HomeMy WebLinkAboutPermit L2000-054 - KEIROUZ JIHAD - REASONABLE USE SPECIAL PERMISSIONL2000 -054
JIHAD KEIROUZ
13041 33R" AVE. S.
City of Tukwila
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
September 7, 2000
Jihad Keirouz
13407 -51St Avenue West
Edmonds WA 98026
Re: Application for reasonable use exception to construct a single family
residence on lot 12 block 5 of Robins Spring brook addition submitted on
August 18, 2000. File number L2000 -054.
Dear Mr. Keirouz:
This is in response to the new application that was submitted on August 18, 2000 for
reasonable use exception to construct a single - family residence on Lot 12 Block 5 of 0 ,
Robins Spring Brook addition to Riverton. The application packet included the following: 0 1-
1. Letter dated June 9, 1999, by Charles Repath, wetland biologist and response to
reasonable use exception criteria prepared by J.S. Jones and Associates.
2. Statutory Warranty deed for the subject site.
3. A copy of Determination of Non - Significance issued on November 16, 1999.
4. Drainage Assessment and downstream analysis dated October 13, 1999, prepared by
Tye K. Simpson.
5. Site Plan
6. Drawing Sheets C -1 and C -2, Grading/drainage plan and Erosion/sedimentation
control plan dated October 13, 1999, prepared by Tye E Simpson.
7. Topographical site survey prepared by Cramer Northwest Inc. in February 1999.
8. Mitigation Plan dated June 29, 1999, prepared by J. S. Jones and Associates Inc.
The application is considered incomplete since no mailing labels were included with the
application as required per item number 17 of the submittal checklist. Further, the above
listed documents are identical to the items submitted at the time of the previous
application, file number L99 -0049. All of these documents were considered during
• • ,, w• _ ty, -r %soulevar Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
review of your previous land use application. The previous application that is still active
was submitted on July 6, 1999. On March 23, 2000, you filed a petition at the Superior
Court of Washington, for review of the City Council's decision denying your reasonable
use exception application.
Since the previous application is still active pending a decision by the Superior Court of
the State of Washington and based on the fact that no new information was submitted
with this application, the Department of Community Development is unable to process
this application at this time. There cannot be two active applications for the same request
on the same site. The application fee of $200 that was filed at the time of this application
will be refunded back to you. The refund check is being processed and will be mailed to
you next week.
If you have any further questions or need clarification, you can reach me at 206 -431-
3686.
Sincerel
ck Pace
Planning Manager
C: File
Jack Pace
Bob Johns, Johns Monroe Mitsunaga, Cypress Building, Suite 102, 1500 114t Ave SE, Bellevue WA 98004
Thomas E. Stanley, 16300 Mill Creek Blvd, Suite 105, Mill Creek, WA 98012
CITY OF . 'UKWILA
DEPARTMENT OF COMMUNITY DEVELOPMENT
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3670
REASONABLE
USE EXCEPTION
(P -SP)
APPLICATION
I:. PROJECT BACKGROUND
A. NAME OF PROJECT /DEVELOPMENT: -TVr---01L-A. L49-1t 1 Z / 8 - 1 1G .
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B. LOCATION OF PROJECT /DEVELOPMENT:
STREET ADDRESS: ) G 2- 1 3 3 0-E S
ASSESSOR PARCEL NUMBER: 7 3 tJ 960 - 7 3 - c,7
LEGAL DESCRIPTION: LOT I Z FL;OC.K.
leaN>c>k i w rt. V•kv ER-Te e1.. „ v-O Lot -t.E 1 0 . *P-A4- t'7 e c rA 4 •1--
Quarter. id 14Section: •S Township: 23'3 Range: 4E (This information may be found on your fax statement)
C. CONTACT: (Primary contact regarding the application, and to whom all notices and reports shall be sent)
NAME: -- I+Aa> i E E - 'dJ -
ADDRESS: I.l' 07
PHONE: CZ96) Z8 74
SIGNATURE:
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DATE: 76.\1-3.C.A. 3r7/ EVO
RECEIVED
CITY OF TUKWILA
AUG 1 8 2000
PERMIT CENTER
RUCKLST.DOC 7/3/96
107
FOR°STA FF USEONL:Y
Planner::
File :Number : - L 2 000 - : OAS
Receipt Number ::.
Project :File: #:
Q`. Application :.Cbmplete `(Date ::`
) .
'SEPA Fiie.# - (A i -00 r7
Cl, Application-Incomplete !(Date.:. `
):
> Other: File:#:- lofitifragoth _.1)q 9 -_o I dl,
titli - c
I:. PROJECT BACKGROUND
A. NAME OF PROJECT /DEVELOPMENT: -TVr---01L-A. L49-1t 1 Z / 8 - 1 1G .
tf t'D r1 C
B. LOCATION OF PROJECT /DEVELOPMENT:
STREET ADDRESS: ) G 2- 1 3 3 0-E S
ASSESSOR PARCEL NUMBER: 7 3 tJ 960 - 7 3 - c,7
LEGAL DESCRIPTION: LOT I Z FL;OC.K.
leaN>c>k i w rt. V•kv ER-Te e1.. „ v-O Lot -t.E 1 0 . *P-A4- t'7 e c rA 4 •1--
Quarter. id 14Section: •S Township: 23'3 Range: 4E (This information may be found on your fax statement)
C. CONTACT: (Primary contact regarding the application, and to whom all notices and reports shall be sent)
NAME: -- I+Aa> i E E - 'dJ -
ADDRESS: I.l' 07
PHONE: CZ96) Z8 74
SIGNATURE:
tO el> 9`4,9 . I,S— `138 c 24,
&z)7 .13 4
DATE: 76.\1-3.C.A. 3r7/ EVO
RECEIVED
CITY OF TUKWILA
AUG 1 8 2000
PERMIT CENTER
RUCKLST.DOC 7/3/96
107
D. PROPERTY OWNER DECLARATION
The undersigned makes the following statements based upon personal knowledge:
1. I am the current owner of the property which is the subject of this application.
2. All statements contained in the application are true and correct to the best of my
knowledge.
3. The application is being submitted with my knowledge and consent.
4. I understand that conditions of approval, which the City and applicant have jointly agreed
may not be completed prior to final approval of the construction (e.g., final building permit
approval) will be incorporated into an agreement to be executed and recorded against the
property prior to issuance of any construction permits.
I declare under penalty of perjury under the laws of the State of Washington and the United
States of America that the foregoing statement is true and correct.
EXECUTED at (city), (state), on
199
J IC -• c4c .
--17FE3AN-fi 415-tiss.
(Print Name)
11-to 7 S I . ti » 7.68oZ4
(Address)
(-66) .561v 6 874 (tip) 7L)Z32i
(Phone Number)
(Signature)
Use additional sheets as needed for all property owner signatures.
11.
A. PRESENT USE OF PROPERTY: Eel ( r
B. CRITICAL AREA SENSITIVE AREAS REQUIREMENT FROM WHICH RELIEF IS SOUGHT: ul C.A Ni
WETLAND AND SETBACK BUFFER REGULATIONS
C. ON A SEPARATE SHEET, DESCRIBE THE MANNER IN WHICH YOU BELIEVE THAT YOUR REQUEST FOR AN
REASONABLE USE EXCEPTION WILL SATISFY EACH OF THE FOLLOWING CRITERIA AS SPECIFIED IN TMC
18.45.115(4).
