HomeMy WebLinkAboutSeed of Abraham Pentecostal Church /VO� �UI.Ur
CONCEPTUAL STORM DRAINAGE REPORT
PROPOSED SEED OF ABRAHAM
PENTECOSTAL CHURCH,
RENTON WASHINGTON
For
THE NESLAND ASSOCIATES
OPME��P TPnN,NCa
�v.� 11 199t+
Prepared by
Touma Engineers
15668 West Valley Hwy.
Seattle Wa. 98188
Page 1 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
PROJECTPART I PROJECT OWNER AND PART 2 PROJECT LOCATION
1 AND DESCRIPTION
Seed of p�b�a m
Pro-ectOwner Mr,:o Thornton Bell Project Name �n ecos -al __ iurch
Address -- 2 �_Wells Ay��T-- .____.__ Location
Township- 2 3 N
Phone
Range -- ---------------_
Project Engineer _______-___._____--_----------_-_--- Section
- Touma Engineers Company - - -- -- -
Project Size _________-__— AC 1 . 2 9
Address Phone 2 0 6-2 5 5--41 0 0 -___- Upstream Drainage Basin Size -__ - AC
• • PART 4 OTHER
[_] Subdivision E] DOF/G HPA L] Shoreline Management
�� Short Subdivision (� COE 404 U Rockery
[_] Grading DOE Dam Safety El Structural Vaults
[ Commercial FEMA Floodplain n Other
[� Other _-__ --.-. U COE Wetlands [IPA
COMMUNITYPART 9 SITE r DRAINAGE
Community Renton
Drainage Basin
- in Black _River-------- --
E] River _—. _-_ -------- — 0 Floodplain - —
[� Stream - - -- -- 0 Wetlands .-- - --- ----- -- -
[j Critical Stream Reach f-j Seeps/Springs
[] Depressions/Swales [-1 High Groundwater Table
U Lake _ --_--- _-- -- ---- --- - L Groundwater Recharge
--1 Steep Slopes -- __ -_ __.-_ Exl Other .__.Exis.tin$..__CQmtaeroi�
(-_1 Lakeside/Erosion Hazard
Soil Type Slopes Erosion Potential Erosive Velocities
-Alde -nod--- 4 9; - - --Nle.d-High----- ------.-3FPS.---- -
f.=J Additional Sheets Attatched
Page 2 of 2
King County Building and Land Development Division
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
PART 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
[_] Ch.4-Downstream Analysis Some back" of Storm stem in Lak-e Avenue
South, during high intensity storms.
ED ------ ---- - -
0 Additional Sheets Attatched
REQUIREMENTSPART 9 ESC
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION FOLLOWING CONSTRUCTION
[71 Sedimentation Facilities ® Stabilize Exposed Surface
[X] Stabilized Construction Entrance [Xl Remove and Restore Temporary ESC Facilities
LT] Perimeter Runoff Control [X] Clean and Remove All Silt and Debris
[X-] Clearing and Grading Restrictions Ensure Operation of Permanent Facilities
[-X] Cover Practices Flag Limits of NGPES
Ex] Construction Sequence 0 Other
E] Other
PART 10 SURFACE WATER SYSTEM
1--X:1 Grass Lined Channel EJ Tank [—] Infiltration Method of Analysis
[_] Pipe System El Vault Depression _ SBUH/SCS
F—] Open Channel 0 Energy Dissapator Flow Dispersal Compensation/Mitigation
0 Dry Pond 0 Wetland Ej Waiver of Eliminated Site Storage
M Wet Pond 0 Stream M Regional Detention -- ---
Brief Description of System Operation Sheet f low Storm--Drainage-_across-_-aspha-I t
parking.-_Then biofQl_tr-ari-orL-n-to--pi-ped-_-strani---s T--- ---- --
Facility Related Site Limitations E::] Additional Sheets Attatched
Reference Facility Limitation
PART 12
PART 11 STRUCTURAL ANALYSIS EASEMENTSITRACTS
(May require special structural review) [�k] Drainage Easement
[_] Cast in Place Vault El Other [] Access Easement
Retaining Wall [] Native Growth Protection Easement
[X_] Rockery>4'High Fj Tract
C] Structural on Steep Slope Other
PART 14 SIGNATURE OF - • •
I or a civil engineer under my supervision have visited the site. Actual
site conditions as observed were incorporated into this worksheet and the i/ i
attatchments. To the best of my knowledge the information provided A
here is accurate. sr� n.re
1/90
II . & III . - PROJECT DESCRIPTION
This project involves the proposed renovation construction of a two
story church building in the northeast quarter of Section 18,
Township 23 North, Range 5 East W. M. The building is to be a two
- story church structure with adjacent paved parking . The
rebuilding will be in two phases . First the exiting asphalt
parking will be utilized with minor corrections to the existing
building . Second these plans will address how the ultimate
grading, paving and storm drain configuration will be accomplished .
