HomeMy WebLinkAbout03059 - Technical Information Report - Rainbow Car Wash� -
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TECHNICAL INFORMATION
REPORT
for
RAINBOW CAR WASH
City of Renton File No. LUA-42-057
City of Renton Permit No. U020481
Prepared for:
� Brian James
James & James, L.L.C.
P.O. Boz 867
Preston, WA 98050
425-222-3600
Prepared By: � A oF AS�c�,
Keith A. Litchfield, P.E. �, �w �,,�'
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Date Issued: August 14, 2002 �- b
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Revised: October 4, 2002 ��o '���sT��� ww�
��SSI ONAL E��1�
�o�4�oz
EXPIRES 2/10/03
RECEIVED
1284-0 815T AVENUE NE ♦ KIRKI,AND, WA 98034
PH 425-821-5038 FAX 425-821-5739 ��� � � � 2��2
�sU!�DING DIVISION
TABLE OF CONTENTS
TABLEOF CONTENTS .......................................................................................i
I. PROJECT OVERVIEW ....................................................................................... 1
!I. CORE REQUIREMENTS .................................................................................... 3
A. Core Requirement#1: Discharge at the Natural Location ............................3
B. Core Requirement#2: Off-Site Analysis........................................................3
C. Core Requirement#3: Runoff Control ......................................................... 3
D. Core Requirement#4: Conveyance System ............................................... 4
E. Core Requirement#5: Temporary Erosion & Sediment Control................... 4
F. Core Requirement#6: Maintenance & Operation ........................................ 4
G. Core Requirement#7: Financial Guarantees & Liability ............................. 4
H. Core Requirement#8: Water Quality .......................................................... 4
I11. SPECIAL REQUIREMENTS ............................................................................... 4
IV. EXISTING CONDITIONS .................................................................................... 8
V. DEVELOPED CONDITIONS .............................................................................. 8
VI. STORMWATER FACILITY ANAYSIS 8� DESIGN .............................................. 8
A. Predeveloped Site Hydrologic Analysis ....................................................... 8
B. Developed Site Hydrologic Analysis ............................................................ 9
C. Summary of Analysis.................................................................................... 9
D. Oil Water Separator Sizing........................................................................... 9
E. Water Quality System ................................................................................ 10
VII. CONVEYANCE SYSTEM ANALYSIS and DESIGN .........................................13
VI11. SPECIAL REPORTS and STUDIES ................................................................. 15
IX. BASIN and COMMUNITY PLANNING AREAS................................................. 15
X. OTHER PERMITS ............................................................................................ 15
XI. EROSION/SEDIMENTATION CONTROL DESIGN ...........................................15
APPENDICES
APPENDIX A HYDOLOGIC ANALYSES
APPENDIX B KING COUNTY SENSITIVE AREA FOLIO MAPS
APPENDIX C DOWNSTREAM ANALYSIS
APPENDIX D MAINTENANCE & OPERATION MANUAL
LIST OF FIGURES
FIGURE 1 VICINITY MAP
FIGURE 2 SCS SOIL SURVEY MAP
FIGURE 3 GENERAL DRAINAGE BASIN MAP
FIGURE 4 UNDEVELOPED SITE
FIGURE 5 DEVELOPED SITE
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construction of a 2,200 SF car wash facility(both automated and self service)and a 1,OE
SF canopy over the vacuum station. The project, known as the Rainbow Car Wash,will k
constructed on the 0.632 acre parcel owned by Mr. Brian James.
The site is located along the north side of Sunset Boulevard approximately 240 feet west
of the intersection of Duvall Road & Sunset Boulevard (see Vcinity Map). The site is
bordered on all sides by commercial properties. Past use of the site has been a lumber
retail outlet. All buildings have been removed and the site is presently bare ground. The
site has a mild slope from the north to south at approximately 2% . The adjacent lot to the
south will be developed in the near future with an espresso cafe
The existing commercial access will remain and will be shared with the property to the
south. No frontage road improvements will be required of the project.
}�;r,'a.'�-� �t^.� y. Cv�.��,+�
The project site is located within the May Creek Sub-basin of the C�e�dl�r�iaer Basin. The
project is exempt from stormwater peak rate runoff control per the criteria outlined in the
1990 King County SurFace Water Design Manual (KCSWDM). The Manual exempts
projects of which the developed runoff does not exceed the predeveloped by more than
0.50 CFS. Storrnwater quality treatment is provided via a water quality wet vault.
Discharge from the storm water control facility will be made to a new catch basin to be
located near the southern property line.
Soils within the project area have been mapped as Everett gravelly sandy loam, Hydrologic
Type A/B, as shown on Figure 2.
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VICINITY i��� AP
RAINBOW CAR WASH
FIGURE 1
LITCHFIELD ENGINEERING DWN. 6Y DATE JOB N0.
12840 81ST AVENUE NE NA 8-��-�L CDSX-OG3
Kirklond, Woshington 98034
� (425) 821-5038 FAX (425) 821-5739 CHKD. BY SCALE SHEr T
� NA NONE 1 OF 1
Copyright � 200D Litchfield Engineering, Inc. a.li rlghts reserved.
2
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t _ _
Ii. CORE REQUIREMENTS
A. Core Requirement#1: Discharge at the Natural Location
The proposed on-site conditions and patterns emulate those of the existing site conditions.
The developed on-site runoff will be routed via sheet/shallow concentrated flow to catch
basins then to the off-site system. Discharge from the project will be conveyed to a new
catch basin installed over an existing storm drain collector located along the north side of
the Sunset Boulevard right-of-way.
B. Core Requirement#2; Off-site Analysis
Upstream Tributary Area: The project site sits on a localized high spot and it appears that
little if any drainage flows onto the site from adjacent properties.
Downstream Analysis: Please refer to Appendix C for the Level One Downstream Analysis
prepared by Litchfield Engineering.
Downstream Concerns & Effects of Proposed Project: Discharge from the developed site
will direct discharge (via a tightline)to an existing CB/pipe system located along the north
edge of the Sunset Boulevard and then to the west in the public storm drainage system.
The downstream system appears quite capable of conveying the developed release rates
associated with the project. No significant impacts to the downstream system is
anticipated or expected.
Resource Review: The King County 1990 Sensitive Areas Map Folio was checked for
mapped sensitive areas, both on-site and adjacent off-site features (see Appendix B).
Sensitive areas include streams, wetlands, erosion, and seismic hazards located on-site
and downstream within 1/4 mile of the project area.
Streams: None located within the one quarter mile area
Wetlands: None located within the one quarter mile area
Erosion: None located within the one quarter mile area
Landslide: None located within the one quarter mile area
Seismic: None located within the one quarter mile area
Coal Mine: None located within the one quarter mile area
SCS Soils Map: Based on the King County Soil Survey the on-site soils are of the Everett
series. Everett series have moderate permeability, runoff potentiat is slow to medium, and
erosion hazard is slight.
C. Core Requirement#3: Runoff Control
The site is exempt from runoff control per the 1990 KCSWDM. Section 1.2.3 of the Manual
(page 1.2.3-5) states that developed runoff that does not exceed the predevefoped runoff
rate by 0.5 CFS are exempt from runoff control. Hydrologic analyses of the site (see
Appendix A) supports the exemption for the project.
3
D. Core Requirement#4: Conveyance System ',
' Given the flat topography of the site, finish pavement grades wiil be established thc '
conveys developed runoff across the pavement to strategically located concrete gutte� ',
then to catch basins. The proposed on-site conveyance and tightline sy��:�,�-; �;��� �i -:��'_� ',
r���.ff to the �ff-si�e pablic dr�i�age conveyance system. ,
a�. ���� Requiree�r�r�t �: T�er�p����y Erosio�t arad Sedirrr�nt Co��ro! Plaat I'
An erosion and sediment control plan, which will serve to minimize soi! ,
erosion/sedimentation during the proposed site construction has been prepared for ',,
approval by the City of Renton. See Section IX of this report for further details of the Best I,
Management Practices to be implemented for the project. ''
F. Core Requirement#6:Maintenance & Operation '�
The on-site stormwater system will be privately owned and maintained. Maintenance 8� ',
Operation guidelines are provided in Appendix D. ',
G. Core Requirement#7: Financial Guarantees & Liability
Financial Guarantee & Liability commitments by a property developer are typically
associated with drainage and property improvements to be owned and operated by the
City or County. Since the project is a commercial development of which the property
owner will maintain and operate the drainage facilities, financial guarantees associated
with this section are not applicable.
