HomeMy WebLinkAboutSouth Highland Widening Project PH 1 SOUTH HIGHLAND AVE WIDENING PROJECT - PHASE I
SAN SEVAINE RD. TO CITRUS AVE.
DRAINAGE REPORT
PREPARED FOR
CITY OF FONTANA
PREPARED BY
PARSONS BRINCKERHOFF
685 East Carnegie Drive, Suite 210
San Bernardino CA.
909 - 888 -1106
Revised
DATE: 11/16/06
METHODOLOGY
This drainage study is based on the current S.B.C.F.C.D. Hydrology Manual utilizing an
AMC II and soil types A & B (see hydrology maps). A copy of the appropriate soils and
isohyetal maps are included in this report.
Although the current City's General Plan and Zoning Maps indicate that the drainage
areas for the easterly storm drain system are proposed to be single family, this study
assumes that these areas will be developed with commercial development instead of
single family. This assumption has been approved by the City's project manager.
EXISTING CONDITION
An existing 36 "RCP is located in San Sevaine Road and terminates at the intersection of
South Highland Ave. This system was designed to accept for flows from South Highland
north to the southerly R/W of the S.R. 210 freeway from San Sevaine Road to Hemlock
Ave.
Runoff generated by the area between South Highland Avenue and S.R. 210 from
Hemlock Ave east to Knox Avenue is intercepted by the existing system storm drain
constructed by the Landings Development. This system is located in Beech Avenue, at
t""—* South Highland Avenue it branches east and west.
In Citrus Avenue, an existing storm drain system intercepts flows in Citrus Avenue just
north of Highland Avenue intersection.
PROPOSED SYSTEMS
Two systems are proposed in Phase I. Both systems will be designed to convey Q100
flows.
The proposed westerly storm drain system will continue from the existing storm drain in
South Highland Avenue at San Sevaine Road easterly to approximately east of Hemlock
Avenue. The existing laterals located at the intersection will be constructed to ultimate
catch basin locations. This drainage study predicates that all on -site private development
generated flows will be intercepted and the conveyed to this storm drain system by pipe.
No surface flows onto South Highland Avenue will be allowed except for minor
landscape areas abutting South Highland Avenue.
The proposed easterly storm drain system is designed for Q100 flows generated from the
drainage area of Knox Avenue to Citrus Avenue. In the interim condition, the proposed
easterly storm drain system will not have an existing system to join, therefore an interim
catch (burp) basin on Knox Avenue is proposed for out - letting undeveloped flows. As a
result of the interim outlet, development within the drainage area will be restricted
because of the out - letting velocity from the burp basin. With the entire drainage area
undeveloped, the Q100 rate is 33 cfs. Utilizing a 10' catch "burp" basin with a standard
1' opening, the out - letting velocity would be 3 fps. Therefore any increased flow rate will
have a higher unacceptable velocity. Proposed developments within the drainage area
will be required to either modify the burp basin or extend the outlet of the storm drain
southerly on Knox Ave. This system also predicates that proposed development will be
required to contain most (refer to the Easterly Storm Drain Hydrology Map) of the on -site
flows and connect to the proposed storm drain system.
c
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983 -2003 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* SO. HIGHLAND AVE STREET WIDENING PROJECT *
* Q100 HYDROLOGY - KNOX AVE TO CITRUS AVE *
* FN - SHIEAST *
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FILE NAME: SHIEAST.DAT
TIME /DATE OF STUDY: 16:51 04/11/2006
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-- *TIME -OF- CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
(:: SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 1.00
*USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.050
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500
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 33.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.60 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 10.0 (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 10.00 TO NODE 20.00 IS CODE = 21
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
»USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00
ELEVATION DATA: UPSTREAM(FEET) = 1512.00 DOWNSTREAM(FEET) = 1495.00
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.217
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.484
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.)
