Ratio
l!l l!l l!l I!} [•I lclsl iclsl ~ l!l 1 SD-1 Pipe CS.1 EXCB 611.16 35140 351.10 0.5IXMI 12.000 0.01211 1.39 2.73 051 3.49 0.51 0.51
2 SD-10 Pipe CS.7 CB-3 15.62 366.311 36622 0.5IXMI 8.000 0.01211 0.50 0.92 0.54 2.71 0.36 0.52
3 SD-11 Pipe Fl CS.7 11.08 366.67 3611.311 33700 8.000 0.01211 0.25 2.40 0.10 4.45 Q15 022
4 SD-12 Pipo F3 CS.I 1328 366.43 366.311 1.000Q 8.000 0.01211 01! 1.31 0.19 2.91 020 0.311
5 Sl).l Pipo ~ CS.1 18.01 351.49 359.40 0.5000 12.000 0.01211 1.40 2.73 0.51 3.63 0.52 0.52
6~ Pipo OUTDET~ 5.1111 359.52 351.49 0.581111 36.000 0.01211 1.50 5!.03 0.03 3.39 0.34 0.11
7 SD-4 Pipo CB-3 tHJEI' 6.73 36622 365.50 10.1111111 12000 0.01211 1.34 1262 0.11 10.47 022 022
8SO. Pipo CB-4 CB-3 79.57 367.52 36622 1.6400 8.000 0.01211 0.85 !Bl 0.51 4.81 0.34 0.50
9SD-9 Pipo C8-8 CB-4 43.36 367.78 367.52 0.60IIII 8.000 0.01211 D.45 1.01 0.44 2.84 0.31 0.47
10 SD-7 Pipo Ft C8-8 19.74 367S8 367.78 1.000Q 8.000 0.01211 023 1.31 0.18 3.1111 0.19 029
11 SO,l Pipe cu CB-4 29.76 367B9 367.52 1221111 8.000 0.01211 0.41 1.45 028 3.58 024 0.36
12 SD-9 Pipo F2 cs.a 24.54 311.18 367.69 120IIII 8.IIIIO 0.01211 0.41 1.43 D29 3.77 024 037
213087
Subbasln Hydrology
Subbasin : DA 1
Input Data
Area (ac) . 0.12
Weighted Runoff Coefficient ...................... 0.7000
Subbasin Runoff Results
Total Rainfall (in) ................................... 0.29
Total Runoff (in) ......................................... 0.20
Peak Runoff (cfs) ........................................ 0.24
Rainfall Intensity ...................................... 2.734
Weighted Runoff Coefficient ...................... 0.7000
Time of Concentration (days hh:mm:ss) ..... O 00:06:18
Wendy's on Carr Road, Renton 25 year storm
67
Page 5 of 14
213087
Subbasin : DA2
Input Data
Area (ac) ........................ .
Weighted Runoff Coefficient .
Subbasin Runoff Results
0.10
0.8200
Total Rainfall (in) .................................. 0.29
Total Runoff (in) 0.24
Peak Runoff (cfs) .. 0.22
Rainfall Intensity .......................................... 2.734
Weighted Runoff Coefficient. 0.8200
Time of Concentration (days hh:mm:ss) ..... 0 00:06:18
Wendy's on Carr Road, Renton 25 year storm
Pag\\ of 14
213087
Subbasin : DA3
Input Data
Area (ac) 0.19
Weighted Runoff Coefficient ....................... 0.8000
Subbasin Runoff Results
Total Rainfall (in) -····· ......................... 0.29
Total Runoff (in). 0.23
Peak Runoff (cfs) ........................................ 0.42
Rainfall Intensity ......................................... 2.734
Weighted Runoff Coefficient ................ 0.8000
Time of Concentration (days hh:mm:ss) ..... O 00:06:18
Wendy's on Carr Road, Renton 25 year storm
Pa:~of14
213087
Subbasin : DA4
Input Data
Area (ac) .
Weighted Runoff Coefficient ..
Subbasin Runoff Results
0.12
0.8100
Total Rainfall (in) ......................................... 0.29
Total Runoff {in). 0.23
Peak Runoff (cfs). 0.26
Rainfall Intensity.. 2.734
Weighted Runoff Coefficient.. 0.8100
Time of Concentration (days hh:mm:ss) ..... O 00:06:18
Wendy's on Carr Road, Renton 25 year storm
213087
Subbasin : DAS
Input Data
Area (ac)
Weighted Runoff Coefficient.
Subbasin Runoff Results
Total Rainfall (in).
Total Runoff (in).
Peak Runoff {cfs).
0.11
0.8200
········· 0.29
0.24
0.25
Rainfall Intensity.. . ............... 2.734
Weighted Runoff Coefficient.. 0.8200
Time of Concentration {days hh:mm:ss) ..... 0 00:06:18
Wendy's on Carr Road, Renton 25 year stem,
PaJ\ of 14
213087
Subbasin : DA6
Input Data
Area (ac) .
Weighted Runoff Coefficient
Subbasin Runoff Results
0.02
0.7400
Total Rainfall (in). 0.29
Total Runoff (in). 0.21
Peak Runoff (cfs) 0.05
Rainfall Intensity .. 2. 734
Weighted Runoff Coefficient. . .......... 0.7400
Time of Concentration {days hh:mm:ss) .... 0 00:06:18
Wendys on Carr Road, Renton 25 year storm
Pag/~ of 14
213087 Wendy's on Carr Road, Renton 25 year storm
Junction Input
SN Element Invert Ground/Rim Ground/Rim Minimum
ID Elevation (Max) (Max) Pipe
Offset Cover
ft ,n
1 CB-1 369.66 10.26 111.15
2 CB-2 359.49 370.63 11.14 97.67
3 CB-3 366.22 370.31 4.09 37.04
4 CB-4 367.52 371.99 4.46 45.57
5 CB-5 367.78 371.89 4.11 41.29
6 CB-6 367.89 372.30 4.42 44.98
7 CB-7 366.30 369.98 3.68 36.15
8 F1 367.98 371.81 3.83 37.96
9 F2 368.18 372.01 3.83 37.96
10 F3 366.43 370.26 3.83 37.96
11 F4 366.67 370.50 3.83 37.96
12 OUTOET 359.52 370.63 11.11 97.32
213087 Wendy's on Carr Road, Renton 25 year storm
Junction Results
SN Element Peak Peak Max HGL Max HGL
ID Inflow Lateral Elevation Depth
Inflow Attained Attained
~cfsl lcfsl !ftl lfll
1 CB-1 1.40 0.05 359.91 0.51
2 CB-2 1.50 0.00 360.02 0.53
3 CB-3 1.34 0.00 366.57 0.35
4 CB-4 0.86 0.00 367.86 0.34
5 CB-5 0.45 0.22 368.10 0.32
8 CB-6 0.41 0.00 368.13 0.24
7 CB-7 0.50 0.00 366.65 0.35
8 F1 0.24 0.24 368.17 0.19
9 F2 0.41 0.41 366.43 0.25
10 F3 0.26 0.26 366.63 0.20
11 F4 0.25 0.25 366.82 0.15
12 OUT OET 1.34 1.34 359.86 0.34
Pag/~ of 14
213087 Wendy's on Carr Road, Renton 25 year storm
Pipe Input
SN Element Length Inlet Outlet Total Average Pipe Pipe Manning's Entrance Exit/Bend Additional
ID Invert Invert Drop Slope Shape Diameter or Roughness Losses Losses Losses
Elevation Elevation Height
ft " ,n
1 SD-1 359.40 359.10 12.000 0.0120 0.5000 0.5000 0.0000
2 SD-10 15.62 366.30 366.22 0.08 0.5000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
3 SD-11 11.08 366.67 366.30 0.37 3.3700 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
4 SD-12 13.28 366.43 366.30 0.13 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
5 SD-2 18.02 359.49 359.40 0.09 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000
6 SD-3 5.00 359.52 359.49 0.03 0.5800 CIRCULAR 36.000 0.0120 0.5000 0.5000 0.0000
7 SD-4 6.73 366.22 365.50 0.72 10.6900 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000
8 SD-5 79.57 367.52 366.22 1.30 1.6400 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
9 SD-6 43.36 367.78 367.52 0.26 0.6000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
10 SD-7 19.74 367.98 367.78 0.20 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
11 SD-8 29.76 367.89 367.52 0.36 1.2200 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
12 SD-9 24.54 368.18 367.89 0.29 1.2000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
Pag/fj or 14
213087 Wendy's on Carr Road, Renton 25 year storm
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/
Occurrence Ratio Total Depth
Ratio
{cfsl {da:z:§; hh:mmj lcfsl lftlsecl {min} 'ft}
1 SD-1 1.39 0 00:06 2.73 0.51 3.49 0.29 0.51 0.51
2 SD-10 0.50 0 00:06 0.92 0.54 2.71 0.10 0.35 0.52
3 SD-11 0.25 0 00:06 2.40 0.10 4.45 0.04 0.15 0.22
4 SD-12 0.25 0 00:06 1.31 0.19 2.91 0.08 0.20 0.30
5 SD-2 1.40 0 00:00 2.73 0.51 3.63 0.08 0.52 0.52
6 SD-3 1.50 0 00:00 55.03 0.03 3.39 0.02 0.34 0.11
7 SD-4 1.34 0 00:06 12.62 0.11 10.47 0.01 0.22 0.22
8 SD-5 0.85 0 00:07 1.68 0.51 4.86 0.27 0.34 0.50
9 SD-6 0.45 0 00:06 1.01 0.44 2.84 0.25 0.31 0.47
10 $0-7 0.23 0 00:06 1.31 0.18 3.00 0.11 0.19 0.29
11 SD-8 0.41 0 00:06 1.45 0.28 3.58 0.14 0.24 0.36
12 SD-9 0.41 0 00:06 1.43 0.29 3.77 0.11 0.24 0.37
76 Page 14 of 14
213087 Wendy's on Carr Road, Renton
Project Options
F!ow Units ........................... CFS
Elevation Type .......... Elevation
Hydrology Method ............................................................... Rational
Time of Concentration (TOC) Method ......................... User4 Defined
Link. Routing Method Kinematic Wave
Enable Overflow Ponding at Nodes ...................................... YES
Skip Steady State Analysis Time Periods . NO
Number of Elements
Qty
0 Rain Gages.
Subbasins ..
Nodes ..
. .... ····························································· 6
Junctions ..
Outfalls ..
Flow Diversions .
Inlets ..
Storage Nodes ..
Links.
Channels ..
Pipes ..
Pumps ..
Orifices ..
wers ..
Outlets.
Pollutants.
Land Uses.
Rainfall Details
Return Period ....
14
12
2
0
0
0
12
0
12
0
0
0
0
·········· ......... 0
0
100 year(s)
100 year storm
77
Page 1 of 14
213087 Wendy's on Carr Road, Renton 100 year storm
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (inl (inl (ac-inl (cfs} (days hh:mm:ss)
1 DA1 0.12 0.7000 0.34 0.24 0.03 0.28 0 00:06:18
2 DA2 0.10 0.8200 0.34 0.28 0.03 0.26 0 00:06:18
3 DA3 0.19 0.8000 0.34 0.27 0.05 0.48 0 00:06:18
4 DA4 0.12 0.8100 0.34 0.27 0.03 0.30 0 00:06:18
5 DAS 0.11 0.8200 0.34 0.28 0.03 0.29 0 00:06:18
6 DA6 0.02 0.7400 0.34 0.25 0.01 0.06 0 00:06:18
Pagi~ of 14
213087 Wendy's on Carr Road, Renton 100 year stonn
Node Summary
SN Element Element Invert Ground/Rim Peak Max HGL Min
ID Type Elevation (Max) Inflow Elevation Freeboard
Elevation Attained Attained
(ftl (ftl (cfs} (ftl (ftl
1 CB-1 Junction 359.40 369.66 1.63 359.96 9.70
2 CB-2 Junction 359.49 370.63 1.74 360.07 10.56
3 CB-3 Junction 366.22 370.31 1.57 366.60 3.70
4 CB-4 Junction 367.52 371.99 1.00 367.89 4.09
5 CB-5 Junction 367.78 371.89 0.53 368.13 3.77
6 CB-6 Junction 367.89 372.30 0.48 368.15 4.15
7 CB-7 Junction 366.30 369.98 0.59 366.68 3.29
8 F1 Junction 367.98 371.81 0.28 368.19 3.62
9 F2 Junction 368.18 372.01 0.48 368.45 3.56
10 F3 Junction 366.43 370.26 0.30 366.65 3.61
11 F4 Junction 366.67 370.50 0.29 366.83 3.67
12 OUT DET Junction 359.52 370.63 1.57 359.87 10.76
13 EXCB Outfall 359.00 1.63 359.66
14 INDET Outfall 365.50 1.57 365.74
Pa/e~ of 14
213087 Wendy's on car Road. Rtnton 1 Oil yur slDm1
Link Summary
SNE-~frum Ta (Oullot) Lqlh Inlet Oullot Am,ie IAamlUr or Miming', Pok c.sign fow Puk fowl Peak Fow Peak Fow Peal Fow
10 Typo Onie!) Node Invert Invert Sk>pe Height Ro,ghnea fow Capacity c..gn Fow Velocity lleph Ooph/
Node EMlonEJevatio1 Ratio Totalileph
Rao
!!l !!l !!l l!l [ml ~ 1c111 I!!!! l!l
1 S0.1 Pipe CS-1 EXCB 00.16 359.40 359.10 0.5000 11000 0.0120 1.63 2.73 0.00 3.63 0~ 0.56
2 S0.10 Pipe CS-1 CB,J 15.62 366.311 36622 0.5000 8.000 0.0120 0.59 092 0.63 181 0.39 0.56
3 51).11 Pipe F4 CS-7 11.118 366.61 366.311 3.3100 8.000 0.0120 0.29 140 0.12 4.66 0.16 0.24
4 51).12 Pipe F3 CB-7 1328 366.43 366311 1.0000 8.000 0.0120 0.311 1.31 0.23 3.114 022 0.32
5 50,1 Pipe C8-2 CS-1 18.02 359.49 359.40 0.5000 12.000 0.0120 1.63 2.73 0.60 3.15 0.51 0.51
6 50,1 Pipe OUT DET C8-2 5.1111 359.52 359.49 0.581111 36.000 0.0120 1.14 55.03 0.03 3.69 0.36 0.12
7 51}4 Pipe C8-3 tlDET 6.73 36622 385.SO 10.691111 11000 0.0120 1.51 12.62 0.12 10.96 024 024
8SOo Pipe C8-4 C8-3 79.51 367.52 36622 1.6400 8.000 0.0120 1.1111 1.68 0.59 5.114 0.37 0.55
9 so., Pipe C8-3 C8-4 43.36 367.78 361.52 0.6111111 lOOO 0.0120 0.53 1.01 0.52 2.95 0.34 0.51
10 51).7 Pipe F1 C8-3 19.74 361SI 361.18 1.0000 lOOO 0.0120 027 1.31 021 3.10 021 0.31
11 5().9 Pipe C8-6 C8-4 29.76 361.19 361.52 1221111 lOOO 0.01211 0.4' 1.45 0.33 3.73 0.26 0.40
12 5().9 Pipe f2 C8-6 24.54 366.18 361.89 1.2111111 8.000 0.01211 0.4' 1.43 0.33 3.91 027 0.40
aoPag,4~14
213087
Subbasin Hydrology
Subbasin : DA1
Input Data
Area (ac) .................................................... 0.12
Weighted Runoff Coefficient ...................... 0.7000
Subbasin Runoff Results
Total Rainfall (in) .. . ........................ 0.34
Total Runoff (in) ......................................... 0.24
Peak Runoff(cfs) .. . 0.28
Rainfall Intensity ....................................... 3.192
Weighted Runoff Coefficient ....................... 0.7000
Time of Concentration (days hh:mm:ss) ..... O 00:06:18
Wendy's on Carr Road, Renton 100 year storm
Pag~\ of 14
213087
Subbasin : DA2
Input Data
Area (ac).
Weighted Runoff Coefficient ..
Subbasin Runoff Results
Total Rainfall {in).
Total Runoff {in) ..
Peak Runoff (cfs).
Rainfall Intensity .
Weighted Runoff Coefficient ..
Time of Concentration (days hh:mm:ss)
0.10
0.8200
0.34
0.28
0.26
3.192
0.8200
. 0 00:06:18
Wendy's on Carr Road, Renton 100 year storm
213087
Subbasin : DA3
Input Data
Area (ac) .............. .
Weighted Runoff Coefficient
Subbasin Runoff Results
0.19
0.8000
Total Rainfall {in). . .................................. 0.34
Total Runoff (in) . 0.27
Peak Runoff (cfs) .. 0.48
Rainfall Intensity ........................................ 3.192
Weighted Runoff Coefficient. 0.8000
Time of Concentration (days hh:mm:ss) .. 0 00:06:18
Wendy's on Carr Road, Renton 100 year stonn
213087
Subbasin : DA4
Input Data
Area (ac). 0.12
Weighted Runoff Coefficient ...................... 0.8100
Subbasin Runoff Results
Total Rainfall (in) ......................................... 0.34
Total Runoff (in).. 0.27
Peak Runoff (cfs). 0.30
Rainfall Intensity ..................................... 3.192
Weighted Runoff Coefficient ....................... 0.8100
Time of Concentration (days hh:mm:ss) ..... O 00:06:18
Wendy's on Carr Road, Renton 100 year storm
Pagt\of14
213087
Subbasin : DA5
Input Data
Area (ac).
Weighted Runoff Coefficient ..
Subbasin Runoff Resu Its
0.11
0 8200
Total Rainfall (in) ......................................... 0.34
Total Runoff (in). 0.28
Peak Runoff(cfs). 0.29
Rainfall Intensity ..................................... 3.192
Weighted Runoff Coefficient. 0.8200
Time of Concentration (days hh:mm:ss) ..... 0 00:06:18
Wendy's on Carr Road. Renton 100 year storm
213087
Subbasin : DAS
Input Data
Area (ac).
Weighted Runoff Coefficient .
Subbasin Runoff Results
0.02
····· 0.7400
Total Rainfall (in) ..................................... 0.34
Total Runoff (in) 0.25
Peak Runoff {cfs). 0.06
Rainfall Intensity.. 3.192
Weighted Runoff Coefficient ....................... 0.7400
Time of Concentration (days hh:mm:ss). . O 00:06:18
Wendy's on Carr Road, Renton 100 year storm
PageSfb of 14
213087 Wendy's on Carr Road, Renton 100 year storm
Junction Input
SN Element Invert Ground/Rim Ground/Rim Minimum
ID Elevation (Max) (Max) Pipe
Elevation Offset Cover
ft • ft in
1 CB-1 359.40 369.66 10.26 111.15
2 CB-2 359.49 370.63 11.14 97.67
3 CB-3 366.22 370.31 4.09 37.04
4 CB-4 367.52 371.99 4.46 45.57
5 CB-5 367.78 371.89 4.11 41.29
6 CB-6 367.89 372.30 4.42 44.98
7 CB-7 366.30 369.98 3.68 36.15
8 F1 367.98 371.81 3.83 37.96
9 F2 368.18 372.01 3.83 37.96
10 F3 366.43 370.26 3.83 37.96
11 F4 366.67 370.50 3.83 37.96
12 OUTOET 359.52 370.63 11.11 97.32
17 Page 11 of 14
213087 Wendy's on Carr Road, Renton 100 year storm
Junction Results
SN Element Peak Peak Max HGL Max HGL
ID Inflow Lateral Elevation Depth
Inflow Attained Attained
lcfsl (cfsl 'fQ (ftl
1 CB-1 1.63 0.06 359.96 0.56
2 CB-2 1.74 0.00 360.07 0.58
3 CB-3 1.57 0.00 366.60 0.38
4 CB-4 1.00 0.00 367.89 0.37
5 CB-5 0.53 0.26 368.13 0.35
6 CB-6 o"" o.oo 368.15 0.26
7 CB-7 0.59 0.00 366.68 0.38
8 F1 0.28 0.28 368.19 0.21
9 F2 0.4" 0.4" 368.45 0.27
10 F3 0.30 0.30 366.65 0.22
11 F4 0.29 0.29 366.83 0.16
12 OUTDET 1.57 1.57 359.87 0.35
Page~of14
213087 Wendy's on Carr Road, Renton 100 year storm
Pipe Input
SN Element Length Inlet Outlet Total Average Pipe Pipe Manning's Entrance Exit/Bend Additional
ID Invert Invert Drop Slope Shape Diameter or Roughness Losses Losses Losses
Elevation Elevation Height
" " In
1 SD-1 359.10 12.000 0.0120 0.5000 0.5000 0.0000
2 SD-10 366.22 8.040 0.0120 0.5000 0.5000 0.0000
3 SD-11 11.08 366.67 366.30 0.37 3.3700 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
4 SD-12 13.28 366.43 366.30 0.13 1.0000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
5 SD-2 18.02 359.49 359.40 0.09 0.5000 CIRCULAR 12.000 0.0120 0.5000 0.5000 0.0000
6 SD-3 5.00 359.52 359.49 0.03 0.5800 CIRCULAR 36.000 0.0120 0.5000 0.5000 0.0000
7 SD-4 6.73 366.22 365.50 0.72 10.6900 CIRCULAR 12.000 O.D120 0.5000 0.5000 0.0000
8 SD-5 79.57 367.52 366.22 1.30 1.6400 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
9 SD-6 43.36 367.78 367.52 0.26 0.6000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
10 SD-7 19.74 367.98 367.78 0.20 1.0000 CIRCULAR 6.040 0.0120 0.5000 0.5000 0.0000
11 SD-8 29.76 367.89 367.52 0.36 1.2200 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
12 S0-9 24.54 368.18 367.89 0.29 1.2000 CIRCULAR 8.040 0.0120 0.5000 0.5000 0.0000
Page8! of 14
213087 Wendy's on Carr Road, Renton 100 year storm
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak FIOw
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/
Occurrence Ratio Total Depth
Ratio
(cfsJ (da::t:2 hh:mm} {cfsJ (ft/secl (minl (fll
1 SD-1 1.63 0 00:06 2.73 0.60 3.63 0.28 0.56 0.58
2 SD-10 0.59 0 00:06 0.92 0.63 2.81 0.09 0.39 0.58
3 SD-11 0.29 0 00:06 2.40 0.12 4.66 0.04 0.16 0.24
4 S0-12 0.30 0 00:06 1.31 0.23 3.04 0.07 0.22 0.32
5 S0-2 1.63 0 00:00 2.73 0.60 3.75 0.08 0.57 0.57
6 S0-3 1.74 0 00:00 55.03 0.03 3.69 0.02 0.36 0.12
7 S0-4 1.57 0 00:06 12.62 0.12 10.96 0.01 0.24 0.24
8 SD-5 1.00 o 00:06 1.68 0.59 5.04 0.26 0.37 0.55
9 SD-6 0.53 o 00:06 1.01 0.52 2.95 0.24 0.34 0.51
10 SD-7 0.27 0 00:06 1.31 0.21 3.10 0.11 0.21 0.31
11 SD-8 0.48 0 00:06 1.45 0.33 3.73 0.13 0.26 0.40
12 SD-9 0.48 0 00:06 1.43 0.33 3.91 0.10 0.27 0.40
Page~of14
SECTION 6 -SPECIAL REPORTS AND STUDIES
Geotechnical Evaluation Report prepared by Terracon, dated July 2, 2013, was studied.
This report has been updated for infiltration data on July 30, 2013.
The project does not lie within and is not adjacent to 100-year floodplain or floodway per
King County Flood Maps and FIRM.
This site is not and is not adjacent to any known critical or environmental sensitive area.
There are not known any other special reports and studies related to subject area.
91
SECTION 7 -OTHER PERMITS
Other permits that may be required for this project include:
Building Permit for retaining walls from the City of Renton
Demo Permit by the City of Renton
King County Health Department Permit
Soos CreekWater & Sewer District Permit
Sewer disconnect permit by Soos CreekWater & Sewer District
Binding Site Plan Permit from the City of Renton
92
SECTION 8 -CSWPPP ANALYSIS AND DESIGN
This section include the analysis and design information which will be used to prepare
the required construction stormwater pollution prevention plan.
ESC Plan Analysis and Design (Part A)
No portion of the site is delineated as an erosion hazard area. The project meets or
exceeds minimum Erosion and Sediment Control Requirements of Core Requirement #5
of KCSWDM. ESC use standard ESC measures per Appendix D of KCSWDM as a
clearing and grading limits, silt fence, stabilized construction entrance, sediment trap,
filter fabric protection for inlets, interceptor swales and dikes, and temporary and
permanent cover measures to protect disturbed areas.
A sediment trap will be designed as a primary sediment control. Stormwater runoff will
be directed by interceptor swales and dikes to the sediment trap. Riprap or level spreader
shall be used to stabilize downstream of trap's weir overflow. A 2-year peak discharge
using KCRTS with 15 minutes time step at developed conditions will be used for design.
ESC Measurement:
I. Clearing Limits -Prior to any site clearing or grading, undisturbed areas will be staked
and delineated. Property lines will be staked by the surveyor. Security or construction
fence will be used.
2. Cover Measures -Temporary and permanent cover measures shall be provided to
protect all disturbed areas. Temporary cover shall be installed if an area is unworked for
more than seven days during dry season (May I to September 30) or for more than two
days during wet season (October I to April 30). Any area to remain unworked for more
than 30 days shall be seeded or sodded. All slopes and stockpiles 3: I and steeper over I 0
feet of vertical high shall be covered during wet season if they are unworked for more
than 12 hours. The material necessary to cover all disturbed areas shall be stockpiled on
site. All slopes steeper than 3:1 and greater than 5 vertical feet require surface
roughening.
Plastic covering will be used as temporary erosion protection to slopes and disturbed
areas. Permanent cover measurements will be used per landscaping plan.
