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Technica/Information
Report
PREPARED FOR :
JDA Group, LLC
95 South Tobin Street, Suite ZO1
Renton, WA 98055-1324
PROJECT.•
Rainier Station
City of Renton, Washington
, 203615.10
� PREPARED BY.' ',
Glenn C. Hume, P.E.
Project Engineer
REVIEWED BY.•
J. Matthew Weber, P.E.
tl Principal
�
• April 2006
UU toC)C� 5 �,
� Civil Engineers • Structural Engrneers • Landscape Architects • Communrty Planners • Land Surveyors • Neighbors
333 3
Technica/.Tnformation
Report
PREPARED FOR ;
JDA Group, LLC
95 South Tobin Street, Suite 201
Renton, WA 98055-1324
'ST��k' �::�*
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' t Rainier Station
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�Q�,��as5s� �4� >� City of Renton, Wash ington
sSjG�R �C�`V ,, 203615.10
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EXPI RES: 11l7/�
PREPARED BY.•
I hereby state that this Preliminary
Technical Information Report for Glenn C. Hume, P.E.
Rainier Station has been prepared by
me or under my supervision and meets Project Engineer
the standard of care and expertise that
is usual and customary in this
community for professional engineers.
I understand that the City of Renton REVIEWED BY.•
does not and will not assume liability
for the sufficiency, suitability, or �, Matthew Weber, P.E.
performance of drainage facilities
prepared by me. PI"II1CIpa�
April Z006
TABLE OF CONTENTS
SECTION PAGE
1.0 Project Overview......................................................................................................l
1.1 Purpose and Scope........................................................................................l �
1.2 Existing Conditions........................................................................................1 �
1.3 Post-Development Conditions.........................................................................2 II,
'
2.0 Conditions and Requirements Summary.....................................................................2 II
2.1 Core Requirements........................................................................................2 I�
2.2 Special Requirements ....................................................................................4 �,
2.3 Preliminary Plat and SEPA Conditions..............................................................5
3.0 Off-Site Analysis ......................................................................................................5 !
3.1 Downstream Analysis ....................................................................................5
3.2 Upstream Analysis.........................................................................................5
4.0 Flow Control and Water Quality Facility Analysis and Design........................................5
4.1 Water Quality System....................................................................................5
5.0 Conveyance System Analysis and Design ...................................................................6
6.0 Special Reports And Studies......................................................................................6
7.0 Conclusion ............................... ..............................................................................6
APPENDICES
AppendixA Figures
A-1..................Vicinity Map
A-2.................. Soils Map
A-3.................. Existing Conditions Map
A-4.................. Developed Conditions Map
A-5.................. Downstream Drainage Map
A-6.................. FEMA Flood Map
Appendix B TIR Worksheet
Appendix C Hydrologic Analysis
C-1.................. Drainage Basin/Conveyance Map
C-2.................. Pre-Developed Basin Summary
C-3.................. Pre-Developed 100-year, 24-hour Hydrograph
C-4.................. Developed Basin Summary
C-5.................. Developed Basin 100-year, 24-hour Hydrograph
C-6.................. Basin 2 Treatment Summary
C-7.................. Basin 2 Treatment Hydrograph
C-8 — C-15 ....,.. Conveyance System Summary
1.O PROJECT OVERVIEW
i.i Purpose and Scope
This preliminary report accompanies the site development application for the Rainier
Station project.
The project site is located in the City of Renton in the southwest quarter of Section 7,
Township 23 North, Range 5 East, Willamette Meridian in the City of Renton, King
County, Washington. This site is located at 601 Rainier Avenue North (see Appendix A,
Figure A-1 for Vicinity Map).
The Rainier Station project is located on four parcels (9564800170, 9564800175,
9564800007, and 4202401210) with the proposed developed area totaling approximately
2.52 acres. The project proposes the construction of three commercial buildings totaling
approximately 52,100 square feet for potential use as retail, office, and commercial. Also
included is a two-level parking structure. The project site is accessed from Rainier
Avenue North. The project will include paved surface parking, stormwater management
systems, sewer, water, and other utilities required for the new development.
The design for this project meets or exceeds the requirements of the 1990 King County
Su�face Water Design Manual(KCSWDI►�, which establishes the methodology and design
criteria used for this project.
1.2 Existing Conditions
The site is primarily developed with several commercial buildings and paved parking
areas. The parcel is flat with a slight slope towards Rainier Avenue North. There is an
existing steep slope located on the western edge of the project. Per previous studies
performed, this section of steep slope is exempt from critical area criteria. The project
proposes to provide a retaining wall to replace the existing slope.
Existing stormwater runoff from the site sheet flows towards Rainier Avenue North where
it is collected in the public storm drainage system. There are no existing stormwater
treatment or detention facilities.
Existing public utilities traverse the southern portion of the project site through a utilities
easement. The public utilities include a 12-inch water and 8-inch sewer main. In
addition, the adjacent proposed 6th Street Short Plat project proposes to construct a
storm main within the existing easement.
The SCS Soils Map indicates that Alderwood gravelly sandy loam (AgD) is the
predominant soil class on the site. For stormwater modeling purposes, Alderwood is
considered a Type C soil.
The site lies within the West Hill sub-basin of the Cedar River Basin and ultimately drains
to the south end of Lake Washington (Appendix A, Figure A-5 for the Downstream
Drainage Map).
1 ' ' II
0���
1.3 Post-Development Conditions
The project proposes the construction of three commercial buildings totaling ,
approximately 52,100 square feet for potential use as retail, office, and commercial. Also
included is a two-level parking structure and paved surface parking. The project will be
constructed in phases starting with Building #1 on the southern portion of the property ',
and associated parking. The second access will be constructed from the north during '�,
Phase 1. Although only a portion of the site will be constructed at this time, the I
stormwater managements systems have been designed for full project build-out. I
Stormwater discharge from the site will emulate existing conditions by maintaining the
flow path towards the storm system in Rainier Avenue North.
All runoff from pollution generating impervious surfaces will be collected and conweyed
by the proposed storm system. Runoff from the southern portion of the project is
collected and conveyed to the proposed wet vault as shown on the 6th Street Short Plat
project. This is a shared facility for the Short Plat and a portion of the commercial -
project. The required easements and maintenance agreements will be recorded for both
projects.
Runoff from the northern portion of the project is collected and conveyed to a new
proposed wet vault located within the proposed parking area.
