HomeMy WebLinkAboutSierra Lakes Pkwy Re-Alignment T
SIERRA LAKES PARKWAY
Re Alignment
CITY OF FONTANA
DRAINAGE STUDY
Revised: September 20, 2002
Reference 126 -1465
PREPARED BY:
Madole & Associates, Inc.
10601 Church Street, Suite 107
Rancho Cucamonga, CA 91730 oMAS ,fit
(909) 948 -1311 kfi s14-
Fax 948 -8464 No 62183 .„5
Exp. ? 3
'421--4-c-e--- / •ov
Aaron T. Skeers Date
R.C.E. 62183 Exp. 9 /30/05
CONTENTS
SECTION TITLE
❑ A DISCUSSION
• ricinity Map
• Index Map
❑ Q
Q100 HYDROLOGY
❑ D STREET FLOW DEPTH & CATCH BASIN SIZING
❑ H STORM DRAIN HYDRA ULICS
❑ Line B
❑ Lines E, F & G
❑ Laterals B -1 thru B -3
❑ R REFERENCES & MAPS
• Soils Map (from San Bernardino County Hydrology Manual)
• Isohyetal Map (from San Bernardino County Hydrology Manual)
• Street Cross - section Diagrams
• Drainage System Outlet Reference Drawings & Hydraulics
• Hydrology Map
DISCUSSION
I
The purpose of this drainage study is to determine the drainage facility requirements for the
re- alignment of Sierra Lakes Parkway (between Citrus Avenue and Sierra Avenue) in the
Sierra Lakes Planned Community. Specifically, the subject site is located south of Planning
Area 20, east of Planning Area 18 and Fairway Nos. 11 and 12, north of the future Sierra
Lakes Commercial Center, and west of Planning Areas 14 and 21 (Fairway Nos. 4 and 5), in
the City Fontana, County of San Bernardino, California.
This study is a simple revision to the approved original drainage study ( "Sierra Lakes —
Sierra Lakes Parkway Storm Drain ", dated September 7, 2000). The re- aligned portion
(Line B) still accepts 220 cfs from Infiltration Basin No. 7 (failure mode for that system),
plus run -off from proposed Planning Area 20 (which was reduced due to the re- alignment).
Note that of the 220 cfs from Basin No. 7, 160 cfs enters Line B at the upstream end, while
the remaining 60 cfs is collected downstream on Sierra Lakes Parkway.
Also note that due to the re- alignment, peak run -off is slightly reduced, with some original
tributary area located downstream (south) of Sierra Lakes Parkway within the future
commercial area
The 100 -year storm event was modeled in the rational method hydrology calculations in this
study.
The rational method hydrologic model, as defined by Flood Control for San Bernardino
County, was followed in the determination of storm runoff. AES software was utilized for
hydrology calculations, street flow depth analysis, and catch basin sizing. CivilDesign's
WSPGW hydraulic software program was used to validate pipe sizes.
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m.Qor_i 1 aA\SI PrwvPpAinn \HYDROMAPOI.dwa. 06/17/2002 04:21:19 PM, at;
Q 100 HYDROLOGY
07/26/02
Q -1
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983 -2002 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2002 License ID 1251
Analysis prepared by:
MADOLE & ASSOCIATES, INC.
10601 CHURCH STREET SUITE 107
RANCHO CUCAMONGA CA 91730
909.948.1311 FAX- 948.8464 madole @madolerc.com
+ + + + + + + + + + + + + + + + + + + + + + + + +* DESCRIPTION OF STUDY
• SIERRA LAKES PARKWAY -- RE- ALIGNMENT +
* Q100 HYDROLOGY +
• LINE B +
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FILE NAME: P: \126- 1465 \Drainage \ SLPRE AL.DAT
TIME/DATE OF STUDY: 08:56 07/26/2002
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
__ *TIME -OF- CONCENTRATION MODEL *-- _____________________
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00
$ SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5200
� *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 GUTT 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 15.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.167 0.0150
2 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.20 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 31.00 TO NODE 15.00 IS CODE = 21
---------------------------- 7 ----------------------------------
»»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
>>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW- LENGTH(FEET) = 620.00
ELEVATION DATA: UPSTREAM(FEET) = 1561.50 DOWNSTREAM(FEET) = 1552.00
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.292
07/26/02 Q "2
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.141
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.)