3. Perimeter Protection -Perimeter protection is to reduce the amount of sediment
transported beyond the disturbed areas. It will be installed prior to any clearing and
grading.
Silt fence will be used along the west, north, and portion of east property lines. This fence
will be used as a secondary means of sediment control.
4. Traffic Area Stabilization -The purpose of traffic area stabilization is to reduce the
erosion of areas disturbed by vehicle traffic and to prevent transport of sediments onto
paved streets.
93
Quarry spalls stabilized construction entrance or a portion of the existing pavement will
be used at the entrance on the south side of property.
5. Sediment Retention -The purpose of the sediment retention is to prevent sediment
laden waters from leaving the site untreated.
The sediment trap will be used as a primary means of sediment control in the initial
construction face. Silt fence will be provided as a secondary or emergency control
measure.
Catch basin inserts will be used on all existing and new catch basins to prevent coarse
sediments from entering storm drain system.
6. Surface Water Collection -The purpose of surface water collection is to convey
surface water from disturbed areas to a sediment pond.
An interceptor dike and swale will be used along the north and west side to prevent un-
treated run-off water from leaving the construction site.
7. Dewatering Control -If dewatering is used during the construction, sediment laden
water will be pumped to a settling tank for pre-treatment if necessary or directly to the
sanitary sewer system. No dewatering water will be discharged to surface and storm
waters without a permit.
8. Dust Control -Dust control will be implemented when exposed soils are dry to the
point that wind transport is possible. Exposed soils will be sprayed with water until wet,
but runoff shall not be generated by spraying.
High Susceptibility areas to erosion:
There are no steep slopes on the site or any areas with high susceptibility to erosion.
Special Reports:
There are no ESC recommendations in any of special reports for this project.
Exceptions or Modifications:
There are no exceptions or modifications to any standard details or techniques.
Wet Season Requirements:
No additional wet season controls have been design.
Critical Area Restrictions:
There are no critical areas on the site or in adjacent properties.
Section 8, Part A -Sediment Trap Design, ESC Plan, Notes, and Details
To be provided at final design.
95
SWPPS Plan Design (Part B)
SWPPS was prepared for this project and will be held at the construction site all the time.
See also KC SWPPP Activity Worksheet attached.
The following construction activities have been identified as significant erosion and
sediment generating activities and specific BMPs have been chosen as appropriate for the
conditions.
• Required BMPs for all commercial properties
• Clearing, grading, and preparation ofland
• Demolition of building
• Building construction
The BMPs selected to address the pollution generated from the construction activities
listed are:
Required BMPs for all commercial properties
Clean your storm drainage system -maintain your drainage system by removing
sediments and other debris to prevent transportation into receiving waters.
Eliminate illicit connection to the storm drainage system -there will not be any non-
stormwater discharges to the storm drainage system. Sanitary sewers from the office will
be connected to the sanitary sewer system.
Stencil your storm drains -all catch basins will have stenciled message "Don't Pollute
Drains to Habitat" next to grates.
Clearing, grading, and preparation of/and
Clearing, grubbing, and excavation are the largest sediment producing activities on the
project. Subgrade stabilization and placement of new aggregates can also generate
sediments during storm event. New aggregate placement can also generate dust at dry
weather. For these reasons, perimeter protection, traffic stabilization, and sediment
retentions must be applied. Unworked areas and stockpiles shall be covered, catch basins
provided with filter fabric inlet control, a water truck shall be on-site during earthwork
activities.
During subgrade preparation, site grading, backfilling, and compaction, use of water
truck to control dust is required.
Demolition ofbuilding
Water truck will be used to help control dust from demolitions. The amount of water
must be controlled to eliminate runoff from the site.
96
Catch basin inlet control measurements will be applied.
Sweeping surrounding street gutters, sidewalk, and driveway will be used to collect
debris and garbage.
Building construction
No dumping of washed water or liquid waste to storm waters is allowed.
Drop cloth underneath of outdoor painting and scraping shall be used.
Ground cloth or tubs shall be used for paint mixing and tool cleaning. All wash water
shall be disposed to sanitary sewers.
Catch basin filter fabric inserts will be used to protect storm drainage from pollutants as a
secondary feature.
The containment device must be in place at beginning of the workday and accumulated
dirty runoff and solids must be disposed of in an appropriate manner at the end of the
workday.
Routine maintenance, cleanup, sweeping, covering, must be provided on regular basis.
97
Section 8, Part B -Activity Worksheet
~il\11®1,P,tl,M~ Name: Business T e:
Add
Activity
Sheet
Number
A-3
A-4
A-5
A-6
A-7
A-8
A-9
A-11
A-12
A-13
A-14
A-15
A-16
A-17
A-18
Use this worksheet to identify the activities that you conduct.
Interpret the categories broadly. Numbers A-1 -A-43
correspond to sheets located in Chapter Ill.
Storage of Liquid Materials in Stationary Tanks
This does not include unde round tanks or small containers
Storage of Any Liquid Materials in Portable Containers
Such as drums, buckets ·u s or barrels
Storage of Soil, Sand, and Other Erodible Materials
This includes stora e of all es of erodible materials
Storage of Pesticides and Fertilizers
This includes non-Ii uid esticides and ba s or iles of fertilizer
Storage and Treatment of Contaminated Soils
This a lies to contaminated soils that are excavated and left on site
Storage and Processing of Food Items
This includes storage of fruits, vegetables, meats. and other foods and
processing activtties at wineries, fresh and frozen juice makers, and other
food and bevera e rocessin o erations
Storage of Solid Wastes and Food Wastes (Including Cooking
Grease)
This includes r ular arba e and all other discarded non-Ii uid items
Storage of Scrap and Recycling Materials (Including Auto
Recycling Facilities)
This includes scrapped equipment, metal, empty metal drums, junk
a liances and vehicles and assorted rec clables
Cleaning or Washing of Tools and Equipment
This includes tools, all types of manufactured equipment components, and
work e ui ment such as lawn mowers and fork lifts
Cleaning or Washing of Cooking Equipment
This includes vents filters ots and ans rills and related items
Vehicle Washing and Steam Cleaning
This covers cleaning and washing at all types of establishments, including
fleet vehicle ards car dealershi s car washes and maintenance facilities
Interior Washing Operations (Including Mobile Contractors)
This includes ca et cleaners u holste cleaners and dra e cleaners
Pressure Washing of Buildings, Rooftops, and Other Large
Ob" t
TRANSFER OF LIQUfD MATERIALS
Truck or Rail Loadin
Fueling Operations
This includes gas stations, mobile fuel trucks, pumps at fleet vehicle yards
or sho s and other rivatel owned um s
Engine Repair and Maintenance
This covers oil chan es and other handlin of en
I
halt Production at Stationa
Do you conduct this
activity? If so,
where?
99
Activity
Sheet
Number
A-20
A-21
A-22
A-23
A-24
A-25
A-31
A-32
A-33
A-34
A-35
A-36
A-37
A-38
A-39
A-40
A-41
A-42
A-43
Use this worksheet to identify the activities that you conduct.
Interpret the categories broadly. Numbers A-1 -A-43
correspond to sheets located in Chapter Ill.
TYPE OF ACTIVITY
Concrete and Asphalt at Temporary Sites
This includes construction sites, remodeling, and driveway and parking lot
resurfacin
Manufacturing and Post-Processing of Metal Products
This includes machining, grinding, soldering, cutting, welding, quenching,
rinsin etc.
Painting, Finishing, and Coating of Vehicles, Products, and
E ui ment
Wood Treatment and Preserving
This includes small scale contractor operations (such as patio decks) and
la e scale lumber treatment o erations
Chemical Applications-Other than for Landscaping
This includes use of al aecides fun icides, esticides, and rodenticides
I
Swimming Pool and Spa Cleaning and Maintenance
This includes all swimmin ools and s as not at a sin le famil residence
Keeping Animals in Controlled Areas
This includes kennels rabbit hutches and similar animal rearin and care
Keeping Livestock in Stables, Pens, Pastures or Fields
This includes cattle horses i s shee oats and other hoofed animals
Logging and Log Yards
This a lies to Class IV eneral forest ractices onl
Mining and Quarrying of Sand, Gravel, and Other Materials
This covers sand, gravel, minerals, peat, clay, rock, etc. but does not
include excavation at construction sites
Well and Geotechnical Drilling
This includes mechanical drilling and directional drilling for water wells and
utilities, environmental protection and monitoring wells, and geotechnical
borin s
Roof Vents and Fu itive Emissions lncludin Dust
Street Deicing Operations
This includes deicin and anti-icin of streets and hi hwa s
Use of Soil Amendments on Construction Sites
Do you conduct this
activity? If so,
where?
INDOORS OUTDOORS
100
SECTION 9-BOND QUANTITIES, FACILITY
SUMMARIES, AND DECLARATION OF COVENANT
Bond Quantities Worksheet will be prepared and attached at the end of this section at
final design.
Flow Control and Water Quality Facility Summary Sheet and Sketch were prepared and
were attached.
Declaration of Stormwater Facility Maintenance Covenant for Private Storm Facilities
and Pervious Pavement BMP's to City of Renton will be provided.
101
Section 9 -Bond Quantities Worksheet
To be provided at fmal design.
102
Section 9 -Stormwater Facility Summary Sheet and Sketches
103
KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL
STORMWATER FACILITY SUMMARY SHEET DD~~ P@miit
Number 9;>£. \J,-OOD1S-,l.._ ~ )::,-Oo~';,.
(provide one Stormwater Facility Summary Sheet per Natural Discharge Location)
Overview:
Project Name
-----'~=""';;-""1-...l""--'D"-':T__._' ,;2.._---'Q...,__,_tv:::_..::C:::A-'----"R"'R."=-...!(2...::....:.a~,..,.-.()~,_,L__ ___ Date \ 0 /1 -i. .. / 'UJ \~
Downstream Drainage Basins
Major Basin Name 'Pl' ~STl+t:'.: R.. ClcEc. \<:..
Immediate Basin Name -----------
Flow Control:
Flow Control Facility Name/Number
Facility
Location 00 -S,' l°E
lfnone,
Flow control provided in regional/shared facility (give
location) __ -,-___________ _
No flow control required Exemption number
General Facility Information:
Type/Number of detention facilities: Type/Number of infiltration facilities:
___ ponds ponds
vaults tanks ---
_ _.\_ tanks ( '3 -~· t:,1 A.) trenches
Control Structure Location
Ou -~ tTF • t:0 w~ ':aT::f2. 6' A. t::, oi:: ""IA"" ~ ':::i
Type of Control Structure Q, S.S '2. t,li1B oe.18 (SC... Number of Orifices/Restrictions
~ ~
Size of Orifice/Restriction:
No.2
No. I 0. 4 \ I r-..JC.1.\
I o4 I "l'.' 1-f
No. 3 ______ _
No. 4 ______ _
Flow Control Performance Standard __ L=...cE"cc.· _V'--"e-"--'L..=-------''L=--------
2009 Surface Water Design Manual
1
104
1/9/2009
KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL
' Live Storage Volume \\, 06'4 C. E Depth __,6-... ____ Volume Factor of Safety
Number of Acres Served O, ~ 0 ;;, ----~-~--
Number of Lots----'------
Dam Safety Regulations (Washington State Department of Ecology)
Reservoir Volume above natural grade __ IJ~/~A~---
Depth of Reservoir above natural grade -~t,,J"'---1'/~Ac=.---
Facility Summary Sheet Sketch
All detention, infiltration and water quality facilities must include a detailed sketch.
( 11 "x 17" reduced size plan sheets may be used)
2009 Surface Water Design Manual
2
1/912009
105
KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL
Water Quality:
Type/Number of water quality facilities/BMPs:
biofiltration swale
large)
above
---
(regular/wet/ or continuous inflow)
large)
___ combined detention/wetpond
---
(wetpond portion basic or large)
combined detention/wetvault
___ filter strip
___ flow dispersion
___ farm management plan
___ landscape management plan
oil/water separator ---
(baffie or coalescing plate)
Liner? ---------
catch basin inserts: ---
Manufacturer
___ sand filter (basic or large)
___ sand filter, linear (basic or
---
---
y p1 t... ,i:_;: R RA
sand filter vault (basic or
sand bed depth? .. \ l (inches)
stormwater wetland
storm filter
___ wetpond (basic or large)
wetvault ---
___ Is facility Lined?
If so, what marker is used
--------------------
___ pre-settling pond
___ pre-settling structure:
Manufacturer -------------------
___ high flow bypass structure (e.g., flow-splitter catch basin)
source controls ---
Design Information
Water Quality design flow
Water Quality treated volume (sandfilter) --------
Water Quality storage volume (wetpool) ---------
Facility Summary Sheet Sketch
2009 Surface Water Design Manual
3
106
1/912009
Section 9 -Declaration of Stormwater Facility Maintenance Covenant for Private
Storm Facilities
To be provided at final design.
107
SECTION 10 -OPERATIONS AND MAINTENANCE
MANUAL
Operation and Maintenance Manual for Privately Maintained Drainage Facilities 1s
attached. Appendix A of King County Surface Water Design Manual has been used.
No.3 -Detention Tanks and Vaults
No.4 -Control Structure/Flow Restrictor
No.5 -Catch Basins and Manholes
No.6 -Conveyance Pipes and Ditches
No. I I -Ground (Landscaping)
No.20-Sand Filter Vault (Filterra box)
No.24 -Catch Basin Insert
108
Section IO -Operation and Maintenance Manual
109
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES
NO. 3-DETENTION TANKS AND VAULTS
Maintenance Defect or Problem Conditions When Maintenance is Needed
Component
Site Trash and debris Any trash and debris which exceed 1 cubic foot
per 1.000 square feet (lhis is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds Any noxious or nuisance vegetation which may
constitute a hazard to County personnel or the
public.
Conlaminants and Any evidence of contaminants or pollution such
pollution as oil, gasor.ne, concrete slunies or paint.
Grass/groundcover Grass or groundcover exceeds 18 inches in
height.
Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank
Storage Area (includes floatables and non.floatables).
Sediment Accumulated sediment depth exceeds 10% of the
accumulation dtameter of the storage area for %: length of
storage vault or any point depth exceeds 15% of
diameter. Example: 72--lnch storage tank would
require cleaning when sediment reaches depth of
7 inches for more than Xi length of tank.
Tank Structure Plugged air vent Any blockage of the vent
Tank bent out of Any part of tank/pipe is bent out of shape more
shape than 10% of its design shape.
GaJ)5 between A gap wider than %--inch at the joint of any tank
sections, damaged sections or any evidence of soil particles entering
joints or cracks or the tank at a joint or through a wall.
tears in wall
Vault Structure Damage to wall, Cracks wider than "!4-tnch, any evidence of soil
frame, bottom, and/or entering the structure through cracks or qualified
top slab inspection personnel determines that the vault is
not strudurally sound.
lnleVOutlet Pipes Sediment Sediment filling 20% or more of the pipe.
accumulation
Trash and debris Trash and debris accumulated in inlet/outlet
pipes (includes floatables and non-floatables).
Damaged Cracks wider than %--inch at the joint of the
inleVoutlet pipes or any evidence of soil entering
at the joints of the inlet/outlet pipes.
2009 Surface Water Design Manual -Appendix A
A-5
Results Expected When
Maintenance is Perfonned
Trash and debris deared from site.
Noxious and nuisance vegetation
removed according to applicable
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass or groundcover mo"wVed to a
height no greater than 6 inches.
No trash or debris in vault.
All sediment removed from storage
area.
Tank or vault freely vents.
Tank repaired or replaced to design.
No water or soil entering tank
through joints or waits.
Vault is sealed and structurally
sound.
Inlet/outlet pipes clear of sediment.
No trash or debris in pipes.
No crack.s more than Y.-lnch wide at
the joint of the inlet/outlet pipe.
1/9/2009
110
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES
NO. 3 -DETENTION TANKS AND VAULTS
Maintenance Defect or Problem
Component
Access Manhole Cover/lid not in place
Locking mechanism
not working
Cover/lid difficult to
remove
Ladder rungs unsafe
Large access Damaged or difficult
doors/plate to open
Gaps, doesn't cover
completely
Lifting Rings missing,
rusted
1/9/2009
Conditions When Maintenance Is Needed Results Expected When
Maintenance is Performed
Cover/lid is missing or only partially in place. Manhole access covered.
Any open manhole requires immediate
maintenance.
Mechanism cannot be opened by one Mechanism opens with proper tools.
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
One maintenance person cannot remove Cover/lid can be removed and
cover/lid after applying 80 lbs of lift. reinstalled by one maintenance
person.
Missing rungs, misalignment, rust, or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
Large access doors or plates cannot be Replace or repair access door so it
opened/removed using normal equipment. can opened as designed.
Large access doors not flat and/or access Doors dose flat and covers access
opening not completely covered. opening completely.
Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or
or plate. remove door or plate.
A-6
2009 Surface Water Design Manual -Appendix A
111
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES
NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance
Component
Defect or Problem Condition When Maintenance Is Needed
Structure Trash and debris Trash or debris of more than 1-1 cubic foot which
is located immediately in front of the structure
opening or is blocking capacity of the structure by
more than 10%.
Trash or debris in the structwe that exceeds 1h
the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Deposits of garbage exceeding 1 cubic foot in
volume.
Sediment Sediment exceeds 60% of the depth from the
bottom of the structure to the invert of the lowest
pipe into or out of the structure or the bottom of
the FROP-T section or is within 6 inches of the
invert of the lowest pipe into or out of the
strudure or the bottom of the FROP-T section.
Damage to frame Comer of frame extends more than % inch past
and/or top slab curb face into the street (If applicable).
Top slab has holes larger than 2 square inches or
cracks wider than X inch.
Frame not sitting flush on top slab, i.e.,
separation of more than % inch of the frame from
the top slab.
Cracks in walls or Cracks wider than lS inch and longer lhan 3 feet,
bottom any evidence of soil particles entering structure
through cracks, or maintenance person judges
that structure is unsound.
Cracks wider than Xi inch and longer than 1 foot
at the joint of any inleUoutlet pipe or any evidence
of soil particles entering structure through cracks.
Settlement/ Structure has settled more than 1 inch or has
misalignment rotated more than 2 inches out of alignment.
Damaged pipe joints Cracks wider than %-inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
the structure at the joint of the inletlouttet pipes.
Contaminants and Any evidence of contaminants or pollution such
pollution as oil, gasoline, concrete slurries or paint.
Ladder rungs missing Ladder is unsafe due to missing rungs,
or unsafe misalignment, rust, cracks, or sharp edges.
FROP-T Sedion Damage T section is not securely attached to structure
wall and outlet pipe structure should support at
least 1,000 lbs of up or down pressure.
Structure is not in upright position (allow up to
10% from plumb).
Connections to outlet pipe are not watertight or
show signs of deteriorated grout.
Any holes-other than designed holes-in the
structure.
Cleanout Gate Damaged or missing Cleanout gate is missing.
2009 Surface Water Design Manual -Appendix A
A-7
Results Expected When
Maintenance is Performed
No Trash or debris blocking or
potentially blocking entrance to
structure.
No trash or debris in the structure.
No condition present which would
attract or support the breeding of
insects or rodents.
Sump of structure contains no
sediment.
Frame is even with curb.
Top slab is free of holes and cracks.
Frame is sitting flush on top slab.
Structure is sealed and structurally
sound.
No cracks more than 1(4 inch wide at
the joint of inlet/outlet pipe.
Basin replaced or repaired to design
standards.
No cracks more than ~-inch wide at
lhe joint of inlet/outlet pipes.
Malerials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Ladder meets design standards and
allows maintenance person safe
access.
T section securely attached to wall
and outlet pipe.
Structure in correct position.
Connections to outlet pipe are water
tight; structure repaired or reptaced
and works as designed.
Structure has no holes olher than
designed holes.
Replace cleanout gate.
1/9/2009
112
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES
NO. 4 -CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem
Component
Orifice Plate Damaged or missing
Obstructions
Overflow Pipe Obstructions
Deformed or damaged
lip
lnleUOutlet Pipe Sediment
accumulation
Trash and debris
Damaged
Metal Grates Unsafe grate opening
(If Applicable)
Trash and debris
Damaged or missing
Manhole Cover/Lid Cover/lid not in place
Locking mechanism
Not Working
Cover/lid difficult to
Remove
1/9/2009
Condition When Maintenance is Needed Results Expected When
Maintenance ts Performed
Cleanout gate is not watertight Gate is watertight and works as
designed.
Gate cannot be moved up and down by one Gate moves up and down easily and
maintenance person. is watertight.
Chain/rod leading to gate is missing or damaged. Chain is in place and works as
designed.
Control device is not working property due to Plate is in place and works as
missing, out of place, or bent orifice plate. designed.
Any trash, debris, sediment, or vegetation Plate is free of all obstructions and
blocking the plale. works as designed.
Any trash or debris blocking (or having the Pipe is free of all obstructions and
potential of blocking) 1he overflow pipe. works as designed.
Up of overflow pipe is bent or deformed. Overflow pipe does not allow
overflow at an elevation lower than
design
Sediment filling 20% or more of the pipe. Inlet/outlet pipes dear of sediment.
Trash and debris accumulated in inleVoutlet No trash or debris in pipes.
pipes (indudes floatables and non-floatables).
Cracks wider than %-inch at the joint of the No cracks more than Y.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inleVoutlet pipe.
at the joints of the inleVoutlet pipes.
Grate with opening wider than 7/s inch. Grate opening meets design
standards.
Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal
Grate missing or broken member(s) of the grate. Grate is in place and meets design
standards.
Cover/lid is missing or onty partially in place. Cover/lid protects opening to
Any open structure requires urgent structure.
maintenance.
Mechanism cannot be opened by one Mechanism opens with proper tools.
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
One maintenance person cannot remove Cover/lid can be removed and
cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance
person.
A-8
2009 Surface Water Design Manual -Appendix A
113
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES
NO. 5 -CATCH BASINS AND MANHOLES
Maintenance Defect or Problem Condition When Maintenance is Needed
Component
Structure Sediment Sediment exceeds 60% of the depth from the
bottom of the catch basin to the invert of the
lowest pipe into or out of the catch basin or is
within 6 inches of the invert of the lowest pipe
into or out of the catch basin.
Trash and debris Trash or debris of more than !4 cubic foot which
is located immediately in front of the catch basin
opening or is blocking capacity of the catch basin
by more than 10%.
Trash or debris in the catch basin that exceeds
1
/3 the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate
odors that could cause complaints or dangerous
gases (e.g., methane).
Deposits of garbage exceeding 1 OJbic foot in
volume.
Damage to frame Comer of frame extends more than % inch past
and/or top slab curb fao, into the street (If applicable).
Top slab has holes larger than 2 square inci"les or
aacks wider than Y. inch.
Frame not sitting flush on top slab, i.e.,
separation of more than % inch of the frame from
the top slab.
Cracks in walls or Cracks wider than Y2 inch and longer than 3 feet,
bottom any evidence of soil particles entering catch
basin through cracks, or maintenance person
judges that catch basin is unsound.
Cracks wider than % inch and longer than 1 foot
at the joint of any inleUoutlet pipe or any evidence
of soil particles entering catch basin through
cracks.
SettlemenV Catch basin has settled more than 1 inch or has
misalignment rotated more than 2 inches out of alignment.
Damaged pipe joints Cracks wider than ~inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
the catch basin at the joint of the inleVoutlet
pipes.
Contaminants and Any evidence of contaminants or pollution such
pollution as oil, gasoline, concrete slurries or paint.
lnleUOutlet Pipe Sediment Sediment filling 20% or more of the pipe.
accumulation
Trash and debris Trash and debris accumulated in inleVoutlet
pipes (indudes floatables and non-floatables).
Damaged Cracks wider than ~inch at the joint of the
inlet/outlet pipes or any evidence of soil entering
at the joints of the inleVoutlet pipes.
2009 Surface Water Design Manual -Appendix A
A-9
Results Expected When
Maintenance is Performed
Sump of catch basin contains no
sediment.
No Trash or debris ~ocking or
potentially blocking entrance to
catch basin.
No trash or debris in the catch basin.
No dead animals or vegetation
present within catch basin.
No condition present which would
attract or support the breeding of
inseds or rodents.
Frame is even with curb.
Top slab is free of holes and cracks.
Frame is sitting flush on top slab.
Catch basin is sealed and
strudurally sound.
No cracks more than 11. inch wide at
the joint of inlet/outlet pipe.
Basin replaced or repaired to design
standards.
No cracks more than %-inch wide at
the joint of inlet/outlet pipes.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
lnleUoutlet pipes clear of sediment.
No trash or debris in pipes.
No cracks more than Y.-inch wide at
lhe joint of the inlet/outlet pipe.
1/9/2009
114
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES
NO. 5 -CATCH BASINS AND MANHOLES
Maintenance Defect or Problem
Component
Metal Grates Unsafe grale opening
(Catch Basins)
Trash and debris
Damaged or missing
Manhole Cover/Lid Cover/lid not in place
Locking mechanism
Not Working
Cover/lid difficuh to
Remove
1/9/2009
Condition When Maintenance is N88ded Results Expected When
Maintenance is Performed
Grate with opening wider than 7 le inch. Grate opening meets design
standards.
Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal
Grate missing or broken member(s) of the grate. Grate is in place and meets design
Any open structure requires urgent standards.
maintenance.
Cover/lid is missing or only partially in place. Cover/lid protects opening to
Any open structure requires urgent structure.
maintenance.
Mechanism cannot be opened by one Mechanism opens with proper tools.
maintenance person with proper tools. Bolts
cannot be seated. Sett-locking cover/lid does not
work.
One maintenance person cannot remove Cover/lid can be removed and
covernid after applying 80 lbs. of lift. reinstalled by one maintenance
person.
A-10
2009 Surface Water Design Manual -Appendix A
115
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES
NO. 6 -CONVEYANCE PIPES AND DITCHES
Maintenance Defect or Problem Conditions When Maintenance is Needed
Component
Pipes Sediment & debris Accumulated sediment or debris that exceeds
accumulation 20% of the diameter of the pipe.
