HomeMy WebLinkAboutElliott Farms Reconsideration �
REQUEST FOR RECONSIDERATION OF HEARING EXAMINER FINAL DECISION,
Dated 8-25-16
CITY�F RENTON
RE: Elliott Farms �',�jU�
Preliminary Plat SEP 07 2016 �
RECEIVED
LUA15-000242, ECF,PP,SA-H,MOD CITY CLERK'S OFFICE
Leland and Joanne Gregory
14235 Maple Valley Hwy
Renton, WA 98058
We own the single family residence directty south of the Elliott Farms Plat on the
Southeast corner of the plat. Access to our property is a private road over property
owned by the Pioneer Homes HOA on which we there are recorded easements for our
use.
Our request is based on 3 items that are detailed below.
1. OFF SITE DRAINAGE ISSUES
Attached are 6 pages from the Preliminary Technical Information Report for the Plat,
dated April 10, 2015, of the Off Site Analysis. The areas highlighted in Orange discuss
the drainage as it relates to our property. There are severat pertinent items missing
from this report.
Under Task 3 of the Upstream Drainage Area, it does not state that the drainage
collected in the ditch and conveyed to an 18" culvert crossing WA— 169 is first collected
on the east side of the road into our property and then runs through a cufvert under the
road to reach the ditch, but this is noted in the System Table under Location 1A.
The storm water from our property drains down into the Plat property along the south
boundary between the 2 properties, on to the road with some collected in the area east
of the road and some running directly into the ditch.
The main item that is missing from this report is that the overflow from the retention
pond for Pioneer Place Homes also drains into this area. Once the main part of the
pond fills, the overflow area fills and then the water starts flowing into the area east of
our road. Once this occurs, the area east of the road fills, the culvert under our road to
the ditch is unable to handle all of the water and flooding occurs in this area with the
excess water running cross the road into the ditch.
A picture taken on December 9, 2015, shows what the area looks like when this
happens. The area east of our road always contains water during the entire rainy
season but when the retention pond overflow discharges to this extent, you can see the
result.
The Preliminary Onsite Grading and Drainage Plan for Eltiott Farms shows �Iling the
area directly in front of our property approximately 5' higher that the existing grade of
our road from the southeast corner of their property to the northeast corner where it
tapers to a height of approximately 3' higher than the road. They show a 4' modular
block wall along the entire north boundary of our property and continuing 3/ of the way
along their east boundary. They are covering the existing drainage ditch referred to
above and replacing it with a storm drain that will flow into the existing 18" drain that
goes under WA— 169.
The Preliminary Onsite Grading and Drainage Plan shows a catch basin on the south
part of this system that shows something extending into the road part way but no further
details. We presume this represents the culvert under the road.
Our concern is during periods of heavy rain, that the modular wall will act as a dam and
allow storm water naturally draining from our property that now goes into the Plat
property and also that drains off the road into the existing ditch, will now be blocked
from draining and will collect and pool up against the wall. This same situation will
occur on the road where the wall and fill will act as a dam. When the existing Pioneer
Place pond overflows again, the water will flood our road, being held from draining by
the modular wall.
We wish to request that a condition of approval be included in your report, that the
developers include off site details for the construction of a system to remove the storm
water that collects both from the upstream drainage and from the overflow from the
Pioneer Place retention pond once the existing ditch is covered. This should include
some method of preventing the accumulation and pooling of water that will occur
because of the erection of the modular wall afong our property line and existing road.
2. SEPTIC SYSTEM AND DRAIN FIELD, WATER LINE.
In the summer of 2015, we reviewed with Rick Lennon and Todd Levitt along with their
engineer Mark Sumrok, that our current line was running through the Plat property and
that our septic drain field was possibly on their property also. They agreed to review
this and assured us that if this was the case, they would hook us up to the sewer and
run the water line as necessary. We contacted them prior to the August 9, 2t316 hearing
to see if they had determined anything regarding these items. They responded after the
meeting that they wouid again iook into these matter and get back to us,
The Preliminary Utility P1an indicates ihat the water to our property will need to be
rerouted as needed but nothing is specifically shown as ta where this will be routed.
