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11
Drainage Study
Door Components Redwood manufacturing Plant
Drainage Report
for
Door Components Redwood Manufacturing Plant
7980 Redwood Avenue
Fontana, CA 92336-1638
Grading Permit in Progress
Located on the west side of Redwood Avenue, North of Foothill Blvd. and east of
Cherry Avenue in the City of Fontana, CA.
A.S.P.# 06-0015
hima�ouru�
Prepared For:
Door Components, Inc.
9271 Arrow Route
Rancho Cucamonga, CA 91730
(909) 989-3667
Prepared By:
Danjon Engineering, Inc.
895 E Yorba Linda Blvd, Suite 202
Placentia, CA 92870
Ph: (714) 572-6800
Fax (714) 572-6850
Revised March 11, 2008
Date Prepared June 12, 2007
Job Number: 07634
Danjon Engineering, Inc.
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc
3/11/2008
Page 1 of 47
Drainage Study
Door Components Redwood manufacturing Plant
�.� INDEX
A. Introduction
1. Project description
2. Site description
3. Description of proposed on site -drainage
B. Hydrology Calculations
1. Soil Map and Isohyetal Map
2. Rational Method Analysis
a. 100 Year Storm Existing conditions
b. 100 Year Storm Proposed conditions
c. 25 Year Storm Existing conditions
d. 25 Year Storm Proposed conditions
3. Hydrology Map Existing conditions
4. Hydrology Map Proposed conditions
5. CH1 Water Quality and Infiltration System Calculations
a. Summary of results for Water Quality and Infiltration System
b. CH1 Calculations for Water Quality and Infiltration System
6. Water Quality and Infiltration System design
7. Orifice sizing calculations
8. WSPG calculations (HGL calculations)
a. Line Al
b. Line A2
c. Line B
9. Catch basin sizing calculations
Danjon Engineering, Inc. 3/11/2008
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Drainage Study
Door Components Redwood manufacturing Plant
.�. A. INTRODUCTION
DANJON ENGINEERING INC. has prepared this hydraulic analysis to determine and show
1) The pipe sizes needed to drain the site,
2) Protection of the structures for a 100 year storm event
3) The maximum available flow in the pipes based on hydraulic calculations.
This analysis addresses the flow tributary to each point along the storm drain system of
this development.
The AES Rational Method Hydrology (Ver 13.1) Computer Program is used for
calculation of a 100 year and 25 year event storm.
Design on the detention system is for a 100 -year storm.
1. PROJECT DESCRIPTION
A single 465 foot long by 200 ft wide, 92,000 square foot building with its narrow side
facing onto Redwood Avenue a 35 foot wide dimension from the centerline of the street
to the existing right of way (40 foot wide dimension to the ultimate right of way). The
building rests 21 feet west of the street right of way. The west side (back end) of the
building is 135 ft east of the west property line. Along this frontage is primarily
landscape planted for esthetic purposes. This area must be constructed low of the curbs
and surrounding areas to keep the irrigation water runoff minimal.
2. SITE DESCRIPTION
The 4.4 acre property is located within the City of Fontana, in the southwestern portion of
San Bernardino County, on the west side of Redwood Avenue, North of Foothill Blvd
and East of Cherry Avenue. The 4.4 acre rectangular shaped parcel has an east to west
direction with topography of the relatively level parcel descending gradually from
northeast to southwest. The property is currently undeveloped land covered with a
vegetation growth consisting of natural grasses, brush, and weeds.
The site is generally flat, with little topographic relief. The site's elevation ranges from
approximately 1,256 feet above mean sea level (MSL) in the northeast corner to
approximately 1,245 feet above MSL in the southwest corner.
3. DESCRIPTION OF PROPOSED ON-SITE DRAINAGE
Drainage for the site is primarily overland by way of pavement sheet flowing towards
concrete v -gutters. The north half of the buildings roof water and the surface area water
empty continuously along the north side of the building. A v -gutter runs from the north
side of the building, along the northerly edge of the south row of parking and continues
towards the west at various grades with 0.5% being the minimum. The v -gutter then turns
Danjon Engineering, Inc. 3/11/2008
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Drainage Study
Door Components Redwood manufacturing Plant
.. south as it nears the parking along the west side of the site. This continues the entire
length of the parking until 14 feet north of the trash enclosure. At this location a catch
basin sized for the 100 year storm flow collects the flows. This catch basin also collects
the waters from the south of the development.
Area 1 drains 4.4 acres of the site via sheet flow and v -gutters into a proposed catch
basin (w=9.85'). The proposed catch basin is connected to a 24" H.D.P.E. storm drain
system which connects to a proposed Water Quality and Infiltration System which will
reduce the outflow from the proposed flow to the existing flow.
Area 2 drains 0.3 acres of the site. A portion of this area drains the front of the property
via swale into a 6" atrium grate drain which is connected to a proposed storm drain line
that is connected to a proposed catch basin (w=2.95'). This basin also collects waters
from a portion of the entrance onto the site. The basin is connected to a proposed 12"
H.D.P.E. storm drain system which connects to the same proposed Water Quality and
Infiltration System as area 1 which will reduce the outflow from the proposed flow to the
existing flow.
Water Quality and Infiltration System: The proposed Water Quality and Infiltration
System is designed with two 60" diameter Hancor HDPE pipes with a rock base and filter
fabric. The basin is designed to reduce the proposed onsite flows to not exceed the
existing onsite flows. In this case the Water Quality and Infiltration System is designed
to detain the difference of flows for a 100year storm event. The existing 100year storm
event has a peak flow rate of 6.56cfs and the proposed 100year storm event has a peak
flow rate of 16.25cfs; therefore, the proposed Water Quality and Infiltration System is
design to detain the peak flow rate of the difference of the two flows which is 9.69 cfs
and the allowed peak flow out of the basin is 6.56cfs. The outflow will be restricted by
the use of an orifice constructed at the downstream end of the Water Quality and
Infiltration System. A restrictor is used rather than smaller diameter pipe for design
reasons. An orifice design can be cut to the exact dimensions needed for the condition,
and if needs change in the future, it can be easily replaced and or maintained. With the
use of a restrictor pipe, common pipe sizes limit the flows conditions and can cause
substantial storage volume changes to accommodate the common pipe size. The water
will then continue into a proposed 18" storm drain line connecting to the existing 42"
storm drain line in Redwood Avenue (formally Colorado Avenue).
See proposed hydrology map for locations of the existing and proposed storm drain lines,
the underwater Water Quality and Infiltration System, the drainage areas, and the flow
paths.
Danjon Engineering, Inc. 3/11/2008
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Drainage Study
Door Components Redwood manufacturing Plant
B. HYDROLOGY CALCULATIONS
Danjon Engineering, Inc.
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3/11/2008
Page 5 of 47
11. 1. SOIL MAP
10
Drainage Study
Door Components Redwood manufacturing Plant
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 6 of 47
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HYDROLOGY
MA
Drainage Study
Door Components Redwood manufacturing Plant
2. RATIONAL METHOD ANALYSIS
a. 100 Year Storm Existing Conditions
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2006 Advanced Engineering Software (aes)
Ver. 13.1 Release Date: 06/15/2006 License ID 1444
Analysis prepared by:
Danjon Engineering, Inc.