1. No reasonable use with Tess impact on the sensitive area and its buffer is possible.
2. There is no feasible on -site alternative to the proposed activities, including reduction in size or
density, phasing of project implementation, change in timing activities, revision of road and lot
layout, and/or related site planning activities that would allow a reasonable economic use with
fewer adverse impacts to the sensitive area and its buffer.
3. As a result of the proposed development there will be no increased or unreasonable threat of
damage to off -site public or private property and no threat to the public health, safety or welfare on
or off the development proposal site.
4. Alterations permitted shall be the minimum necessary to allow for reasonable use of the property.
5. The proposed development is compatible in design, scale and use with other development with
similar site constraints in the immediate vicinity of the subject property.
6. Disturbance of sensitive areas has been minimized by locating the necessary alterations in the
buffers to the greatest extent possible.
7. The inability to derive reasonable use of the property is not the result of actions by the applicant in
segregating or dividing the property and creating the undevelopable condition after the effective
date of the ordinance from which this chapter derives.
8. Any approved alteration of a sensitive area under this section shall be subject to conditions as
established by this chapter and will require mitigation under an approved mitigation plan. If a
development is approved as a reasonable use, the Board of Architectural Review's process,
review and standards shall be applied.
RUCKLST.DOC 7/3/96
CITY OF r `UKWI L.A
DEPARTMENT OF COMMUNITY DEVELOPMENT
6300 Southcenter Boulevard, Tukwila, WA 98188
Telephone: (206) 431 -3670
REASONABLE
USE EXCEPTION
APPLICATION CHECKLIST
The materials listed below must be submitted with your application unless specifically waived in writing
by the Department. Please contact the Department if you feel certain items are not applicable to your
project and should be waived. Application review will not begin until it is determined to be complete.
The initial application materials allow starting project review and vesting the applicant's rights. However,
they in no way limit the City's ability to require additional information as needed to establish consistency
with development standards.
Department staff are available to answer questions about application materials at (206) 431 -3670.
RETURN: THIS :' CHECKLIST °WITH: YOUR APPLICATION:
APPLICATION FORMS:
Application Checklist
❑ Application Form (12 copies)
❑ Design Review Application and fee ($900)
❑ Application(s) and fee(s) for all other
applicable land use permits
❑ Reasonable Use Application Fee - $200 Specify:
1-14, Complete Environmental Checklist and fee
($325) — ervn2 N e l / 1(o , 19 g 1.
PLANS: (12 copies)
Site plan at 1 "= 30' or 1" = 20', with north arrow, graphic scale, and date; and the license stamp of
the architect. The following information must be contained on the plan (details may be included on
addi ional drawing sheets):
Property lines and dimensions, lot size(s), and names of adjacent roads
COY Location and setbacks of existing and proposed structure(s) with gross floor area
O' Location of driveways, parking, loading, and service areas, with parking calculations
Or Location and design of dumpster /recycling area screening and other exterior improvements
Or Location and type of exterior lighting
C7 Location and classification of any watercourses or wetlands, and 200' limit of Shoreline
Overlay District
Or Existing and proposed grades at 2' contours, with the slope of areas in excess of 20% clearly
identified
C/ "Location of closest existing fire hydrant; location and size of utility lines; location and
J
size of utilities or street/sidewalk easements or dedications
C3" Description of water and sewer availability from provider of utility (note which utility
district or City)
(9/Other relevant structures or features, such as rockeries and fences.
RLICKLST.DOC 7/3/96
Irk
Location of outdoor storage areas and method of screening
Landscape /planting plan at the same scale as site plan, with north arrow, graphic scale, and date;
and the license stamp of the landscape architect. The following information must be contained on the
pla
_ Property lines and names of adjacent roads
C " Location of the following: proposed structure(s), vehicle and pedestrian circulation
areas, dumpster /recycling area, site furniture, any proposed public outdoor art
Existing trees over 4" in diameter by size and species, and any trees to be saved
Proposed landscaping, including size, species, location and spacing.
LIJ Mitigation Plan which identifies the impacts on the critical area sensitive area and proposed mitigation
appropriate to, and in scale with, the impacts on the sensitive area.
❑ One (1) "PMT" (photomaterial transfer, or photostat) each of the plan set, reduced to 8.5 x 11 inches.
❑ Site percolation data approved by the Seattle -King County Department of Environmental Health if
• the site is proposed for development using a septic system, or a Certificate of Sewer Availability
cfP e) from the sewer utility purveyor (if other than the City).
Proof that the lots are recognized as separate lots pursuant to the provisions of TMC Title 17 and
.,/ RCW Ch. 58.17.
In Any Sensitive Area studies required by TMC 18.45, including, but not limited to, the surveyed location
and professional evaluation of any wetlands, streams, and their buffers.
•y,YO- ❑ A list of existing environmental documents known to the applicant or the City that evaluate any aspect
of the proposed project.
C Tr A list of any permits or decisions applicable to the development proposal that have been obtained
4 prior to filing this application, or that are pending before the City or any other governmental entity.
U
Pt)„.A, • Er A storm water design which meets the requirements set forth in the Surface Water Design Manual
adopted pursuant to TMC 16.54.060(D). c Jvi& /{ y`s,,.,.,. -/ 4- 1)s
❑ OTHER MATERIALS:
Other documentation and graphics in support of the proposal may be included as appropriate, such
as color renderings, perspective drawings, photographs or models. If other materials are to be
considered, twelve (12) copies of each must be submitted (except models). Color drawings or
photos may be submitted as 8.5 x 11 -inch color photocopies.
PUBLIC NOTICE:
❑ King County Assessor's map(s) which shows the location of each property within 500 feet of the
subject property.
❑ Two (2) sets of mailing labels for all property owners and tenants (residents or businesses) within 500
feet of the subject property. (Note: Each unit in multiple- family buildings - -e.g. apartments, condos,
trailer parks - -must be included.) See Attachment A.
❑ A 4' x 4' public notice board will be required on -site within 14 days of the Department determining that
a complete application has been received. See Attachment B.
RUCKLST.DOC 7/3/96
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Staff Report to the BAR
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= , ' CONCLUSIONS
L98 -0021
Page 5
1. Relationship of Structure to Site
The building has been set into the slope behind Building A.
2. Relationship of Structure and Site to Adjoining Area
All equipment will be contained within the building and the generators will exhaust to the
east, away from the residential uses. The only significant offsite visibility of the building
will be from the upslope properties to the west and the existing trees should provide
screening from that direction.
3. Landscape and Site Treatment
The building will be softened, but not really screened by the additional douglas firs and
vine maples proposed on the landscape plan. An additional landscape island should be
added three stalls north of the existing island for balance and to enhance the symmetry of
the building.
4. Building Design
The building has been partially set into the hillside and stepped to minimize its visibility.
Colors and materials have been chosen to echo the design of the office buildings.