Both wet vaults discharge to existing storm systems on the west side of Rainier Avenue
North.
Runoff from the roof areas bypasses the treatment systems and will be connected to the
drainage system downstream of the proposed vaults.
2.O CONDITIONS AND REQUIREMENTS SUMMARY
2.1 Core Requirements
2.1.1 C.R. #1 — Discharge at the Natural Location
Currently, runoff from the project site sheet flows onto Rainier Avenue North,
where it is collected by the existing conveyance system. The proposed storm
system includes two wet vaults for treatment prior to discharge to the storm
conveyance system in Rainier Avenue North.
2.1.2 C.R. #2 — Off-Site Analysis
AHBL staff performed a Level 1 off-site drainage analysis in March 2003. The
analysis included:
• Defining and mapping the study area;
• Reviewing available information on the study area;
• Field inspecting the study area; and
2 OQ � Q
• Analyzing the existing drainage system including its existing and predicted
problems, if any.
The downstream conveyance system consists of an existing storm drainage
system located east of Rainier Avenue North. The stormwater is conveyed
north in this system for greater than a quarter mile to its ultimate discharge in
Lake Washington. To our knowledge there are no existing downstream
restrictions and the project site will only slightly increase the flows through this
system. Therefore, the downstream conveyance system should have adequate
capacity to convey the additional flows from this project.
2.1.3 C.R. #3 — Runoff Control
The 100-year, 24-hour pre-developed and developed peak runoff rate is
1.87 cfs and 2.15 cfs, respectively. This is a difference of 0.28 cfs. The
increase is less than 0.50 cfs for the 100-year, 25-hour storm event; therefore
stormwater quantity control facilities are not required for this project.
Water quality will be provided through two wet vaults.
2.1.4 C.R. #4 — Conveyance System
A proposed conveyance system collects stormwater runoff from the paved areas
and conveys it to the proposed wet vaults. Conveyance system calculations are
provided in Appendix C. Starting tailwater elevation for the southern
conveyance system is based on the hydraulic grade calculated for the flow
splitter as provided in the 6`h Street Short Plat TIR. There is no tailwater
impact on the calculations for the northern conveyance system due to the depth
of the existing 24-inch conveyance system.
2.1.5 C.R. #5 — Erosion/Sedimentation Control Plan
Erosion and sediment control design drawings are provided with the
construction set and an erosion control report is has been prepared under
separate cover.
2.1.6 C.R. #6 — Maintenance and Operations
A maintenance plan for the stormwater management system is provided under
separate cover. The southern wet vault is proposed to be a shared system for
the Short Plat and a portion of the commercial project. Therefore, a joint
maintenance agreement will be required and necessary easements recorded.
2.1.7 C.R. #7 — Bonds and Liability
This project will provide for a Drainage Facilities Restoration and Site
Stabilization Financial Guarantee and a maintenance and defect bond.
3 �� ' �
2.2 Special Requirements
2.2.1 S.R. #1 — Critical Drainage Areas
The project does not lie within a critical drainage area.
2.2.2 Compliance with an Existing Master Drainage Plan
The project does not lie within an area covered by an approved Master
Drainage Plan.
2.2.3 Conditions Requiring a Master Drainage Plan
The project does not meet any of the conditions requiring a Master Drainage
Plan.
2.2.4 Adopted Basin or Community Plans
The project does not lie within an area with an adopted Basin or Community
Plan.
2.2.5 Special Water Quality Controls
The project does not meet any of the conditions requiring special water quality
controls.
2.2.6 Coalescing Plate Oil/Water Separators I�
The project does not meet any of the conditions requiring a coalescing plate
oil/water separator.
2.2.7 Closed Depressions
The project does not discharge to a closed depression.
2.2.8 Use of Lakes, Wetlands or Closed Depressions for Peak Rate
Runoff Control
The project does not use lakes, wetlands, or closed depressions for peak rate
runoff control.
2.2.9 Delineation of 100-Year Floodplain
To our knowledge, there are no floodplains associated with the project site.
The FEMA flood map shows the project within a Flood Zone X.
2.2.10 Flood Protection Facilities for Type 1 and Type 2 Streams
The project does not meet the any of the conditions requiring flood protection
facilities.
4 �� � �
2.2.11 Geotechnical Analysis and Report
A geotechnical engineering report has been prepared for the project site.
2.2.12 Soils Analysis and Report
The soils underlying the project have been accurately mapped by the USGS;
however, a geotechnical report was prepared by The Riley Group, Inc.
2.3 Preliminary Plat and SEPA Conditions
To be determined.
3.0 OFF-SITE ANALYSIS
3.1 Downstream Analysis
Stormwater flows from the project site are conveyed to the east through a proposed 12-
inch storm drain to the existing storm system in Rainier Avenue North. From that point,
the runoff is combined with runoff from Rainier Avenue North and adjacent developments
and is c�nveyed north to an eventual discharge to Lake Washington. To our knowledge
there are no restrictions in the downstream system.
3.2 Upstream Analysis
Some stormwater runoff from the adjacent 6th Street Short Plat flows onto the project
site. This runoff will be collected by the on-site system to be treated and conveyed
downstream. As stated earlier, the 6`h Street Short Plat proposes to share the southern
wet vault for stormwater treatment.
4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
As stated earlier, stormwater peak discharge controls are not required per the 0.5 cfs
increase exemption. Stormwater quality control systems are provided for the project.
4.1 Water Quality System
Two wet vaults are proposed for stormwater quality control. As previously discussed, the
southern wet vault is proposed to be shared between half of this commercial project and
the 6`h Street Short Plat project. Final design for the southern wet vault is provided in
the Stormwater Technical Information Repo�t for the b`h St�eet Short Plat, October 2005.
The second wet vault is designed for the northern half of the commercial project. The
required wet vault volume was determined by using a precipitation value equal to one-
third of the 2-year, 24-hour total precipitation. The z-year, 24-hour total precipitation
per the isopluvial is 2.00 inches. The treatment precipitation equals 2.00/3 or 0.67 inch.
This precipitation value was input into the Santa Barbara Urban Hydrograph model to
compute a treatment volume of 1,755 cubic feet. The proposed wetland vault has
interior dimensions of 50 feet by 10 feet by a 4 foot water depth resulting in a total
storage volume of 2,000 cubic feet. The total impervious area tributary to the wet vault
is 44,430 square feet. The surface area of the wet vault is required to exceed i percent
of the total impervious tributary area. The required minimum surface area is 444 square
5 O� � O
feet. The wet vault has a surface are of 500 square feet, exceeding the minimum
required. The wet vault is divided into three cells as required by the stormwater manual.
