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TECHNICAL INFORMATION REPORT
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OF
NAZARIAN SHORT PLAT
2322 DUVALL AVE NE
RENTON, WASHINGTON 98059
FOR
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2322 DUVALL AVE NE �.�"�°r r.Y' '" �
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October 9, 2006 {REVISED 1l25/07, 7/2/07, 3/26J08) �„�� � _��-��------.
C.N.1. JOB NO. 2003-207
Prepared by Larry S. Krueger, P.E.
9�5:�. Ceniral. Suite#10�3 Kent�'VA 98032
(253)852-4880 Fa�t(253)852-4955
m�-��-.cramern«.com E-mail:cni a cramern«.com
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TABLE OF CONTENTS
I. PROJECT OVERVIEW
II. CONDITIONS AND REQUIREMENTS SUMMARY
Iil. OFFSITE ANALYSIS
IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND
DEStGN
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
VI. SPECIAL REPORTS AND STUDIES
VII. OTHER PERMITS
VIII. ESC ANALYSIS AND DESlGN
IX. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF
COVENANT
X. OPERATIONS AND MAINTENANCE MANUAL
APPENDIX A OFFSITE ANALYStS REPORT
APPENDIX B CONVEYANCE SYSTEM CALCULATIONS
APPENDIX C DETENTION � RUNOFF CALCULATIONS
APPENDIX D WATER QUALITY CALCULATIONS
I. PROJECT OVERVIEW
Existing Conditions:
This project is located at 2322 Duvall Ave. NE in Renton, Washington. It is
located along the east side of Duvall Ave. just north of SE 101� Place. The
property is approximately 0.97 acres. There is an existing house, driveway,
and two sheds located in the westem portion of the property. The rest of the
property consists mainly of grass, with several large trees in the eastern portion
of the property.
The existing site drainage tends to sheet flow from the east to the west toward
Duvafl Avenue NE. The runoff enters a ditch and culvert system located on the
east side of Duvall Ave NE and is conveyed north to May Creek. Since the
property to the east is developed and has its own storm system, there are no
significant amounts of upstream flows that enter the site.
Proposed Conditions:
The property will be divided into five residential lots and a drainage tract.
Access to the lots will be provided via a private access road located within a
26' easement along the north side of the property.
Runoff will be conveyed to a combined detention/wet vault located in the
southwestern portion of the property. After being detained, treated and released
at the appropriate rates the runoff will be conveyed to the existing storm system
along the east side of Duvall Ave NE.
All roof runoff will be conveyed through perForated stubouts prior to reaching the
detention/wet vault.
11. CONDITIONS AND REQUIREMENTS SUMMARY �
The core requirements of the King County Surface Water Design Manual
(KCSWDM) have been or will be provided as follows:
i
Core Requirement#1, Discharge at the Natural Location:
The site's drainage pattern currently tends to sheet flow from the east to
the west toward Duvall Ave NE. It flows into a ditch/culvert system that
flows along the east side of Duvall Ave NE. A11 site runoff will be
detained, treated and then conveyed to the same existing storm system.
Core Requirement #2, OfFsite Analysis:
An offsite analysis is provided in Appendix A.
Core Requirement #3, Flow Control:
Site runoff from the proposed improvements will be conveyed to a
combined detentioNwet vault and released at the appropriate rates per
Level 2 Flow control requirements via a control structure. See detention
calculations in Appendix C.
Core Requirement#4, Conveyance System:
A conveyance system has been designed to direct runoff to the vault and
the existing storm system along the east side of Duvall Ave NE.
Additional conveyance systems have been designed for the frontage
improvements. Conveyance system catculations are provided in
Appendix B.
Core Requirement #5, Erosion and Sediment Control:
An erosion and sediment control plan has been designed for this project.
Some of the ESC measures to be provided are a stabilized construction
entrance, silt fence, and seeding.
Core Requirement#6, Maintenance and Operations:
A maintenance and operations manual will be provided at a later date if
required.
Core Requirement#7, Financial Guarantees and Liability:
The owner wili provide this information prior to permit issuance.
Core Requirement#8, Water Quality:
Water quality will be provided in the combined detention/wet vault located
in the southwestern partion of the property. Water quality calculations are
provided in Appendix D.
III. OFFSITE ANALYSIS
A Level 1 Offsite Drainage Analysis is provided in Appendix A.
IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND
DESIGN
Flow control calculations are provided in Appendix C. Water quality calculations
are provided in Appendix D.
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The conveyance system wili consist of catch basins and storm pipes.
Calculations are provided in Appendix B.
Vi. SPECIAL REPORTS AND STUDIES
No special reports or studies are known to exist for this project.
VII. OTHER PERMITS
No other permits are known to be required at this time.
VIII. ESC ANALYSIS AND DESIGN
An erosion and sediment control plan has been designed for this project. Some
of the ESC measures to be provided are a stabilized construction entrance, silt
fence, and seeding.
IX. BOND QUANTITIES. FACILITY SUMMARIES AND DECLARATION OF
COVENANT
Bond quantities will be provided prior to permit issuance if necessary.
X. OPERATIONS AND MAINTENANCE MANUAL
A maintenance and operations manual will be provided at a later date if required.
APPENDIX A
OFFSITE ANALYSIS REPORT 'I
Cramer Northwest, Inc.
• Surveyors •Planners •Engineers
LEVEL 1 DRAINAGE ANALYSIS
OF
NAZARIAN SHORT PLAT
2322 DUVALL AVE NE
RENTON, WASHINGTON 98059
FOR
AVO NAZARIAN
2322 DUVALL AVE NE
RENTON, WASHINGTON 98059
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C.N.I. JOB NO. 2003-207 ' �- '`'` �� ���
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Prepared by Larry S. Krueger, P.E.
945 N. Central, Suite#104 Kent WA 98032
(253)852-4880 Fax(253)852-4955
w�ww.cramernw.com E-mail:cni�n cramernw.com
TABLE OF CONTENTS
I. TASK1 STUDY AREA DEFiNiTiON AND MAPS i
II. TASK 2 RESOURCE REVIEW II
III. TASK 3 FIELD INSPECTION
IV. TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM
DESCRIPTIONS
V. TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS
i
TASK1 STUDY AREA DEFINITION AND MAPS
TASK 1 i
STUDY AREA DEFINITION
This project is located at 2322 Duvall Ave. NE in Renton, Washington. it is
located along the east side of Duvali Ave. just north of SE 1015t Place. The
property is approximately 0.97 acres. There is an existing house, driveway,
and two sheds located in the western portion of the property. The rest of the
property consists mainly of grass, with several large trees in the eastern portion
of the property.
The existing site drainage tends to sheet flow from the east to the west toward
Duvafl Avenue NE. The runoff enters a ditch and culvert system located on the
east side of Duvall Ave NE and is conveyed north to May Creek. Since the
property to the east is developed and has its own storm system, there are no
significant amounts of upstream flows that enter the site. �
The property will be divided into five residential lots and a drainage tract. �
Access to the lots will be provided via a private access road tocated within a �
26' easement along the north side of the property. �
MAPS
A vicinity map, sensitive areas map, topo map, aerial photograph, and offsite !
drainage map can be found in the proceeding pages.
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TASK 2 RESOURCE REVIEW
Adopted Basin Plans and Finalized Drainage Studies:
The site is located inside the May Creek basin plan area.
Basin Reconnaissance Summary Reports:
No known reports are known to exist.
Critical Drainage Area Maps:
The site is not known to be located in any critical drainage areas.
(FEMA) Maps:
The site is located outside the 100 year flood plain.
Other Offsite Analysis Reports:
None were available
Sensitive Areas Folio:
None of the site is located in a sensitive area. See sensitive areas map under
Task 1.
I DNR Draina e Problems Ma s:
9 P
Not applicable.
Road Drai�age Problems: i
Not applicable. '
King County Soils Survey:
Per the King County Soils Survey, soils on site are Alderwood Gravelly Sandy
Loam, 6 to 15°� slopes (AgC).
Wetlands Inventory Maps:
There are no wetlands located on the site. See map under Task 1.
Migrating River Studies:
Not applicable.
Drainage Complaints:
According to Raymond Vanderroest at the City of Renton, there are no
drainage complaints within the downstream analysis limits of this project.