5. Miscellaneous Structures and Street Furniture
No changes proposed.
RECOMMENDATIONS
Staff recommends approval of the building with one condition:
1. One additional landscape island should replace the parking stall three spaces north of the
existing landscape island in front of the building site.
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13407 — 51st-Ave West
REASONABLE 'USE EXCEPTION
L99 -0049, E99 -0017
/ - —
Assesment
Downsteam'Analysis
October 13, 1999
RECEIVED
CITY OF TUKWILA
AUG 1 8 2000
PERMIT CENTER
1 3407 — 51st Ave West
REASONABLE USE EXCEPTION
L99 -0049, E99 -0017
Drainage Assesment ,
Downsteam Analysis
Prepared by Tye K. Simpson, PE
➢ Introduction
This report is being submitted in response to the City of Tukwila Public Works
Department review comments for the Reasonable Use Exception at 13031 — 33rd Ave
South (L99 -0049, E99- 0017). The review comments as detailed in a letter date
September 22, 1999 asked for additional information in regards to addressing Core
Requirements 2, 3, 4 and 6 for Targeted Drainage Review Category 2. In particular the
Public Works comments asked that the Small Site Review include an offsite flow analysis
and supporting calculations, an offsite analysis including a Level One downstream
analysis, indications of how water will be controlled during construction, and how the
proposed system will be maintained after construction.
The project is located in Tukwila on 0.17 acres. The project will construct a single family
home on the property. The project address is 13031 33rd Ave South.
➢ Onsite Flow Analysis and Supporting Calculations
The property occupies 0.17 acres and is currently covered with primarily bushes and
grass with some trees. A portion of the site has been classified as a wetland.
Approximately 0.15 acres will be cleared for construction. The developed condition will
have 0.06 acres of impervious area and 0.11 acres of pervious area. The driveway will
be approximately 53' x 20' and will account for approximately 0.02 acres of the new
impervious surface. This 0.02 acres will be the only pollution generating impervious
surface on the property.
Small Site infiltration flow control Best Management Practices (BMP's) as outlined in
Section C.2 of the King County Surface Water Design Manual are not feasible (see the
attached geotechnical report). Dispersion BMP's will be used in lieu of infiltration BMP's.
The roof drainage will be dispersed to the rock -lined ditch near the southeast corner of
the house to allow some dispersion of runoff. Also, the driveway will have a cross slope
and 6" asphalt berm that will direct runoff to vegetated surfaces and allow for some
additional dispersion of runoff.
A comparison of pre - developed and post - developed runoff rates for the 2 and 10 -year
storm events was made (see the attached calculations). The 2 and 10 -year events were
chosen based on applying a Level 1 flow control. The pre - developed peak runoff rates
for the 2 and 10 -year storm events were calculated to be. 0.002 cfs, and 0.024 cfs,
respectively. The developed peak runoff rates for the 2 and 10 -year storm events were
calculated to be 0.02 cfs, and 0.025 cfs, respectively.
Based on a conversation with Ryan Larsen of the City of Tukwila, the City has no storm
drainage maps in this area. In lieu of storm drainage mapping in the area, a conservative
full basin area was taken from a 7.5' USGS map (see Figure 1). Flow rates for the 2 and
10 -year storm events for this total drainage basin, which this project lies in, were
calculated at 7.25 cfs and 8.63 cfs for the 2 and 10 -year storm events, respectively.
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Based on the above calculations the development of this site will add approximately
0.018 cfs and 0.01 cfs to the total basin for the 2 and 10 year storm events. This is an
' increase in peak runoff for the entire basin of approximately 0.25% and 0.3% for the 2
and 10 year storm events. This increase in runoff will have no discernable impact on the
conveyance system downstream of the site.
Existing Site Drainage
The site generally drains from the west to the northeast to a grassy rock lined ditch on
the east edge of the property. Refer to the downstream analysis portion of this report for
a description of the storm drainage system downstream of the site. The majority of flow
in this ditch is composed of flows coming from offsite upstream areas. Three to four
inches of water was visible was visible in this ditch during a period of no rainfall. This
indicates that there is a significant amount of groundwater in the area (see attached
geotechnical report). .
The site also has an open ditch on the south edge of the property that conveys surface
and subsurface flows through the property from upstream sources. This open ditch
conveys only a small portion of on -site flows. The majority of on -site runoff sheet flows
across the property to the ditch running along the eastern edge of the property.
Proposed Site Drainage
See figure 2 for the proposed drainage features. Approximately 75 feet of the southern
ditch will be replaced with 12" storm drainpipe to prevent the water flowing in the ditch to
erode the foundation of the house. The 12" pipe was sized to provide greater conveyance
capacity than the existing ditch conveyance capacity (see attached calculations). A catch
basin will be placed upstream of the rockery wall to collect runoff in the ditch and will pipe
the runoff in the 12" pipe to a point just downstream of the house where it will enter a
constructed rock lined ditch. The runoff from this ditch will discharge the site at its
existing point of discharge.
The four -foot rockery wall will be constructed to the east and to the south of the site. The
rockery will be constructed per the City of Tukwila's standard detail. This 'rockery will
allow any drainage on the upstream side of the wall to enter a.perforated pipe at the base
of the wall. Runoff entering the perforated pipe will be piped around the southern rockery
wall and will discharge to the constructed ditch at the southeast corner of the house.
A two -layer subsurface drainage system will be installed to. handle any groundwater that
may reach the house under the rockery wall. A footing drain will run the perimeter of the
house as the first layer of handling subsurface drainage. The secondary system will
operate only in extreme conditions and may never convey ground water due to the
rockery wall drainage and the footing drains. This secondary system consists of placing
a crawl space below the finished floor of the house and placing 6" of pea gravel in the
crawl space. Any groundwater entering the crawlspace will flow along the pea gravel to
the east side of the house where it will tie into the perimeter footing drain system. A
series of 4" pvc pipes will convey the water in the crawl space through the internal
footings. A similar crawl space conveyance system is in place at the property to the
north. During heavy rainfall events no water was observed in the pea gravel below the
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finished floor of the house. The house constructed with this crawl space drainage system
will preclude the possibility of flooding of the house.
D Groundwater and Erosion Control During Construction
Erosion control BMP's will be constructed as part of this project to protect against erosion • z
during construction. The erosion control BMP's are designed to meet the requirements re w
of Section C.3 of the King County Surface Water Manual. The manual requires that the 6
following BMP's be applied to the project; a rock construction entrance, mulching, • o
minimized clearing, silt fencing and winter stabilization. All five of the above BMP's will cn 0
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be implemented for this project as shown on the Erosion Control Plan. w
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The issue of groundwater during construction will be handled as it was on the property to w 0
north. When excavating below the groundwater table, a ditch directing the groundwater 2
away from the excavation to a small sediment pond will be constructed. The ditch will
have a straw bale barrier placed across the direction of flow to remove sediment. From
this small sediment pond, groundwater will be conveyed via flex -pipe to a point just = W
upstream of the silt fence where it will sheet flow through the silt fencing to the ditch on Z
the east edge of the property. o
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> Level One Downstream Analysis
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A site visit was taken on October 1, 1999 to conduct a Level 1 downstream analysis as w w
outlined in Section 1.2.2.1 of the 1998 King County Surface Water manual.