895 E Yorba Linda Blvd, Suite 202
Placentia, CA 92870
(714) 572-6800
************************** DESCRIPTION OF STUDY **************************
* 100 YEAR EXISTING
*
*
**************************************************************************
FILE NAME: 100YEARX.DAT
TIME/DATE OF STUDY: 15:28 12/20/2007
---------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.460
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.4600
SLOPE OF INTENSITY DURATION CURVE = 0.6000
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 7 of 47
cm
Drainage Study
Door Components Redwood manufacturing Plant
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 673.00
ELEVATION DATA: UPSTREAM(FEET) = 1256.80 DOWNSTREAM(FEET) = 1245.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 28.642
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.275
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL GOOD COVER
"GRASS" A 4.70 0.72 1.000 58 28.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 6.56
TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 6.56
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 4.7 TC(MIN.) = 28.64
EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED Fm(INCH/HR)= 0.72
AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 1.000
PEAK FLOW RATE(CFS) = 6.56
END OF RATIONAL METHOD ANALYSIS
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 8 of 47
Drainage Study
Door Components Redwood manufacturing Plant
b. 100 Year Storm Proposed Conditions
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2006 Advanced Engineering Software (aes)
Ver. 13.1 Release Date: 06/15/2006 License ID 1444
Analysis prepared by:
Danjon Engineering, Inc.
895 E Yorba Linda Blvd, Suite 202
Placentia, CA 92870
(714) 572-6800
************************** DESCRIPTION OF STUDY **************************
* 100 YEAR PROPOSED
*
*
**************************************************************************
FILE NAME: 100YEAR.DAT
TIME/DATE OF STUDY: 13:53 01/07/2008
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.460
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.4600
SLOPE OF INTENSITY DURATION CURVE = 0.6000
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
----------------------------------------------------------------------------
'""Uh. >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
%ft, >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
Danjon Engineering, Inc. 3/11/2008
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cm
Drainage Study
Door Components Redwood manufacturing Plant
----------------------- -
INITIAL SUBAREA FLOW-LENGTH(FEET) 861.00
ELEVATION DATA: UPSTREAM(FEET) = 1254.43 DOWNSTREAM(FEET) = 1246.13
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.483
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.937
SUBAREA TC AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 4.40 0.80 0.100 52 11.48
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 15.28
TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 15.28
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
-------------------
ELEVATION DATA: UPSTREAM(FEET) = 1242.13 DOWNSTREAM(FEET) = 1241.15
FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.16
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBEROF PIPES = 1
PIPE-FLOW(CFS) = 15.28
PIPE TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 13.36
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1331.00 FEET.
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.36
RAINFALL INTENSITY(INCH/HR) = 3.59
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 4.40
TOTAL STREAM AREA(ACRES) = 4.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.28
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 214.00
ELEVATION DATA: UPSTREAM(FEET) = 1253.46 DOWNSTREAM(FEET) = 1250.12
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.975
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.827
SUBAREA TC AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC
00"11" LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
*MW - COMMERCIAL A 0.30 0.80 0.100 52 5.98
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 10 of 47
Drainage Study
Door Components Redwood manufacturing Plant
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.55
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.55
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 102.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
-------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1246.62 DOWNSTREAM(FEET) = 1241.15
FLOW LENGTH(FEET) = 116.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.55
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.55
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 6.23
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 102.00 = 330.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.23
RAINFALL INTENSITY(INCH/HR) = 5.68
s AREA -AVERAGED FM(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.30
TOTAL STREAM AREA(ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 15.28 13.36 3.595 0.80( 0.08) 0.10 4.4 100.00
2 1.55 6.23 5.682 0.80( 0.08) 0.10 0.3 200.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE
TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm) Ap
Ae HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES) NODE
1
12.90
6.23
5.682
0.80( 0.08) 0.10
2.4 200.00
2
16.25
13.36
3.595
0.80( 0.08) 0.10
4.7 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.25 Tc(MIN.) = 13.36
EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED FM(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1331.00 FEET.
END OF STUDY SUMMARY:
''M`' TOTAL AREA(ACRES) = 4.7 TC(MIN.) = 13.36
EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED FM(INCH/HR)= 0.08
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page I 1 of 47
."-- c. 25 Year Storm Existing Conditions
M
Drainage Study
Door Components Redwood manufacturing Plant
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2006 Advanced Engineering Software (aes)
Ver. 13.1 Release Date: 06/15/2006 License ID 1444
Analysis prepared by:
Danjon Engineering, Inc.
895 E Yorba Linda Blvd, Suite 202
Placentia, CA 92870
(714) 572-6800
************************** DESCRIPTION OF STUDY **************************
* 25 YEAR EXISTING
*
*
**************************************************************************
FILE NAME: 25YEARX.DAT
TIME/DATE OF STUDY: 15:30 12/20/2007
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.460
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1481
SLOPE OF INTENSITY DURATION CURVE = 0.6000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
-------------- -----------------
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
ww----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
'%..r >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 13 of 47
M
0
CM
Drainage Study
Door Components Redwood manufacturing Plant
INITIAL SUBAREA FLOW-LENGTH(FEET) = 673.00
ELEVATION DATA: UPSTREAM(FEET) = 1256.80 DOWNSTREAM(FEET) = 1245.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.642
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.789
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN (MIN.)
NATURAL GOOD COVER
"GRASS" A 4.70 0.94 1.000
38 28.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 3.61
TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 3.61
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 4.7 TC(MIN.) = 28.64
EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED FM(INCH/HR)=
0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.000
PEAK FLOW RATE(CFS) = 3.61
END OF RATIONAL METHOD ANALYSIS
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 14 of 47
Drainage Study
Door Components Redwood manufacturing Plant
., d. 25 Year Storm Proposed Conditions
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2006 Advanced Engineering Software (aes)
Ver. 13.1 Release Date: 06/15/2006 License ID 1444
Analysis prepared by:
Danjon Engineering, Inc.
895 E Yorba Linda Blvd, Suite 202
Placentia, CA 92870
(714) 572-6800
************************** DESCRIPTION OF STUDY **************************
* 25 YEAR PROPOSED
*
* *
**************************************************************************
FILE NAME: 25YEAR.DAT
TIME/DATE OF STUDY: 14:27 01/07/2008
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMICINTERPOLATIONUSED FOR RAINFALL -
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.460
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1481
SLOPE OF INTENSITY DURATION CURVE = 0.6000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 15 of 47
Drainage Study
Door Components Redwood manufacturing Plant
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.21
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.21
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 102.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
-------------------
ELEVATION DATA: UPSTREAM(FEET) = 1246.62 DOWNSTREAM(FEET) = 1241.15
FLOW LENGTH(FEET) = 116.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.05
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.21
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.25
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 102.00 = 330.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.25
RAINFALL INTENSITY(INCH/HR) = 4.46
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.30
TOTAL STREAM AREA(ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.21
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 11.88 13.49 2.811 0.97( 0.10) 0.10 4.4 100.00
2 1.21 6.25 4.460 0.98( 0.10) 0.10 0.3 200.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.06 6.25 4.460 0.97( 0.10) 0.10 2.3 200.00
2 12.63 13.49 2.811 0.97( 0.10) 0.10 4.7 100.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.63 Tc(MIN.) = 13.49
EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1331.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 4.7 TC(MIN.) = 13.49
EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED Fm(INCH/HR)= 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.100
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 17 of 47
CM
CM
Drainage Study
Door Components Redwood manufacturing Plant
PEAK FLOW RATE(CFS) = 12.63
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.06 6.25 4.460 0.97( 0.10) 0.10 2.3 200.00
2 12.63 13.49 2.611 0.97( 0.10) 0.10 4.7 100.00
END OF RATIONAL METHOD ANALYSIS
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 18 of 47
Drainage Study
Door Components Redwood manufacturing Plant
,.. 5. CH1 WATER QUALITY AND INFILTRATION SYSTEM
CALCULATIONS
a. Summary of results for Water Quality and Infiltration System
Danjon used the CHI: Computational Hydraulics I program provided by AES to
calculate the results for the peak flow rates through the proposed basin. This program
utilizes the small -area unit hydrograph method per the San Bernardino Hydrology
Manual for analysis of flow through the proposed Water Quality and Infiltration System.