H. Core Requirement#8: Water Quality
Water quality aspects of the project ha�e been satisfied through the design of a water
quality wet vault detailed in Section VI.
I11. SPECIAL REQUIREMENTS
A. Special Requirement#1: Other Adopted Ar�ea-Spe�ific Requir�ements
The project is currently under review by the City of Renton Planning Department. At this
time no other area-specific requirements have been rec}k.iired by the City.
B. Special Requirement#2: Floodp/ain/Floodway DeJineation
The project site is not within a flood plain.
C. Special Requirement�f3: Flood Protectia�Facili#�s .
The project site is not within a flood plain. Therefore flood �a�ee�on f�i#iti�s are not
required.
4
D. Special Requirement#4: Source Control
The spill control separator will be installed upstream of the storm filter to provide a level of
protection against spi�ls entering the downstream system.
E. Special Requirement#5: Oil Control
The operational parameters of the proposed project do not put it into the classification of a
high-use site. A baffle-type oil water separator will be installed to treat the cleaning water
prior to discharge to the public sewer system. The maximum water use flow rate (per car
wash equipment supplier) was used to size the oil/water separator as detailed in Section
VI.C.
5
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Rr,I ��JBOW CAR WASH
FIGURE 2
LITCHFIELD ENGINEERING DVVN. EY DATE i JOB N0.
12840 8157 AvENUE NE ; NA NA j CDSX-003
I Kirklond, Washington 98034 i
� i(425) 821-5038 FAX (425) 821-5739� rHK.[�. BY SCALE SHE��
� f`JA 1 : �J00 1 0� i
Copy��aht 2000 Li;cr.f:eld Eng:neering, In[. Au riqMs reserved.
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�poQ�rd�Copyright O 1999 DeLonre Yarwoutl�,ME 04096 So�rce Dsta:USGS �—�6so n sak:i:ic,000 n�,u:��n,a..:wcsa�
'��='" ERAL DR�,[NAGE BASIN MAP
�� �,
RA.INBOW CAR WASH
FIGURE �
LITCHFIELD ENGINEERING DWN. BY DATE JOB N0.
12840 81ST AVENUE NE NA 8-10-02 CDSX-003
Kirklond, Washington 98034
�/ (425) 82t-5038 FAx (a2�) s2�-s�3s CHKD. BY SCALE SHEET
Co i ht cO ZDDO L��tchfield Engineerirg, Inc A;I rights reserved. NA AS NOTED I Qr '��
FN9
7
�
3�
� Length = 5.60 ft
3
� Depth = (Q12V�o.s
�
� � Depth = 2.45 ft
� Width = Depth/Da:�
� Where; Dd:� = depth to width ratio = 0.3 to 0.5
Use Dd:� = 0.5
3
� � Width = 2.45/0.5
= 4.90 feet
�
Required Dimensions:
� 5.60'L x 2.45'D x 4.90'W '
' Use Utility Vault Model 48-SA
'� -
F. Water Quality System
� The storm water quality system for the project provides a basic three-ceil wetvault. Baffle
� walls have been provided befinreen the cells to decrease water turbulence and enhance
sediment trapping and storage. Per the City of Renton, the wetvault was designed as
� detailed in the 1990 KCSWDM. The wetvault was sized based on 1/3 the 2 ear
precipitation for the iti na�mpervious area subject to vehicu ar ra ic as follows. �---�
� ____.___... ...____ _.._ ________�_�.___._
Existing impervious pavement area = 0.173 acre �� � S`� ���
� New impervious pavement area = 0.431 acre ;�v�,��` �'V`�'��
d�t�i n,.� .}.�
Q Additional impervious pavement area = 0.431 acre —0.173 acre � ������
= 0.258 acre
� 2 year precipitation = 2.0 inches ' �S� ��4 I�,y° �c`swb w�
Water Quality Precipitation = (1/3)(2.0)
� = 0.67 inch ��f l Z'S�
t The water quality volume was determined for the additional impervious area using
� WATERWORKS software by Engenious Systems Inc. Given the above parameters the
volume of the vault was determined to be 448 cubic feet. The vault geometry was
� established while maintaining a 3:1 length to width ratio and was designed to be 18.5' (L)
� x 7.25' (D)x 5' (W). The depth of 7.25 provides 1'of sediment storage and the necessary
freeboard above the permanent water surFace elevation.
I
The system will be maintained annually by the property owner. Operation and
� Maintenance requirements of the wetvault are provided in Appendix D.
10
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MIhUTES) /
A CN A CN S1�iGf� f�5 /w�
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.06 7.83 743 �
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IV. EXISTING CONDITONS
Buildings associated with the past business use of the site have been removed from the
site. The site is presently hardpacked soil and gravel. The on-site drainage patterns
generally sheet flow from the north to the south to the roadside pipe/CB system situated
along the north edge of Sunset Boulevard. The site slopes to the south at approximatety
2%. The hydrologic parameters are summarized in Section VI below.
V. DEVELOPED CONDITIONS
The proposed site will consist of developing the 0.632 acre parcel with a car wash facility.
Adjacent parking and landscaping areas are also planned. The property was defined by
one hydrologic drainage basin. Runoff generated within the on-site drainage basin will be
conveyed via sheet and shallow concentrated pipe flow to the off site storm drainage
system. An on-site detention facility is not required as the project meets the 0.5 CFS
exemption as provided in the following section and Appendix A.
VI. STORMWATER FACILITIES ANALYSIS and DESIGN
A. Predeveloped Site Hvdroloav Analvsis
A hydrologic analysis of the site was compfeted in order to determine whether the project
meets the exemption for on site detention.
The site was analyzed under the SBUH hydrograph method using WATERWORKS
software by Engenious Systems Inc (see Appendix A). The discharge point for the
stormwater control system is to an existing storm system situated along north edge of
Sunset Boulevard.
The pre-developed site basin criteria is summarized below with the hydrologic parameters
used in the analysis. The analytical results are presented in the computer output data
sheets provided in Appendix A.
Existinq Site
Soil Type / Group: Everett, / B
Total Area: = 0.632 acre
Area Pervious = 0.316 acre (landscape/grass)
Area Impervious = 0.173 acre (pavement) + 0.142 acre (roofs)
= 0.315
Curve Numbers: 80 (KCSWDM grass cover)
98 (KCSWDM impervious surfaces)
100 year Precip. = 3.95 inch
T�: 5.0 min
8
B. Developed Site Hvdrology Analvsis
The site was analyzed for the post-developed site conditions under the SBUH hydrograph
method using WATERWORKS software by Engenious Systems inc (see Appendix A).
The developed site basin criteria is summarized below with the hydrologic parameters
used in the anafysis. The analytical results are presented in the basin summary sheets that
follow.
Developed Site
Soil Type / Group: Everett, I B
Total Area: = 0.632 acre
Area Pervious = 0.112 (landscape/grass)
Area Impervious = 0.431 acre (pavement) + 0.089 acre (roofl
= 0.520 acre
Curve Numbers: 80 (KCSWDM grass cover)
98 (KCSWDM impervious surfaces)
100 year Precip. = 3.95 inch
T�: 5.0 min
C. Summary of Analysis
The hydrologic analysis provided in Appendix A supports the exemption from detention for
the project. The calculated peak runoff for the predeveloped and developed 100 year
storm event is 0.38 cfs and 0.49 cfs, respectively. It can be noted by inspection that the
0.5 cfs threshold is not exceeded.
D. Oil Water Separator Sizinq
To provide water quality treatment for the car wash discharge (both automated and self
serve) a baffled-type oil water separator was designed. The Department of Ecology's
Stormwater Management Manual for the Puget Sound Basin (SMMPSB) was utilized for
sizing the separator. The analysis assumes a maximum water use of 45 gpm per the car
wash equipment supplier. Using the criteria outlined in the SMMPSB and the design flow
rate, the separator was sized as follows.