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Drainage from the site discharges to a ditch running along the eastern edge of the w z
property along 33`d Ave South. The ditch is Tined with rocks and is lightly vegetated. The o
ditch is approximately 1 foot in depth and has a slope of a slope of approximately 10 %. z 1-
The ditch exhibits no signs of erosion or overtopping.
The ditch discharges to an 18" CMP culvert at the northeast corner of the property. From
this point the storm drainage is conveyed approximately 400 feet east in a series of catch
basins and 18" concrete pipe to the west edge of 34th Avenue. The system crosses a S"
series of private residences to reach 34th Avenue.
At the west edge of 34th Avenue, the storm drain pipe daylights into a concrete basin.
The concrete basin encloses the end of the pipe and is approximately 12 inches high.
Runoff enters the concrete basin and is directed to a 12" ADS culvert entering on the
south side of the basin.
The 12" ADS runs approximately 100 feet to the south and discharges to a ditch along
the west edge of 34th Avenue. The ditch is highly vegetated and exhibits no signs of
overtopping or erosion. The ditch runs for approximately 125 feet to the south where it
enters a 12" RCP culvert. The culvert enters a catch basin on the west edge of the road.
From this catch basin discharges to a 24" concrete pipe that runs a large manhole in the
intersection of 34th Avenue and S 130th Street. From this point runoff is conveyed by
buried storm sewer pipe to a trunk line running along Highway 99.
The storm drainage system downstream of the site was walked for approximately 900
feet before the system entered the main trunk line along Highway 99. From this point it
was all a closed drainage system and a visual downstream analysis without a map of the
storm drainage system was not feasible. The storm drainage system that was inspected
downstream of the site showed no signs of capacity or erosion problems.
➢ Maintenance of the Proposed Drainage System After Construction
As part of the sales agreement for the house, a copy of the King County Surface Water
Design Manual Maintenance Standards for Privately Maintained Drainage Facilities will
be attached. The sales agreement will state that the standards for catch basins (No. 5),
and ditches and pipes (No. 10) be followed.
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Flow Frequency Analysis
Time Series File:tukwilapre.tsf XIS Ttt•- ()-
Project Location:Sea -Tac
- -- Annual Peak Flow Rates-- -
Flow Rate Rank Time of Peak
(CFS)
0.024
0.003
0.025
0.001
0.002
0.001
0.011
0.028
Computed
3
5
2
8
6
7
4
1
Peaks
2/09/01 3:00
1/05/02 16:00
2/27/03 8:00
3/24/04 19:00
1/27/05 9:00
2/15/06 1:00
2/01/07 0:00
1/09/08 9:00
Flow Frequency Analysis
Flow
- - Peaks -
(CFS)
0.028
0.025
0.024
0.011
0.003
0.002
0.001
0.001
0.027
Frequency Analysis
- Rank Return
Period
1 100.00
2 25.00
3 10.00
4 5.00
5 3.00
6 2.00
7 1.30
8 1.10
50.00
Prob
0.990
0.960
0.9007-
0.800
0.667
0.500
0.231
0.091
0.980
Time Series File:tukwilapost.tsf
Project Location:Sea -Tac
- -- Annual Peak Flow Rates - - -,
Flow Rate Rank Time of Peak
(CFS)
0.023
0.017
0.028
0.017
0.020
0.025
0.024
0.049
Computed Peaks
5 2/09/01 2:00
7 1/05/02 16:00
2 2/27/03 7:00
8 8/26/04 2:00
6 10/28/04 16:00
3 1/18/06 16:00
4 10/26/06 0:00
1 1/09/08 6:00
•
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Flow Frequency Analysis
- - Peaks - - Rank Return
(CFS) Period
0.049 1 100.00
0.028 2 25.00
0.025 3 10.00
0.024 4 5.00
0.023 5 3.00
0.020 6 2.00
0.017 7 1.30
0.017 8 1.10
0.042 50.00
Prob
0.990
,0.960
0.900 --c--
0.800
0.667
--�-
0.231
0.091
0.980
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Time Series File:t.ukwilatotal.tsf
Project Location:Sea -Tac
- -- Annual Peak Flow Rates-- -
Flow Rate Rank Time of Peak
(CFS)
7.92 5 2/09/01 2:00
5.99 7 1/05/02 16:00
9.53 2 2/27/03 7:00
5.95 8 8/26/04. 2:00
7.25 6 10/28/04 16:00
8.39 4 1/18/06 16:00
8.63 3 10/26/06 0:00
16.32 1 1/09/08 6:00.
2omputed Peaks
Flow Frequency Analysis
- - Peaks - - Rank Return Prob
(CFS) Period
16.32 1 100.00 0.990
9.53 2 25.00 0.960
8.63 3 10.00 0.900-.
8.39 4 5.00 0.800
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Project Description
Project File
Worksheet
Flow Element
Method
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s:\tyes\tukwila \ditchflo.fm2
Southern Ditch - Tukwila
Triangular Channel
Manning's Formula
Discharge
Input Data
Mannings Coefficient
Channel. Slope
Depth
Left Side Slope
Right Side Slope
0.045
0.025000 ft/ft
0.80 ft
3.000000 H : V
3.000000 H : V
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
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5.25 cfs —..
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5.06 ft
4.80 ft
0.72 ft
0.044540 ft/ft
2.74 ft/s
0.12 ft
0.92 ft
0.76
10/13/99
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Project File
Worksheet
Flow Element
Method
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s: \tyes \tukwila \ditchflo.fm2
12" RCP
Circular Channel
Manning's Formula
Discharge
Input Data
Mannings Coefficient
Channel Slope
Depth
Diameter
0.013
0.040000 ft/ft
1.00 ft
12.00 in
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
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7.13
0.79 ft2
ft2
3.14 ft
0.3e -7 ft
0.98 ft
100.00
0.035592 ft/ft
9.07 ft/s
1.28 ft
2.28 ft
0.31e-3
7.66 cfs
7.13 cfs
0.040000 ft/ft
10/13/99
06'50'00 PM
Haestad Methods. Inc 37 Brookside Road Waterbury. CT 06708 (203) 755 -1666
FlowMaster v5.15
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Project File
Worksheet
Flow Element
Method
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s: \tyesltukwila \ditchflo.fm2
Southern Ditch - Tukwila
Triangular Channel
Manning's Formula
Discharge
Input Data
Mannings Coefficient
Channel Slope
Depth
Left Side Slope
Right Side Slope
0.045
0.030000 ft/ft
0.25 ft •
3.000000 H : V
3.000000 H : V
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
0.26 cfs
0.19 ft2
1.58 ft
1.50 ft
0.22 ft
0.066530 ft/ft
1.38 ft/s
0.03 ft
0.28 ft
0.69
10/11/99
09'49.47 PM
Haestaa Methods. Inc. 37 Brookside Road Waterbury. CT 06708 . (203) 755 -1666
FlowMaster v5 15
Page 1of1
Eastern Ditch
Worksheet for Trapezoidal Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
s:\tyes \tukwila \ditchflo.fm2
Eastern Ditch
Trapezoidal Channel
Manning's Formula
Discharge
Input Data
Mannings Coefficient
Channel Slope
Depth
Left Side. Slope
Right Side Slope
Bottom Width
0.045
0.040000 ft/ft
0.50 ft
10.000000 H : V
3.000000 H : V
2.00 ft
Results
Discharge •
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
10/13/99
06:53:34 PM
7.86
2.63
8.61 ft
8.50 ft
0.49 ft
0.044701 ft/ft
2.99 ft/s
0.14 ft
0.64 ft
0.95
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ft2
Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755 -1666
FlowMaster v5.15
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JIM FINLEY
GEOTECH
CONSULTANTS. INC.