Vegetation/roots Vegetation/roots that reduce free movement of
water through pipes.
Contaminants and Any evidence of contaminants or pollution such
pollution as oil, gasoline, concrete sfunies or paint.
Damage lo protective Protective coating is damaged: rust or corrosion
coating or corrosion is weakening the structural integrity of any part of
pipe.
Damaged Ally dent that decreases the cross section area of
pipe by more than 20% or is determined to have
weakened structural integrity of the pipe.
Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1.000
square feet of ditch and slopes.
Sediment Accumulated sediment that exceeds 20% of the
accumulation design depth.
Noxious weeds Any noxious or nuisance vegetation which may
constitute a hazard to County personnel or the
public.
Contaminants and Any evidence of contaminants or pollUtion such
pollution as oil, gasoline, concrete slurries or paint.
Vegetation Vegetation that reduces free movement of water
through ditches.
Erosion damage to Any erosion observed on a ditch slope.
slopes
Rock lining out of One layer or less of rock exists above native soil
place or missing (lf area 5 square feet or more, any exposed native
Applicable) soil.
2009 Surface Water Design Manual -Appendix A
A-11
Results Expected When
Maintenance is Performed
Water flows freely through pipes.
Water flows freely through pipes.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Pipe repaired or replaced.
Pipe repaired or replaced.
Trash and debris cleared from
ditches.
onch deaned/flushed of all sediment
and debris so that it matches design.
Noxious and nuisance vegetation
removed according to applicable
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oij film.
Water flows freely through ditches.
Slopes are not eroding.
Replace rocks to design standards.
1/9/2009
116
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance Delaet or Problem
Component
Site Trash or litter
Noxious \.Yeeds
Contaminants and
pollution
Grass/groundcover
Trees and Shrubs Hazard
Damaged
1/9/2009
Conditions When Maintenance is Needed Results Expected When
Maintenance Is Perlormed
Any trash and debris which exceed 1 cubic toot Trash and debris cleared from site.
per 1,000 square feet (this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
vegetation where County personnel
or the public might nonnally be.
Any evidence of contaminants or pollution such Materials removed and disposed of
as oil, gasoline, concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a
height. height no greater than 6 inches.
Any tree or limb of a tree identified as having a No hazard trees in facility.
potential to fall and cause property damage or
threaten human life. A hazard tree identified by
a qualified arborist must be removed as soon
as possible.
Limbs or parts of trees or shrubs that are split or Trees and shrubs \Wh less than 5%
broken which affect more than 25% of the total of total foliage with split or broken
foUage of the tree or shrub. limbs.
Trees or shrubs that have been blown down or No blown down vegetation or
knocked over. knocked over vegetation. Trees or
shrubs free of injury.
Trees or shrubs which are not adequately Tree or shrub in place and
supported or are leaning over, causing exposure adequately supported; dead or
of the roots. diseased trees removed.
A-16
2009 Surface Water Design Manual -Appendix A
117
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 20-SAND FILTER VAULT ( F\ L"1""'c:RRA_ ~°><)
Maintenance Defect or Problem Co pdltion When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash and debris Tn sh and debris accumulated on facility sile. Trash and debris removed from
facility site.
Noxious weeds An noxious or nuisance vegetation which may Noxious and nuisance vegetation
cor lstitute a hazard to County personnel or the removed according to applicable
put lie. regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and Am evidence of contaminants or pollution such Materials removed and disposed of
pollution as ii, gasoline, concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/ground cover Gr, lss or groundcover exceeds 18 inches in Grass or groundcover mowed to a
hei ht. height no greater than 6 inches.
Pre-Treatment Sediment Se< iment accumulation exceeds the depth of the Sediment storage contains no
Chamber accumulation sed ment zone plus 6 inches. sediment.
Sand Filter Media Sediment Secli~ent depth exceeds 112-inch on sand filter Sand filter freely drains at nomial
accumulation me, ,a. rate.
Trash and debris Tra h and debris accumulated in vault (floatables No trash or debris in vault.
and non-floatables).
Plugging Dra Mlown of water through the sand filter media, Sand filter media drawdown rate is
tak, s longer than 24 hours, and/or flow through normal.
the overflow pipes occurs frequently. A sieve
ana vsis of >4% -100 or >2% -200 requires
rep acing sand filter media.
Short circuiting Se, page or flow occurs along the vault walls and Sand filter media section re-laid and
cor liers. Sand eroding near inflow area. compacted along perimeter of vault
Cle ~nout wyes are not watertight to form a semi-seal. Erosion
protection added to dissipate force
of incoming flow and curtail erosion.
Vault Structure Damaged to walls, era pks wider than %-inch, any evidence of soil Vault replaced or repaired to provide
frame, bottom and/or ent ring the structure through cracks or qualified complete sealing of the structure.
top slab. ins edion personnel determines that the vault is
not tructuralty sound.
Ventilation Ver tilation area blocked or plugged. No reduction of ventilation area
exists.
Underdrains and Sediment/debris Un erdrains or dean-outs partially plugged, filled Underdrains and clean-outs free of
Cleanouts witt sediment and/or debris or not watertight. sediment and debris and sealed.
Inlet/Outlet Pipe Sediment Se< iment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
accumulation
Trash and debris Tra 1h and debris accumulated in inlet/outlet No trash or debris in pipes.
pill< s (indudes floatables and non-floatables).
Damaged Cra cks wider than Yr-indl at the joint of the No cracks more than %-inch wide at
inle t/outtel pipes or any evidence of soil entering the joint of the inlet/outlet pipe.
at I e joints of the inlet/outlet pipes.
119/2009 2009 Surface Water Design Manual -Appendix A
A-28
118
APPENDIX A MAINTENANCE R QUIREMENTS FOR FLOW CONTROL. CONVEYANCE. AND WQ FACILITIES
-C3ox) NO. 20-SAND FILTER VAULT j 'FI l-T'£<2_12A.
Maintenance Defect or Problem Co fidition When Maintenance is Needed Results Expected When
Component Maintenance Is Performed
Access Manhole Cover/lid not in place Co ~rllid is missing or only partially in place. Manhole access covered.
An open manhole requires immediate
ma ntenance.
Locking mechanism Me tianism cannot be opened by one Medlanism opens with proper lools. not working ma ntenance person with proper tools. Bolts
car not be seated. Self-locking cover/lid does not
WO•·
Cover/lid difficult to Orn maintenance person cannot remove Cover/lid can be removed and remove cov ernid after applying 80 lbs of lift. reinstalled by one maintenance
person.
Ladder rungs unsafe Mis ing rungs, misalignment. rust. or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
Large access Damaged or difficull Lar N access doors or plates cannot be Replace or repair access door so it
doors/plate to open ope hed/removed using nonnal equipment. can opened as designed.
Gaps, doesn't cover Lar e access doors not flat and/or access Doors dose flat and covers access completely ope hing not completely covered. opening completely.
lifting Rings missing, Lifti l9 rings not capable of lifting weight of door Lifting rings sufficient to lift or
rusted Of! ate. remove door or plate.
2009 Surface Water Design Manual -Appendix A 1/9/2009
A-29
119
APPENDIX A MAINTENANCE RcQUIREMENTS FOR FLOW CONTROL CONVEYANCE. AND WQ FACILITIES
NO. 24-CATCH BASIN INSERT
Maintenance
Component
Media Insert
Defect or Problem Conditions When Maintenance ls Needed
Visible Oil Vis ble oil sheen passing through media
Results Expected When
Maintenance is Performed
Media inset replaced.
Insert does not fit Flow gets into catch basin without going through AU flow goes through media.
catch basin property me ia.
Filter media plugged Filt l!r media plugged. Flow through filter media is normal.
Oil absorbent media Me ia oil saturated. Oil absorbent media replaced.
saturated
Water saturated Ca ch basin insert is saturated with water, which Insert replaced.
no anger has the capacity to absorb.
Service fife exceeded Re ular interval replacement due to typical Media replaced at manufaciurer's
ave rage life of media insert product, typically one recommended interval.
mo th.
Seasonal Wh 1m storms ocrur and during the wet season. Remove. clean and replace or install
maintenance new insert after major storms,
monthly during the wet season or at
manufacturer's recommended
interval.
2009 Surface Water Design Manual -Appendix A 11912009
120
A-35
APPENDIX A-GEOTECHNICAL REPORT
121
July 30, 2013
The Wendy's Company
1501 W. Mountainhead Parkway, Suite 601
Tempe, Arizona 85282
Attn: Ms. Valerie L. McCulloch
Re: GEOTECHNICAL PLAN REVIEW
New Wendy's Restaurant
10619 SE Carr Rd.
Renton, Washington
Terracon Project No. 82135007
Dear Ms. McCulloch:
lrerracan
The purpose of this letter is to provide a response to review comments provided by HG Kimura
Architect, PLLC, dated February 13, 2013. Terracon has prepared a geotechnical engineering
report for the project (Project No. 82135007, dated July 2, 2013).
Comment: A geotechnical report for the site may be required. Information on the water table
and soil permeability with recommendations of appropriate flow control BMP options with typical
designs for the site from the geotechnical engineer shall be submitted with the application.
Response: As previously stated, Terracon has prepared a geotechnical engineering report for
the project. Our geotechnical report indicates that the water table, at the time of our exploration,
was on the order of 8 to 10 feet below existing site grades (encountered in 3 borings). In
addition, fines content of soils tested were on the order of 30 to 40 percent. Based on these two
conditions, we are of the opinion that the site is not suitable for infiltration as a BMP. If other
BMP's for flow control are considered by the design professionals and if they impact our
geotechnical recommendations, Terracon should have the opportunity to review those designs.
We appreciate the opportunity to be of service to you on this project. If you have any questions,
please contact us.
Office Manager
<:--· ~----,---.....
~,/.da-= . .e--;-_)
James M. Brisbine, P.E:~crz.
Senior Geotechnical Engineer
Terracon Consullanls. Inc. 2115 S. 56" SI., S1e. 405 Tacoma, Washington 98409
P 1253] 573 9939 F 1253] 573 9959 terracon.corn
Geo t et.: 1111 1 i.: <1 I • ! 11vtro11111 e t1 I ,i I • Co 11 s Ir u ct I u II M ,l t er I t1 I '.i a I ,i c I I 1 \ 1 cs
Geotechnical Engineering Report
New Wendy's Restaurant
10619 SE Carr Road
Renton, Washington
July 2, 2013
Terracon Project No. 82135007
Prepared for:
The Wendy's Company
Tempe, Arizona
Prepared by:
Terracon Consultants, Inc.
Tacoma, Washington
July 2, 2013
The Wendy's Company
1501 W. Mountainhead Parkway
Suite 601
Tempe, Arizona 85282
Attn: Ms. Valerie L. McCulloch
P: (602) 466-9207
E: Valerie.Mcculloch@wendys.com
Re: Geotechnical Engineering Report
New Wendy's Restaurant
16330 Bothell Everett Highway
Renton, Washington
Terracon Project No. 82135007
Dear Ms. McCulloch:
lrerracan
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for
the above referenced project. These services were performed in general accordance with the
Master Services Agreement (MSA) between The Wendy's Company and Terracon, dated
January 31, 2013 and Terracon's Proposal No. PB2130017, dated March 6, 2013. This
geotechnical engineering report presents the results of our subsurface exploration and provides
geotechnical recommendations concerning earthwork and the design and construction of
foundations, floor slabs, pavements, and utilities for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us at (425) 771-3304.
/, ames M. Brisbine, PE, LG
Senior Project Geotechnical Engineer
Terracon Consullants. Inc. 1115 S. 56" Street Suite 405. Tacoma, Washington 98409
P 1153) 573 9939 F [153) 573 9959 lerracon.com
Geotech111cal a Env1ro11mr.ntill • Constr11ct1on M<1ter1nls a fi]r.1l1t1cs
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY ............................................................................................................. i
1.0 INTRODUCTION ................................................................................................................. 1
2.0 PROJECT INFORMATION ................................................................................................. 1
2.1 Project Description .................................................................................................. 1
2.2 Site Location and Description .................................................................................. 2
3.0 SUBSURFACE CONDITIONS ............................................................................................ 2
3.1 Regional Geologic Conditions................................................. . ......................... 2
3.2 Surface Cond~ions .................................................................................................. 2
3.3 Subsurface Conditions ............................................................................................. 3
3.4 Groundwater. ........................................................................................................... 3
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ......................................... 4
4.1 Geotechnical Considerations .................................................................................. 4
4.2 Earthwork ................................................................................................................ 5
4.2.1 Site Preparation ....................................................................................... 5
4.2.2 Structural Fill ........................................................................................... 6
4.2.3 Compaction Requirements ...................................................................... 6
4.2.4 Grading and Drainage .............................................................................. 7
4.2.5 Construction Considerations ..................................................................... 7
4.3 Seismic Considerations.................................... . ............................................... 8
4.4 Foundations ............................................................................................................. 9
4.4.1 Design Recommendations ....................................................................... 9
4.4.2 Construction Considerations ................................................................... 10
4.4.3 Below-grade Drainage ............................................................................ 11
4.5 Floor Slabs ............................................................................................................ 11
4.5.1 Design Recommendations ...................................................................... 12
4.5.2 Construction Considerations ................................................................... 12
4.6 Pavements ............................................................................................................ 13
4.6.1 Design Considerations ............................................................................ 13
4.6.2 Estimates of Minimum Pavement Thickness ............................................ 13
4.6.3 Pavement Materials ................................................................................. 14
4.6.4 Pavement Drainage ................................................................................. 14
4.6.5 Pavement Maintenance ........................................................................... 14
5.0 GENERAL COMMENTS ................................................................................................... 15
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TABLE OF CONTENTS-continued
APPENDIX A-FIELD EXPLORATION
Exhibit A-1 Site and Exploration Plan
Exhibit A-2 Field Exploration Description
Exhibits A-3 to A-8 Boring Logs B-1 to B-6
APPENDIX B -LABORATORY TESTING
Exhibit B-1
Exhibit B-2
Exhibit B-3
Laboratory Testing Description
Grain Size Distribution
Organic Content
APPENDIX C -SUPPORTING DOCUMENTS
Exhibit C-1
Exhibit C-2
General Notes
Unified Soil Classification
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Geotechnical Engineering Report
New Wendy's Restaurant• Renton, Washington
July 2, 2013 • Terracon Project No. 82135007
EXECUTIVE SUMMARY
lrerracon
A geotechnical exploration has been performed for the new Wendy's Restaurant located near the
southwest corner of SE Carr Road and 108th Avenue SE in Renton, Washington. Terracon's
geotechnical scope of work included the advancement of six borings to approximate depths of 6%
to 16% feet below existing site grades, document review, laboratory testing, geotechnical
engineering analysis, and preparation of this report.
The site appears suitable for the proposed construction based upon geotechnical conditions
encountered in the explorations and our current understanding of the proposed development.
The following geotechnical considerations were identified:
• Subsurface Conditions; Explorations disclosed existing silty sand fill with organics to
depths of approximately 2% to 6% feet above a 1 to 4 foot thick layer of medium stiff to
stiff silt. Below the fill and silt, medium dense silty sand was observed to 12 to 15% feet
above very dense glacial till. Groundwater was observed in three of the borings perched
above the glacial till at depths ranging from 8 to 1 OY, feet below the ground surface.
• Structural Fill: Due to fines content, occasional organics, and in situ moisture levels,
on-site existing fill and native soils are not suitable for reuse as structural fill. Imported
soils should consist of Select Borrow or Common Borrow meeting the requirements of
WSDOT section 9-03.14(2) and 9-03.14(3), respectively.
• Foundatjons; Conventional shallow spread footings will provide adequate support for
the proposed structure provided that existing fill below the footings is completely
removed and the foundation subgrades are properly prepared. Footings bearing on silt
encountered below the fill or structural fill above the silt should be designed for an
allowable bearing capacity of 1,500 psf. An increased allowable bearing capacity of
2,500 psf may be used for footings bearing on at least 12 inches of structural fill if the
compressible silt soils are completely removed.
•
•
Floor Slabs; Concrete floor slabs may be supported by a capillary break layer above at
least 12 inches of compacted structural fill above compacted existing fill soils.
Seismic Design Considerations; The 2009 International Building Code, Table
1613.5.2 IBC seismic site classification for this site is C.
This summary should be used in conjunction with the entire report for design purposes. It
should be recognized that details were not included or fully developed in this section, and the
report must be read in its entirety for a comprehensive understanding of the items contained
herein. The section titled GENERAL COMMENTS should be read for an understanding of the
report limitations.
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GEOTECHNICAL ENGINEERING REPORT
NEW WENDY'S RESTAURANT
10619 SE CARR ROAD
RENTON, WASHINGTON
Terracon Project No. B2135007
July 2, 2013
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the
proposed new Wendy's Restaurant to be located near the southwest corner of SE Carr Road and
108th Avenue SE in Renton, Washington. Our geotechnical engineering scope of work for this
project included the advancement of six borings ranging in depth from approximately 6Yz to 16Yz
feet below existing site grades. The purpose of these services is to provide information and
geotechnical engineering recommendations relative to:
• subsurface soil conditions • groundwater conditions
• earthwork • foundation design and construction
• floor slab design and construction • pavement design and construction
• seismic considerations
2.0 PROJECT INFORMATION
2.1 Project Description
ITEM DESCRIPTION
Site layout See Appendix A, Exhibit A-1: Site and Exploration Plan
Structure 3,520 square-foot one-story restaurant building
Building construction Steel frame supported on conventional spread footings and slab on
grade floors (assumed)
Maximum loads
Grading
Columns: 60 kips (assumed)
Walls: 2 kif (assumed)
Slabs: 150 psf max (assumed)
Cuts and fills of less than 2 feet (assumed)
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New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. 82135007
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2.2 Site Location and Description
ITEM DESCRIPTION
Location
The site is located south of SE Carr Road and west of 1 oa'"
Avenue SE. The site is a roughly rectangular parcel that measures
approximately 0.85 acres.
Section, Township, Range
Adjacent site features
Current ground cover
Existing topography
NE Y. of NW Y. of Section 32, T23N, R5E
Developed retail/service properties to the east, west, and south.
SE Carr Road to the north.
Asphalt covered parking lot bordered by landscaped areas to the
north and west and concrete retaining wall to the east. The site
also contains a closed restaurant structure.
Slopes gently up from north to south. Cast-in-place concrete
retaining wall up to 8 feet tall along eastern border. Vegetated
slope down to sidewalk and roadway on north and west site
boundaries.
3.0 SUBSURFACE CONDITIONS
3.1 Regional Geologic Conditions
The USGS Geologic Map of the Renton Quadrangle, Ktilg County, Washtilgton (GQ-405),
indicates the entire project site is underlain by glacially consolidated Vashon ground moraine
deposits (Q9,), mainly ablation till over lodgment till. The lodgment till soils are described as a
compact, unsorted mixture of sand, silt, clay and gravel and are commonly referred to as
hardpan. The lodgment till is nearly impermeable and relatively difficult to excavate, but
relatively stable in cut slopes. The ablation till is described as similar, but much less compact
and coherent.
3.2 Surface Conditions
The site is currently developed with a small, single story structure previously occupied by a
Shari's restaurant The ground surface on the lot slopes gently up from north to south and is
covered with asphalt-concrete paving. The pavement section typically consisted of
approximately 2 to 3 inches of asphalt-concrete over 3 to 4 inches of crushed rock base course
at our boring locations. Ivy covered slopes extend down to 106'" Street on the west side of the
site and down to SE Carr Road on the north side of the site.
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New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. 62135007
3.3 Subsurface Conditions
lrerracon
Subsurface conditions presented in this report are based on the conditions encountered at the
specific exploration locations. Variations in subsurface conditions may exist between the
exploration locations and the nature and extent of variations may not become evident until
construction. If variations then appear, it may be necessary to reevaluate the recommendations of
this report. Due to the existing building, Tenracon was limited to where borings could be performed.
However, we are of the opinion that adequate information was obtained for the purpose of this
study.
Below the asphalt-concrete surfacing, each of the borings disclosed a layer of possibly
undocumented silty sand fill with organics to a depth of approximately 2Y:z to 6Y:z feet. Below the fill,
1 to 4 foot thick layer of medium stiff to stiff silt with variable sand content and occasional organics
was encountered above medium dense silty sand with trace gravel. Very dense glacial till was
observed below the medium dense silty sand at a depth of 12 to 15Y:z feet to the full exploration
depths in borings B-1 and B-3.
Laboratory tests were conducted on selected soil samples and the test results are presented in
Appendix B. Laboratory test results indicate that both the native silty sand and silty sand fill
soils have a fines content (that portion passing the #200 sieve) ranging from approximately 37%
to 41 %. A test on the near surface fill material at the south end of the site indicated an organic
content of over 6% by weight.
Specific conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the logs represent the approximate location of changes in soil types;
in-situ, the transition between materials may be gradual. Details for each of the borings can be
found on the boring logs included in Appendix A of this report.
3.4 Groundwater
The borings were observed while drilling and after completion for the presence and level of
groundwater. The water levels observed in the borings are noted on the attached boring logs, and
are summarized below:
Boring Number
B-1
B-3
B-6
Depth to groundwater while
drilling (ft)
8
9
1QY,
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the explorations were performed. Therefore,
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New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. B2135007
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groundwater levels during construction or at other times in the life of the structure may be higher
or lower than the levels indicated on the boring logs. Additionally, perched groundwater may
develop above low permeability layers, such as the glacial till observed at the bottom of borings
8-2 and 8-3. The possibility of groundwater level fluctuations should be considered when
developing the design and construction plans for the project.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Based on our subsurface exploration program and analyses, the site appears suitable for the
proposed construction with the building supported by conventional shallow spread footings
bearing on native soils or properly compacted fill. Silty sand fill was observed in all explorations to
a depth of up to 6% feet. Fill, especially undocumented fill, by nature can be highly variable and
could very between sample locations. Therefore, it should be understood that there is a higher
risk of differential settlement or non-uniform subgrade behavior when constructing on existing fill.
This risk of unforeseen conditions cannot be eliminated without completely removing the existing
fill, but can be reduced by performing additional testing and evaluation.
Due to the risk of excessive settlements (both total and differential) resulting from the existing
undocumented fill soils mantling the site, we recommend one of the following options for
supporting the new building.
• Overexcavation and Replacement· Removal of the fill and replacement with structural
fill is a typical measure for mitigating possible unsuitable fill soils. We recommend
complete removal of any fill soils below building footings and replacement with structural
fill. For practical and economic reasons, removal and replacement of existing fill soils
below floor slabs and pavements may be reduced to at least 12 inches, provided the
owner is willing to accept some risk of variable and unpredictable settlements.
• Aggregate Piers: As an alternative to overexcavation and replacement, aggregate
piers could be installed below the building footings. Aggregate piers (one proprietary
type is called Geopiers) require specialized equipment but result in much smaller import
and export quantities. If the owner wishes to utilize aggregate piers for this site, we can
provide supplemental information upon request.
Geotechnical engineering recommendations for foundation systems, floor slabs, pavements,
and other earth related phases of the project are outlined below. The recommendations
contained in this report are based upon the results of data presented herein, engineering
analyses, and our current understanding of the proposed project. ASTM and Washington State
Department of Transportation (WSDOT) specification codes cited herein respectively refer to
the current manual published by the American Society for Testing & Materials and the 2012
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New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. B2135007
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edition of the WSDOT Standard Spec,!ii:ations for Road, Bridge, and Mt1n1i:ipal Constrt1ction
(Publication M41-10).
4.2 Earthwork
The following sections present our recommendations for site preparation, subgrade preparation
and placement of structural fills on the project. The recommendations presented for design and
construction of earth-supported elements including foundations, slabs and pavements are
contingent upon following the recommendations outlined in this section.
Earthwork on the project should be observed and evaluated by Terracon. The evaluation of
earthwork should include observation and testing of structural fill, subgrade preparation,
foundation bearing soils, and other geotechnical conditions exposed during the construction of
the project.
4.2. 1 Site Preparation
Site stripping in the conventional sense will be limited to existing landscape areas. Stripping
efforts should include removal of any vegetation, organic materials, and deleterious debris from
areas slated for structural fill placement and in building and pavement locations.
All elements of existing structures should be removed completely from the site. Excavations
associated with removing existing site improvements should be backfilled with structural fill
placed and compacted in accordance with the recommendations presented in this report.
Existing underground utilities, such as storm sewer, sanitary sewer pipe, and water line that will
not be used as part of the new development should either be removed completely or filled with
Controlled Density Fill (GDF) conforming to WSDOT section 2-09.3(1)E, Backnl/ing In the
event that existing utilities are abandoned in place, we recommend density testing of the trench
backfill in order to verify that it is compacted to the density recommendations provided herein.
The silty sand and silt soils encountered in the borings may be sensitive to disturbance from
construction activity and increased moisture. If precipitation occurs prior to or during
construction, the near-surface soils could increase in moisture content and become more
susceptible to disturbance. Construction activity should be monitored, and should be curtailed if
the construction activity is causing subgrade disturbance. A Terracon representative can help
with monitoring and developing recommendations to aid in limiting subgrade disturbance.
After building and pavement removal and excavation to subgrade elevation, proofrolling of
pavement and building slab areas should be performed with heavy rubber tire construction
equipment such as a fully loaded tandem-axle dump truck. A geotechnical engineer or his
representative should observe proofrolling to aid in locating unstable subgrade materials.
Proofrolling should be performed after a suitable period of dry weather to avoid degrading an
otherwise acceptable subgrade and to reduce the amount of remedial work required. Unstable
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New Wendy's Restaurant • Renton, Washington
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materials located should be stabilized as directed by the engineer based on conditions observed
during construction. Replacement and densification in place are typical remediation methods.