There is no reference an this plan to aur drain field.
We do not have any recards regarding the drain field location and have checked the
county records and did not find anything, The septic tank is approximately 8' from aur
praperty line with Elliott Farms Plat.
We wish ta request tha#a condi#ion of approval be included your report, that the area of
#he septic drain fie{d be located and the necessary actions required, ifi any, ta provide
sewer to our property be addressed. The impact o#placir�g the fill over or near our drain
fieEd and #he water pooling caused by the building of the madular black wall near the
drain field locat+on aiso needs#o be cansidered. The Final Utili#y Plan shauld include the
plans for rerouting the water iine as we#{ as the action required for the sewer.
3. SR -- 169 ENTRANCE TO ELLIOTT FARMS
We have attached Exhibit 24 from the original hearing dacuments which is a letter from
the City of Renton regarding the Spacing Devia#ion Determination for the access#o WA
-- 1fi9 with areas highlighted by us. We have aiso attached the Final Approved
Channelization Plan received from the City af Renton Planning Department dated 7-22-
16, which we did nat find in the documents from the August 9th hearing.
The City states that the spacing daes not meet minimum standards of 33fi!fee#of
spacing between other connections and apparen#ly approves the plan because there is
no feasible alternative because of proposed elevatian grades.
In looking at#he Prelirninary On Site Grading and Drainage Plan dated 2-11-15, the
elevations at#he approved locatior� are no different that the efevations shown at Alley 2
or Alley 3, so our question are:
1. Haw can this be used as the basis far accepting the design when there are no
differences in the elevations?
2. Why can't the access to 169 be placed a#Alley 2 or Alley 3 so that the 330 foot
spacing minimum is adhered to?
3. What does the co!lision rate at the Molasses Cr�ek access have to do with the
creation of an entirely differeni designed exit/entrance to this Plat?
The acceptance af this new plan aliows us to exit anly to the righ#from our road on to
169, and go down and turn around somewhere down the road. The new 1eft turn oniy
lane into Eiliott Farm when approaching from the east wiil no# allow us to cross to 169.
The new entrance is only 90 feet from our driveway, no#the 133 ft. noted in Exhibit 24.
Vilhen we approach from the West ta turn into our property now, we usually turn into the
shoulder appraximately 120 ft. be#are our entrance ta avaid the tra�c that usualiy is
traveliing a# 50MPH. This may not be legai but it seems to make sense to get aut of the
traffic rather than slow the traffic dawn at this point. This shoulder will now be reduced
ta 5 ft. wide with the new construction.
We are naw going to have to put on our blinker after pass'rng the Elliatt Farm entrance
and siow down in the 90 ft. space, check to make sure no one is exiting in the right turn
only iane only from Eiliott Farms and turn into our driveway. There is no longer a
shoulder available to exit into, We are probably complaining a little here, but think that
this has #he potential of creating a real cluster in a shart distance an this stretch of 169.
We hape that this area will have an accident rate af .Q in a 3 year period.
Moving the entrance to the West may no# be preferab{e to the Eliiott Farm owners but
we feei this should be reexamined, if the criteria for the original piacement of this was
because of an elevation issue which does not exist. The proposed exit road could
possibly be reduced in width so that Alley 2 of Alley 3 could be increased to meet the
City Raad design criteria.
Thank you.
�'.�� ���.. 9l�/6
Leland Gregory / � Date
��,�..�.,� �� -/d
�anne Gregory � Date
� � .
� 3.0 OFF-SITE ANALYSIS
� TASK 1 STUDY AREA DEFINITION AND MAPS
The proposed Plat of Elliott Farm is an attached single-fami�y residential project consisting of 451ots
� zoned R-14. The tax parcel number is 2223059004 and is 6.07 acres in size. The site is located on the
south side and adjacent to Maple Valley Hwy (WA-169) at the eastern terminus of 140`h Way SE (Private
Road), in a portion of Section 22, Township 23 North, Range 5 East, W.M., in the City of Renton. Please
refer to the vicinity map in the section.