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 1.40 0.98 0.40 32 11.29
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0:40
SUBAREA RUNOFF(CFS) = 4.73
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.73
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 16
»» >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE« «<
USER - SPECIFIED CONSTANT SOURCE FLOW = 160.00(CFS)
i USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 46.00(ACRES)
* CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00
* SUMMED DATA: FLOW(CFS) = 164.73 TOTAL AREA(ACRES) = 47.40
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + * + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1542.50 DOWNSTREAM(FEET) = 1541.00
FLOW LENG.'H(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 11.45
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 164.73
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 11.63
* TOTAL SOURCE FLOW(CFS) = 160.00
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 20.00 = 850.00 FEET.
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81
----------------------------------------------------------------------------
-- »» >ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW<<< << -------------- - - - - --
MAINLINE Tc(MIN) = 11.63
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.069
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
' "8 -10 DWELLINGS /ACRE" A 1.50 0.98 0.40 32
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 0.90 0.98 0.40 32
RESIDENTIAL
' "8 -10 DWELLINGS /ACRE" A 0.50 0.98 0.40 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40
SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 9.60
' EFFECTIVE AREA(ACRES) = 4.30 AREA - AVERAGED Fm(INCH /HR) = 0.39
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.40
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 14.24
' * SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00
* SUMMED DATA: FLOW(CFS) = 174.24 TOTAL AREA(ACRES) = 50.30
' 07/26/02 Q-3
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN)
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.069
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 0.40 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) = 0.40 SUBAREA RUNOFF(CFS) = 1.43
EFFECTIVE AREA(ACRES) = 4.70 AREA - AVERAGED Fm(INCH /HR) = 0.37
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.37
TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 15.67
* SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00
* SUMMED DATA: FLOW(CFS) = 175.67 TOTAL AREA(ACRES) = 50.70
- - FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 31
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< - - --
ELEVATION DATA: UPSTREAM(FEET) = 1541.00 DOWNSTREAM(FEET) = 1538.00
FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 12.55
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 175.67
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 12.13
* TOTAL SOURCE FLOW(CFS) = 160.00
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 25.00 = 1230.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81
----------------------------------------------------------------------------
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.13
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.966
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 1.10 0.98 0.40 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.54
EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fm(INCH /HR) = 0.37
' AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.38
TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 18.77
* SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00
' * SUMMED DATA: FLOW(CFS) = 178.77 TOTAL AREA ;ACRES) = 51.80
FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 31
»>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
07/26/02 Q-4
I
ELEVATION DATA: UPSTREAM(FEET) = 1538.00 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 11.63
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES =
PIPE- FLOW(CFS) = 178.77
PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 12.99
* TOTAL SOURCE FLOW(CFS) = 160.00
= 1534.00
1
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 1830.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
-----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 APE:
TIME OF CONCENTRATION(MIN.) = 12.99
RAINFALL INTENSITY(INCH /HR) = 3.81
AREA - AVERAGED Fm(INCH /HR) = 0.37
AREA - AVERAGED Fp(INCH /HR) = 0.97
AREA- AVERAGED Ap = 0.38
EFFECTIVE STREAM AREA(ACRES) = 5.80
TOTAL STREAM AREA(ACRES) = 5.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.77
• SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00
• SUMMED DATA: FLOW(CFS) = 178.77 TOTAL AREA(ACRES) = 51.80
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 30.10 TO NODE 30.20 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
>>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW- LENGTH(FEET) = 690.00
ELEVATION DATA: UPSTREAM(FEET) = 1560.00 DOWNSTREAM(FEET) = 1550.00
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
L
0
0
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
9.687
* 100 YEAR RAINFALL INTENSITY(INCH /HR) =