4.2.2 Structural Fill
All fill material placed in building, pavement, and non-landscaped areas should be placed in
accordance with the recommendations herein for structural fill. The suitability of soils used for
structural fill depends primarily on their grain-size distribution and moisture content when they
are placed. As the fines content (that soil fraction passing the U.S. No. 200 Sieve) increases,
soils become more sensitive to small changes in moisture content. Soils containing more than
about 5 percent fines (by weight) may exhibit difficulty in compacting to a firm, unyielding
condition when the moisture content is more than 2 percentage points above or below optimum.
Optimum moisture content is the moisture at which the maximum dry density for the material is
achieved in the laboratory following ASTM procedures.
We understand that only minor cuts are planned for the site after removal of the existing
structure and pavements. However, removal of the existing fill soils may generate large soil
quantities during site grading. These moisture-sensitive soils include a significant percentage of
organics and are therefore not considered acceptable for reuse as structural fill. Silt and sandy
silt soils encountered at approximately 2Y:z to 6Y:z feet below the ground surface are extremely
moisture-sensitive and may be difficult or impossible to compact to a firm, non-yielding condition
if exposed to moisture. Disturbed site soils will likely need to be hauled off site for disposal if
disturbed.
The type of imported fill used at the site should depend on the weather conditions at the time of
placement and the anticipated weather conditions until the fill subgrades are protected. All-
weather fill should consist of Select Boffow meeting the requirements of WSDOT section 9-
03.14(2), with the modification of a maximum of 5 percent by weight passing the US No. 200
mesh sieve. Select Borrow is recommended for use in wet weather conditions, and for filling in
wet site or trench conditions to reduce the risk of wet weather delays during the winter and
spring months. Dry-weather fill can consist of Common Boffow, which is a lesser quality, more
moisture-sensitive soil that can be compacted to a firm and non-yielding condition. Common
B0trow should meet the requirements of WSDOT section 9-03.14(3) and only be used during
dry conditions. The maximum particle size for both Select Boffow and Common Borrow may
need to be reduced in certain areas, such as directly surrounding and above buried utilities.
The use of other fill types should be reviewed and approved by Terracon.
4.2.3 Compaction Requirements
Structural fill materials should be placed in horizontal lifts not exceeding about 12 inches in
loose thickness. We recommend that each lift then be thoroughly compacted with a mechanical
compactor to a uniform density of at least 95 percent, based on the modified Proctor test (ASTM
D 1557). Where light compaction equipment is used, as is typical within a few feet of retaining
walls and in utility trenches, the lift thickness may need to be reduced to achieve the desired
degree of compaction. Soils removed which will be used as structural fill should be protected to
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New Wendy's Restaurant • Renton, Washington
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aid in preventing an increase in moisture content due to rain and other factors. Moisture
contents at the time of compaction should be within 2 percent of the optimum moisture content.
4.2.4 Grading and Drainage
Adequate positive drainage should be provided during construction and maintained throughout
the life of the development to prevent an increase in moisture content of the foundation,
pavement and backfill materials. Surface water drainage should be controlled to prevent
undermining of cut and fill slopes and structures during and after construction.
Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the
proposed structures are recommended. This can be accomplished through the use of splash-
blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the
downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity-
drains collected water. Alternatively, roof drains may be tied directly into the site storm system
or terminated over paved surfaces; provided the pavements are sloped adequately away from
the building to prevent water from infiltrating into soils supporting the foundations and floor
slabs. Splash-blocks should also be considered below hose bibs and water spigots.
4.2.5 Construction Considerations
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
Upon completion of filling and grading, care should be taken to maintain the subgrade moisture
content prior to construction of floor slabs and pavements. Construction traffic over the
completed subgrade should be avoided to the extent practical. The site should also be graded
to prevent ponding of surface water on the prepared subgrades or in excavations. If the
subgrade should become frozen, desiccated, saturated, or disturbed, the affected material
should be removed or these materials should be scarified, moisture conditioned, and
recompacted prior to floor slab and pavement construction and observed by Terracon.
Surface water should not be allowed to pond on the site and soak into the soil during
construction. Construction staging should provide drainage of surface water and precipitation
away from the building and pavement areas. Any water that collects over or adjacent to
construction areas should be promptly removed, along with any softened or disturbed soils.
Surface water control in the form of sloping surfaces, drainage ditches and trenches, and sump
pits and pumps will be important to avoid ponding and associated delays due to precipitation
and seepage.
Groundwater was encountered at 8 to 1 O'h feet in three of the borings during our exploration.
Based on our understanding of the proposed development, we don't expect groundwater to
significantly affect construction, except possibly for deeply buried utilities. If groundwater is
encountered during construction, some form of temporary dewatering may be required.
Conventional dewatering methods, such as pumping from ditches and sumps, should likely be
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Geotechnical Engineering Report
New Wendy's Restaurant• Renton, Washington
July 2, 2013 • Terracon Project No. B2135007
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adequate for temporary removal of any groundwater encountered during excavation at the site.
It should be noted that the groundwater conditions at the site are expected to vary over time
depending on season and recent weather conditions.
All temporary excavations should comply with applicable local, state and federal safety
regulations, including the current Occupational Health and Safety Administration (OSHA)
Excavation and Trench Safety Standards. The grading contractor, by contract, is usually
responsible for designing and constructing stable, temporary excavations and should shore,
slope or bench the sides of the excavations as required to maintain stability of both the
excavation sides and bottom.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean that Terracon is assuming any responsibility
for construction site safety or the contractor's activities; such responsibility shall neither be
implied or inferred.
Terracon should be retained during the construction phase of the project to observe earthwork
operations and to perform necessary tests and observations during subgrade preparation,
placement and compaction of structural fill, backfilling of excavations, and just prior to
construction of foundations and floor slabs.
4.3 Seismic Considerations
As part of our services, we evaluated the risk of liquefaction at this site. Based on our
understanding of groundwater and geology at the site, it is our opinion that the risk of
liquefaction at the site is low. The potential for seismic related settlement is also considered
low. Based on our analyses, foundation bearing capacity failure is considered unlikely, and
settlement of greater than 1 inch is considered unlikely during a design-level earthquake
provided the soils in the building pad are prepared as recommended in this report. It is our
opinion that no additional engineering geology investigations or geologic hazard evaluations are
necessary relative to seismic hazards for this project.
We reviewed the USGS Earthquake Hazards Program Quaternary Faults and Folds Database
available online (http://earthquake.usqs.gov/regional/qfaults/usmap.php). The nearest fault to
the project site is the Seattle fault zone approximately five miles north/northwest of the project
site. According to this source, the fault age is in the less than 15,000 years category, has been
mapped with west striking features, and is in the slip rate category of between 0.2 and 1.0
mm/year. Based on the information described above, we estimate that the risk associated with
surface rupture at the site is low.
Values provided below are based upon data from the 2002 USGS National Seismic Hazard
Mapping Project. The table summarizes our recommended seismic design criteria.
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DESCRIPTION
.
2009 International Building Code Site
Classification (IBC) 1
.
Site Latitude
Site Longitude
S, Spectral Acceleration for a Short Period for
Site Class B
S1 Spectral Acceleration for a 1-Second Period
for Site Class B
Fa Site Coefficient for a Short Period
F, Site Coefficient for a 1-Second Period
lrerracon
VALUE
c'
47.4448° N
------
122.1986° w
1.382g
0.472g
1.00
1.328
1. The 2009 International Building Code (IBC) indicates that the seismic site classification is based on
the average soil and bedrock properties in the top 100 feet. The current scope does not include a
1 DO-foot soil profile determination. This seismic site class definition considers that soils encountered
at depth in our borings continue below the termination depth. Additional exploration to deeper depths
would be required to confirm the conditions below the current depth of exploration.
2. Site Class C applies to an average soil profile within the top 100 feet consisting predominantly of
very dense soils. These soils are characterized by Standard Penetration Test blowcounts of
greater than 50, a shear wave velocity of between 1,200 and 2,500 feet per second, and an
undrained shear strength of greater than 2,000 pounds per square foot.
4.4 Foundations
In our opinion, conventional spread footings will provide adequate support for the proposed
building provided that the foundation subgrades are properly prepared. Foundation support for
the proposed structures may be obtained from either undisturbed native soils or new structural
fill placed in accordance with the recommendations in this report. Existing, possibly
undocumented fill materials were encountered in our explorations within the proposed building
area to depths of up to 6Yz feet below existing site grades. The following foundation design
recommendations for the proposed structure are based on the assumption that (1 l all fill
materials below the footings will be completely removed and replaced. or 121 aggregate piers
wiU be instaUed below the footings.
4.4.1 Design Recommendations
The allowable foundation bearing pressures apply to dead loads plus design live load
conditions. The design bearing pressure may be increased by one-third when considering total
loads that include wind or seismic conditions. The weight of the foundation concrete below
grade may be neglected in dead load computations.
Footings, foundations, and masonry walls should be reinforced as necessary to reduce the
potential for distress caused by differential foundation movement. The use of joints at openings
or other discontinuities in masonry walls is recommended.
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Geotechnical Engineering Report
New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. 82135007
DESCRIPTION
Net allowable bearing pressure 1
Minimum dimensions
Minimum embedment below finished grade for
frost protection 2
Allowable passive pressure 3
Ultimate coefficient of sliding friction
lrerracan
Column Wall
1,500 psf 1,500 psf
24inches 16 inches
18 inches 18inches
300 pcf (triangular distribution)
040
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft
soils, if encountered, will be removed and replaced with structural fill. Based upon a Factor of
Safety of 3.
2. Applies to perimeter footing and footings beneath unheated areas. Interior footings should bear a
minimum of 12 inches below finished grade. Finished grade is the lowest adjacent grade for
perimeter footings and floor level for interior footings.
3. Assumes that foundation backfill is compacted in accordance with the Earthwork section of this
report. Based upon a Factor of Safety of 1.5.
The above allowable bearing pressure recommendations assume footings for the proposed
structure bear on native silt soils encountered below the existing fill or on structural fill placed
above the silt soils. If the native silt soils observed to depths of up to 9'h feet below existing
grades are removed, allowable bearing pressures may be increased to 2,500 psf for both
column and wall footings bearing on at least 12 inches of structural fill placed above the native
silty sands encountered below the silt. The lateral extent of existing fill and native silt removal
and replacement for building footings should be two-thirds of the depth of excavation on all
sides. As discussed in the Earthwork section of this report, due to the in situ moisture and high
fines content, the native silt soils will not be suitable for reuse as structural fill and will need to
be hauled off site for disposal.
4.4.2 Construction Considerations
The base of all foundation excavations should be free of water and loose soil and rock prior to
placing concrete, and should be compacted as recommended in this report. Concrete should
be placed soon after excavating and compaction to reduce bearing soil disturbance. We
recommend that Terracon be retained to observe and test the soil foundation bearing materials.
If the soil conditions encountered differ from those presented in this report, supplemental
recommendations will be required.
If undocumented fill or unsuitable bearing soils are encountered in footing excavations, the
excavations should be extended deeper to suitable soils. The footings could bear directly on
these soils at the lower level or on lean concrete or compacted structural fill extending down to
the suitable soils. If compacted structural fill is utilized, overexcavation below footings should
extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation
depth below footing base elevation. The overexcavation should then be backfilled up to the
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New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. 92135007
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footing base elevation with structural fill placed in lifts of 12 inches or less in loose thickness and
compacted to at least 95 percent of the material's maximum modified Proctor (ASTIM D-1557)
dry density per the recommendations in the Earthwork section of this report. The
overexcavation and backfill procedure is illustrated in the figures below.
-1:-,
D"'9n
Footing Level
Re<ommended .
L.EAN
CONCRETI
Excavation leYel ..__ _..J.l'lo ___ ...
--1-1 1-
-'-1,1-I -
Lean Concrete Backfill
""""' Footing: level -STRUCTURAL D
FILL
' -;--,-!_
Overexcavatlon / Backfill
NOTE: Excavations in sketchn shown vertical for convenience. Excavations should b• llop9d as necessary for safety.
4.4.3 Below-grade Drainage
In our opinion, the new building should be provided with a permanent footing drain system to
reduce the risk of future moisture problems. Footing drains should consist of a minimum 4-inch-
diameter, Schedule 40, rigid, perforated PVC pipe placed at the base of the footing with the
perforations facing down. The pipe should be surrounded by a minimum of 6 inches of drain
rock, conforming to WSDOT section 9-03.12(4) Gravel Backfill for Drains. A non-woven filter
fabric, such as Mirafi 140N or equivalent, should envelope the drain rock. Footing drains should
be directed toward appropriate storrnwater discharge facilities. Ideally, the drain invert would be
installed at or slightly below the base of the perimeter footings.
Roof downspouts, parking lot drains, and drains from any other runoff surfaces should not be
tied into the perforated piping system of the foundation drains. Instead, the runoff water
collected from such sources should be routed through a separate tightline piping system and
sent to a municipal catch basin or other appropriate discharge location.
4.5 Floor Slabs
As discussed in section 4.1 of this report, due to the presence of existing, possibly
undocumented, fill soils within the proposed building pad, floor slabs for the proposed structure
should be supported on at least 12 inches of new structural fill placed in accordance with the
recommendations provided in this report. Existing fill soils that remain below the 12 inches of
new structural fill should be further assessed during construction and recompacted as
necessary to meet to the compaction recommendations in this report. Design recommendations
for floor slabs are presented in the following sections.
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New Wendy's Restaurant• Renton, Washington
July 2, 2013 • Terracon Project No. B2135007
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4.5.1 Design Recommendations
DESCRIPTION VALUE -----+------------------------
Interior floor system 1 Slab-on-grade concrete.
---------+---=----------
Floor slab subgrade
Base course/capillary break'
Minimum 12 inches of imported structural fill compacted in
accordance with the Earthwork section of this report.
4-inch compacted layer of free draining, uniform gravel.
1. Floor slabs should be structurally independent of any building footings or walls to reduce floor slab
cracking caused by differential movements between the slab and foundation. Narrower, turned-
down slab-on-grade foundations may be utilized at the approval of the structural engineer. The
slabs should be appropriately reinforced to support the proposed loads.
2. To provide a capillary break, the base course should consist of clean, free-draining, uniformly
graded gravel, containing less than 5 percent fines, based on that soil fraction passing the US No.
4 sieve. Alternatively, material meeting the requirements of WSDOT section 9-03.9(3) Crushed
Surfacing Top Course could be considered, with the modification of a maximum of 5 percent by
weight passing the US No. 200 mesh sieve.
Where appropriate, saw-cut control joints should be placed in the slab to help control the
location and extent of cracking. For additional recommendations refer to the ACI Design
Manual. Joints or any cracks in pavement areas that develop should be sealed with a water-
proof, non-extruding compressible compound specifically recommended for heavy duty concrete
pavement and wet environments.
The use of a vapor retarder or barrier should be considered beneath concrete slab-on-grade
floors that will be covered with wood, tile, carpet or other moisture-sensitive or impervious
coverings, or when the slab will support equipment sensitive to moisture. When conditions
warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI
302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor
retarder/barrier. To avoid puncturing of the vapor barrier, construction equipment should not be
allowed to drive over any vapor retarder material.
4.5.2 Construction Considerations
On most project sites, the site grading is generally accomplished early in the construction phase.
However as construction proceeds, the subgrade may be disturbed due to utility excavations,
construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be
suitable for placement of the capillary break and concrete and corrective action may be required.
We recommend the area underlying the floor slab be rough graded and then thoroughly
proofrolled prior to final grading and placement of capillary break material. Particular attention
should be paid to high traffic areas that were rutted and disturbed earlier and to areas where
backfilled trenches are located. Areas where unsuitable conditions are located should be repaired
by removing and replacing the affected material with properly compacted structural fill. All floor
slab subgrade areas should be moisture conditioned and properly compacted to the
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New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. 82135007
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recommendations in this report immediately prior to placement of the capillary break and
concrete.
We recommend subgrades be maintained at the proper moisture condition until floor slabs are
constructed. If the subgrade should become desiccated prior to construction of floor slabs, the
affected material should be removed or the materials scarified, moistened, and recompacted.
Upon completion of grading operations in the building areas, care should be taken to maintain
the recommended subgrade moisture content and density prior to construction of the building
floor slabs.
4.6 Pavements
4.6.1 Design Considerations
We anticipate that traffic loads will be produced primarily by automobile traffic and occasional
delivery and trash removal trucks. The thickness of pavements subjected to heavy truck traffic
should be determined using expected traffic volumes, vehicle types, and vehicle loads and should
be in accordance with local, city or county ordinances.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design
and layout of pavements:
• Final grade adjacent to parking lots and drives should slope down from pavement edges at
a minimum 2%;
• The subgrade and the pavement surface should have a minimum Y. inch per foot slope to
promote proper surface drainage;
• Install pavement drainage surrounding areas anticipated for frequent wetting (e.g.,
landscaping areas, etc.);
• Install joint sealant and seal cracks immediately;
• Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils, and;
• Place compacted, low permeability backfill against the exterior side of curb and gutter
4.6.2 Estimates of Minimum Pavement Thickness
Please note that the pavement section recommendations provided below do not consider heavy
construction vehicle loading. If the pavements will be subjected to construction traffic, we
recommend provisions be made during the pavement design to include an allowance for
construction traffic or repairing the pavements and placing a new wearing surface near the end
of construction should be anticipated. The light-duty pavement section alternatives are
appropriate for areas that will be frequented largely by passenger vehicles. The heavy-duty
pavement section would be appropriate for areas frequented by heavier delivery vehicles and
garbage trucks.
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New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. B2135007
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As a minimum, we recommend the following typical pavement sections be considered for
asphalt concrete pavement areas.
Material
Minimum Thickness (inches)
Standard-Duty Traffic Heavy-Duty Traffic
Subgrade At least 1 foot of compacted existing fill or new structural fill
Crushed Aggregate Base 6 I 6
' Asphalt Concrete Pavement 2\1, 3y,
Total Pavement Section BY, gy,
4.6.3 Pavement Materials
Crushed aggregate base should conform to WSDOT section 9-03.9(3) Base Course and be
compacted to a minimum of 95 percent of the material's modified Proctor (ASTM 0-1557,
Method C) maximum dry density. Where base course thickness exceeds 8 inches, the material
should be placed and compacted in two or more lifts of equal thickness.
We recommend that the asphalt concrete conform to WSDOT sections 5-04 and 9-02.1 (4) for
PG 58-22 or PG 64-22 Performance Graded Asphalt Binder. We also recommend using a mix
with aggregate meeting the requirements presented in WSDOT sections 9-03.8(2) and 9-03.8(6)
for a %-inch or %-inch gradation. Asphalt pavements should be compacted to a minimum of 92
percent of the Rice (theoretical maximum) density or 96 percent of Marshall (maximum
laboratory) density.
4.6.4 Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond
on or adjacent to the pavements could saturate the subgrade and contribute to premature
pavement deterioration. In addition, the pavement subgrade should be graded to provide positive
drainage within the crushed aggregate base section.
4.6.5 Pavement Maintenance
It should be realized that asphalt concrete pavements (ACPs) are not maintenance-free. The
pavement sections provided above represent our minimum recommendations for an average level
of perfonmance for a 10-year design period. Thicker asphalt and base course would offer better
long-term performance, but would cost more initially; thinner courses would be more susceptible
to distress and failure. As such, pavement design can be considered a compromise between a
high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs.
The pavement sections provided in this report represent minimum recommended thicknesses
and, as such, periodic maintenance should be anticipated. Therefore preventive maintenance
should be planned and provided for through an on-going pavement management program.
Preventive maintenance activities are intended to slow the rate of pavement deterioration, and to
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Geotechnical Engineering Report
New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. 82135007
lrerracon
preserve the pavement investment. Preventive maintenance consists of both localized
maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface
sealing). Preventive maintenance is usually the first priority when implementing a planned
pavement maintenance program and provides the highest return on investment for pavements.
Prior to implementing any maintenance, additional engineering observation is recommended to
determine the type and extent of preventive maintenance. Even with periodic maintenance, some
movements and related cracking may still occur and repairs may be required.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth-related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
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15
APPENDIX A
FIELD EXPLORATION
143
LEGEND:
SB-1
--POD -.. RMS
"""'"' RMS _ ..
POD
BORING NUMBER AND
APPROXIMATE LOCATION
...,, ___ ... ._. __ z
s
20 0510 ---· SCALI: IN FEET
20
_ ...
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E,A1. -Juno 2013
Conoultlng -and -
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New Wendy's Restaurant
10619 SE Carr Road
Renton, Washington A-1
Geotechnical Engineering Report
New Wendy's Restaurant • Renton, Washington
July 2, 2013 • Terracon Project No. B2135007
Field Exploration Description
lferracon
The subsurface exploration consisted of drilling and sampling 6 borings at the site to depths
ranging from about 6% to 16% feet below existing grade. The boring locations were laid out by
Terracon personnel. Distances from these locations to the reference features indicated on the
attached diagram are approximate and were estimated. The locations of the borings should be
considered accurate only to the degree implied by the means and methods used to define them.
The borings were drilled with a truck-mounted rotary drill rig using hollow stem augers to
advance the boreholes. Representative soil samples were obtained by the split-barrel sampling
procedure. In the split-barrel sampling procedure, the number of blows required to advance a
standard 2-inch O.D. split-barrel sampler the last 12 inches of the typical total 18-inch
penetration by means of a 140-pound hammer with a free fall of 30 inches, is the standard
penetration resistance value (N). These values are indicted on the borings logs at the depths of
occurrence. This value is used to estimate the in-situ relative density of cohesionless soils and
the consistency of cohesive soils. The sampling depths and penetration distance, plus the
standard penetration resistance values, are shown on the boring logs. The samples were
sealed and taken to the laboratory for testing and classification.
A CME automatic SPT hammer was used to advance the split-barrel sampler in the borings
performed on this site. A greater efficiency is typically achieved with the automatic hammer
compared to the conventional safety hammer operated with a cathead and rope. Published
correlations between the SPT values and soil properties are based on the lower efficiency
cathead and rope method. This higher efficiency affects the standard penetration resistance
blow count (N) value by increasing the penetration per hammer blow over what would obtained
using the cathead and rope method. The effect of the automatic hammer's efficiency has been
considered in the interpretation and analysis of the subsurface information for this report
Field logs of each boring were prepared by the engineer on site. These logs included visual
classifications of the materials encountered during drilling as well as the engineer's
interpretation of the subsurface conditions between samples. Final boring logs included with
this report represent an interpretation of the field logs and include modifications based on
laboratory observation and tests of the samples obtained in the field. The enclosed boring logs
indicate the vertical sequence of soils and materials encountered in each exploration. Where a
soil contact was observed to be gradational, our logs indicate the average contact depth.
The samples were classified in the laboratory based on visual observation, texture and
plasticity. The descriptions of the soils indicated on the boring logs are in general accordance
with the enclosed General Notes and the Unified Soil Classification System. Estimated group
symbols according to the Unified Soil Classification System are given on the boring logs. A brief
description of this classification system is included in Appendix C of this report.
Responsive• Resourceful• Reliable Exhibit A-2
145
BORING LOG NO. B-1 P""e 1 of 1
PROJECT: New Wendy's Restaurant CLIENT: The Wendy's Company
SITE: 10819 SE Carr Road
Renton, Washington
LOCATION See&hibitM ~I w a:
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SLJY l6HQ (SIii !race !J"BWI, broNn, loose, moist 16 N-5 S-1 18
-.. grades to -rpl'f n:I broNn, -
,'. 5-.. X 18 2-3-4 S-2 16 -N-7 39 ..
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.. -52. X ·. ·. grados to broNn, ...-12 -S-3 N-16 .. -..
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52. 8' Perr:hed While Drilling kiri•'"" S,,1 DrilBr: EDI
21905 64th Ave, W, Suite 100
Mountlake Terrace, Washington -..,, 82136007 -""1. -
BORING LOG NO. B-2 P""e 1 of 1
PROJECT: N-Wendy's Restaurant CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
8 LOCATION See E>Nbit A-2 .:! w % " w .. "' ? a. I-.. ! w -' ~ ~~ ffi~ ..
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No/Encountered °"" Rig: .... , Orilar: EDI
21905 64th Ave. W. SI.lie 100
MlunUake Terrace, wasn-----""'""No.: 12135007 -A-4.
BORING LOG NO. B-3 Paae 1 of 1
PROJECT: New Wendy's Restaurant CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
§ LOCATION See E:obit A-2.
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-..
.. -IX 3-3-5 6 S-1 .. .o = --MIY MIii (iN) trace~. mottled gray and brown, rnecium dense, ··.: wet 5-...
' ... IX 18 2-4-6 S-2 18 41 .. -Nz10
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. . -IX 3-5-6 • : • •• i;; ~= 16 5-3 17 N=11
.• . ¥,IX ftttr CINI 'Ill/, rnec1um dense, wet to salurated -_S,Z_ . .
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!IL TV l\Hllll f!llll trace graw,1, dark r,ay, very dense, moist (Glacial Tit) X 14 17-37-50/5" s-s -·· -Nz50/5" _,,, r.,,.,..,..,"' ,,.., FNt
.._ .. wa,-. n-eitu, thltnnition"-be~. -· .... Auklrnallc-.. -·~·-
EIIMticl-. l:aed cw, -.med Sharl's ftnlslwd flaar ele\l8tiGn rA 100.0. --__ A-2 ... _of __ ----__ ... _of _
_ ...., __ [(any).
Naab•••• Melhod: Soo-Cfor_of_ ..... --------~-
A A lrerracan Soring stawled: 6/19'2013 -~ 6/1!!/2013 _S,Z_ 9' Pen:hed While Drilling
Crill Rig,""' Drller: EDI
21905 64UiA11&. W, Suite 100
Mountlake Terrace, Washington Plojoct .... , 1121360ll' -"°·
BORING LOG NO. B-4 P=e1of1
PROJECT: N-Wendy"s Restaurant CLIENT: The Wendy"s Company
SITE: 10619 SE Carr Road
Renton, Washington
LOCATION Seo EnbitM -'"' "' 0: § ~ .. 7 " ? Iii~ 0. :. I!! ! i ~ > o:-~ ~< 1!!5 :, ~~ ~ :,: ~ "' z ... .... 0: iii w Oo, .. z ~ 0. ~~ ii iii!:! -' ;:~
w
---99(A.)+/• I!! i ~ I ii! ;: i!l a: w --· -~ 0.