The site is situated south of S . Tobin street and west of Lake Ave .
S . The site is relatively flat at its eastern side and slopes up
from the existing building on the western portion . There is
existing asphalt parking on the east and south portions of the
site .
The existing site is composed of an existing building, asphalt
parking, gravel parking, and native vegetation . The proposed site
is proposing to leave some of the existing native vegetation on the
southwest corner, and remove some of the existing asphalt in the
northeast corner for landscaping . The remodeled building is to be
the same as the existing building, 8880 square feet with some
additional asphalt parking and landscaping . See below for the
existing and proposed area breakdowns .
EXISTING CONDITIONS 1 . 29 acres
BUILDING AREA - 8472 sq . ft - 0 . 19 ac
AC PARKING AREA - 18752 sq. ft . - 0 . 43 ac
GRAVEL PARKING AREA - 7311 sq . ft . - 0 . 17 ac
NATIVE VEGETATION - 21570 sq. ft . - 0 . 50 ac
DEVELOPED CONDITIONS 1 . 29 acres
BUILDING AREA - 8880 sq . ft . - 0 . 20 ac
AC PARKING AREA - 43045 sq . ft . - 0 . 99 ac
LANDSCAPING AREA - 1300 sq . ft . - 0 . 03 ac
NATIVE VEGETATION - 2880 sq. ft . - 0 . 07 ac
The proposed final construction will remodel the existing building
to the current City of Renton Building Codes . Some clearing and
grading would take place at the south and southwest portion of the
property for construction of the new asphalt parking . A rockery is
to be erected in the southwest portion of the property adjacent to
the new asphalt parking area . Biofiltration is to be installed
along the east property line in back of the sidewalk . There will be
about 100 feet of curb gutter and sidewalk construction along Lake
Ave . S . A Temporary erosion plan will be designed to meet the
Cities standards . It will consist of rock construction entrance,
filter fence, and sediment pond . The 16 foot alley that services
the lot to the west will have to remain open and in service during
the various phases of construction .
;i
The storm drainage on the site consists of two shallow catch basins
in the existing parking lot which drain to the storm system in Lake
Ave . S . These will remain in place and use during the initial
stages of the building remodeling . For final occupancy the
proposed plans will have to be constructed and accepted by the City
of Renton .
IV. - CORE REQUIREMENTS 1-5
CORE REQUIREMENT #1 : DISCHARGE AT NATURAL LOCATION
The allowable outflow from the site will be discharged to its
natural location to the existing system in Lake Ave . S .
CORE REQUIREMENT #2 : OFF-SITE ANALYSIS
A level one downstream analysis is a portion of this report . See
item #9 below.
CORE REQUIREMENT #3 : RUNOFF CONTROL
A brief description of the findings of the SBUH/SCS
retention/detention calculations is included . These include the
2110, and 100 year 24 hour design storm hydrographs . The sizing
for the peak rate runoff control facility if required and its
routing calculation are included . Biofiltration Facilities will be
designed because this site proposes to increase parking area by
more the 5000 square feet . A calculation for biofiltration design
is included with this report .