Length = (Q/2V�0�5 x 0.5
Rise Rate
Where; Q = water quality flow rate
= 45 gpm (combined discharge from self serve 8�
automated wash areas)
= 6.02 cfm
Vh = design velocity
= 0.50 fpm
Rise Rate = 0.2187 ft/min
9
� Length = 5.60 ft
Depth = (Q/2V�o.s
� Depth = 2.45 ft
Width = Depth/Dd:�
Where; Dd:� = depth to width ratio = 0.3 to 0.5
Use Dd:� = 0.5
� Width = 2.45/0.5
= 4.90 feet
Required Dimensions:
5.60'L x 2.45'D x 4.90'W
Use Utility Vault Model 48-SA
F. Water Quality System
The storm water quality system for the project provides a basic three-cell wetvault. Baffle
walls have been provided between the cells to decrease water turbulence and enhance
sediment trapping and storage. Per the City of Renton, the wetvault was designed as
detailed in the 1990 KCSWDM. The wefirault was sized based on 1/3 the 2 �ear
precipitation for the 'tiona impervious area subject to�vehicufa�t�afif'�ic as follows. �---�
Existin im ervious avementarea = 0.173acre ��'t '� '�� �z
9 P P --ti,� ib� 'r��bv!�._�l
New impervious pavement area = 0.431 acre ,�� ��„�,� �
Additional impervious pavement area = 0.431 acre —0.173 acre � �
= 0.258 acre -> �- ��J''`��+
2 year precipitation = 2.0 inches ` '✓/ Q�� (qti� K-cs:�;�� w�
Water Quality Precipitation = (1/3)(2.0)
= 0.67 inch . H� '�"��
The water quality volume was determined for the additional impervious area using
WATERWORKS software by Engenious Systems Inc. Given the above parameters the
volume of the vault was determined to be 448 cubic feet. The vault geometry was
established while maintaining a 3:1 length to width ratio and was designed to be 18.5' (L)
x 7.25' (D) x 5' (W). The depth of 7.25 provides 1' of sediment storage and the necessary
freeboard above the permanent water surface elevation.
The system will be maintained annually by the property owner. Operation and
Maintenance requirements of the wetvault are provided in Appendix D.
10
._,
Isolation/Diversion CB
Per the KCSWDM a method of diverting the flows that exceed the water quality design
storm event is required. The bypass system provides a method for the system to be taken
"off-line" for maintenance of the wetvault. This requirement has been satisfied with the
design of an Isolation/Diversion CB as depicted in the figure provided in Appendix A. A
single orifice outlet device has been sized for the water quality design flow rate based on
the following criteria.
Orifice Equation:
Q = CA(2gh)'�2
Where; Q = flow rate = 0.029 CFS
C = 0.62
A = x-sectional area, SF
C = 0.62
g = 32.2 ft/s
h = head = 161NCH
= 1 .33 FT
_: A = QIfCi.2gh) �`i
Based on the geomAtry �f the lsoiationlD�version CB thG flow contral orific:e vvas sized
as follows:
A = (0.029)/{0.62[(54.4)(133)1'��
= 0.0051 SF
� d = {(4)(0.0051)/j I;
= 0.0806 FT
= 0.97„
11
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40' 0 40' EXISTING SITE
RAINBOW CAR WASH
SCALE.• 1" = 40' FIGURE 4
LITCHFIELD ENGINEERING DWN. BY DATE JOB N0.
12840 815T AVENUE NE KAL 8—��-02 CDSX-003
Kirkland, Washington 98034
(425) 821-5038 FAx (425) 821-5739 CHKD. BY SCALE SHEET
Copy`ight c0 2000 Litchfield Eng�neer.ng, Inc. All rights reserxd. K AL ���_�'Q� � �f �
12
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� 40' a 40• DEVELOPED SITE
RAINBOW CAR WASH
sca�E� 1" = 40' FIGURE 5
LITCHFIELD ENGINEERING CWN. BY DATE JOB N0.
12840 81ST AVENUE NE KAL 10-3-02 CDSX-003
' Kirkland, Woshington 98034
(425) 821-5038 FAX (425) 821-5739 CNKD. BY SCALE SHEET
� KAL 1" _ �+0' 1 OF 1
CopyriqM � 2U00 LitchSeid Engineering, Inc. NI rights reserved.
� 3
VI. CONVEYANCE SYSTEM ANALYSIS and DESIGN
An analysis of the proposed conveyance system shall be performed in this section. Given
the simplicity and minimal conveyance components the system capacity was checked
utilizing the last leg of the system, the 100 peak runoff, and minimum slope as detailed in
the following computer data sheets. The 100 year developed flow for the site is 1.68 cfs
cfs. The capacity of 8" PVC pipe at the design minimum slope of 1.00% is 1.75 cfs.
14
Rainbow Car Wash
Worksheet for Circular Channel
Project Description
Project File c:lhaestadlfmwlproject1.fm2
Worlcsheet 8"PVC @ 1.0%
Flow Elemerrt Circular Channel
Method Manning's Fortnula
Solve For Discharge
Input Data
Mannings Coefficient 0.009
Channel Slope 0.010000 ff/ft
Depth 0.67 ft
Diameter 8.00 in
Results
Discharge 1.75 cfs
Flow Area 0.35 ftz
Wetted Perimeter 2.09 ft
Top Width 0.00 ft
Critical Depth 0.60 ft '
Percent Full 100.00
Critical Slope 0.008756 ft/ft
Velocity 5.00 ft/s
Velocity Head 0.39 ft
Spec�c Energy FULL ft
Froude Number FULL
Ma�dmum Discharge 1.88 cfs
Full Flow Capacity 1.75 cfs
Full Flow Slope 0.010000 ft/ft
08/14/02 FlowMaster v5.15
07:58:01 AM Haestad Methods,lnc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1
� 5
Vfl. ���tC1AL ��P�R�� and ST�C�i�'�
No special reports or studies have been �rep�
of the Rainbow Car Wash Proje:
VIII. BASIN AND COMMU�� i Y ���vi�rt�t� ��ie��
The project site is located within the May Creek Drainage 6�s,n ar�u �;�ir,�� �r:e �;�ry
Renton planning area.
X. OTHER PERMITS
• Utility permits from the City of Renton Water & Sewer Department.
IX. EROSIONISEDIMENTATION CONTROL DESIGN
To develop the project site, several Best Management Practices {BMP's) will be
implemented. Other temporary erosion and sediment control may occur during the
duration of the project depending on weather conditions, clearing operations, and
excavation and fill placement. Given the minimal size of the developed area and the flat
� topography the existing site, erosion is anticipated to be minimal and runoffslight. Specific
TESC measures to be implemented include the following:
Filter fabric fencing will be constructed along the south side of the site.
Rock construction entrance will be constructed at the south entrance to the project.
Temporary Catch Basin Filters will be installed inside the catch basins downstream of
the site.
16
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APPENDIX A
HYDOLOGIC ANALYSES
- 9/24/02 4 :29 : 18 pm page 1
RAINBUW c:AlZ WASH
' HYDROLOGIC ANALYSIS
BASIN SUMMAR�.
