HomeMy WebLinkAbout03346 - Technical Information Report Qapc�c�� C�go�c�c�r�o�g�, D�c�o
CG`dSULT l`d�, ENG'i`JE-RSiGI'�' _.��ND STROCTURAL
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Il�TF� '�'I�N I�EP��`I'
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E�T 7 A�J'i'� SAI��S
17Q0 NE 44�' Street �
Renton, WA 9805b
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T�Il� EASLEY ;- „� � � �; � ,��
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Redmond, �,UA 98052 � > .�'�����4,�
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REI JOB #06019
March 2006
Rev. 1: 8/5I06
Rev. 2: 8/28/Ob
1���'�^Jesi Val'2y High•�vay NorthiSu�t2 �.
Post Office Box 836/Auburn, b",/A 980-'
L.`)�-��<..`_777"rj F�JC L��'7._Q��-2�E�:� �
33�1�0
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TABLE OF CONTENTS
Page
Project Overview 1
Conditions and Requirements Summary 1
Off-site Analysis 2
Flow Control and Water Quality Facility Analysis and Design 2
Existing Site Hydrology 3
Developed Site Hydrology 3
Conveyance System Analysis and Design 3
Special Reports and Studies _
Other Permits _
ESC Analysis and Design -�
Bond Quantities, Facility Swnmaries,and Declaration of Covenant 4
Operation and Maintenance Manual 4
APPENDICES
'� Appendix
Site Map A
Technical Information Report Worksheet B
� Flow Control and Water Quality Caiculations C
Conveyance System Calculations D
Off-site Analysis E
Maintenance&Operation Manual F
Bond Quantities Worksheet G
Floodplain Map H
TECHl�ICAL INFORMATION REPORT
Proiect Overview
The project, located at 1700 NE 44�' Street, consists of the construction of a 400 SF sales
trailer, 22,715 SF of paved parking,and 2,065 SF of landscaping. Stormwater runoff from
the site will be collected in catch basins and will be detained in a 60-inch underground
tank near the north end of the sales area. Runoff will then be treated in a bioswale and a
manhole StormFilter before being released into the e�sting wetland at the northwest
corner of the site. Runoff flows from the wetland into a public conveyance system in
Lake Washington Boulevard.
Conditions and Requirements Summarv
Core Requirement#1: Dischar�e at the Natural Location
, Stormwater will be released to the e�sting wetland as under current conditions.
II Core Requirement#2: Off-site Analysis
A downstream map and inventory is provided in Appendix E.
Core Rectuirement#3: Flow Control
Stormwater runoff flow control t�ill be pravided in a 60-inch underground tank near ,
the north end of the sales area sized per the 2005 KCSWDM. Detaiied runoff I
calculations aze included in AppendiY C. I,
Core Requirement#4: Convevance S� ',
The new on-site conveyance pipes which carry the stormwater runoff to new
detention system has been analyzed per Section 43.4 of the 2005 KCSWDM to show
that the conveyance system has sufficient capacity to convey and contain(at
minimum}the 25-year peak flow with a minimum freeboard of 0.5 feet from the top
of the structure,assuming developed conditions for on-site trit�utary areas and
existing conditions for any off-site tributary areas.
Core Requirement#5: Erosion and Sediment Control
ESC measures will be provided that meet or exceed the 2005 King Couuty Surface
,
Water Design Manual standards.
Core Requirement#6: Niaintenance and Operations
i A Maintenance and Operation Manual is included in Appendix F.
Core Requirement#7: Financial Guarantees and Liabilitv
A Bond Quantities Worksheet is included in Appendix G.
I P�GE 1
Core Requirement#8: Water Quality �
Water quality treatment for this project will be provided in a bioswale at the
northwest corner of the paved auto sales area. Calculations are included in AppendiY
C.
Special Require�nent#1: Other Adopted Area-S�ecific Requirements
N/A
Special Requirement#2: Flood Hazard Area Delineatien
N/A
Special Requirement#3: Flood Protectian Facilities I
N/A '
Special Requirement#4: Source Control
N/A
�ecial Requirement#5: Oil Control
No oil control will be provided because the site is not a high-use site.
Off-site Analysis
Stormwater runoff from the site is released into the public conveyance system in Lake
Washington Boulevard. According to WSDOT as-built drawings of the downstream
system,there are two outlets from the on-site wetland. The first is a 60-inch pipe that
flows west to the west side of Lake Washington Boulevard,under I-405, into an existing
ditch on the west side of I-405,and into Lake Washington. The second outlet is a 24-inch
pipe that flows north to a catch basin in Lake Washington Bouievard,and then west,
underneath I-405, into the same e�sting ditch, and inta Lake Waslungton.No drainage
problems are anticipated due to the restriction of the runoff so that developed peak flow
rates will be less than or equa.l to predeveloped flow rates from the site.
Copies of the WSDOT as-built drawings showing the downstream system are inctuded in
Appendix E.
Flow Control and Water Qualitv Facility Analysis and Desi�n
Flow Control
The existing groundcover over the area that will be developed consists of some bare soil,
landscaping,and natural vegetation.According to 2Q05 KCSWDM requirements,it was
modeled as 0.58 acres of forest(Forest on Till) since it is located in a City of Renton
conservation flow control area. The developed site was modeled as 0.53 acres of
impervious surface(Impervious)and 0.05 acres of landscaping(Grass on Till). The site
was analyzed using version 4.42d of the King County Runoff Time Series (KCRTS}. The
detention pond was sized to restrict developed release rates to match e�sting release rates
from the site for the 2-year and 10-year desib storm events. In additian, flow durations
P.aGE 2
were restricted to predeveloped flow durations for the range of design flows between 50%
of the 2-year design storm flow rate and the 50-year design storm flow rate. The 675
lineal feet of 60-inch pipe has a minimum orifice size of 0.5 inches and a 100-year
maximum water surface depth of 3 feet. A summary of the analysis is included below in
Table 1. Detailed calculations are included in Appendix C.
TABLE 1
Developed Developed
Ezistin Unrestricted Restricted
2- ear 4.016 cfs 0.133 cfs 0.026 cfs
10- ear 0.028 cfs 0.161 cfs 0.009 cfs
Water Quality Treatment
Water quality treatrnent for flows up to and including the water quality flow rate (the
developed 2-year release rate from the detention tank)will be provided in a wet bioswale
located at the northwest corner of the auto sales azea.The bioswale will have a 2-foot
wide channel, a length of 100 feet,and a longitudinal slope of 0.5%in order to provide
water quality treatment per section 63.2 of the 2005 KCSWDM. Detailed calculations are
included in Appendi�c C.
Existin�Site Hydrolo�v
Soils in the vicinity of the site are Bellingham silt loam. Under e�sting conditions runoff
from the site drains to the stream and wetland along the west edge of the property.
Developed Site Hydrolo�
Stormwater runoff from the site will be collected in catch basins around the site and will
then flow into a detention tank near the north end of the auto sales area where flow
control will be provided. The runoff will then be treated in a bioswale and released into
the on-site wetland.
Convevance Svstem Analvsis and Design
Calculations are included in Appendix E.
Special Reports and Studies
A downstream analysis is included in Appendix D.
Other Permits
N/A
PAGE 3
ESC Analysis and Desi�n
ESC measures for this project inciude the installation of a gravel construction entrance to
prevent construction vehicles from transporting sediment off of the site on the vehicles
tires,the installation of filter fabric fencing around the perimeter of the site in order to
prevent sediment from washing off of the site while construction is under way, and
covering or spraying disturbed areas in order to prevent air-borne transportation of
sediment. All ESC measures will meet or exceed the standards set forth in the 2005 King
County Surface Water Design Manual.
Bond Quantities,Facilitv Summaries,and Declaration of Covenant
A completed Bond Quantities Worksheet is included in Appendix G.
Operation and Maintenance Manual
An Operation and Maintenance Manual has been completed and is included in Appendix
F.
PAGE 4
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APPENDIX B
TECHNICAL INFORMATION REPORT WORK.SHEET
King Csaunty Departmen#of Deveiopment ar�d Er�viranmenta��enrices
TE�H���/AL ��1��3R��,�TIORI R�PORT (T�R) V41���C��9��T
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND `
PROJECT ENGINEER DESCRIPTION
Project Owner Project Name
Tom Easley Exit 7 Auto Sales
Address Location
7495 159th Place NE Township 24 North
Phone
(425Z885-5752 Range 5 East
Project Engineer .�.SE.1J4..._Section 29
Dave Dormier
Company Rupert Engineerinq, Inc.
AddresslPhone 253 833-7776
Part 3 TYPE OF PERMtT Part 4 OTHER REVIEWS AND PERMITS
APPLICATION
❑ Subdivison ❑ DFW HPA ❑ Shoreline Management
❑ Short Subdivision ❑ COE 404 ❑ Roc�cery
❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults
�� Commercial ❑ FEMA Floodplain ❑ Oiher
❑ Other ❑ COE Wetlands
Part 5 SITE COMMUNITYAND DRAINAGE BASIN
Community �i
Renton I
Drainag� Basi� I
East La�e Wasninqion—Bellevue South i
Part 6 SITE CHARACTERISTICS
❑ River ❑ Floodplain
Ly] Wetlands Class 3
� Stream Gypsy Creek
❑ SeepslSprings
❑ Critical Stream Reach
❑ High Groundwater Table
❑ Depressions/Swales
❑ Groundwater Rzcharge
❑ Lake ❑ Other
❑ Steep Slopes
�
Part 7 SOILS
Soil Type Slopes Erosion Potential Erosive Velcoties
Bh CL..!�}�'
t
❑ Additional Sheets Attached
Part 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATIOfV/SITE CONSTRAINT
❑ Ch. 4—Downstream Analvsis
� �i�r:r�Lw�SC!-��-Ai�.+ i�/�7'�.^-�Ltr==��.
❑ � � li
❑ � I
❑ I,
❑ ��
❑ Add+fional Shests At#ached I
Part 9 ESC REQUIREMENTS
MININIUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURIMG CONSTRUCTIOiV AFTER CONSTRUCTION
❑ Sedimentation Facilities �Stabilize Exposed Surface
� Stabilized Construction Entrance LI Remove and Restore Ternporar� ESC Facilities
� Perimeter Runoff Control U Clean and Remove All Silt and Debris
�Clearing and Graing Restrictions LyJ Ensure Operation of Permarent Facilities
�Cover Practices ❑ Flag Limits of SAO and open space
�Construction Sequence preservation areas
❑ Other ❑ Other
Part 10 SURFACE WATER SYSTEM
❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis
Channel KCRTS
❑ Vault ❑ Depression
❑ Pipe System Compensation/Mitigati
❑ Energy Dissapator ❑ Flow Dispersal on of Eliminated Site
❑ Open Channel � Wetland ❑ Waiver Storage
❑ Dry Pond
� Stream ❑ Regional
❑ Wet Pond Detention
Brief Description of System Operation Runoff collected in catch basins will be detained in an
underground 60-inch tank and released to a water quality treatment train. All desiqn complies with
the 2005 KCSWDM
Facility Related Site Limitations
Reference Faciiity Limitation
i
Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTSlTRACTS
❑ Cast in Place Vault C Drainage Easement
❑ Retaining Wall ❑ Access Easement
❑ Rockery>4' High ❑ Native Growth Protection Easement
❑ Structural on Steep Slope ❑ Tract
❑ Other ❑ Other
Part 13 SIGNATURE OF PROFESSfONAL ENGINEER
I or a civil engineer under my supervision my supervision have visited the site_ Actual site
conditions as observed were incorporated into this worksheet and the attachments. To the best of
my knowledge t ation provided here is accurate.
, � �O�s
Si ned/Dafe
APPENDIX C
FLOW C01�1TROL AND WATER QUALITY CALCULATIONS
�
LNI�I��I �1�1�° � (�l �����° 9 ��(t��'o Jcs ��i� G�k i T / .GLlTO �:-�S
CCNSULTING ENGINEERS�'CNIL AND STRUCTURAL SHEET NO. OF
CALCUL4TED BY ��� DATE� �1
1519 West Valley Highway North/Suite 101/Auburn,WA 98001 �
Post Office Box 836/Auburn,WA 98071 CHECKED BY DATE
253-833-7776 Fax 253-939-2168
SCALE
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KCRTS Command
CREATE a new Time Series
CANCELLED
KCRTS Command
INFORMATION about this program
------------------------------
KCRTS Command
-------------
CREATE a new Time Series
------------------------
Production of Runoff Time Series
Project Location : Sea-Tac
Computing Series : Exg.tsf
Regional Scale Factor : 1.00 ,
Data Type : Reduced
Creating Hourly Time Series File
Loading Time Series File:C:\KC St�Ci•�?\�CC DATA\STTF50R. rn� .
Ti1Z Forest 0.58 acres
--------------
Total Area : 0.58 acres
Peak Discharge: 0.047 CFS at 9:00 on Jan 9 in Year
Ci �r T(. T._ . . .
Time Series Co=:
KCRTS Comm:.
CREATE a new Time Series
------------------------
Production of Runoff Time Series
Project Location : Sea-Tac
Computing Series : Dev.tsf
Regional Scale Factor : 1.00
Data Type : Reduced
Creating Hourly Time Series File
Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG60R.rnf .
Till Grass 0.05 acres
Loading Time Series File:C:\KC SWDM\KC DATA\STEI60R.rnf .
Impervious 0.53 acres
--------------
Total Area : 0.58 acres
Peak Discharge: 0.261 CFS at 6:00 on Jan 9 in Year 8
Storing Time Series File:Dev.tsf .
Time Series Computed
KCRTS Command
Enter the Analysis TOOLS Module
-------------------------------
Analysis Tools Command
----------------------
Flow Frequency Analysis
Time Series File:exg.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.036 2 2/09/O1 18:00 0.046 1 100.00 0.990
0.010 7 1/06/02 3:00 0.036 2 25.00 0.960
0.027 4 2/28/03 3:00 0 028 3 10.00 0 900 � �#�-
0.001 8 3/24/04 20:00 0.027 4 5.00 0.800
0.016 6 1/05/05 8:00 0.023 5 3.00 0.667
0.028 3 1/18/06 21:00 0.016 6 2.00 0.500 C�oAL _
0.023 5 11/24/06 4:00 0.010 ? 1.30 0.231 �
0.046 1 1/09/08 9:00 0.001 8 1.10 0.091
Computed Peaks 0.043 50.00 0.980
�
Flow Frequency Analysis
Time Series File:dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS} Period
0.133 7 2/09/Ol 2:00 0.261 1 100.00 0.990
0.116 8 1/05/02 16:00 0.194 2 25.00 0.960
0.161 3 12/08/02 18:00 0.161 3 10.00 0.900
0.133 6 8/26/04 2:00 0.158 4 5.00 0.800
0.158 4 10/28/04 16:00 0.142 5 3.00 0.667
0.142 5 1/18/06 16:00 0.133 6 2.00 0.50C
0.194 2 10/26/06 0:00 0.133 7 1.30 0.231
0.261 1 1/09/08 6:00 0.116 8 1.10 0.05�
Computed Peaks 0.239 50.00 0. 98�2
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i=L'�_._,.�.-.�.:?..'��:� �
1
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S7� L�
Volume/LF Total Volume
0 0 0.0
0.5 1.78 1198.1
1 3.93 2649.4
1.5 6.30 4252.5
2 8.80 5940.0
2.5 11.28 7610.6
2.95 13.425 9061.9
3 13.65 9213.8
3.30 14.975 10108.1
3.5 15.83 10685.3
4 17.60 11880.0
4.5 18.60 12553.0
Pond Report
Hydraflow Hydrographs by Intelisolve Friday,Aug 4 2�06,9:48 PM
Pond No. 8 - 60 in ADS Pipe
Pond Data
Pond storage is based on known values
Stage 1 Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuftj Totai storage(cuft)
0.00 O.UO 00 0 0
0.50 0.50 00 1,198 1,198
1.00 1.00 00 1,451 2,649
1.50 1.50 00 1,603 4,253
2.00 2.00 00 1,688 5,940
2.50 2.50 00 1,671 7,611
2.95 2_95 00 1,451 9,062
3.00 3.00 00 i 52 9,214
3.30 3.30 00 894 10,108
3.50 3.50 00 577 10,685
4.00 4.00 00 1,195 11,880
4.50 4.50 00 675 12,555
Culvert/Orifice Structures Weir Structures
IAl [B] [�l [�] [Al IB] I�l [�l
Rise(in) = 0.50 1_00 0.00 0.00 Crest Len(ft) = 3.14 0.00 0.00 0.00
Span(in) = 0.50 1.00 0.00 0.00 Crest EI.(ft) = 2_95 o.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert EI.(ft) = 0.00 2.20 0.00 0.00 Weir Type = Rect - - -
Length(R) = 0.00 0.00 0.00 0.00 Muitistage = No No No No
Slope t°/a) = 0.00 0.00 0.00 0.00
N-Value = .012 .012 .000 .000
Orif.Coeff. = 0.62 0.62 0.00 0.00
MultiStage = Na No No No Exfiltration= 0.000 in/hr(Wet area) Tailwater Elev.= 0.00 ft
Nae:CulverVO�outflows have been arelyzed inder inlet arr�outlet control. ',
Stage I Storage/Discharge Table �
Stage Storage Elevation Clv A Clv B Clv C Ctv D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cfs cfs cis cfs cfs cfs cfs cts cfs cfs '
0.00 0 0.00 0.00 0.00 - - 0.00 - - - - 0_00
0.50 1,198 0.50 0.00 O.QO - - 0.00 - - - - 0.00
1.00 2,649 1.00 0.01 0.00 - - �.00 - - - - 0.01
1.50 4,253 1.50 0.01 0.00 - - 0.00 - - - - 0.01
2.00 5,940 2.00 0_01 0.00 - - 0.00 - - - - 0.01
2.50 7,611 2.50 0.01 0.01 - - 0.00 - - - - 0.02
2.95 9,062 2.95 0.01 0.02 - - 0.00 - - - - 0.03
3.00 9,214 3.00 0.01 0.02 - - 0.12 - - - - 0.15
3.30 10,108 3.30 0.01 0.03 - - 2.17 - - - - 2.21
3.50 10,685 3.50 0.01 0.03 - - 4.26 - - - - 4.31
4.00 11,880 4.00 0.01 0.04 - - 11.25 - - - - 11.30
4.50 12,555 4.50 0.01 0.04 - - 20.18 - - - - 2023
One Outlet Reservoir Routing File
Stage Discharge Storage Perm-Area
(Ft) (CFS) (Cu-Ft) (Sq-Ft)
0.00 0.000 0. 0.