4.540
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 1.00
0.98
0.10 32 9.69
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH
/HR) =
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION,
Ap = 0.10
SUBAREA RUNOFF(CFS) =
4.00
TOTAL AREA(ACRES) =
1.00 PEAK FLOW RATE(CFS)
= 4.00
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 30.20 TO NODE 30.00 IS CODE = 62
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»» >( STREET TABLE SECTION # 1 USED) ««<
UPSTREAM ELEVATION(FEET) = 1550.00 DOWNSTREAM ELEVATION(FEET) = 1543.00
STREET LENGTH(FEET) = 1105.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
07/26/02 Q-5
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Secr.ion = 0.0199
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.38
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.47
' HALFSTREET FLOOD WIDTH(FEET) = 14.92
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.26
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.06
STREET FLOW TRAVEL TIME(MIN.) = 8.13 Tc(MIN.) = 17.82
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.149
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
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` = 2.75
EFFECTIVE AREA(ACRES) = 2.00 AREA - AVERAGED Fm(INCH /HR) = 0.10
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 5.49
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.03
FLOW VELOCITY(FEET /SEC.) = 2.28 DEPTH *VELOCITY(FT *FT /SEC.) = 1.07
LONGEST FLOWPATH FROM NODE 30.10 TO NODE 30.00 = 1795.00 FEET.
FLOW PROCESS FROM NODE. 30.00 TO NODE 30.00 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.) = 17.82
RAINFALL INTENSITY(INCH /HR) = 3.15
AREA - AVERAGED Fm(INCH /HR) = 0.10
AREA - AVERAGED Fp(INCH /HR) = 0.98
AREA- AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.00
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.49
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW
1 18.77 12.99 3.807 0.97( 0.37) 0.38 5.8 31.00 160.0
2 5.49 17.82 3.149 0.98( 0.10) 0.10 2.0 30.10 0.0
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 SOURCE
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW
1 23.64 12.99 3.807 0.98( 0.32) 0.32 7.3 31.00 160.0
2 20.67 17.82 3.149 0.97( 0.30) 0.31 7.8 30.10 0.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 23.64 Tc(MIN.) = 12.99
EFFECTIVE AREA(ACRES) = 7.26 AREA- AVERAGED Fm(INCH /HR) = 0.32
07/26/02 Q"6
0
1
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.32
TOTAL AREA(ACRES) = 7.80
• CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00
• SUMMED DATA: FLOW(CFS) = 183.64 TOTAL AREA(ACRES) - 53.80
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 1830.00 FEET.
FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 12.99
RAINFALL INTENSITY(INCH /HR) = 3.81
AREA - AVERAGED Fm(INCH /HR) = 0.32
AREA - AVERAGED Fp(INCH /HR) = 0.98
AREA- AVERAGED Ap = 0.32
EFFECTIVE STREAM AREA(ACRES) = 7.26
TOTAL STREAM AREA(ACRES) = 7.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.64
• SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00
• SUMMED DATA: FLOW(CFS) = 183.64 TOTAL AREA(ACRES) = 53.80
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
>>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1561.50 DOWNSTREAM(FEET) = 1550.00
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.664
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.865
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH /HR)
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 1.70 0.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40
SUBAREA RUNOFF(CFS) = 5.32
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.40 32 12.66
0.98
5.32
FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 62
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
»» >( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 1550.00 DOWNSTREAM ELEVATION(FEET) = 1547.90
STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
07/26/02 Q'7
1l
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149
RESIDENTIAL
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 6.51
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 17.23
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.09
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 3.68 Tc(MIN.) = 16.34
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.317
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
"8 -10 DWELLINGS /ACRE" A 0.90 0.98 0.40 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.37
EFFECTIVE AREA(ACRES) = 2.60 AREA - AVERAGED Fm(INCH /HR) = 0.39
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.40
TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 6.85
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 17.57
FLOW VELOCITY(FEET /SEC.) = 2.12 DEPTH *VELOCITY(FT *FT /SEC.) = 1.10
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 33.00 = 1260.00 FEET.
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1543.00 DOWNSTREAM(FEET) = 1540.00
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.37
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 6.85
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 16.60
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 34.00 = 1390.00 FEET.