� The site is rectangular in shape with 691.70' of frontage along Maple Valley Hwy (WA-169). A
condominium site, known as Molasses Creek Phase 1, is located on the west side of the project. A single
family residential development, known as Pioneer Place, is located to the east and a single family
� residence is located south. Ground cover mainly consists of weeds, grass and brush; however, the
southwest corner of the site contains a mixed variety of trees. A wetland exists at the southwest corner of
the site with a 50' buffer. This site is currently undeveloped, but contains remnants from an existing farm,
� including partially buried building foundations and concrete slabs. Existing on-site utilities were
constructed along the northern portion of the site for this development. On-site soils are mapped as
Newberg (till soils).
� The on-site topography is generally flat. The southwest corner of the project (approximately 1.85 acres)
gently slopes toward the wetland. The wetland is approximately 4-6 feet lower than the edge of the 50'
buffer and drains westerly through more wetlands located behind Molasses Creek before entering into a
� 24-inch culvert under 140`h Ave Se. The remaining portion of the site drains into the roadside ditch along
WA-169. There is an existing drainage ditch along the east side of the project that conveys off-site
upstream flows from the southeast. The elevations on the site range from 87 to 107.
� TASK 2 RESOURCE REVIEW
• Adopted Basin Plans: The site is located within Mainstem Reach 2 of Lower Cedar River Basin.
� Refer to Appendix A for the portions of the basin that applies to this project.
• Finalized Drainage Studies: This is not applicable.
� • Basin Reconnaissance Summary Report: This site is located in the Mainstem Reach 2 in
Lower Cedar River Basin, which is covered by the Lower Cedar River Basin and Nonpoint
Pollution Action Plan dated July 1997 (included in Appendix A).
� • Critical Drainage Area Maps: This project will not discharge drainage to any critical areas or
wetlands as it will be discharging developed run-off to existing conveyance system that is
� conveyed to an existing water quality facility prior to discharging into the Cedar River. Therefore,
no critical areas are to be affected.
. Floodplain and Floodway FEMA Maps: Please see the attached FEMA Map (Section 1.0)
� utilized for this analysis. As indicated on the map, the site is located in Zone X and is outside of
the 500-year floodplain.
• Other Off-Site Analysis Reports: A site investigation was conducted in preparation of this
� Level1 Off-Site Drainage Analysis. The United States Department of Agriculture Soils
Conservation Service Map is also provic;�d. See Figure 4—Soils Map in Section 1.0.
� • Sensltive Areas Folios: Based on review of the King County Sensitive Areas Map Folios
located in this section and special reports prepared by consultants included in section 6.0 of the
TIR, the site contains a wetland and buffer at the southwest corner of the site. The site is also
located within an erosion, landslide, and seismic hazard area.
�
� 15734-PREL-TIR.doc
�
' . Road Drainage Problems: The project researched drainage complaints from King County and
the city of Renton. The city had no records of any downstream drainage complaints within the
� drainage investigation areas. King County had a listing of the drainage complaints within a mile of
the site; however, none of the complaints were within the downstream drainage area and were
not applicable.
� • United States Department of Agriculture King County Soils Survey: Based on the Soils Map
(Figure 4 — Soils Map, Section 1.0) for this area, the site contains Newburg (Ng) silt loam with a
small portion of Alderwood and Kitsap (AkF), very Steep, located near the south boundary line.
� The soils were modeled as till soils for drainage computations.
. Wetland lnventory Map: From the Wetland Assessment Report by Radakke Associates located
in section 6.0 of this TIR, there is a wetland in the southwest corner of the site.
� • Migrating River Studies: This is not applicabie.
� • City of Renton Aquifer Protection Zones: Per the City of Renton's GIS Map, the project site is
not located within an Aquifer Recharge Area.
TASK 3 FIELD INSPECTION
� The field inspection for this Level 1 Off-Site Drainage Analysis was conducted on April 3, 2015 for the
purpose of analyzing the proposed project site and its upstream and downstream corridors. The weather
� was cloudy with occasional rain showers. The off-site drainage system was inspected from the project
limits to the edge of the outfall at the Cedar River. The boundary and topographic survey and LIDAR map
were also used to identify the drainage patterns associated with the property.