0.50 0.005 1198. 0.
1.00 0.007 2649. 0.
1.50 0.008 4253. 0.
2.00 0.010 5940. 0.
2.50 0.024 7611. 0.
2.95 0.034 9062. 0.
3.00 0.152 9214. 0.
3.30 2.205 10108. 0.
3.50 4.308 10685. 0.
4 .00 11.300 11880. 0.
4 .50 20.233 12555. 0.
0.00 Ft : Base Reservoir Elevation
0.0 M�nutes/I�c�: Average Ferm-Rate
Flow Frequency Analysis
Time Series File:tank.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- `-'^"`�
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS} (ft) Period
0.032 2 2/09/O1 20:00 0.155 3.00 1 100.00 0. 990
0.009 7 1/06/02 23:00 0.032 2.88 2 25.00 0.960
0.026 3 3/06/03 22:00 �026 2.61 3 10.00 0.900 Q.Q2$ C�S�
C.008 8 8/26/04 4:00 0.026 2.60 4 5.00 0.800
0.009 6 1/05/05 14:00 0.015 2.19 5 3.00 0.667
0.015 5 1/18/06 23:00 0.009 1.75 6 2.00 0.500 �.�� C'�F-�
0.026 4 11/24/06 7:00 0.009 1.65 7 1.30 0.231
0.155 1 1/09/08 10:00 0.008 1.40 8 1.10 0.091
Co��uted Peaks 0. 114 2. 98 5C.G0 0. 980
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Probability Exceedence
Duration Comparison Anaylsis
Base File: exg.tsf
New File: tank.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New $Change Probability Base New $Change
0.009 I 0.75E-02 0.11E-01 48.7 � 0.75E-02 0.009 0.009 5.1�'
0.012 I 0.52E-02 0.36E-02 -31.5 � 0.52E-02 0.012 0.010 -16.0
0.014 � 0.39E-02 0.23E-02 -40.8 � 0.39E-02 0.014 0.011 -21.9
0.017 I 0.28E-02 0.17E-02 -38.5 I 0.28E-02 0.017 0.013 -22.6
0.020 � 0.20E-02 0.13E-02 -36.1 ( 0.20E-02 0.020 0.015 -22.0
0.022 � 0.12E-02 0.99E-03 -15.3 I 0.12E-02 0.022 0.021 -7.3
0.025 I 0.68E-03 0.54E-03 -21.4 I 0.68E-03 0.025 0.024 -2.8
0.028 ( 0.34E-03 0.21E-03 -38.1 I 0.34E-03 0.028 0.026 -5.9
0.030 � 0.18E-03 0.11E-03 -36.4 I 0.18E-03 0.030 0.029 -5.0
0.033 � 0.15E-03 O.00E+00 -100.0 I 0.15E-03 0.033 0.030 -10.8
0.036 � 0.33E-04 O.00E+00 -100.0 I 0.33E-04 0.036 0.032 -10.3
Maximum positive excursion = 0.000 cfs ( 5.1$}
occurring at 0.009 cfs on the Base Data:exg.tsf
and at 0.009 cfs on the New Data:tank.tsf
Maximum negative excursion = 0.004 cfs (-23.7�j
occurring at 0.018 cfs on the Base Data:exg.tsf
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CONSULTING ENGINEERS/CNIL AND STRUCTURAL SHEET NO. � oF �
CALCULATED BY / '��/'Q DATE � ����
1519 West Vailey Highway North/Suite 101/Auburn,WA 98001 t
Post OffiCe BOX 836lAubufn,WA 98071 CHECKED BY DATE
253-833-7776 Fax 253-939-2168
SCALE
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LNd � ' � 1�° � fl���!�1�,° 9 �!�1 �o �oa XTZ' 7�LL{d �-�S
CONSULTI�INEERS/CNIL AND STRUCTURAL SHEET NO. I oF
CALCULATED BY r'1,�� DATE� ���
1519 West Valley Highway NorttUSuite 101/Aubum,WA 98001
Post Office Box 836/Aubum,WA 98071 CHECKED BY DA7E
253-833-7776 Fax 253-939-2168
SCALE
LT!4�L1'��.�Z��1
�0., �,��.-c C�S ��-Y�,REt�aS�'���M ��`T�t�1T1e�ti1,
�R:i� '�CA�.T i�1 �S � � '�7� ���Gc-S
� �
7,5 � ca�:z;�c�-�� I
o.coq -_!9 = �.� ��rzlcc1�s
7.s
.'. ? cA���: ��.c���,�n
,
C PGGCI:�.�,�_�
_ . y' BALLAST
. = � _ (SEE NOTE 8)
48"0 .:,.-.
�
.
"' A
:
1
INLET PIPE
(SEE NOTES 5 4 6)
8"/1 2'0 tiDPE OUTLET
�� � STUB(SEE NOTES 5 4 6)
MANHOLE STORMFILTER- PLAN VIEW 1
1
30"a FRAME
AND COVER(STC)
CONCRETE {SEE NOTE 4)
GRADE R1NG
STEP .
C�) "'�'
..
INLET PIPE � �." hDPE OUTLET
(SEE NOTFS 5�6) .` RISER N1ITF'
SCUM EAPrLE i
4'-6'MIN I
� (SEE NOTE 7)
STORMFII.TER CARTRICGE
(fYP){SEE NOTE 2)
BALIAST
(SEE N07E 8) _ �
� ... ' � '
HEIGtiT �i"s:'' -* a
:�.
�-+I �— WIDT11 . UNCERDRAIN SEE DETAIL 2/2
MANif-�JLD
MANHOLE ST4RMFILTER - SECTION VIEW A
1
iHE STORMWATPR MANAGEn/��1'
S[amfilter�
U.S.PATENT No.5,322.629,
No.5,707,527.No.6,027,639
40.6,649,048,No.5,624.576,
AND OTHER U.S.AND FORfIGN
�2006 CONTECH Stormwater Solutions ?ATENTS PENDInG
DRAWING
A���ITCALI� PRECAST 48" MANHOLE STORMFILTER
�i�i►�� i �:�:"i
STORMWATER PLAN AND SECTION VIEWS �
SOLUTtONSs STANDARD DETAIL
,�z
contechstormwater.com DATE:09I28�D5 SCALE:NONE FlLENAME:MHSF318PC-0iL DRAWN:MJW CHECKED:ARG
GENERAL NOTES
I)STORMFILTER BY CONTECH STORAAWATER SOLUTIONS; PORTIAND, OR(800) 545-4667;SCARBOROUGF!,ME(877)907-8676;
EIl'.RIOGE, MD(866}740-33 I S.
2)FILTER CARIRIDGE(S)TO BE SIPHON-ACTUATED AND SELF-CLEANING. STANDARD DPTAIL St10WS MAXIMUM NUMBER OF
CARTRIDGES. ACTUAL NUMBER RPQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TASLE BELOW.
3)PRECAST MANHOLE STRUCTURE T�BE CONSTRUCTED IN ACCORDANCE WITH ASTM C�78. DETAIL REFLECTS DESIGN INTENT
ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE Wil1 BE SHOWN ON PRODUCTION SHOP DRAWING.
4;STRUCTURE AND ACCESS COVERS TO MEET AAStiTO H-20 LOAD RATING.
5)STORMFILTER REQUIRFS 2.3 FEET OF DROP FROM INLET TO OUTLET. IF LE55 DROP IS AVAILABLE, CONTACT CONTECN
STORMWATER SOLUTIONS. MINI►viUM ANGLE BETWEEN INLEf AND OUTLEi IS 45°.
6) INLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIGED BY CONTRACTOR. PRECAST MANHOLE STORMFILTER EQUIPPED
WITFi A DUAL DIAMETER t1DPE OUTLET STUB AND SAND COLLAR. FIGFiT INCIi DIAMETER OUTLFT SECTION MAY BE SEPARATED
FROM OUTLET STUB AT MOLGED-IN CUT LINE TO ACCOMMODATE A !2 INCIi OUTLET PIPE. CONNECTION TO DOWNSTREAM
PIPING TO BE MADE USING A PLE)CIBLE COUPLING OR ECCENTRIC RECUCER,AS REQUiRPII. COUPLING BY FERNCO�R EC�UAL AND
PROVIDED BY CONTRACTOR.
7)PROVIDE MINIMUM CLEARANCE F�R MAINTENANCE ACCE55. IF A 511ALLOWER SYSTEM IS REQUIRED, CONTACT CONTECIi
STORMWATER SOLUTIONS FOR OI 11ER OPTIONS.
8)ANTI-FLOTATION BALIAST TO BE SPECIFIED B"ENGINEER AND PROVIDED BY CONTRACTOR, IF REQUIRED. BALLAST TO BE SEf
AROUND TF1E PERIMETER OF THE STRUCTURE.
9)ALL STORMFILTERS REQUIRP REGULAR MAlN?ENANCE. REFER TO OPER4TIOM AND MAINTENANCE GUIDELINES FOR MORE
• INFORMATION.
PRECAST MAN110LE
3Q"0 PRAME STORMFILTER DATA
;- 3� AND COVER(5-D) STRUCTURE ID X)0(
�:-'
WATER Ql,'ALITY FLOW RAT�(cfs) X.XX
•�R:: PEAK F'O\"✓eATE(<i c�s) X.XX
�2� :_�:.�•}; ; RETIiRN 'E�!OD Or PEAK FLOW( rs) �CX
_-.:•;��_ " #OF CARTRIDGES !�QUIRED XX
•. �` ,. .. ':•;F_� CP,RTRIDGE FLOW RATE(I 5 or 7.5 m} XX
' '��'���••s�•::. MEDIA 7YPE(CSF. PERLIT" ZPG) X)OQ(X
l'' ���� � R1M ELEVATION XX7C.XX'
'.,.,4 ; -:,.:.�if:
\.4� 'i' _✓
``.'.-•�-•a��=' � PIPE DATA: I.i. ORIENTATION P,.�ATERIAL DIAMETFR
INLE7 PIPE M I XXX.XX' XX� XXX XX°
INLET PIPE N2 XXX.XX' XX° XXX XX"
MANHOLE STORMFILTER -TOP VIEW 1 ouT�R srue �cx.�oc a° �ooc 8�i:z•
2 ECC�NTRtC REDUCER YESWO SIZE �
(5Y CONTRACTOI� XXX XX'x kX'
OUTLEf SAND COLLAR ANTI-FLOTATION BALl.AST WlDTti YIEIGFiT
RISER . I 2'0 OUTLEf STUB � ��
NOTES/SPECIAL REQUIREMENTS: PIPE ORIENTATION Kt�:
P: MOLDED-IN CUT LINE 9O, 'I
.' 8"0 Jt1TLET STUB �j�
I b0°—(—t—j—O° i
�/
I
270°
'I e OUTLET PIPE
� . - ' _ • (BY CON?RACTOi�
_ ` ' COUPLING
{B`.'CONTRACTOR}
(SEE NOTE 6?
BALLAST
GROUT (SEE NOTE 8)
(BY CONTRAGTOi� T''IE STOP.l�1WATER MANAGEMENT
StormFdter�
MANHOLE STORMFILTER - OUTLET DETAIL 2 U.S.PATENiNo.5.322.629.
No.5.707,527,No.6,027,639
2 No.6,649,04b,No.5,624,576.
AND 0T-1ER U.S.AND FORfIGN
�2006 CONTECH Stormwater Solutions �n�rrrs�Hoin�
DRAWING
A���ITCALJ� PRECAST 48" MANHOLE STORMFILTER
����v� � �'""' TOP AND SECTION VIEWS, NOTES AND DATA 2
STflRM1NATE SOLUTIONS.� STANDARD DETAIL �
CO�t2CFlStarrt�wetCf.COT DATE:09/16105 SCALE:NONE FILENAME:MHSF3-48P('.dTL DRAWPtMJVY CHECI�D:ARG
APPENDIX D
CONVEYANCE SYSTEM CALCULATIONS
Hydraflow Plan View
��Z' � �8� s �� ��
�� o�t ii p����
� utfall M�,�3 Outfali S
M��i
CL-��6
1
Outfali
Project File: Conveyance.25-year.stm No. Lines: 8 08-05-2006
Hydraflow Starm Sewers 2005
�torm Sewer Profile Proj. file: Conveyance.25-year.stm
�
�
Elev. (ft) � �
�
0 �
�
42.00 a + . u a
_ _.--- ta 1+20.00 - n:
-
Grn . EI. 29. 0 -- _ _ - --- --------- - — - ___. im Ei. 35.00
-- _ _ . __ _ --- ---- ---
inv. I. 29.50 In __ _. - _ _ --- _ _.._ _ . _ I v. EI. 30.10 ut
__.___
-----
39.00 --
- -
_ _ _ _. - _ _.— _
36.00
- - --- ___
__ ----- - --- ----
--- _ ---- -
33.00
_- __ - - __ ._- — — �� -------
_ __ ---
- _ _- - ----
_ 30.00 _� __� - � ° - - -
---__
27.00 _ _
0 10 20 30 40 50 60 70 80 90 100 110 120
Reach (ft)
Hydraflow Storm Sewers 2005
Storm Sewer Profile Proj. file: Conveyance.25-year.stm
�
Elev. (ft)=�i �
� ��
40. 0 -a + - -� a + -Ln:
� '--- - '---
_- ._ _ ___. _
Rim EI. 35.00 Rim EI. 36.50
---- _ __ _ --_ ---_ _ __ __
Inv. EI. 30.10 Out Inv. EI. 32.40 Out �
Inv. EI. 32.35 In — - - _ _ ___ — _ _ _ _ i
38. 0 --- -- -- - — �
-- ---- __--_ - - -- --._ --- -- - --- _----- - --- I
36. 0
34. 0 - - ---
----__ .___----_ --- - . ___ _
10.OLf-8"@ 0.50%
32. 0
30. 0 -
i
0 10 20
Reach (ft)
Hydraflow Storm Sewers 2005
Storm Sewer Profile Proj. file: Conveyance.25-year.stm
� �
Elev. (ft) � �
� �
49.00 � a + . � _ __ _ -_ ---- _---__ ___---- -----_ _ ta 1+10.00 - n:
___-- ---- - _ _ ___
Rim I. 36.50 __ _ -- _ --- --- . _ . _ __ ____ _ . im EI. 42.00
_. ---- - _
Inv. I. 32.40 ut __. _ _ _ -- - _ _ - ___ i v. EI. 33.00 ut ',
___ _ _ _ . ---
Inv. i. 32.40I . '
45.00 - --- _.