The output of the program shows the peak Q's going into the Water Quality and
Infiltration System.
For this study a 100 -year analysis was calculated for maximum capacity of the Water
Quality and Infiltration System. The site is located on type A soil and for a 100 -year
storm the isohyetal is approx. 1.46 inches. From this data and the area and length of the
hydrologic boundary and flowline the Q for the 100 -year storm was calculated. For the
proposed site a value of 16.25cfs was calculated for the site. For the existing site a value
of 6.56cfs was calculated for the site.
A CHI Water Quality and Infiltration System calculation was run for the proposed site
using the computational hydraulics 1 program provided by AES. This calculation yields
-- a result of 0.44 acre-feet for the total catchment runoff volume. The result is a Water
Quality and Infiltration System of at least a volume of 19,167 CF to retain all the water
on the site for a 100 -year storm.
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 21 of 47
Drainage Study
Door Components Redwood manufacturing Plant
�-- b. CH1 calculations for Water Quality and Infiltration System
SMALL AREA UNIT HYDROGRAPH MODEL
----------------------------------
(C) Copyright 1989-2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1444
Analysis prepared by:
Danjon Engineering, Inc.
895 E Yorba Linda Blvd, Suite 202
Placentia, CA 92870
(714) 572-6800
RATIONAL METHOD CALIBRATION COEFFICIENT = 1.00
TOTAL CATCHMENT AREA(ACRES) = 4.70
SOIL -LOSS RATE, Fm,(INCH/HR) = 0.080
LOW LOSS FRACTION = 0.014
TIME OF CONCENTRATION(MIN.) = 13.36
SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA
ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED
,.... RETURN FREQUENCY(YEARS) = 100
5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.52
..- 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 1.09
1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45
3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43
6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36
24-HOUR POINT RAINFALL VALUE(INCHES) = 5.63
----------------------------------------------------------------------------
TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 2.16
TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 0.05
TIME VOLUME Q 0. 5.0 10.0 15.0 20.0
(HOURS) (AF) (CFS)
----------------------------------------------------------------------------
0.19 0.0032 0.41 Q
0.41 0.0107 0.41 Q
0.64 0.0182 0.41 Q
0.86 0.0259 0.42 Q
1.08 0.0336 0.42 Q
1.30 0.0413 0.42 Q
1.53 0.0491 0.43 Q
1.75 0.0571 0.43 Q
1.97 0.0650 0.44 Q
2.19 0.0731 0.44 Q
2.42 0.0813 0.45 Q
2.64 0.0895 0.45 Q
2.86 0.0978 0.46 Q
,.., 3.09 0.1062 0.46 Q
3.31 0.1147 0.46 Q
,✓ 3.53 0.1233 0.47 Q
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 22 of 47
Drainage Study
Door Components Redwood manufacturing Plant
3.75
0.1320
0.48
Q
3.98
0.1408
0.48
Q
4.20
0.1496
0.49
Q
4.42
0.1586
0.49
Q
4.64
0.1677
0.50
Q
4.87
0.1769
0.50
Q
5.09
0.1862
0.51
Q
5.31
0.1957
0.51
Q
5.53
0.2052
0.52
Q
5.76
0.2149
0.53
Q
5.98
0.2247
0.54
Q
6.20
0.2347
0.54
Q
6.43
0.2448
0.55
Q
6.65
0.2550
0.56
Q
6.87
0.2654
0.57
Q
7.09
0.2759
0.58
Q
7.32
0.2867
0.59
Q
7.54
0.2975
0.59
Q
7.76
0.3086
0.61
Q
7.98
0.3198
0.61
Q
8.21
0.3313
0.63
Q
8.43
0.3429
0.64
Q
8.65
0.3547
0.65
Q
8.87
0.3668
0.66
Q
9.10
0.3791
0.68
Q
9.32
0.3917
0.69
Q
9.54
0.4045
0.71
Q
9.77
0.4176
0.72
Q
9.99
0.4309
0.74
Q
10.21
0.4446
0.75
Q
10.43
0.4586
0.77
Q
10.66
0.4729
0.79
Q
10.88
0.4876
0. 81
Q
11.10
0.5027
0.83
Q
11.32
0.5183
0.86
Q
11.55
0.5342
0.88
Q
11.77
0.5507
0.91
Q
11.99
0.5677
0.93
Q
12.21
0.5874
1.21
Q
12.44
0.6101
1.25
Q
12.66
0.6336
1.31
Q
12.88
0.6579
1.34
Q
13.11
0.6831
1.40
Q
13.33
0.7093
1.44
Q
13.55
0.7366
1.53
Q
13.77
0.7652
1.58
Q
14.00
0.7952
1.69
Q
14.22
0.8269
1.76
Q
14.44
0.8608
1.92
Q
14.66
0.8970
2.01
Q
14.89
0.9363
2.25
Q
15.11
0.9792
2.41
Q
15.33
1.0275
2.84
Q
15.55
1.0809
2.97
Q
15.78
1.1444
3.93
Q
16.00
1.2302
5.39
Q
16.22
1.4292
16.25
4
16.45
1.6083
3.22
Q
16.67
1.6618
2.60
Q
16.89
1.7053
2.12
Q
17.11
1.7418
1.84
Q
17.34
1.7737
1.63
Q
17.56
1.8023
1.48
Q
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 23 of 47
Problem Descriptions:
FLOW-THROUGH DETENTION BASIN MODEL
SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS:
CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.360
DEAD STORAGE(AF) = 0.00
SPECIFIED DEAD STORAGE(AF) FILLED = 0.00
ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00
INFLOW
V _effective depth
------------- (and volume)
detention V .............