COMMERCIAL A 6.90 0.98 0.10 32 10.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 27.24
TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 27.24
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
MAINLINE Tc(MIN) = 10.22
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.484
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 1.00 0.98 0.10 32
Naar SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.95
EFFECTIVE AREA(ACRES) = 7.90 AREA - AVERAGED Fm(INCH /HR) = 0.10
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 31.19
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 1485.00 DOWNSTREAM(FEET) = 1483.00
FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.41
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE - FLOW(CFS) = 31.19
PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 10.96 1
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1230.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< ««
MAINLINE Tc(MIN) = 10.96
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.29945.8 3 /. Z _ / (o C f s
(:: SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN,
COMMERCIAL A 0.30 0.98 0.10 32 (0.3 /¢ 2)•/¢ 6 r /.acFJ
COMMERCIAL A 3.40 0.98 0.10 32(14 /¢.Z)•/ 6 3 GY<
COMMERCIAL A 0.50 0.98 0.10 32k.S/4 :?)•/4 ;A, /, 84F
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 15.88
EFFECTIVE AREA(ACRES) = 12.10 AREA - AVERAGED Fm(INCH /HR) = 0.10
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) = 45.75
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 1483.00 DOWNSTREAM(FEET) = 1478.70
FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.21
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE - FLOW(CFS) = 45.75
PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 11.90
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 1750.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
MAINLINE Tc(MIN) = 11.90
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.092
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 4.40 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 15.82
EFFECTIVE AREA(ACRES) = 16.50 AREA - AVERAGED Fm(INCH /HR) = 0.10
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 16.50 PEAK FLOW RATE(CFS) = 59.31
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 31
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 1478.70 DOWNSTREAM(FEET) = 1474.80
FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 10.54
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE - FLOW(CFS) = 59.31
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 12.53
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 2150.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
MAINLINE Tc(MIN) = 12.53
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.967
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 4.20 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 14.63
EFFECTIVE AREA(ACRES) = 20.70 AREA - AVERAGED Fm(INCH /HR) = 0.10
AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA - AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.70 PEAK FLOW RATE(CFS) = 72.08
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 31
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<«
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 1474.80 DOWNSTREAM(FEET) = 1470.00
FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 12.38
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE - FLOW(CFS) = 72.08
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.02
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 2510.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
MAINLINE Tc(MIN) = 13.02
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.877
SUBAREA LOSS RATE DATA(AMC II): 93.9 - 7e./ = 2/ S 6fiLf
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 0.60 0.98 0.10 32( 63)• = /9C FS
COMMERCIAL A 4.60 0.98 0.10 326/6,9) • 2/.$.= /4.5CA
COMMERCIAL A 1.70 0.98 0.10 32 2/.8 =S.¢Cf;
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 6.90 SUBAREA RUNOFF(CFS) = 23.47
EFFECTIVE AREA(ACRES) = 27.60 AREA - AVERAGED Fm(INCH /HR) = 0.10
(:: AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA - AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 27.60 PEAK FLOW RATE(CFS) = 93.89
(:: END OF STUDY SUMMARY: -
TOTAL AREA(ACRES) = 27.60 TC(MIN.) = 13.02
EFFECTIVE AREA(ACRES) = 27.60 AREA - AVERAGED Fm(INCH /HR)= 0.10
AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA - AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS) = 93.89
END OF RATIONAL METHOD ANALYSIS
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t„" ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983 -2003 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* SO. HIGHLAND AVE STREET WIDENING PROJECT
* Q100 HYDROLOGY - SAN SEVAINE EAST TO HEMLOCK AVE.
* FN - SHIWEST *
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FILE NAME: SHIWEST.DAT
TIME /DATE OF STUDY: 12:54 04/18/2006
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-- *TIME -OF- CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.050
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.550
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500
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 0.0312 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.67 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 10.00 TO NODE 20.00 IS CODE = 21
•
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
»USE TIME - OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
INITIAL SUBAREA FLOW - LENGTH(FEET) = 880.00
ELEVATION DATA: UPSTREAM(FEET) = 1446.00 DOWNSTREAM(FEET) = 1424.60
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.627
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.647
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.)