_ _-- ----- �
_ _ __ _---- ----- _ --- - ---- ----
41.00 _--- ---. --
_-- -- --_ _ _. ___ _..
_ __ J-_- _ - _ - --_
---- -- _ --- —---
_.--- -- - --- _ _ _
37.00 --
_
_---__ __ ---
33.00 . _ _ -o _
__ -- -_ _ ___ __ _ ---
29.00 -- _ ___ --- _ _
0 10 20 30 40 50 60 70 80 90 100 110
Reach (ft)
Hydraflow Storm Sewers 2005
Storm Sewer Profile Proj. file: Conveyance.25-year.stm
� �
Elev. (ft)� �
� �
51.00 ta . - a --- —_ __ _ _--- _ ---- ----- _ _ ta 0+98.00 - Ln;
_ __ _ _ _
- ----
Grnd. EI. 42.00 _ -_ _ . _ -- --- -- - --. _ im EI. 37.50
_ __. ---- - -- ---- _ ____
Inv. E{. 34.30 In ___ ____ _ _ _ _----- -- _ __ _ _ I v. EI. 34.80 u�
_ _.._ -- ___ __ _--- _ _
47.00 ----- --
-_ --- -- --
_ ___ _ ---_ _ ._._ _ _ __-- -_ __.
43.00 — -
---- -- ------ -- - - __ --- ---_ __ -- . _ _— ---.--- -_ - - -
i
.___._-.-_-... _.___.__"_ .-__-.__ . �.- .. . . .-.'____. ____'_ __..... -.._._""-...... .... ._.__'__ ____. .. _.__"__. .. . . ____..___
.___-___.. . ._'__.__ __.. .._____..-.. . .. . .
39.00 _ __ __ _._-------
_ -- ---
_ _ _ _
_ _ - - -
__ . ___ ___ _____
- - - _
_ ___
_ -- __ —.-�� _ _
_- - -----.__ -- -__
_ . _
__ -- -- _____ -----
_ _ _
35.00 __ ---__
---.
_ _ ___ ____ ____
31.00 _ - _ _-
0 10 20 30 40 50 60 70 80 90 100
Reach�ft)
Hydraflow Storm Sewers 2005
Storm Sewer Profile P�oj. file: Conveyance.25-year.stm
Elev. (ft)� � .f,�
�
T (� �
56.00 � � -
Sta 0+ (�l0£l�Ok - Ln: 5 - - _ - -----_ _._ _- — - St 1+10.00- Ln:
- -- - --
_ - -- --. __ _ - -
Gmd. IF#��. 41.60 -- --- - --- Ri E1. 46.50
Inv. EI. 31f��REBh 38 90 Out - -
` _ ---.
_._ ._ _ _ .--- _.__ n . I. 43.80 Out
_ -- --
Inv. EI. 38 90 In -- --- ___ ------
_ _
--._._ ._ _ ..
52.00 _ -- _ __.. I
---._ _
-- -- --_ --
48.00 -------- _--
_ --- ---- --- _
_ ---_ __ _ - - _—_ .
__ __ _._- -- --- --
- - - _ __.
44.00 __ _
_ _---_ _ —
-- __ --
_ _— _ _--- —_
__ _ _ _
__. _ 1 ___ _ __ _ _ --- _-- --
_--- e- ,
_ ____ _
40.00 -- _ _------ -----
10 OEf-=-B" - .-5 % - _ -- — -- -
__ __ . _ _ _ __ _.—_. __
_ . _ -- _ _. -- -
36.00 __ _ __ -___
0 10 20 30 40 50 60 70 80 90 100 110
Reach (ft)
Hydraflow Storm Sewers 2005
Storm Sewer Profile Proj. file: Conveyance.25-year.stm
Elev. (ft)� �l(� ��
� � �
59.00 Sta 0 00.00-Ou all S a 0+37.00 Ln: 7 __ __ S a 1+07.00- Ln: 8
---- - --- -
Grnd. I. 49.95 - R m EI. 50.7 ----- - --- -- R m EI. 49.25
Inv. EI 45.96 In In . EI. 46.1 Out --- - - - - in . EI. 46.50 Out
---
---_ _ -
In . EI. 46.1 In .
56.00 -
53.00
_. _ _ _ ---
50.00
� 47.00 -- -
„ u __ _ . 70.OLf 8"�a .Q,�Q°
37.OLf- _Q,
44.00 ---
0 10 20 30 40 50 60 70 80 90 100 110
Reach (ft)
Hydraflow Storm Sewers 2005
King County Rational Met�od Calcufation: 25-year Storm
EXlT 7 AUTO SALES: CB#2
Rational Runoff Coefficients:
Cl := 0.9 A1 := 0.137 acre
CZ:= 0.25 A2:= 0.00 acre
C3 := 0.15 A3 := 0.00 acre
C4:= 0.30 A4:= 0.00 acre
C __ C1•A1 + C2•A2 + C3•A3 + C4-A4 C -0.9
� AI + A2 + A3 + A4 c-
Area:
A:= A1 + A2 + A3 + A4 A=0.14 acre
Peak Rainfali Intensitv:
P25:= 3.40 in (taken from Figure 3.2.1.C, KCSWDM 1998)
a25:= 2.66 '
b25 := 0.6� I�
Time of Concentraticn: 'i
Ll : 643.5 L-, 0 L� -- i� �� = U (;-`g:i� ct �;�.. �
kRl := 20 k�2:= 20 k�3:= 20 kR4= 20 (from KCSWD: I
Table 3.2.1.C;
so 1 := 0.0197 ft so 2:= 0.01 fr so 3:= 0.01 ft so 4:= 0.01 ft (longitudinal sl;
ft ft ft ft
L1 L2 L3 L4
TI • 60• kR.l' So.l T2. 60'kR.2' So.2 T3 • 60'kR3� So3 T�• 60'kR.4' su .
T�:= if�Tl + T2 + T3 + T4<63,63,T1 +T2+ T3 + T4) T�=6.3 minutes
-b25
�25=- a25'Tc
1 in
125'- p25'�25�hr I25 -2.73 hr
Peak Flow Rate 3
ft
Q25=- Cc'I25'A Q25 - 0.34—
sec
CB#2.25-yr Rational Method 8/5/2006 2:02 PM
King County Rational Method Cafculation: 25-year Storm
EX/T 7 AUTO SALES: CB#3
Rational Runoff Coe�cients:
C1 := 0.9 A1 := 0.175 acre
CZ:= 0.25 A2:= 0.00 acre
C3 := 0.15 A3 : 0.00 acre
C4:= 030 A4:= 0.00 acre
C .— C1•A1 + C2•A2 + C3•A3 + C4•A4 C —0.9
� A1 + A2 + A3 + A4 c—
Area:
A:= A1 + A2 + A3 + A4 A=0.18acre
Peak Rainfall Intensitv:
PZ�:= 3.40 in (taken from Figure 3.2.1.C, KCSWDM 1998)
a25:= 2.66
b�s:= 0.65
Time of Concentration:
L1 := 234.6 LZ:= 0 L3 := 0 L4:= 0 (length of flow, in feet)
kRl := 20 kR2:= 20 kR3:= 20 k�4: 20 (from KCSWDM
Table 3.2.1.C)
ft ft ft ft
so � := 0.039— so 2:= 0.01— so 3:= 0.01— so 4:= 0.01— (longitudinal slope, fflft) 'I
ft ft ft ft ,
L� L2 L3 L4 I'
T := T� := T� := T. =
I 60 ' �'R.l' So.l 6�'kRj' so? ' 6�'kR.3� So.3 � 60•�R.�4' So.-�
T�_= if(T1 + T2 + T3 + T� <63,63,TI + T2 + T3 + T,�) T�= 0.3 minutes
—b��
'25 �— a25'Tc
1 in '
I2� �- P25''2��hr I25 =2J3�
Peak Flow Rate �3 !�
Q25�— Cc'I25'A Q25 -0.43 sec
, i
I�
CB�Ki.25-yr Rational Method ' 8/5/2006 2:04 PM I
�
_ �
King County Rational lVlethod Calcuta#ion: 25-year Storm
EX/T 7 AUTO SALES: CB#4
Rationai Runoff Coefficients:
Ct := 0.9 A1 := 0.070 acre
C2:= 0.25 A2:= 0.00 acre
C3 := 0.15 A3 := 0.00 acre
C4:= 0.30 A4:= 0.00 acre
C ._ C1•A1 + C2•A2 + C3•A3 + C4.A4 C —0.9
� AI + A2 + A3 + A4 c—
Area:
A:= A 1 + A2 + A3 + A4 A=0.07 acre
Peak Rainfall Intensitv:
P25:= 3.40 in (taken from Figure 3.2.1.C, KCSWDM 1998)
a25:= 2.66
b25:= 0.65
Time of Concentration:
L1 := 140.5 L2:= 0 L3 := 0 L4:= 0 (length of flow, in feet)
kRl := 20 k�2:= 20 kR3:= 20 kR4= 20 {from KCSWDM
Tabfe 3.2.1.C)
so 1 := 0.036 ft so 2:= 0.01 ft so�:= 0.01 ft so 4:= 0.01 ft (longitudinal slope, fflft)
ft ft ft ft i
L� L� L� L�
T1 . 60• kR.l' So.l r2. 60•kR.2• so.2 T3 • 60'kR.3' So3 T4• 60'kR.4' So.4 I
T�:= if�Tl + T2 + T3 + T4<6.3,63,T� + T2+ T3 + T4) T�=63 minutes
—b25 ;
�25 �— a25'Tc
j25 �— P25'�25', I25 =2.73 in
hr hr
Peak Flow Rate 3
ft
Q25 �— Cc'I25'A Q25 —0.�7 sec
CB#425-yr Rational Method 8/512006 2:05 PM
King County Rational Method Calculation: 25-year Storm
EXIT 7 AUTO SALFS: CB#5
Rational Runoff Coefficients:
C I := 0.9 Al := 0.005 acre
C2:= 0.25 A2:= 0.00 acre
C3 := 0.15 A3:= Q.00 acre
C4= 030 A4:= 0.00 acre
C _— Cl•Ai + C2•A2 + C3•A3 + C4•A4 C -0.9
� A1 + A2+ A3 + A4 c
Area:
A:= A1 + A2 + A3 +A4 A=0.01 acre
Peak Rainfall Intensitv:
P25:= 3.40 in (taken from Figure 3.2.1.C, KCSWDM 1998)
a25:= 2.66
b25:= 0.65
Time of Concentration:
L1 := 27 LZ= 0 L3 := 0 L4:= 0 (length of flow, in feet)
k�l := 20 kR2:= 20 kR3:= 20 kR4:= 20 (from KCSWDM
Table 3.2.1.C)
s := 0.033 ft s := 0.01 ft s := 0.01 ft s := 0.01 ft (longitudinal slope, ft/ft)
o.l ft o.2 ft o3 ft o.4 ft
L1 L� L3 L�
T := T := T-. := T :_
1 60' kR.l' So.l 2 6�'kR.2� So2 � 60•kR.3� So3 4 60•kR.4' So.4
T�:= if�Tl + TZ + T3 +T4 <63,63,T1 +T2+ T3 + T4) T�=63 minutes
—b25
'25 �— a25'Tc
I25 =— P25'�25'1 I25 -2.73 in
hr hr
Peak Flow Rate 3
ft
Q25=— Cc'I25'A Q25 -0.01 sec
CB#5.25-yr Rational Method 8/5(2006 2:06 PM
King County Rationai Method Calculation: 25-year Storm
EXIT 7 AUTO SALES: CB#6
Rational Runoff Coefficients:
C1 � 0.9 A1 := 0.031 acre -
C2:= 0.25 A2= 0.00 acre
C3 := 0.15 A3 := 0.00 acre
C4= 0.30 A4= O.Od acre
C .- C1•A1 + C2•A2 + C3•A3 + C4•A4 C =0.9
� AI + A2 + A3 + A4 c
Area:
A:= A1 + A2 + A3 + A4 A=0.03 acre
Peak Rainfall Intensity:
P25:= 3.40 in (taken from Figure 3.2.1.C, KCSV`JGM 1998)
a25:= 2.6fi
b25:= 0.�,,
Tim�
L1 := 513 . ` . . Y . _ , .
kR i = 20 kR2:= 20 kR3= 20 kR4:= 20 (from KCSV�.��"''
Table 3.2_1
so 1 := 0.046 ft so 2:= 0.01 ft so� := 0.01 ft so 4:= 0.01 ft (longitudinal _ _
ft ft R ft
L� L2 L3 L4
T1 . 6�• kR.l' So.l T2 • 60'kR.2' so 2 T3 60•kR.3' So.3 T4. 60'kR.4' So.4
T�:= if�T1 + T2+ T3 + T4 <63,6_3,Ti + T2 + T3 + T4� T� = 6.3 minutes
—b��
�25 =— a25'Tc
I in
I25�— P25��25�hr I25 -2.T hr
Peak Flow Rate 3
ft
Q25:= C�•I25•A Q�5 =0.08—
sec
CB#6.25-yr Rational Method 8/5/2006 2:09 PM
Storm Sewer Inventory Report Page ,
Line Alignment Flow Data Physical Data Line(D
No.
Dnstr L(ne Defl Junc Known Drng Runoff Inlet Invert Llne Invert Llne Line N J-loss Inlet/
Iine length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft)
1 End 120.0 -88.9 MH 0.00 0.00 0.00 0.0 29.50 0.50 30.10 8 Cir 0.012 0.15 35.00 MH#1 to Outfall
2 1 10.0 0.0 MH 0.00 0.00 0.00 0.0 32.35 0.50 32.40 8 Cir 0.012 1,00 36.50 CB#1 to MH#1
3 2 110.0 85.8 MH 0.03 0.00 0.00 0.0 32.40 0.55 33.00 8 Cir 0.012 1.00 42.00 MH#3 to CB#1
4 End 98.0 -175.0 MH 0.34 0.14 0.00 0.0 34.30 0.51 34.80 8 Cir 0.012 1.00 37.50 CB#2 to MH#3
5 End 10.0 -89.3 MH 0.43 0.18 0.00 0.0 38.85 0.50 38.90 8 Cir 0.012 1.00 41.60 CB#3 to MH#3
6 5 100.0 90.3 MH 0.17 0.07 0.00 0.0 38.90 4.90 43.80 8 Cir 0.012 1.00 46.50 CB#4 to CB#3
7 End 37.0 -15.2 MH 0.01 0.01 0.00 0.0 45.96 0.51 46.15 8 Cir 0.012 0.77 50.70 CB#5 to MH#4
8 7 70.0 46.5 MH 0.08 0.03 0.00 0.0 46.15 0.50 46.50 8 Cir 0.012 1.00 49.25 CB#6 to CB#5
Project File: Conveyance.25-year.stm Number of lines:S Date: 08-05-2006
Hydraflow Storm Sewers 2005
Storm Sewer Summary R�p�r� Page ,
Line Line ID Flow Line �ine lnvert Invert line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(��) (��) l�) (ft) (n1 (%) (�) (n) (ft) lft) No.
1 MH#1 to Outfai� 0.03 8 c 120.4 29.50 30.10 0.500 29.58 30.19 0.00 30.19 End
2 CB#1 to MH#1 0.03 8 c 10.0 32.35 32.40 0.500 32.43 32.49 0.02 32.51 1
3 MH#3 to CS#1 0.03 8 c 110.0 32.40 33.00 0.545 32.53 33.08 0.02 33.08 2
4 CB#2 t�MH#3 0.34 8 c 98.0 34.30 34.80 0.510 35.88' 35.95' O.Ot 35.96 End
5 CB#3 to MH#3 0.60 8 c 10.0 38.85 38.90 0.500 39.22 39.30 0.12 39.42 End
6 CB#4 to CB#3 0.17 8 c 100.0 38.90 43.80 4.900 39.53 43.99 n/a 43.99 j 5
7 CB#5 to MH#4 0.09 8 c 37.0 45.96 46.15 0.514 46.10 46.29 Na 46.33 j End
8 CB#6 to CB#5 0.08 8 c 70.0 46.15 46.50 0.500 46.37 46.63 n/a 46.63 j 7
Project File: Conveyance.25-year.stm Number of lines:8 Run Date:0&05-2006
NpTES: c=cir; e=ellip; b=box; Rehern period=25 Yrs. ;'Surcharged(HGL above crown). ;j-Line coniains hyd.jump.