basin outflow
-------------
I I
\
storage basin outlet
V-----------
OUTFLOW
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 24 of 47
Drainage Study
Door Components Redwood manufacturing Plant
17.78
1.8285
1.37
Q
18.00
1.8529
1.28
Q
18.23
1.8734
0.95
Q
18.45
1.8904
0.89
Q
18.67
1.9064
0.84
.Q
18.89
1.9215
0.80
Q
19.12
1.9359
0.76
Q
19.34
1.9495
0.73
Q
19.56
1.9626
0.70
Q
19.79
1.9752
0.67
Q
20.01
1.9873
0.64
Q
20.23
1.9989
0.62
.Q
20.45
2.0101
0.60
Q
20.68
2.0210
0.58
.Q
20.90
2.0316
0.56
Q
21.12
2.0418
0.55
Q
21.34
2.0518
0.53
Q
21.57
2.0614
0.52
.Q
21.79
2.0709
0.51
Q
22.01
2.0801
0.49
Q
22.23
2.0891
0.48
Q
22.46
2.0979
0.47
Q
22.68
2.1064
0.46
Q
22.90
2.1148
0.45
Q
23.13
2.1231
0.44
Q
23.35
2.1311
0.43
Q
23.57
2.1391
0.43
Q
23.79
2.1468
0.42
Q
24.02
2.1544
0.41
Q
24.24
----------------------------------------------------------------------------
2.1582
0.00
Q
Problem Descriptions:
FLOW-THROUGH DETENTION BASIN MODEL
SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS:
CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.360
DEAD STORAGE(AF) = 0.00
SPECIFIED DEAD STORAGE(AF) FILLED = 0.00
ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00
INFLOW
V _effective depth
------------- (and volume)
detention V .............
basin outflow
-------------
I I
\
storage basin outlet
V-----------
OUTFLOW
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 24 of 47
Drainage Study
Door Components Redwood manufacturing Plant
DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION:
TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 2
*BASIN -DEPTH STORAGE
OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW
* (FEET)
(ACRE-FEET)
(CFS)
** (FEET) (ACRE-FEET) (CFS)
* 0.000
0.000
0.000**
5.000
0.440 6.560*
----------------------------------------------------------------------------
BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES:
INTERVAL
DEPTH (S-0*DT/2)
(S+0*DT/2)
NUMBER
(FEET) (ACRE-FEET)
(ACRE-FEET)
1
0.00
0.00000
0.00000
2
5.00
0.37964
0.50036
WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.)
----------------------------------------------------------------------------
DETENTION
BASIN ROUTING
RESULTS:
NOTE: COMPUTED BASIN DEPTH,
OUTFLOW, AND STORAGE QUANTITIES
OCCUR AT THE GIVEN
TIME.
BASIN INFLOW
VALUES
REPRESENT THE
AVERAGE INFLOW DURING THE
RECENT HYDROGRAPH UNIT INTERVAL.
TIME DEAD -STORAGE
INFLOW
EFFECTIVE OUTFLOW
EFFECTIVE
(HRS)
FILLED(AF)
(CFS)
DEPTH(FT)
(CFS)
VOLUME(AF)
----------------------------------------------------------------------------
0.191
0.000
0.41
0.07
0.05
0.007
0.413
0.000
0.41
0.13
0.14
0.012
0.636
0.000
0.41
0.18
0.20
0.015
0.859
0.000
0.42
0.21
0.25
0.018
1.081
0.000
0.42
0.24
0.29
0.021
1.304
0.000
0.42
0.26
0.32
0.023
1.527
0.000
0.43
0.27
0.35
0.024
1.749
0.000
0.43
0.29
0.37
0.025
1.972
0.000
0.44
0.30
0.38
0.026
. 2.195
0.000
0.44
0.31
0.40
0.027
2.417
0.000
0.45
0.32
0.41
0.028
2.640
0.000
0.45
0.32
0.42
0.028
2.863
0.000
0.46
0.33
0.43
0.029
3.085
0.000
0.46
0.33
0.43
0.029
3.308
0.000
0.46
0.34
0.44
0.030
3.531
0.000
0.47
0.34
0.45
0.030
3.753
0.000
0.48
0.35
0.45
0.031
3.976
0.000
0.48
0.35
0.46
0.031
4.199
0.000
0.49
0.36
0.46
0.031
4.421
0.000
0.49
0.36
0.47
0.032
4.644
0.000
0.50
0.37
0.48
0.032
4.867
0.000
0.50
0.37
0.48
0.033
5.089
0.000
0.51
0.37
0.49
0.033
5.312
0.000
0.51
0.38
0.49
0.033
5.535
0.000
0.52
0.38
0.50
0.034
5.757
0.000
0.53
0.39
0.51
0.034
5.980
0.000
0.54
0.39
0.51
0.035
6.203
0.000
0.54
0.40
0.52
0.035
6.425
0.000
0.55
0.40
0.53
0.036
6.648
0.000
0.56
0.41
0.53
0.036
6.871
0.000
0.57
0.42
0.54
0.037
7.093
0.000
0.58
0.42
0.55
0.037
7.316
0.000
0.59
0.43
0.56
0.038
7.539
0.000
0.59
0.43
0.57
0.038
7.761
0.000
0.61
0.44
0.57
0.039
7.984
0.000
0.61
0.45
0.58
0.039
8.207
0.000
0.63
0.46
0.59
0.040
8.429
0.000
0.64
0.46
0.60
0.041
8.652
0.000
0.65
0.47
0.61
0.041
8.875
0.000
0.66
0.48
0.62
0.042
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 25 of 47
Drainage Study
Door Components Redwood manufacturing Plant
9.097
0.000
0.68
0.49
0.63
0.043
40 9.320
0.000
0.69
0.50
0.65
0.044
9.543
0.000
0.71
0.51
0.66
0.045
9.765
0.000
0.72
0.52
0.67
0.045
9.988
0.000
0.74
0.53
0.68
0.046
10.211
0.000
0.75
0.54
0.70
0.047
10.433
0.000
0.77
0.55
0.71
0.048
10.656
0.000
0.79
0.56
0.73
0.049
10.879
0.000
0.81
0.58
0.75
0.051
11.101
0.000
0.83
0.59
0.76
0.052
11.324
0.000
0.86
0.60
0.78
0.053
11.547
0.000
0.88
0.62
0.80
0.055
11.769
0.000
0.91
0.64
0.83
0.056
11.992
0.000
0.93
0.66
0.85
0.058
12.215
0.000
1.21
0.72
0.90
0.063
12.437
0.000
1.25
0.78
0.98
0.068
12.660
0.000
1.31
0.83
1.05
0.073
12.883
0.000
1.34
0.87
1.12
0.077
13.105
0.000
1.40
0.92
1.18
0.081
13.328
0.000
1.44
0.96
1.24
0.085
13.551
0.000
1.53
1.01
1.30
0.089
13.773
0.000
1.58
1.06
1.36
0.093
13.996
0.000
1.69
1.11
1.42
0.098
14.219
0.000
1.76
1.17
1.50
0.103
14.441
0.000
1.92
1.24
1.58
0.109
14.664
0.000
2.01
1.31
1.67
0.115
14.887
0.000
2.25
1.41
1.78
0.124
15.109
0.000
2.41
1.51
1.92
0.133
15.332
0.000
2.84
1.67
2.09
0.147
15.555
0.000
2.97
1.81
2.28
0.160
15.777
0.000
3.93
2.10
2.57
0.185
16.000
0.000
5.39
2.58
3.07
0.227
16.223
0.000
16.25
4.95
4.94
0.435
16.445
0.000
3.22
4.35
6.10
0.382
16.668
0.000
2.60
3.77
5.33
0.332
16.891
0.000
2.12
3.25
4.61
0.286
17.113
0.000
1.84
2.81
3.98
0.247
17.336
0.000
1.63
2.43
3.44
0.214