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 16.60
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.286
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP
(ACRES) (INCH /HR) (DECIMAL)
CN
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A
1.40 0.98 0.40
32
COMMERCIAL A
1.30 0.98 0.10
32
SUBAREA AVERAGE PERVIOUS LOSS RATE,
Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.26
SUBAREA AREA(ACRES) = 2.70
SUBAREA RUNOFF(CFS) = 7.38
EFFECTIVE AREA(ACRES) = 5.30
AREA - AVERAGED Fm(INCH /HR) =
0.32
AREA - AVERAGED Fp(INCH /HR) = 0.98
AREA- AVERAGED Ap = 0.33
TOTAL AREA(ACRES) = 5.30
PEAK FLOW RATE(CFS) =
14.16
+*+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + * + + + + + + * + + + + + + + + + + + + + ++
1 07/26/02 Q -8
J
LI
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 36.65 Tc(MIN.) = 12.99
EFFECTIVE AREA(ACRES) = 11.39 AREA - AVERAGED Fm(INCH /HR) = 0.32
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.32
TOTAL AREA(ACRES) = 13.10
• CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00
• SUMMED DATA: FLOW(CFS) = 196.65 TOTAL AREA(ACRES) = 59.10
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 1830.00 FEET.
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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) ««<
1 07/26/02 Q -9
FLOW - PROCESS - FROM NODE 34.00 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) = 1540.00 DOWNSTREAM(FEET) = 1534.00
FLOW LENGTH(FEET) 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 18.58
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 14.16
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 16.64
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 1440.00
FEET.
FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1
------- ---- ---------------- ---------------------
-----------
» >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
E
TOTAL NUMBER OF STREAMS = - = = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.64
RAINFALL INTENSITY(INCH /HR) = 3.28
AREA - AVERAGED Fm(INCH /HR) = 0.32
AREA - AVERAGED Fp(INCH /HR) = 0.98
AREA- AVERAGED Ap = 0.33
EFFECTIVE STREAM AREA(ACRES) = 5.30
TOTAL STREAM AREA(ACRES) = 5.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.16
** CONFLUENCE DATA **
Ev
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
SOURCE
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
FLOW
1 23.64 12.99 3.807 0.98( 0.32) 0.32 7.3 31.00
160.0
Im
1 20.67 17.82 3.149 0.97( 0.30) 0.31 7.8 30.10
0.0
2 14.16 16.64 3.281 0.98( 0.32) 0.33 5.3 31.00
0.0
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
a
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
SOURCE
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
FLOW
1 36.65 12.99 3.807 0.98( 0.32) 0.32 11.4 31.00
160.0
2 35.55 16.64 3.281 0.97( 0.31) 0.32 13.0 31.00
0.0
3 34.20 17.82 3.149 0.98( 0.31) 0.32 13.1 30.10
0.0
J
LI
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 36.65 Tc(MIN.) = 12.99
EFFECTIVE AREA(ACRES) = 11.39 AREA - AVERAGED Fm(INCH /HR) = 0.32
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.32
TOTAL AREA(ACRES) = 13.10
• CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00
• SUMMED DATA: FLOW(CFS) = 196.65 TOTAL AREA(ACRES) = 59.10
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 1830.00 FEET.
+++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
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) ««<
1 07/26/02 Q -9
ELEVATION DATA: UPSTREAM(FEET) = 1534.00 DOWNSTREA.M(FEET) = 1531.00
FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 10.93
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 196.65
PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 13.88
* TOTAL SOURCE FLOW(CFS) = 160.00
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 40.00 = 2410.00 FEET.
FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 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.) = 13.88
RAINFALL INTENSITY(INCH /HR) = 3.66
AREA - AVERAGED Fm(INCH /HR) = 0.32
AREA- AVERAGED Fp(INCH /HR) = 0.98
AREA- AVERAGED Ap = 0.32
EFFECTIVE STREAM AREA(ACRES) = 11.39
TOTAL STREAM AREA(ACRES) = 13.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.65
• SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00
• SUMMED DATA: FLOW(CFS) = 196.65 TOTAL AREA(ACRES) = 59.10
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
YYY FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00
ELEVATION DATA: UPSTREAM(FEET) = 1549.00 DOWNSTREAM(FEET) = 1539.50
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.736
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.268
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.)