Hy�'raflow Stortn Se-wers 2C05
�torm Sewer Tabulation F'age 1
Statlon Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Une ID
coeff (1) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (inlhr) (cis) (cfs) (ft/s) (In) (%) (ft) (ft) (ft) (ft) (it) (ft)
1 End 120.0 0.00 0.00 0.00 0.00 0.00 0.0 2.1 0.0 0.03 0.93 1.23 8 0.50 30.10 29.50 30.19 29.58 35.00 29.50 MH#1 to Outfall
2 1 10.0 0.00 0.00 0.00 0.00 0.00 0.0 1.9 0.0 0.03 0.93 1.23 8 0.50 32,40 32.35 32.49 32.43 36.50 35.00 CB#1 to MH#1
3 2 110.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.03 0.97 0.95 8 0.55 33.00 32.40 33.08 32.53 42.00 36.50 MH#3 to CB#1
4 End 98.0 0.14 0.14 0.00 0.00 0.00 O.Q 0.0 0.0 0.34 0.93 0.97 8 0.57 34.80 34.30 35.95 35.88 37.50 42.00 CB#2 to MH#3
5 End 10.0 0.18 0.25 0.00 0.00 0.00 O,0 1.3 0.0 0.60 0.93 2.92 8 0.50 38.90 38.85 39.30 39.22 41.60 42.00 CB#3 to MH#3
6 5 100.0 0.07 0.07 0.00 0.00 0.00 0.0 0.0 0.0 0.17 2.90 1.25 8 4.90 43.80 38.90 43.99 39.53 46.50 41.60 CB#4 to CB#3
7 End 37.0 0.01 0.04 0.00 0.00 0.00 0.0 1.0 0.0 0,09 0.94 1.65 8 0.51 46.15 45.96 46.29 46.10 50.70 49.95 CB#5 to MH#4
8 7 70.0 0.03 0.03 0.00 0.00 0.00 0.0 0.0 0.0 0.08 0.93 1.21 8 0.50 46.50 46.15 46.63 46.37 49.25 50.70 CB#6 to CB#5
ProJect File: Conveyance.25-year.stm Number of lines:8 Run Date: 08-OS-2006
NOTES: Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period= 25 Yrs.
HydraFlow Storm Sewers 2005
Storm Sewer Profile Proj. file: Conveyance.100-year.stm
Elev. (ft) ��
�
�
42.00 —- a + . u{a - -___ - ta 1+20.00 - n:
Grn I. EI. 29. 0 _-- ____ _ -- __ __ _ _ im EI. 35.00
__- -- - - ___
Inv. I. 29.50 In ___ __ _ I v. EI. 30.10 ut
___. _ .__
� 39.00 __ _ _
� -- -- ---___ _ _
-- _ —
- --- ,
- - _.._ _ - --- ._.
- -- _ __ -- --- _ __ _-- _ ___-- __ _
36.00 �
-_ _--__ - -------
-- --- -------
33.00 �"
___ --- --_--__ _.__ _ _ _ r-f" ___ _ --- _— ---
--- _—--
- -
_- ---
� 30.00 � ' °
_----. - -__
_ _ _
27.00 -- - ----- -- - --
0 10 20 30 40 50 60 70 80 90 10� 110 120
Reach (ft)
Hydraflow Storm Sewers 2�05
��orrn �ewer Profil� Proj. file: Conveyance.100-year.stm
� �u`.
Elev. (ft)� \�+
� �
40. 0 —�fa�+d�a-� a + .Q - n:
— — --
___ _ __ _ _ ___ __ ----__
Rim E1. 35.00 Rim EI. 36.50
_ - ---- __---__._ ---------- -
__
Inv. EI. 30.10 Out Inv. EI. 32.40 Out
--- _ ------
Inv. EI. 32.35 In
_ _ ----
38. 0 --- - --
36. 0
34. 0 -
_ __ _ _ . ___ _ __ __ ---___ _ -- _ _
___ _-- . _ _
___. __ _-- -- --------_--------
_ . _---
10.OLf- 'S' Ca�0,�4°l
32. 0
30. 0 --- -
0 10 2p
Reach (ft)
Hydraflow Storm Sewers 2005
-
�i�OCri'1 S@W@r PI"Ofl�e Proj. file: Conveyance.100-year.stm
� �
Elev. (ft)�} �:�
� �
�
49.00 a p- . - --___ __ _ ---- _ _ _-._._ _ -- - _ __ ta 1+10.00 - n:
_ _ __ ._ _ __ _
Rim I. 36.50 _ _ _ __.:__ : ____ _ __ im EI. 42.00
--- _- --- - ---- -- -
Inv. 1. 32.40 ut— .-- -_ --- _ _ _ ; - ---_ ( v. EI. 33.00 ut
_ _. ____ _ _..._--- __ .___ ___.__ __._ _
- Inv. I. 32.40I ---._._ _ _._.._ _ - ---- --__ _----_ _ _ _ _
45.00 ----
__-- _ --- ---- _ _---
_ - -- --- -- --- _
__ --_ ----- ---- - _ _-- --�-�
_ ._--
41.00 _ - -
_ __ _ ___ __ _ `
_ -- __- -___ __._ __
_ - - -- -- _---
_ __ _ _ _ __ - --
�-------- -__ _
_ _ _ _-
- _.__.
_.. ._----_ ___. . . ... .�-�� ..._ . ..
�_ _ ._____ . .._..__. .
..._.__-- -- . . . .
.__ __.__.. . _____._._- . _ .
37.00 ___ -f�
_ - _ __ __ _ _ _
33.00 - - '
_ _. _ _ _----
_ __ _ - -
29.00 - ----
0 10 20 30 40 50 60 70 80 90 100 110
Reach (ft)
Hydraflow Storm Sewers 2005
Storm Sewer Profile Proj. file: Conveyance.100-year.stm
Elev. (ft)� �
�
� �`�
51.00 a .6 - a - -- v ta 0+98.00 - Ln:
__ _ ---- _ _ _ . ._
- --
Grnd. EI. 42.00 _ : : ----._ _ ----- ; _: --- _ im EI. 37.50
-- - - ----- - - - - -
Inv. EI. 34.30 In _ _ _---- --- — -- _._. - - - - _ I v. EI. 34.80 ui
_ . . ---- -----
47.00 _ __ __ _ -------- ---- _
- -_- -- -- -___
___ _- - - -___ _ ----
43.0� -- -- --_ _ _.
--_ _ _
__ _ _ __
39.00 - _- -- -------
_ _ ----
- - _ ----_
35.00 ___ ___
o -
- _
31.00 _ _ _
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2005
Storm Sewer Profile Proj. file: Conveyance.100-year.stm
�-
Elev.(ft)� .� �
� � �
�
56.00 _Sta 0+ (�0£l�Ot -Ln: 5 ---- ---- -- _-_ _ ------ ------ - --- --- St 1+10.00-Ln;
- --- --
- - _ _- —-- _ --. --
Grnd. IF�3��. 41.60 - _ -- --_-- _ : --- __ ... - - ----- - -- - - Ri E1. 46.50
__ -inv. EI. 31���h 38 90 Out _ _ ----_ _ -_-- ------ -_ . _ In . EI. 43.80 Out
_ _ �__ _ _ _-- — --
fnv. EI. 38 90 In _ - ---- --- ---
_ __ _ _ __.
52.00 -- _ -- - - I
_ _ _ __ __-- _ _
48.00 _ _- ----_
_ ___. ___- --- .
_ — _ ---- --------
--_ _ _ -
44.00
_ -- __ __. _ _._.___ ---
__ __ . _
___ _ ___
---- ----- -�'-- _--
. _ _ - --_
40.00 _ - _ -__ _
10 Otf=8" .-5 %u _ - —_ — -----
_- _- -------
36.00 ---- -------
0 10 20 30 40 50 60 70 80 90 100 110
Reach (ft)
Hydraflow Storm Sewers 2005
Storm Sewer Profile Proj. file: Conveyance.100-year.stm
Elev. (ft)� � ��
� � �
59.00 Sta 0 00.00-Ou fall S a 0+37.00 Ln: 7 ___ ____ ____ ____. _ _ S a 1+07.00- Ln: 8
- -__- ---
- Grnd. I. 49.95 -- R m EI. 50.7 -- - -- - ---- -- R m EI. 49.25
Inv. EI 45.96 In -- -- - in . EI. 46.1 Out --� - --- -- In . EI. 46.50 Out
---
In . EI. 46.1 In
-_ _ _
56.00 --
_ _ _ - - _ __------ ----- _ - - ----- -_ - I
_ _ __-- __ _ -- - -----__ _ ------ -- __. i
53.00
------_ ___ l.-�- _- ----__. - -- ------- __ — ----
50.00
47.00
- 37ALi- " o ----_ ---------_ . 70.OLf "QQ.;�Q°l�
44.00 — - ---- ---
0 10 20 30 40 50 60 70 80 90 100 110
Reach (ft) I
Hydraflow Storm Sewers 2005
King County Rational IV�ethod Calculation: 100-year Storm
EXIT 7 AUTO SALES: CB#2
Rational Runoff CoefFcients:
C1 := 0.9 At := 0.137 acre
CZ= 0.25 A2:= 0.00 acre
C3 := 0.15 A3 := 0.00 acre
C4:= 0.30 A4:= 0.00 acre
C .— C�•A1 + C2•A2 + C3•A3 + C4•A4 C =0.9
� AI + AZ + A3 + A4 c
Area:
A:= AI + A2 + A3 + A4 A=0.14 acre
Peak Rainfall Intensitv:
P100�- 3.9 in (taken from Figure 32.1.D, KCSWDM 1998)
al�:= 2.61
b 100�= 0.63
Time of Concentration:
L1 := 643.5 L,2:= 0 L3 := 0 L4:= Q (length of flow, in feet)
kRl = 20 kR2:= 20 kR3:= 20 kR.4:= 20 (from KCSWDM
Table 3.2.1.C) ,
so 1 := OA197� so 2:= 0.01 ft so 3:= 0.01 ft so 4:= 0.01� (longitudinal slope, ft/ft) I
ft ft ft ft
L 1 L2 L3 T .- L4
T := T := T� :_
1 60' kR.l' So.l 2 60•kR.2' So.2 � 60�kR3' So.3 � 60•kR.4' So.4
T�:= if�T� + T2+ T3 + T4 <63,6.3,T1 + T2 + T3 + T4) T�=63 minutes
—b l00
�100'— a100'Tc
1 in
I100'— P 100'�100'�. I l00 - 3.19 hr
Peak Flow Rate
ft'
Q100 =- Cc'I100'A Q l 00-0.40—
sec
CS#2.100-yr Rational Method 8/5/2006 2:02 PM
King County Rational Method Calculation: 100-year Storm
EXlT 7 AUTO SALES: CB#3
Rational Runoff Coefficients:
C1 := 0.9 AI := 0.175 acre
C2:= 0.25 A2:= 0.00 acre
C3 := 0.15 A3 := 0.00 acre
C4:= 0.30 A4= 0.00 acre
C .- C1•At + C2•A2+ C3•A� + C4•Aq C =0.9
� A1 + A2 + A3 + A4 c
Area:
A:= A1 + A2 + A3 +A4 A=0.18 acre
Peak RainfaN Intensitv:
P100�- 3.9 in (taken from Figure 3.2.1.D, KCSWDM 1998)
a100:= 2.61
b 100�- 0.63
Time of Concentration:
L1 := 234.6 L2:= 0 L3 := 0 L4:= 0 (length of flow, in feet)
kR.l := 20 kR.2:= 20 kR.3:= 20 kR4= 20 (from KCSWDM
Table 3.2.1.C)
so 1 := 0.039 ft so 2:= 0.01 fr so 3:= 0.01 ft so 4:= 0.01 ft (longitudinal slope, ft/ft)
ft ft ft ft
T1 := L1 T2:= L2 T� := L3 T4:= L4
60•kR.l� So.l 6�•kR.2' So.2 6�'kR.3' So.3 60•�`R_4• so.4
T�:= if�Tl + T2 + T3 + T4 <63,6.3,T1 + T2 + T3 + T4� T�=63 minutes
-b��
1100 �- a100'Tc
1 in
I 100=- P 100'�I 00'� j 100 -3'�9 hr
Peak Flow Rate 3
ft
Q100= Cc'i100'`� Q100-0.51 sec
CB#3.100-yr Rational Method ' 8/5/2006 2:04 PM
King County Rational Me�hod Caiculatian: 900-year Storm
EXIT 7 AUTO SALES: C8#4
Rational Runoff Coefficients: j
C j := 0.9 A1 := 0.07 acre �
C2:= 0.25 AZ:= 0.00 acre
C3 := 0.15 A3 := 0.00 acre ,
C4:= 0.30 A4= 0.00 acre
C _— C1•A1 + C2•A2 + C3•A3 + C4.A� C _0 9
° A� + A2 + A3 + A4 c
Area:
A:= A1 + A2 + A3 + A4 A=0.07 acre
Peak Rainfall Intsnsity:
PI00=— 3.9 in (taken from Figure 32.1.D, KCSUt1DM 1998)
a100�= 2.61
b 100:= 0.63
Time of Concentration:
L1 := 140.5 L2:= 0 L3 := 0 L4:= 0 (length of flow, in feet)
kR.l := 20 kR.2= 20 kR.3= 20 kR.4:= 20 (from KCSWDM
Tabfe 3.2.1.C)
so 1 := 0.036 ft so 2:= 0.01 ft so 3:= 0.01 ft so 4:= 0.01 ft {longitudinal slope, ffIft)
ft ft ft ft
L t L2 1-3 L4
T := T := T� := T :_
i 60' kR.l' So.l 2 60•kR.2' So.2 � 60•kR3' So3 4 60•kR.4' So.4
T�:= if�Tl + T2+ T3 + T4<63,63,T1 + T2 + T3 + T4) T�=6.3 minutes
� —b 100
�100�— a 100'Tc
1 in
I100�- P 100''I 00'�. I�aQ =3.19�
Peak Flow Rate
ft'
QI00=— Cc'i100�A Q100 -0.20 sec
CB#4.100-yr Rational Method 815/2006 2:05 PM
King County Rational Me#hod Calculation: 100-year Storm
EXIT 7 AUTO SALES: CB#5
Rational Runoff Coefficients:
CI := 0.9 A1 := 0.005 acre
C2:= 0.25 A2:= 0.00 acre
C3 := 0.15 A3 := 0.00 acre
C4= 030 A4= 0.00 acre
C __ C1•A1 + C2•A2 + C3•A3 + C4•A4 C —�9
° .A� + A2 + A3 + A,� c
Area:
A:= A1 + A2 + A3 + A4 A=O.Olacre
Peak Rainfall Intensity:
P100�- 3.9 in (taken frcm Figure 3.2.1.D, KCSWDl�1 1998}
a100== 2.61
b 100== 0.63
Time of Co:�e?n:��±;cn:
L1 = 27 t., :- 1� 1.� :- �,� i.� := u , �
` �J. � .ir .:V��...
k�l := 20 k�:= 20 kR3:= 20 k�4:= 20 (from KCSWG;
Table 3.2.1.C�
so 1 := 0.033�ft so 2:= 0.01 ft so 3:= 0.01 ft so 4:= OA l fr (longitudinal sl�
ft ft ft ft
L� L2 L� L�
TI . 60• kR.l' So.l T2. 60•kR.2' So.2 T3 • 60-kR.3' So3 T4. 60'kR.4' So.4
T�= if�Tl + T2+ T3 + T4 <63,63,T1 + T2 + T3 + T4) T� =6.3 minutes
—b l00
�100�— a100'Tc
1 in
I100'— P100'�100'hr I100 -319 hr
Peak Flow Rate
ft'
Q100=— Cc'i100�p' QI00 -0.01 sec
Co#5.100-yr Rational Nlethod 8/5/2006 2:07 PM
King County Rationa! Method Calculation: 100-year S�orm
EXIT 7 AUTO SALES: CB#6
Rational Runoff Coefficients:
C1 := 0.9 At := 0.03I acre
CZ:= 0.25 A2:= 0.00 acre
C3 := 0.15 A3 := 0.00 acre
C4= 030 A4:= 0.00 acre
C := C1A1 + C2A2 + C� A3 + C4A� C =0.9
� .4� + A� + A� + A� °
Area:
A:= Al + A2 + A3 + A4 A=0.03 acre
Peak Rainfall Intensitv:
P10o=- 3.9 in (ta!<en from rigur� 3.2.1.D. KCS'rV��a1 �998j
a 100== 2.61
6100�= 0.6�
Time ot ,�c.:r������,_�.;r:;
LI = 513 � , . _ �.� .- �„ :_� . ., , - � � � __ .
kRl = 2p kR2:= 2p kR3.- 2p kR 4._ 2p {from KCSWC.