17.559
0.000
1.48
2.12
2.98
0.186
17.781
0.000
1.37
1.86
2.61
0.163
18.004
0.000
1.28
1.64
2.30
0.145
18.227
0.000
0.95
1.42
2.01
0.125
18.449
0.000
0.89
1.24
1.75
0.109
18.672
0.000
0.84
1.10
1.54
0.097
18.895
0.000
0.80
0.98
1.36
0.086
19.117
0.000
0.76
0.88
1.22
0.078
19.340
0.000
0.73
0.80
1.11
0.071
19.563
0.000
0.70
0.74
1.01
0.065
19.785
0.000
0.67
0.68
0.93
0.060
20.008
0.000
0.64
0.64
0.87
0.056
20.231
0.000
0.62
0.60
0.81
0.053
20.453
0.000
0.60
0.56
0.76
0.050
20.676
0.000
0.58
0.53
0.72
0.047
20.899
0.000
0.56
0.51
0.68
0.045
21.121
0.000
0.55
0.49
0.65
0.043
21.344
0.000
0.53
0.47
0.63
0.041
21.567
0.000
0.52
0.45
0.60
0.040
21.789
0.000
0.51
0.43
0.58
0.038
22.012
0.000
0.49
0.42
0.56
0.037
22.235
0.000
0.48
0.41
0.54
0.036
22.457
0.000
0.47
0.40
0.53
0.035
` 22.680
0.000
0.46
0.39
0.51
0.034
.; wkwl 22.903
0.000
0.45
0.38
0.50
0.033
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 26 of 47
Drainage Study
Door Components Redwood manufacturing Plant
23.125
0.000
0.44
0.37
0.49
0.032
23.348
0.000
0.43
0.36
0.48
0.031
23.571
0.000
0.43
0.35
0.46
0.031
23.793
0.000
0.42
0.34
0.45
0.030
24.016
0.000
0.41
0.34
0.44
0.029
24.239
----------------------------------------------------------------------------
0.000
0.00
0.25
0.39
0.022
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 27 of 47
Drainage Study
Door Components Redwood manufacturing Plant
WATER QUALITY AND INFILTRATION SYSTEM DESIGN
The system is designed with two 60" diameter Hancor HDPE pipes with a rock. See the
pipe details for more information. The Water Quality and Infiltration System will act as
an underground basin to collect waters from the 100 -year storm event.
To determine the length of the Water Quality and Infiltration System storage area needed,
we will determine the volume of water per foot of pipe.
Area for two 60" diameter pipe.
Area = n r2 times 2 for two pipes
Area = 3.14(6.25sf) = 19.63sf times two = 39.26sf
One foot of pipe will hold 39.26 cu -ft of water
Area of rock surrounding the pipe:
7.0 ft times 17.5 ft = 122.5sf
122.5 sf minus the area of the two pipes
the outside diameter of the pipe is approximately 6 feet
Area = II r2 times 2 for two pipes
Area = 3.14(9.00sf) = 28.27sf times two = 56.54sf
Area of rock = 122.5sf — 56.54sf = 65.96sf
One foot of pipe has 65.96 cu -ft of rock
Only 40 percent of the rock can be used for water storage
65.96 cu -ft (0.4) = 26.4 cu -ft of water.
The total volume per foot that the system can hold in one day is the amount of water held
in the pipes (39.26 cu -ft) + the water in the rock (26.4 cu -ft)
39.26 cu -ft + 26.4 cu -ft = 65.66 cu -ft per foot of storage.
From the storage volume calculations the project needs 0.44 ac -ft of storage.
0.44 ac -ft = 19,167 cu -ft
The length of the Water Quality and Infiltration System required is 19,167 cu -ft / 65.66
cu -ft per foot.
292 feet required.
Length of the Water Quality and Infiltration System provided = 293 ft in length which is
more than required to detain the waters for a 100 -year storm event.
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 28 of 47
HDPE TRENCH INSTALLATION DETAIL
RANCOR HDPE
PERFORATED PIPE
GEOTEXiILE WW---,
BACKFILL
=��+p ter$♦ ��Z�
RECOMMENDED
MINIUM TRFNCH WIDTH
PIPE DIAMETER
IN. (MM)
TRENCH WIDTH
IN. (M)
4 - 8 (100-200)
'
10 (250)
24 (0.6)
12 (300)
28 (0.7)
15 (375)
35 (0.9)
18 (450)
43 (1.1)
24 (600)
56 (1.4)
30 (750)
60 (1.5)
36 (900)
65 (1.7)
42 (1050)
84 (2.1)
48 (1200)
91 (2.3)
54 (1350)
97 (2.5)
60 (1500)
103 (2.6)
17
12" MIN. COVER FOR GREATER
THAN 48" DIA.
- MAINTAIN UNIFORM TRENCH WIDTH I
r TO MIN. 12" ABOVE TOP OF PIPE
if MINIMUM BEDDING THICKNESS
CONSMUCT 1/2" - 1 1/2" ROCKS
NO FINES
REFERENCE ASTM D2321. "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION
OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY -FLOW APPLICATIONS."
FINDIAY, OHIO 45839
HDPE TRENCH INSTALLATION DETAIL
SCALE NIS
A904-0001
• USUALLY BASED ON SMALLEST BUCKET SIZE AVAILABLE DATE: 02-03-03
DRN BY. DJF
9M
Drainage Study
Door Components Redwood manufacturing Plant
ORIFICE SIZING CALCULATIONS
Hydraulics
Outlet pipe:
QDISCHARGE = 6.56 cfs for a 100 year storm
Using Orifice formula from the Kings handbook (Fifth edition)
Q=Ca(2gh)"'
Where,
Q = cfs exiting the storage tank
C = 0.608 (from Kings handbook)
g = 32.2 ft/S2
h = ws elevation at top of highest point at pipe in storage tank — ws elevation at middle of outlet
pipe
h = (1241.36inv + 5') — (1241.10inv + 0.438' for middle of orifice)
h = (1246.36 —1241.538)
h = 4.82'
a = area of orifice opening (10.5" diameter opening)
a = 3.14(0.438)2
a = 0.603
Q = (0.608)(0.603)[(2)(32.2)(4.82)]12
Q = 6.46 cfs
Allowable out is 6.56 cfs
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 29 of 47
Drainage Study
Door Components Redwood manufacturing Plant
.00MW WSPG CALCULATIONS
0
T1 PROJ NO 07634
T2 LINE A FROM CONNECTION IN STREET TO WATER QUALITY AND INFILTRATION
SYSTEM
T3 12-19-07
SO 101.231240.93 18 1243.93
R 154.711240.98 18 .013
R 156.711240.99 18 .013 17.
R 266.461241.10 18 .013
SH 18
CD 1 3 8.5 7.08
CD 2 4 5.0
CD 3 4 7.5
CD 4 4 3.75
CD 12 4 00 00. 1.0 000. 00. 00. 00.
CD 18 4 00 00. 1.5 000. 00. 00. 00.
CD 24 4 00 00. 2.0 000. 00. 00. 00.
CD 30 4 00 00. 2.5 000. 00. 00. 00.
CD 36 4 00 00. 3.0 000. 00. 00. 00.