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TASK 3 FIELD INSPECTION
A field inspection was conducted on March 12, 2004 to inspect the onsite
drainage system of the site. Offsite drainage systems were also inspected
downstream approximately 1/4 mile(s) from the discharge point of the site. The
inspection involved investigation of the ten specific items of a Level 1
Inspection per the King County SurFace Water Design Manual, 2005. The
inspection yielded the following findings:
1. The 12" culvert that crosses under SE 100"' Street appears to be plugged.
The catch basins at this location were full of water also. The plugged culvert is
causing standing water to accumulate south of it in the ditch along the east
side of Duvall Ave. NE. There were some other plugged culverts north of SE
100�' Street. There was also some erosion observed approximately 400' north
of SE 100�' Street where the roadside ditch flows away from Duvall Ave NE and
toward May Creek.
2. The existing drainage system capacity was adequate if the facilities are
cleaned.
3. There are some potential flooding problems near SE 100�' Street if the
culverts and catch basins are not cleaned.
4. Other than the plugged catch basins and culverts referred to above, there
were no existing or potential sedimentation, scouring or bank sloughing
problems.
5. No significant destruction of aquatic habitat or organisms was noticeable.
6. Qualitative data such as land use, impervious surfaces, topography, and
soil types was noted and can be found in Task 4 information. ,
7. Information was collected on pipes, ditches, and structures. This i
information is also included in the Task 4 information. ,
8. Tributary basins de(ineated in Task 1 were verified. '
9. No neighbors were contacted.
10. The weather conditions at the time of the inspection were partly cloudy and
mild.
i
� �
TASK 4 DRAINAGE SYSTEM DESCRIPTION AND
PROBLEM DESCRIPTIONS
TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM
DESCRIPTIONS
Site DrainaQe
This project is located at 2322 Duvall Ave. NE in Renton, Washington. It is
located along the east side of Duvall Ave. just north of SE 101� Place. The
property is approximately 0.97 acres. There is an existing house, driveway,
and two sheds located in the western portion of the property. The rest of the
property consists mainly of grass, with several large trees in the eastern portion
of the property.
The existing site drainage tends to sheet flow from the east to the west toward
Duvall Avenue NE. The runoff enters a ditch and culvert system located on the
east side of Duvall Ave NE and is conveyed north to May Creek. Since the
property to the east is developed and has its own storm system, there are no
significant amounts of upstream flows that enter the site.
The property wi11 be divided into five residential lots and a drainage tract.
Access to the lots will be provided via a private access road located within a
26' easement along the north side of the property.
Offsite Drainaqe
An Off-Site Analysis Drainage System Table is provided on the next page that I
describes in detail the offsite drainage components at least '/4 mile downstream �
from the project discharge location. Please refer to the offsite drainage map in �i
Task 1 because the map symbols listed in the table correspond to drainage '
component symbols on the offsite drainage maps. '�
I
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SURFACE�VAT�R LE��Gr.T MANtiAL, CORE REQUIR.EA'IEN�'�2
Basin:_ MAY CREEK _ _ __ Subbasin Name: Subbasin Number:
Symbol Drainage Drainage Slope Distance Existing Patential Observatfons of field I
Component Type, Component from site Problems Problems inspectar, resource
Name, and Size Description dischar e reviewer, or resident
see map Type:sheet flow,swale, dralnage basfn,vegetatlon, 96 '/.ml+� 1,320 it, constrictions, under capacity,ponding, tributary erea,Ifkellhood of problem,
stream,channel,pipe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overflow pathways,potentfal impacts
pond;Size:diameter, area,volume destruc#ion,scouring,bank sloughfng,
surface area sedimentatipn,Incislon other eroaion
A Ditch & dt•iveway Grassy ditch, 3' deep, 0.8% 0'-300' Standing water Potential Downstream culvert is
culverts 2' wide, 12" culverts, @ north end flooding plugged causing standing
1'+water @ north end water
B 12" conc culvert Flows under SE 100 �1% 300'-350' Plugged Potential Plugged culvert and cb's
and cb's St. culvert, cb's flooding causing standing water
are full of upstream, could cause
water, causing flooding
standing water
upstream
C Ditch& driveway Grassy ditch, dirt & �3% 350'-650' none none No problems observed
culverts stone bottom, 1-2"
water, 3' wide, �1'
deep
D ditch Steeper, 2' wide, 2' �15% 650'-750' Some minor Further erosion Other than some minor
deep, rocky erosion could occur erosion, no problems
observed
98-4\inB04
E swale Meandering, stony �10% 75U'-1650' none none No problems observed
bottom, brushy sides,
3' wide, 2' deep
F stream May Creek, boulders, --�1% 1650'+ none none No problems observed
6"-1' water, 15—20'
wide, light brush on
sides
9R-4\inR04
TASK 5 MITIGATION OF EXISTING OR
POTENTIAL PROBLEMS
i
TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS �
__ �' ' __ _'_i�� .C.�._ . ���� � _.. c�� '� � ��,L'1�._ . . ,'r��.'�. .�r"' �. IZ.4v {:��(�- � .v�.� ._
some existir�g prablems identified. The plugged culverts and catch basins near
SE 100th Street could cause flooding.