.5 2 inches fM/(J.5inchM ,AnCK
fLL • M-IY SANQ (IN) trace organics and gravel, dark fPlt and brown, .
.. medum-.wet
.
•:: IX . 4+7 16 Na13 S-1 20 37 .. . ·.·.:
.•.. == 5-rx $IJY MHP (M trace ~. rpl'/, medium dense, moist 14 4-7.7 S-2 . Na14 . · .. _::... .. -··" 11or1ng Tenn/naledatas-
llnea .. 44AOlii1.-. ll'Mttu, the tnr.ilion may be gracbll. lwnnwl~: -l9r.aliona baaed M -..ned Shari's linilhed lloor elNltion of 100.0. -----Seol!)rjbi(Mfot-dflad-
_,
... _..b_d_ ,...........,-..-1,..,,,,
Ab...lO.li•••' Method: Seo"-""'Cb__,d.,.,-end
_____ .__ -w• A,•-lrerracon Bor1ng Slalted: 8'1!ill2013 Boong CmJpleled: 611&'2013
NotEncounlllnld
Clil Rig: 8-61 Ork: EDI
21005 64th Ave. W, Si.ite 100
MounUake Tenace, WasRnntnn ~ No.: 82135007 -Ml
BORING LOG NO. B-5 P=e 1 of1
PROJECT: New Wendy's Restaurant CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
§ LOCATION Seo E>hbt A..2 ~"' "' "' ~ w i1 "' i ':!~ 0. Inf!! !I w I:: >-"'-ii: ~ ~~ "' ~~ :j! j!!!i: ~ :,; i ~ ~ ~ffi w
l! z ~ > ~ .. 0 ~II! w
App,mimalll Stmce Elev. 101.5 (Ft.) +/. ~ l! 0 .. ~ II! ! w -· -· ..
2 inches I T-fNet 3.5 inches """K 1"1+1·
. -fLL -SLJY MIii CINI trace~. dark <pt/, loose to meclum -. -.. moist
-
: : ?7 -MI CNY wilh sand and organics, trace gr.we!, dark brown, mec1um still, -)< 2-4-5
moist 16 N=9 S-1
-
5-i,am to brown IX 1-2-3 -4 Ns5 S-2 14 ---.
_,,,, T-atU-
.... approoitnall. h4ib.l, h lnnitim may be gracbll. Hllrnmer )'PII: -BIM!liorw baaed oo-.aned Sharf'• finiet'lld floor~ d 100.0.
Mam,etMethcd ........... .._ SeoE>hbtA..2tor_ ...... _ ,_,
Seo-Btor-o1--,.
-and--(•""Yl-
Abww:lo•• ., MICtm: Seo-Ctor_ol_and -------abtJmviaticn. -... ...
lrerracon Boring Started: 611Ql2013 -~ .. ,9/2013 /1/«Encounlerod
Oril Rig, ""' Criller: EDI
21905 64tt, Ave. W, &ite 100
Mountlake Terrace, Washington -No., 82135007 &,t;t;t A,.7
BORING LOG NO. B-6 P=e 1 of 1
PROJECT: New Wendy"s Restaurant CLIENT: The Wendy's Company
SITE: 10619 SE Carr Road
Renton, Washington
LOCATION See Emi~t A-2
iil~ ~ -0:
8 ill ;., ~
i i ~~ ~ ~ 1:: ~ o:-
ll ~ .. I!!~ ! w!;;
I i!c ~~ ~ w ~j i~
~
> w z .. .. 0 ~ w
Appro,dmate SUfac:e Elev. 105.5 {A.).,. I!! i~ I " ~ ~ ~ w
== ..
.5 2 inches _TfMMJ.SinchN ,....,
.. fLL -Sl,IY MIC! (Ml 1raoe gavel, dark rP"/, medum -. moist -
-..
·.·.: '" ,~= -X 14 7-7~ S-1 ¥.I CWz) wtth sand and organics, trace gravel, dark brcNm, stm, moist Na13 -
5-
'" 90.= X 12 3-3-6 S-2 -Na9 M.lY 56Pll (IN) trace gavel and organics, dark 'PY, loose to mectun .. -.moist -. '.
.. ,n .,.., X -12 2-5-7 S-3 -· . &IX ,,er (IN) trace f,TIIWI. ~. medium dense, wet Na12 . . -
10-'SL X -grades to saturated -14 Na10 5-4
11 < ~
8orlng T.,,,,,,,_ at ff.5 Fftt
11,a .. app.CNlt.al&. n,eitu, the tnnition may be gradual. Hammar I ,'Pit: Al*3malic: M" I Hammer
e...ixx. baaed on auml8d Shari'a liniahlld loor alr.etion cf 100.0.
Ai:t.awww••• M9lhod: SeeE>no;iA-2fot_rJ .... _
_, ---See_.,.,_"'_
-and--( • .,,.).
Ab&iCk»Wi ...rt Mattvxl: See-Cfot_rJ_and
l!kJringl bm:klled with benkJnila chips upon complelion -·
WA A lrerracan ~ -6110/2013 Boring C,ornplilted: 8119/2013
'SL 10. 5' While Drilfing
Oril Alge El<!1 Orillllr:EOI
2190564th Ave. W, Suite 100
Mol.s'ltlake Terrace. Washington Project !\ti.: 82135007 -""
APPENDIX B
LABORATORY TESTING
152
Geotechnical Engineering Report
New Wendy's Restaurant• Renton, Washington
July 2, 2013 • Terracon Project No. B2135007
Laboratory Testing
llerracon
As part of the testing program, all samples were examined in the laboratory by experienced
personnel and classified in accordance with the attached General Notes and the Unified Soil
Classification System based on the texture and plasticity of the soils. The group symbol for the
Unified Soil Classification System is shown in the appropriate column on the boring logs and a
brief description of the classification system is included with this report in the Appendix.
At that time, the field descriptions were confirmed or modified as necessary and an applicable
laboratory testing program was formulated to determine engineering properties of the
subsurface materials.
Laboratory tests were conducted on selected soil samples and the test results are presented in
this appendix. The laboratory test results were used for the geotechnical engineering analyses,
and the development of foundation and earthwork recommendations. Laboratory tests were
performed in general accordance with the applicable ASTM, local or other accepted standards.
Results of the laboratory tests are presented in this Appendix and on the boring logs.
Selected soil samples obtained from the site were tested for the following engineering
properties:
• In-situ Water Content
• Organic Content
Responsive• Resourceful• Reliable
• Grain Size Distribution
Exhibit B-1
153
I U.S. SIEVE OPENING IN INCHES I
6 4 3 2 1.5 ! .,, 1/2 6 3
100 I 1\:-
95 -~
90
85
80
75
70 :
65
I-
180
1:i 55
" ~ 50 ...
'z 45
w
~ 40
~ : 35
30
25
20 :
15
10
5
0
100 10
I COBBLES I GRAVEL
coarse I f,ne
Boring ID Deptl
• B-1 5.0
IJI 8-3 5.0
... B-4 2.5
Borlna ID Deptl D,..
• B-1 5.0 25
IJI B-3 5.0 19 ... B-4 2.5 12.5
PROJECT: Now Wendy's -rant
SITE: 10619 SE Carr Road
Renton, Washington
GRAIN SIZE DISTRIBUTION
ASTMD422
U.S. SIEVE NUMBERS I HYDROMETER
4 6 s 10 14 1s 20 30 40 50 60 100140200
I I I I I I
~
: ----:
:
\
\
~
: \'1
:
:
:
:
'\ :
~
:
:
: : :
:
:
:
1 0.1 0.01
GRAIN SIZE IN MIWMETERS
laase I
SAND I SILT OR CLAY meclum I r ...
uses Clanlflcatlon LL PL Pl
SILTY SAND (SM), trace gavel
SIL TY SAND (SM), trace gavel
SIL TY SAND (SM), trace gavel
o. 0,. D,. %Gravel %Sand %Silt
0.181 82 52.9
0.162 2.4 56.7
0.175 1.6 61.6
PROJECT NUMBER: 62135007
lrerracan CLIENT: The Wendy's Company
21905 64th Ave. W, Sutte 100
Mounuake Terrace, Washington EXHIBIT: B-2
0.001
I
Cc Cu
%Clay
38.9
40.9
36.8
-
Project Name: New Wendy's Restaurant
Project Number: B2135007
Client: The Wendy's Company
llerracan
Consulting Enginee~ & Scientists
Date:
Report of Determination
Organic Content ASTM D29741 D2216
Sample:
Location:
Depth:
Organic Content, percent:
Molstura Content:
Tntedby: BD
Reviewed by: .JW
Rnpectfully submitted,
By Jeff Ward
S·1
B-6
2.5'
6.44%
20.3%
6/21/2013
Exhibit B-3
155
APPENDIXC
SUPPORTING DOCUMENTS
1S8
GENERAL NOTES
DESCRIPTION OF SYMBOLS AND ADDAl!VIATIONS
rn ~ 5L -lnlflllly (.., ---Allglr SplttS-, 1 -..--. (TJ Torvano 5-lfled Panocl of Tlmo
I rn .J _y_ -..--Ill (b/1) -...... b_ C) w I $pKllled Pariocl of Tl-I-
~ Ill TOIi (blowa per-) z SholbJTube MlcnlCoro w ::::i .J Water levels indicated on Iha soil boring I-(PID) Phalo Ionization o.llc:tor" a.. D u Ill: logs are the levels measured in lhe 9 ~ w borehole at the times indicated. I-Groundwater level variations will occur !II (OYA) Organic v-AnolyDf Ill Ring Sampler -Coro i LL.
over time. In low permeability soils,
§ 0 accurate determination of groundwater
levels is not possible with short term
water level observations.
Grolllamplo NolllcaM•)'
DMCRlf'DYI! SOIL Cl &Sl!flCATION
Soil classification is based on the Unified Soll Classification System. Coarse Grained Soils have more lhan 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
bQCATION ANP fl ffl'ATIQN NOJeS
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/. indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
RB.ATM! DENSITY OF COARSE-GRAINED SOILS
(Mote than 50% retained on No. 200 sieve.)
Density delermined by -Penetration Resiotanoe
Includes gravels, sands and sits.
Ill DooolpllvoT.,. --or Ring--I --(-.,i --1'1.
w
I-Very Looso 0-3 0-6 ::c
I-Looso 4.9 7 -18 C) z
::! Medium Dense 10 .29 19-58
I-
Ill Dense 30-50 59 -98
Very Denso > 50 :! 99
Bfl tJ1Yf PB9P9ft11ANI Pf ltND MP f-P6Yfl
Dncrtmbe JIOD(s)
Q(erber: ce !MtrzDII
Trace
Wilh
Modifier
Ptoienfgf
QrxW 1 p111
< 15
15 • 29
>30
Bl! tDYI P8APQRJ1QNI Of flNII
Dncd..,,,, Jenn(1) ew ct Qf
gf olw renew,eene, Dry ""9bC
Trace
With
Modifier
<5
5-12
> 12
CONIISlENCY 0, FINE-GRAINED SOILS
(50% or more passing 1he No. 200 siovo.)
Conslstoncy delermlnod by laboratory shNr strength testing, field
visual-manual proc:o<kres or standard penetration resistance
DooolpllvoTwn,
(~
Very Soft
Soft
ModitJm.Stiff
Stiff
Very Stiff
Hard
u.-1111od c_.._ --onor Ring Slmplor N-V .... Slnngllt, Qu, 1111 --1'1.
loss lhan 0.2S 0-1 <3
0.2S ID 0.50 2-4 3.4
0.50 ID 1.00 4-8 5.9
1.001<>2.00 8-15 10 -18
2.00ID 4.00 15-30 19-42
>4.00 > 30 >42
GftPN Fl TD rrn MY -.. Cobbles
Gravel
San<I
Sill or Clay
:r.m
Non-plastic
Low
Medium
High
PedkfeNn
aver 12 In. (300 mm)
12 in. to 3 in. (300mm to 75mm)
3 in. lo #4 sieve (75mm to 4.75 mm)
#4 lo #200 sieve (4.75mm lo 0.075mm
Passing #200 sieve (0.075mm)
PbMJJC!ITY 'PICltPTON
P!eefldbc pig
0
1 • 10
11 • 30
>30
lrerracan
UNIFIED SOIL CLASSIFICATION SYSTEM
--
Soll Cl-lftcatlon
Criteria for Asalgnlng Group Symbols and Group Namn Ualng Laboratory Teats A Group Group Name 1
Symbol
Cu ~4and 1 sCcs3E GW
~-----
Gravels: iCleanGraveta: Well-graded gravel
More than 50% of j Less than 5% fines c Cu< 4 and/or 1 >Cc> 3E GP Poorly graded gravel'
coarse fraction retained i Gravels wl1h Fl"": Fines ciassify as ML or MH GM Silty gravel r.i;;;.1-1
Coaru Grained Solle: on No. 4 sieve i More than 12% fines c Fines classify as Cl or CH GC Clayey gravot '·0
·" Mono than 50% retained Cu~ 6 and 1 sCcs3e SW Woll-graded sand' on No. 200 sieve Sands: ' Clean Sands:
50% or more of coarse Less than 5% fines 0 Cu<6and/or1 >Cc>3e SP Poorly graded sand'
fraction passes No. 4 Sands with Fl"": Fines classify .. ML or MH SM Silty sand a,H.L
sieve More than 12% fines 0 -Clayey sand o.H.i Fines classify as CL or CH SC
Pl> 7 and plots on or above "A" line J CL Lean clay K,L.M
SHIii and Chaya:
Inorganic:
Pl< 4 or plots below "A" Hno J ML SiltK,L,M
Liquid limtt less than 50
Orpnic:
Liquid limH -oven dried
<0.75 OL
Organic clay K,Cl<N
Fino-Grained Solle: Liquid limtt • not dried Organic sil K.L.u.o
50% or more passes the
Pl plots on or above ~A· line CH Fat clay ··•· No. 200 sieve lnorpnic:
SHIii and Clilya: Pt plots below "A" lino MH Elastic S~t ""
Liquid limH 50 or mono
Orpnlc: Liquid limit -oven dried
<0.75 OH
Organic day K,1..-.r
Liquid limtt -not dried Organic silt K.L ........
Highly orpnlc ooits: Primarily organic matter, dark in color, and organic odor PT Peat
• Based on tho material passing the 3~nch (7!5-mm) sieve " If fines an, organic, add "with organic fines" to group name.
' If field sample contained cobbles or bouldera, or both, add "with cobbles
or bouldera, or both" to group name.
' If soil contains a 15% gravel, add "with gravel" to group name.
J If Attorberg limits plot in shaded an,a, soil is a CL-ML, siHy cloy.
c Gravels with 5 to 12% fines requin, dual symbols: GW-OM well-graded
gravot with sift, GW-OC wel1jradod gravel with clay. GP-OM poorly
graded gravel wtth silt, GP-GC poorly graded gravel with clay.
• If soil contains 15 to 29% plus No. 200. add "with sand" or "wtth gravel.•
whichever is predominant
' If soil contains a 30% plus No. 200 predominantly sand, add "sandy" to
group name. ' Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with day, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
• If soil contains ~ 30% plus No. 200, predominantly gravel, add
e Cu a Dao/0,o Cc =-' (D,,)
010 X 0,0
"gravelly" to group name.
" Pl a 4 and plots on or above "A" Une.
0 Pl < 4 or plots below "A" Hne.
P Pl plots on or above "A" line.
' If m contains ~ 15% sand, add "wtth sand" to group name. o Pl plots below "A" lino.
• If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
60 :· :::l:.:~=I:~=:~ --,.! .<"0 ////----[----.,~-/ V --1
50 !-of coaraa-gralned SOIis '.'/ ---v~·-~'-: ,(··r' . .:.""' Equation of .. A~ • line · ,,..~, r
. Horizontal at Pl=4 lo LL=25.5. / ~ ./
40 -then Pl=0.73 (LL-20) ,./, , ' ,O-/'---,,L-+-----+------1
' Equation of ·u· -line ' / i' o
: Vertical at LL=16 to P1=7, ,/ V
30 :-then Pl=0.9 ,(.L/L-8) ¥'--,,-_;,· -'-'--+,--/-J,,"-----+-----+------1
, ,.,,,. o" I/ i / oi.. ,,,
20 i / ,/// , /----,,L+---+-M-H-~~,-O-H-1-------+---I
10 ! I_,,
7~--~-~:.l,. ..... ~k--....,..r
4 ~
0
,. i ~, .... /
' ! '
0 10 16 20 30
.
MLorOL
40 50 60 70
LIQUID LIMIT (LL)
lrerracon
80 90 100 110
Exhibit C-2
158
Form WA-5 (6/76)
Commitment Face Page
COMMITMENT FOR TITLE INSURANCE
Issued by
File No.: NC5-605666-WAI
FIRST AMERICAN TI1l.E INSURANCE COMPANY
Rrst American Title Insurance Company, herein called the Company, for valuable consideration, hereby
commits to issue its policy or policies of title insurance, as identified In Schedule A. in favor of the
proposed Insured named in Schedule A, as owner or mortgagor of the estate or interest covered
hereby in the land described or , efen ed to in Schedule A, upon payment of the premiums and charges
therefor; all subject to the provisions of Schedules A and B and to the Conditions and Stipulations
hereof.
This Commibnent shall be effective only when the identity of the proposed Insured and the amount
of the policy or polldes committed for have been Inserted in Schedule A hereof by the Company, either
at the time of the Issuance of the Commitment or by subsequent endorsement.
This Commitment If preliminary to the Issuance of such policy or policies of title Insurance and all
liability and obligations hereunder shall cease and terminate six (6) months after the effective date
hereof or when the policy or policies oommitted for shall issue, whichever first occurs, provided that
the failure to Issue such policy or policies is not the fault of the Company. This Commitment shall not
be valid or binding until countasigned by an authorized officer or agent
IN WITNESS WHEREOF, the Company has caused this oommitment to be signed and sealed, to
become valid when countasigned by an authorized officer or agent of the Company, all in aaDl"dance
with its By-Laws. This Commitment is elfedlve as of the date shown In Schedule A as •Effective Date.•
First American Title Insurance Company
ey: 41J of' ~w' President /7
Attest; IJ14-l ti-~ Secretary
By: ~,. ~ Countersigned
RECEIVED
OCT 2 2 2013
c:,,rv OF RENTON
-MJNING DIVISION
Rrst Ametit:an Ti/Je Insurance Company
Form WA-5 (6/76)
Commitment
Ale No.: Ncs-605666-WAl
Page No. 1
First American Title Insurance Company
National Commercial Services
818 Stewart Street, Suite 800, Seattle, WA 98101
(206)728-0400 -(800)526-7544 FAX (206)448-6348
To:
Mike Cooper
(206)615-3107
mcooper@ftrstam.com
Republic Commercial Title Company, of Florida, LLC
3370 capital arc1e N.E., Suite c-1
Tallahassee, FL 32308
Attn: Stave Bolles
SECOND REPORT
SCHEDULE A
1. Commitment Dall!: August 1, 2013 at 7:30 A.M.
2. Policy or Policies to be issued:
AMOUNT
AL TA Standard Leasehold Owners $ To Follow $
Proposed Insured:
Wendy's International, Inc.
Linda Home
(206)615-3057
lhome@firstam.com
Ale No.: NCS-605666-WAl
Your Ref No.: Wendy's
PREMIUM TAX
To Follow $ To Follow
3. The estate or interest In the land described on Page 2 herein is Fee Simple, and title thereto is
at the elfecti11e date hereof vested in:
Trimark-North Benson, LP, a Washington limited partnership
4. The land referred to In this Commlbnent is described as follows:
The land I el'erred to in this report is desa1bed in Exhibit "A" attached hereto.
Rrst American Tdfe Insurance Company
Form WA-5 (6/76)
C:Omrnitment
LEGAL DESCRIPTION:
EXHIBIT'A'
File No.: Ncs-605666-WA!
Page No. 2
A lRACT OF LAND LYING IN AND BEING A PORTION OF THE NORTHEAST QUAR1ER OF THE NORTHWEST
QUAR1ER, SECTION 32, TOWNSHIP 23 N., RANGE 5 E., W-M., COUNTY OF KING, STA1E OF WASHINGTON,
MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENONG AT THE NORTH QUAR1ER CORNER OF SECTION 32, lOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.
IN THE COUNTY OF KING, STA1E OF WASHINGlON; THENCE, SOUTH 01°26'34" WEST ALONG THE
CEN1ERLINE OF 108TH AVE. S.E. A DISTANCE OF 74.98 FEET; NORTH 88°33'26" WEST A DISTANCE OF 55.78
FEET 10 THE WEST MARGIN OF 108TH AVE. S.E.; lHENCE NORTH 38°11'24" WEST, A DISTANCE OF 22.07
FEET; THENCE NORTH 15°54'58" E, A DISTANCE OF 5.71 FEET ro A POINT OF CURVATURE; THENCE, ON A
CURVE 10 THE LEFT, HAVING A RADIUS OF 25.00 FEET, A CHORD BEARING OF NORTH 72°29'45" WEST, A
CHORD DISTANCE OF 0.65 FEET, FOR AN ARC DISTANCE OF 0.65 ACRES; THENCE NORTH 74°40'26' EAST, A
DISTANCE OF 54.78 FEET; THENCE SOUTH 86°50'18" WEST A DISTANCE OF 58.74 FEET TO A POINT OF
CURVATURE; lHENCE ON A CURVE TO lHE LEFT, HAVING A RADIUS OF 1879.86 FEET, A CHORD BEARING OF
SOUTH 86°40'39" WEST, A CHORD DISTANCE OF 10.54 FEET, FOR AN ARC DISTANCE OF 10.54 FEET TO A
POINT OF A COMPOUND CURVE 10 THE LEFT; THENCE, ON SAID CURVE, HAVING A RADIUS OF 1879.86 FEET,
A CHORD BEARING OF SOUTH 84°23'22" WEST, A CHORD DISTANCE OF 139.56 FEET, FOR AN ARC DISTANCE
OF 139.60 FEET; THENCE SOlffii 01°24'30" WEST, A DISTANCE OF 20.26 FEET TO THE POINT OF BEGINNING;
THENCE SOUTH 01°24'30" WEST, A DISTANCE OF 225.19 FEET; THENCE NORTH SS°33'26" WEST, A DISTANCE
OF 151.86 FEET TO A POINT ON A CURVE; THENCE ON A CURVE TO THE RIGHT, HAVING A RADIUS OF 9.00
FEET, A CHORD BEARING OF NORTH 43035'29" WEST, A CHORD DISTANCE OF 12.72 FEET, FOR AN ARC
DISTANCE OF 14.13 FEET; THENCE NORTH 01°22'27" EAST, A DISTANCE OF 128.90 FEET; lHENCE NORTH
17°26'31" WEST, A DISTANCE OF 52.06 FEETTO A POINTON THE SOUTHERLY RIGHT-OF-WAY UNE OF S.E.
CARR ROAD, AN EXISllNG PUBl.lC RIGHT-OF-WAY; lHENCE ON SAID UNE, ON A CURVE TO THE RIGHT,
HAVING A RADIUS OF 1859.86 FEET, A CHORD BEARING OF NORTH 79021'44" EAST, A CHORD DISTANCE OF
181.76 FEET TO THE POINT OF BEGINNING.
Rrst American Tttfe Im;w-ance OJmpilny
Form WA-5 (6/76)
Commitment
SCHEDULE B -SECTION 1
REQUIREMENTS
Toe following are the Requirements to be complied with:
File No.: NCS-605666-WA!
Page No. 3
Item (A) Payment to or for the aa:ount of the Grantors or Mortgagors of the full ronsideratlon for the
estate or interest to be insured.
Item (B) Proper instrument(s) creating the estate or Interest to be Insured must be exeruted and duly
filed for record.
Item (q Pay us the premiums, fees and charges for the policy.
Item (D) You must tell us in writing the name of anyone not referred to In this Commitment who will
get an interest in the land or who will make a loan on the land. We may then make
addltional requirements or exoeptions
SCHEDULE B -SECTION 2
GENEBfU EXCEPTIONS
Toe Policy or Pondes to be issued will contain Exceptions to the following unless the same are disposed
of to the satisfaction of the Company.
A. Taxes or assessments which are not shown as existing liens by the rerords of any taxing
authority that levies taxes or assessments on real property or by the public records.
B. Any facts, rights, interest, or daims which are not shown by the public records but which rould
be ascertained by an inspection of said land or by making inquiry of person In possession thereof.
C. Easements, daims of easement or ena.unbrances which are not shown by the public records.
D. Discrepancies, ronflk:ts in boundary lines, shortage In area, encroachments, or any other facts
which a rorrect survey would disdose, and which are not shown by public rerords.
E. (1) Unpatenred mining daims; (2) reservations or exceptions In patents or in acts authorizing the
issuance thel eof, (3) Water rights, claims or title to water; whether or not the matters excepted
under (1), (2) or (3) are shown by the public records; (4) Indian Tribal Codes or Regulations,
Indian Treaty or Aboriginal Rights, lnduding easements or equitable servitudes.
F. Any lien, or right to a lien, for services, labor, materials or medical assistance theretofore or
hereafter li.mished, imposed by law and not shown by the public records.
G. Any service, installation, ronnedion, maintenance, construction, tap or reimbursement
charges/costs for sewer, water, garbage or electricity.