CD 42 4 00 00. 3.5 000. 00. 00. 00.
CD 48 4 00 00. 4.0 000. 00. 00. 00.
CD 54 4 00 00. 4.5 000. 00. 00. 00.
CD 60 4 00 00. 5.0 000. 00. 00. 00.
CD 66 4 00 00. 5.5 000. 00. 00. 00.
CD 72 4 00 00. 6.0 000. 00. 00. 00.
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 30 of 47
Drainag
Door Components Redwood manufacturing Plant
DATE: 12/21/2007
TIME: 9:23
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE
NO
TYPE PIERS WIDTH
DIAMETER WIDTH DROP
CD
1
3 0 0.00
8.50 7.08 0.00 0.00 0.00
CD
2
4
5.00
CD
3
4
7.50
CD
4
4
3.75
CD
12
4
1.00
CD
18
4
1.50
CD
24
4
2.00
CD
30
4
2.50
CD
36
4
3.00
CD
42
4
3.50
CD
48
4
4.00
CD
54
4
4.50
CD
60
4
5.00
CD
66
4
5.50
CD
72
4
6.00
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS - PROJ NO 07634
HEADING LINE NO 2 IS - LINE A FROM CONNECTION IN STREET TO WATER QUALITY AND INFILTRATION SYSTEM
HEADING LINE NO 3 IS - 12-19-07
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 31 of 47
PAGE NO 3
Drainag( _..)
Door Components Redwood manufacturing Plant
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 32 of 47
F
0 5 1 5
P
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT NO
1 IS
A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
101.23
1240.93
18
1243.93
ELEMENT NO
2 IS
A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
154.71
1240.98
18
0.013
0.00
0.00
0.00
0
ELEMENT NO
3 IS
A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
156.71
1240.99
18
0.013
0.00
17.00
0.00
0
ELEMENT NO
4 IS
A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
266.46
1241.10
18
0.013
0.00
0.00
0.00
0
ELEMENT NO
5 IS
A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
266.46
1241.10
18
0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS
NOW BEGINNING
** WARNING
NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN
OR EQUALS INVERT
ELEVATION
IN HDWKDS,
W.S.ELEV = INV + DC
LICENSEE: DANJON ENGINEERING, INC.
F0515P
PAGE 1
WATER
SURFACE
PROFILE LISTING
PROJ NO 07634
LINE A FROM CONNECTION IN
STREET TO DETENTION SYSTEM
12-19-07
STATION
INVERT
DEPTH W.S.
Q
VEL
VEL
ENERGY SUPER
CRITICAL
HGT/
BASE/
ZL NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL. ELEV
DEPTH
DIA
ID NO.
PIER
L/ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
101.23
1240.93
3.000 1243.930
6.6
3.74
0.217
1244.147 0.00
0.994
1.50
0.00
0.00 0
0.00
53.48
0.00093
.003948
0.21
1.500
0.00
154.71
1240.98
3.161 1244.141
6.6
3.74
0.217
1244.358 0.00
0.994
1.50
0.00
0.00 0
0.00
2.00
0.00500
.003948
0.01
1.100
0.00
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 32 of 47
Drainag( -)
Door Components Redwood manufacturing Plant
156.71 1240.99
3.178 1244.168 6.6
3.74 0.217 1244.385 0.00 0.994 1.50 0.00 0.00 0 0.00
109.75 0.00100
.003948 0.43 1.500 0.00
266.46 1241.10
3.501 1244.601 6.6
3.74 0.217 1244.818 0.00 0.994 1.50 0.00 0.00 0 0.00
PROJ NO 07634
LINE A FROM CONNECTION
IN STREET TO DETENTION SYSTEM
12-19-07
101.23 I
C
H W E R
104.60
107.97
111.35
114.72
118.09
121.46
124.83
128.21
131.58
134.95
138.32
141.69
145.07
148.44
151.81
155.18 I
C
H W E R
158.55 I
C
H W E R
161.93
165.30
168.67
172.04
175.41
178.79
182.16
185.53
188.90
192.28
195.65
199.02
202.39
205.76
209.14
212.51
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 33 of 47
Drainaf -.
Door Components Redwood manufacturing Plant
215.88
219.25
222.62
226.00
229.37
232.74
236.11
239.48
242.86
246.23
249.60
252.97
256.34
259.72
263.09
266.46 I C H W E R
1240.93 1241.32 1241.71 1242.10 1242.49 1242.87 1243.26 1243.65 1244.04 1244.43 1244.82
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 34 of 47
Drainage Study
Door Components Redwood manufacturing Plant
0
T1 PROJ NO 07634
T2 LINE A FROM WATER QUALITY AND INFILTRATION SYSTEM TO END OF LINE
T3 12-19-07
SO 559.461241.36 24 1243.36
R 702.161241.53 24 .013
R 704.161241.54 24 .013 23.
R 736.831241.57 24 .013
SH 24
CD 1 3 8.5 7.08
CD 2 4 5.0
CD 3 4 7.5
CD 4 4 3.75
CD 12 4 00 00. 1.0 000. 00. 00. 00.
CD 18 4 00 00. 1.5 000. 00. 00. 00.
CD 24 4 00 00. 2.0 000. 00. 00. 00.
CD 30 4 00 00. 2.5 000. 00. 00. 00.
CD 36 4 00 00. 3.0 000. 00. 00. 00.
CD 42 4 00 00. 3.5 000. 00. 00. 00.
CD 48 4 00 00. 4.0 000. 00. 00. 00.
-•CD 54 4 00 00. 4.5 000. 00. 00. 00.
CD 60 4 00 00. 5.0 000. 00. 00. 00.
CD 66 4 00 00. 5.5 000. 00. 00. 00.
CD 72 4 00 00. 6.0 000. 00. 00. 00.
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 35 of 47
Drainage o.