BASIN ID: A NAME: Water ~ -
ua - : _ _-
SBUH M£THODOLOGY � . - .�
TOTAL AREA. . . . . . . : 0 .26 Acres BASEFLOWS : 0 . 00 cf�
RAINFALL TYPE. . . . : TYPElA PERV lIrir
PRECIPITATION. . . . : 0 .67 inches AR.EA. . : 0 . 00 Acres 0 .26 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 .00 98 . 00
TC. . . . . 0 . 00 min 5 . 00 min
ABSTRACTION COEFF: 0 .20
PEAR R.ATE: 0 . 03 cfs VOL: 0 .01 Ac-ft TIME: 480 min
BASIN ID: B NAME: 100 YR, 24 HR PREDEV
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 0 .63 Acres BASEFLOWS : 0 . 00 cfs
R.AINFALL TYPF. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 .95 inches AREA. . : 0 .35 Acres 0 .28 Acres
TIME INTERVAL. . . . : 10 .0a min CN. . . . : 80 . 00 98 .00
TC. . . . . 5 . 00 min 5 . 00 min
ABSTRACTION COEFF: 0 .20
PEAK RATE: 0 . 38 cfs VOL: 0 . 14 Ac-ft TIME: 480 min
BASIN ID: C NAME: 100 YR, 24 HR DEV
SBUH M$THODOLOGY
TOTAL AREA. . . . . . . : 0 .63 Acres BASEFLOWS : 0 . 00 cfs
RAINFALL TYPE. . . . : TYPElA PERV IMP
PRECIPITATION. . . . : 3 . 95 inches AREA. . : 0 .11 Acres Q . 52 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . . 5 . 00 min 5 .00 min
ABSTRA�ION COEFF: 0 .20
PEAK RATE: 0 .49 cfs VOL: 0 . 18 Ac-ft TIME: 480 min
9/24/02 4 :29 :18 pm page 2
RAINBOW CAR. WASH
HYDROLOGIC ANALYSIS
---------------------------------------------------------------------
---------------------------------------------------------------------
HYDROGR.APH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM RATE PEAK HYDRO Area
cfs min. cf\AcFt Acres
---------------------------------------------
1 0 . a29 480 448 Cf 0 .26
�,�-y��LT
�o�v� CZ���S�
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FINISH PAV£MENT GRADE� � ACCESS RISER (3 7YP.) ��
r
- . . °' . - �,���
8' INIET �`� � � `
__8' OUT�ET �_DEAD STORAGE _ IE=a05.12 I� .�1� ' ,,`��
iE=a05.77 �J �v-
_ ���
- �� `�
^� — �SEDIMENT a��
STpRAGE
-a_——————— ———————— ..e
n �
51DE
NOTES:
1, THE VAUL7 MAY BE GAST-IN-PLACE OR PREGAST. VAULT GEOMETRY SHALL
BE EOUaL OR GREATER THAN DETAILED. LENG7H TO W�DTH Rn110 TO 6E 3:7
� OR GREATER.
z 2. FINISH IN7ERNAL VOLUME SHALL BE 450 CUBIC FEET OR GREATER.
3. ROOF, YARD, AND FOOTING DRAINS SHALL B1PA55 THE VAULT,
-+ 4. SEE PLAN FOR VAULT LDCATION AND PROJECT SITE PIPING CONFIGURATiON.
`lY
L4" kCCES� I I I 1
{3 T�f�.� I 1 � 1
1 1 I
I 1 1
1 I i
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1 1 1
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i i i i o � 8 �TIET
i i�Bni'RE WaLLS i � �
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saio ACCE55 COVEF
SOLIC ACCE55 COJER RIM=4D9.05f {NATCH)
� RIM=409.OSS (MATCH) FINlSH PA�MENT SIinFACE
B" INL`_' IE=40`.1"L S' OUTLET
�.25 DES�GN W.S. O OVERFLOW EL=4D5J2 IE=4p5.12
—— . ——— — ——————————— — ——————————�————————
t.85' 6.3G' -
� —
� 7.25' I.D.
� BAFFLE WALL BAFFLE WALL—�- 5.00� DEA� STDRAGE DEPTH
12" DIAM. PVC PIPE SLEEVE STANDARO CATCH BASIN
I 7HROUGH BAFfLE WALL STEPS(3 LOCATlONS T .
� I.E. Q 1' FROIA B07TOM p 12' SPAClNG
}-
i !
t-__-- ---__ ----_--!____--
. ————————————————————
}- 0' SEDIMENT STORAGE— Q_sy,
f
�LEVATION
W.Q.WET VAULT
NO SCALE
FRAME W/SOLID COVER
a • . ° .
. �
18" MIN.
e'
e �
�. 8" DIVERSION PIPE TO
`a /�� .� DOWNSTREAM CB PER PLAN
� 1 I.E. SET AT CROWN OF INLET PIPE
e \ /
� /
INLET PIPE(S)
W.Q. DESIGN WSE
. OUTLET PIPE
8„
. I.E. PER PLAN
�
,, 16., 8" a
: ' STEEL TIE STRAP
< 6" MIN. ' I
TYPE 1 CB BASE UN ELBOW W/STEEL ORIFICE PLATE
° ,< , a-. . ' ORIFICE DIAMETER = 0_97" i
. . ,.a . e,
ISO �ATION �DIUERSION STRUCTURE
NO SCALE
.
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KING COUVTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
(2) CN values can be area weighted when ihey apply to pervious areas of �imiiar CN's (within 20
CN pointsl. However, high CN areas should not be combined with low CN areas (unless the
low CN areas are less than 1596 of the subbasin). In this case, separate hydrographs should be
� generated and summed to form one hydrograph. �'�
FIGURE 3.5?A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY
R . l �
HYDaOIOGiC HYD OLOG C
SOfI GAOUP GROUP• SOII GROUP GFlOUP' �
Alderwood C Orcas Peat 0 '
' Arents, Ai�erwood Material C oridia D
Arents, Everec[ Material B Ovall C
Beausite C Plchuck C
3ellingham D Puget 0
�riscot 0 Puyallup B
�cuckiey D Ragnar B
� Coas.al9eaches Variable Renton 0
Earimont Siit Loam D Riverwash Variable
EdgewiCk fc1 Satal C
cverer �A/B) 'Samr„amisi D
Irdianola Y SeaNe D
Ktsao C Shacar D
fQa�s C Si SJt C
;vtixad ,411wia1 Lnd Variable Snohomish 0
Neiiton A Sultan � C
Newberq 8 Tukwila 0
� Ncaksack C Urtan Variable
� Normal Sandy Lcarri 0 Woodinviife 0
HYDAOLOGSC SOIL G�CUP CLASSIF(G1T10NS
A. (Low rttnoff potentiaf). Sods having high infiltration rates, even when thoroughiy wetted, and consistinq
c7iefiy of deap, weU-to�xcessively drained sands o� qravels. Thesa soils have a high rate af water
transmission.
BO, (Moderatety low runaff poiential). So�s having moderate infiitration 2tes when thoroughly wetced, and
I consisting chieNy af moderately fine to moderately cr,arse textures. These so►7s have a moderate rate of
water transmission.
C. (Moderately high runaff poterniai�. Sods having stow infutration rates when thoroughly wetted, and
consisting chiefly ef sods with a layer�sat impedas dowrzward movement of water, or sods with moderately
fine to fine texcures. These so�s have a slow rate of water vansmission.
D. (Nigh runoff potentia!). SoTs havinq very siow in�i tradon rates wnen thoroughly wetted and cansisting
chierly of Gay soiis with a high sweiling potential, so�s with a pemianent high water table, soas with a
hardpan or clay layer az or near the surfaca, and shatlow soiis over neariy impervious material. These so0s
have a very slow rate cf Hrater Uansrrsission.
' From SCS, TR-�, Setond Edition, June t986, Exhbit A-t. Revisions made from SCS, Soit Irtterpretation
Record, Focm �5, September t988.
,�'� �.�.'-? 11/9'_'
KING COUNTY, WASHIHGTON, SURFACE WATER DESIGN MA �YUAL
TABLE 3S?B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS ,
l�_ -
SCS WESEAN WAS�lINGTON RUNOFF CUAVE NUMBERS (Pubiished by SCS in 1982)
Runorf curve numbers for selected aqricultu2l, suburban and ur�an land use for 7ype tA •
rairrfall disvibution, 24-hour storm duration.
Ct1RVE NUMBEAS BY
FiYDROLOGIC SOIL GROUP
LANO USc DESCRIPTION A B C 0
Cultivated land(t}: winter condition � 86 91 94 g5
Mountain apen areas: low growing brt�sh and grasslands 74 82 89 92
Meaaow or pasture: I 65 78 85 89
Wood or forest land: undisturbed or older second growth 42 64 16 81
Wood or forest land: young second growth or Srush �� 72 a� 8fi
Orchard: with cover crep 8� 28 92 �a
Open saaces, lawns, �,arks, goff courses, cemeteries,
landscaping.
good cond'r.ion: grass cover on 75',6
or more o� ;he area 68 O 36 ,0
`air condicion: grass cover on 50�
co 75'.6 of the area 77 85 �-0 92
�rave� rcads anC parking lo�s f 70 85 d9 9t
Dirt roads and parking lots f 72 82 87 89 ; �
I
Imoer�ious suRaces, pavement, rcofs, etc. 98 98 98 98 '�
Cpen water boGies: lakes, weUands, ponds, etc. �00 0 100 t00 �
Single Famity Residential (2) � I
Dwe�ling Una/Gross �cre � Impervious (3) �
1.� DU/CA t5 Separate curve rtumber
t.5 DU/GA 20 sha11 be selec:ed
20 OU/GA 25 for pervious and
2.5 CU/CA 30 impervious portion
�.0 OU/GA 34 of tne site or basin
3.5 DU/G� 38
a.0 DU/GA a2
a.5 DU/GA a6
5.0 DU/GA 48
5.5 DU/GA 50 .
6.0 OU/GA 52
6.5 DU/Cr� 54
7.0 OU/GA So"
Planned �nit develooments. °6 impervious
condominiums, apartments, must ee computed
commerc�al business and
indusriat areas.