� Upstream Drainage Area
The project contains two off-site upstream drainage areas that drain onto the project. See Exhibit A
� showing the upstream drainage areas. The more southwesterly upstream drainage basin (Basin OS1)
area contains 3.3 acres of upstream drainage area. The majority of the area is steep slopes. The
upstream drainage area drains to the existing wetland at the southwest corner of the site where flows are
then conveyed westerly to a larger wetland. The south easterly upstream drainage area (Basin OS2)
� contains approximately 17.2 acres. The drainage from this upstream drainage basin is collected in a ditch
along the projects easterly boundary line and conveyed to an existing 18-inch culvert crossing WA-169.
� Onsite Drainage
In the pre-developed condition approximately 1.85 acres of the site drains toward the wetland in the
� southwest corner of the site. The remaining 4.22 acres drains toward the north into the existing ditch
along WA-169.
3.1 Conveyance System Nuisance Problems (Type 1)
� Conveyance system nuisance problems are minor but not chronic flooding or erosion problems
that result from the overflow of a constructed conveyance system that is substandard or has
� become too small as a result of upstream development. Such problems warrant additional
attention because of their chronic nature and because they result from the failure of a
conveyance system to provide a minimum acceptable level of protection.
� There were no conveyance system nuisance problems observed during the site visit.
Furthermore, based on a review of the drainage complaints received from King County and the
City of Renton, there is no evidence of past conveyance system nuisance problems occurring in
the direct downstream drainage course, as there are no records that have been submitted.
�
�_
15734-PREL-TIR.doc
I
� 3.2 Severe Erosion Problems (Type 2)
� Severe erosion problems can be caused by conveyance system overflows or the concentration of
runoff into erosion-sensitive open drainage features. Severe erosion problems warrant additional
attention because they pose a significant threat either to health and safety or to public or private
property.
I
i
Based on our site visit, there was no evidence of, or potentia� for, erosion/incision sufficient to
pose a sedimentation hazard downstream within the limits of the study. All runoff sheet flows to
existing conveyance channels, where flows are then conveyed off site. Stormwater runoff from
' the proposed roads and rooftops from the developed project will be collected in catch basins and
conveyed through pipes to an existing water quality facility where it will then be discharged
directly to the Cedar River. As a result no future erosion problems shou�d occur downstream
because of this development.
� 3.3 Severe Flooding Problems (Type 3)
Severe flooding problems can be caused by conveyance system overflows or the elevated water
� surfaces of ponds, lakes, wetlands, or closed depr�ssions. Severe flooding problems are defined
.
as follows:
�:
' • Flooding of the finished area of a habitable building for runoff events less than or equal to
the 100-year event. Examples include flooding of finished floors of homes and
commercial or industrial buildings. Flooding in electrical/heating systems and
components in the crawlspace or garage of a home. Such problems are referred to as
"severe building flooding problems."
• Flooding over all lanes of a roadway or severely impacting a sole access driveway for
runoff events less than or equal to the 100-year event. Such problems are referred to as
"severe roadway flooding problems."
Based on a review of the FEMA Map (Section 1.0) the proposed site is outside of the 500-year
floodplain, and there is no evidence of severe flooding problems encountered during our visit. =
� � TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS
DOWNSTREAM DRAINAGE ANALYSIS:
The downstream drainage course does not exhibit any major concerns and appears to contain plenty of
capacity to convey the additional developed flows from Elliott Farm. Please refer to Exhibit A for the
Upstream/Downstream Drainage Area Map Exhibit B for the Off-site Analysis Drainage System Table.
Drainage complaints were requested from the city of Renton and King County Water and Land Resources
as required, however, there were no applicable complaints within the downstream drainage course within
the last 10 years.