1325(, NE -.10111 !j,
liulli uc. WA 9A00
(425) 747.'I$
J.A.K Inc.
13520 Linden Avenue North
Seattle, Washington 98133
Attention: Jihad Keirouz
Subject: Geotechnical Considerations
Proposed Residence
130XX — 33`d Avenue South
Tukwila, Washington
Dear Mr. Keirouz:
(425)747 -8591 p.1
August 31, 1999
JN 8128 -1
In September of 1998. the undersigned Associate of Geotech Consultants, Inc. visited lots in
Tukwila that had just been excavated for proposed residences. We understand that you propose to
construct another residence adjacent to the southem side of those residential lots. The purpose of
this letter is to discuss the likely near- surface soil and groundwater conditions, as well as foundation
parameters, on the proposed residence lot based on the conditions seen in the earlier, adjacent
excavations.
Baed on the Grading and Drainage plan for the project dated May 1, 1999, we understand that the
proposed residence will be located near the middle of the property with a driveway along the
northeastern side of the property. Cuts of up to approximately 4 feet are proposed on the western
side of the residence and garage. An approximate 4-foot rockery is proposed west and south of the
residence; a cut will be made to install this rockery. A catch basin and tightline pipe will be
constructed to control surface water that enters the southwestern side of the property. The pipe will
ultimately discharge the surface water to an existing ditch on the eastem side of the property. The
project subsurface drainage. system will include typical footing drains.
The subject property is located on the upslope, western side of 33nd Avenue South. It slopes gently
upward above the street with a topographic relief of about 15 feet: The property is undeveloped
and heavily overgrown with vegetation. Some surface water is currently channeled diagonally to
the northeastern side of the property to the existing ditch.
Excavations in the range of 3 to 5 feet were made for the two residences to the north. We
observed that the upper. approximate. 3 feat of soil was loose. It was underlain by competent, firm
silty sand, sift, and sand. Groundwater was observed perched on these competent soils.
Conclusions and Recommendations
The competent soils that we observed in the adjacent excavation are very suitable
to support the building loads. Therefore we believe that competent soil should be
revealed on the subject site at relatively shallow depths. We recommend that
continuous and individual spread footings have minimum widths of 16 and 24
inches respectively. They should be bottomed at least 18 inches below the lowest
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. Aug 31 99 11:52a JIM FINLEY
J.A.K.
August 31, 1999
(425)747 -8581
JN 8128 -1.
Page 2
adjacent finish ground surface. The local building codes should be reviewed to determine if
different footing widths or embedment depths we required. An allowable bearing pressure of 2,000
pounds per square foot (psf) is appropriate for footings supported on the competent, native soil.
Because the native soil is somewhat sensitive to moisture, we recommend that any loose surficial
soil in the footing area we removed pnor to pouring the foundation. Another option would be to
cover footing areas with a mat of imported, granular fill at the time the initial excavation is done. A
one -third increase in this design bearing pressure may be used when considering short -term wind
or seismic loads. Lateral Toads due to wind or seismic forces may be resisted by friction between
the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded
portions of the foundation. For the latter condition, the foundation must be either poured directly
against relatively level, undisturbed soil or be surrounded by level structural fill. We recommend
using the following design values for the foundation's resistance 10 lateral loading:
Parameter
Design.Value
Coefficient of Friction
Passive Earth Pressure
0.40
300 pcf
Where: I) pct k Grounds par cubic foot, and (i) passive earth
pressure is computed using the equivalent fluid density, '
If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will
not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to
lateral loading, when using the above design values.
We observed groundwater perched at or near the level of the competent native soil on the adjacent
sites, We believe that a similar groundwater conditions will be found on the subject property. The
amount of groundwater seen on the adjacent sites, as well as the density of the competent soil,
indicate that the soil has a very low permeability (not suitable for percolation). We expect that
groundwater will be encountered in the excavation of the proposed residence. it is our professional
opinion that the amount- of groundwater flow will be readily handled by the project's subsurface
drainage system. We agree with the system that is shown on the Grading and Drainage Plan, but
recommend that another footing drain be added behind the western and southern garage walls.
The drainage system shown on the plan, and recommended around the garage, is very similar to
the system we recommended earlier for the adjacent residences. All footing drains should consist
of a perforated pipe that is surrounded with washed rock and filter fabric.
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J.A.K. Inc.
August 31, 1999
JIM FINLEY
(4251747 -8561 p.3
JN 8128 -1
Page 3
We trust that this report meets your immediate needs for the proposed development. Pleas
contact us if we can be of further service. Please
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
D. Robert Ward, P.E.
Associate
to 206 622 -$130)
t c..,�i:�r_:.<,r::,u•,.;ra_k,s�. Ma.,,.;; a: xn�� ..a�:,a�.�.ce:<.;;:�c.u,,.�,:.�
J . JONES AND ASSOC
June 9, 1999
1 • 7253605
S- J once an. I A szEL0 es.EB®, 1in.0
l
Mr. Jihad Kierouz
I.A.K. Inc.
13407 515~ Avenue West
Edmonds, Washington 98062
RE: Lot 12, Robbins Block 6, Located Immediately South of 13031 33rd Avenue South,
Tukwila, Washington
Dear Mr. Kierouz:
P. 02
loge
The property is entirely wetland, except for a 2 to 5 -foot fringe along the south property
line where old fill was-placed for the residence to the south. The northeastern third of the
site has been recently graded. The undisturbed portion of the site is dominated by a
hydrophytic plant community. Dominant species include western red cedar (Thuja
plicata), giant horsetail (Equisetum telnrateia), creeping buttercup (Ranunculus repens),
reed canary-grass (Ranunculus repens) (see attached data sheets). Soils are black gravelly
sandy loam from 0 to 20 inches. Soils were inundated or saturated to the surface. In the
graded portion of the site, vegetation had been cleared. Soils are gleyed at ten inches.
Wetland hydrology was not present a the time of the June 8, 1999 site visit, but was
present on a previous site visit.
According to the City of Tukwila Sensitive Areas Overlay from the Tukwila Municipal
Code, the wetland is an isolated Type 3 wetland. "Type 3 wetlands (are) those wetlands
which are equal to or less than one acre in size and that have two or fewer wetland
classes" (Tukwila lvtunicipal Code, 1997). A Type 3 watercourse crosses the property
from west to east. Tukwila requires a 25 -foot buffer for Type 3 wetlands and a 1 5 -foot
buffer for Type 3 watercourses. An additional 10 -foot building setback is required for
residential developments (Tukwila Municipal code, 1997).