(1) For a more detaileC desc^p�ion oi agnc�tturai lana use curve numbers refer co National Enginesring
Handbook. Sec:ion 4, Hydrology, Cha�[er 9. Auqusi t972.
(2) Assumes roof and driveway runo"rf :s direc:ed into strest/storm system.
(3) The remaining pervious areas (lawnj are cons�dered to be in good condition for:hes2 curve numbers.
�� 3.�.�-3 11/92
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12840 815T AVENUE NE PRE- DEVELOPED FLL o4-,�-02 -
Kirklond, Washingion 98034
(425) 821-5038 FAX (425) 821-5739 AREA CALCULATIONS CHKD. BY SCALE SHEET
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Copyright Oc 2000 Lilchfield Enqineering, Inc. All righls reserved.
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LITCHFIELD ENGINEERING DWN. BY DATE JOB N0.
12840 81ST AVENUE NE R 0 P 0 S E D D R A I N A G KAL 9-24-02 —
� Kirkland, Woshington 98034 , —
(a2s) s2t-so3s FAX (425) 821-5739 A R E A C A L C U L A TI 0 N S �"K°. BY SCALE SHEET
KAL 1' — 40' 1 OF 2
Copyright � 2000 I.itchfield Engine'ring, Inc. All rights reserved.
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APPENDIX B
KING COUNTY SENSITIVE AREA FOLIO MAPS
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a � � '� � � r I i + f = �Zw�,,,�'c , �(�r �. _ ,.,r'.__.
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��z � 1 � TIZe boundaries af the se�sitive areas dis- One- hundred-year floodplains extend be- �
playetl oA t��ese maps are apProximate. yond those Shown on maps. Flood In-
!—�� � Additiunal sensitive areas that have not suranrR Rate Maps do not atways show the
been mapped maY be present on a devel- floodplal� to the headwaters of streams. `
MILE -■ opment proposal site, Where differences ' V
� occur batween what is illustrated on these �r ��� � 1
maps and the site conditlons, ihe actual n+'e• t
sence or absence on the site of fhe sensitive
area - as tlefined 9in the Seiisitive Ar'ea �pp �Q. �Ldb����e
Ordinance-is the le a!control.
100-Year Fbodplaina
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i}�:. '`irl� � �,i 3�1� '$-� -t `"% `.. � '•_� "�
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- ._ ,yf ... .'�. �\ •ea .sc 1 .'� .•/_ _ - .�. . ��/�,
��2 p � � The boundaries of the sensitive areas dis- NumDereG wetiands, except those �vith an `
—_� � played on these maps are approximate. "a" or "b" Qesi9nation are inc3uded in the ��
Addiiional sensitive areas that have not liing County t.'etLands Inuenion�, The
been ir,apped maY be present on a devel- locaiions of we;lanos 3esignaYed "a" have
MILE ,■ opment proposal .ite. Where difierences been verified on the site Gy a vafie:y af
� occur bet�veen whai is iilustrated on these Sources. Wetiands desiynatetl "b"are map-
maps and the site conditlons,the acival pre- ped in the U.S. Fish and Wildlife Service
sence or absence on the site of the sensitive Vatiortai lPetlar�ds Ir.centor�•,but their loca-
area - as defined in tlre Sei�sitive Area tions have not been fi�l�verifiett.
Ordinance-i5 fhe fe9a1 control.
Ther� may be gaps in tiie nu�nbering se-
quence within individual drainage �asins.
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N occur between what is iliustrated on these sttio;eiines�rCerla�n b;� ia:usc:�no;esiimen:s; -� �"
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The boundaries of the sensitive areas dis- /^� _
4 1/2 0 1 � �'These coal mines have had addit(onal mIn-
_ � � playetl on these maps are approximate. ��g�nce the most recent[nap was f31ed with � ��
Additional sensitive areas that have not �yy�ington Department of Naturai Ro- ���
been mapped may be preseni on a devel- ���, Any development that octurs
MILE `■ opmeni prcposal site. Where differences ��M to thase areas shoutd be praceded �
� occur between what is illustrated on these py a thorou9h study to Conflrm or deny the
n:aps and the site contlitions,the actual pre- exirtenee of addiUonal wbatrfaee tunnets.
sence or absente on tfie site of tii2 sensitfve
area - as cefined in the Sensitive Area 1
Ordinar.ce-%5 the legal con,rol. GO��L ��1�2���� •����
APPENDIX C
DOWNSTREAM ANALYSIS
���'�HFIELI� E1�TG�I�TEER�TG
CivilEngineering&Development Services
LEVEL ONE DOWNSTREAM ANALYSIS
for the
R.AINBOW CAR WASH & JAVA MONKIE CAFE
PRELIMINARY SHORT PLAT
Prepared for:
Brain James
� Eastside Car Wash Corporation
P.O. Box 867
Preston, WA 98050
425-222-3600
LIT
Prepared By: ��w°F �As�'�,�'�
Keith A. Litchfield, P.E. � ��' � �
:r
Date Issued: May 6, 2041 �� ,� 29476 � w�
� �GI STER�' tlw
��SSIONAL��l rj'�p/OZ
EXPiRES 2/10143
12840�1'T AVENITE NE ♦ KIRKLAND,WA 98034
PH 425-821�5038 FAX 425-821-5�39
I. Project Overview
This report has been prepared in accordance to the requirements of Core Requirement No.
2, Section 1.2.2.1 of the King County Surface Water Design Manual. Several figures that
support the analysis follow the foregoing discussion.
The project is a proposed short plat and subsequent redevelopment of a rectangular 0.96 acre
parcel. The property is located approxirnately 250 feet west of the comer of Sunset
Boulevard and Duvall Road in the City of Renton. The site is bordered to the north, west,
and east by commercial properties and to the south Sunset Boulevard.
The site is fairly flat and gently slopes (descends) from the north to the south at
approximately 2%to 4%. Structures that presently exist on the properiy aze lumber storage
buildings associated with the present Tum-a-Lum Lumber sales business. A concrete
driveway provides access into the site and associated asphalt parldng and tum-around area.
Area outside, and adjacent to, the hard surfaces are covered with lawn grass.
The proposed project consists of demolishing the existing structures and asphalt surfaces to
redevelop the property with a car wash facility and coffee shop in the north and south portion
of the property, respectively.
II. Upstream Tributary Area
The upstream tributary area consists of commercial properties that border the subject site on
the north, west, and east boundaries. Based on visual observations of topography and
developed condition, it appears that little drainage flows onto the site from these areas. No
adverse impacts are expected to occur from the upstream drainage areas
III. On-Site Drainage
The existing site is an commercial lumber yard that is covered over approximately 50% of
the site with asphalt, hard packed gravel, and buildings. The remaining area is lawn grass.
Based on the visual site reconnaissance and a topographical survey of the site, it appears that
the site contains a single drainage basin. The developed drainage from the basin appears to
sheet flow to the south where it is collected in catch basins located along the southern
property line. At this point the drainage is conveyed off-site in a closed pipe system.
IV. Downstream Ana(ysis
A field review of the downstream conditions was performed on Apri124, 2002. The weather
was sunny and the temperature was appro�cimately 70 degrees. A visual reconnaissance was
performed while utilizing the City of Renton Utilities Division mapping of the storm
drainage system.