H. Defects, liens, enaimbrances, adverse daims or other matters, if any, created, first appearing in
the public rem ds or attaching subsequent to the effective date hereof but prior to the date the
proposed insured acquires of record for value the estate or interest or mortgages thereon
rovered by this Commitment
Rrst American TdJe ll1SlJTaf1Ce Company
Fonn WA-5 (6/76)
Commitment
File No.: Ncs-605666-WAl
Page No. 4
SCHEDULE B -SECTION 2
(continued}
SPECIAL EXCEPTIONS
1. This item has been intentionally deleted.
2. General Taxes for the year 2013.
Tax Account No.:
Amount BIiied:
Amount Paid:
Amount Due:
Assessed Land Value:
Assessed Improvement Value:
322305-9063-05
$ 148,854.31
$ 74,427.16
$ 74,427.15
$ 3,390,600.00
$ 6,n3,600.oo
3. Facility Charges, if any, including but not limited to hook-up, or connectlon charges and
latecomer charges for water or sewer facilities of cascade Sewer DistJict as disclosed by
instrument recorded February 7, 1975 and May 5, 1981 under Recording Nos. 7502070239 and
8105050732.
Said Instrument is correction of the instrument recorded August 22, 1972 under Reoording No.
n08220595.
4. Reservations and exceptions, Including the terms and conditions thereof:
Reserving: Minerals
Reserved Sy: John Winston and aara Winston, husband and wife
Recorded: October 4, 1912, March 31, 1913, August 2, 1913 and October
5, 1914
Recording Information: 829843, 858693, 880063 and 956710
5. Reservations and exceptions, including the terms and conditions thereof:
Reserving: Minerals
Rese/ved Sy: Oyde C. carr and Nellie E. carr, husband and wife
Recorded: April 16, 1917
Recording Information: 1128141
6. Right to make necessary slopes for arts or fills upon said premises for carr Road (East Valley
Road to S.H. 515) as granted by deed rea11ded October 29, 1964 under Recording No. 58052n.
7. Right to make necessary slopes for arts or fills upon said premises for carr Road as granted by
deed reoorded September 21, 1966 under Recording No. 6085507.
8. Easement, including terms and provisions a>ntained therein:
Rec:ording Information: May 5, 1970 under Recording No. 6646976
In Favor of: Cascade Sewer District, a municipal corporation
For: Sewer with necessary appurtenances
Affects: as desaibed therein
Rrst American Tide Insurance Company
Form WA-5 (6/76)
Commitment
File No.: NCS-605666-WA!
Page No. 6
20.
21.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
This item has been intentionally deleted.
Easement, induding tenns and provisions rontained therein:
Recording Infonnation: December 3, 1987 under Recording No. 8712031164
In Favor of: Petro Benson Associates, a Washington general partnership, its
51 icx:essors and assigns
For:
Affects:
Ingress and egress, vehiOJlar aa:ess
as described therein
This item has been Intentionally deleted.
Covenants, ronditions, restrictions and/or easements:
Recorded: January 4, 1988
Recording No.: 8801040279
Covenants, ronditions, restrictions and/or easements:
Reallded: January 4, 1988
Recording No.: 8801040280
Easement, including tenns and provisions rontained therein:
Recording Information: May 16, 1988 under Recording No. 8805160601
In Favor of: Puget Sound Power &. Light Company, a Washington
corporation
For: Underground electric transmission and/or distribution system
Affects: as desaibed therein
Covenants, roncfrtions, resbictions and/or easements:
Recorded: December 22, 1988
Recording No.: 8812221415
This item has been intentionally deleted.
Toe tenns and provisions rontained in the document entitled "Party Wall Declaration"
recorded June 12, 1990 as Recording No. 9006121125 of Offidal Records.
This item has been intentionally deleted.
This item has been Intentionally deleted.
Easement, including tenns and provisions rontained therein:
Recording Infonnation: November 14, 1994 under Recording No. 9411141174
In Favor of: Puget Sound Power &. Light Company, a Washington
corporation
For:
Affects:
An underground electric transmission and/or distribution system
as described therein
32. Toe terms, provisions and easement(s) rontalned In the document entitled "Water Easement
Agreement" recorded August 3, 1995 as Recording No. 9508031613 of Official Rerords.
Rrst American Ti/Je Insurance Company
Form WA-5 (6/76)
Commitment
File No.: Ncs-605666-WAl
Page No. 7
33. The tenns, provisions and easement(s) contained in the document entitled "Agreement for
Easement" recorded October 3, 2002 as Recording No. 20021003000635 of Official Records.
34. This item has been intentionally deleted.
35. Restrictions, conditions, dedications, notes, easements and provisions, if any, as contained
and/or delineated on the face of the King c.ounty Boundary Line Adjusbnent No.
L07l0040 recorded under Recording No. 20070822900006, In King County, Washington.
36. Survey by GeoOimensions, dated August 30, 2007, job no. 7320, discloses the following:
1. Concrete curbing extends over out property lines.
37. Covenants, conditions, restrictions and/or easements:
Recorded: September 21, 2007
Recording No.: 20070921001927
38. A dorument entitled "Memorandum of Option Agreement and Right of Rrst Offer", executed by
and between Trimaric:-North Benson, LP, a Washington limited partnership and Fred Meyer
Stores, Inc., an Ohio corporation recorded September 21, 2007, as Instrument No.
20070921001928 of Official Records.
39. A Deed of Trust to seare an original indebtedness of $14,450,000.00 recorded September 21,
2007 as Document No.20070921001929 of Official Records.
40.
Dated: September 21, 2007
Trustor: Trimari<.-North Benson, LP, a Washington limited partnership
Trustee: Rrst American litle Insurance Company
Beneficiary: Mortgage Bectronic Registration Systems, Inc., a Delaware
stock corporation
(Affects this and other property)
A financing statement recorded October 1, 2007 as Recorders No. 20071001000448 of Official
Records.
Debtor:
5eaJred party:
(Affects this and other property)
Trirnark-North Benson, LP, a Washington limited partnership
Mortgage Electronic Registration Systems, Inc., as nominee for
Bank of America, NA
A continuation statement was recorded August 10, 2012 as Recorders No. 20120810000903 of
Official Records.
41. Terms and provisions of an unrecorded lease dated October 12, 2011, by and between Trimark-
North Benson, LP, a Washington limlted partnership as lessor and 7-Beven, Inc. as lessee, as
disclosed by a Memoi a11dum of Lease recorded December 5, 2011 as Recorders No.
20111205000001 of Official Records.
(Affects this and other property)
First Amerlci1n Title Insurance Company
Form WA-5 (6/76)
Commitment
File No.: Ncs-605666-WAl
Page No. 8
42. Subordination, Non-Disturbance and At!Dmment Agreement by and between 7-Eleven,
Inc. and Wells Fargo Bank, NA, December 5, 2011 as document Recorders No.
20111205000002, and the terms and provisions thereof.
43. Wll:h respect to Trimark-North Benson, LP, a Washington limited partnership, we will require a
full copy of the partnership agreement and any amendments, together with an affidavit signed by
the general partner(s) stating that it is a true copy and that there have been no further
amendments. other requirements may be made following the review of such documents.
44. Evidence of the authority of the officers of Wendy's, to exeaJte the forthcoming instrument,
copies of the current Articles of Incorporation, By-Laws and certified copies of appropriate
resolutions should be submitted prior 1D dosing.
45. Unrecorded leaseholds, if any, rights of vendors and serurlty agreement on personal property
and rights of tenants, and seaJred parties to remove trade fixtures at the expiration of the term.
Rrst American T!Ue Insurance Company
Form WA-5 (6/76)
Commitment
INFORMATIONAL NOTES
File No.: N(S-605666-WAl
Page No. 9
A. Effectille January 1, 1997, and pursuant to amendment d Washington Slate Statutes relating to
standardization of reoorded documents, the following format and oontent requirements must be
met_ Failure to comply may result in rejection of the document by the recorder.
B. Any sketch attached hereto is done so as a <DUrtesy only and is not part of any title rommltment
or policy. It is fum:shed solely for the purpose d assisting in locating the premises and First
American expressly disclaims any liability which may result from reliance made upon it
C. 1he description can be abbreviated as suggested below if necessary to meet standardization
requirements. 1he full text of the description must appear in the document(s) to be Insured.
Ptn Sec 32, 23N, SE, WM; NW qtr
APN: 322305-9063-05
D. A fee will be charged upon the cancellation of this Commibnent pursuant to the Washington
Slate Insurance Code and the filed Rate Schedule of the Company.
END Of SCHEDULE B
Rrst American Tlt/e /nsuranre Company
Form WA-5 (6/76)
Ccxnmilment
First Amerlt:an T1tle Insurance Company
National Commerr:ia/ SerYlc:es
COMMITMENT
Conditions and Stipulations
Fde No.: NCS-605666-WA!
Page No. 10
1. The term •mortgage• when used herein shall include deed of trust, trust deed, or other security
instrument
2. If the proposed Insured has or aaiuires actual knowledge of a defect, lien, ena.imbrance,
adverse dalm or other matter affedlng the estate or interest or mortgage thereon covered by
this COmmitment, other than those shown in Schedule B hereof, and shall fail to disclose such
knowledge to the C.ompany in writing, the C.ompany shall be relieved from liability for any loss or
damage resulting from any act or reliance hereon to the extent the C.ompany is prejudiced by
failure to so disclose such knowledge-If the proposed Insured shall disclosure such knowledge
to the C.ompany, or if the C.ompany otherwise acquires actual knowledge of any such defect, lien,
ena.imbrance, adverse claim or other matter, the C.ompany at its option, may amend Schedule B
of this C.ommltment aaxJR!ingly, but such amendment shaU not relieve the Company from liability
previously incurred pinuant to paragraph 3 of these Conditions and stipulations.
3. Liability of the Company under this Commitment shaU be only to the named proposed Insured
and such parties included under the definition of Insured in the form of Policy or Policies
committed for, and only for actual loss incurred in reliance hereon in undertaking In good faith
{a) to comply with the requiremeuts hereof, or {b) to eliminate exceptions shown in Schedule B,
or { c) to aaiuJre or create the estate or interest or mortgage thereon covered by this
Commitment In no event shaU such liability exceed the amount stated in Sdledule A for the
Policy or Polldes oomrnltted for and such llablllty Is subject to the Insuring provisions, exduslon
from coverage, and the Conditions and Stipulations of the form of Policy or Policies mmmltted for
in favor of the Pl oposed Insured which are hereby incorporated by references, and are made a
part of this Commitment except as expressly modified herein.
4. Any dalm of loss er damage, whether or not based on negligence, and which arises out of the
status of the tltle to the estate or interest or the lien of the Insured mortgage covered hereby or
any action asserting such claim, shall be restricted ID the provisions and Conditions and
stipulations of this Commitment-
First American Tide Insurance Company
Form WA-5 (6/76)
Commitment
TIie First Am-.i Calpo,alion
First American Title Insurance Company
National Commerdal Services
PRIVACY POUCY
We Are Cormn-ID Safeguarding O : .. er -
file No.: NCS-605666-WAl
Page No. 11
In order ID better serve your needs ,_ and In tlie future, we may ask you ID provide us with certain Information. We understaoo that you may be
mncemed about what we wll do with such id\:11116H1 pa,tlcularty any personal or financial Information. We agree Iii• you have a right ID know how
we will .-tlie personal -you provide ID us. lhen,li,re, IDgelher with ...-parent a,mpany, The First American COipa atlon, we have
adoptl!d Phls PrM1tY Poley ID ga,em tlie use and handling d your personal id'o,1-1.
Applkablllty
This Pi1Vacy Policy governs our use d the -whicli you provide ID US-II: does oot go,em tlie mann..-in whidl we may use lnfixmalioo we
have obtained from any allier soura,, such as lrdiJrmallan obtained from a pubic reaird or from another persoo or entity. Frst Amer1can has also
adoptl!d broader gu-..s that -cu use d personal lrdiJrmallan ,_dless d Its source. Fi-st American calls these guidelines its Fair
Information values, a a,py of whidl can be -on oor -at wwwJir.;tam.ccm,
Typesof-
Dependlng upon which of our serw:ies you are .-.g, Ille types of nonpublic personal information that we may CDlled: inwde:
• lld\:imation we receive firm you on applications, forms and in ether a.mmunlcations ID us, whether in writing, in person, by
tElephone or any allier ms,s;
• Inrorrram atxx,tyour tr..-with us, our -a,mpanles, or a2hers; and·
• Information we recetve fun a consuner reporting agency.
use of Jnfannalion
We request irlfDnram firm you fur our own ~ bU5iness pu,poses and not fur tlie benefit of any nonafflllated party. Therefure, we wll not
release your Information ID ... -pa,ties e,apt: (1) as .,. , fur us ID provide tlie product or seMCe you have requested of us; or (2) as
pennltb!d by law. we ma,, i-, store such 1.ronna1i0i1 i-,. kadng the period aftEr whidl any CllSIDrner .-.st.Ip has ceaseci Such
information may be used fur any -pupose, such as quality mmd etliJr1s or CU5blfner analysis. We ma, also provide al of Ille types of
nonpublic personal lrdiJrmallan li!led -ID one or mo,e of DID" affillall!d arnpanies. Sudl -a,mpanles in<iJde flnandal ....-providers,
such as title lnSureB, property and casualy i1Sun!IS, and lnlst and in.ei111NS.t advisory a,rnpanles, or ~ Involved In real esaate servia!s, such
as a~ a,mpanles, home wanantr CIJinpanles, ...i estnM <Dupanies. Furtliennooe, we may also provide an the Information we CDllect, as
-above, ID a,mpanles that perform na-.g services on ...-belialf, on belialf d cu affllated a,rnpanles, or ID allier ffnandal Institutions
with whom we or Oll' affllab!d ampanies have joint 11alcetli,g agiee.11e11ts.
Ew!n f you are no ""-our CllSIDrner, Oii" i'rMltY Poley wll a.ntlnue ID apply ID you.
confidentiality and 5earrily
We will use our best ellixls ID ensure that no unautllorl2ed pa,ties have access ID any d your i.:-0.matloo. We restJict aa:ess ID nonpublc persooal
infomlatlon about you ID lhooe .-and er.Illes who need ID koow that Information ID provide producls or serw:ies ID you. We wll use our best
eff0i1s ID-. and oversee our a1ij&,ees and agents ID ensure that your id'oi111atl0i1 wll be handled oespousibly and In acmrdance with Phls l'rMltY
Polley and First ~'s Fair lntbrmatlon 11ab,s_ We currentlv ..,._ physical, elecbonic, and proa,dural safeguards that comply With federal
regulations ID gtWd -nonpublic personol -
C 2001 The First American CClpuatlOil -Al Rights Reserved
Rrst American TJtle Insurance Company
First American Title
Form WA-5 (6/76)
Ccmi111tme111t
First American rdle Insurance Company
Nalional Comtne,r:/al ~
COMMITMENT
<:ondltlons and stipulations
Ale No.: NCS-635979-WAl
Page No. 12
1. TIie tenn •mangage• when used herein shaD indude deed of trust, trust deed, or other security
instrument.
2-If the proposed Insured has or acquires actual knowledge of a defect, lien, encumbrance,
adverse claim or other matter affecting the estate or interest or mortgage thereon covered by
this Commitment, other than those shown in Schedule B hereof, and shall fail to <flSdose such
knowledge to the Company in writing, the Company shaD be relieved from liability for any loss or
damage resulting from any act or reliance hereon to the extent the Company is prejudiced by
failure to so dlsdose such kno.Y1e it.le If the proposed Insured shall disclosure such knowledge
to the Company, or if the Company olherwise aaiwes actual knowledge of any such defect, lien,
encumbrance, adwrse claim or other matler, the Company at Its option, may amend Schedule B
d this Convn1tment acx:ardlngly, but such amendment shaU not relieve the Company from liability
previously incurred pwsuant to paragraph 3 of these Conditions and Stipulations.
3. Liability of the Company under this Commitment shaD be only to the named proposed Insured
and such parties Included under the definition of Insured in the form of Policy or Policies
committed for, and only for actual loss incurred in reliance hereon in undertaking in good faith
(a) to comply wltll the requlremenls hereof, or (b) to eliminate exceptions shown in Schedule B,
or (c). ID lKJll*e or aeate the estate or Interest or mo,tgage thereon awered by this
Commitment. In no event shal such liability exceed the amount slated in Schedule A for the
POiicy or Policies ax,.,lilled for and such lablllty Is subject to the Insuring provisions, exclusion
from coverage, and the Conditions and Sllpulatians of the form of Policy or Policies committed for
in mar of the p,oposed Insured which are hereby Incorporated by references, and are made a
part of this Conmilment except as expressly modified herein.
4. Any claim d loss or damage, whether or not based on negligence, and which arises out of the
status of the lille ID the estate or interest or the lien of the Insured mangage covered hereby or
any action ass e ting such claim, shaD be resbicb!d to the provisions and Conditions and
Sllpulatians of this Commitment
Rrst American Tdle lnsurance Company
First American Trtle
First American Title
Form WA-5 (6{76)
COIM>ltmel1l
"Ille flnt American Corpc..at10111
First American r111e Insurance Company
National Commercial Servictls
PRIVACY POUCY
Ale No.: ~79-WAl
Page No.13
In order to bett2r' serve YoUt needs now ....s m the~ we mav ask you to prtMde us wilh certain ilfo.1natio.L We m.dt!!ista.d lhat you mav be
mncemed-what we wil do-sudl ,~ .... --any pmsonalor--. We agree that \'OIi have• r1ght1D ia-how
we wil .-the pe,sooal --\'OIi ..-ID us. 1llerefare. -,hel"-°" -~. The -Amerlcon ~we,_
adopted this Privacy-ID-the 1R onl landlOlg ofyov, pe,sooal -
This Privacy Poky gow:rns our use al the lnformati:)n which you i:rc,Yide to us. It does not gD'lt9'rl the mamer In which we may use inf"ormation we
have obtained Imm any other source, such as ilila.11atiui1 obtained from a pubk: record or from another person or entity. First American has also
adopted broader guidelines that govern cu use d persollill inf"onnation reg;wdes5 of Its source. Arst Amencan calls these guideines Is Fair
L.-mn.alion Values. a Cl:IP¥' m which can be found .on ow website at www.firstam.mm.
Typesol-
• Informadon we receM! fra1I you on applcations, foon5 and In other Cl'.lll1IIUlica tD us, whether in writing. in person, by
telephone or anv other means;
• I11l.w11.atkn1 we rteelve from a const.mer reporting agency.
Useoflld'oiwwwtlun
We request donnamn from you for ou-own ~ business pgposes and not for the beneftt « any nonafflliated party. Therefore.. we wl not
release your illi..wn.ation tD nonaffllated parties except: (1) as nec:essay for us tD pruw:le the product or 5efYice you hiwe requested af us; or (2) as
permilled b\l low. We may,-....... sudl ,.-.... -.·-··~the period --.,,, ~ -has ceosed. Such ''°'"-' may be ilSl!d ror anr -.....,.. sudl as ~ CDl1lnJI -or~ -We may also ..-a1 of the types of nonpublic personill illonnano., lsred above to one or more c# our affllall!d companies. Sudl affllab,d amparies include ftnandal serw:e pn:widers,.
sud1 as tlle insurers, property and casuaty inslnrs, and trust and ilwdl1ea acMsory cumpanes, or companies nvotved in real estate services, such
as appratsaJ caml)lll lies, home warranty c:ornpanleS., iiHld esaow companies. FW1hermore. we mav also provide al the nurmation we CDlect, as
desa1bed above, tD companies that perform mart:el*1g semc:es on OU' behaf, on behalf ti cu affllated mmparil!s. or to other financial lnstibJtions
with wtmm we or otr affltated a,mpanles haw jolt martzting ay;eaalb'rts.
FormerO 7 .-s
Even 'I you are no longer our custDmer. OlJ' Privacy Poley wll mntinue tD apply to you. eo-...-,.--
We wil use our best efl'orl5 ID enstn: that no l.lliUhortzed parties have aazss to any al your dormaaon. We restrict access to nonpublic persona!
inli..iiinatiou abcu you tD those nMculs and enllies who need ID knOw that lnfonnatlon to PRWide products or services to yuu. We wiB U5e our best
etrorts ID train am CM!ISt!II!! cu enployees ..:I agents to ensan that .,a, i,w,1liiltb1 wtl be MIiied ,espo,ISiJII. alkl in acm.daia wfth this Privac.y _..., __ ..... "" .. -· v ...... We--~ -.... ___ a,mply_ -
regulollons ID guard yov, --klo,n-.
C 2001 The Flist American r.o,po,atiOn • Al RJghls Reserved
First American Tllle Jnsmance Company
First American Title
First American Title
2. SP-Legal Description 01_20070822900006
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First American Title
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First American Title
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First American Title
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.!£._,µ., M!J/4. s.-32.... t....2J..,... ir..2.E.a& @----__________ .,,, .. ·-·-----·--------:-. nr=:-.:.:.."=-=""== _____ ...,_
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First American Title
3.Vesting_01_20070921001923
'
AfJBl 85PPPINF HID TO:
Name Tmwti:-llartll .,_
~ 406 ......... Rmil. 5ecDnd lb
City/Stall! Pacft:. WA. 98047
Ann: Al Jl...i
ooa.•fflle(•):
L Spedlll Wana,ty Deed
E2311866 mst:IIJ.,MMT JI . . . ,;.,,a:m:I
...,._a N ut <•> fllf DDooa __ .. Mll1ned er nnl,...a:1:
Glwllm(•):
1. NIU llensOII U.C, a "F'ast•IIIU• 111..i lllrbay aa,.,.. 1STAII
20070921001923.::
NC' -Jo7t--,r
Gia RN(•):
ftlrt a.I led Lepl D~~d:p=llt•:i~:22!10DCllll6. Lot X and Y, KC BIA Ull'IJI040, 20u}ll)8>290QOD6
TIIX Pamil N1r111L 1r{s):
A pallOn rl 322]05-9016-03; 322V 90630!i; 322305 90i5G3
[ X ) a.n4 t 7 legal desa ..... 1 is OIi page 3 al' doa rent
1 am recp r ig an en.e.yaq FM.staidad ,econlllig far an addlUolllll fee as prowled In RCW
36.18.010. l undeim,.d that Ille ,C111dlng pro I 41 lllqlllraWITS may mver up or olhemtse
obsan-sat rl Ille at rllhe arlglnll cloculat.
First American Trtle
First American Title
'
AFTER BCORDING UTllllN TO:
Trimalt-Nordl Beman, L.P.
406 PJlinpon Jlaad. Second Floor
Pacific, WA. 98047
AIIII: Al Jiwani
SnclAL WARRANTY DEED
nm GltANTOR. Pe1111 Beman LLC, a WNh"'-on 1imlled liabillty co,npany, for and
in CCI! .d atwaof'Tcn Do1Jm (SJ0.00), iabwlpaid, was. bcpias, sells, CUOVC)S aad
coufoms to Trimark-Nordi Beman, LP., aw---= limited~. Ille real -
simeted in ICiag c-y, WMbiagton. DMn particalarly deecriNd on &hfflit A anw !w-it
baelo, SUBJECT TO all lillls, elm,-wl I am of teal!d and to tbu1. d a co,
dcacribed OD ulrbk B '"* I d hereto.
The ar-, !«itself and .lilr ila •• , * in u-. ...... by these~
e:qllWI)' limit lb&, ccm:ual8 oflhia Deod of lbillC lm,:ia wLjli I Z _t, md vc1vdel all
CCMll1aD ariaing arto arise by,, ry or olhw imp!" rion•, ,ad does henby-lhat
apimt all per-. whc a-oer lawfidly clPimina « to claim l,y, dlroagb or under aid
~ 11111 oat adlenrile, it will flnvs ..-11111 defend the said dacribed n:al estate.
DATED this .1,.L. day ofSq,!crnber, 2007.
GRANTOR:
First American TrUe
First American Title
'
STATE OP Wlllling!m
COUNTYOF__..,I(....,~---
)
)a
)
OD 11u I i ~ dayof Sq,lrmlNr, 2007, llcbeme .,..--Dy appeared .. (;]!;.<:!:::: ?i;.;.:.: ~= !'-*......,,.Jr" J_ ;1:c;; ~:.li oflhe
iaalla.wll llD be a. ..... 'nllumay ICt ........ ef aid wwwpiii '""· irlhc-and
pwpcwww dll:l'cin D'fflli nned, al CID Oli!ll llallld tbllt ..... W JIN . J to a:ecale aid
inmmw 111111 dial lllewl llflhedia die cmpca•-' of aid Clll)Kllatiua..
In~ wbrmofl bavo beawww.da aet my bmd 111d affixed my official-1 lhe day
_, ,-1inl above wriam.
,.,_y'\d ·t§· • o....,t..,.,.. I
==PUBit1f:ifiJf.:Uor
W l°M'll'II, r:ni:fi:ag II i;! • 1 r L
My 1111, • • expina ::.1,., I @
2
First American Title
First American Title
20070921001923.::
EXHJB1T'A'
LNM.D 1•1WWW
U1'S X NIO Y OF KING <XIUNJY IOIRWlY LINE ADJUSrMBfTNO. um.G040, MXXJRDING10 llfAT
BOIM>MYI.H:AD1151MENTMi+cB,MliUST22,,,.,UNDER• IMUNG ll'J..11.iNP NHHH!&. lN
IClllo OlllftY, 'MS&CICM.
First American Title
First American Title
First American Title
KIHIKIT-JI"
Fldly 0ia,ges, r -,, Inducing 1M not limlled ID hook-up, or
m•e:llan dwges and Wet ._.c:1wges for_.or_
facllles af Om:ade Sewel' Dlslrkt • lscloslld br lnstNnelll:
1ecuded Febnay 7, 1975 and May S. 1981 under Re.:udlng
Na5. 7502mll239 and 81u5050J32.
Slid lnslrument Is CDiedbi afthe instrument iea»ded
August 22, 1972 under Reaada,g ND. Tb 62 IC iSS.