Table 3.2.1.C;
ft ft ft ft
so 1 := 0.046— so 2:= 0.01— so 3:= 0.01— so 4:= 0.01— (longitudinal slc
ft ft ft ft
L1 L2 L3 L�
TI • 60• kR.l' So.l T2 . 60'kR.2' So.2 T3 . 60•kR3' so3 T4 60�kR.4' So.4
T�:= if�Tt + T2+ T3 + T4 <63,63,Ti + T2+ T3 + T4) T�=6.3 minutes
-b 100
�100=- a100'Tc
1 in
I100'– P I 00'�l 00'�. I100 -3.19 hr
Peak Flow Rate
ft'
Q100=– Cc'i100�A QI00 –0.09—
sec
CB#6.10G-yr Rational Method 8/5/2006 2:08 PILt
�torrn �ewer Inventory Report Pa9� �
�----
Line Alignment Flow Data Physlcal Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/
Nne length angle type Q area coeff time EI Dn slope EI Up size type value coeff Rim EI
No. (ft) (deg) (cfs} (ac) (C) (min) (ft) (%) (ft) (In) (n) (K) (ft)
1 End 120.0 -88.9 MH 0.00 0.00 0.00 0.0 29.50 0.50 30.10 8 Cir 0.012 0.15 35.00 MH#1 to Outfall
2 1 10.0 0.0 MH 0.00 0.00 0.00 0.0 32.35 0.50 32.40 8 Cir 0.012 1.00 36.50 CB#1 to MH#1
3 2 110.0 85.8 MH 0.16 0.00 U.00 0.0 32.40 0.55 33.00 8 Cir 0.012 1.00 42.00 MH#3 to CB#1
4 End 98.0 -175.0 MH 0.40 0.14 0.00 0.0 34.30 0.51 34.80 8 Cir 0.012 1.00 37.50 CB#2 to MH#3
5 End 10.0 -89.3 MH 0.51 0.18 0.00 0.0 38.85 0.50 38.90 8 Cir 0.012 1.00 41.60 CB#3 to MH#3
6 5 100.0 90.3 MH 0.20 0.07 0.00 0.0 38.90 4.90 43.80 8 Cir 0.012 1.00 46.50 CB#4 to CB#3
i 7 End 37.0 -15.2 MH 0.01 0.01 0.00 0.0 45.96 0.51 46.15 8 Cir 0.012 0.77 50.70 CB#5 to MH#4
I 8 7 70.0 46.5 MH 0.09 0.03 0.00 0.0 46.15 0.50 46.50 8 Cir 0.012 1.00 49.25 CB#6 to CB#5 i
�
I
Project File: Conveyance.100-year.stm Number of lines:8 Date: 08-05-2006
Hydraflow Storm Sewers 2005
__
Storm Sewer Su�nmary Report Page 1
Line Line ID Flow Line Line Invert tnvert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up lass Junct line
(�1 (��) (�) (ft} (ft) (%? (ft) (ft? (ft} (ft) No.
1 MH#1 to Outfall 0.16 8 c 120.0 29.50 36.10 Q.500 29.68 30.29 Q.01 30.30 End
2 CB#1 to MH#1 0.16 8 c 10.0 32.35 32.40 0.500 32.54 32.59 0.06 32.65 1
3 MH#3 to CB#1 Q.16 8 c 110.0 32.40 33.00 0.545 32.70 33.19 0.06 33.19 2
4 CB�#2 to MH#3 0.40 8 c 98.0 34.30 34.8d 0.510 36.00` 36.09"' 0.02 36.11 End
5 CB#3 to MH#3 0.71 8 c 10.0 38.85 38.90 k 0.540 39.25 39.34 0.13 39.47 End
6 CB#4 to CB#3 0.20 8 c 10o.Q 38.90 43.80 4.900 39.60 44.01 n/a 44.01 j 5
7 CB#5 to MH#4 0.10 8 c 37.0 45.96 46.15 0.514 46.11 46.30 0.03 46.33 End
8 CB#S to CB#5 0.09 8 c 70.0 46.15 46.50 a.500 46.38 46.64 Na 46.64 j 7
,
Projeci Fiie: Conveyance.100-year.stm Number of lines:8 Run Date:08-05-2006
NOTES: c=cir; e=ellip; b=box; Return period=100 Yrs. ;`Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Hyararbw swrm sewers 2oos
Storm Sewer Tabulation Page ,
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
--- coeff (1) flow fuli
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Llne
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (R) (ft) (it) (ft) (ft) (ft)
1 End 120.0 0.00 0.00 0.00 0.00 0.00 0.0 1.3 0.0 0.16 0.93 1,96 8 0.50 30.10 29.50 30.29 29.68 35.00 29.50 MH#1 to�utfall
2 1 10.0 0.00 0,00 0.00 0.00 0.00 0.0 1.2 0.0 0.16 0.93 1.95 8 0.50 32.40 32.35 32.59 32.54 36.50 35.00 CB#1 to MH#1
3 2 110.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.16 0.97 1.49 8 0.55 33.00 32.40 33.19 32.70 42.00 36.50 MH#3 to CB#1
4 End 98.0 0.14 0.14 0.00 0.00 0.00 0.0 0.0 0.0 0.40 0.93 1.15 8 0.51 34.80 34.30 36.09 36.00 37.50 42.00 CB#2 to MH#3
5 End 10.0 0.18 0.25 0.00 0.00 0,00 0.0 1.2 0.0 0.71 0.93 3.08 8 0.50 38.90 38.85 39.34 39.25 41.60 42.00 CB#3 to MH#3
6 5 100.0 0.07 �.07 0.00 0.00 0.00 0.0 0.0 0.0 0.20 2.90 1.34 8 4.90 43.80 38.90 44.01 39.60 46.50 41.60 C6#4 to CB#3
7 End 37.0 0.01 0.04 0.00 0.00 0.00 0.0 0.9 0.0 0.10 0.94 1.71 8 0.51 46.15 45.96 46.30 46.71 50.70 49.95 CB#5 to MH#4
8 7 70.0 0.03 0.03 0.00 0.00 0.00 0.0 0.0 0.0 0.09 0.93 1.26 8 0.50 46.50 46.15 46.84 46.38 49.25 50.70 CB#6 to CB#5
I
Project File: Conveyance.100-year.stm Number of lines:8 Run Date: 08-05-2006
NOTES: Intensity=127.16/(Inlet time+17.80)^0.82; Return period= 100 Yrs.
Hydraflow Storm Sewers 2005
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a �
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i
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4
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N0. STA. OFFSET CORNER ,
1 L 460+91(90.3'RT) SW
p L 461+35.5(203.8'RT) SE
EOUATION o 50 �oo
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` FOR AS C0�lSTRUCTED
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PROGRAM DEYELOPMENT � SR 405
�ESICNE� BT M..t. OUINTEiRO Mashington $tpf@ �1
ENTEREO BY M.J. NT R _ 10 kASH DIVISION � pprtotio� Tt7KWILA TO FACTORIA
� Deportment of Tra�s SC&01- STAGE I �t,
CHECKED BY p � R H �N01g"
9awo97 zs3
PROJ. ENGR. �, �OHN N QVER�LOW DRAINAGE POND 985
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st revenues or lost profits resulting frnm the use or misuse of the informaticn contained on this map.Any sale of tfiis map or infortnation on
is map is prohibited except by written permission of King County.
Kir,g CCLi�P��GIS Cenier�Ne!�is�SerJic2s�Comments�Search
By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details,
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL� CORE REQUIREMENT#2
Basin: � �� Subbasin Name: Subbasin Number:
Symbol Drainage Drainage Slope Uistance Existing Potential Observatfons of fietd
Component Type, Component from site Probtems Problems inspector, resource
Name and Size Descri tion dischar e reviewer or resident
see map Type:sheet flow,swale, drainaga basln,vegetation, °/a Ya ml=1,320(t. constrictlons,under capaclty,ponding, trlbutary area,likelihood of problem,
stream,channel,pipe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overflow pathways,potentlal impacts
pond;Size:dlameter, area,volume destructlon,scouring,bank sloughing,
surface area sedimentat�on Incislon other eroslon
A 6�'' �►� �' No�� nd�o�� �
8 rin�,�1 ��'' �► z35' ntoN�. r.�r�
C �8" `F►P�. -42s' r�oN� n�oN�
Ex �i�z�-1 ►�o�� nc��
1/1/OS
OFF-SITE ANALY5IS DRAINAGE SYSTEM TABLE
SURFACE WATER DESIGN MANUAL� CORE REQUIREMENT#2
r�
Basin:� �112�AM �`� �� 5ubbasin Name: Subbasin Number:
Symbol Drainage Drainage Slope Distance Existing Potential Observations of field
Component Type, Component from site Problems Problems inspector, resource
Name and Size Descri tion dischar e revfewer or resident
see map Type:sheet flow,swale, drainage basin,vegetation, % �/+ml=1,320 ft. constrictlona,under capacity,ponding, tributary area,likellhood of problem,
stream,channel,pipe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overflow pathways,potential impacts
pond;Size:diameter, area,volume destrucllon,scouring,bank sloughing,
surface area sedlmentatlon Inclslon other eroslon
`� 2��" `�i r� 150� O��arpPF� �.o�s T�p�N Not�ro 8'i G.�t
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APPENDIX F
OPERATION AND MAINTENANCE MANUAL
MAINTENANCE � OPERATtON MANUAL
for
EXiT 7 AUTO SALES
Site Address:
The project is located in the SE'/.-Township 29—Range 5 East, W.M., 1700
NE 44�' Street, Renton, WA. The tax parcel number is 3343301150.
introduction:
This storm drainage maintenance and operation manual has been prepared to
address the City of Renton's site development and storm drainage
requirements for the proposed Exit 7 Autv Sa(es project. The site has an area
of approximately 1.87 acres and is currently undeveloped. The subject site
will be developed as an auto sales lot.
When developed, the subject site will be covered with 0.58 acres of asphalt
paved sales area and a 400 SF sales traiter. The rest of the site wiil be
covered with a wetland, stream and a sensitive areas buffer.
According to the City of Renton's Standards for stormwater management,the
city requires stormwater quantity and quality control to aN qualifying proposed
developments. We have proposed to co(lect all of the stormwater runoff from
the building and pavement areas in a series of catch basins. This water will be
conveyed by storm drainage pipe to a 60-inch underground stormwater
detention tank located near the north end o�the auto sales area. From there
the stormwater will flow through a wet biofiltration swate, a manhole
StormFilter,and into the euisting on-site wetland at the northwest comer ofi the
site. The wetland releases runoff directly into the public system tocated in
Lake Washington Boulevard.
Plan Goal
The specifc purpose for the stormwater facility is to minimize poflution that is
typically associated with modern development. In general, pollution from
motoc vehicles and pollution generated from erosion. Attached to this
narrative is a maintenance manual, which offers guidelines to the owner for
stormwater facility maintenance.
Prevention BMP'S
The catch basins shall have stenciled on them"DUMP NO WASTE—DRAINS
TO STREAM.� The owner shalt be responsible for sweeping the lot, ins#alling
storm drainage stenciling and provide spill control procedures. In case of spill
; call DOE at 1-425-649-7000. The catch basins, detention tank, and control
structures wi((be visually inspected for accumulation of debris and si(t and wiil
be maintained as required by this pollution prevention plan and attachments.
• Maintenance Standards for Drainage Facilities
No. 3 —Closed Detention Systems
No. 4 —Control Structu�e/Flow Restrictor
No. 5—Catch Basins
No. 7— Energy Dissipaters
No. 9—Wet Biofiltration Swale
No. 15 - StormFifterT"" (leaf compost fiiter)
(Department of Ecology Stormwater Manual, August 2001).
Treatment BMP'S
A bioinfiltration s�Nale will be installed to treat runoff for convertionai
pollutants. The bioswale was designed#o treat the restricted peak runoff rate
from the developed 2-year storm event(water quality storm) for water quality
treatment. In addition,the detention pond was designed to detain the volume
created from releasing the existing 2-year and 10-year storm events, while
holding the developed Z-year and 10-year storm volumes and restricting flow
durations to less than or equal to the existing flow durations over the range of .
flow rates between 50% of the 2-year existing peak flow rate and the 50-year '
existing peak flow rate.
The Cifi� of Renton Utilities Section is to review and approve any changes to
this Maintenance&Operations Manual priorto changes in its implementation.
Additionally, any changes in ownership or person of responsibiGty are to be '
reported to the City Utiiities Sections.
Ins�ection ! Maintenance:
Regular inspections of the drainage facilities shou(d be carried out twice per
year, in the spring and fall. The responsible party should keep records of
these inspections avaiiable for review by#he City. Additional inspections may I
be required after severe seasonal storms.
Routir�e maintenance of the site will include mowing, care of landscaping and
the removal of trash and debris from the drainage system. The parking lots
and driveways should be kept clean and in repair. Events such as major
stocros or heavy winds will require immediate inspections for damages.
To ensure proper water quality and treatment, the biofiltration swale must be
, I
property maintained. Be careful to avoid introducing landscape fertilizer to
receiving waters or groundwater. If biofiltration swale side slopes become
eroded over 2"deep, stabilize by using appropriate erosion control measures
(e.g., rock reinforcement, planting of grass, compaction).
Catch basins shall be cleaned when sump is 1/3' full of sediment or debris.
Person of Responsibility:
Tom Easley
7495 159th Place NE
Redmond, WA 98052
{425) 885-5752
Design Engineer: 'I
Rupert Engineering, Inc.
Dave Dormier, PE
1519 West Valley High�ria�f Narth
Auburn, WA 98���'
(253) 833-7776
Plan and ! or Inform��,U;, ;;�,���<:�..
The City of Renton Utilities Se�,�...:: ,, .., ���,�., .�.,.. ;;....,.. �..; �..�.,��� ��.
this Maintenance and Operation Manual prior to changes in its
implementation. Additionally, any changes in ownership or person of
responsibility are to be reported to the City Utilities Sections.
il
� INSPECTIONIMAlNTENANCE CHECKLIST
STRUCTURE DATE OF INSPECTIONIMAINTENANCE
Results/
Maintenance Date
Inspection
CB#1 Results
Maintenance
Done
Inspection
CB#2 Results
Maintenance
Done
Inspection "
CB#3 Results
Maintenance
Done
Inspection
CB#4 Results
Maintenance
Done
Inspection
CB#5 Results ,
Maintenance I
Done
' tnspection
CB#6 Results
Maintenance
Done
Inspection ,
MH#1 Results I
Maintenance '
Done �
Inspection
' MH#2 Results
Maintenance I,
Done �
Inspection '�
MH#3 Results
Maintenance
Done I,
I
lnspection
MH#4 Results
Maintenance
Done
Wet Inspection
Biofiltration Swale Results
Maintenance
Done
StormFilter Inspection
Manhole Results
Maintenance
Done
60-inch Inspection
Detention Tank Results
Maintenance
Done
Inspection
Conve ance Pi es Results
Maintenance
Done
I
I
I
i
Maintenance Standards for Drainage Facilities
The facility-specific maintenance standards contained in this section are intended to
be conditions for determining if maintenance actions are required as identified
through inspection. They are not intended to be measures of the facility's required
condition at all times between inspeEtions. In other words, exceeding these
conditions at any time between inspections andlor maintenance does not
automatically constitute a violation of these standards. However, based upon '
inspection observations, the inspection and maintenance schedules shall be �,
adjusted to minimize the length of time that a facitity is in a condition that requires a I
maintenance action. '
No.3—Clased Deter�tion Systems(Tar��CsNauits)
Maintenance Defect Conditions When Maintenance is Needed Results Expected
Component When Maintenance is
Performed
Storage Area Plugged Air Vents One-half of the cross section of a vent is Vents open and
blacked at any Qoint or the ver�t is damaged. fu�ctioning.