The only way to it appears you can achieve the intended use for this property is to apply
for a reasonable use exception. Section 18.45.1 1.5 of the Tukwila Municipal Code,
explaining exceptions to Tukwila wetland regulations, is attached.
J. S. Jones anc1 Associates: Inc. does not guarantee that any intended use may be
achieved. Wetlands are subject to seasonal and annual variation_ Use is dependent upon
approval of all regulating jurisdictions.
Very Truly
Charles Repath
Wetland Biologist
IMMO
3405 52nd Peace, N.E.
TA COMA, W A SHINGTON 98422
253- 942 -7131 / FAX 253-942-7.132
RECEIVED
CITY OF TUKWILA
AUG 1 8 2000
PERMIT CENTER
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When Recorded Return To:
Jihad Keirouz
1351.0 Lt ncich Gtr $► 336
cc/4 -nix( vJA Cj% 133
Escrow No. 18174
3 t 09e/ (o "t
STATUTORY WARRANTY DEED
LPB -10 S
THE GRANTOR CHRISTINE E HALL, AS PERSONAL REPRESENTATIVE OF THE
ESTATE OF EDNA JANE BALCH, DESCEASED for and in consideration of
Ten Dollars and other valuable consideration in hand paid, conveys and
warrants to Jihad Keirouz, a married man as his separate estate and
David Beninger, a single man the following described real estate,
situated in the County of KING, State of Washington:
LOTS 12 IN BLOCK 5 OF.ROBBINS SPRING BROOK ADDITION TO
RIVERTON, AS PER PLAT RECORDED IN VOLUME 16 OF PLATS, PAGE 57,
RECORDS OF KING COUNTY;
SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON.
SUBJECT TO RESTRICTIONS AND RESERVATIONS OF RECORD, IF ANY.
Assessor's Tax Parcel ID #: 735960- 0473 -07
DATED: April 30, 1998
HLED FUR RECORD AI 1HE REQUEST OF
TRANSNATION TITLE INSURANCE CO.
pristine E Hall, personal representa
State of:
County of: k /n.,
I certify thdt I know or have satisfactory evidence that
is the person
who appeared before me, and said person acknowledged that
(he /she) signed this instrument, on oath stated that he /she
was authorized to execute the instrument and acknowledged
it as the aJ /l t,p vtof ` -Lt l-±t 01 EJA -O•i 'AAA -C
C ■IIN (L to be the free d vol ftary
act os such party for_the uses and purposes_mentioned in
the instrument. •
f.
DATED: y - -%J(' -cl
°Tn'
AW .
My ap'• j o 4 ri i' Tires : '1-1 (
11
, / ••• '- 11.. 9Q• ti
CilikrwitC,AL 6.
Notary ' elic fc tFie State of
Washington v
ko a OA &l I la% PQSS
C
RECEIVED
CITY OF TUKWII.A
AUG 1 8 2000
"IT C.IiNTEP
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Ei609597 05/01/98
• . . . .'..,,L:—
DETERMI NA I CNI: 0N0FNJU
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LA
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DESCRIPTION.OF PROPOSAL: .
•
•
' REASONABLE USE EiCEPTION _TO *ILLA I'YPE 3
WETLAND 'AND PIPE' A TYPE .3 WATERCOURSE TO
.
.CONSTRUCT. A SINGLE FAMILY RESIDENCE
PROPONENT: JIHAD KEIO
LOCATION OF PROPOS
ADDRESS:
PARCEL NO:
SEC4TWN/RNG:'
AD 'AGEN
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6300 Southc
s • la, WA
Coples 01 the pro
Departinent Of :Comm
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J. S. es and Associates. Inc.
J.A.K, INC. Single - family Permit Appl. No. D98 -0215
REASONABLE USE EXCEPTION
C. ON A SEPARATE SHEET, DESCRIBE THE MANNER IN WHICH YOU BELIEVE THAT YOUR
REQUEST FOR A REASONABLE USE EXCEPTION WILL SATISFY EACH OF THE z
FOLLOWING CRITERIA AS SPECIFIED IN TMC 18.45.115(4). = w
ce 1. No reasonable use with less impact on the sensitive area and its buffer is possible. v
The property is zoned LDR (residential) in a residential neighborhood. One single- u) • w
family residence is the minimum use of this lot. -J i
U) w
2. There is no feasible on -site alternative to the proposed activities, including reduction
w0
in size or density, phasing of project implementation, change in timing activities, revision I • ¢.
or road and lot layout, and/or related site planning activities that would allow a N
reasonable economic use with fewer adverse impacts to the sensitive area and its buffer. I w
z I.-.
The entire site is wetland, so impacts to sensitive areas are unavoidable. The applicant z O
proposes the minimum street setback with the residence located outside of the existing w w
stream channel. Clearing, grading, foundation and utility construction work should occur D o
in the months of August, September, and October, if construction occurs this year. o cn
O 1—.
3. As a result of the proposed development there will be no increased or unreasonable z 0
threat of damage to off -site public or private property and no threat to the public health, L L. o
safety or welfare on or off the development proposal site. .
Cu
z
t) c°
The construction of a single - family residence on this site will not pose a threat to public .1
health or safety.
z
4. Alterations permitted shall be the minimum necessary to allow for reasonable use of
the property.
The square footage of the proposed house is 1,300 square feet, which is of similar size to
other residences in the neighborhood. The minimum setback to the street is proposed.
The house will be located outside of the existing intermittent stream (i.e. excavated
ditch).
5. The proposed development is compatible in design, scale and use with other
development with similar site constraints in the immediate vicinity of the subject
property.
The proposed single - family residence is of similar design, size and use to adjacent
properties and the neighborhood.
R. .r+a».�aw. -v mempa��gry.,wt'
J. —ones and Associates. Inc.
6. Disturbance of sensitive areas has been minimized by locating the necessary
alterations in the buffers to the greatest extent possible.
The entire site is wetland, so impacts to sensitive areas are unavoidable. The applicant
proposes the minimum street setback with the residence located outside of the existing
stream channel.
z
7. The inability to derive reasonable use of the property is not the result of actions by the LLI
applicant in segregating or dividing the property and creating the undevelopable 6 v
condition after the effective date of the ordinance from which this chapter derives. v o
cnw
The property was a legal lot prior to the effective date of the Tukwila Sensitive Area -I I-
Ordinance. CO ""
w O.
8. Any approved alteration of a- sensitive area under this section shall be subject to g
conditions as established by this chapter and will require mitigation under an approved cn a
mitigation plan. If a development is approved as a reasonable use, the Board of ±:w.:
Architectural Review's process, review and standards shall be applied. z 1_'
O'
Z F—.
Mitigation in the form of creating wetland for impacts to wetland is not possible on this w w;
site, because the entire property is wetland. The application proposed enhancement of D o'.
the stream channel and remaining wetland areas as mitigation for impacts. Vp u)
;13 1---;
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AT CALC'0. POW!