In the developed condition, stormwater generated from the new impervious surfaces, including road and
rooftops, will discharge in two locations. The westerly portion of the site will discharge into the
conveyance system constructed by Molasses Creek and be conveyed to the existing water quality facility
(wetpond) before discharging into the Cedar River. The drainage from the north easterly portion of the
project will be conveyed to a proposed 24-inch conveyance system that will repiace the existing ditch
along the WA-169 frontage. From here the drainage will be directed through a series of ditches and
culverts before entering into the existing wetpond.
15734-PREL-TIR.doc
} � ' �
7A$K 5 MITIGATION OF EXISTING OR PQ7ENTlAL PRQB�EMS
The only tn�tigation required, based an the anafysis performed an the downstream drainage course is to
upsize the existing 12-inch storm pipe to an 1&inch v+rhere the pro}ect wilf be connecting to the existing
conveyance system in Moiasses Creek. Piease refer to the 100 year Canveyance Capacity Analysis in
sectian 5.0 shawing that the existing convyance system in Molasses Creek cantains enaugh capacity to
convey the future develaped flows from Elliott Farm.
The project is required ta pravide frantage improvements aiong WA-169. This will include instaAing curb,
guttsr and sidewaik. The existing ditches wil! be replaeec! �.v'rth a 24-inch piped canveyance system aiong
the frontage and wi!! discharge to the existing ditch. The existing conveyance system appears to cantain
pienty of capacity to convey the future devefoped flows from the,developed projec#to the Cedar River.
;
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15734-PREL-TIR.dcfc
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Surface Water Design 1Vlanual, Core Requirement #2
Basin: Lower Cedar River Subbasin Name: Mainstem Reach 2 Subbasin Nu�nber:
. ... . _ Observations of Field . � -
. .. �
. .... . ... .. ... . . . . ... .
.. ..�_. . .....,. Inspector�l
3 Distance
Location Drainage Component Drainage Component from Site Existing Potential Resource Reviewer,or
ID Type,Name,and Size Description Slope Discharge Problems Problems Resident
� Constrictions,undcr capacity,punding,
Type: shcct(low,swalc,strcam, ovcrtopping,tloodinb,habitat or organism
Scc Map c'diamet c,p u face areac d pthntypc of cn i tvcaa ca,volume % FL sed metn ation�non�na'o her�c osion over8ow pathwaysl'potential inpaet
.....1.A....... 1 g„_. .._.L.... R.............. .__._._.�... ,
CU VE
T Drains across ex gravel road, 0-1% Discharges Outlet should Culvert conveying ows to
17.2 acre up-stream basin onto site be maintained existing ditch
1B Channel 6"- 1' wide x 1.5 to 2' deep 0-1% Along None seen. Flows observed in channel,
with gentle side slopes. site's west heavy blackberry bushes
Covered in blackberry bushes boundary
line
1C 18" CULVERT Crosses under WA-169 0-1% Discharge None seen Flows observed during site
from Ditch visit. Receives flows from
at NE pond on Pioneer place and 17.2
corner of acre upstream basin
site
2A Channel Channel draining east to west 0-1% North None noted Grass lined channel with very
along south side of WA-169, boundary little slope.