The subject site contains one drainage basin. Site drainage is collected in catch basins
located near the south property line and is conveyed to the south into the public system
located within the street corridor of Sunset Boulevard. At this point the drainage is conveyed
for approximately 250' in a southwesterly direction down the north side of Sunset Boulevazd
at which point it crosses Sunset Baulevard; then in a southerly direction for approximately
300'; then in a southwesterly direction for approximately 45Q' (crossing under Anacortes
Avenue) to discharge into a drainage ditch. The drainage ditch (approx. 5' wide x 2' deep
w/4:1 sideslopes) conveys the drainage for approximately 150' to the southwest across
undeveloped properry. At this point the specific conveyance route could not be observed due
to private property access. However based on City mapping the conveyance system is a
closed pipe/catch basin system that continues in a westerly/northwesterly direction
eventually crossing under the Union Avenue NE and Sunset Boulevazd intersection
approximately 1,100 feet downstream. Discharge is made to a large natural drainage channel
located appro�mately 150' from the northwest comer of Union Avenue NE & Sunset
Bouievard along the west side of Union Avenue. The drainage channel is named Honey
Creek.
Honey Creek flows from east to west behind a Chevron gas station and several townhouse
developments. The stream was followed along its southern upper bank for approximately
1200 feet of which there were several areas that provided Iimited observations of the channel
bottom and sideslopes. Much of the channel, however, was heavily overgrown with ferns,
blackberry, and evergreen and deciduous trees. The banks that could be observed appeared
to be quite stable with no apparent signs of erosion or sloughing. The stream channel is an
estimated 20 to 40 feet deep and the sideslopes near 1H:1V (horizontal : vertical) with
shallower slopes in isolated areas. The channel bottom appears to be lined with riprap along
much of its observed length.
V. Records & Literature Review
A review of King County Sensitive Area Folio Maps indicates that there no sensitive areas
within one-quarter mile downstream of the site.
VI. Summa I
rY
In our opinion the downstream system for the site has adequate capacity to handle the
restrictive flows of the proposed development. The upstream basin for the site appears small
with the majority of developed drainage being conveyed around site.
No significant drainage related problems such as soil erosion or bank sloughing were
observed on or off-site during the site reconnaissance.
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VICINITY MAP
RAINBOW CAR WASH & JAVA MONKIE CAFE
FIGURE 1
LITCHFIELD ENGINEERING DWN. BY DATE JOB N0.
12840 81ST AVENUE NE NA 4-28-02 CDSX-003
,� Kirkland, Washington 98034
' ,: " (a2s) s2i—so3s FAX (425) 821-5739 CHKD. BY SCALE SHEET
I� NA NONE 1 OF 1
Copyright c 2000 Litchfield Engineering, Inc. NI rights roserved.
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FIGURE 2
LITCHFIELD ENGINEERING DWN. BY DATE JOB N0.
�� 12840 81ST AVENUE NE NA 4-28-�2 CDSX-003
� Kirkland, Washington 98034
(425) 821-5038 FAX (425) 821-5739 CHKD. BY SCALE SHEET
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�opyright �c 20D0 Utchfield Engintt•irg, Inc. All rights reserved.
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APPENDIX D
MAINTENANCE & OPERATION MANUAL
APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILTITES I
NO.5-CATCH BASINS �
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is performed
General Trash&Debris Trash or debris of rnore than 1!2 cubic foot which� No Trash or debris located
(Indudes Sediment) located immediately in front of the catch basin immediately in front of catch
opening or is bfocking capaaty of the basin by basin apening.
more than 10°6
Trash or debris(in�e basin)that exceeds 1/3 the No trash or debris in the catch
depth from the bottom of basin to irnert the lowest basin.
pipe into or out of the basin.
Trash or debris in any inlet or oudet pipe bbcking In{et and outlet pipes free of
more than 1/3 d its height trash or debris.
Dead anunals or vegetation that could generata No dead animais or vegetation
odors that couid cause corr�laints or dangerous present within the catcti basin.
gases(e.g.,methane).
Deposits of garbage exceeding 1 cubic foot in No condition present which
vdume would attract or s�port the
breeding of insects or rodents.
Structure Damage to Comer of frame extends more�an 3J4 inch past Frame is even with curb.
Frame and/or Top Stab curb face irito the street(ff appficable).
Tap sfab has holes larger than 2 square inches or Top slab is free of holes and
cracks wider than 1/4 irxh�rrterrt is to make sure cracks.
a11 material is running into basin}.
��-
Frame not sitting flush on tap slab,i.e.,separation Frame is s'rtting flush on top
of more than 3J4 irxh of the frame from the top slab.
slab_
Cracks in Basin Waiis/ Cracks wider than 1/2 inch and longer than 3 feet, Basin reptaced or repaired to
Bottom any evidence of soii partides entering catch basin design standards.
through cxacks,or maintenance person judges that
structure is unsound.
Cracks wider than 1/2 inch and longer than 1 foot No cracks more ihan i/4 inch
at the joint o#any inleU outlet pipe or arry evidence wide ai the jant of inleVoutlet
of soil partides entering catch basm through pipe.
cradcs.
5edfinenU Basin has settled rnore than 1 ir�ch or has rotated Basin replaced or repaired to
Misalignment more than 2 inches out of alignment. design standards.
��.
I998 Surface Water Design Manual 9/1148
e_c
APPENDIX A MAIN'TENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACII.TTIES
NO. 5-CATCH 8AS(NS(CON77NUED�
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is pe�formed
�
Fire Hazard Presence of chemicais such as natural gas,oil and No flammabie chemicals
gasoline. present
Vegetation Vegetation growing across and bixking more than Wo vegetation bbcking opening
' • 10°/a of�e basin opening. to basin.
Vegeffition growing in inleUouUet pipe joinis that is No vegetation or root growth
more than soc inches tafi and less than six inches present.
apart.
Potlution Nonflammable chemiczis of more than 1/2 cubic foot No pollutio.
per three feet of basin length. surface filr*
Catch Basin Cover Cover Not in Piace' Cover is missing or only partiatly in place.Any open Catch basir
catch basin requires maintenance. .
Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper
Not Working person witl�proper tools.Bolts into frame have{ess tools.
than 1/2 inCh of thread.
Cover Difficultt to One maiMenance person cannot rernove lid af�r Cover can be removed by one
Remove applying 80�s.of 6Ft;irrterrt is keep cover from maintenance person.
sealing off access m maintenanoe.
Ladder Ladder Rungs Ladder is wisafe due to rs�ssing rungs,misalignment, Ladder meets design standards
Unsafe rust,cracks,w sharp edges. and albws maintenance person
safe access.
Metal Grates Grabe with openirg wider U�an 7/8 inch. Grate opening meets design
(tf APP�icable) . standards.
Trash and Debris Trash and debris that is biocldng more than 20%of Grate free of trash and debris.
grate surface. '•��
Damaged or Grate rtussing or brolcen rt�mber(s)of the grate. Grate is in place and meets
Mssing. design standards.
NO. 6 DEBRIS BARRIERS(E.G.,TRASH RACKS)
Matntenance Defect Condition When MaiM�ance is Needed Results Expected When
Compon�ts Malntenance is Pertormed.
General Trash and Debris Trash or debris that is plugging more than 20%of Barrier dear�receive capacity
the openings in the barrier. fiow.
Metal Damaged/Missing Bars aze bent out af shape more than 3 tn�. Bars in place wifh no bends more
Bars. � than 3/4 inch.
Bars are missing or e�re barrier missing. Bars in place according to
design.
Bars are loose and rust is causng 5096 deterioration Repair or replace barrier to
� to any part of barrier. design standards.
,�,
9/1/98 1998 Surface Water Design Manual
e.�
APPENDIX A h1AINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES
NO. 8-FENCING
Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When - �-
Componerrts Mairrtenance is Performed
�
General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate
Parts to a facility. security.
Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that
inches wide pemiitting an opening under a exceeds 4 ir�ches in height.
fence. '
Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1-1/2 inches.
Top rails bent more than 6 inches. Top rail free of bends greater than
1 inch.
Any part of fence(ncluding post,top rails,and Ferx:e is atigned and meets design
fabric)more than t foot out of design alignmen� standards.
Missing w loose tension wire. Tension wire in pface and holding
fabric.
Missing w loose barbed wire that is sagging Barbed wire in place with iess than
more than 2-1/Z inches between posts. 3/4 inch sag between post
Extension arm missirtg,broken,or bent out of Extension arm in place with no
shape more than 1 1/2 inches. bends larger than 3/4 inch.