The proposed improvements will not produce a significant impact to the
existing drainage patterns once the site has been stabilized and the runoff has
been controlled via a combined detention/wet vault. The existing culverts and
catch basins north of this site shall be cleaned to mitigate the potential flooding
problems.
A temporary erosion and sedimentation control plan will be created at the final
design stage to minimize the transport of sediment laden runoff to the
downstream conveyance system.
APPENDIX B
CONV�YANCE SYSTEM CALCULATIONS
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet 17'CPEP�0.7596
Flow Element Circular Channel
Method Manning's
Formula
Solve For Discharge
Input Data
Mannings Ccefficient 0.010
Slope 0.007500 ti/ft
Depth 1.00 ft
Diameter 1.00 ft
Resutts
Discharge 4.01 cfs
Flow Area 0.8 ftz
Wetted Perimeter 3.14 ft
Top Width 0.00 ft
Criticai Depth Q.85 ft
Percent Full 100.0 %
Criticai Slope 0.007082 ft/ft
Velocity 5.11 ft/s
Veiocity Head 0.41 ft
Specific Energy 1.41 ft
Froude Number 0.00
Maximum 4.31 cfs
Discharge
Discharge Full 4.01 cfs
Slope Full 0.007500 Nft
Flow Type N!A
c:lhaestadVmw12003-207.fm2
7f2/20071:17:38 PM
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet 12"CPEP@4.�%
Flow Element Circular Channel
Method Manning's
Formula
Sdve For Disc;harge
Input Data
Mannings Coefficier� 0.010
Slope 0.043900 ft/ft
Depth 1.00 ft
Diameter 1.00 ft
Results
Discharge 9.70 cfs
Flow Area 0.8 ft'
Wetted Perimeter 3.14 ft
Top Width 0.00 ft
Critical Depth 0.99 ft
Percent Full 100.0 %
Critical Slope 0.040962 ft/ft
Velocity 12.36 ft/s
Velocity Head 2.37 ft
Specific Energy 3.37 ft
Froude Number 0.00
Maximum 10.44 cfs
Discharge
Dtscharge Full 9.70 cfs
S{ope Full 0.043900 ft/ft
Flow Type N/A
I
c:lhaestadlfrtWv�2003-207.fm2
7/2/2007 1:1738 PM
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet 12"PVC�0.3%
Flow Element Circutar Channel
Method Manning's
Formula
Solve For Discharge
Input Data
Mannings Coefficient 0.010
Slope 0.003000 ft/ft
Depth 1.00 ft
� Diameter 1.00 ft
Results
I� Discharge 2.54 cfs
Flow Area 0.8 ft=
Wetted Perimeter 3.14 ft
Top Width 0.00 ft
Criticai Depth 0.68 ft
PerceM Full 100.0 96
Critical Slope 0.804577 R/ft
Velocity 3.23 ft/s
Velocity Head 0.16 ft
Specific Energy 1.16 ft
Froude Number 0.00
Maximum 2.73 cfs
Discharge
Discharge Full 2.54 cfs
Slope Full 0.003000 ft!ft
Flow Type N/A
I
alhaestadUm�M2003-207.tm2
7/2/2007 1:1738 PM
i�
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet 12"PVC�0.8496
Flow Element Circular Channel
Method Manning's
Formula
Save For Discharge
Input Data
Mannings Coefficient 0.010
Slope 0.008400 ft/R
Depth 1.00 ft
Diameter 1.00 ft
Results
discharge 4.24 cfs
Flow Area 0.8 ft2
Wetted Perimeter 3.14 ft
Top Width 0.00 ft
Criticai Depth 0.87 ft
Percertt Full 100.0 96
Critical Slope 0.007886 ft/ft
Ve�ocity 5.40 R/s
Velocity Head 0.45 ft
Specific Energy 1.45 ft
Froude Number 0.00
Maximum 4.57 cfs
Discharge
Discharge Full 4.24 cTs
Slope Full 0.008400 Nft
Ftow Type N/A
c:lhaestadlfm�M2003207.fm2
7!2l2007 1:17:38 PM
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet 6"PVC�5.5896
Flow Efement Circular Channel