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 1.30 0.98 0.40 32 10.74
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40
SUBAREA RUNOFF(CFS) = 4.54
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.54
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
MAINLINE Tc(MIN) = 10.74
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.268
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 1.60 0.98 0.40 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97
07/26/02 Q -10
L�
0
FO
F
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 5.58
EFFECTIVE AREA(ACRES) = 2.90 AREA - AVERAGED Fm(INCH /HR) = 0.39
AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.40
TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 10.12
FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< -
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<<
-----------------------
ELEVATION DATA: UPSTREAM(FEET) = 1534.00 DOWNSTREAM(FEET) = 1533.00
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TC 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.42
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 10.12
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 11.05
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 43.00 = 690.00 FEET.
FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 11.05
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.195
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 1.30 0.98 0.40 32
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 2.50 0.98 0.40 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 13.01
EFFECTIVE AREA(ACRES) = 6.70 AREA - AVERAGED Fm(INCH /HR) = 0.39
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.40
TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) = 22.95
FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 11.05
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.195
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
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) = 3.69
EFFECTIVE AREA(ACRES) = 7.70 AREA - AVERAGED Fm(INCH/HR) = 0.35
AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.36
TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 26.63
FLOW PROCESS FROM NODE 43.00 TO NODE 40.00 IS CODE = 31
---------------------------------------------------------------------- - - - - --
07/26/02 Q -11
- - »»> COMPUTE PIPE -FLOW TRAVEL - TIME - THRU SUBAREA«U
» » RE FLO-----------
>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 1533.00 DOWNSTREPN (FEET) = 1531.00
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 16.00
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 26.63
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 11.09
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 40.00 = 730.00 FEET.
FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1
»> DESIGNATE INDEPENDENT STREAM FOR - CONFLUENCE ES<<<---------------
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
- - - - --
- - - - -
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.09
RAINFALL INTENSITY(INCH /HR) = 4.19
AREA - AVERAGED Fm(INCH /HR) = 0.35
AREA - AVERAGED Fp(INCH /HR) = 0.98
AREA- AVERAGED Ap = 0.36
EFFECTIVE STREAM AREA(ACRES) = 7.70
TOTAL STREAM AREA(ACRES) = 7.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.63
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
SOURCE
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
FLOW
1 36.65 13.88 3.659 0.98( 0.32) 0.32 11.4 31.00
160.0
1 35.55 17.53 3.180 0.97( 0.31) 0.32 13.0 31.00
0.0
1 34.20 18.71 3.059 0.98( 0.31) 0.32 13.1 30.10
0.0
2 26.63 11.09 4.186 0.98( 0.35) 0.36 7.7 41.00
0.0
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
SOURCE
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
FLOW
1 60.54 11.09 4.186 0.98( 0.33) 0.34 16.8 41.00
0.0
2 59.63 13.88 3.659 0.98( 0.33) 0.34 19.1 31.00
160.0
3 55.20 17.53 3.180 0.98( 0.33) 0.33 20.7 31.00
0.0
4 53.01 18.71 3.059 0.98( 0.32) 0.33 20.8 30.10
0.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 60.54 Tc(MIN.) = 11.09
EFFECTIVE AREA(ACRES) = 16.81 AREA - AVERAGED Fm(INCH /HR) = 0.33
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.34
TOTAL AREA(ACRES) = 20.80
• CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) =
46.00
• SUMMED DATA: FLOW(CFS) = 220.54 TOTAL AREA(ACRES) = 66.80
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 40.00 = 2410.00
FEET.