1.5'-2' deep with 4:1 side of site
slopes
2B 18" culvert Drains under existing access 0-1% 0 None noted No restrictions,outlets to
channel
2C Channel Drains West along WA-169, 0-1% 0 None noted Grass lined channel with very
1.5' to 2' deep with 4:1 side little slope
slopes
2D 18" Culvert Drains under access 0-1% NW corner None noted No restrictions,outlets to
of site channel
2E Channel Drains West along WA-169, 0-1% 0-220' None noted Grass lined ditch outletting to
1.5-2' deep with 4:1 side 24"D.I. Culvert. Flows _
( • 15734-Off-Site Analysis Drainage System Table.doc
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� No. � Oote � 8Y I Ckd. 'APOr. I Revif�on
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��,,HAv� 7g2�5 72ND AVENUE SOUTH °°"8"°° M'S �`a' FOt'� T��' UPSTREAM/DOWNSTREAM
34 mP '�y hENr, wn sso3z o.a•� M� Morizontal Brixton Homes, LLC
(425) 251-6222 DRAINAGE AREA MAP
� � � ' �az5) 251-8782 FAX �"°�"°°-� '•-=°°' 14410 Bel-Red Road, Suite 200
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May 12, 2016 Community&Econamic Development Department
C.E."Chip"Vincent,Administrator
lvana Halvorsen
Barghausen Consulting
18215 72"d AVe S
Kent,WA 98032
SUSIECC: Sta#e Route 159 Access Spacin�Deviation Determination
Elliott Farms Preliminary Plat, 1UA15-000242, ECF, PP, 5A-H, MOD
Dear Ms. Ha{vorsen:
This letter is written in response to the proposed 45-unit Elliott Farms muiti-family
residential development and associated design deviation request from WSDOT's
standard requirements under WAC 468-52-040 (3) for managed access to Maple Vailey
Nighway (State Route 169). E11iott Farms Preliminary Plat is a 6.07-acre site located
along SR-169 between 144th Way SE and 145th Ave SE within the Residential-14 zoning
district (APN 2223059004). A!I new residential subdivisions are required by Rerrton
Municipal Cocle to establish access to a public raad for each segregated parcel (RMC 4-
7-0808.2); therefore, a direct public connection to SR 169 is being pursued. Vehicular
access to the vacant site is proposed via a new channelized residentiai access
connection to SR-169, which is facated approximateiy 875 feet east of the Molasses
Creek development access, approximately 133 feet west of the single family driveway
access to 14235 Maple Va11ey Nwy, and approximately 552 feet west af Pioneer Place at
145th Ave SE. The proposed project is estimated to generate 321 new weekday daily
trips with 27 new trips occurring during the weekday AM peak hour (5 entering, 22
exi#ingj, and 31 new trips occurring during the weekday PM peak hour (23. entering, 10
exiting}. The proposed project also includes abandoning the former single family
driveway connection approximately 515 feet east of the Molasses Creek development
access. The spacing af new public street connection and the existing single family
driveway to 14235 Maple Valley Hwy does not meet the minimum standard
requirements of 33Q feet of spacing between other public or private connections to the
state route, nor can any feasibie alternative as a result of proposed ele�atian grades.
The collision rate far the three-year period from January 1, 2012 to December 31, 2014
at the intersection of SR-169 and Mofasses Creek access was O.QO collisions per million
entering vehicles (MEV) and million vehicle miles of travel (MWM).
Staff has compieted a review of the subject request and finds the praposed access
spacing deviation request is approved, subject to the foflowing conditions:
Exhibit
24
Renton City Hall • 1Q55 South Grady Way • Renton,Washington 98Q57 • rentonwa.gov
1. Covenant: A cQvenant wouid be required to be placed on the face flf the plat to
vacate the plats direct public access to SR 169 when a future access to a public road
can be achieved either th�ough the existing Mofasses Creek Condarrtiniums (parce! no.
5568900000) raad network or via a redevelopment of the Malasses Creek parcel.
2. Channelization: Public access from Elfiott Farms subdivision to SR 169 would be
required to provide channelization �right-inJright-out only} from Road 8 to Sft 169,
subject to WSDOT approval.
Please contact me at (425)430-7382 if you have any questions.
Sincerely,
����r' '- -�_�_ .
°c-.. �
Ann Fowler `
Civil Engineer 11
Enclosure:Eliiott Farms(SR-169)Draft Channelization Plan(CHS)
cc: Ramin Pazooki,Local Agency&Development Services Manager WSDOT
Jennifer Henning,Planning Director
Vanessa Dolbee,Current Planning Manager
Clark Close,Senior P}anner
Lennon Investments,Inc.and Cedar River Lightfoot,lnc./Qwners
Patrick 0.Lennon and Todd Levitt/Applicants
Bonaudi,Gregory,Harrison,Knight,0'Meara,Thierry,Wruble/Part}r(ies)of Record
File LUA15-000242,ECF,PP,SA-H,MOD
� EX R W .� �.� .�.�. �� �.� .�.� �� �,� O W W O W O�3�. .�� : -_ O K; _O O Z �Z� M W O ^�� ..... �... EX R/W ..� �..,.. .r r �.s ����
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� SR 169 STA 100+00.00 = or o �F= m o� e o�' e e m s b o� �o� 1 S4TH STA 30+OO.DO =
SR 169 STA 94+65.41
SR 169 M.P. 22.61 'O�o "� ' " ^o �� � ^ EX EOP, TYP. SR 169 M.V. 22.51
C• K 6' C 1 p K N
EX EOP. TYP. A� N �� VI // N IA O N _. . _ ' '". _..._"_.._..�.__.