R • au ons and e , t11b1S, Inducing the 1Bms and mdlb•
thenlaf:
P wk,g: Mlnerals
Rese ved e,: lclln WlnslDn and Qn WlnslDn, husband and .....
Re.:uded: Omibel" 4, 1912, ~ 31, 1913, August 2,
1'13 and OcliDller 5, 1914
Re.:udlng r.m ... a11c1n: 1129843, 858693, 111111163 and 9!:i6710
R: 11 .alb• and e Ej4if 15, Inducing the tams and mdtlons
thereaf:
P wk,g: ltnerals
p ved e,: Qwille C. Clln' and Nelle E. Clln', husband and .....
Re.:uded: Aprl 16, 1917
Reaaclng Ilmmalb.: 1128141
~ ID make i'oiM I slopes for cuts or Ills upon said
pen I for Clln' Road (East V*'t Road ID SJt. 515) a
i,anlled by deed -ded Oc1iD11er 29, 1964 under r.ew.dug
No. 5l(6Z},.
~ ID male lie B,Y slopes tbr cuts CII' Ills upcn said
POI I for Clln' Road IS r,,anled br deed ,ecuded Sepliember
21, 1916 undilr Ra.uKl,,g ND. 6CNl5507.
5 ne.it, Inducing tenna and jliOl.lslc.i6 ...... ,ad thnin:
r.ew.c1a111 Iimllllltiol.: May s. 1m under ra.u.c1a111 ND. ~76
In FtMir al'. Om:ade Sewer Dlslrfct, a Dilnc:lplll CDjiuiBIIOII
For: Sew1rw111,.. ·vappw1Bances
ldl'etts: Lat X
~ ID 111111a re y slopes for cuts or as upon said
,»a I for Raad (1'811,,,,_. 5.E.) a i,anled by deed
,ecuded May 3, 1972 under Pecudaiy No. 72ll5030DO
Said lnslrument Is • ... eaad af ,ecu .. 111 no(s).
5!11116311.
First American Title
First American Tille
Oweiails, mndlions, 1esbldbs .,.J/of ,ells.
Randed: Seij 1 illls 19, 1'72
Aaxadllig No.: 71tSl!ll1Z17
QwaailS, CXMd:lons, 1estlldloi11 wwJ/« ,an:
Aaxaded: NIMI ... 6, 1'72
Rec:u6111 No.: 7211llli0378
5 I~ induda1g liSn6 and IJIV' bl 16 QNui:Cd lhlnin:
Aaxadihg JnbHlillbL f'tlnay 20, J.971 under lhAaxa...,.!11..._19 Na,
'5CQ3'GSJ5
20010921001m.-:-:-
Ill .._. «: IClng County w...r Dlllrlct No. 511, • ilUllclpal mp•"'
For: Wlll!r .....
Affeds: I.at X
Eaa ·~ 1ndudlng ll!rA1S and p.o:.bb ...... ailed ltcr9ln:
Aaxadil,g lld'omiillluft: April 28, 1913 under Aaxa!ll.g No. 8304280629
In flMJr «: twade Sewer Dlstrk:t, a munldpal UN pc.alb,
For: S--lllllins
All'a:ls: Lat y
nc --and .. o.bb• • 1 M I I I In Ille clDcuawlt endtSed
Ag.-and o,, sa.t Ri!llllllg ID S--Dlsllltt Qw1W!Cllo11
a..ves, : l!ed Ill' and I ll -Rabat a 9et, and
CIIP3+ s-a-Dlslrlct of IClng County, Y:1ssl' ;: Ml, ......
CXJ1,awall: 1, recuclad June 24, 19113 a llm1Jnls1t No.
8306240613 of Ollldll Jlmnl.
El 1&.t. 1ndudlng liSn6 and p.o:.ISIClns CDllllllllsl therein:
Aaxa!IIIII I,i1bi11iilllolL Al.-t 1, 1983 under llis:oldllig No.
831B110728
IClng County ..........
LatY
IIWlt ID malle , r slopes lilr a.ls or 1111; upon said
.... I 1lar lOIIII ,._. 5.E. a oranllld 11¥ dllsl ,ecuded
Jamay 4, 1984 under Raucli111 No. 840104074!1.
FE• ....,, .. ,n,nt lndudlng 1IS'ltlS and PIO ill!lllS CD!lllllicd tllenlin:
Pe.oi•.y lllaiualun: llNwy 4, 19114 under RauclN,g No.
8401040750
IClng County ...
adaalbedllleisl
e, s •.t. lndudlng 1IS'ltlS and p.o:.l!llm• awttlllicd therein:
First American TiUe
First American Tide
20070921001~.·-.·
Remdll1g l11b111811ori: June 8, 1987 inler Ra:onling No. 8706080901
In "-d: Puget Sound l'IMel" a. Light Company, a
tur 1hlr.gllw1 w.pcwatb1
Far: M inlergnxlnd eleclJlc dlstrlbullon syslBn
M'ecls: Lat X
Co1N1n1m, Widtb&, ieSbfdbiS arrd/at 111e111S.
Ra:cwdal: M, 24, 1987
ReclDldlllg No.: l1U7240443
E 111111t,. lndullng ams and pm,ISlaliS Clllllllliled 1lleRlln:
Rea;iidlllg Lm1hlliai1: Ocliam' 5, 1987 under Rau .. 111 No.
1710050424
In FaWlr d: Puget Sound ,,._. .. Ught Company, •
t.V&al ... lCOiiXIBlk»i
Far: tnlelground llecblc trbaians&mnfssll!J "'" and/or .......... .,...
llll'ec:ls: • *'°Iba! IMIWI
Rif#lt tr> ma1ae ·• r slopes lbr aa or Ills upon Slid
jlldi .. for lll!iltl Place 5.E. and S.E. l80dl Sb8lt. pad
1:r deed :em:ded OdiDber 22, 1987 undlr ReclDldlllg No.
871Q220767,
E netlt,. Including lllllmS and p.o.tslrl.s Cllillal..ecl then!in:
Rea:lidlll!I hto,:lllllb~ Decalilla 3, 1987 under ReclDldrl!I No.
8712031164
In favllr d: Pl!lro llerlSIIII ... Wes, ll Wast•IIJlr><I general
jMIIWship, Is SIM H'S and llSS9IS
Far: Ins,ess and eg:ess, whlcular acress
Affeds: Lat X
CONlllui&, ndes, ea, p.o.lslanS Wiitlllned arrd/ot
.,.ldlllld on the fam d the SU:wr .-da:I D&..eniba 29,
1987 Inter Reto,dll,g No. 871ZZ!l9040, In '«llume 59 d !U'lleY5,
at page 21, In ICll,g Coullty, ~-.H:,:glan.
eow.aa, C111.dliol&, ,esllfdb.s wr,J/« 111 :eds:
Ra:uidild: la.nay 4, 19111
Ra:uidlllg ND.! 8801040279
~ Wi......., 1estrlc:lla11& wwJ/« 1111111s.
Aew,ded: llnuay ... 1911
Ra:u,dll,g No.: 8J040280
First American Title
?
First American Title
E 1,e,1t, Inducing ll!mls avl pn,,llicwa m.talill!CI therein:
Ra.adll.y h.bn.allu,1. Madi 23, 19811 under Rewiclr.y No.
8M3230710
In FIWar d: Paca: ND.It est Bell T---• Ol!lll*IV
l'or: Undelground --*1ltlall Ines a,d --
i,alllll cablnlt
Nl'eds: Lot y
E 116,t, Inducing 1BmS and pn,.llba tlllltall!CI lhlnln:
20070921001n,.::
Aeaadlng Imonnallon: Mllr 1&, 19118 undll" Reconllllg No. 8805160601
In F1Mlr d: l'llglt !ialnl "'-' • UgN: c.ami-nr, a
tst SI_., awpcw Fhw,
l'or: ~ eledrlc tn1111mlsslo.1 lllid/Ot
dlslrllullon IY*DI
Affec:ls: a 17 I 7 I t:helan
OMoa,.ts, .......,.., 1esll"*-• air/JI« 111eaa111s,
Ae fNI• D L 22,, 1988
llietiw$,g No.: 8112221415
Eat I.-, lncludlng ll!rml and pllJ lliW6 ...... ,id tbm*t:
Raadll,g Wan SF +,: D t er n. 1.988 under •llmadng .......... Na.
D12Z21416
Fer: --. .-and ,dlles
Nl'ads: Lat y
E:as&11td, lndudlng tmns and p,o.lslwa Willillill!CI lhen!in:
Re lniJ 11.1,n, Pl ,. June 12, 1990 undll" Rauoclng No. 9006121123
In fw d: IClnf Coullly, ll palllml ILIII IMlla::
l'or: Fn llglillllg equlpnlllt and •• ..... ••IJMt' wl*les ID SlmCI! --Comer Afflds: ................
The lams and plO.lslai:S C01:tai11ed fll the doaiment enlilled
"PaltJ Wei Dedaillllm1" ,_ded June 12, 1990 as Raxadll.g
No. 9006121125 ~ Offlclll ReWids.
El I Fett. lndudlng IBmS and piautsb.s Wlllilliled lhelein:
llealidl,g bilialnllllall, Al.,at 2&, 1991 under Ra.adlug No.
'""'&1&51
Ill "-" d: Ma llalml ,t.551 I 4 I W 11 ,gma geneql ..........
5-"SBwiellnes
LatX
First American Title
First American Title
i.-made IJI' Teaco Rellling and Marllletlng Inc., a D1*wwwe
mpu,atlai1, le!sor, IO Pbllp G. Kane, Jr .. trusliBe undl!r a AISt
Amended and P 1 Trust~-• dlllld • d 5epmll1bel
15, 1991, lmNe, t'ara 11111111 d30JIIIIS, and the COl&Wils 111d
mudlfOIIIS as therein awlallred, as .. L WI I "' ....... ldln rl
Lase dall!d Odir:lber 18, 19'1, 111d .-did Odir:lber 211,
1991 es doclmwlt no. 9110280751.
(Aft'eds Lot No. Y)
.._ made IJI' Philp G. Kane, Jr .. --under. Fht
Al wended and n • • Trust Ag.wit dlllld • d Sep1&1iber
15, 19'1, llalr, IO Teaco PelWng ml Makelli.g Inc., a
Oda •• W1pu,atlai1, lmNe, fOr a -d 22 ,,_., and the
CUMWilS and WIMK 6 85 lhllnllll W .. :ecl. • "" h wed IJI'
MeiHIHIIIMII d I.ease d#Bd Odir:lber 18, 1991, and
1..:aded Odl!ba' 21, 1991 • dDcmwt no. 9U02IIJ752.
(Affects Lat No. Y)
Lase made IJI' Pebv Benson Assc I# " • 'Naslili.gllan general
,abwsldp, lealr, to Texaco Rlllllnlng and Mllilelli,g Inc., a c• ... mpo.alb., ie.ee, rar a 11111m 11115 ,-rs, and the
awallS and mdllol• M 1lllnlln UAitlll.ad, as 19 Leed by'
MmiiOlliDIUft 1111.eme d#Bd ,.,... .. r 20, 1992, and
,«uded Apt 16, 19'2 as dDami!nl: no. 9204160519.
Said lease, amang oliw tlalgll provides fur' a, aptiDn ID
,._ filr a pslod d 3 ........ lll!lms d 5 Y8lfS ach.
(Aft'eds Lot No. Y)
Right ID ffllllle re r slaplS filr aa or flls .,ii said ·
ji&I I filr 1'161 as g,anl9d IJI' deal 1..:adld llcMnibei 2,
1992 under Pa:adli.g No. 921102ml17.
20070921001 ~--=-=·
First American Title
First American nue
Ell •It, lndUllnjj tams and P1U I I 4 Willlllnld thsdn:
ll6tcadlng llbnllllan. ,..,,. ta 14, 1!IM llllder R.Raudlilll'l'lllllno,Y No.
MW41174
In r--Ill: Pllgll: SDUIIII ,_.•Light Clanpali,, a
1-...J I GIP 41m
For: M •• I pOUld dlclllc bam,eaa, ,nJ/or ...........
AIJeds: Lat X
TIie ams, PIU IIIW& and I 11(£) W l I I Ill .....
c1oa a1t 8lllllecl "¥IJlla' r aa Jo 1.-wwwded
Augi4l 3, 1995 • ........ No. 95m031l13 ti Olllclll
lla:IDnls.
i-mde bJ P11bO flllmll LP~,._, 1D Slat's MliiWQ&iMlt
O..po.alluii, an Q.gan-po.lM• • llllee, ba 11111111 <120
,-s,andllaCIII' ll!iaild an ••llllnlln hied.•
h •el bJ 11&:.caaodwn ti i-dllld _. 21, 1987. wl
i«Dcled Oclabs U. 1997 B t I -ilD, 971111311138.
TIie ll!mlS, pn,.bi •• 1111d ELil(I) wclbtlned Ill .....
~allllled "Agpwamlt b E t:' z«uded OdlSlb!r
3, 2002 • Raudli,Y No. 2002100300063S fll Olllclll Rewcds.
r neut. lndUllnjj -and [IIIIWllw• will*led 1l8'!ln:
Raemclnjj bzbz-.: Aprtl 9, D7 under llemRll,y No.
20ll1HIIUIIZJ96
In ,_. ol: SIMe ti rwu er , Ol!pmllzamlt or
Tl I 7 77 asdlS-..
Far. 111!4 mJ Cllllllndssll-n adlvlles
.llffl!ds: as ._,lled ...
Remrc:tla4 awadlbG, ct-I +4hwas. naleS, ""'5 and
PN.I I .. r ..,, as .. I I 1 llldolar .. I f on Ille face •
.. IIIRS aim, llDun1ay 1.-hi I 4 No.
Ul7UIIMO se cled llllder 111ma•,y No. .IIIOAMZ/901('6, In
King Olmr, W t I ;
~ 11¥ Gen71 ... dllld Au;111t JO, 'JDll7, jab no.
7330,+ei llef I Ta;:
1. a.a. z7E anrna .... -aut 11oparty 11nes.
20070921001923.; :
First American Title
'
,
First American Title
AIJlllli al lie JIDlllng CAlia&ICl!S and '"9datiof1s
Mallas h ·-In lhe..,... obtai ..d by~
20070921001923.ii i
First American Title
-~--
h:lt··, :~: ..... _ ..
First American TIiie
CASCADI ~"WEI. DJSTRICT
J:JNG· COUii'", IWIHIIGTON
IESO.wn.OII N();,. .. l
k DSOI.UTION acc,pti.aa c:9ru.ia
1--.r facilities aall llaes 'r tk~
Di•trict for serYice aad. ••ie\oa·
.-U _, ta,oaiat • hffk11p cPr1e
la Un et·a•..---t u, H col·
. J.KJ~-Uto...!!!ilu.~ •' .luo .. lilts....-17.a11NCUIII ie-::i"ild -
llan £or ..-r--••nlce, allll cor-
Hctl... a ~JP91rapld,;al nnr la
~ .. 1 •• :i.. .... 1 ...
~' llr .... lud.-llo. ·1,. t~· 1ot.r• ot c.o.b-
siNlel't bu •a:c.1ar..t its polic.r of iapeslq: aad collec.ii•a )ook-
111" cia.TIH la 1:i. ... of --~_ ...... t! 1:C1 ~~,. -.-.,.. .... -,r-.-
Hti•• .. .,.-)ea ·spethlly INaefltt:N 1ty aM _do -Y _Sabseqhatly
~t t.o faciUtiH coastnrct~ at )n'"iftte' ex,-e aN :Qf reill-
. ~ .
bu.nia& a porUoa of IIICJt -...1t--, cU:ra• ta tile persoa, fin n
corperatioa paytq tJui cost 6f suclt sc.er fadlity; all in accord-·
1raplli.cal error in the 1 .. al •scriptioa c•.~~. i.a bsolatioD
Jle, _2M w'1cl ,....,14 lie conecteli, -. _1HQl!FOIU!,·
HIT USOLYII ~ 'CM haft of ~issloae~ of Cas-
CM• s .. r tl•trict, Ii .. CllnllY, Wa.ski-,ua, as follows;
SICTIOII 1. That tb severaa• sentc.e. u..:,;:..,. alllll facilities
witlli• tu foll•ht .. sc-ria.l p~ situ.tN UI lbt Colulty,
Waslunstoa, H accept.._· fer serrice a.ad. -~teuace:
. ,
c-.c.taa at tH llortlll!Nst: .-c:otur-of Sec.ti~• ·32 1
'twulup U .... di;, ..... S East:, W.Jli.; U.UC.
SlutMrl~ ala, die a.cU• the H5 f••t 9re or
less U die s.tll •rs:la el tM 1.-G . .C.n .loK _.a1.
NtaliHUN 111117%; a.-e b•terlt_•lnt'•ai• .,._. ....,u ef tu·1~ C. Can ..... ,s fe•t to ·
tM -::sr.iai of N&UaiJ19; -..._. --ly at ript ff U MU-_ .. U1'PA of tM J.5.
Can 1.51 fat; tMace lu1nlr-au·-~1e1
t• saU 5autll ur1111 ef tlae J .c. bin :a.u·-u, · Ilia •
_...., wt ...... Ifft 11•· of ._ Ian Qoor•
UT .i UO -• llalf of $ -..,. ..... , Qooarter •f ia.e ~t flUrtk. el ·sat• J,ecU .. J2t-·. ·,
dace. IIWtlill-rl.J .!J.-. P.W l!-•t:-ll•. te_· 1M W~
IISOUITUII m. AH C.rnctiJll,
a.selvf:ioia No. 26~, •.
-, .--~
• l·
-
;.
First American Title
,,
t-,:
First American Title
,=."'!_• . -... ..: _...,_ ..:: ...... :·
.. r_1t11. d t.J:,e; 1.G·. ,Ciirr Aad;' fhonce •esterl7
aJ.ot\a Uii.4 Soat• ur1in Df the J .G. Carr · ·
IN:d. tD. __ t:be ~~ pet.at Of h&igla,.
S2CTU1t: z .. PriOl' to tlle c.eaaecttoa fol" HV.-r Hn"i~e.hy Hf per_.a.oh,
fin, or coTf!l• ~iOII •f-property wi~ia. ti!-ali!OY.e closC:rtltu •!••
i• ling COUaty, ·1rasb •qtoa~ tlere sllall be colitlctd· !roii such·
· party seel:bt couec:u .. a tate·c-n C.Urae H --~pecU:l" ta
=·-1ece:t011"°':r~•lrW", ··,s &·-pra,ord.ia'te-co""at;_i'-·c11it~1tt·1;iiifi'ti~I'. · .,·.,,-
for wliiQ tlll• p&rty •pplyiq for serYtc:e or' .. is pn«leces~r• lulve
Mt c .. 1:rtM1N.
SEC?IGII :s. · Eac.ll jllff'MII, ·f1ra -•~ CHpontioa sob,ect to th -,.J .. at
,...._irff t.o N pet• IIMer S.Ctioa Z 1:-""f shall _pay· to ~ Dis-
trict, prter to coaaactiO. to a~r facilities of ti.e·Dtstrict,·
tlle ut&l of $17 .U for ~ lia.al froat foot e(iill pnperty
OW'AN, leHff er otJlervtse ecc-,·tN H Hd for proportiN&te con• . . . .
trilautioa to tile cest
a,,
u• 61$.H'
of canst1'11Ctj.as -Apprex. HO'• W .ef·
1131'4 Pl. S.E. ·"
(u. Mitbo M.H.J
10" uas .. oa• ·, carr ....i .lfprOX. 114 .. +W of
1131"4 Pl.S.E.
To
.. 9Pr:u. H4 1 • W,
ef 103rd Pl.S.E.
10Stll Pl.S.E.
(N. CSD -,M.H.)
SECTlml 4. A copy of 'dt.b ~sobtion shall be recaried b t:U office
•f th AIHlitor of U• Couty. WUhillatN., for tlae pa.rpo•e af &bin,
loti:ee to ~11 •re9:_0At ua htve 1N11en •f tM Dln'e descriW real
,nper~r, nltJec:t :t• "late•caaers" cnaection fee.
SICtJOI' s. la~lat:in. ... Z6't of tU Ca~ Sewer District. u ..
C..ty1 Vasluqtn skoultl ~ ad tke .... Urea., is .-e-Jllle4 to
c:afon llieuvt tit. ....
. .ADqPDD_, ~ De INN. of CallissiANiffs of tbl · Casca.4e
• ' -~ , • • • , j ,
_kwr But.rid, Iiq C:0..ty, ..... ¥• n a, roplar cipea PQU c
'""'-he -f Ml• oa ... ~ u7.of .1 .... 17, 117$.
, -11na m.,u1
-2-.
_.;o. .• ci':l,· ·1" ~-·
lilll1Ec:I": .Cet:'ric:UIII ': "
.... lut.ia. .. , --. . ~
: f·
'
........
First American Title
~ ....
•
1:1 ...
0-....
N
C> ...
0
N
O'
"' .....
N .. ..
0
0
P. ...
I
i t
'
l
.. ,.,._
·.~
First American TIUe
-.
. .-'
.,
.·
·--·f
a£COIIIIED . _ :.sr ..
ssHI ~.-. •wo1~-.. .•. , -1>en NIU .
• l:IIUSIII DaS ~
,. anwiN. 1• · p.1o:te.1 .101 -;,.tu
~-'/ -
'
=
First American Title
5. SP-Exceptions 03a_8105050732
..
--·-· C
Cl)
•
First American Title
ll£1lq TO: -SEO D!STI.
. -SE 17itll t.ltl4. ;i.;: JiQl: 4 -., "' IIEJlfCII, 11A 911155
CISCl'E rm ~Ifta:C":
UliG CGGarZr, ¥!
-ao. 1454.
·91,0S,,,S
a RE!CD F
CA5NSi..
4.00
-·"" ·22 .
,ud. Mffi..Na to tlla pcapertJ' 4eecr.i.liliec. ia ~t ••• at.1;.M;la;ed.
11.emto, wtu.ca is .... a ~ !Mn.JO: JP.! n:~roace tMretor a..
IPIF?EIS, it. .i..a U. policy 0£ c:a,cade SeMrar Di.suict. to
raquire rei-hvnm t. for ny liw bll.i1t. by t:lw 4.istrict au/or
bJ' .. in41ri4D&l .... -id. liae pro¥ides aeAUit. aad. NrYi.ce to
adj..,...t: • ._rey, -
:aiBBBAS, tJo-e D1atr1ct. Bllginee.r U-11 ca:apu.ted. th.a properties
~f1ted ud tile •&luea of ••id bnefit u .t.;1PliK to sa.14 pro;terties.
i1iC*. '&&i:&fvitB, DB tt JICSOLYJ:D lrJ" UA: :aGani of camaasioaera
wilereby die property deaeril:led in ~it •A• will be .....s. ia requ!.r.S
w pay $1. 7. 2155 •t 150 feet of ae.,.m, per frm:i.t. foot." w.it:A • atUQ
oer,r1ce 1&_,, c11or9e of ueo . .e.
sacnos 2 · fllat. ao Hrrioe at.-11 :.... pRIVi.4eci to a..-.y o£
l:ile ~ ~ ia Zsb..Uti.t •4• prior to tu ..-n,oa A?Pl.ying"
for Mn'ioa and ;taYi.111 tlla Giattiet the ~ ut:abliat..ef! cbar9Q t
for all praprarty Mild i.,, \lie applioaa~ ~ ilea vitiaiA Bxhibi\.
•,1.• ..
ADOPZBD i.,-tile ao..n. of comm; ssicmar& of cue.,. s-r
DhUi.c:t:, nar eo..ty, llulliagtaa., at • l'891ll.ar opea public aeeuag
'tJlu'eOf oa CM l&&a oq ~ Dr her, 1,a;. -JDI •. l4S4
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1he ._di 7S f..C ef 1M SMICJI Wil t .. t oi Qa last ulf of LA& lat
llalf of t11e • 'IC -1.f of ~-S.c-clwuc ~.:..-r e£ CM Jierta,iaa.t ,.artec
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· I lne ,OS f .. t: ...-. o_r •-• 1M ,._ ~ •r,IR ol ths 1.· 1.-C1u'1'
.._. u -.. 1811-.._1. 1'121 CIIINCll_'&stetty ............ Sorili Mr9hi
of tllt 1. c. car, ._., ,s ,_ "' ille •-PDl•t of .... , .. ,,.,
theaca Solltherly •t ;,Jlfht -.1 .. to .. s.r s-t•-_,.._t,. of t.1i!a. I. C.
Carr loa4 •so f-.c.; ,dtaam ira.cerly aM ,.,..11e1 to -..111 a..ila
•"If• .t tta r .-.. ,. ·c.rr ~ &o u ltttenectlan wltll tfle Vint.
llao "' •'-Eut• liali OIi U.. -liolf ., .,. lkirt-t -...,...,.
of the llort-,,t "-a~r of Mi4 ~I• 32; .tt..c.:11orrt.rty
al-, Nfd Vat 11• to t ... so.ct. •rsl11 ef dlll I. a.. Carr -'IN4;
-. llncerly "!._ ... ,~ -11111,.,i. o, tlla 1. c. C:.,,,-loe<I ...... ·-,. ..... ., .... ,.,... .
~i:tlon z. Prior t9 ~-COMeA.f• tor Nlllt' NNlce Jar-~~
,1,.. COl!pOr•ttoa o1 ,,,..."" •ah111 1: ... ...,. ,,..Ct',~ ~ .. i. K•"I
CoiHtty, V.slliagc011. tlleN-datl lie col kcutl fra Mdl ,.~ ~iRI
~i4a a let:•~ ~ a., .-;a,ec.Ui_. •• S.C.t.i-.. J ... __., .. , ...
:,ropot'tiONte CMt at dlsu··ict f;c.llltift ... r IAi-ch n..,..rty .,.1,-ifll.