Method Manning's
Formula
Sdve For Discharge
Input Data
Martnings Coefficient 0.010
Slope 0.055800 9t/ft
Depth 0.50 ft
Diameter 0.50 ft
ResuRs
Discharge 1.72 cfs
Flow Area 0.2 ft�
Wetted Perimeter 1.57 ft
Top Width 0.00 ft
Criticat Depth 0.50 ft
Percerrt Full 100.0 %
Critical Slope 0.052085 Nft
Velxity 8.78 ft/s
Velocity Head 1.20 ft
Specific Energy 1.70 ft
Froude Number 0.00
Maximum 1.85 cfs
Discharge
Discharge Full 1.72 cfs
S�ope Full 0.055800 ft/ft
Flow Type N/A
c:�haestadlfmw12003-207.fm2
7R/20071:17:38 PM
. -�
Worksheet I
Worksheet for Circular Channel I
Project Descxiption '
Worksheet 72'PVC�1.02%
Flow Etement Circular Channel
Method Manning's
Formula
Sdve For Discharge
Input Data
Mannings Coefficient O.Q70
Slope 0.090200 ft!ft
Depth 1.00 ft
Diameter 1.00 ft
Resutts
Discharge 4.68 cfs
Flow Area 0.8 ft2
Wetted Perimeter 3.14 ft
Top Width 0.00 ft
Critical Depth 0.90 ft
Percer►t Full 100.0 %
Critical Slope 0.008993 fUft
Velocity 5.96 R/s
Velocity Head 0.55 ft
Specific Energy 1.55 ft
Froude Number 0.00
Mauimum 5.03 cfs
Discharge
D'�scharge Full 4.68 cfs
Slope Full 0.010200 ft/ft
Flow Type fV/A
c:�haestadVmw�2003207.fm2
7/2/20071:1738 PM
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet 17'PVC@2.9%
Flow Elemerrt Circular Channel
Method Manning's
Formuta
Solve For Discharge
Input Data
Mannings Coe�cieM 0.010
Slope 0.029000 ft/ft
Depth 1.00 ft
Diameter 1.00 ft
Resufts
Discharge 7.89 cfs
Flow Area 0.8 ftz
Wetted Perimeter 3.14 ft
Top Width 0.00 ft
Critical Depth 0.98 ft
PeroeM Full 100.0 %
Criticai Slope 0.026230 ft/ft
Velocity 10.04 R/s
Velocity Head 1.57 ft
Spec�c Energy 2.57 ft
Froude Number 0.00
Maximum 8.48 cfs
Discharge
Discharge Full 7.89 cfs
Slope Full 0.029000 ft/ft
Flow Type N/A
c:�haestadlfmw12003-207.fm2
7/2t2007 1:17:38 PM
Worksheet
Worksheet for Circular Channel
Project Description �
Wo�ksheet 18'CPEP�0.3% '
Flow Element Circular Channel
Method Manning's
Formula
Solve For Discharge I,
Input Data
Mannings Coefficierrt 0.010
Slope 0.003000 ft/ft
Depth 1.50 ft
Diameter 1.50 ft
Resutts
Discharge 7.48 cfs
Flow Area 1.8 ft
Wetted Perimeter 4.71 ft
Top Width 0.00 ft
Critical Depth 1.06 ft
Percerrt Full 100.0 %
Cri6cal Slope 0.004181 ft/ft
Velocity 4.23 ft/s
Velociry Head 0.28 ft
Specific Energy 1.78 ft
Froude Number 0.00
Maximum 8.05 cfs
Discharge
Discharge Full 7.48 cfs
Slope Full 0.003000 ft/R
Flow Type N/A
I
i
i
�
c:lhaestadlfmNA200�207.fm2
7/2l2007 1:17:38 PM
'i
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet 18"CPEP�0.596
Flow Element Circular Channel
Method Manning's
Formula
Solve For Discharge
input Data
Mannings Ccefficierrt 0.010
Siope 0.005000 ff/ft
Depth 1.50 ft
Diameter 1.50 ft
Resutts
Discharge 9.66 cfs
Fiow Area 1.8 ft'
Wetted Perimeter 4.71 ft
Top Width 0.00 ft
Critical Depth 1.20 ft
Percent Full 100.0 %
Cridcal Slope 0.005236 ft/ft
Velocity 5.46 ft/s
Velocity Head 0.46 N
Specific Energy 1.96 "
Froude Number 0.00
Maximum 10.39 cts
Discharge
Discharge Full 9.66 cfs
Slope Full 0.005000 ft/ft
Flow Type WA
�
�
c:lhaestadlfrtmA2003-207.fm2
7/2/2007 1:17:38 PM
APPENDIX C
DETENTION & RUNOFF CALCULATIDNS
DETENTION � RUNOFF CALCULATIONS:
Existin
Forest 42,121 sf 0.97 acres forest
Proposed
5 new homes&driveways @ 3000 sf each 15,000 sf
New access road 6,800 sf
21,800 sf 0.50 acres impervious
Lawn 20,321 sf 0.47 acres till grass
KCRTS was used to calculate runoff and detention quantities. Level 2 Flow Control was required
for this project. Please see following pages for p�eliminary calculations.
PRE-DEVELOPED FLOWS
+-Land Use Summary-------------------------------------------+
;Till Forest 0.97 acres ;
;Till Pasture 0.00 acres ;
;Till Grass 0.00 acres ;
;Outwash Forest 0.00 acres ;
;Outwash Pasture 0.00 acres ;
;Outwash Grass 0.00 acres ;
;Wetland 0.00 acres ;
; Impervious 0.08 acres ;
-----------------------------------------------
------------- '
� ,
; Total Area . 0.97 acres ;
; Scale Factor : 0.85 Hourly Reduced ;
'------------------------------------------------------------ '
� �
� �
; Time Series: PREDEV ;
'------------------------------------------------------------'
� �
; Compute Time Series ;
; Modify User Input ;
+------------------------------------------------------------+
Flow Frequency Analysis
--------------------------------------------------------
Time Series File:predev.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
0.052 2 2/09/Ol 18:00 0.066 1 100.00 0.990
0.014 7 1/06/02 3:00 0.052 2 25.00 0.960
0.038 4 2/28/03 3:00 0.040 3 10.00 0.900
0.001 8 3/24/04 20:00 0.038 4 5.00 0.800
0.023 6 1/05/OS 8:00 0.034 5 3.00 0.667
0.040 3 1/18/06 20:00 0.023 6 2.00 0.500
0.034 5 11/24/06 4:00 0.014 7 1.30 0.231
0.066 1 1/09/08 9:00 0.001 8 1.10 0.091
Computed Peaks 0.061 50.00 0.980
DEYELOPED FLOWS
+-Land Use Summary-------------------------------------------+
;Till Forest 0.00 acres ;
;Till Pasture 0.00 acres ;
;Till Grass 0.47 acres ;
;Outwash Forest 0.00 acres ;
;Outwash Pasture 0.00 acres ;
;Outwash Grass 0.00 acres ;
;Wetland 0.00 acres ;
; Impervious 0.50 acres ;
' ---------------------------------------------------------- '
; Total Area : 0.97 acres ; I
; Scale Factor : 0.85 Hourly Reduced ;
'------------------------------------------------------------' '
� � �
� � �
� � �
; Time Series: DEV ;
'------------------------------------------------------------ '
� � I
; Compute Time Series ;
; Modify User Input ; ;
+------------------------------------------------------------+
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
0.139 S 2/09/O1 2:00 0.285 1 100.00 0.990
0.109 8 1/OS/02 16:00 0.168 2 25.00 0.960
0. 168 2 2/27/03 7:00 0.164 3 10.00 Q.900
0.113 7 8/26/04 2:00 0.147 4 5.00 0.800
0. 137 6 10/28/04 16:00 0.139 5 3.00 0.667
0.197 4 1/18/06 16:00 0.137 6 2.00 0.500
0.164 3 10/26/06 0:00 0.113 7 1.30 0.231
0.285 1 1/09/08 6:00 0.109 8 1.10 0.091
Comouted Peaks 0.246 50.00 0.980
Retention/Detention £acility
Type of Facility: Detention Vault
Facility Length: 36.93 ft
Facility Width: 36.93 ft
Facility Area: 1364. sq. ft
Effective Storage Depth: 6.00 ft
Stage 0 Elevation: 416.95 ft
Storage Volume: 8181 cf PROVIDED 18'x 76'x6'=8208 cf
Riser Head: 6.00 ft
Riser Diameter: 12.00 inches
Number of orifices: 2
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in?