VAPOR BARRIER
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FOOTINGS (TYP) o°
4• PERFORATED FO TING DRAIN
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NORTH
CONNECT WALL:
DRAIN TO 8' SD\
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SCALE: 1' 10' -0• .
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MATCH EXISIT APSHAL
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TCH DETAILS
' (0)
STORM DRAINAGE NOTES
A. CORRUGATED ALUMINUM PIPE AND COUPLING BANDS SHALL
MEET THE REQUIREMENTS OF AASHTO M 196 AND M 197.
B. THE BACKFILL SHALL BE PLACED EQUALLY ON 6001 SIDES OF
THE PIPE OR PIPE ARCH IN LAYERS WITH A LOOSE AVERAGE
DEPTH OF 6 INCHES, MAXIMUM DEPTH 8 INCHES, THOROUGHLY TAMPING
EACH LAYER. THESE COMPACTED LAYERS MUST EXTEND FOR
ONE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF
THE TRENCH.
C. GALVANIZED STEEL CMP SHALL MEET THE REQUIREMENTS OF
AASHTO DESIGNATION M -36, TYPE 1 AND TYPE 2. PIPE SHALL
HAVE ASPHALT TREATMENT 1 OR BETTER.
D. CATCH BASIN FRAMES AND GRATES SHALL BE OLYMPIC FOUNDRY
MODEL 5435, 5435A OR 50503A LOCKING TYPE OR EQUAL.
MODEL 5435A IS REFERRED TO AS A 'THROUGH CURB INLET" ON
THE PLAN. MODEL 50503A IS REFERRED TO AS A 'ROLLED,
GRAZE INLET' 1N 1HE PLAN.
E. ALL NONPERFORATED METAL PIPE SHALL HAW NEOPRENE GASKETS
AT THE JOINTS. 0 -RING GASKETS MAY BE USED FOR TYPE F
COUPLING BAND.
F. DOUBLE -WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE
PIPE SHALL MEET THE REQUIREMENTS OF AASHTO M 252 IN
8 -INCH SIZE AND AASHTO M 294S IN SIZES 12 -INCH THROUGH 36 -INCH.
2T" Standard SUP PIM
Rsilri .Rh Webb ,lent.
Hot-DO Oahanl d, MYma 3.
Omamwtd Yen Nerd 1 1 12•
tool alb to P.rrrlmod
Nt cI(rur, sw.4g'
:nr up t bpen�k
'p 12•
hints. I 1
Non - l*,k Greta 1 1
4. Own Cale SUN Sam. 1r
SEE 180VE FOR ROCKERY OLTAES
Pl pylO. Mt'..n roc.
b '.af0 .. ht.
VIEW m n taIm, PIRF
NOTES:
1. Rock Nell M sound and he minimum
dimly of 150 powns poi cubic loot.
2. Tie long dMmYm al a. rocks shall ao l. Pr Me e Mwtl hear mn Mo reeb In 0. O.r MIOR.
3. Racked'. an .roaiam -omual maw-lures.
mat retains .ail. Natl. matMal diet be
stable and Om- standing In eat 1acs.
4. Mamma waning '.Maran bow and
adjacent b nek.ras wed 50• In height
.h.11 to palmist' by a rail conforming to
110 1711.
5. Ram rack h 2-don rmiril•.n.
(2 mm tact . 23-700 Ps 15• -751
5. Shop droving for dl ruing must M dy aptrwsd
- m tbricalbrl.
City of Tukwila
ROCKERY & SIDEWALK
WITH SAFETY RAH, ,,„�
DATE: 11/15/96 I RS -5
LEGEND & ABBREVIATIONS
EXIST PROPOSED
- -G-
ASPHALT PAVEMENT
PERFORATED PVC PIPE
STORM DRAIN
SANITARY
° CONTOURS
GAS
CULVERT
CLEANOUT
CATCH BASIN
d
•
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o"
DATE
BY
CHD,
APPR.
REVISION
DRAWN BY DATE
TKS 10/13/99
DESIGNED BY
TKS 10/13/99
op
SCALE:
HOR I Z. 1 " =10'
VERT.
JOB NO.:
98430
J.A.K., INC.
(206) 300 -6874
PARCEL # 735960 - 0473 -07
GRADING AND
DRAINAGE PLAN
SHEET
C1
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FO /UND 3/4" REBAR
W CAP AT CALC'DR POINT
D4"
CLEARING LIMITS
FILTER FABRIC NCE
FO UN CAP /FL.
N74'06 29"E
FROM CALC'D
MAR
28604"
.06'
POINT
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STALL 18 ULVERT
TO C ARING s
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1 PRLOCATION O
OPERTY CORNER F
1
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i 52!J33 °W 117.71'
murr POLE
CD
NORTH
CLEA ITS \
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SCALE: 1"
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\ Wf CAP "RLS 2860
•
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51°MUSE STAPLES OR WIRE RINGS
TO ATTA01 FABRIC TO WIRE
A
2 "z2 "z14 GA. WELDED WIRE
FABRIC OR EQUAL
sv <.........< ..:.. <..• 1'
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FILTER FABRIC MA ERIAL,
MIRAFI 100X OR EQUAL
UNDISTURBED
GROUND
BURY FILTER FABRIC
IN TRENCH FILLED
WITH GRAVEL BACK -
FILL FOR DRAINS
SECTION A -A
NOTE:
IRON CDIPLETICN Of THE PROJECT OR MEN DIRECTED BY THE QWtR, THE FILTER
FABRIC FENCE SHALL BE REMOVED IN ITS ENTIRETY MC DISPOSED OF BY THE CONTRACTOR.
EROSION CONTROL NOTES
FILTER FABRIC FENCE DETAIL
NIS
A. ROCK CONSTRUCTION ENTRANCE SHALL BE CONSTRUCTED VATH 4" TO
6" ROCK. PLACE FILTER FABRIC BELOW ROCK PAD.
B. MARK CLEARING LIMITS NiTH BRIGHTLY COLORED ORAGNE TAPE.
TAPE SHALL BE SUPPORTED BY STAKES AND SHALL BE 3 TO 6 FEET
HIGH, EQUIPMENT OPERATORS SHALL BE INFORMED OF AREAS THAT
ARE TO BE LEFT UNDISTURBED.
C. MULCH SHALL BE APPUED ON DISTURBED AREAS LEFT UNWORKED FOR
MORE THAN 7 DAYS (2 DAYS IN THE WET SEASON).
D. DIVERSION DITCHES & SEDIMENT POND TO BE LOCATED PRIOR TO EXCAVATION.
C. NET SEASON DATES ARE FROM OCTOBER 1 TO APRIL 30.
LEGEND & ABBREVIATIONS
ROCK CONSTRUCTION ENTRANCE
CLEARING AND GRADING UMITS
FILTER FABRIC FENCE
DATE
BY
CHD.
APPR.
REVISION
1 owm um/ op 1
DRAWN BY DATE
TKS 10/13/99
DESIGNED BY
TKS 10/13/99
OD
SCALE:
HOR I Z . 1"=10'
VERT.
JOB NO.