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M~ ----._�__..__T_ ----------- ----- .�._ �._._E% 8'._sH�nR ___..��.---- ---- RFGIN__PROJECT
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SR 169 SE RENTON MAPLE VAL�EY ROAD � exii-�-
tn3 -._._iai" -���---- _ ___ __,_ _ - -- ___ � __�. �---------� ---
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W WHITE EDGE UNE, TYP. 4 � ---- '-�—� � FOC, TYP. � 4 �`�
EX t i' 2 FOC. TYP. __.__ _, _N
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TYPICAL ROADWAY SECTION A-A � � Rw' \ DESIGN DATA � �I � � " �
" � DESIGN CRIiERU � SR 169 PLAT ACCE55
3�_ EX 45' �_ EX 103' I F'UNCTIONAL C1A55 � ( � i
� �URBAN-PRINCIPAI ARTERUL (1) � I'; . �
�� R/W � R/W �r � W � ;5�'� ` W NHS STATUS � NHS NON NHS �
W NEW 6' 0.5' CURB � � � _
xl PLANTER NEW S� I I � �. �U 2 z• _ � ACCESS CONTROL � MANAGED: CUSS 3 (1) I
ASPHALT � � a Q i � � OESICN VEHICIE � WB-87 SU-30 �
� NEW S' EX 87' i o �W 1 � "' c
SIDEWAIK � SHOULDER � W � W � Y � �y`,� Z � � o �„ POSTED SPEED � 50 MPH TS MPH �
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EX 11' I EX /1' EX 8 .EX 6' EX ii' . EX 11' EX 8' �J� � = DESICN SPEEO 55 MPH 25 AIPH
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SHOULDER i W W,��o s� o W � Z o�o o m +�� + + I I
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�� � I �m�v+_+=W +W +W+� +a <�<W <m N �1) NOT APPUCABLE; CITY OF RENTON ROADWAY. CURVE DATA BOX
x� i q u?��.+m m c� 4 m a�„ �r m y N y x PI STA � � � R I TANGENT� L �X SUPER
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NOT TO SCALE H N w�v�,o in o o vi vi a vi o fn c� vi�i�i N Y vi a N N 2
PAVEMENT MARKING NQTES
EX R i _ _� __ r_ _` __ i� __ __ _� �� _� __ __ EX R/W Ot W►{ITE 16-INCH STOP IJNE PER WSDOT STD. PLAN M-24.80-04.
2Q DOUBLE YELLOW CENTER (DYC) LINE PER WSDOT STD. PLAN
M-20.10-02.
W
i Z � Q3 VfHRE 6-FT TRAFFIC LETTERS ("ONLY") PER WSDOT STD. PLANS
M-80.10-Ot AND M-80.30-00.
! Z N � 04 WHRE EDGE LINE PER WSDOT STD. PLAN IA-20.10-02. N
END PROJECT , �� �
� SR 169 MP ZrL.7Z � ZU � QS WHITE TYPE 2SR TRAFFIC ARROW PER WSDOT STO. PU.NS
Q C� N-2�.40-02 AND M-80.10-Ot. CENTER iN llWE AT STATION
EX EOP, rn.� SR 169 105+93.64 � �a � SHOWN.
EX EDGE UNE TYP �� '` � OO YELLOW PRECAST CONCRETE DUAI FACE SLOPED MOUNTABLE
------._--�-- - ._----------�..----------------------------__....__......------------"---.-" �.__ CURB PER WSDOT STD. PLAN F-70.64-03.
--------------'----------' ---- ----�_._._..