CORE REQUIREMENT #4 : CONVEYANCE SYSTEM
The conveyance system will be designed using the rational method
which usually provides pipe sizes and slopes that are conservative .
CORE REQUIREMENT #5 : EROSION/SEDIMENTATION CONTROL PLAN
The erosion control plan will be designed and drafted during the
design stage for this project .
V. - SPECIAL REQUIREMENTS; THOSE APPLICABLE TO PROJECT
1 . Critical Drainage Area - N/A
2 . Compliance with existing Master Drainage Plan - N/A
3 . Conditions Requiring Master Drainage Plan - N/A
4 . Adopted Basin or Community Plans - N/A
5 . Special Water Quality Controls - N/A
6 . Coalescing Plate Oil/Water Separators - N/A
7 . Closed Depressions - N/A
8 . Use of Lakes, Wetlands, or Depressions for Detention - N/A
9 . Delineation of 100 Year Flood Plain - N/A
10 . Flood Protection for Type 1 and 2 Streams - N/A
11 . Geotechnical Analisis and Report - Not Required
12 . Soils Analisis and Report - N/A
VI . - DETENTION CALCULATIONS
The detention calculations which follow will be based on the King
County SBUH/SCS hydrograph method .
TIME OF CONCENTRATION
EXISTING CONDITIONS
Tt = ( ( . 42 ) ( . 4x61 ) ) '8/ ( ( 2 ) '5( . 23 ) '4 = 6 . 9 min
Tt = 130/ ( ( 5 ( . 0315 ) '5) ( 60 ) ) = 2 . 4 min
Tt = 60/ ( ( 42 ( . 02 ) '5) ( 60 ) ) = 0 . 2 min
Total = 9 . 5 min
PROPOSED CONDITIONS
Tt = ( ( . 42 ) ( . 4x40 ) ) '8/ ( ( 2 ) '5( . 23 ) '4 = 4 . 9 min
Tt = 145/ ( ( 27 ( . 0315 ) '5) ( 60 ) ) = 0 . 5 min
Tt = 60/ ( ( 42 ( . 02 ) '5) ( 60 ) ) = 0 . 2 min
Total = 5 . 6 min
EXISTING CONDITIONS 1 . 29 acres
BUILDING AREA - 8472 sq . ft - 0 . 19 ac CN=98
AC PARKING AREA - 18752 sq . ft . - 0 . 43 ac CN=98
GRAVEL PARKING AREA - 7311 sq . ft . - 0 . 17 ac CN=89
NATIVE VEGETATION - 21570 sq . ft . - 0 . 50 ac CN=81
COMBINED CN . 17x89 =15 . 13
. 50x81 =40 . 50
. 67 55 . 63 55 . 63/ . 67 = 83
IMPERVIOUS . 62 ac . CN=98
PERVIOUS . 67 ac . CN=83
DEVELOPED CONDITIONS 1 . 29 acres
BUILDING AREA - 8880 sq . ft . - 0 . 20 ac CN=98
AC PARKING AREA - 43045 sq. ft . - 0 . 99 ac CN=98
LANDSCAPING AREA - 1300 sq . ft . - 0 . 03 ac CN=90
NATIVE VEGETATION - 2880 sq. ft . - 0 . 07 ac CN=81
COMBINED CN . 03x90 =2 . 70
. 07x81 =5 . 67
. 10 8 . 37 8 . 37/ . l = 89`�
IMPERVIOUS 1 . 19 ac CN=98
PERVIOUS 0 . 10 ac CN=84
Sample computer data input for KCSWM hydrograph program;
lE2yr = . 67, 83, . 62, 98, 9 . 5 for existing conditions
1D2yr = . 10, 84, 1 . 19, 98, 5 . 6 for developed conditions
P1 = 2111 P10 = 2 . 9", P100 = 3 . 9 11
See the following sheets for the performance curve and the computer
output sheets . The performance curve indicates that the existing
100 year 24 hour storm has a peak runoff of 0 . 93 cfs from the site .