98430
J.A.K., INC
(206) 300 -6874
PARCEL # 735960 - 0473 -07
EROSION AND SEDIMENT
CONTROL PLAN
SHEET
C2
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76.00'
I
FOUND J'4' REBAR
W/ CAP RLS 28604'
AT
CALCD. POINT
TOPOGRAPHICAL SITE SURVEY
FOR JIHAD KIEROUZ
'LOCATED IN THE N. W. 1/4, OF THE N. W. 1/4,
OF SECTION 15, TOWNSHIP. 23 NORTH, RANGE 4 EAST, W.M.,
KING COUNTY, WASHINGTON
/ NCAP RL28604"
60
$
N74'06'29'E 0.06'
FROM CALC'0. POINT
D.S. 15
30.00'
D.S.
O
H \
•L d �•rs
'3
CALC'D. LOCATION OF
PROPERTY CORNER
61,E1"/"524;"W
t 17.71'
30.00'
FOUND 3 '4' REBA
• W/ CAP •RLS 2860
AT. C LC'D. POINT
LEGEND:
UTILITY POLE
WATER METER
CATCH BASIN (ROUND)
(SEE INVERT TABLE)
DRAINAGE STRUCTURE INVERT TABLE:
STRUCTURE / SIZE/11'PE INVERT ELEVATION
D.S. /1: 12” CONC. CULVERT 100.65
0.5. /2: 18' CMP• CULVERT 96.34
D.S. 13: 8" PVC•• CULVERT' 97.48
D.S. /4: 8" PVC.. CULVERT 100.23
D.S. /5: CATCH BASIN (ROUND) 99.41 (RIM)
95.93 6' PVC/WEST
95.66 1Y CMP/WEST
95.81 18' CMP /SOUTH
91.47 .B' CONC. /EAST
97,11 BOTTOM OF STRUCTURE
D.S. /6: SANITARY SEWER STUB -OUT 100,63 (RIM)
• CORRIGATED METAL PIPE
.4 POLYVINYL CHLORIDE PIPE
GRAPHIC SCALE
1 " =10'
10
0
10
BASIS OF BEARINGS:
BEARINGS SHOWN HEREON ARE BA5E0 ON THE CENTERLINE OF
33RD AVENUE SOUTH, BEING SOUTH 0709'16" WEST, AS SHOWN
ON THAT RECORD OF SURVEY FILED IN BOOK 125 OF SURVEYS,
AT PAGE 269, UNDER RECORD NUMBER 9811179012, RECORDS
OF KING COUNTY, WASHINGTON.
VERTICAL DATUM:
ASSUMED.
BENCHMARK:
SET PK NAIL AT EDGE OF PAVEMENT NEAR N.E. CORNER OF PROPERTY.
ASSUMED ELEVATION 100.00 U.S. FEET
CONTOUR INTERVAL:
2 U.S. FEET
LEGAL DESCRIPTION:
LOT 12, BLOCK 5, 'ROBBINS SPRINGBROOK ADOIRDN TO RIVERTON',
ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 16 OF PUTS,
PAGE 67, RECORDS OF KING COUNTY, WASHINGTON.
NOTES:
1. MONUMENTS MST VISITED 2- 18 -99.
SITE SURVEY
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DATE: Tue., Feb. 23, 1999
SHEET: 1 of 1
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PROJECT NAME: KIEROUZ rOPOGRAPHI / /CREATED: Mon Feb 22 15.00:4. 1999 %%PREY. PLOT: Tue Aug 04 09:ot:J5 1944/PLOTTED: Tue., Feb. 2J, 1999, 14:6:21 CATUCUS IOM \P:ojecle \1999 \990J6f.pro
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>12" Angular Rock
VITIGATIL\ PLA\
lab
11
110
30 Right of Way - -/
Rock Wall
• 1,
•
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• • Proposed Hous• e �•
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117.7
Rock Wall
on of Flow
Road Ditch
Direction' of Flow
Typical Stream Cross Section
Max. flow top width
6 -12" Angular Rock
>12" Angular Rock
•
.er cep
12" Crushed Roc
Max. depth
Typical Outflow to Stream Channel
5'
IMIN. 6a 1C
MANNING FORMULA
(Row in Npa or Ouroels)
Q - A(1.486/nXR)m(S)m
35.8 cfa 2(1.486/0.033X2/3)on(0.273)11
6-12" Angular Rock
12" Crushed Rock
VICINITY MAP
110
e 6 so Se sr
Scale: 1" = 10' •
Nootka R030 (6
Twinberry (3
North
Twinbeny(3)
Nootka Rose (3),
Ocean spray (5)
Lady Fero (3)
Twinberty (3)
Ocean Spray (5)
Nootka Rose (5)
Lady rem (4) '
Twinbcrry (5)
ootka Rose (5)
OceanSpray (4)
Ocean Spray (3)
Lady Fem (3)
Existing Red Alder (Alma rubm) and Cottonwood (Papule nkhocarpa)
Twinbcrry (5)
Twinberry(3) ..
'Direction of Flow.
Lady Fem (3)
Ocean Spray (3)
:c• : ...................•..
saw. Il:xao y615 . -w i Ririryl
to. M- .. il`QF • .jQ]oa \.• 1 II T
... .. .,44.0
.. 'Tree and'Shrulb Stake T)etail
PLANT SCHEDULE
.SYMBOL COMMONNAUE SCIENTIFIC NAME
- Western Red Cedar Thu)a oilcans '
0. poem Spray Holodiscus discolor
O 7W(nberry Lonicera involucrota
O Nootka Rose
O lady Fem
O Red Huckleberry
GRASS SEEDING
10% Colonial Dentgrua (Agrostius term)
30% Annual Ryegrass (Latium multifonun)
40% Red Fescue (Fcstuca rubra)
10% Tufted Halrgraas (Deschampsia caesplloso)
lo%e Northwest Cinquefoil (Potentilla gratin)
Broadcast Application Rate: 40 Ibs pa acre
Rosa nutkana
Athyrlum Rlix-femina
Vaccinium parvifollum
SIZE Dry
6.8 R. 1
5 gal. 30
5 gal. 28
5 gal. 27
1 gal. 19
2 gal. 1
AREA OF ROCK MATERIAL FOR STREAM ENHANCEMENT
TOTAL AREA: ll.l cu. yrds
6.5 eu. yrds. Crushed Rock Substrata 1,
4.6 tar. yetis. Rock Material Bordering Stream
•
•
Proposed House
Created Stream Channel
Nootke Rose (3)
Lady Fem (1)
*,ar • s 41taa.l► dip . s ■••• •
Rock Wall
Lady Fem (1
•
Ocean Spray (3)
4a II_ a ` a 4
Ocean Spray (4
Rock Wall
Lady Fem (2)
0
Direction of Flow
1a
ady Fem (2)1
Nootka Rose (5)
Red Huckleberry
Ocean Spray (3)
Western Red Cedar
Twinbeny (3)
Tw berry (3)
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J. S. Jones and Associates; Inc.
Environmental Consultants
DESIGNED BY.-
LERICKSDN
DRAWN BY:
LERICKSON
CHECKED BY:
APPROVED BY:
0
Appl. No.
D98 -0215
SHEET W -1
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