Door Components Redwood manufacturing Plant
DATE: 12/21/2007
TIME: 9:26
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 3 0 0.00 8.50 7.08 0.00 0.00 0.00
CD 2 4 5.00
CD 3 4 7.50
CD 4 4 3.75
CD 12 4 1.00
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50
CD 36 4 3.00
CD 42 4 3.50
CD 48 4 4.00
CD 54 4 4.50
CD 60 4 5.00
CD 66 4 5.50
CD 72 4 6.00
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS - PROJ NO 07634
HEADING LINE NO 2 IS - LINE A FROM WATER QUALITY AND INFILTRATION SYSTEM TO END OF LINE
HEADING LINE NO 3 IS - 12-19-07
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 36 of 47
Drainag
Door Components Redwood manufacturing Plant
F 0 5 1 5 P PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT W S ELEV
559.46 1241.36 24 1243.36
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
702.16 1241.53 24 0.013 0.00 0.00 0.00 0
ELEMENT NO 3 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
704.16 1241.54 24 0.013 0.00 23.00 0.00 0
ELEMENT NO 4 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
736.83 1241.57 24 0.013 0.00 0.00 0.00 0
ELEMENT NO 5 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W S ELEV
736.83 1241.57 24 0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
LICENSEE: DANJON ENGINEERING, INC. F0515P PAGE 1
WATER SURFACE PROFILE LISTING
PROJ NO 07634
LINE A FROM DETENTION BASIN TO END OF LINE
12-19-07
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx,txxxxxxxxxxxxxxxxxxxxxxx**xxxx,txxxxxx*xxxxx*x*xxx,txxxxxxxxxx*xxxxx*xxxxx*xxxxxxxxx*xxxxxxxx
559.46 1241.36 2.000 1243.360 15.3 4.87 0.368 1243.726 0.00 1.410 2.00 0.00 0.00 0 0.00
142.70 0.00119 .004574 0.65 2.000 0.00
702.16 1241.53 2.483 1244.013 15.3 4.87 0.368 1244.381 0.00 1.410 2.00 0.00 0.00 0 0.00
2.00 0.00500 .004574 0.01 1.570 0.00
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 37 of 47
559.46 I
563.08
566.70
570.32
573.94
577.56
581.18
584.80
588.42
592.04
595.66
599.28
602.90
606.52
610.14
613.76
617.38
621.00
624.62
628.24
631.86
635.48
639.10
642.72
646.34
649.95
653.57
657.19
660.81
664.43
668.05
671.67
675.29
678.91
C
X E
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 38 of 47
R
Drainag.,�
Door Components
Redwood manufacturing Plant
704.16 1241.54 2.519 1244.059 15.3
4.87 0.368 1244.427 0.00
1.410 2.00
0.00 0.00 0 0.00
32.67 0.00092
.004574 0.15
2.000
0.00
736.83 1241.57 2.639 1244.209 15.3
4.87 0.368 1244.577 0.00
1.410 2.00
0.00 0.00 0 0.00
PROJ NO 07634
LINE A FROM DETENTION
BASIN TO END OF LINE
12-19-07
559.46 I
563.08
566.70
570.32
573.94
577.56
581.18
584.80
588.42
592.04
595.66
599.28
602.90
606.52
610.14
613.76
617.38
621.00
624.62
628.24
631.86
635.48
639.10
642.72
646.34
649.95
653.57
657.19
660.81
664.43
668.05
671.67
675.29
678.91
C
X E
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 38 of 47
R
Dramag
Door Components Redwood manufacturing Plant
682.53
686.15
689.77
693.39
697.01
700.63
704.25 I C H W E R
707.87 I C H W E R
711.49
715.11
718.73
722.35
725.97
729.59
733.21
736.83 I C H W E R
1241.36 1241.68 1242.00 1242.32 1242.65 1242.97 1243.29 1243.61 1243.93 1244.25 1244.58
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 39 of 47
L
Drainage Study
Door Components Redwood manufacturing Plant
0
T1 PROJ NO 07634
T2 LINE B
T3 12-19-07
SO 100.001243.16 12 1244.16
R 189.331246.08 12 .013
R 191.331246.09 12 .013 45.
R 215.821246.62 12 .013
SH 12
CD 1 3 8.5 7.08
CD 2 4 5.0
CD 3 4 7.5
CD 4 4 3.75
CD 12 4 00 00. 1.0 000. 00. 00. 00.
CD 18 4 00 00. 1.5 000. 00. 00. 00.
CD 24 4 00 00. 2.0 000. 00. 00. 00.
CD 30 4 00 00. 2.5 000. 00. 00. 00.
CD 36 4 00 00. 3.0 000. 00. 00. 00.
CD 42 4 00 00. 3.5 000. 00. 00. 00.
CD 48 4 00 00. 4.0 000. 00. 00. 00.
CD 54 4 00 00. 4.5 000. 00. 00. 00.
CD 60 4 00 00. 5.0 000. 00. 00. 00.
CD 66 4 00 00. 5.5 000. 00. 00. 00.
CD 72 4 00 00. 6.0 000. 00. 00. 00.
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 40 of 47
Drainag _ .
Door Components Redwood manufacturing Plarre
DATE: 1/ 7/2008
TIME: 14:43
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 3 0 0.00 8.50 7.08 0.00 0.00 0.00
CD 2 4 5.00
CD 3 4 7.50
CD 4 4 3.75
CD 12 4 1.00
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50
CD 36 4 3.00
CD 42 4 3.50
CD 48 4 4.00
CD 54 4 4.50
CD 60 4 5.00
CD 66 4 5.50
CD 72 4 6.00
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS - PROJ NO 07634
HEADING LINE NO 2 IS - LINE B
HEADING LINE NO 3 IS - 12-19-07
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 41 of 47
Drainage
Door Components Redwood manufacturing Plant
F 0 5 1 5 P PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT W S ELEV
100.00 1243.16 12 1244.16
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
189.33 1246.08 12 0.013 0.00 0.00 0.00 0
ELEMENT NO 3 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
191.33 1246.09 12 0.013 0.00 45.00 0.00 0
ELEMENT NO 4 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
215.82 1246.62 12 0.013 0.00 0.00 0.00 0
ELEMENT NO 5 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W S ELEV
215.82 1246.62 12 0.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
LICENSEE: DANJON ENGINEERING, INC. F0515P PAGE 1
WATER SURFACE PROFILE LISTING
PROJ NO 07634
LINE B
12-19-07
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
***********************************************************************************************************************************
100.00 1243.16 1.000 1244.160 1.6 2.04 0.065 1244.225 0.00 0.537 1.00 0.00 0.00 0 0.00
0.00 0.03269 .001990 0.00 0.330 0.00
100.00 1243.16 1.000 1244.160 1.6 2.04 0.065 1244.225 0.00 0.537 1.00 0.00 0.00 0 0.00
2.77 0.03269 .001863 0.01 0.330 0.00
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 42 of 47
Drainage oi�
Door Components Redwood manufacturing Plant
102.77
1243.25
0.907
1244.158
1.6
2.14
0.071
1244.229
0.00
0.537
1.00
1.52
0.03269
0
0.00
.001825
0.00
1.00
0.33C