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) ««<
---------------------------
07/26/02 Q -12
rl
1
1
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.09
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.974
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 4.54
EFFECTIVE AREA(ACRES) = 18.81 AREA - AVERAGED Fm(INCH /HR) = 0.31
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.32
TOTAL AREA(ACRES) = 22.80 PEAK FLOW RATE(CFS) = 62.07
• SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00
• SUMMED DATA: FLOW(CFS) = 222.07 TOTAL AREA(ACRES) = 68.80
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 22.60 TC(MIN.) = 12.09
EFFECTIVE AREA(ACRES) = 18.81 AREA - AVERAGED Fm(INCH /HR)= 0.31
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.32
PEAK FLOW RATE(CFS) = 62.07
• CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00
• SUMMED DATA: FLOW(CFS) = 222.07 TOTAL AREA(ACRES) = 68.80
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm)
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR)
Ap Ae HEADWATER SOURCE
(ACRES) NODE FLOW
07/26/02 Q -13
ELEVATION DATA: UPSTREAM(FEET) = 1531.00 DOWNSTREAM(FEET) =
1530.00
FLOW LENGTH(FEET) = 480.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.00
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES =
PIPE- FLOW(CFS) - 220.54
1
PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 12.09
* TOTAL SOURCE FLOW(CFS) = 160.00
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 50.00 = 2890.00
FEET.
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE =
81
ADDITION SUBAREA MAINLINE PEAK -FLOW<< «<----------------_------
- - »»> - OF - - TO -
-
MAINLINE Tc(MIN) = 12.09
Eli
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.974
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL)
CN
COMMERCIAL A 0.70 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) = 0.70 SUBAREA RUNOFF(CFS) = 2.44
EFFECTIVE AREA(ACRES) = 17.51 AREA - AVERAGED Fm(INCH /HR) =
0.32
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.33
TOTAL AREA(ACRES) = 21.50 PEAK FLOW RATE(CFS) =
60.54
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
* SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) =
46.00
* SUMMED DATA: FLOW(CFS) = 220.54 TOTAL AREA(ACRES) =
67.50
rl
1
1
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.09
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.974
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 4.54
EFFECTIVE AREA(ACRES) = 18.81 AREA - AVERAGED Fm(INCH /HR) = 0.31
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.32
TOTAL AREA(ACRES) = 22.80 PEAK FLOW RATE(CFS) = 62.07
• SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00
• SUMMED DATA: FLOW(CFS) = 222.07 TOTAL AREA(ACRES) = 68.80
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 22.60 TC(MIN.) = 12.09
EFFECTIVE AREA(ACRES) = 18.81 AREA - AVERAGED Fm(INCH /HR)= 0.31
AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.32
PEAK FLOW RATE(CFS) = 62.07
• CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00
• SUMMED DATA: FLOW(CFS) = 222.07 TOTAL AREA(ACRES) = 68.80
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm)
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR)
Ap Ae HEADWATER SOURCE
(ACRES) NODE FLOW
07/26/02 Q -13
Li
1 07/26/02 C-14
z
62.07
12.0e
3.974
o.yu(
0.31)
0.32
18'8
41.00
o'o
2
60.77
14.88
a.sn*
0.97(
0.31)
0.32
21.1
31.00
160.0
a
sa'sa
18'53
3.076
0.98(
0.31)
0.31
242.7
31.00
0.0
«
54.59
19.71
2.964
0.98(
0.30}
0.31
22.8
30.10
0.0
Li
1 07/26/02 C-14
STREET FLOW DEPTH
CATCH BASIN SIZING
CALCULATIONS
06/17/02
D -1
v
-----------
(c) Copyright 1983 -2002 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2002 License ID 1251
Analysis prepared by:
MADOLE & ASSOCIATES, INC.
10601 CHURCH STREET SUITE 107
RANCHO CUCAMONGA CA 91730-
909.948.1311 FAX- 948.8464 madole @madolerc.com
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
• SIERRA LAKES PARKWAY RE- ALIGNMENT
• CB # 4
• STREET FLOW DEPTH
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
TIME /DATE OF STUDY: 15:10 06/17/2002
1
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
» »STREETFLOW MODEL INPUT INFORMATION ««
----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.007200
CONSTANT STREET FLOW(CFS) = 5.50
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03000
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.11000
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 14.41
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.52
PRODUCT OF DEPTH &VELOCITY = 1.00
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
• SIERRA LAKES PARKWAY RE- ALIGNMENT
• CB # 4
* *
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
>>>>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.