The first cell contains 10 percent of the total surface area and the second cell contains
45 percent of the total surface area.
Per the stormwater manual, a flow splitter is required to direct the treatment flow to the
wet vault while bypassing all flows that exceed the treatment peak flow rate. The peak
flow rate for the treatment event is 0.12 cfs. An orifice flow spreader is provided with an
orifice diameter of 2.75 inches with a maximum head of 0.5 feet. The orifice size is
based on the following calculation. !
d = ((38.88*0.12)/0.5o.s�o.s = 2,56" use 2 5/8" orifice
5.O CONVEYANCE SYSTEM ANALYSIS AND DESIGN
St�rmwater conveyance is provided by a network of catch basins and underground pipes.
Calculations provided in Appendix C shows that the proposed conveyance system has
adequate capacity to convey the 25-year, 24-hour and the 100-year, 24-hour runoff
events. The conveyance basins are based on full project build out areas. A minimum
scouring velocity of 2 feet per second is provided in all pipe reaches
6.O SPECIAL REPORTS AND STUDIES
Wildlife Reconnaissance by Raedeke & Associates, Inc.
7.O CONCLUSION
This project is designed to meet the 1990 King County Surface Water Design Manual
guidelines for stormwater management.
This analysis is based on data and records either supplied to or obtained by AHBL, Inc. These
documents are referenced within the text of the analysis. The analysis has been prepared
utilizing procedures and practices within the standard accepted practices of the industry. We
conclude that this project, as proposed, will not create any new problems within the existing
downstream drainage system.
AHBL, Inc.
��. ��z�� �
Glenn C. Hume, P.E. �
Project Engineer
GCH/sca
April 2006
K:�,Clvil\Yr_2003�203615\STORM�COMMERCIAL�TIR\615-Storm TIR(CC)-wp.doc
203615 Storm TIR(CC)060417.doc
6 �� ' �
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APPENDIX A
Figures
A-1 Vicinity Map
A-2 Soils Map
A-3 Existing Conditions Map
A-4 Developed Conditions Map '
A-5 Downstream Drainage Map '
A-6 FEMA Flood Map '
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RAINIER STATION
TACOMA SEATTLE 203615.10 A-�
2215 North 30th Street,Suite 300,Tacoma,VJA98403 Z53.383,2422 TEL DEVELOPED CONDITIONS MAP
316 Occidental Avenue Soulh,Suite 320,Seattle,WA 98104 206267.2425 TEL
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KIYG COUNTY � (�
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APPENDIX 6 ��,
TIR Worksheet
King County Department of Development and Environmental Services
TECHNICAL INFORIIAATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Project Owner: Project Name: Rainier Station
JDA Group LLC Location
Mr. Jack Alhadeff Township 23N
Address: Range 5E
95 South Tobrn Streef .............Section SW%a, 7
Renton, WA 98055
Phone
Project Engineer: �
Glenn Hume, P.E.
Company AHBL, lnc.
Address/Phone 253 383 2422
Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS
APPLICATION
Subdivison DFW HPA Shoreline Management
Short Subdivision
X Grading COE 404 X Rockery
X Commercial DOE Dam Safety X Structural Vaults
Other FEMA Floodplain Other
- COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community
Drainage Basin ;
West Hill Drainage Basin/ Cedar River 'I
Part 6 SITE CHARACTERISTICS
River Floodplain
Wetlands
Stream Seeps/Springs
Critical Stream Reach High Groundwater Table
Depressions/Swales
Groundwater Recharge
Lake
X Steep Slopes Other
B-1
Part 7 SOILS
Soil Type Slopes Erosion Potential Erosive Velocities
" AgD 15-40% Moderate to severe
Additional Sheets Attached
Part 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
Additional Sheets Attached
Part 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
X Sedimentation Facilities X Stabilize Exposed Surface
X Stabilized Construction Entrance X Remove and Restore Temporary ESC Facilities
X Perimeter Runoff Control X Clean and Remove All Silt and Debris
X Clearing and Grading Restrictions X Ensure Operation of Permanent Facilities
X Cover Practices X Flag Limits of SAO and open space preservation
areas
X Construction Sequence
Other
Other
B-2
Part 10 SURFACE WATER SYSTEM
Grass Lined Tank Infiltration Method of Analysis
Channel X Vault SBUN
Energy Dissapator Depression
X Pipe System Flow Dispersal Compensation/Mitigati
Wetland on of Eliminated Site
Open Channel Waiver Storage
Stream
Dry Pond Regional
Wet Pond Detention
Brief Description of System Operation
Storm runoff from fhe southern portion of fhe site is collected in catch basins and connected to the
joint wet vault as designed for the 6`h Street Short Plat project. The northern portion of the site is
� collected and conveyed to a proposed wet vault. Both wet vaults connect fo the existing storm
conveyance system in Rainier Avenue N. Roof drains from the three buildings wil!bypass the wet
vaults and connect to the sform system in Rainier Avenue N.
Facility Related Site Limitations
Reference Facility Limitation
- Part 11 STRUCTURAL ANAIYSIS Part 12 EASEMENTS/TRACTS
X Drainage Easement
` X Cast in Place Vault
Access Easement
X Retaining W all
Native Growth Protection Easement
Rockery>4' High
Structural on Steep Slope Tract
X Other X Other Utilities
Part 13 SIGNATURE OF PROFESSIONAL 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 the information provided here is accurate.
Si ned,�Date
B-3
APPENDIX C
Hydrologic Analysis
,
C-1 Drainage Basin Map
C-2 Pre-Developed Basin Summary
C-3 Pre-Developed 100-year, 24-hour
Hydrograph
C-4 Developed Basin Summary
C-5 Developed Basin 100-year, 24-hour
Hydrograph
C-6 Basin 2 Treatment Summary
C-7 Basin 2 Treatment Hydrograph
C-8 — C-15 Conveyance System Summary
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RAINIER STATION
TACOMA SEATTLE 203615.10 �_�
2215 NoAh 30th Sireet,Suite 300,Tacoma,WA 984U3 253.383.2422 TEL DRAINAGE BASIN/CONVEYANCE �AP
316 Occidental Avenue Soulh,Suite 320,Seattle,WA 98104 206.267.2425 TEL
PRE-CC Event Summary
-�-----�- ---._�_ -----�--- —
Event Peak Q (cfs)iPeak T(hrs) iHyd Vol (acft);Area (ac)�Method jRaintype
100 yr 1.8649 �� 8.00 ; 0.6480 ! 2.5510 j SBUH C PYT E 1 A
Record Id: PRE-CC
Design Method i SBUH �Rainfall type � TYPEIA !