The developed peak runoff from the site is calculated to be 1 . 24
cfs . The difference between the existing and developed peak runoff
is 1 . 24 - 0 . 93 = 0 . 31 cfs < 0 . 5 cfs . Therefore no detention will
be required for this parking lot expansion.
_7
VII . - BIOFILTRATION
The biofiltration for phase two of the parking lot improvements
will be based on the 2 year storm for design and checked with the
100 year storm for required freeboard height . The bottom width of
the biofiltration is based on the 2 year proposed condition . The
swale will be widened because the length will be shortened to about
1651 . The flow depth and velocity will be checked using the
proposed width and the actual slope and roughness coefficient . The
depth of flow for the 100 year storm will be calculated to help set
the minimum swale depth for required freeboard .
See the calculation sheets on the following pages :
SUMMARY
The calculation sheets indicate that a biofiltration swale 165 '
long and 12 . 1 foot wide bottom, grass lined, having a slope of
S=0 . 5%, and 0 . 11 ' deep will handle a 100 year storm.
VII . - WET VAULT REQUIREMENTS
This site will not create more than one acre of impervious surface
subject to vehicular traffic, and have direct discharge to a
regional facility, or discharge to a class 1 or 2 stream.
Wet Vault requirements will not be required .
IX. - CORE REQUIREMENT #2: OFF-SITE ANALYSIS
LEVEL 1 ANALYSIS
A: UPSTREAM ANALYSIS
The property slopes down from Rainier Ave . S . from the west to
east . There are commercial lots and buildings to the west of
this proposed site . These lots have some minor surface runoff
that will drain onto this proposed site .
Lake Ave S . is what used to be the drainage channel for the
Black River Channel from Lake Washington . Over the years Lake
Washington has been lowered and this channel has been filled
and piped . Drainage for this basin begins on Airport Way, and
includes S . Tillicum St . See the included portion of the city
of Renton ' s drainage overlay.
The soils for the site are listed as Urban in the King County
6
Soil Survey. From observations at the site it appears that the
soils are of an Alderwood glacial till nature, and are subject
to med . to high runoff potential .
B: DOWNSTREAM ANALYSIS
The drainage from the site flows into the existing underground
drainage system. The present system adjacent to the site is a
continuation of the drainage from north of Tobin St . At the
intersection of Tobin St . and Lake Ave S . is a type 2 - 48"
catch basin with 123 if-1211concrete pipe flowing south at
5=0 . 3% . Next there is 141 ' of 12" concrete pipe at S=0 . 75%.
Continuing south on Lake Ave S . the pipes are 12" CMP and 15"
CMP at very flat slopes . Crossing under S . 2nd St . is an 18"
cone . pipe and a 24" conc . pipe . Continuing southwest to
Rainier Ave and S . 3rd St is about 700 ' of 24" conc . pipe . The
runoff continues west and southwest along Hardie Ave in a pipe
arch that is 60" x 36" cmp.
We talked to personnel at the City of Renton Maintenance
section who related that there are and have been periodic
flooding along Lake Ave S . In Sept . of 1994 crews were called
to clear the catch basins after a particularly intense summer
rain . It appears that the downstream system is adequate for
the normal storms, but that high intensity storms may overtax
the downstream system.
The King County Storm Drainage Manual allows that detention is not
required if the difference between the existing and developed 100
year storms is less than 0 . 5 cfs . If required we will design the
storm Detention system to handle and release at the predeveloped 10
year, 24 hour rate .
We will develop the hydrographs for the existing and developed site
conditions . These hydrographs will be plotted on a Performance
Curve at the end of this report .
This complets the Report for the Conceptual Drainage Plan . There
are attached maps, exhibits and calculations that follow.