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First American Title
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First American Title
,~,~Ice .. a •• pl"·~-.~-1-!;--.-~ .. ~:~~-.. -,---~~-~~·.:_~F_:-~~---·:. ~:'.;~-:-·
w•-1. -....... ~!1"--l·:~ io,~,~(!'1' ·. ', =~: :.::: .. '.: ... ;~;1:.:~.;!!::!-t:~~~:
,,1.1, for -"-· "-''-< ef .11;;-,..;..'"" ....... ; .. ~ .. fiit ot..,.. .. --.1., .. 4, /-ir-~·--~:~rta.t~.;. u ~--~t-
ot·C8HC1'11Ctl ... tllil fell ................. --&•1-·.
s1 11 Lwtb; b 'II! -ts .
12" 675.111• cur~ ---11.e'<:'Vef · 18,,. Pl. S.l.
1-. ••,.. K.IW
Afipra •....... + .v.
oil IOJr<I Pl, S.£.
1011 138$.08' Carr a.4f =:"'• I'°"'+ II of tOSttt , , • s .. f;
Pl. S.E. <•. cu -..11.•.>
Scc.c1011 ... A _,,. .t t .. 11. rfl0111tl• t1M11 .. rnordd· hi ca. offrcs
of the Au41tor of 11"9 _Coullty. lilnltf.,to.. ,_. tlNi ,_.,... of giving
NDUce to •11 ,,.....1 _ __. fllbN"e ..._n of. t1l!li ...,. tlacrf'-4 rut
pnip.rty sultJact to ... ......_ ..... --..ctl•·'f•.
PASSP ••• -··· -· .. ., .... ~ "'-Ul-rs this !.]._ day ., Ao.pot, 1972. ·
First American Title
First American TiUe
~ s
N
N .,,
c:,
N ...... ... ...
N,
0 .,
-,,.;: .,; , __ ,..,_
,.;. --..
,_"<'
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---~ W~l"fC~.9EJ.l.o6
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First American Title
7. SP-Exce lions 04 829843
NATIONAL COMMERCIAL SERVICES
NOTICE OF MISSING DOCUMENT
COUNTY:
RECORDED DATE:
King
10/04/1912
RECORDING INFORMATION: 829843
ORDER NO:
EXCEPl10N NO.:
307295
6
Please be advised that the document listed above is
missing from our plant.
First American is attempting to obtain a legible copy
of this document. It will be sent to all parties upon
receipt.
First American nue
First American Title
. . .
Blank Page I of3
Chavez, LIiiana
F-= Justin Bemilt [Juslinao,t,8Cl egal cam)
Sent: Tuesday, Jui, 17, 2007 12:30 PM
To: Chavez. Uana
Sull:ja ct: RE: King County Dex:. Request (307295} c--·--~~--,-------~
FIW: 0-. LIiiana [mall11:llclia. @f.st.n1.m11]
s..t: Tuesday, .Julf 17, 2007 11:30 AM
Te: Juslin llemllt
Subjed: RE: King County Doc. Request (307295)
No piableml
"-.Juslln Bemlt [maltD:.Ju,tinB@•ec:J
Seat: Tuesday, .lul\t 17, 2007 10:59 AM
To: 0-. tJiana
S I J ct: RE: King County Doc. Request (307295)
Ro prolllem. Sony I ,....'t allle to pt It to,._ l(Ulclrer ••••
,-0-. I.Ilana [mallll:lldia. cz@f.stan.com]
Sent: Tuesdlly, lull' 17, 20D7 10:57 AM
Te: .Juslin llemllt
S 7 J ct RE: ICJng County Doc. Request (307295)
Pleilse fa-.:1 Ille request ID Ille cFerlt ill: Ille Rsade's office.
Thalk you SD much • your help!
,-Juslin llemllt [mallD:Justil:8@.-o f'9l)F com]
Sent: Tuesdlly, .lul\t 17, 20ll7 10-.56 AM
To: 0-. I.Ilana
S IJ t RE: ICJng County Doc. Reqiiest (J072!l5)
Rope. rD le I ~ -~ tab a look at It for-.
"'-0-. Ulana [n It 1:adlau 191ia5toW,l.CIIIII]
s..t: Moncla,, .lul\t 16, 2007 3:41 PM
Te: .Juslin llemllt
Subj t RE: ICJng County Doc. Request (307295)
Is lhere a CDst dllfac.ace ahen ieqioesls are sent ID Ille Recolde's Office?
First American Title
First American Title
Blank
fnNlc Justin Bemlt [maillD:Justinll@All(l]
Sent: M<Jndav, July 16, 'll107 3:10 PM
To: Chavez, I.Ilana
Subj ct, RE; King County Doc. Req11est (307295)
Page2of3
llmm.-I doa't Wak _._ ner M1t with tlda Jmul of ....... bcre at ABC laoae9tly. That's
latenstmc--lleeam wbma seanlabl& IUUler--..au'•_.,...,. J .u.J Bad a Catt_.
a wi-toa. _ _._ Jweat to pall •P tlae 0..-_.-. Yla .......mm reels tbe
.,._ didn't matcla ap.-J ....Wjaa nm Into ._. ....._ Ir,-IDm I -.Ill pus thfa
l'etl.-oa to a Clerk -at tlle Reconer's otlloe?
Ftvm: a-. IJlilna [mallio:llldlawezOfirsl]
Sent: M<Jndav, July 16, 2007 2:57 PM
To: Justin Bemlt
Subj •. RE: King County Doc. Request (307295)
HI Justin,
1129843, B58693, and 880063 are al r vatlon for rninaals 1esei\led by John W1nslDn and aara WIIISIDn.
I apilcgiz.e for the last clix:uiiierit"; since I typed in the illC.Dllect inStrument no. The cmect instrument no. is
ll28ljl 1eco111ed 4/16/1917, which is also a 1eseivalion for minems ieseM!d by Clyde C. Carr and Nellie E.
t'.arr.
Hope this helps.
l1lanir you!
Ulana
ft'oa: Justin llemllt [mallu:JusllnllOAll(l]
Seat: Monday, July 16, 'll107 2:09 PM
To: 0-. I.Ilana
Subject: RE: King County Doc. Request (307295)
Bl I.Qhne
Do you bappea to -aa7 aamu for tlut Gnator _./or Ona_ In &a)' oftlaeN Raconler .......,...? I Jut pt 1oack l'rom tlae Reccmlen ofllce _. wu _eu, o hl la locatlac aay or
tlae 4 -..........,at&. Coa1d It N poaaillle tat tlaae -nsben are ID a dlil'enat
C01Ult)'?
Jullift s.nilt
ABC Llgll lllYka. Ille.
CowtR t di and llllriowal Dopt.
pll. -7S7215 at 3151
flL 11111 1311717 -····-
fnNlc 0-. Liliana [PWIIID:lkha. lllssta.n.com]
....._. At: Monday, July 16, 'll107 U.115 PM
First American Title
First American Title
Blank
PmllBd To: ABC F'z:rr:t Mail
Con.ealic,,,: King County Doc. Request (307295)
51.dlj • King County Doc. Request (307295)
Helo!
Plase pm,tde arpes d the fdk.wing documenls ,_ded In King Counly:
la,'04/19U 1129843
~1/1913 858693
Cll/02/1913 880063
04/16/1917 307295
Thank you __, mudl!
UlinaO-
Arst American Tille
Pacific lb1hu.oest Region Producllon Supervisor
11175 Azusa Q
R.ancho Cuc:amanga, CA 97130
Ph: 909-477-5685
First American Title
Page3 of3
First American Title
Blank
Chavez, LIiiana
f,-: Chavez. Liliana
Sent: Morldaf', .Illy 16, 2007 12:05 PM
To:: 'w«oat: &eQal com'
Cc: Eslrada, Nlm8i
Sullj1cl: King Counly Doc. Reqll8II (3072115)
Helo!
Pleme provide a,pies vi the fcllDwing dDcumentS lecolded In King Olunty:
10/0'V1912 829843
03/31/1913 858693
08l02/1913 880063
04/16/1917 307295
Thalk you wry much!
Ulana ChiM!z
Filst Americiln Tille
Padlic Nol1h s RegiDII Produclion Supervisor
11175 Azusa Q
Rancho Cucaroiga, CA 97130
Ph: 909-4n-5685
First American Title
Page 1 of I
First American Title
8. SP-Exce !ions 04a 858693
First American
TJtle bJsuraace Cnrnpaay
NATIONAL COMMERCIAL SERVICES
NOTICE OF MISSING DOCUMENT
COUNTY:
RECORDED DATE:
King
03/31/1913
RECORDING INFORMATION: 858693
ORDER NO:
EXCEPTION NO.:
307295
6a
Please be advised that the document listed above is
missing from our plant.
First American is attempting to obtain a legible copy
of this document. It will be sent to all parties upon
receipt.
First American Title
First American Title
..
Blank Page I of3
Chavez, Liliana
From: Justin Bemill (JustinBOABCl,eg.coml
Seat: Tuesday, July 17, 2007 12:30 PM
To: ~ l.llana
Sullject: RE: ICing County Doc. Peq,-(307295)
clllrlpt-1------Tlaey wuea't llhle to-diem eltlt,er~
FNffl: 0-, I.Ilana [mallD:lildla.2*'-11.aim]
Sent: Tuesday, July 17, 2007 11:30 AM
To: Justin llemlt
SUbjed:: RE: ICing County Doc. Request (307295)
No 11Cllllend
Fnn: Justin llemitt [mallD:Juslln&e '901'911 am]
Sent: Tuesday, July 17, 2007 10:59 AM
To: 0-. I.Ilana
SUbj t RE: King County Doc. Request (307295)
ll'o problem. 8oft7 I ..... 't aide to pt It to you quiclrer ••••
Ftam: a-. LJlana [mallio:~]
Sent: Tuesday, July 17, 20ll7 10:57 AM
To: Jusllll llemll:
Sdlj 75 RE: ICing County Doc. Request (307295)
Please fonad the request ID the delt at Ille Rea:lnler's office.
Thar* )'OU so much far your help!
Frem: Justin llemllt [maao-.Juslitl801fKl 1'911 a,m)
Sent: Tuesday, July 17, 2007 10:56 AM
To:0-,l.liana
Sizbj t RE: King County Doc. --(307295)
ll'ope. rn .._...,,...,. u... tab a look at tt r. ae.
,-; a-, I.Ilana [11 7 Ilda. a.Ofirsta,1.a1111]
Sent: MandaJ, July 16, "11»7 3:41 PM
To: .Justin llemilt
5wjed: PE: King County Doc. Request (307295)
Is there a cost dlllleiea ""-,aiuem aie sent ID Ille RecDider's Office?
First American Title
First American Title
Blank
Frwl: Justin Bemitt [maillD:JuslinB@.WO ega! am]
s..t: Mondl\l, luly 16, '1JYJ7 3:10 PM
To: 0-, Lllana
e I jec:t: RE: King County Dot. Request (307295)
Page 2of3
&mm... I doa"t tlllak wew .....,.. lleJt with tllia ldu of request lacre at ABC lloae8tly. Tllat'a
iatereat1n1... Becan,e wllea uarchlnt; muter thaH Reccmlel'• IIIIIIIMft I did Blul a can ancl
a -.a. But wllen 1-to pall ap the GnDtor ancl Gnmue ,ria micn,8Jm nela the
names didn't matcla ap... I ......W jut nm Into ._. eada. 11,-u lib I -..w pus tlUII
r~ OD to & aerk OYer at the a.-.ler'a Oftlce?
Juati:a
Frma: a-. Lllana [mallD:JilchallezOfil]
Seat: Monday, July 16, '1!Xf7 2:57 PM
To: Juslln Bemilt
Subject: RE: King County Doc. Request (307295)
HI Justin,
~ 8586931 and 880063 are aU R vatiu,1 far mil'le.als reserwd br John WlnslDn and Clara WinstDn.
I for the last docuriieni; since I typed in the IIICIII ,a:t ln!;bument no. The correct instrument no. is
1128141 ra:uded 4/16/1917, which is also a l1!5elvation for nweals reserved br Clyde C. Carr and Nellie E.
Carr.
Hope this helps.
Thank you!
Ulana
z=-: Justin Bemltt [maillD:JustinBOABO.eg]
Sent: Mandar, July 16, '1JYJ7 2.119 PM
To; 0.-. l.lianil
SUZIJ I ct: RE: King County Doc. Request (307295)
Bi tflfev "
Do ,-11 llappea to llave...., aamea r.w the Gnator ... ,or Ckalatee la &aJ' oftlleae Recorder
-..? I jDat pt llacli: from the Jtecorun ofllce ancl wu asno • • l\a1 la locatlae &aJ' of
the 4 Roc,,...,<1:r 4ocumeab. CoaJ4 It" po fttle tllat tlae,e ........,... are la a dill'ereat
couaty?
...-Bemilt
IC Llgll Servlcas, Inc.
Court 1181 ch and Rwieval Dept.
ph. -73f.7295 at 3158
b.~
A¥ • r 11cm
First American Title
First American Title
.
Blank
Poalled To: ABC Res ea ell Mall
Cocwww satluA. King County Doc. Request (307295)
Su11j1ct: King County Doc. Pfq!iest (307295)
Helo!
Please poo,,ide aiples a/ lhe folowing documenls IIICDlded In King Colfty:
10/04/1912 82!11143
03/31/1'13 1158693
oe,v2/l!ll3 III0063
04/16/1917 3117295
Tla,k you very mudl!
Lllana Chavez
Fust Anebn TIiie
Pacillc ...... est Rl!glan Pnxludian s..c,ei •isor
11175 Azusa Q
Rancho CU..-1KH,ga, CA 97130
Ph: ~-5615
First American Title
Page 3 of3
First American Title
9. SP-Exce tions 04b 880063
First A.me, "icaB
Tdle .bJsanmce D,mpa,u,
NATIONAL COMMERCIAL SERVICES
NOTICE OF MISSING DOCUMENT
COUNTY:
RECORDED DATE:
King
08/02/1913
RECORDING INFORMATION: 880063
ORDER NO:
EXCEPTION NO.:
307295
6b
Please be advised that the document listed above is
missing from our plant.
First American is attempting to obtain a legible copy
of this document. It will be sent to all parties upon
receipt.
First American Title
First American Title
. .
Blank
fflllll: Justin Bemill (~
Sem: Tunday, July 17, 2ot1712:30 PU
To: a-, Ullana
ScshJa l:I: RE: King Counl)' Doc. Request (3C17215)
,-: c:lliM'z, IJlwi [m e :lldla OG,st-n.mn]
Sent: TIBdlrf, Julv 17, 7!¥1111:311 AM
To: Justin llemllt s ~j • ' RE: King County Doc. Request (307295)
No problem!
,-JustlR llemllt [lllllilll-.lustii:81MK1 f9II mm]
Sent: Tuesdllr, .Julr 17, '1JXJ7 10".59 AM
To: c:lliM'z, I.Ilana
Su~ • RE: King County Doc. Request (307295)
•• problem. Bony I wua't able to pt II: to you quialret ••••
,._ a-, I.Ilana [maib.:tluu Olloat.a,I.OIIIII]
Seat: Tuesdlly, lull' 17, DT1 10:57 AM
To: luslln llemllt
S11P,J I i:t: RE: King County Doc. Request (307295)
Pleme forward the request 1D the der1c at the Recorder's office.
Thank you so much ... yaur help!
fn,m: Justin llemilt (mallD:Justii:81..., egal CIIIII]
Seat: Tuesdaw', lull' 17, '1JXJ7 lll:S6 AM
To: 0-. Lliana
5 I J e RE: King County Doc. Request (307295)
..... rn .._,. -tllea tab a look at It .... -·
,._ a-. Uiana [maillr.liU .. stan..crm]
Seat: ........ .Ju1r 1', DT1 3:41 PM
To: Justin llemlll:
5111' e RE: King County Doc. Request (307295)
First American Title
Page I of3
•
First American Title
Blank
'-n: Justin Bemitt [mallD".JustinB@A8Q.eg]
Sent; Manday, My 16, '2IX11 3:10 PM
To: 0-. I.Ilana
SI It I ct: PE: King Counly Doc. Request (307295)
Page 2 of3
Hmm... I doa't tlwu: -'ft .....-de1t witla ~ lmul of fttlaeat laere at ABC lloaeatly. That'•
lntenatbae-·· --wlaea -ucldac _.... tboee ............,. anmhen I dhl fllul a Carr and
a WIDstoa.. Bat when I -to ,..U ap tbe Graatnr _. Gnatee ..ta mtcrvmm reels tile
names cllda't matell up.-I woaldjast ... lat. dead elUla. U,ou lib I eoald -thla
re•11eat on to a Clerk over at tbe Reeorder'a Offlee?
fnllll: a-. LIiiana [mailD-~.c:am]
Smit: Monday, My 16, 2/XJ7 2:57 PM
To: Justin Bemit
Sulject: RE: King County Doc. Request (307295)
HI Justin,
~3, and 880063 are al r wation ror neats 1eser wed by John WlnstDn and Clara WinslDn.
I for lhe last iiocuineiit:" since I typed in lhe ~klliied instrument no. Toe oorrect instrument no. is
1128141 ,emnled 4/16/1917, whidl is also I reseMiliDn for n*1erals reserved by Clyde C. Carr and Nellie E.
"tin.
Hope tNs helps.
Tbankyou!
Ulana
Frmn: Justin llemitt [mallD·)rst: eo•eo egal.c:amJ
5ml: Manday, My 16, "JIXJ7 2.119 PM
Te: Ola¥ez, I.Jlana
Subject: PE: King Counly Doc. Rel1iest (307295)
Ht I.Diena
0.. 1011 happen to b&w 11117 -for tbe Gnator and/or --ba 11117 of tbesa Reconler
PIUllben? I jut Col: NCk &om tloe Jte c anlen office aacl -11 C C CI gfd ID loc&tiac 11117 of
the 4 a, c ordar ••-•ta. CaaW It lte I fhl• tlJat tlae9e IIPDlhn are la a difl'erent
C01Ulty?
-lllmllt
ABC i.p: SIIVicN, Inc.
Caurt ,-ci, and -Dlpl
pll. II0-735-7295 al 3151
Ix. II0-5311 fJ7f7
fnllll: CJ-. LIiiana [maillll:llchilu 20ftsta11.c:am]
...... At: Manday, My 16, 7!XJ7 12.115 PM
First American nue
•
First American Title
..
Blank
POllled To: NIJC Resea ch Mal
C..Uwwwlal:lan: King c.ounty Doc. Request(307295)
5ullject: King County Dae. Request (307295)
Helo!
Please provide c.aples rl the fdk.wlng dDcumenls ,_ded In King County:
10/04/1,U 129943
~l/1913 158693
08/02/1913 8800&3
CM(lf/1917 3117295
Thank you ,cy much!
UllanaO-
FirSt American Tille
Padic Nclill at RegiOrl Production 5upet visCI
11175 Azusa Q
Rancho c..ca,nonga. CA 97130
Ph: 909-477-5685
First American Title
Page 3 of3
•
First American Title
10. SP-Exce lions 04c 956710
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(J • ~ ~--1 S.Al.) " ( c, ""r .J'a]T s. 1917)
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Ill --.. ""bon4 -at~alal •oJ. 1lbia 121,11 ,tq or 11o--. A. D. 1912.
( ll ll I .. 1in1al Be.i)
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l'i le, fr,p re .... d a .,..q _ or in·-•, OS 5, 1914, •1; 59 a!. n l"'-11 1 I'. I(,
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First American Title
• First American Title
11. SP-Exceptions 05_1..,.,12=8-'---14,...,_1 ___________________ ...
First American nt1e CfJSUl'IUJC/e Com.oaq
NATIONAL COMMERCIAL SERVICES
NOTICE OF MISSING DOCUMENT
COUNTY:
RECORDED DATE:
King
04/16/1917
RECORDING INFORMATION: 1128141
ORDER NO:
EXCEPTION NO.:
307295
7
Please be advised that the document listed above is
missing from our plant.
First American is attempting to obtain a legible copy
of this document. It will be sent to all parties upon
receipt.
First American Title
•
First American Title
. .
Blank
Chavez, Liliana
fn,m: Justin Bemilt ( hill" IBOABCI ... cam)
Sent: Tuesday, Juty 17, 2007 12:30 PM
To: ~Ulana
Sulljec:t: RE: King County Doc. Reciu-(307295)
Fram: Chwez, Liiana [rnaillD:lllchavezOft's]
Sent: Tuesday, July 17, '1:007 11:30 AH
To: Justin Bemllt
Snbj I RE: King Caunty Doc. Request (307295)
No problem!
"-Justin llemi!t [mallo:Ju.111 B0>80 egal I'm']
Sent: Tuesday, July 17, 2007 10:59 N4
To: Chwez, Llianll
Sullj rt· RE: King Caunty Doc. Request (307295)
Ro pn,lllem Borr)' I wua't able to get It to :,oa <tUicJrer--·
"'-= Olavez, Liliana [malllD.llk:ha.eztiffostam.axn]
Sent: Tuesday, July 17, 2007 10:57 N4
Te: Justin llemitt
Subj rt RE: King County Doc. Request (307295)
Please ~ the request ID the clerk at the Reaxder's afflce.
Thank you so much for your help!
f,-: Juslln llemllt [malllD•),e,,U sB0/\80egalCJllll]
Sent: Tuesday, July 17, 2007 10:56 N4
Te: 0-, Llianll
Sulsject: RE: King County Doc. Request (307295)
lfope. ru 1laslcly bave --a -at it for me.
Frw: Chwez, Llianll [mallD:lldlil. lfisstaa.aim]
Sent: Manclilr, July 16, 2007 3:41 PM
Ta: Justin ._.,._
Se IIJ I rt: RE: King County Doc. Request (307295)
Is there a cost dilfeienc:e when request; are sent ID the Recmder's Olllc:e?
First American Title
Page I of3
• First American Title
Blank
,-Justin Bernitt [malllr.lusllt•O lrPO ega! CDII]
Seat: Mclndaf', Mt 16, '1JJJ7 3:10 PM
To: Chavez, I.Jlana
Sr 2 j $; RE: IClng County Doc. ......... (307295)
Page2of3
a-. .. I lloa't thmk -• nw ult wltla tZUll kbMZ of-.-Mft at ABC llonestly. Tut's
iatenatlal,. •• Born-wllea wralwlc ...._ tbMe .._.... -ton I till lbul a Cur Uld
a 'Wiuua. Bat....., I-to ,.a ap t2ae a..-.. GnmN m wl u8lm reels the
-dYa't matmll ap. •• I__...,_ ... lab> .... ..._ If,oa llta I COllld pus tlala
-.aest -to a Clerk -at tile llacanler'• otlloe? -
"'-= Chavez, I.Jlana [=ltr:lldlau ... -.mnJ
s..t: Mclndaf', Mt 16, '1lJJ7 2:57 PM
To: .Juslln Bernitt
S t j ;t; RE: IClng County Doc. Recpll'Sl (307295)
Hi Justin,
8291143 85116931 and 880063 are ill Reservallan for mileals l1!IIS1'l!d by Jahn Wlnsllln and Clara Ymsb:ln.
I it J ~a rar Ille iist &ii.iiriiiiii, sinl:I! 11¥Ped in Ille •-,a:t i1slnlffll!l1t no. The anec:t instnanent no. is
1128141 ,e.aded 4/16/1917, which is also a Rl!Sl!MltiDn far Rilill!lals «-W!d by Ow,de C. Carr and Nellie E, c.r.
Hope tills helps.
Tlalk you!
I.Ilana
,-Justin Bernitt [mallD:>.at BO Wl ega! mm]
Sent: Mon«lar, Mt 16, D7 2:09 PM
Te: Olawez, I.Jlana
Sldtj I $: RE: IClng County Doc. R.equest (307295)
Bl l,Ufene
Do,-bappea to_..,._ for tu Gnator_./or Gn-la .. ,. oftlaae a-emler
mamllen? I Jut p,t tuk ,._ the Jteeorun ofllce _. wu • , , ra1 la locattnc..,. or
tu 4 Ro, Olior •• --C:..W it to• a I le tJat thne -•lHrn uo la a tiflenmt
--,.?
Jullln lllmllt
ABC Legal Soni , Inc.
Cowl R1111n:h 11111 Rllriwll Oopl.
pll. -711-7215 Ill :1151
fl. • 1111111
"'-: Olawez, I.Jlana [mallD:lilcla, Olli-a.can]
,...._ M: Mon«lar, Mt 16, 1!X17 12.'Cl5 PM
First American Title
First American Title
•
Blank
POllild To: NJC R J, Mail
CII WWW Un: IClng County Doc. Request (307295)
SUllject: King County Doc. Request (J072!15)
Helo!
Please provide c:apies a1 u.e rulk>wll,g c1aaanents ,emnled 1n King CountJ:
lOJOt(1912 129843
03/31/1913 858693
Dl/02/1913 ll8D063
04/16(1917 307295
l1ank ygu _,. much!
Llilna<liavez
First Amerlciln 11lle
Pacffic Nol II est "-!lkJi, l'!adl 1C11on Supervtsar
11175 Azusa a
Rancho Cucainooga. CA 97130
Pit: 909-477-5685
First American Title
Page 3 of3
RECEIPT EG00014938
BILLING CONTACT
Howard Kimura
HG Kimura Architect
PO BOX 59415
RENTON, WA 98058
REFERENCE NUMBER FEE NAME
LUA 13-001462 PLAN -Environmental Review
PLAN -Modification
PLAN -Site Plan Review -Admin
Technology Fee
Printed On: 10/22/2013 Prepared By: Rocale Timmons
-----------r·,P City of, 1~_ -J Il I DIJ
TRANSACTION
TYPE
Fee Payment
Fee Payment
Fee Payment
Fee Payment
Transaction Date: October 22, 2013
PAYMENT
METHOD
Credit Card
Credit Card
Credit Card
Credit Card
SUB TOTAL
TOTAL
AMOUNT PAID
$1,000.00
$100.00
$1,000.00
$63.00
$2,163.00
$2,163.00
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