Hyd Intv i 10.00 min rPeaking Factor 84 4 00 i
j iAbstraction Coeff 0.20 �
Pervious Area (AMC 2) j 0.97 ac DCIA � 1.58 ac �i
Pervious CN i 81.00 iDC CN 98.00
Pervious TC � 5.00 min DC TC 5.00 min
---- ---------------- — _--- ------
i, .
Pervious CN Calc �:
Description ( SubArea Sub cn
2ND GROWTH FOREST �0.97 ac 81.00
�
Pervious Composited CN (AMC 2) �81.00 �';
Pervious TC Calc j'
Type Description Length Slope j C Misc TT j,
Fixed �None nE tered � 5.00 min i
Pervious TC 5.00 min �I,
;�
�
Directly Connected CN Calc j�
Description �—SubArea Sub cn '�
EXST. PVMT � 1.58 ac 98.00
'I
�,
DC Composited CN (AMC 2) j 98.00 �j
'i
Directly Connected TC Calc j�
�;
Type Description � Length Slope � C eo f;Misc � TT i;
}�
Fixed None Entered 5.00 min �
Directly Connected TC , S.00min I'
,
C-2
Hydrograph ID: PRE-CC - 100 yr
--- � , . -----;
Area 2.5510 ac r Hyd Int I10.00 min iBase Flow i
Peak flow 1.8649 cfs Peak Time�.00 hrs ; Hyd Vol �0.6480 acft
Time(hr) Flow(cfs)i Time(hr) �Flow(cfs)!Time(hr) Flow(cfs)
0.67 0.0042 8.67 0.8048 � 16.33 r�0.2753
0.83 0.0177 8.83 0.6819 I6.50 0.275� '
_-- ---
1.00 0.0348 � 9.00 I 0.6852 � 16.67 � 0.2757
1.17 0.0539 9.17 � 0.6020 � 16.83 � 0.2759
133 0.0722 9.33 0.5180 I7.00 02761
1.50 0.0849 9.50 0.5197 17.17 02671 j
1.67 0.0991 9.67 0.4952 1733 0.2580
1.83 0.1121 �� 9.83 0.4705 � 1 57 0 0.2582
2.00 0.1204 � 10.00 0.4718 17.67 0.2583
2.17 0.1318 10.17 0.4466 ; 1 83 0.2585
233 0.1426 10.33 0.4214 � 18.00 0.2587
2.50 0.1483 10.50 0.4223 18.17 0.2496 �
2.67 O.I532 10.67 0.4055 1833 0.2405
2.83 0.157� 10.83 0.3886 j I8.50 0.2�106 I
3.00 0.1611 ll.00 0.3893 ! 18.67 0.2407 ;
3.17 0.1643 1I.17 03812 18.83 0.2409 j
3.33 0.1671 j l� 1.33 03730 19.00 0.2410 i
3.50 0.1696 11.50 0.3736 19.17 0.2318 j
3.67 0.1772 11.67 0.3653 , 1933 0.2227 �
3.83 0.1847 j 11.83 0.3569 i 19.50 0.2228 !
4.00 0.1867 i 1� 2.00 03574 f 19.67 0.2229 �
433 0.2139 1233 03405 20.00 0.2231
4.50 0.2183 �2.50 �3410 20.17 0.2232
4.67 0.2347 12.67 0.3324 20.33 0.2233
4.83 0.2513 12.83 0.3238 � 20.50 02234 '
5.00 0.256] 13.00 03242 � 20.67 0.2235 (
5.17 0.2733 13.17 03246 j 20.83 0.2236
5.33 0.2907 � 1333 �0.3250 �21.00 �.2237
5.50 0.2955 13.50 03253 21.17 0.2238 �
5.83 0.3314 13.83 0.3079 21.50 0.2240 j
6.00 0.3363 14.00 0.3082 21.67 0.2241 �
6.17 03686 14.17 �.3086 i 21.83 0.2242 i
633 0.4014 i Ir 4.33 0.3089 j 22�10 0.2243
6.50 �0.4070 � 14.50 I 0.3092 r 22.17 � 0.2150
6.67 0.4555 � 14.67 0.3003 2233 0.2057 '
6.83 0.5048 ± 14.83 0.2915 � 2 52 0 0.2058 '
7.00 0.5117 � 15 W 0.2918 � 22.67 0.2059
7.17 0.5707 I 5.17 0.2920 ; 22.83---� 0.2060
733 0.6305 1533 0.2923 23.00 0.2061 ',
7.50 r 0.6387 -j---I 5.50 � 0.2925 � 23.17----� -0.2061 '
7.67 1.2197 r 15.67 0.2836 � 23.33 � 0�.2062
7.83 1.8205 �5.83 0.2747---�-23.50 -- 0.2063 -
8.00 1.8649 i 16.00 0.2749 23.67 -- 0.2063 ;
8.17 1.4000 --� 16.17 I 0.2751 r 23.83--� 0.2064
833 0.9184 1633 0.2753 � 24.00 0.2065
- ----�--------- -
8.50 0.925R � 16.50 �0.2755 24.17 0.1033 �
C-3
DEV-CC Event Summary
r---
Event Peak Q (cfs);Peak T (hrs)�Hyd Vol (acft) Area (ac) Method;Raintype
r----;----
100 yr 2.1497 ; 8.00 ; 0.7365 i 2.5520 '^SBUH -TYPEIA ;
Record Id: DEV-CC
Design Method , SBUH �rRainfall type � TYPEIA
Hyd Intv ! 10.00 min �Peaking Factor 484.00
;Abstraction Coeff 0.20
Pervious Area (AMC 2) � 0.43 ac !DCIA 2.13 ac
Pervioas CN ; 86.00 ;DC CN 98.00
Pervious TC 5.00 min jDC TC 5.00 rnin
Pervious CN Calc
Description , SubArea Sub cn
LANDSCAPE I 0.43 ac � 86.00
Pervious Composited CN (AMC 2) 86.00
Pervious TC Calc i
Type Description Length ; Slope ; Coeff � Misc � TT ,