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TOUMA ENGINEERS SHEET NO. OF
15668 West Valley Highway CALCULATED BY DATE
SEATTLE, WASHINGTON 98188
(206) 255-4100 CHECKED BY DATE
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PRODUCT TIN-1(Single Sheets)205 1(Padded) Inc Groton,Mass OWL To Older PHONE TOLL ENEE 1 8*22543110
SBUH/SCS METHOD FOR CDMPU|lNG RUNOFF HYDRUGRAPH
, ,
STORM OPTIONS:
1 - S. C. S. TYPE-IA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S. C. S. TYPE-IA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES)
2, 24, 2
______________________________________________________________________
******************** S. C. S. TYPE-IA DISTRIBUTION ********************
********* 2-YEAR 24-HOUR STORM **** 2. 00" TOTAL PRECIP. *********
______________________________________________________________________
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1
. 67, 83, . 62, 98, 9. 5
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 3 . 7 83. 0 . 6 98. 0 9. 5
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
. 37 7. 83 5681
ENTER [d: ] [path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH:
1E2YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
______________________________________________________________________
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( lMPERV) , TC FOR BASIN NO. 2
. 13, 85, 1 . 16, 98, 5. 6
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 3 . 1 85. 0 1 . 2 98. 0 5. 6
PEAK-Q(CFS) T-PEAK(HRS) VOL (CU-FT)
. 59 7. 67 7846
ENTER [d: ] [path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH:
1D2YR
SPECIFY: C - CONTINUE, N - NEWSTORMr P - PRINT, S - STOP
N
STORM OPTIONS:
1 - S. C. S. TYPE-1A
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
b. C. S. TYPE-IA RAINFALL DISTRIBUTION
'
SoC. S. ^TYPE-1A RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES)
10, 24, 2. 9
______________________________________________________________________
******************** S. C. S. TYPE-1A DISTRIBUTION ********************
********* 10-YEAR 24-HOUR STORM **** 2. 90" TOTAL PRECIP. *********
______________________________________________________________________
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NB%47-7X
. 67, 83, . 62, 98, 9. 5
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A I.-:N A CN
1 . 3 . 7 83. 0 . 6 98. 0 9. 5
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
. 63 7. 83 9325
ENTER [d: ] [path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH:
1E10YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
............................_..........___________________________________________________________
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2
. 13, 85, 1 . 16, 98, 5. 6
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 3 . 1 85. 0 1 . 2 98. 0 5. 6
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
. 90 7. 67 11947
ENTER [d: ] [path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDRO6RAPH:
1D10YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
N
STORM OPTIONS:
1 - S. C. S. TYPE-IA .
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S. C. S. TYPE-IA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES)
100, 24, 3. 9
______________________________________________________________________
******************** S. C. S. TYPE-IA DISTRIBUTION ********************
********* 100-YEAR 24-HOUR STORM **** 3. 90" TOTAL PRECIP. *********
... ....._..... ..._... ..... ........... _ ................... _.........._.....__________..............._..................... ... ........ __ ........... .....___........