104.29
1243.30
0.853
1244.153
1.6
2.24
0.078
1244.231
0.00
0.537
0.00
0.89
0.03269
0.00
.001976
0.00
0.00
0.00
0.33C
105.18
1243.33
0.809
1244.138
1.6
2.35
0.086
1244.224
0.00
0.537
0.00
HYDRAULIC
JUMP
0.00
1.00
0.00
0.00
0
0.00
105.18
1243.33
0.337
1243.666
1.6
6.87
0.732
1244.398
0.00
0.537
62.22
0.03269
1.00
0.00
0.00
.031835
1.98
0.33(
167.40
1245.36
0.347
1245.710
1.6
6.61
0.679
1246.389
0.00
0.537
10.89
0.03269
.028144
0.31
0.33(
178.29
1245.72
0.359
1246.078
1.6
6.30
0.616
1246.694
0.00
0.537
5.35
0.03269
.024666
0.13
0.33(
183.64
1245.89
0.372
1246.266
1.6
5.99
0.558
1246.824
0.00
0.537
3.33
0.03269
.021648
0.07
0.33C
186.97
1246.00
0.386
1246.389
1.6
5.71
0.507
1246.896
0.00
0.537
2.36
0.03269
.019003
0.04
0.33(
189.33
1246.08
0.400
1246.460
1.6
5.46
0.463
1246.943
0.00
0.537
9. nn
n_nnsnn
.018834
0.04
0.57(
1.00
0.00
0.00
0
0.00
0.00
1.00
0.00
0.00
0
0.00
0.00
1.00
0.00
0.00
0
0.00
0.00
1.00
0.00
0.00
0
0.00
0.00
1.00
0.00
0.00
0
0.00
0.00
1.00
0.00
0.00
0
0.00
0.00
1.00
0.00
0.00
0
0.00
0.00
1.00
0.00
0.00
0
0.00
0.00
1.00
0.00
0.00
0
0.00
0.00
WATER SURFACE PROFILE LISTING
PROJ NO 07634
LINE B
12-19-07
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
****t****r***a***,t*«***x�*,t*r*r****x«x***r***w*+**�***rt*«***xrwrr«r+++t�,t*,t,t,t,t�*,t,r***«a*w�,r«**f,t**r,t,t**t,t*,e***,t ,t***,t ,t*�*,t ,trr,t *,r ,t«**•
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 43 of 47
Drainag( -')
Door Components Redwood manufacturing Pl-
191.33 1246.09
0.388
1246.478
1.6
5.69
0.503
1246.981
0.00
0.537
1.00
0.00
0.00
0 0.00
9.78 0.02164
.018877
0.18
0.370
0.00
201.11 1246.30
0.399
1246.701
1.6
5.46
0.463
1247.164
0.00
0.537
1.00
0.00
0.00
0 0.00
5.75 0.02164
.016747
0.10
0.370
0.00
206.86 1246.43
0.413
1246.839
1.6
5.21
0.422
1247.261
0.00
0.537
1.00
0.00
0.00
0 0.00
3.22 0.02164
.014708
0.05
0.370
0.00
210.08 1246.50
0.429
1246.925
1.6
4.97
0.383
1247.308
0.00
0.537
1.00
0.00
0.00
0 0.00
2.28 0.02164
.012921
0.03
0.370
0.00
212.36 1246.55
0.444
1246.989
1.6
4.73
0.348
1247.337
0.00
0.537
1.00
0.00
0.00
0 0.00
1.42 0.02164
.011351
0.02
0.370
0.00
213.78 1246.58
0.461
1247.037
1.6
4.52
0.317
1247.354
0.00
0.537
1.00
0.00
0.00
0 0.00
1.01 0.02164
.009984
0.01
0.370
0.00
214.79 1246.60
0.478
1247.076
1.6
4.30
0.287
1247.363
0.00
0.537
1.00
0.00
0.00
0 0.00
0.64 0.02164
.008781
0.01
0.370
0.00
215.43 1246.61
0.496
1247.108
1.6
4.10
0.261
1247.369
0.00
0.537
1.00
0.00
0.00
0 0.00
0.27 0.02164
.007737
0.00
0.370
0.00
215.70 1246.62
0.516
1247.133
1.6
3.91
0.238
1247.371
0.00
0.537
1.00
0.00
0.00
0 0.00
0.12 0.02164
.006805
0.00
0.370
0.00
215.82 1246.62
0.537
1247.157
1.6
3.72
0.215
1247.372
0.00
0.537
1.00
0.00
0.00
0 0.00
PROJ NO 07634
LINE
B
12-19-07
100.00 I
C XE
R
102.36 I
C XE
R
Danjon Engineering, Inc.
3/11/2008
F:\job\2007\07634\14ydro\DRAINAGE
STUDY.doc
Page 44 of 47
104.73
107.09
109.45
111.82
114.18
116.55
118.91
121.27
123.64
126.00
128.36
130.73
133.09
135.46
137.82
140.18
142.55
144.91
147.27
149.64
152.00
154.36
156.73
159.09
161.46
163.82
166.18
168.55
170.91
173.27
175.64
178.00
180.36
182.73
185.09
187.46
189.82
192.18
194.55
196.91
199.27
201.64
204.00
206.37
208.73
211.09
213.46
Drainage oi.
Door Components Redwood manufacturing Plant
I C WEH R
I C W EH R
I C W E H R
I W C HE R
I W C HE
R
I W C X R
I W C EH R
I W C E H R
I W C E H R
I W C E H R
I W C E H R
I W C E H R
I W C E H R
I W C E H R
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 45 of 47
Drainage J!
Door Components Redwood manufacturing Plant
215.82 I W C E H. R
1243.16 1243.61 1244.05 1244.50 1244.94 1245.39 1245.84 1246.28 1246.73 1247.17 1247.62
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 46 of 47
Drainage Study
Door Components Redwood manufacturing Plant
Catch basin sizing calculations
Using Bureau of Public Road
Q/P = 3.0113/1
P= perimeter of basin
H= depth of flow --0.35'
Q = flow in cfs.=7.2 cfs
W=width of grate openings ,
A= with of opening area
B= length of opening area
Dimensions of a single basin _
A=34.3"=2.85 ft
B= 24.25"=2.02 ft
W=0.75"=0.0625ft
2.85' 2.85'
For 2 basins
2.02'
Direction of flow
2.85' 2.85'
10", For 2 basins
P=4x2.85ft +2.02 ft (2 basins in series)
P=16.2 ft
Calculating for the perimeter required for the flow depth approaching the basins.
7.2/P=3.0(0.35)3/2
P=7.2/3.0(0.35)3/1
P=11.6 required < 16.2 available- therefore more than required.
Use 2 basins in series
For this project, with 100 year flows in higher quantities.
An assumption of 0.4 ft depth of flow for basins
Q/P = 3.0(0.4)...
Q=0.75P
Basin perimeters assuming water approaching from 3 sides:
1 grate = 7.7 If
2 grates = 13.4 If
3 grates= 21.1 If
4 grates = 24.8 if
for nodes Q100 length of perimeter # grates needed #grates used
101 15.3 cfs 20.4 If 3 grates 4 grates
101 1.6 cfs 2.13 If 1 grate 1 grate
Danjon Engineering, Inc. 3/11/2008
F:\job\2007\07634\Hydro\DRAINAGE STUDY.doc Page 47 of 47
ti
GRAPHIC SCALE
20 0 10 20 40
IN FEET
I inch = .20 ft.
80
r7
W
.43)-1252—' .......... ...... 41 :01 r�1%w
41 OAR A'r)kMV ]NV -429' SID
252 —
1250— .................
12 ................................. . .. . .
1249 20 1
MY — -
125,.12 FL E
124 .62 INV
LINE Al
\ __ _. Y i uj
D R
wV
PEA
0
ptoTTED
I _DRI AY- �: ED
MA"R 11
PB ps P3 —
LEE 4r
DAMON ENGINEERING, ING.
HYDROLOGY PLAN
PROPOSED CONDITIONS
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MERIDI•INC.
895 E. Yorba Linda nda Blvd.,* Ste 202
Placentia, CA 92870
(714)572-6800 FAX(714)572-6850
DESIGNED BY DRAWN BY CHECKED BY
NO. DATE DESCRIPTION BY
RCE DATE
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DAMON ENGINEERING, ING.
HYDROLOGY PLAN
PROPOSED CONDITIONS
ANJON
NG ING-
MERIDI•INC.
895 E. Yorba Linda nda Blvd.,* Ste 202
Placentia, CA 92870
(714)572-6800 FAX(714)572-6850
DESIGNED BY DRAWN BY CHECKED BY
NO. DATE DESCRIPTION BY
RCE DATE
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