1 O.OQ 0.50 0.017
2 4.00 0.85 0.028 4.0
Top Notch Weir: None
Outflow Rating Curve: None
� Stage Elevation Storage Discharge Percolation
i (ft) (ft) (cu. ft} (ac-ft) (cfs) (cfs)
0.00 416.95 0. 0.000 0.000 0.00
0.01 416.96 14. 0.000 0.001 0.00
0.02 416.97 27. 0.001 0.001 0.00
0.03 416.98 41. 0.001 0.001 0.00 �
0.04 416.99 55. 0.001 0.001 0.00
0.05 417.00 68. 0.002 0.001 0.00
0.15 417.10 205. 0.005 0.003 0.00
0.25 417.20 341. 0.008 0.003 0.00
0.35 417.30 477. 0.011 0.004 0.00
0.45 417.40 614. 0.014 0.005 0.00
0.55 417.50 750. 0.017 0.005 0.00
0.65 417.60 886. 0.020 0.005 0.00
0.75 417.70 1023. 0.023 0.006 0.00
0.85 417.80 1159. 0.027 0.006 0.00
0.95 417.90 1295. 0.030 0.007 0.00
1.05 418.00 1432. 0.033 0.007 0.00
1.15 418.10 1568. 0.036 0.007 0.00
1.25 418.20 1704. 0.039 0.008 0.00
1.35 418.30 1841. 0.042 0.008 0.00
1.45 418.40 1977. 0.045 0.008 0.00
1.55 418.50 2114. 0.049 0.008 0.00
1.65 418. 60 2250. 0.052 0.009 0.00
1.75 418.70 2386. 0.055 0.009 0.00
1.85 418.80 2523. 0.058 0.009 0.00
1.95 418.90 2659. 0.061 0.009 0.00
2.05 419.00 2795. 0.064 0.010 0.00
2.15 419.10 2932. 0.067 0.010 0.00
2.25 419.20 3068. 0.070 0.010 0.00
2.35 419.30 3204. 0.074 0.010 0.00
2.45 419.40 3341. 0.077 0.011 0.00
2.55 419.50 3477. 0.080 0.011 0.00
2.65 419.60 3613. 0.083 0.011 0.00
2.75 419.70 3750. 0.086 0.011 0.00
2. 85 419.80 3886. 0.089 0. 011 0.00
2.95 419.90 4022. 0.092 0.012 0.00
3.05 420.00 4159. 0.095 0.012 0.00
3.15 420.10 4295. 0.099 0.012 0.00
3.25 420.20 4432. 0.102 0. 012 0.00
3.35 420.30 4568. 0.105 0. 012 0.00
3.45 420.40 4704. 0.108 0. 013 0.00
3.55 420.50 4841. 0.111 0.013 0.00
3.65 A20.60 4977. 0.114 0.013 0.00
3.75 420.70 5113. 0.117 0.013 0.00
3.85 420.80 5250. 0.121 0.013 0.00
3.95 920.90 5386. 0.124 0.013 0.00
4.00 �20.95 5454. 0.125 0.014 0.00
4.01 420.96 5468. 0.126 0.014 0.00
4.02 420.97 5481. 0.126 0.014 0.00
4.03 420.98 5495. 0.126 0.015 0.00
4.04 420.99 5509. 0.126 0.017 0.00
4.05 421.00 5522. 0.127 0.018 0.00
4.06 421.01 5536. 0.127 0.019 0.00
4.07 421.02 5550. 0.127 0.019 0.00
4.17 421.12 5686. 0.131 0.022 0.00
4.27 421.22 5822. 0.134 0.024 0.00
4.37 421.32 5959. 0.137 0.026 0.00
4.47 421.42 6095. 0.140 0.028 0.00
4.57 421.52 6231. 0.143 0.029 0.00
4.67 421.62 6368. 0.1�6 0.031 0.00
4.77 421.72 6504. 0.149 0.032 0.00
4.87 421.82 6640. 0.152 0.033 0.00
4.97 421.92 6777. 0.156 0.034 0.00
5.07 422.02 6913. 0.159 0.036 0.00
5.17 422.12 7050. 0.162 0.037 0.00
5.27 422.22 7186. 0.165 0.038 0.00
5.37 422.32 7322. 0.168 0.039 0.00