EX 8' SHLDR EX 8' SHLDR M O YELLOW PRECAST SLOPE YOUNTABLE CURB PER WSDOT STD. �5 60
EX t t'-�— EX 1 t• O� PLAN F-f 0.62-02.
---. _..__. �'-. — _-' -- -- -- 0 30 90
--- -- ._.,- — -- —
EX /7'�— 6 WHITE CROSSNALK LINES PER W500T STD. PUN M-1S.10-Ot.
SR 169 (SE RENTON MAPLE VALLEY ROAD) ex ,�� a SCALE IN FEET
�OYEX 6',,.�,,. . . ..... ,� t0!-." -__ __"_ t07 �— . 575'39'S1'E ����n �a- •-:-.� _�-�OS �_._.. . -......._ _._.._.»....... EX-B,--- �� OO OFrcWHTE` FELECTNE STPEEUNEATOR (3" DIAMJ W�TH 2 ROWS
' EX 6�-- .—v ._ . . , , � �, � . . . . EX 6' w m I R TA .
EX 11'—� _ ^ SR 169-L�NE _ ��+��f-,�O��P.T� - —' -- -� � it� J Q � YELL.OW 4-INCH UNE. 10� o.�. WSDOr NORTHWEST REGION
U " 4 W 1� WHITE TYPE 2L 7RAFFIC ARROW PER WSDOT STD. PLAN
EX 11'—.► _EX 17' � q EX 11' =N M-24.20-02. CENTER IN UNE Ai STATION SHOWN.
'----.—_--------�--'-------------
EX 8' SNLDR � 5' SHIAR � S�SAC6R F � yyHITE WIDE UNE UNE PER WSDOT STD. PLN M-20.10-02. A RO�ED CHANNEL/ A /ON PLAN
-------------�-------- ---------._.----' �\ 6' PIIJTR 6' PLNTR Q
J �� EX EDGE UNE, TYP. TRAFFIC ��-N, EE AREA OPERATIONS
EX EOP. TYP. _------_ --------- ------- iS� svn.K E3"3QrLR' � GENERAL NOTE� Ft��
� � t. ALL SIDEWALI( RAMPS SHALL MEET CURRENT ADA REGUIREHENTS Sfgned _ Dafd ��-��
�` TO THE MAXINUM EXTENT FEASIBIE.
EX R ( � - � r �s � , _ , 2. CHANNELIZATpN TO BE INSTAF.LED PER CITY OF RENTON PM�t �� Su�.es
( � __ STANDARDS AND SPECIFICAt10N5, CURRENT EDITION,
I DESIGN VARIANCES � � � �_ � ENGINEERINcyya��E�
W
rn W� ro Signed ��L� Date �-Q b
Q1 VARIANCE: ACCESS SPACING. DM 540.03(3)(8)2., NOVEMBER 2015 I v+i�=W n�� �/
�o�3x �o�� Prfni v ��iIUG �11f�iJ?
Q2 JUSTIFICATION: CURB ON HIGH SPEED FACILITY. DM 1230.03, NOVEMBER 201 S. -<o o r �a o 0
/�/INNW� NNHW
FILE NAME I I I I�I n�,� SR 169 M.P. 22.56 TO 22.72
TIME i I I I �0 I WASH � T E N W �`'��l�B� C H �
,r'' w�s'.,n
DESIGNED BY: ROLETTO I � � � �N� Transportation Engineering NorthWest ���� y'�� ELLIOTT FARMS PLAT
ENTERED BY: DUBREUIL/ROLETTO � � I � Transpo�tation Planning� Design�1raffic Impact B.Operations �,:�;,ti���'� SR 169 SHEET
CHECKED BY: BICKET � � � � �.,�. 1UOOSEBthSfr�ffice�425?889-67Iq�ue,WA98004 �S*�^„��,ST�°��: CHANNELIZATION PLAN aF
�ONAI
PROJ. ENGR.: BICKET I � � � Project Contact:Glen DUBreuil s
REGIONAL ADM. � REVISION I DATE I BY I Phone:42S250-0582 1�l'�'i6 RENTON/KING COUNTY JULY 2016 SHEETS
Drawer 236 Sequence 08