Debris and Sediment Accumulated sediment depth exceeds 10% All sediment and
of the diameter of the storage area for 1/2 debris removed from
length of storage vault or any point depth storage area.
exceeds 15%of diameter.
(Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2 length of
tank.)
Joints Between Any openings or voids allowing material to All joint between
Tank/Pipe Section be transported into facility. tank/pipe sections
are sealed.
(Wili require engineering analysis to
determine structural stability}.
Tank Pipe Bent Out Any part of tank/pipe is bent out of shape Tanklpipe repaired or
of Shape more than 10%of ifs design shape. (Review replaced to design.
required by engineer to determine structural
stability).
Vault Strucfure Cracks wider than 1/2-inch and any Vault replaced or
Includes Cracks in evidence of soil particles entering the repaired to design
Wall, Bottom, structure through the cracks, or specifications and is
Damage to Frame maintenance�nspection personnel structurally sound.
and/or Top Slab determines that the�ault is not structurally
sound.
Cracks wider than 1/2-inch at the joint of No cracks more than
any inlet/outlet pipe or any evidence of soil 1/4-inch wide at the
partiGes entering the vault through the joint of the inlet/outlet
walls. pipe.
No.3—Closed Detention Systems(Tanks/Vauits)
Maintenance Defect Conditions When Maintenance is Needed Resuits Expected
Component When Maintenance is
Performed
Manhole Cover Not in Place Cover is missing or on(y partially in place. Manhole is Gosed.
Any open manhole requires maintenance.
Locking Mechanism Mechanism cannot be opened by one Mechanism opens
Not Working maintenance person with proper tools. with proper tools.
Bolts into frame have less than 1/2 inch of
thread(may not apply to self-locking lids).
Cover Difficuft to One maintenance person cannot remove lid Cover can be
Remove after applying nortnaf liffing pressure. Intent removed anc!
is fo keep cover from sealing off access to reinstalled by one
maintenance. maintenance person.
Ladder Rungs Unsafe Ladder is unsafe due ta missing rungs, Ladder meets design
misalignment, not securely attached to standards.Allows
stnicture wall, rust,or cracks. maintenance person
safe access. -
Catch Basins See"Catch Basins' See'Catch Basins'(No.5). See"Catch Basins'
(No_5) (No.5)_
No.4—Cor�troi Structure/Flow Restrictor
Maintenance Defect Condition YVfien Maintenance is Needed Results Expected
Component When Maintenance
is Performed
General Trash and Debris Material exceeds 25%of sump depth or 1 Control structure
(Includes Sediment) foot below orifice plate. orifice is not blocked.
All trash and debris
removed.
Structural Damage Structure is not securely attached to Structure securely
manhole wall. attached to wall and
outlet pipe.
Structure is not in upright position(allow up Structure in coRect
to 10%from plumb). position_
Connedions to outlet pipe are not watertight Connections to ouUet
and show signs of rust. pipe are water tight;
stn�dure repaired or
replaced and worics
as designed.
Any holes—ather than designed holes—in Structure has no
the structure. holes other than
designed holes.
No.4—Control StructurelFlow Restrictor
Maintenance Defect Condition When Maintenance is Needed Results Expected
Component When Maintenance
is Performed
Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight
and works as
designed.
Gate cannot be moved up and down by one Gate moves up and
maintenance person. down easily and is
watertight.
Chain/rod leading to gate is missing or Chain is in place and
damaged. works as designed.
Gate is rusted over 50%of its surface area. Gate is repaired or
replaced to meet
design standards.
Orifice Plate Damaged or Missing Control device is not working properly due Plate is in place and
to missing,out of place,or bent orifice plate. works as designed.
Obstructions Any trash,debris, sediment,or vegetation Plate is free of alf
blocking the plate. obstructions and
works as designed.
Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all
potential of blocking)the overflow pipe. obstructions and
works as designed.
Manhole See`Closed See`Closed Detention Systems"(No.3). See"Closed
Detention Systems" Detention Systems" I
(No.3). (No.3).
Catch Basin See"Catch Basins" See"Catch Basins"(No. 5). See"Catch Basins"
(No.5). (No.5}.
No.5-Ca#ch Basins
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is
performed
General Trash& Trash or debris which is located immediately No Trash or debris
Debris in front of the catch basin opening or is located immediateiy in
blacking iNetting capacity of the basin by f�onf of catch basin or on
more than 1Q%. grate opening.
Trash or debris(in the basin)that exceeds 60 No trash or debris in the
percent of the sump depth as measured from catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin,but in no case
less than a minimum of six inches clearance
from the debris surFace to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free
blocking more than 1/3 of its height. of trash or debris.
Dead animals or vegetation that coutd No dead animafs or
generate odors that could cause complaints vegeta6on present within
or dangerous gases(e.g., methane}. the catch basin.
Sediment Sediment(in the basin)that exceeds 60 No sedimertt in the catch
percent of fhe sump depth as measured from basin
the bottom of basin to invert of the fowest
pipe into or out of the basin, but in no case
tess than a minimum of 6 inches clearance
from fhe sediment surface to the invert of the
lowest pipe.
SVucture Top sfab has holes larger than 2 square Top sfab is free of holes
Damage to inches or cracks wider than 1/4 inch and cracks. ,
Frame andlor '
Top Slab (Intent is to make sure no maferial is cunning
into basin).
Frame not sitting flush on top slab,i.e., Frame is sifting flush on
separation of more than 3/4 mch of the frame the riser rings or top slab !
from the top slab. Frame nof securely and firmly attached. 'I
attached
Fractures or Maintenance person judges that structure is Basin replaced or ,
Cracks in unsound. repaired to design II
Basin Walfsl standards. i
Bottom �
Grout fillet has separated or cracked wider Pipe is regrouted and ��,
than 1/2 inch and longer than 1 ioot at the secure at basin wall. I
joinf of any inleUoutlet pipe or any e�idence i
of soil pa�tides enfering cafch basin through ;
cracfcs.
Settlementl If failure of basin has created a safety, Basin replaced or ,
Misaiignment function,or design problem_ repaired to design
standards.
Vegetation Vegetation growing across and blocking No vegetation blocking
more than 10%of the basin opening. opening to basin.
Vegetation growing in inleUautlet pipe joints No vegetation or root
that is more thart six inches tall and less than growth present.
six inches apa�t.
No.5—Catch Basins
Maintenance Defect Conditions When Maintenance is Needed Results Expected When
Component Maintenance is
performed
Contamination See"Detention Ponds"(No. 1). No poilution present.
and Pollution
Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is
Cover Place Any open catch basin requires maintenance. closed
Locking Mechanism cannot be opened by one MecEianism opens with
Mechanism maintenance person with proper tools. Bolts proper tools.
Not Working into frame have less than 1/2 inch of thread.
Cover Difficuft One maintenance person cannot remove lid Cover can be removed by
to Remove after applying normal lifting pressure. one maintenar►ce person.
{Intent is keep cover from sealing off access
to maintenance.)
Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design
Unsafe securely attached to basin wall, standards and allows
misalignment, rust,cracks,or sharp edges. maintenance person safe
access.
Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grafe opening meets
(If App6cable) Unsafe design standards.
Trash and Trash and debris that is blocking more than Grate free of Vash and
Debris 20%of grate surFace inletting capacity. debris.
Damaged or Grate missing or broken member(s)of the Grate is in place and
Missing. grate. meets design standards.
No.7-Energy Dissipaters �'�,
Maintenance Defect Conditions When Maintenance is Resu(ts Expected When �,
Components Needed Maintenance is Performed
External:
Rock Pad Missing or Only one layer of rock exists above Rock pad replaced to design
Moved Rock native soi!in area five square feet or standards.
larger,or any exposure of native soil.
Erosion Soil erosion in or adjacerrt to rock pad. Rock pad replaced to design
standards.
Dispersion Trencti Pipe Accumu(ated sediment that exceeds Pipe cleanedfflushed so that it
Plugged with 20%of the design depth. matches design.
Sediment
Not Vsual evidence of water discharging at Trench redesigned or rebuift to
Discharging concentrated points aiong trench standards.
Water (normal condition is a"sheet flovW'of
Properly wafer along trench). Irrterrt is to prevent
erosion damage.
Perforations Over 1/2 of perforations in pipe are Perforated pipe deaned or
Plugged. plugged with debris and sediment. replaced.
Water Flows Maintenance person obseroes or Facility rebuilt or redesigned to
Qut Top of receives credibte report of wafer flowing standards_
'Distributo�° out during any storm less than the
Catch Basin. design stortn or its causing or appears
likefy to cause damage.
Receiving Water in receiving area is causing or has No danger of landslides. �
Area Over- potential of causing landslide problems.
Saturated
Internal:
Manhole/Chamber Wom or Structure dissipating flow deteriorates to Structure replaced to design
Damaged 1/2 of original size or any concentrated standards.
Post, wom spot exceeding one square foot
Baffles, Side which would make structure unsound.
of Chamber
Other Ses"Catch Basins'(No.5). See"Catch Basins°(No. 5}.
Defects �
NO.9-WET BfOFILTRATION SWALE
Maintenance Defect ar Condition When Maintenance Is Recommended Maintenance to
Component Problem Needed Correct Problem
General Sediment Sediment depth exceeds 2-inches in Remove sediment deposits in
Accumulation 10%of the swale treatment area. freatment area.
Water Depth Water not retained to a depth of Build up or repair outlet berm so
about 4 inches during the wet that water is retained in the wet
season. swale.
Wetland Vegetatiort becomes sparse and Determine cause of lack of vigor
Vegetation does not provide adequate filtration, of vegefation and coRect.
OR vegetation is crowded out by Replant as needed. For
very dense clumps of cattail,which excessive cattail growth,cut
do not allow water to flow through cattail shoots back and compost
the clumps. off sife. �(ote: normally wefland
vegetation does not need to be
harvested unless die-bacic is
causing oxygen depletion in
downstream waters.
InIeUOutlet InleUoutlet area Gogged with Remove clogging or blockage in
sediment and/or debris. the inlet and outlet areas.
Trash and See"Detention Ponds"(No. 1). Remove trash and debris from
Debris wet swale.
Accumulation
Erosion/Scouring Swale has eroded or scoured due to Check design flows to assure
flow channelization,or higher flows. swale is large enough to handle
flows. By-pass excess flows cr
enlarge swale. Replant eroded
areas with fibrous-rooted plants
such as Juncus effusus(soft rush)
in wet areas oc snowberry '
(Symphoricarpos albus)in drysr
areas. '
.....,. .�, -' o_.s......._._. �._ti. vr. � __- '.._..,,r
Maintenance Defect Condition When Maintenance is Results Expected When
Component Needed Mainte�ance is Performed
Below Ground Sediment Sediment depth exceeds 0.25-inches. No sediment deposits which
Vault Accumulation on would impede peRneabilify of
Media. the compost media.
Sediment Sediment depth exceeds 6-inches in first No sediment deposits in vauft
Accumulatian in chamber. bottom of first chamber.
Vault
TrashlDebris Trash and debris accumulated on Trash and debris removed from
Accumulation compos#fifter bed. the compost filter bed.
Sediment in When drain pipes,clean-outs, become Seciiment and debris removed.
Drain ful(with sediment and/or debris.
Pipes/Clean-
Outs
Damaged Pipes Any part ot the pipes that are crushed or Pipe repaired and/or replaced.
damaged due to corrosion and/or
settlement.
Access Cover Cover cannot be opened;one person Cover repaired to proper
DamagedMot cannot open the cover using normal working specifications or
Working lifting pressure,corrosionldeformation of replaced.
cover.
Vault Structure Cracks wider than 1/2-inch or evidence Vault replaced or repairs made
Includes Cracks of soil partides entering the structure so that vault meets design
in Wall, Bottom, through the cracks,or specifications and is structurally
Damage to maintenancefinspecGon personnel sound.
Frame and/or determine that the vault is not
Top Slab structurally sound.
Cracks wider than 1/2-inch at the joint of Vault repaired so that no cracks
any inlet/outlet pipe or evidence of soil e�st wider than 1/4inch at tf�e
particles entering through the cracks. joint of the inlet/ouflet pipe.
Baffles Baffles corroding,cracking warping, Baffles repaired or replaced to
and/or showing signs of faiture as specifications.
determined by maintenance�nspection
person.
Access Ladder Ladder is corroded or deteriorated,not Ladder replaced or repaired
Damaged funcfioning properfy,not securefy and meets specifications,and is
attached to structure wall,missing rungs, safe to use as determined by
cracks,and misaligned. inspection personne(.
Below Ground Compost Media Drawdown of water through the media Media cartridges replaced.
Cartridge Type takes longer than 1 hour,and/or overflow
occurs frequenUy.
Short Circuiting Flows do not prope�ly enter filter Filter cartridges replaced.
cartridges.
APPENDIX G
BOND QUANTITIES WORKSHEET
Site Improvement Bond �uantity Worksheet Webdate: 11/21/2005
O King County
Department of Development 8�Environmental Services
900 Oakesdale Avenue Southwest
Renton, Washington 98055-1219 For alternate formats, call 206-296-6600.
206-296-6600 TTY 206-296-7217
Project Name: Exit 7 Auto Sales Date: 3/28/2006
�ocation: 1700 NE 44th Street NE, Renton, WA Pro�ect No.:
Activity No.:
Note: All prices include labor, equipment, materials, overhead and
Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
yes X no ,
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Page 1 of 9
�
Unit prices updated: 02/12/02
Version: 04/22/02
Bond Quantities Worksheet.xls Report Date: 8/5/2006
Site Improvement Bond C�uantity Worksheet Webdate: 11/21/2005
Unit #of
Reference# Price Unit Quanti A plications Cost
EROSION/SEDIMENT CONTROL Number
Backfill&com action-embankment ESC-1 $ 5.62 CY
Check dams,4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each
Crushed surfacin 1 1/4"minus ESC-3 WSDOT 9-03.9 3 $ 85.45 CY
Ditchin ESC-4 $ 8.08 CY
Excavation-bulk ESC-5 $ 1.50 CY 1230 1 1845
Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 1010 1 1394
Fence,Tem ora NGPE ESC-7 $ 1.38 LF
Hydroseedin ESC-8 SWDM 5.4.2.4 $ 0.59 SY
Jute Mesh E3C-8 SWDM 5.4.2.2 $ 1.45 SY
Mulch, b hand, straw, 3"dee E5C-10 SWDM 5.4.2.1 $ 2.01 SY
Mulch, b machine, straw,2"dee ESC-11 SWDM 5.4.2.1 $ 0.53 SY
Pi in ,tempora , CPP, 6" ESC-12 $ 10.70 LF
Pipin ,tem ora , CPP, 8" ESC-13 $ 16.10 LF
Pi in ,tempora , CPP, 12" ESC-14 $ 20.70 LF
Plastic coverin ,6mm thlck, sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY
Rip Fta , machine laced; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY
Rock Construction Entrance,50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each
Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2929
Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each �I
Sediment tra ,5' hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF ,
Sed.trap,5'hi h,riprapped spi�lway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF �
Seedin , b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY
Soddin , 1"dee , level round ESC-23 SWDM 5.4.2.5 $ 6.03 SY
Soddin , 1"deep, slo ed round ESC-24 SWDM 5.4.2.5 $ 7.45 SY
TESC Su ervisor ESG25 $ 74.75 HR ',
Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR
WRITE-IN-ITEMS '`*''* see a e 9
Each
ESC SUBTOTAL: $ 6,167.48
30%CON7INGENCY&MOBILIZATION: $ 1,850.24
ESC TOTAL: $ 8,017.72
COLUMN: A
Page 2 of 9
Unit prices updated: 02/12/02
Version: 04/22/02
Bond Quantities Worksheet.xls Report Date: 8/5/20Q6
Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005
Existing Future Public Private Quantity Completed
Rlght-of-Way Road Improvements Improvements (Bond Reduction)"
8 Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
GENERAL ITEMS No.