Deteriorated Paint or Part or parts thai have a rusting or scaling Structuraby adequate posts or
Protective Coating condition that has affeded structural adequacy. parts with a t�ibrtn protecUve
coating.
Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric.
diameter bal could frt through.
NO.9-CATES -�
Maintenance Defect Con�tions When Maintenance is Needed Resutts Expected When
Component . Maintenance is Pertormed
General Damaged or N6ssing Missing gate or locking devices. Gates arxl Locking devices in
Members piac:e.
Broken or missing hinges such that gate cannot Hinges inta�t and lubed.Gate is
be easily opened and closed by a maintenance woridng freely.
person.
Gate is out af pltunb more than 6 inches and GaLe is aGgned and verdcal.
more than 1 foot out of design alignment
Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands and ties in
ptace.
Openings in Fabric See"Fencing'Standard No.8 See"Fencing'Siandard No.e
9/1/98 1948 Surface Water Design Manual
A_Q
APPENDIX A MAINTENANCE STANDARDS POR PRIVATELY MAIN'tAIIVED DRAINAGE FACII.I'TIES '
NO. 10-CONVEYANCE SYSTEMS(PIPES&DITCHES)
Maintenance Defect Conditions When Maintenanoe is Needed Results Expected When
Component Maintenance is Performed
Pipes SedimeM 8�Debris Accumulated sedimerrt that exceeds 20%of the Pipe cleaned of all sedment
diameter of the pipe. and debris.
Vegetation Vegetation that reduces free movemerrt of water All vegetation removed so water
through pipes. flows freely through pipes.
Damaged Protective ooadng is damaged;rust is causing Pipe repaired or replaced.
more than 5096 detierioration to any part of pipe.
Arry dent that�creases the cross section area of Pipe repaired or replaced.
P�PB bY more than 2096.
Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris deared from
square feet of d'rtch and slopes. ditches. '
SecFment Accum�ated sedimerrt that exceeds 20%of the Ditch deaned/flushed of all
design depth. sedimern and debris so that it
matches design. .
Vegetation Vegetation that reduces free movement of water Water flows freely through
through ditches. ditcbes.
Erosion Damage to See"Ponds"Standard No.1 See"Ponds"Standard No.1
Slopes
Rodc Lining Out of Maintenance person can ses native sal beneath Replaoe rocks W design
Place or Missing(If the rodc lining. standards.
Applicable).
Ca1ch Basins See"Catch Basins:Standarci No.5 See'Catch Basins"Standard
No.5
_ Debris Barriers See"Debris Barriers'Standard No.6 See'Debris Bartiers'Standard�
"-- (e.g.,Trash Rack) No.6
N0. 11 -GROUNDS{LANDSCAPlNG)
Malntenance Defect CondRions When Maintenance is Needed Results Expected When
Componer�t Maintenance is Pertormed
General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5%
(Nonpoisonous) area(trees and shrubs onry). of the�andscaped area.
Safety Hazard Any presenoe of poison ivy or other poisonous No poisonous vegetation
vegetation. preserrt in landsc�aped area.
Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area dear of litter.
• within a landscaped area(tree.s and shrobs oNy)af
1,000 square feet
Trees and Shrubs Damaged Limbs or parts of Vess or shrubs that are split or Trees and shrubs with less than
broken which affect more fhan 25%of the total 5°�of totai fdiage with split or
foliage of the tree or shrub. broken limbs.
Trees or shrubs that have been bbwn down or Tree or shrub in place free of
knocked over, injury.
Trees or shrubs which are not adequately supported Tree or shrub in place and
or are leaning over,causing exposure of the roots. adequately supported;remove
any dead or diseased trees.
��
1998 Surface Water Design Manual 9/1/98
. .,
APPENDIX A MAIIVTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FA�-TT�� '
N0. 12-ACCESS R�ADS/EASEMEM'S I
Maintenance Defect Condition When 1Aalntenance is Needed Results Expected When
Component Maintenance is Aerformed �
._��
General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which �I
square feet i.e.,trash and debris would fill up could damage tires. I
one standards size garbage can. ;
Blodced Roadway Debris which could damage vehicle tires(glass Roadway free of debris which
or metal). could damage tires.
� My obstnx,tion whidi reduces clearance above Roadway ovart�ead dear to 14 feet
road surtaoe to less than 14 feet high.
My obstruction restriding the access to a 10 to ObsVuction removed to allow at
12 foot width for a distance of mwe than 12 feet least a 12 foot access.
or arry pant restricting access to less than a 10
foot width.
Road Surface Settlement,Pothotes, When arry surtace defect exceeds 6 inches in Road surface unifomdy smooth
Mush Spots,Ruts depth and 6 square feet in area.In general,any with no evidence of settlement,
surface defact which hinders or prevents potholes,mush spots,or ruts.
maintenarx;e access.
Vegetation in Road Weeds growing in the road surface that are Road surfaoe free of weeds taller
Surfaoe more than 6 inches tall and less than 6 inches than 2 inches.
� tall and less than 6 inches apart within a 400-
square foot area.
Modular Grid Ba'Id-�of se�iment mildly contaminated with Removaf of sediment and disposa!
Pavement pelrole�an hydrocarbons. in keepdng with Health Departrnent
recomm�dations for rrr�ldly
contaminated sals or catch basin
sediments.
Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and
Ditches inches wide and 6 inches deep, matching the surround'mg road. �'�--��
Weeds and&ush Weeds and bnisfi exceed i8 inches in height or Weeds and brush cut to 2 inches
hinder maintenance access. in height or deared!n such a way
as to allow maintenance access.
•__..--
911/98 1998 Surface Water Design Manual
APPINDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILIT�.,S
N0. 14-O1L CONTROL FACILITIES
A.) OiU Water Separators
Maintenance Defect Condition iNhen Maintenanoe Is Needed Resufts Expected When
Component Mairrtenance is Performed. --�
APl Type OWS Monitoring InspecGon of discharge water for obvious signs Effluent discharge from vauR
of poor water quality. should be dear with out thick
visible sheen.
S�menf Accumulation Sediment depth in bottom of vault axoeeds 6- No sedimerrt deposits on vautt
inches in depth. bottom which woutd impede flow
through the vault and separation
efficiency.
Trash and Debris Trash and debris accumulation in vault,or pipe Trash and debris removed from
Accumulation in1eU outlet,floatables and non-floaiables. vauit,and inleV outlet piping.
Oi!Accumulation Od aocumulations that exceed 1-inch,at fhe Extract a!from vault by �
surface of the water vacioring.Dispersal in
axordance with state and loca!
rules and regulations.
Damaged Pipes lnlet or oudet piping damaged or broken and in Pipe repaired or replaced. i
need af repair.
Access Cover Damaged/ Cover cannot be opened,one person cannot Cover repaired to proper
Not Working open the oover,corrosioN defom�ation of cover. worFdng specifications or '
. repiaced, I
VauR Strucbure Damage- Cradcs wider than 1/2-inch and any evidence of Vault replaoed or repaired to �
Indudes Cracks in Walis soil�rtides erdering the structure through the desFgn speaifications. ',
Bottom,Damage to cradcs,or mai�tenance/inspection personneJ ',
Frame and/or Top Stab detemunes that the vauit is not structuratly '
sound. 'I
Baffles Baffles corroding,cxadting,warping and/or Repair or replace baffles to I
showing signs of failure as detertnined by specificafiions.
maintenance/inspection person.
Aocess La�er Damaged Ladder is corroded or deteriorated,not Ladder replaced or repaired and �
funccti�oning properly,missing rungs,cracks,and meets.specificati�ns,and is
rNsaligned. safe to use as detemuned by
inspection personnel.
Cracks wider than 1/2-inch at the joint of any No cracks more than 1/4inch
inlat/a�det pipe or any evidence of soit particles wide at the jarit of the inleU
erKering the vault ttuough the waiis. outlet ppe.
CPS-Type OWS Monrtoring Inspection of discharge water for obvious signs Effluent d�scharge fram vault
of poor water quality. should be dear with no thick
vlsible sheen.
Sediment Aocumulation Sedimer�t depth in botbom of vault exceeds 6- _ No sediment deposits on vault
inches in depth and/or visible signs of sediment bottom and plate media,wfuch
on plates. would impede flow through the
vault and separation etfiaency.