COMMERCIAL A 9.00 0.98 0.10 32 9.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 36.85
TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 36.85
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 1417.00 DOWNSTREAM(FEET) = 1414.00
FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.62
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 36.85
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 1210.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <
MAINLINE Tc(MIN) = 10.27
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.471
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL B 4.60 0.75 0.10 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 18.20
EFFECTIVE AREA(ACRES) = 13.60 AREA- AVERAGED Fm(INCH /HR) = 0.09
AREA - AVERAGED Fp(INCH /HR) = 0.90 AREA - AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) = 53.63
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 1414.00 DOWNSTREAM(FEET) = 1411.50
FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.01
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE - FLOW(CFS) = 53.63
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 10.86
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 1530.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81
> »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
MAINLINE Tc(MIN) = 10.86
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.323 78- lc" 25 42 c:/;Z
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN,
COMMERCIAL B 0.50 0.75 0.10 56( 5/76) • 25 /. 8GF,f
COMMERCIAL B 3.90 0.75 0.10 56f V26) ZS = /8.'9 CA:
COMMERCIAL B 2.60 0.75 0.10 562, 6/7. 2S 9 iG
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 26.76
EFFECTIVE AREA(ACRES) = 20.60 AREA - AVERAGED Fm(INCH /HR) = 0.08
AREA - AVERAGED Fp(INCH /HR) = 0.85 AREA - AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.60 PEAK FLOW RATE(CFS) = 78.58
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 31
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1411.50 DOWNSTREAM(FEET) = 1409.90
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 15.11
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE - FLOW(CFS) = 78.58
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.93
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1600.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« <
MAINLINE Tc(MIN) = 10.93
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.305
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL B 2.10 0.75 0.10 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
�"' SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 7.99
EFFECTIVE AREA(ACRES) = 22.70 AREA - AVERAGED Fm(INCH /HR) = 0.08
AREA - AVERAGED Fp(INCH /HR) = 0.84 AREA - AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 22.70 PEAK FLOW RATE(CFS) = 86.23
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 22.70 TC(MIN.) = 10.93
EFFECTIVE AREA(ACRES) = 22.70 AREA - AVERAGED Fm(INCH/HR)= 0.08
AREA - AVERAGED Fp(INCH /HR) = 0.84 AREA - AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS) = 86.23
END OF RATIONAL METHOD ANALYSIS
c
•
SHIEAST.WSW
T1 SOUTH HIGHLAND AVE WIDENING 0
" EASTERLY STORM DRAIN - KNOW EAST TO 400' EAST OF CATAWABA
T3 FN - SHIEAST
SO 700.0001466.000 1 1470.000
R 922.4801469.000 1 .013 .000 .000 0
7X 927.1401469.050 1 2 .014 1.900 1469.800 80.0 .000
R 984.8001469.720 1 .013 .000 .000 0
7x 986.3001469.740 1 2 .013 19.900 1470.490 70.0 .000
R 1321.6701473.670 1 .013 .000 .000 0
7X 1326.3301473.720 1 3 .013 12.800 1474.220 70.0 .000
R 1721.6701477.670 1 .013 .000 .000 0
JX 1726.3301477.720 1 3 .014 13.500 1478.220 70.0 .000
R 1949.3301479.920 1 .013 .000 .000 1
R 2169.4701481.570 1 .013 .000 .000 0
JX 2170.9701481.580 1 2 .013 1.000 1482.330 80.0 .000
R 2227.0901482.000 1 .013 .000 .000 0
7X 2231.7501482.530 4 3 .014 19.200 1482.780 70.0 .000
R 2530.8301484.200 4 .013 .000 .000 0
t olomiksH 2530.8301484.200 4 1484.200
CD 1 4 1 .000 3.000 .000 .000 .000 .00
CD 2 4 1 .000 1.500 .000 .000 .000 .00
co 3 4 1 .000 2.000 .000 .000 .000 .00
CD 4 4 1 .000 2.500 .000 .000 .000 .00
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T1 SOUTH HIGHLAND AVE WIDENING 0
T2 WESTERLY STORM DRAIN HYDRAULICS
T3 FN - SHIWEST
SO 5500.0001408.230 1 1411.230
R 5566.6901409.780 1 .013 .000 .000 0
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JX 5605.1801410.690 1 2 .013 1.800 1411.260 70.0 .000
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JX 5634.9801411.400 1 2 .013 23.200 1412.540 70.0 .000