Backfill 8 Com action-embankment GI-1 $ 5.62 CY
Backfill&Com action-trench GI-2 $ 8.53 CY
Clear/Remove Brush,b hand GI-3 $ 0.36 SY
Clearin lGrubbin /Tree Removal GI-4 $ 8,878.16 Acre 0.58 5,148.17
Excavation-bulk GI-5 $ 1.50 CY
Excavation-Trench GI-6 $ 4.06 CY
Fencin ,cedar,6'hi h GI-7 $ 18.55 LF
Fencin ,chaln Iink,vin I coated, 6'hi h GI-8 $ 13.44 LF 45 604.80
Fencin ,chaln Iink, ate,vin I coated, 2 GI-9 $ 1,271.81 Each
Fencin ,s lit rail,3'hi h GI-10 $ 12.12 LF
Fiil&com act-common barrow GI-11 $ 22.57 CY 60 1,354.20
Fill&com act- ravel base GI-12 $ 25.48 CY
Fill&com act-screened to soil GI-13 $ 37.85 CY
Gabion, 12"dee ,stone fllled mesh GI-14 $ 54.31 SY
Gabion, 18"dee ,stone filled mesh GI-15 $ 74.85 SY
Gabion,36"dee ,stone filled mesh GI-16 $ 132.48 SY �
Gradin ,fine,b hand GI-17 $ 2.02 SY �
Gradin ,fine,with rader GI-18 $ 0.95 SY 2800 2,660.00
Monuments,3'lon GI-19 $ 135.13 Each
Sensitive Areas Si n GI-20 $ 2.88 Eech
Soddin ,1"dee .,slo ed round GI-21 $ 7.46 5Y
Surve in ,line 8 rade GI-22 $ 788.26 Da j
Surve in ,lot locationllines GI-23 $ 1,558.64 Acre
Tra�c control crew 2 fla ers GI-24 $ 85.18 HR
Trail,4"chi ed wood GI-25 $ 7.59 SY
Trail,4"crushed cinder GI-26 $ 8.33 SY
Trail,4"to course GI-27 $ 8.19 SY
Wall,retafnin ,concrete GI-28 $ 44.16 SF
Wall,rockery GI-29 $ 9.49 SF
Page 3 of 9 SUBTOTAL 9,767.17
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Ve�sion: 4/22/02
eond Quantities Worksheet.xls Report Date:8/5/2006
Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005
Existing Future Pubflc Private Bond Reductfon"
Right-of-way Road Improvements Improvements
&Draina e Fac(Ifties Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROADIMPROVEMENT No.
AC Grindin ,4'wide machine<1000s RI-1 $ 23.00 5Y
AC Grindin ,4'wide machine 1000-200 RI-2 $ 5.75 5Y
AC Grindin ,4'wide machine>2000s RI-3 $ 1.38 SY
AC Removal/Dis osallRe air RI-4 $ 41.14 SY 140 5,759.60
Barricade, e I RI-5 $ 30.03 LF
Barricade, e III Permanent RI-6 $ 45.05 LF
Curb&Gutter,rolled RI-7 $ 13.27 LF
Curb&Gutter,vertical RI-8 $ 9.69 LF 140 1,356.60
Curb and Gutter,demolition and dis osa RI-9 $ 13.58 LF
Curb,exlruded es halt RI-10 $ 2.44 LF
Curb,extruded concrete RI-11 $ 2.56 LF 875 2,240.00
Sawcut,as halt,3"de th RI-12 $ 1.85 LF 140 25�J.00
Sawcut,concrete, er 1"de th RI-13 $ 1.69 LF
5ealant,as halt RI-14 $ 0.99 LF
Shoulder,AC, see AC road unit rice RI-15 $ - SY
Shoulder, ravel,4"thick RI-16 $ 7.53 SY
Sidewalk,4"thick RI-17 $ 30.52 SY 100 3,052.00
Sidewalk,4"thfck,demolition and dis os RI-18 $ 27.73 SY
Sidewalk,5"thick RI-19 $ 34.94 SY
Sidewalk,5"thick,demolitlon and dis os Rt-20 $ 34.65 SY
Si n,handica RI-21 $ 85.28 Each 1 85.28
Strl in , er stall RI-22 $ 5.82 Each 2 11.64
Stripin ,thermo lastic, for crosswalk RI-23 $ 2.38 SF �
Siripin ,4"reflectorized line RI-24 $ 0.25 LF
Page 4 of 9 SUBTOTAL 10,427.20 2,336.92
Unit prices updated: 02/12/02
'KCC 27A authorizes onty one bond reduction. VQrSIOfI: 4/22/02
Bond Quantities Worksheet.xis Report Date:8/5/2006
Site Improvement Bond �uantity Worksheet Webdate: 11/21/2005
Existing Future Public Private Boad Reduction*
Right-of-way Road Improvements Improvements
&Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
ROAD SURFACING (4"Rock=2.5 base�1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course)
For KCRS'93, additional 2.5"base add RS-1 $ 3.60 SY
AC Overla , 1.5"AC RS-2 $ 7.39 SY
AC Overla ,2"AC RS-3 $ 8.75 SY
AC Road,2",4"rock,First 2500 SY RS-4 $ 17.24 SY
AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 13.36 SY
AC Road,3",4"rock,First 2500 SY RS-6 $ 19.69 SY
AC Road,3" 4"rock,Qt .over 2500 SY RS-7 $ 15.81 SY
AC Road,5",First 2500 SY RS-S $ 14.57 SY
AC Road,5",Qt .Over 2500 SY RS-9 $ 13.94 SY '
AC Road,6",First 2500 SY RS-1 $ 16.76 SY •
AC Road,6",Qt .Over 2500 SY RS-11 $ 16.12 SY
As halt Treated Base,4"thick S-1 $ 9.21 SY �
Gravel Road,4"rock,First 2500 SY S-1 $ 11.41 SY
Gravel Road,4"rock,Qt .over 2500 SY RS-1 $ 7.53 SY
PCC Road,5",no base,over 2500 SY RS-1 $ 21.51 5Y
PCC Road, 6",no base,over 2500 SY S-1 $ 21,87 SY
Thickened Ed e S-1 $ 6.89 LF
Page 5 of 9 SUBTOTAL
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. VersiOn: 4l22/02
Bond Quantities Worksheet.xls Report Date: 8/5/2006
Site Improvement Bond �uantity Worksheet Webdate: 11/21/2005
Extsting Future Public Private Bond Reduction"
Right-of-way Road Improvements Improvements
&Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
DRAINAGE (CPP=Corrugated Plastic Pipe,N12 or Equivalent) For Culvert rices, Average of 4'cover was assumed.Assume pertorated PVC is same rice as solid ipe.
Access Road,R/D D-1 $ 16.74 SY
Bollards-fixed D-2 $ 240.74 Each
Bollards-removable D-3 $ 452.34 Each
'(CBs include frame and ifd
CB T e I D-4 $ 1,257.64 Each 6 7,545.84
CB T e IL D-5 $ 1,433.59 Each
CB T e II,48"diameter D-6 $ 2,033.57 Each 1 2,033.57
for additional de th over 4' D-7 $ 436.52 FT
CB T e II,54"diameter D-8 $ 2,192.54 Each 1 2,192.54
for additional de th over 4' D-9 $ 486.53 FT 13 6,324.89
CB T e II,60"diameter D-10 $ 2,351.52 Each 1 2,351.52
for additional de th over 4' D-11 $ 536.54 FT 8 4,292.32
CB T e II,72"diameter D-12 $ 3,212.64 Each
for additional de th over 4' D-13 $ 692.21 FT
Throu h-curb Inlet Framework Add D-14 $ 366.09 Each
Cleanout,PVC,4" D-15 $ 130.55 Each
Cleanout,PVC,6" D-16 $ 174.90 Each 1 174.90
Cleanout,PVC,8" D-17 $ 224.19 Each
Culvert,PVC,4" D-18 $ 8.64 LF
Culvert,PVC,6" D-19 $ 12.60 LF
Culvert,PVC, 8" D-20 $ 13.33 LF
Culvert,PVC,12" D-21 $ 21.77 LF
Culvert,CMP,8" D-22 $ 17.25 LF
Culvert,CMP,12" D-23 $ 26.45 LF
Culvert,CMP, 15" D-24 $ 32.73 LF
Culvert,CMP,18" D-25 $ 37.74 L�
Culvert,CMP,24" D-26 $ 53.33 LF
Culvert,CMP,30" D-27 $ 71.45 LF
Culvert,CMP,36" D-28 $ 112.11 LF
Culvert,CMP,48" D-29 $ 140.83 LF
Culvert,CMP,60" D-30 $ 235.45 LF
Culvert,CMP,72" D-31 $ 302.58 LF
Page 6 of 9 SUBTOTAL 24,915.58 I
Unit prices updated: 02/12/02
"KCC 27A authorfzes only one bond reduction. VefSIOn: 4/22/02
Bond Quantities Worksheet.xls Report Date:8/5/2006
Site Improvement Bond �uantity Worksheet Webdate: 11/21/2005
Existing Future Public Private Bond Reductfon`
Right-of-way Road Improvements Improvements
DRAINAGE CONTINUED &Drainage Facilities Quant.
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
Cuivert,Concrete,8" D-32 $ 21.02 LF
Culvert,Concrete, 12" D-33 $ 30.05 LF
Culvert,Concrete, 15" D-34 $ 37.34 LF
Culvert,Concrete, 18" D-35 $ 44.51 LF
Culvert,Concrete,24" D-36 $ 61.07 LF
Culvert,Concrete,30" D-37 $ 104.18 LF
Culvert,Concrete,36" D-38 $ 137.63 LF
Culvert,Concrete,42" D-39 $ 158.42 LF
Culvert,Concrete,48" D-40 $ 175.94 LF
Culvert,CPP,6" D-41 $ 10.70 LF
Culvert,CPP,8" D-42 $ 16,10 LF 8 128.8
Culvert,CPP, 12" D-43 $ 20.70 LF
Culvert,CPP, 15" D-44 $ 23.00 LF
Culvert,CPP, 18" D-45 $ 27.60 LF
Culvert,CPP,24" D-46 $ 36.80 LF
Culvert,CPP,30" D-47 $ 48.30 LF
Culvert,CPP,36" D-48 $ 55.20 LF 20 1104
Ditchin D-49 $ 8.08 CY
Flow Dls ersal Trench 1,436 base+ D-50 $ 25.99 LF
French Drain (3'de th D-51 $ 22.60 LF
Geotextile,laid in trench, ol ro lene D-52 $ 2.40 SY
Infiltration ond testfn D-53 $ 74.75 HR
Mid-tank Access Riser,48"dia, 6'dee D-54 $ 1,605.40 Each
Pond Overflow S illwa D-55 $ 14.01 SY
Restrictor/Oil Se arator, 12" D-56 $ 1,045.19 Each
Restrictod0il Se arator, 15" D-57 $ 1,095.56 Each
RestrictoNOil Se arator, 18" D-58 $ 1,146.16 Each
RI ra , laced D-59 $ 39.08 CY 3 117.24
� Tank End Reducer 36"diameter D-60 $ 1,000.50 Each
Trash Rack, 12" D-81 $ 211.97 Each
Trash Rack, 15" D-62 $ 237.27 Each
Trash Rack, 18" D-63 $ 268.89 Each
Trash Rack,21" D-64 $ 306.84 Each
Page 7 of 9 SUBTOTAL 1350.04
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. V2I'SI011: 4/22/02
Bond Quantities Worksheet.xls Report Date:8/5/2006
Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005
Existing Future Public Private Bond Reduction•
Right-of-way Road Improvements Improvements
&Draina e Facilities Quant.
Unit Price Unit Quant. Price Quant. Cost Quant. Cost Com lete Cost
PARKING LOT SURFACING
No.
2"AC,2"to course rock 8 4"borrow PL-1 $ 15.84 SY 2600 44352
2"AC, 1.5" to course&2.5"base cour PL-2 $ 17.24 SY
4"select borrow PL-3 $ 4.55 SY
1.5"to course rock&2.5"base course PL-4 $ 11.41 SY
WRITE-IN-ITEMS
(Such as detention/water uali vaults. No.
60-inch ADS N-12 Pi e WI-1 $95,000.00 Each 1 95,000.00
WI-2 SY
WI-3 CY
WI-4 LF
WI-5 FT
WI-6
WI-7
Wt-8
WI-9
Wi-10
SUBTOTAL 139,352.00
SUBTOTAL(SUM ALL PAGES): 10,427.20 177,721.71
30%CONTINGENCY&MOBILIZATION: 3,128.16 53,316.51
GRANDTOTAL: 13,555.36 231,038,23
� COLUMN: B C D E
Page 8 of 9
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Versi011: 4/22/02
Bond Quantities Worksheet.xls Report Date:8/5/2006
Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005
Original bond computatlona prepared by:
Name: Dave Dormier, PE �ate: 3/28/2006
PE Reglstratlon Number: 31741 Tel.#: (253) 833-7776
Firm Name: Rupert Engineering, Inc.
Address: 1519 West Vailey Highway North, Suite 101, Auburn, WA 98001 ProJect No:
ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND'" PUBLIC ROAD&bRAINAGE
AMOUNT BOND"AMOUNT MAINTENANCE/DEFECT BOND"
REQUIRED AT RECORDING OR
Stabilization/Erosion Sediment Control(ESC) (A) $ 8,017.7 TEMPORARY OCCUPANCY"""
Existing Right-of-Way Improvements (B) $ 13,555.4
Future Public Road Improvements&Drainage Facilitfes (C) $ -
Private Improvements (D) $ 231,038.2
Calculated Quantity Completed (E) $ -
Total Right-of Way and/or Site Restoration Bond"/"' (A+B) $ 21,573.1
(First$7,500 of bond"shall be cash.)
Performance Bond*Amount (A+B+C+D) _ 'COTAL (1) $ 252,611.3 T x 0.30 $ 75,783.4 OR
inimum on emoun is .
Reduced Pertormance Bond'`Total*** (T-E) $ 252,611.3 I,
Use larger o x o or
(B+C)x
Maintenance/Defect Bond`Total 0.25= $ 3,388.8
NAME�F�ERS�N�RE�ARING i�N�"RE�UCTI�N: �at�:
"NOTE: The word"bond"as used In this document means any financlal guarantee acceptable to King County.
"*NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requlrement shall include the total cost for all TESC as e minimum, not a maximum. In addltion,corrective work,both on-and off-site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requlrements. For example,if a salmonid atream may be damaged,some estimated costs for restoration
needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity.
"""NOTE: Per KCC 27A,total bond amounts remalning after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes.
SURETY BOND RIDER NOTE; If a bond rider is used,minimum additional performance bond shall be $ 231,038.2 (C+D)-E
REQUIRED BOND`AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES
�
Page 9 of 9 Unit prices updated: 02/12/02
Check out the DDES Web site at www.metrokc.pov/ddes Version: 4/22/02
Bond Quantities Worksheet.xls Report Date: 8/5/2006
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is ma is rohibited except by written permission of�ng County.
Kinc��ourty�GIS Center�News�5ervices�Comments�Search
By visiting this and other King Counry web pages,you expressfy agree to be bound by terms and conditions of the site.The detaiis.
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ADDENDUM
TO THE
TECHNICAL INFORMATION REPORT
for the
Exit 7 Auto Sales
1700 NE 44�n Street i
Renton, WA 98056 �,
Full TIR previously prepared and submitted by: I
Rupert Engineering, Inc. �I
1519 W Valley Hwy North �I
PO Box 836 '
Auburn, Washington 98071 �i
Last revised 8/28/06 I�
T
4�,�P w sAy
O �, �'r
'N �S, G�
�.� o
r� :. 2
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29 51 fy
��'� �ISTEg� ��' J�-
j�NAL E�Gl .2�2�
EXPIRES 1/4/09
Prepared by: Lorna M. Taylor, P,E.