5.47 422.42 7459. 0.171 0.040 0. 00
5.57 422.52 7595. 0.174 0.041 0.00
5.67 422.62 7731. 0.277 0.041 0.00
5.77 422.72 7868. 0.181 0.042 0.00
5.87 422.82 8004. 0.184 0.043 0.00
5.97 422.92 8140. 0.187 0.044 0.0�
6.00 422.95 8181. 0.188 0.044 0.00
6.10 423.05 8318. 0.191 0.353 0.00
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.285 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.239 CFS at 9:00 on Jan 9 in Year 8
Peak Reservoir Stage: 6.06 Ft
Peak Reservoir Elev: 423.01 Ft
Peak Reservoir Storage: 8267. Cu-Ft
. 0.190 Ac-Ft
Duration Compazisoa Anaylsis
Base File: predev.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New �Change Probability Base New $Change
0.012 I 0.80E-02 0.12E-01 45.2 � 0.80E-02 0.012 0.013 5.0 ***
0.016 I 0.56E-02 0.40E-02 -29.9 � 0.58E-02 0.016 0.013 -15.7
0.019 � 0.44E-02 0.38E-02 -12.7 � 0.44E-02 0.019 0.014 -24.8
0.022 I 0.34E-02 0.32E-02 -4.4 � 0.34E-02 0.022 0.021 -3.6
0.025 I 0.27E-02 0.25E-02 -4.9 I 0.27E-02 0.025 0.024 -2.9
0.028 I 0.20E-02 0.18E-02 -10.0 � 0.20E-02 0.028 0.027 -4.3
0.031 I 0.13E-02 0.13E-02 0.0 I 0.13E-02 0.031 0.031 0.3
0.034 I 0.65E-03 0.88E-03 3.8 I 0.85E-03 0.039 0.034 0.9
0.037 I 0.52E-03 0.54E-03 3.1 � 0.52E-03 0.037 0.038 1.0
0.040 I 0.29E-03 0.28E-03 -5.6 � 0.29E-03 0.040 0.040 -1.1
0.093 � 0.20E-03 0.98E-04 -50.0 I 0.20E-03 0.043 0.042 -4.5
0.047 I 0.15E-03 0.16E-04 -88.9 � 0.15E-03 0.047 0.042 -6.7
0.050 I 0.65E-04 0.16E-04 -75.0 I 0.65E-04 0.050 0.044 -11.5
Maxima�m positive excursion = 0.001 cfa ( 5.0$)
occuring at 0.012 cfs on the Base Data:predev.tsf
and at 0.013 cfs on the New Data:rdout.tsf
Maximum negative excursion = 0.005 cfs (-26.5�)
occuring at 0.019 cfs on the Base Data:predev.tsf
and at 0.014 cfs on the New Data:rdout.tsf
*** 3ince the RCRT3 program won't allow orifice sizes to be less than 0.5
inches, the first arc crosses slightly higher than it should. Reducing thE
bottom orifice cLiameter would fix this, but KCRTS won' t allow a smaller
diameter.
APPENDIX D .
WATER QUALITY CALCULATIONS
RETPOPID CALCULATION3
The following calculation is per Section 6.4.1 of the KCSWDM.
Runoff Volume = Vr = (0.9Ai + 0.25Atg + O.lOAtf + O.OlAo) x (R/12)
Ai=21800 sf
Atg=20321 sf
Atf=O
Ao=O
R=.47
Vr = [ (0.9) (21800) + (0.25) (20321) + 0 + 0� x (.47/12) = 967 cf
Wetpool Volume Vb = f(Vr)
f=3
Vr=967 cf
Vb = 3x967 = 2901 cf
Wetpool volume = 18' X 76' X 4' = 5472 cf, thus satisfying the volume
required.
�I
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