!Fixed None Entered 5.00 min
i Pervious TC 5.00 min
� Directly Connected CN Calc
Description SubArea Sub cn
Impervious 2.13 ac � 98.00
j DC Composited CN (AMC 2) 98.00
i Directly Connected TC Calc
Type Description Length ( Slope ; Coeff Misc , TT
Fixed None Entered , 5.00 min
Directly Connected TC ; S.00min
C-4
Hydrograph ID: DEV-CC- 100 yr
--- -- --------- -----�
Area 2.5520 ac � Hyd Int �10.00 min ;Base Flow� �
Peak flow 2.1497 cfs�Peak imeT 8.00 hrs � Hyd Vol 0.7365 acft�
-�..��- �
Time(hr) Flow(cfs) Time(hr) jFlow(cfs);Time(hr) (Flow(cfs) �
0.67 0.0056 �8.67 0.9032 v� 1633 � 0.2934 -�
0.83 0.0238 8.83 OJ623 � 561 0 0.2934 �
1.00 0.0466 �.00 OJ637 j 16.67 �---0.2935 I
1.17 0.0723 �9.17 � 0.6693 j 16.83 � 0.2936T ! '
1.33 0.0970 933 0.5745 17.00 0.2936 �
1.50 0.1140 ��50 0.5752 17.17 0.2839 �
1.67 0.1330 9.67 0.5470 17.33 �0.2742 �
1.83 0.1504 �8-0 5187 17.50 �?742
2.00 0.1616 � i� 0.00 0.5192 17.67 0.2743
2.17 0.1769 , i�- 0.4908 , 17.83 0.2743
233 0.1913 ; 10.33 0.4623 18.00 �0.2744 '
2.50 0.1990 i 10 OS � 0.4627 � 18- 0.2647
2.67 0.2056 ! 10.67 0.4437 � 18.33 0.2549
2.83 0.2ll2 j I 8- 0.4247 ! 18.50 0.2549
3.00 0.2162 i 1�-� 0.�250 I 18 67 0.2550
3.17 0.2207 � ]�1.17 0.4156 18 83 0.2550
333 02255 j 1�33 0.4062 � 19.00 0.255(
3.50 0.230i �� 1��� 0.� 4064 �.17 02453
4.00 0.2573 � 12.00 � 0.` 3877 � 1�9.67 0?.356
4.17 0�765 � 12.17 0.3782 j 19.83 0.2356 i
433 0.2958 j 1233 � 0.3686 20.00 0.2357 j
4.50 0.2996 12.50 0.3688 20.17 02357 '
4.67 03192 � 12.67 �03593 �33 � 0.2357 �
4.83 0.3389 i 12.83 0.3497 20.50 02358 1
5.00 0.3425 13.00 03498 20.67 02358 ;
5.17 0.3625 13.17 � 03500 20.83 0:2358 �
533 03824 j 1333 0350t 2L00 02359 j
5.50 0.3858 � 13.50 � 0.3503 � 21.17 � 02359 �
5.67 0.4060 ( 13.67 r 0.3406 � 2L33 0?359 i
5.83 0.4262 � 1� 3.83 03310 2I.50 0�360 i
6.00 0.4294 � 14�.00 03311 21.67 0.2360 �
6.17 0.4672 � 1� 4.17 03313 21.83 0.2360 !
633 0.5052 j 14 3 03314 , 22�.00 02361
6.50 0.5086 14.50 �03315 22.17 � 0:2263 I
6.67 0.5651 ( 14.67 �0.3218 �22.33 �164 I
I
6.83 0.6219 ! 1 8- 0.3122 i 2 52 0 0.2165 ;
7.00 0.6258 I 15�.00 03123 ; 22.67 � 0.2165 �
7.17 0.6927 � 15.17 03124 1, 22.83 0.2165
733 0.7600 ; 15.33 ( 0.3124 j�23.00 � 0.2165
7.50 0.7643 � 15.50 j-0.3125 - '- - 23.17- - 0.�166
__ _ _ __ _ _ (--
7.67 1.4417 I 15.67 � 03028 i 2333 � 0.2166 (
7.83 2.1286 � 15.83 � 0.2931 r 23.50 0.2166 -� i
8.00 2.1497 ; 16.00 0.2932 23.67 0.2166
r-- �------
8.I7 1.5988 � 16.17 � 0.2933 � 23.83 �2167 i
833 1.0400 j-16.33 0.2934 � ���4.00 0.2167 _i
8.50 1.0432 �16.50 0.2934 24.17 r 0.1084 !
C-5
TREATMENT2 Event Summary
�------
Event Peak Q (cfs)�eak T(hrs) ;Hyd Vol (acft) �Area (ac);Method Raintype�
Treat 0.1212 � 8.00 ; 0.0403 �1.0190 j SBUH TYPEIA !
'_'____-"�"_'________..__ ' ._. __J
Record Id: TREATMENT2
Design Method � SBUH Rainfall type TYPEIA �
Hyd Intv � 10.00 min �Peaking Factor 484.00 !
jAbstraction Coeff �.20 �
Pervious Area (AMC 2) I 0.00 ac �DCIA �02 ac
Pervious CN 0.00 DC CN � 98.00
Pervious TC 0.00 min iDC TC 5.00 min
- --------- — - ---------i
Directly Connected CN Calc �
Description � SubArea Sub cn
� IMPERVIOUS 1.02 ac � 98.00
DC Composited CN (AMC 2) 98.00
Directly Connected TC Calc
i Type Description Length Slope j Coeff Misc � TT
Fixed None Entered �5.00 min
Directly Connected TC S.00min
Runoff Volume= 0.0403 ac-ft(17�5 cubic feet)
Wet Vault Dimensions SOft x lOft x 4ft water depth = 2000 cubic feet
C-6
Hydrograph ID: TREATMENT2 -Treat
Area �1.0190 ac �Hyd Int r10.00 min Base Flow•j �
Peak flow 0.1212 cfs Peak Time 8.00 hrs i Hyd Vol �0.0� 403�acft��� ��
-r-----!