TEC Project No.:434-CAC Date: February 27, 2007
205 Front St. S. • P.O. Box 1787 • Issaquah, WA 98027 • p 425-391-1415 • f 425-391-1551
�'33��
i
TIR Addendum
Exit 7 Auto Sales
TABLE OF CONTENTS
Section Description Paae Number
1. Addendum Overview..................................... 1
4. Flow Control and Water Quality Facility Analysis 1
andDesign....................................................
Appendices
Appendix: Analysis and Design
TEC
1
TIR Addendum
Exit 7 Auto Sales
SECTION 1
ADDENDUM OVERVIEW
This addendum to a previously-submitted Technical Information Report is submitted to the City
of Renton in accardance with the City-adopted King County Surface Water Design Manual
(KCSWDM), and the City's specific additional criteria. This submittal addresses a re-analysis of
the proposed detention and treatment systems.
The original proposal was to provide detention in a "bank" of 60-inch diameter underground
tanks and treatment in a bioswale and/or filter treatment catch basin. However, site restrictions
and minimum allowable orifice size limits the depth of storage in the tanks to 3 feet, which is not
very efficient. This addendum addresses a proposal to change the detention storage from
multiple tanks to a single vault. The vault would include live storage for detention and dead
storage treatment that would replace the previously-proposed bioswale, which would then be
followed by a fllter treatment catch basin per the original proposal.
All other sections of the existing TIR remain unchanged.
SECTION 4
ADDENDUM FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
The drainage on the site was analyzed for this project with KCRTS. Figures provided in the
KCSWDM and KCRTS manual were used to determine project location and scale factor
parameters.
Existing Site Hydrology (Part A)
The existing site conditions identified for this project and used in the KCRTS modeling included
0.58 acres, modeled as Till Forest in � � " - " ' ' � � �
requirements for pre-existing conditio��
Developed Site Hydrology (Part B)
The developed site conditions identit�.... .., ., ,.. ,.,,.,,,,,. ..,,,. ..,,;,w „, ,.�., ,..., . � ,. . ,.,..,,�„ � ..,,
detention sizing included 0.53 acres of impervious surfaces, and 0.05 acres of landscaping.
Pertormance Standa�ds (Part C)
For the detention/treatment vault, Level 2 Flow Control requirements and parameters we,�
used to size the detention component and Basic Water Quality requirements were used to size
the treatment component.
Flow Control System (Part D)
The detention vault was sized using the KCRTS routine. The following table summarizes the
sizing and control requirements for the detention vault.
Detention Vault
Required detention volume 9,090 cf
Effective storage depth 3.0 ft
Top area @ 1' freeboard 3,030 sf
Orifice#1 diameter 0.5° (1/2")
Orifice#2 diameter 0.72" (11/16")
Orifice#2 hei ht above bottom 1.8 ft
1 TEC
,
TIR Addendum
Exit 7 Auto Sales
The project proposes a 20 foot by 151.5 foot vault with 3.0 feet of live storage, which provides
the required detention volume of 9,090 cubic feet. Descriptions of the procedures used and
calculations and computer output are included the Appendix.
Water Quality (Part E)
The area of new and replaced pavement is 23,087 square feet, which is over the 5,000 square
foot cutoff requiring water quality treatment. Water quality treatment will be provided in the
9,090 cubic foot dead storage volume at the bottom of the detention vault. The treatment
volume has been sized and will be constructed according to the requirements of the KCSWDM
for Basic Water Quality. The required treatment volume is only 2,505 cubic feet, but access
and geometric requirements require that the volume be increased beyond the minimum.
Calculations for sizing the treatment pond are included in the Appendix. The following table
summarizes the water quality treatment requirements for the treatment portion of the vault.
Treatment Vault
Required treatment volume (Vb) 2,505 cf
Effective treatment de th 3.0 ft
The proposed vault configuration provides 9,090 cubic feet of 3-foot deep treatment volume
with a 7.5:1 length to width ration, which eliminated the need to divide the volume into two
treatment cells.
2 TEC '
,
F
�
i
I
APPENDIX
ANALYSIS AND DESIGN
I
r
sumpeaks.txt
Exit 7 Auto Sales
Runoff Calcs summary
1/16/07
Flow Frequency Analysis
7ime series File:exist.tsf
Project Location:Sea-Tac
---A�nual Peak FIOW Rates--- -----Flow FPequenCy A►1d1y5i5-------
Flow ttate ttank 7ime of Peak - - aeaks - - rtank Return Prob
(CFS) (CFS) Period
0.036 2 2/09/O1 18:00 0.�47 1 100.00 0.990
0.010 7 1/06/02 3:00 0.036 2 25.00 0.960
0.027 4 2/28/03 3:00 0.a28 3 10.00 0.900
0.001 8 3/24/04 20:00 0.027 4 5.00 0.800
0.016 6 1/05/OS 8:00 0.024 5 3.00 0.667
0.028 3 1/18/06 20:00 0.016 6 2.00 0.500
0.024 S 11/24/06 4:00 0.010 7 1.30 0.231
0.047 1 1/09/08 9:00 0.001 8 1.10 0.091
Computed Peaks 0.044 50.00 0.98Q
Flow Frequency analysis
Time series File:dev.tsf
Vroject Location:5ea-Tac
---Annual Peak Flow rtates--- -----Flow Frequency ,analysis-------
Flow rtate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.133 6 2/09/O1 2:00 0.261 1 100.00 0.990
0.116 8 1/05/02 16:00 0.194 2 25.00 0.960
0.161 3 12/08/02 18:00 0.161 3 10.00 0.900
0.133 7 8/26/04 2:00 0.158 4 5.00 0.800
0.158 4 10/28/04 16:00 0.142 5 3.00 0.667
0.142 5 1/18/06 16:00 0.133 6 2.00 0.500
0.194 2 10/26/06 0:00 0.133 7 1.30 0.231
0.261 1 1/09/08 6:00 0.116 8 1.10 0.091
Computed veaks 0.239 50.00 0.980
�evel 2 �etention vault (6'
Int size=(0.044-(0.�16*0.5) /(36-1)
=O.U01
lst int.=0.016*0.5
=0.008 �
Qmax=4/3*0.008
=O.Olicfs
Orif(2)=3/4*6
=4.5'
Page 1
i
' n�tci� t;ommana
� CREATE a new Time Series
------------------------
Production of Runoff Time Series
Project Location : Sea-Tac
Computing Series : exist.tsf
Regional Scale Factor : 1.00
Data Type : Reduced
Creating Hourly Time Series File
, Loading Time Series File:C:\KC SWDM\KC DATA\STTF60R.rnf .
Till Eorest 0.58 acres
--------------
Total Area : 0.56 acres
Peak Discharge: 0.047 CFS at 9:00 on Jan 9 in Year 8
Storing Time Series File:exist.tsf .
Time Series Computed
KCRTS Command
Enter the Analysis TOOLS Module
Analysis Tools Command
-------------------=-- I
Compute PEAKS and Flow Frequencies
----------------------------------
Loading Stage/Discharge curve:exist.tsf .
Flow Frequency Analysis
--------------------------------------------------------
Time Series File:exist.tsf
Project Location:Sea-Tac
Frequencies 6 Peaks saved to File:exist.pks .
Analysis Tools Command
----------------------
RETURN to Previous Menu
--------------------—-
KCRTS Comman�
CREATE a new Time s�_�_�_
Produc�
Project Location : Sea-Ta�
Computinq Series : dev.t�_
Regional Scale Factor : 1.G�
�ata 'rype : Reduced
Creating Hourly Time Series Fiie
Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG60R.rnf .
Till Grass 0.05 ac=es
Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf .
Impervious 0.53 acres
--------------
Total Area : 0.58 acres
Peak Discharge: 0.261 CFS at 6:00 on Jan 9 in Year 8
Storing Time Series File:dev.tsf .
Time Series Computed •
KCRTS Command
Enter the Analysis TOOLS Module
-------------------------------
Analysis Tools Command
----------------------
Compute PEAKS and Flow Frequencies
----------------------------------
Loading Stage/Discharge curve:dev.tsf .
Flow Frequency Analysis
--------------------------------------------------------
Time Series File:dev.tsf
Project Location:Sea-Tac
Ftequencies s Peaks saved to File:dev.pks .
Analysis Tools Command
RETURN to Previous Menu
-----------------------
KCRTS Command
eXit KCRTS Program
Exit 7 Auto Sales
Retention/petention Facility
1/25/07
Type of FaCility: Detention Vault
Pacility Length: 151.50 ft
Facility Width: 20.00 ft
Facility Area: 3030. sq. ft
Effective Storage Depth: 3.00 ft
Staqe 0 Elevation: 0.00 ft
Storaqe Volume: 9090. cu. ft
Riser Head: 3.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 2
F�11 Head Pipe
Orifice M Height Diameter Discharge Diameter
!ft) (in) ICFS) (in)
1 0.00 0.50 0.012
2 1.60 0.72 0.015 9.0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0.00 0.00 0. 0.000 0.000 0.00
0.01 0.01 30. 0.001 0.001 0.00
0.02 0.02 61. 0.001 0.001 0.00
0.03 0.03 91. 0.002 0.001 O.C�
0.04 0.09 121. 0.003 0.001 0.��
0.05 0.05 152. 0.003 0.001 O.C=
0.15 0.15 955. 0.010 0.003 0.00
0.25 0.25 758. 0.017 0.003 0.00
0.35 0.35 1061. 0.029 0.009 0.00
0.45 0.45 1364. 0.031 0.005 0.00
0.55 0.55 1667. 0.038 0.005 0.00
0.65 0.65 1970. 0.095 0.005 0.00
0.75 0.75 2273. 0.052 0.006 0.00
0.85 0.85 25�6. 0.059 0.006 0.00
0.95 0.95 2879. 0.066 0.007 0.00
1.05 1.05 3182. 0.073 0.007 p.00
1.15 1.15 3485. 0.080 0.007 0.00
1.25 1.25 3788. 0.087 0.008 0.00
1.35 1.35 9091. 0.099 0.008 0.00
1.95 1.95 9399. 0.101 0.008 0.00
1.55 1.55 9697. 0.108 O.00B 0.00
1.65 1.65 5000. 0.115 0.009 0.00
1.75 1.75 5303. 0.122 0.009 O.Oa
1.80 1.80 5454. 0.125 0.009 0.00
1.81 1.61 5984. 0.126 0.009 0.00
1.82 1.82 5515. 0.127 0.010 0.00
1.83 1.83 5595. 0.127 0.011 0.00
1.84 1.89 5575. 0.128 0.012 0.00
1.85 1.85 5606. 0.129 0.012 0.00
1.86 1.86 5636. 0.129 0.013 0.00
1.96 1.96 5939. 0.136 0.015 0.00
2.06 2.06 6292. 0.193 0.017 0.00
2.16 2.16 6595. 0.150 0.018 0.00
2.26 2.26 6898. 0.157 0.020 0.00
2.36 2.36 7151. 0.169 0.021 0.00
2.96 2.96 7459. 0.171 0.022 0.00
2.56 2.56 7757. 0.178 0.023 0.00
2.66 2.66 BOoO. 0.185 0.024 0.00
2.76 2.76 8363. 0.192 0.025 0.00
2.86 2.86 8666. 0.199 0.026 0.00
2.96 2.96 8969. 0.206 0.027 0.00
3.00 3.00 9090. 0.209 0.027 O.OG
3.10 3.10 9393. 0.216 0.336 0.00
3.20 3,20 9696. �.223 0.900 0.00
3.30 3.30 9999. 0.230 1.630 0.00
3.90 3.90 10302. 0.237 2.420 0.00
3.50 3.50 10605. 0.243 2.710 0.00
3.60 3.60 10908. 0.250 2.960 0.00
3.70 3.70 11211. 0.257 3.200 0.00
3.80 3.80 11519. 0.264 3.420 0.00
3.90 3.90 11817. 0.271 3.620 0.00
9.00 9.00 12120. 0.278 3.820 0.00
9.10 9.10 12923. 0.285 9.000 0.00
4.20 4.20 12726. 0.292 9.180 0.00
4.30 4.30 13029. 0.299 9.350 0.00
4.40 4.90 13332. 0.306 4.510 0.00
4.50 4.50 13635. 0.313 4.670 0.00
9.60 4.60 13938. 0.320 4.820 0.00
4.70 9.70 14241. 0.327 4.970 0.00
4.80 4.80 14599. 0.334 5.11� 0.00
9.90 9.90 14897. 0.391 5.250 0.00
5.00 5.00 15150. 0.398 5.390 0.00
Hyd Inflow Outflow Peak Storaqe
Target Calc Staqe Elev (Cu-Ft) (Ac-Ft)
1 0.26 0.05 0.16 3.09 3.09 9221. 0.212
2 0.13 ******* �.03 2.93 2.93 8891. 0.209
3 0.19 **'**** 0.02 2.66 2.66 8069. 0.185
9 0.16 ******* 0.02 2.59 2.59 7708. 0.177
5 0.14 *'***t* 0.02 2.13 2.13 6953. 0.198
6 0.09 ******* 0.01 1.71 1.71 5184. 0.119
7 0.12 **'**'* 0.01 1.65 1.65 4996. 0.115
8 0.13 **'**** 0.01 1.35 1.35 4098. 0.099
Duration Comparison Anaylsis
Base File: exist.tsf
New File: rdout.tsf
Cutoff Units: Discharqe in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New 6Chanqe Probability Base New BChanqe
0.009 I 0.75E-02 0.11E-01 93.0 I 0.75E-02 0.009 0.009 0.5
0.011 � 0.57E-02 0.55E-02 -3.9 I 0.57E-02 0.011 0.010 -12.9
0.013 � 0.44E-02 0.47E-02 8.2 � 0.99E-02 0.013 0.014 3.3
0.016 � 0.33E-02 0.31E-02 -5.5 � 0.33E-02 0.016 0.015 -1.8
0.018 � 0.25E-02 0.21E-02 -19.2 I 0.25E-02 0.018 0.017 -5.8
0.020 � 0.18E-02 0.16E-02 -11.5 � 0.18E-02 0.020 0.019 -6.0
0.022 I 0.13E-02 0.96E-03 -29.4 � 0.13E-02 0.022 0.021 -9.5
0.029 I 0.85E-03 0.26E-03 -69.2 I 0.85E-03 0.024 0.022 -7.5
0.026 I 0.52E-03 0.99E-04 -90.6 � 0.52E-03 0.026 0.023 -11.4
0.029 � 0.29E-03 O.00E+00 -100.0 I 0.29E-03 0.029 0.029 -16.0
0.031 � 0.18E-03 O.00E+00 -100.0 � 0.18E-03 0.031 0.025 -18.2
0.033 I 0.15E-03 O.00E+0� -100.0 � 0.15E-03 0.033 0.026 -22.2
0.035 I 0.33E-09 O.00E+00 -100.0 � 0.33E-09 0.035 0.027 -24.3
Maximum positive excursion = 0.001 cfs ( 6.8�)
occurrinq at 0.012 cfs on the Base Data:exist.tsf
and at 0.013 cfs on the New Data:rdout.tsf
Maximum negative excursion = 0.009 cfs (-25.18}
occurring at 0.035 cfs on the Base Data:exist.tsf
and at 0.026 cfs on the New Data:rdout.tsf
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Probability Exceedence
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Treatment Pond Sizing Routine
Project: Exit 7 Auto Sales
Date: 1/25/2007
Blue represents manual entry fields
Red represents calculated fields
Step 1: Wetpool volume factor(fl
...either 3 or 4.5
f= 3 �
Step 2: Mean annual rainfall �R)
...from Fig. 6.4.1.A, pg 6-69
R = 0.47 in
Step 3: Runoff(Vr)
...V r-(0.9Ai+0.25Atg+0.10Atf+0.01 Ao)x W 12
Ai= 23,087 sf
Atg = 2,178 sf
Atf= 0 sf
Ao= 0 sf
Vr= 835 cf '
Step 4: Wetpool volume(Vb)
...Vb=fVr
Vb= 2,505 cf
Step 5: Wetpool dimensions
...Vb=h(A1+q2)I2 Solve by trial 8 error
A1 = 3,020 st
L= 32 ft
3L= 95 ft
h = 3ft
S = 0.0001 ft
A2 = 3,020 sf
''Vb = 9,060 cf
'if Vb calculated in Step 5 <Vb from Step 4, then increase h
Drainage Calcs 434.x1s Treatment Pond
2/26/2007