R 5639.9501411.500 1 .013 .000 .000 0
R 5914.3101414.000 1 .013 .000 .000 0
JX 5918.9701414.540 4 3 .014 16.700 1415.040 70.0 .000
R 6329.1601417.660 4 .013 .000 .000 0
SH 6329.1601417.660 4 1417.660
CD 1 4 1 .000 3.000 .000 .000 .000 .00
CD 2 4 1 .000 2.000 .000 .000 .000 .00
CD 3 4 1 .000 1.500 .000 .000 .000 .00
!"` CD 4 4 1 .000 2.500 .000 .000 .000 .00
Q 36.900 .0
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* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* * * *
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 17:21 04/06/2006
Problem Descriptions:
SOUTH HIGHLAND AVE STREET WIDENING /EASTERLY STORM DRAIN SYSTEM
DEPTH OF FLOW CALC - ST STATION 106 +65
FN - CB1 DEPTH
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
» » STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET /FEET) = 0.005800
CONSTANT STREET FLOW(CFS) = 20.00
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.03125
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = 0.54 •+(
HALFSTREET FLOOD WIDTH(FEET) = 25.73
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.00
PRODUCT OF DEPTH &VELOCITY = 1.61
Mrn =___
it
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 17:23 04/06/2006
Problem Descriptions:
SOUTH HIGHLAND AVE STREET WIDENING /EASTERLY STORM DRAIN SYSTEM
CB NO 1 SIZING CALC - ST STATION 106 +65
FN - CB1 SIZING
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
» »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 20.00
GUTTER FLOWDEPTH(FEET) = 0.54
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
3.81 3.21
4.00 3.36
4.50 3.75
5.00 4.14
5.50 4.53
6.00 4.91
6.50 5.30
7.00 5.68
;' 7.50 6.05
Nrr 8.00 6.43
8.50 6.81
rte` 9.00 7 .18
r 9.50 7.55
10.00 7.92
10.50 8.29
11.00 8.66
11.50 9.02
12.00 9.33
12.50 9.63
13.00 9.93
13.50 10.23
14.00 10.52
14.50 10.81
15.00 11.10
15.50 11.39
16.00 11.68
16.50 11.96
17.00 12.24
17.50 12.52
18.00 12.80
18.50 13.08
19.00 13.35
19.50 13.62
20.00 13.87
20.50 14.13 1
21.00 14.37 • /S 6 5. t c`4 fIegt, f
21.50 14.61 re, CQ 14
22.00 14.85
22.50 15.08
23.00 15.30
C"' 23.50 15.52
24.00 15.73
24.50 15.94
25.00 16.14
25.50 16.34
26.00 16.53
26.50 16.72
27.00 16.90
27.50 17.08
28.00 17.25
28.50 17.42
29.00 17.59
29.50 17.75
30.00 17.91
30.50 18.06
31.00 18.21
31.50 18.36
32.00 18.51
32.50 18.65
33.00 18.78
33.50 18.92
34.00 19.05
34.50 19.17
35.00 19.30
35.50 19.42
36.00 19.54
36.50 19.65
37.00 19.76
37.50 19.87
(:: 38.00 19.98
38.09 20.00
c
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 11:40 04/11/2006
Problem Descriptions:
SOUTH HIGHLAND AVE. WIDENING /EASTERLY STORM DRAIN SYSTEM
CB NO. 2 - DEPTH OF FLOW CALC
FN - CB2_DEPTH
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
» » STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET /FEET) = 0.005800
CONSTANT STREET FLOW(CFS) = 14.80
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 22.83
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.74
PRODUCT OF DEPTH &VELOCITY = 1.68
r✓ ____
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 11:44 04/11/2006
Problem Descriptions:
SOUTH HIGHLAND AVE. WIDENING /EASTERLY STORM DRAIN SYSTEM
CB NO. 2 - SIZING CALC
FN - CB2_SIZING
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
m..• * * **
No »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 14.80
GUTTER FLOWDEPTH(FEET) = 0.61
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
2.48 2.46
2.50 2.48
3.00 2.94
3.50 3.39
4.00 3.84
4.50 4.28
5.00 4.72
5.50 5.16
6.00 5.59
6.50 6.02
7.00 6.43
(:: 7.50 6.84
8.00 7.19
8.50 7.54
9.00 7.88
9.50 8.22
10.00 8.56
10.50 8.89
11.00 9.22
11.50 9.54
12.00 9.86
12.50 10.17
13.00 10.46
13.50 10.75
14.00 11.02
14.50 11.28
15.00 11.53
15.50 11.77
16.00 12.00
16.50 12.22
17.00 12.43
17.50 12.64
18.00 12.83
18.50 13.02
19.00 13.20
19.50 13.37
20.00 13.53
20.50 13.69
21.00 13.84
21.50 13.99
22.00 14.13
22.50 14.26
23.00 14.39
23.50 14.51
24.00 14.63
24.50 14.74
24.79 14.80 USE 25' CB
rr
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 16:01 04/07/2006
Problem Descriptions:
SOUTH HIGHLAND AVE WIDENING /EASTERLY STORM DRAIN SYSTEM
CB NO 3 - DEPTH OF FLOW CALC
FN - CB3 DEPTH
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
» »STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET /FEET) = 0.025000
CONSTANT STREET FLOW(CFS) = 1.00
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 3.97
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.88
PRODUCT OF DEPTH &VELOCITY = 0.68
' ____
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 16:37 04/07/2006
Problem Descriptions:
SOUTH HIGHLAND AVE WIDENING /EASTERLY STORM DRAIN SYSTEM
CB NO 3 - SIZING CALC
FN - CB3 SIZING
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
pnw^ * * **
» »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION ««
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 1.00
GUTTER FLOWDEPTH(FEET) = 0.24
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
0.45 0.13
0.50 0.15
1.00 0.29
1.50 0.43
2.00 0.55
2.50 0.67
3.00 0.76
3.50 0.85
omw 4.00 0.93
'%iftw 4.48 1.00
Z. /SIT / C.5. .5.
c
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 18:57 04/11/2006
Problem Descriptions:
SOUTH HIGHLAND AVE. WIDENING /EASTERLY STORM DRAIN SYSTEM
CB NO 4 - DEPTH OF FLOW CALC.
FN - CB4 DEPTH
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
WOO' » »STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET /FEET) = 0.015800
CONSTANT STREET FLOW(CFS) = 5.40
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.013000
CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 33.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = 0.38 ....-4.------
HALFSTREET FLOOD WIDTH(FEET) = 11.20
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.74
PRODUCT OF DEPTH &VELOCITY = 1.43
a Aww
4 Skturr =___
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 18:55 04/11/2006
Problem Descriptions:
SOUTH HIGHLAND AVE. WIDENING /EATERLY STORM DRAIN SYSTEM
CB NO 4 - SIZING CALC.
FN - CB4_SIZING
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 5.40
GUTTER FLOWDEPTH(FEET) = 0.38
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
1.49 0.80
1.50 0.80
2.00 1.06
2.50 1.31
3.00 1.55
3.50 1.80
4.00 2.04
4.50 2.28
A 5.00 2.51
Nom,► 5.50 2.72
6.00 2.91
6.50 3.10
‘ 7.00 3.29
7.50 3.47
8.00 3.65
8.50 3.82
9.00 3.98
9.50 4.12
10.00 4.26
10.50 4.39
11.00 4.52
11.50 4.65
12.00 4.77
12.50 4.88
13.00 5.00
13.50 5.11
14.00 5.21
14.50 5.32
14.89 5.40
e1_S _4.
•
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 16:43 04/16/2006
Problem Descriptions:
SOUTH HIGHLAND AVE. WIDENING /EASTERLY STORM DRAIN SYSTEM
CB NO. 5 - DEPTH OF FLOW CALCS.
FN - CB5_DEPTH
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
Y.- » »STREETFLOW MODEL INPUT INFORMATION ««
CONSTANT STREET GRADE(FEET /FEET) = 0.016000
CONSTANT STREET FLOW(CFS) = 1.90
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.16700
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = 0.31 -(---
HALFSTREET FLOOD WIDTH(FEET) = 7.34
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61
PRODUCT OF DEPTH &VELOCITY = 0.80
u \rr =___
0
* * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1501
Analysis prepared by:
Parsons Brinckerhoff Quade & Douglas, Inc.
685 East Carnegie Drive Suite 210
San Bernardino CA. 92408
TIME /DATE OF STUDY: 16:45 04/16/2006
Problem Descriptions:
SOUTH HIGHLAND AVE. WIDENING /EASTERLY STORM DRAIN SYSTEM
CB NO. 5 - SIZING CALCS.
FN - CB5 SIZING
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * **
`y.. » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« <
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 1.90
GUTTER FLOWDEPTH(FEET) = 0.31
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
0.65 0.27
1.00 0.40
1.50 0.59
2.00 0.78
2.50 0.96
3.00 1.11
3.50 1.25
4.00 1.39
'""°'' 4.50 1.50
'y 5.00 1.60
5.50 1.71
6.00 1.80
6.49 1.90
::',- 7 'C
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