06/17/02 D -2
6
L
O
1
G
6
1
B
1
1
1
1
1
1
STREETFLOW(CFS) =
5.50
GUTTER FLOWDEPTH(FEET) = 0.40
BASIN LOCAL DEPRESSION(FEET) = 0.33
----------------------------------------------------------------------------
FLOWBY BASIN
ANALYSIS RESULTS:
BASIN WIDTH
FLOW INTERCEPTION
1.44
0.82
1.50
0.86
2.00
1.13
2.50
1.39
3.00
1.66
3.50
1.92
4.00
2.18
4.50
2.43
5.00
2.66
5.50
2.87
6.00
3.07
6.50
3.27
7.00
3.47
7.50
3.66
8.00
3.84
8.50
4.02
9.00
4.18
9.50
4.32
10.00
4.46
10.50
4.60
11.00
4.73
11.50
4.86
12.00
4.98
12.50
5.09
13.00
5.21
13.50
5.32
14.00
5.42
14.37
5.50
Note: Please see the original drainage study for Sierra Lakes Parkway (9/2000) for
sizing of CB's # 1 -3, as well as Sierra Lakes Parkway capacity calc (to verify 60
cfs street flow from infiltration basin no. 7)
t (`•
(See. -�, �(o� I Pc,�c fi✓'
06/17/02
D -3
MADOLE AND ASSOCIATES, INC.
OF THE INLAND BAPIRE
1001 CHURCH STREET STF- 107
RANCHO CUCAMONG& CA 01730
7 A
I
11
IY
is
C
Fl,
H
I
I
I
I
Ll
N
� � z � iu�e+ �.�t c.c r.
SHEET NO. -MAM-
CAI CULATM BY 5 V 21 A -1 DA
c- as
1 44
PRO
vorn—
9 O/O - 2
o
_
f�'.b/ ��7
O
�_. .
..
.....
.. .. .. ...... .....
.. ...... ..
- - ------ ----
. . ....
Elk.
-ar
1 44
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
' CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
n
�i
(c) Copyright 1983 -98 Advanced Engineering Software (aes)
Ver. 7.1 Release Date: 01/01/98 License ID 1251
Analysis prepared by:
MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE
10601 CHURCH ST., SUITE 107
RANCHO CUCAMONGA, CA. 91730
PHONE 909 - 948 -1311, FAX 909 - 948 -8464
+ + * + + + + + * + * + + + + * * + + + + + + + *+ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
* SIERRA LAKES, CITY OF FONTANA - HYDRAULICS
• SIERRA LAKES PKWY. STA. 64 +75 TO 65 +00
• FOR C.B. "W" DESIGN. '
TIME /DATE OF STUDY: 15:26 2/17/2000
--------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 :
NODE NUMBER "X" COORDINATE "Y" COD�RDINATE
1 .00 100.00
2 10.00 99.80
3 10.22 99.13
4 38.50 98.56
5 39.78 98.42
6 40.00 99.09
7 45.00 100.09
50 100 19
/ 5e A/E.S
v�
•
--------------------- ------------------------------------------------------
------------------- ------------------- - - - - --
TOTAL IR GULAR CHANNEL FLOW(CFS) WANTED = 220.00
COMPUTE IRREGULAR CHANNEL FLOW(CFS) = 225.46
' ESTI
I T IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELE TION ............................. 99.43
r
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
--------------------------------
-------------------------------------------
H-1
> >.F
0
SUBCHANNEL SLOPE(FEET /FE ) = 033600 n
SUBCHANNEL MANNINGS FRI ION FACTOR 015000
SUBCHANNEL
.......... ...............................