Time(hr) Flow(cfs) Time(hr) �Flow(cfs)';Time(hr) �Flow(cfs) � ��
2.67 0.0006 � 10.00 O.U319 � 17.00---� 0.0190 � ��
2.83 0.0016 1017 0.0303 17J7 �0.0184 '�
���� i �
3.00 0.0022 �_ 1033� �0286 � _1733 ._ 0.0177- � ,
3.17 �.0029 � 10.50 � 0.0287 � 17.50 � 0.0178 i
333 �.0035 10.67 0.0275 17.67 0.0178 � II
3.50 0.0041 10.83 0.0264 � 1�7.83- 0.0178 � I
3.67 0.(1048 11.00 0.0265 18.00 0.0178 �''��, �i
3.83 0.0055 11.17 0.0259 18.17 OA172 � �
4.00 0.0061 11.33 0.0254 18.33 0.0165 ':
4.17 0.0070 j ll.50 0.0255 �8.50 0.0166 i
433 0.0080 ( 11.67 0.0249 � 1�8.67 0.�166 C
4.50 0.0086 11.83 0.0243 i I�8.83 � 0.�1��
4.67 0.0097 12.00 0.0244 19.00 E 0.0166 i
4.83 0.0109 12.17 0.0238 i 19.17 0.0160 �
5.00 0.0115 , 1� 0.0233 ! 19.33 0.0153 I
5.17 0.0127 ; 1 52� OA233 � 1�9.50 0.0153
533 0.0140 , 1�2.67 OA227 � l� 9.67 OA153
5.50 0.0146 � 12.83 0.� 0221 � 19.83 OA154 ,
5.67 0.0159 � 13.00 0.0222 ( 20 00 0.0154
5.83 0.0172 � 1�� 0.0222 I 20.17 0.0154
6.00 0.0179 1333 ( 0.0222 ; ��_0.33 0.0154
6.17 0.0200 13.50 0.0223 � 2 50 0 0.0154
633 0.0222 ( lr 3.67 0.0217 ! 20.67 � 0,0154
6.50 0.0229 �13.83 OA211 i 2� 0.0154
6.67 0.0261 14.00 0.0211 j 21.00 0.0154
6.83 0.0294 14.17 0.021 i ( 21.17 0.0154
7.00 0.0303 1433 0.0212 � 2� 1.33 0.0154
7.17 0.0343 14.50 r 0.0212 C 21.50 I 0.0154
7.33 0.0384 14.67 0.0206 � 21.67 0.0154
7.50 0.0394 14.83 0.0200 j 2�.83 0.0154 �
7.67 0.0767 15.00 0.0200 i �2� .�00 0.0154 II
7.83 0.1162 15.17 o.ozoo � 22.17 0.0148 1
8.00 0.1212 15.33 0.0201 22.33 0.0142 i
s.i� (oo9zo isso ( 0.020� �- z2so ( o.o�az !
833 OA608 15.67 0.0195 �22.67 0.0142 i
8.50 0.0616 � 1 83 �.0189 ; 22.83 0.0142 ;
8.67 0.0537 16.00 0.0189 � 23.00 0.0142 i
8.83 0.0457 � 16J7 0.0189 � 23.17 0.0142 i
9.00 r 0.0460 � 16.33 �0.-0189 23.33 r 0.0142 i
-�------ '
9.17 j 0.0405 � 16.50 � 0.0189 ! 23.50 � 0.0142 -�
933 0.0349 16 67 ( 0.0189 23.67 0.0142 �
'r_-___.-._� ..
9.50 � 0.035] j 16.83 ; 0.0190 � 23.83 � 0.0142 i ���
9.67 OA335 17.00 � 0.0190 ' 2A.00 0.0142 ��I
9.83 0.0318 i7.17--r-O.U184 ' 24.17 � 0.0071 ---�, I'
- ------_ .. --- ----_ _'_ __ _ ____ ,
C'7
Layout Report: RAINIER STATION
Event Precip(inl�
25 yr 3.4000
100 yr 3.9000
ROUTE HYDTHROUGH [RAINIER STATION]USING TYPEIA AND [25 yr]
SCS/SBUH
Reach ID Area(ac) F7ow(cfs) Full Q(cfs) Full ratio rnDepth(ft) Size �nVe�fUs)iNe� 1(ftls)�CBasin/Hyd
R 1 0.2950 0.2281 2.7605 0.08 � 0.1943 12"Diam 2.1259 3.5147 �B 1
R2 0.4230 � O.r 3271 2.8159 0.12 j 0.2300 12"Diam 23975 3.5853 ,B2 ; '
R3 0.7180 0.5553 2.�77 0.23 j 03237 l2"Diam 2.5222 3.1165 � I
��I ° I ��-����i
R4 0.3530 0...730 18.4500 0.01 0.084� 12"Diam 8.5599 23.4912 B3
� 1.0200 0.7888 10.4334 � 0 08 ? 0.1860 12"Diam 7.8256 13.2842 :Br4
R6 1.0200 0.7888 3.9159 0.20 0.3042 12"Diam 3.9046 4.9859 �
From Node � To Node Rch Loss(fy;App(ft)�Be�':Junct Loss(ft) HW Loss Elev(ft);Ma�j
� 40.� 3711 �
SDMH#2 � EXST CB 40.9412 i;0.9509 0.1724 �- 40.1627 � 50. 41 0
FI.OW SPL1Ti'ER 2� SDMH#2 44.9800 � ----- �� -----� 44.9800 49.5800
CB#4 �FL.OW SPLITTER 2 44.9833 �r----� ----- 44.9833 �9.3600 �
CBM3 FLOV4'SPLITTER 47J668 ;0.(0 72 0.0034 � 0.0012 47.7687 48.9900
CBq2 ': CB#3 47.7739 ��_( ------ 47.7739 48.6400 �
f ----- 47.77..6 i 48.6400
CB#1 � CB#3 47.7726 ; ------ �----�-�
ROUTEHYD THROUGH [RAINIER STATION] USING TYPElA AND [100 yr]
SCS/SBUH
Reach ID Area(ac) Flow(cfs) Full Q(cfs)jFull ratio;nDe� Size !nVel(fUs)!fVel(fUs)iCBasin!Hyd�
R1 0.2950 0.2628 � 2.7605 0.10 � 0.2085 12"Diam� 2.2145 � 3.47 jB��
R2 0.4230 0.3768 2.8159 �� 0.13- 0.2471 12"Diam� 2.4954 3.5853 �B�
R3 � 0.71 SO 0.6397 2.4477 I 0.26 � 0.��12"Diam� 2.6200 3.1 l65 �
R4 0.3530 03145 � 18. 54�00 j 0.02 0.�908 12"Diam j 8.8630 � 23.49�1 jB3
RS 1.0200 0.9087 10.4334 0.09 ' 0.1997 �12 Di ma � 8.1432 13.2842 ;B4-
R6 1.0200 0.9087 3.9159 0.23 � 0.� 3276 ,12"Diam� 4.0601 4.9859 �-
From Node � To Node Rch Loss(fl)�App(fq Bend(ft) Junct Loss(ft) HVG Loss Elev(ft) Max EI(ft)I
� 40.94 �
SDMH#2 _ EXSTCB r 40.9843 _� 10297 �0-1867 ;� ------ 40_1413 j 50.� 1400 �
FLOW SPLITTER 2� SDMHt12 45.0231 � � �-- � 45.0231 49.5800 ,
CB#4 FLOW SPLIT'['ER 2 45.0275 ��- � ------ 45.0275 ' 493600 '