, Trasti and Debris Trash and debris acctnnnufated in va�t,or pipe Trash and debris removed from
Accumulation iMet/oudet,floatables and non-floatables. vautt,and in1eU ouUet piping.
Oil Acc�an�ation Oil accumulation that exceeds 1-inch at the Extract oll from va�t by
water surtace. vactoring methods.qean
coaFesang plates by thoroughly
rinsirg and flushing.Should be
no visible a1 depth on water.
�.
.. ,..rS.o�1.,i�_.
9/1/98 , a.� 1998 Surface Water Design Manual
�
APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACII.ITIES
N0. 13-WATER QUALITY FACIL171ES(COMINUED�
D.)Wetvaults �
Maintenance Defect Condition When MaiMenanee is Needed Resuits Expected When
�- Componerrt Maintenance is Pertormed
Wetvauft Trash/Debris Trash and debris accumulated in vault,pipe or Trash and debris removed from
Accumulation inleV outlet,('includes floatables and non- vault
floatabies).
Sediment Accumulation Sediment accum�ation in vault bottom that Removal of sediment from vauit
in Vauft exceeds the depth of the sediment zone ptus 6-
inc�es.
Damaged Pipes lnleU outlet piping damaged or broken and in Pipe repaired and/or replaced.
need of repalr.
Access Cover Cover cannot be opened or removed,especialty Pipe repaired or replaced to
Damaged/Not Woridng by one person. proper worfdng speafications.
Vautt Structure Vault Cradcs wider than 1/2-inch and any No aacks wider than 1/4inch at
Damaged evidence of soil particles entering the structure the joirrt of the in{eU outlet pipe.
through the cradcs,or maintenance/inspection Vauft is detemrined to be
personnei determines that the vault is not sVucturally sound.
structuraJly sound.
Baffles Baffies corroding,cxaddng,warpag and/or Repair w replace baffles to
� showing signs of f�►ilure as detemuned by specifications.
maintenance/inspection staff.
Access Ladder Damage Ladder is corroded or deteriorafed,not functioning Ladder reptaced or repaired b�
propedy,missing rungs,has cracks and/or specifica2ions,and is safe to
misaligned. use as deteRnined by inspection
personnel.
1998 Surface Water Design Manual 9/1/98
e_�z
5c,Jd°2-730$7
„ 1tzk CITY OF RENTON
Planning/Building/PublicWorks Department
Jesse Tanner,Mayor Gregg Zimmerman P.E.,Administrator
November 4, 2002 RECEIVED
Litchfield Engineering Nov - ? 2002
12840 81S` Avenue NE CITY OF RENTON
Kirkland, WA 98034 UTILITY SYSTEMS
SUBJECT: REVISIONS FOR JAVA MONKIE ESPRESSO CAFE/RAINBOW
CARWASH - PERMIT # U020481
Dear Keith;
During the signature approval process an error was discovered in the utility design.
Specifically the Water Quality Wet vault was found to be undersized.
In accordance with the King County Design Manual, the water quality vault must be sized
to provide treatment for all areas subject to vehicular use. The design used a reduced area
based on areas already subject to vehicular use. This is not an accepted method. It also
effectively reduces the size of the vault.
Please revise the analysis in the Drainage Report and make any drawing revisions
necessary to comply with the required treatment volume.
Although the plans have been signed as approved, we are requiring that this change be
accomplished prior to construction of the vault.
For your information; the vault plans and structural calculations will need to be reviewed
under a separate permit. Please submit the revised plans and structural calculations for
the vault construction to Jan Conklin for review.
Please call me at 425.430.7304 if you have any questions.
Sincerely,
Mike Dotson, Engineering Specialist, Development Services/Plan Review
Cc: Ronald Straka
Jan Conklin
(.:\Plan Review Ienyote South GradyiWay Renton,Washington 98055
RENTON
L: This paper contains 50%recycled material,30%post consumer AHEAD OF THE CURVE
i
3:
3:
Length = 5.60 ft
a
Depth = (Q/2Vy)o.5
a
Depth = 2.45 ft
3 Width = Depth/Dd.r
3 Where; Dd:r = depth to width ratio = 0.3 to 0.5
3E
Use Dd:r = 0.5
•
- Width = 2.45/0.5
= 4.90 feet
Z
Required Dimensions:
5.60'L x 2.45'D x 4.90'W
Use Utility Vault Model 48-SA
F. Water Quality System
3 The storm water quality system for the project provides a basic three-cell wetvault. Baffle
n walls have been provided between the cells to decrease water turbulence and enhance
sediment trapping and storage. Per the City of Renton, the wetvault was designed as
3 detailed in the 1990 KCSWDM. The wetvault was sized based on 1/3 the 2 ear
precipitation for the ditio gimp rviou�—; ea subject to vehicularra is as follows.
iii---"'
Q Existing impervious pavement area = 0.173 acre Mat &c5 tZ raj-rtvt
New impervious pavement area = 0.431 acre ` tong- ! ` + "'y
0 Additional impervious pavement area = 0.431 acre—0.173 ace `r.„
= 0.258 acre d'�t__ V t l —
11 2 year precipitation = 2.0 inches Re'- lyyo Kut.../0 1vn
I
Water Quality Precipitation = (1/3)(2.0)
= 0.67 inch • ,KI 1-12-: �
The water quality volume was determined for the additional impervious area using
I WATERWORKS software by Engenious Systems Inc. Given the above parameters the
I volume of the vault was determined to be 448 cubic feet. The vault geometry was
established while maintaining a 3:1 length to width ratio and was designed to be 18.5' (L)
x 7.25' (D)x 5' (W). The depth of 7.25 provides 1'of sediment storage and the necessary
freeboard above the permanent water surface elevation.
The system will be maintained annually by the property owner. Operation and
Maintenance requirements of the wetvault are provided in Appendix D.
10
,
MYLAR SUBMITTAL
Project Name: 6h/fhb./ 6,4ilis% lig kileddg Date: /a-28--tz_
Project Manager: t/1 . D . ., Ext. 7,57a
Request for signatures
V
❑ Dave Christensen Sheet #: 3 / ✓
Abdoul Gafour Sheet #:
❑ n Sheet #:
❑ Ron Straka Sheet #: /- r — ✓ taii4
' I
❑ Corey Thomas Sheet#: / V X
Comments: 11/1 t k-t.. — (Le , 60,3 L--- tra-si. we-v....,,(4- wtvs d- i+
etQfri -(t' ar- 51-7,,, 6-Q-C,L,) 6,31-6-A- L.3-c,i- ?(vs o. S / toe 041
Rj�, �t•.�w 1vc..„,ek�ik 9..2{lorA
d F oaf rneeLA 5 ‘`- TL f aR ile-Fk- 5 t,,,a,\ cxA
LJ (a.WLfi vejf Q-t - sl�,,li 19Q_ A 44.,(4,.../0,4— a/ S". 3 91
"rRonala-S rjrrk -Rain o�w Carwash -'
Page
From: Ronald Straka
To: Michael Dotson
Date: 10/30/02 10:12AM
Subject: Rainbow Carwash
I signed off on the mylars, but there are some problems with the Wetvault sizing. The wetvault dead
storage volume is the volume located below the outlet invert elevation and the sediment storage volume is
in addition to the water quality treatment volume. In addition, I just noticed that the wetvalut was sized
only for the new impervious area. Wetvaults must be sized based upon the total tributary area draining to
the facility. The amount of new impervious area subject to vehicular use is used only to determine if the
facility is required, but once the facility is required then it is sized based upon the total tributary area that
will drain to the facility. If the site runoff draining to the wetvalut includes pavement, roof area and
pervious area, then the water qualty storm runoff volume calculated for the wetvault must be .aced upon
to total of all of these areas. The wetvault sizing needs to be recalculated and th The
construction can proceed, but the drainage report revised, and the structural permit or e we ault will
need to be based upon the revised calculations re-sizing the facility and the as-built mylars for the project
revised to reflect the revised wetvault size.
In the future, please run these calculations by either myself or Allen Quynn for a quick review.
If you have any questioins, please contact me.
Thanks
CC: Allen Quynn; Ameta Henninger; Jan Illian; Juliana Sitthidet; Kayren Kittrick
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