_____
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1
IOU, A'| , W. l
_.............................. ........ ..................................................................................................................................................................................................._........................___............................___
******************** S. C. S. TYPE-1A DISTRIBUTION ********************
********* 100-YEAR 24-HOUR STORM **** 3. 90" TOTAL PRECIP. *********
______________________________________________________________________
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) v TC FOR BASIN NO. 1
. 13, 8. 67, 83, . 62, 98, 9. 5 -
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 3 . 7 83. 0 . G 98. 0 9. 5
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
. 93 7. 83 13592
ENTER [d: ] [path] filename[ . ext ] FOR STORAGE OF COMPUTED HYDRO8RAPH:
1E10OYR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
______________________________________________________________________
ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2
. 13, 85, 1 . 16, 98, 5. 6
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1 . 3 . 1 85. 0 1 . 2 98. 0 5. 6
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
1 . 24 7. 67 16551
ENTER [d: ] [path ] filename[ . ext ] FOR STORAGE OF COMPUTED HYDROGRAPH:
1D100YR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
' -
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: SEED OF ABRAHAM
Comment : BIOFILTRATION SWALE
Solve For Bottom Width
Given Input Data:
Left Side Slope. . 3. 00: 1 (H: V)
Right Side Slope. 3. 00: 1 (H: V)
Manning' s n. . . . . . 0. 350
Channel Slope. . . . 0. 0200 ft/ ft
Depth. . . . . . . . . . . . 0. 25 ft
Discharge. . . . . . . . 0. 59 cfs
Computed Results:
Bottom Width. . . . 9. 67 ft
Velocity. . . . . ' . . . 0. 23 fps z—' /. ��
Flow Area. . . . . . . . 2. 61 sf
Flow Top Width. . . 11 . 17 ft //. /�� --,�,L~ 7 �
Wetted Perimeter . 11 . 26 ft
Critical Depth. . . 0. 05 ft
Critical Slope. . . 4. 9341 ft/ ft
Froude Number . . . . 0. 08 ( flow is Subcritical )
��/� � ���
[-/4L C-'^ � /� 7 {� V4 / C] T+/ T[� �� H�*�7��y� L�
TCD \ L=
, a- '
E- D 0 � \ \ ` 1
'7 ' �� �� ����� FT
/� /
Pr-r To F= L0 / E)r+
DT-1 [} mn uo / DT+f �� / �� .��� ' _ /� ��D' 2. 04
W 7-rc) W I b 77,1-1 /2-. I Q
Oprn Channel rIoy Module, Version 3. 4 (c ) 1991
Hap=tnd MethnHs. Tnc . * 17 Brnnksidp Rd * uaterh"rv' Ct 0A70q
° ~ Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: SEED OF ABRAHAM -
Comment : BIOFILTRATION SWALE ACTUAL CHARACTERISTICS
Solve For Depth , Pr-=- P Ft-0��
Given Input Data:
Bottom Width. . . . . 12. 10 ft
Left Side Slope. . 3. 00: 1 (H: V)
Right Side Slope. 3. 00: 1 (H: V)
Manning' s n. . . . . . 0. 027 - C, £"��
Channel Slope. . . . 0. 0050 ft/ft
Discharge. . . . . . . . 0. 59 cfs ' �-
Computed Results:
Depth. . . . . . . . . . . . 0. 07 ft
Velocity. . . . . . . . . 0. 67 fps L.������
Flow Area. . . . . . . . 0. 89 sf
Flow Top Width. . . 12. 53 ft
Wetted Perimeter . 12. 56 ft
Critical Depth. . . 0. 04 ft
Critical Slope. . . 0. 0308 ft/ft
Froude Number . . . . 0. 44 ( flow is Subcritical )
\ c, ��F / LL- �� {�F>E� ��wmA*u-��
Open Channel Flow Module, Version 3. 4 (c ) 1991
Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708
w ^" Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: SEED OF ABRAHAM
Comment : BIOFILTRATION SWALE 100 YEAR STORM DEPlH
Solve For Depth
Given Input Data:
Bottom Width. . . . . 12. 10 ft
Left Side Slope' . 3. 00: 1 (H: V)
Right Side Slope. 3. 00: 1 (H: V)
Manning' s n. . . . . . 0. 027
Channel Slope. . . . 0. 0050 ft / ft
Discharge. . . . . . . . 1 . 21 c [s
Computed Results:
Depth. . . . . . . , . . . . 0. 11 ft
Velocity. . . , , . . . . 0. 89 fps L- ������
F1ow Area. . . . . . . . 1 , 40 sf
Flow Top Width. . . 12. 77 ft
Wetted Perimeter . 12. 81 ft
Critical Depth. . . 0. 07 [t
Critical Slope. . . 0. 0262 [t/ft
Froude Number . . . . 0. 47 ( flow is Subcritical ) '
' '
�l �� F- --+/ �� [7 . / / � r ss
L- L- �� ';� � / (^ /�,/�
} D (9 `/ Qtv u � f Fld-F F- Ji�� nP) t) °
M //4 cW/At e l} CPT+/ (D ^
Open Channel Flow Module, Version 3. 4 (c ) 1991
Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708