CBri3 �FLOWSPLITTER 47.7723 �00036 �0.0045 � 0.0015 47.7748 � 48. 099 0�
�-i
CB#Z ; CB#3 47J817 j ----- �_�---- 47J8U ; 48.6400 ;
_--__- - --- - -- -- �----- ;
�--CB#1 .CB�3 � 1'�40(1 -,^_ --- r-- �17�R00 48 6�00
--------- -- - -
C'8 I
Reach Records
Record Id: R1
Section Shape: iCircular I
Unifocm Flow Method: Manning's Ccefficient: �0.0120 I
Routing Method: I'Travel Time Translation�Contrib� uting Hyd I
DnNode CBk3 UpNode CBkI
Material ;DIP Size �l2"Diam
Ent L.osses �Headwr all
Length �57.0000ft �Slo�pe—�O.SI�i
Up Invert i45.7900 fl ___ Dn Invert �5.5000 f�
�
. Record Id: R2
Section Shape: �rCircular I
Uniform F7ow Method:�Manning's CcefficienC �0.�120
Routing Method: �Travel Time Translation�ontributing Hyd�
DnNode iCBl13 �UpNod�e CB#2
Material jSmooth CPEP ;Si��12"Diam i
Ent Losses �Headwall '
I.ength 17.0000 h Slope �0.53�� �
Up Invert �5.5900 ft �Dn Invert �45.5000 ft'
Record Id: R3
Section Shape: Circular I
Unifortn F7ow Method:�Manning's �Cce 5 0.0120
Routing Method: Travel Time Translation Contribuung Hyd�I
DnNode F1.OW SPLIT[ER UpNode CB#3
Mazerial Smooth CPEP Size 12"Diam
Ent L.osses Headwall
L.ength 25.0000 fl Slope �0.4�j
Up Invert 45.50p0 ft �Dn Inven 45�if ;
Record Id: R4
�--_-------;
Section Shape: jCircular �
------- , ____ _ _ __--
Unifortn Flow Method:�Manning's Cceffic�ent: 0.0120
Routing Method: 'Cravel Time Translation�Con[nbu[ing Hyd�
DnNade ;F1.OW SPLITTER 2 UpNode ;C6�4 '
Material ;Sm�th CPEP Size 12"Diam ',
Ent Losses !Headwall
--- - — -----
Length i 1 1.0000 ft Slope r22J3xc
Up Inven �44.5000 ft IDn Invert 42.0000 ft;
C-9
Record Id: RS
Sxtion Shape: jCircular !
t
Uniform Flow Method: Manning's � Coefficient: r.0120
Routing Method: Travel Time Translation Contributing Hyd
DnNode SDMH#2 ;UpNode �FLOV. SPLITTER 2
Material jCorr Metal-nortnal iSiu—_—�12"Diam
Ent Losses �Headwall
Length i56.0000 ft Slope 7.27'�
Up Inven ,44.5000 ft �Dn In���40.4300 fl
�
Record Id: R6
Section Shape: �Circular �
Uniform Flow Method: hfanning's Ccefficient: 0.0120
Routing Method: �Trave]Time Translation�C�ributing Hyd�
DnNode EXST CB rUpNode )SDMH#2
Material Smooth CPEP jSi� 12"Diam
Ent Losses iHeadaall
L,ength 42.0000 ft ;Slope �1.02%
Up Invert 40.4300 ft iDn Invr en—40.0000 ft
�_i
'-. �
C-10
Node Records
Record Id: CB#1
Descrip: CATCH BASIN J �Increment �0.10 f[ III
Start EI. �45.7900 ft �Max EL �48.6400 ft i
Classification Catch Basin 4 jStructure Type �CB-TYPE 1 ' �
Ent Ke CMP:Headwall or Headwall&Wingwall sq edge:.ke=0.5 Channelization�Curved or Deflector i I
Catch 1.4160 ft Bottom Area �3.9700 sf I �
i
Condilion Proposed �
Record Id: CB#2
Descrip: CATCH BASIN �Incre�j0.10 ft �
Start EL 45.5900 ft �Max E� 1—i48.6100 ft
Classification Catch Basin Swcmre Type {CB-TYPE 1
--- —---
Ent Ke CMP:Headwall or Headwall&Win wall s ed e:.ke=0.5 Channelization rCurved or Deflecror
B 9 8 ,
Catch �r4160 ft jBotrom Area �3.9700 sf
Condition ;Proposed ,
Record Id: CB#3
Descrip: CATCH BASIN �lncrement s0.10 ft
Start EI. 45.5000 ft {Max E� l. i48.9900 ft
Classificatioo Catch Basin aSVuct� ure Type jCB-TYPE 1
Ent Ke �CMP:Headwall or Headwall&Wingwall sq edge;.ke=0.5�Chann�elization',Cun�ed or Deflec[or
Catch 1.4160 ft iBotto�m Area �3.9700 sf
Condition �Prop�sed �
Record Id: FLOW SPLITTER
Descrip: FLOW'SPLITTER �Increment ;0.]Ofr t '
Start EI. -9999.9004 ft Ma�c EL �49.2100 ft �
Classification�Catch Basin Structure Type iCB-T1'PE 2-54
Ent Ke Ch1P:Headwall or Headwall&�4'ingwall sq edge;.ke�.5 Channelization Curved or Deflector(
I
Catch 2.0000 ft Bottom Area �15.9040 sf
Condition Existing �
C-11
Record Id: CB#4
--------- ----------- __---------_--------------
Descrip: iCAT'CH BASIN j[ncrement �0.10 ft '
Stan EI. i44.5000 ft �Max El. ;493600 fi
Classification Catch Basin Structure Type .CB TYPE 1
Ent Ke CMP:Headwall or Headwall&Wingwall sq edge;.ke-0.5 iChann� elization �Curved or Deflector,
Catch 1.4160 ft ;Br ottom Area �3.�9�00 sf
Condition Proposed
Record Id: FLOW SPLITTER 2
Descrip: �FT.OW SPLITTER �Increment ;0.10 ft (
Start EL E44.5000 fr � ('viaY El �'49.5800 h
Classification Catch Basin Structure Type ;CB-7YPE 2-54 !
Ent Ke CMP:Headwall or Headwall&Wingwall sq edge;.ke=0.5 jChannelization;Curved or Deilector�
Catch 2.0000 fr Bottom Area j I5.9040� sf
Co�ition �Proposed �
Record Id: SDMH#2
_--- ---- ----------
Descrip: Manholestructure �Increment ,0.(�ft ;
Stan El. 40.4300 ft �ax El. ;50.1400 ft �
Classification Manhole Structure Type IMH-TYPE 1-48 �
Ent Ke CMP:Headwall or Headwall&Wingwall sq edge;.ke--0.5 Channelization ICurved or Detlecror i
Catch 0.0000 ft �Botrom Area �125664 sf �
1
�Condir tion— Proposed !
i
i
Record Id: EXST CB
-- ----- _-----
Descrip: EXISTING CB �[ncrement 0.10 ft �
Start EI. 24.9300 ft Max El. �48.7400 ft �
Classification Catch Basin SVucture Type ,CB-TYPE 2-54 �
Ent Ke CMP:Headwall or Headwall&V4'ingwail sq edge;.ke�.5 Channelization';Curved or Deflector i
Catch 2.0000 ft Bottom Area �15.9040 sf
Condition ,Existing !
C-12
Contributing Drainage Areas
Record Id: B1
--- ------------------___-- �----- ------- --------- --------
Design Method SBUH Rainfall type i TYPEIA
Hyd Intv � 10.00 min �Peaking Factor 484.Op
jAbstr raction Coeff 0.20
Pervious Area(A�iC 2) I 0.00 ac �DCIA �0.29 ac
Pervious CN � 0.00 �DC C� V 98.00
Pervious TC 0.00 min DC TC � 5.00 min
Direcdy Connected CN Calc
Description SubArea Subcn �'',
(.
CNPERVIOUS 0.29 ac 98.00
DC Composited CN(AMC 2) 98.00 ('
-- --�'
• DirecUy Connected TC Calc I i
Type j Description { Le� Slope Cceff �Misc � �
Fixed �None Entered �- 5.00 min
I
Direcd�Connected TC S.00min �
Record Id: B2
Design Method SBtiH �Rainfall type i 7'YPEIA
Hyd Intv j ]0.00 min Peaking Factor 484.00
i Abstraction Coeff 0.20
Pervious Area(AbiC 2) ; 0.00 ac DCIA i �.42 ac ',
Pervious CN ; 0.00 �DC CN I--- 98.00 !,
Pervious TC j 0.00 min DC TC 5.00 min
Directly Connected CN Calc I�
Description j SubArea Sub cn �
Qv1PERV10tiS �- 0.42 ac �8.00 !
i
DC Composited CN(AMC 2) 98.00 �
I
i
DirecUy Connected TC Calc I i
- -------- ----
Type �scription � Length � Slope � Cceff � Misc � TT �i
Fixed Vone Entered � 5.00 min
DirecUy Connected TC S.00min �;
C-13
Record Id: B3
--- - - _.--- _ _ -------- . _�----- -
DesignMethod SRL:H Rainfalltype TYPEIA
Hyd Intv 10.00 min Peaking Factor 484.00
�— � Abstraction Coeff � 0.20
Pervious Area(AMC 2) � 0.00 ac ;DCIA 035 ac
�Perrious CN 0.00 ,DC— 98.00
Pervious TC 0.�0 min DC TC �.00 min
DirecUv Connected CN Calc
Description SubArea Sub cn
IMPERVIOUS 0.35 ac 98.00
DC Composited CN(AMC 2) 98.00
�-- DirecUy Connected TC Calc
Type { Description Length Slope Cceff �Misc TT
Fixed None Entered j 5.00 min I
Directiv Connected TC 5.06�nin
Record Id: B4
Design:�iethod j SBliH iRainfalltype j TYPEIA
Hyd Intv 10.00 min �Peaking Factor 484.00
� � Abstraction Coeff 0.20
Pervious Area(ADiC 2) ; 0.00 ac �DCIA 0.67 ac
Pervious CN � 0.00 �DC CV 98.00
Pervious TC j 0.00 min DC TC � 5.00 min
Directly Connected CV Calc
Description ; SubArea Sub cn
QetPERV10US i 0.67 ac 98.00
DC Composired CN(A�1C 2) �— 98.00
DirecUy Connected TC Calc
Type Description � Le�— Slope CoeFf ( Misc TT
Fixed None Entered � 5.00 min
�— Direcdy Connected TC � S.00min
C-14
�. . �.141J
E� Ed Y�+�' l� �ata hirsc neb
— --– __ __ _---------
_ _ .__ .
'O ('i"�' =�P �i $ � : � \";��40 �Li_'', � --
g zo�,s(cq
E��'c Basns
Bl
ez 47.780 ft
83
84 �, �
DEV-CC .�..
�oev-sv
�PRE{C
aaE-SP 0.2Q ds
aacrorrae
TESC
�TREAT�NT 47,750 R 4F1'77511
TREATM1IENT2 �s.o2e x
�'�.�aa �. � �_l 1«
e����rut�s� '•� 10.399 fl
0.3 ds 0.3 cfs !�.�
���� 4� 762 ft 45�023 ft 40.141�ryg1�'
F3�Nodes /
F} Read�es {_.� 0.91 ds �
i�« �`.
� ��� � �
----.. —._ .._.__._ _.._.__ .__._—.. .
--._ ._...._--------._...__ .—._..._f —...—
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