FLOW(CFS) 225.5
SUBCHANNEL
FLOW AREA QUARE FEET) = 18.21
SUBCHANNEL
FLOW VE CITY(FEET /SEC.) = 12.383
SUBCHANNEL
FROUDE UMBER = 2.874
SUBCHANNEL
FLOW OP- WIDTH(FEET) = 31.58
SUBCHANNEL
HYD ULIC DEPTH(FEET) = 58
--------------------- ------------------------------------------------------
------------------- ------------------- - - - - --
TOTAL IR GULAR CHANNEL FLOW(CFS) WANTED = 220.00
COMPUTE IRREGULAR CHANNEL FLOW(CFS) = 225.46
' ESTI
I T IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELE TION ............................. 99.43
r
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
--------------------------------
-------------------------------------------
H-1
> >.F
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
' CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1983 -98 Advanced Engineering Software (aes)
Ver. 7.1 Release Date: 01/01/98 License ID 1251
Analysis prepared by:
MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE
10601 CHURCH ST., SUITE 107
RANCHO CUCAMONGA, CA. 91730
PHONE 909 -948 -1311, FAX 909 - 948 -8464
C AD N . 2 i N sEle 1E5
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY
• SIERRA LAKES, CITY OF FONTANA - HYDRAULICS
* SIERRA LAKES PKWY. STA. 64 +50 TO 64 +75
• C.B. "W" DESIGN.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
TIME /DATE OF STUDY: 15:10 2/17/2000
------------------------------------------------- - - - - -- --------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMB 1 :
NODE NUMBER "X" COORDINATE "Y" OORDINATE \ �s
L
1 .00 100.00 Ld
2 10.00 99.80
3 10.22 99.13 J`
4 38.50 98.56 4e
5 39.78 98.
6 40.00 99.09 09
e �
7 45.0 100.09
8 50. 0 100.19
SUBCHANNEL SLOPE(FEET /FE ) _ .025200
SUBCHANNEL MANNINGS FRI ION FACTOR = 015000
SUBCHANNEL FLOW(CFS) - 169.0
SUBCHANNEL FLOW AREA( UARE FEET) = 16.63
SUBCHANNEL FLOW VELD ITY(FEET /SEC.) = 10.162
SUBCHANNEL FROUDE MBER = 2.457
SUBCHANNEL FLOW T - WIDTH(FEET) = 31.31
SUBCHANNEL HYD L DEPTH(FEET) _ .53
---------------- - - - - -- -----------------------------------------------------
--------------- - - - - -- --------------- - --
TOTAL IRRE LAR CHANNEL FLOW(CFS) WANTED = 167.00
COMPUTED REGULAR CHANNEL FLOW(CFS) = 169.03
' ESTIMAT,ED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVA ON ............................. 99.38
I / NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
---------------------- - - ---
- ----------------------------------- - - -� --
1 tt?rH '0 � FGOw. T 3 ar— %0.¢2= 9G
//¢
-------------------
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1983 -98 Advanced Engineering Software (aes)
Ver. 7.1 Release Date: 01/01/98 License ID 1251
Analysis prepared by:
MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE
10601 CHURCH ST., SUITE 107
RANCHO CUCAMONGA, CA. 91730
PHONE 909 - 948 -1311, FAX 909 - 948 -8464
c. c "0. 3 /,'/ _VcAles
* * * * * + * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY
* SIERRA LAKES, CITY OF FONTANA - HYDRAULICS
* SIERRA LAKES PKWY. STA. 64+25 TO 64 +50
* FOR C.B. "W" DESIGN.
- - TIME /DATE OF STUDY: 15:17 2/17/2000
- - - --
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 :
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 .00
2 10.00
3 10.22
4 38.50
5 39.78
6 40.00
7 45.00
8 50.00
SUBCHANNEL SLOPE(FEET /FEET) _
SUBCHANNEL MANNINGS FRICTION
100.00
99.80
99.1
98 6
42
99.09
100.09
100.19
.016 KO
ZT = .015000
f L J ` �
1
S CAI
E: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
-------------------------------- --------------
------------------------- -- efrH P/C- - -Y w : 9'. M - 98, ¢ 2 0 O
u
J
/!5
SUBCHANNEL
FS) = 114.
SUBCHANNEL
REA(SQUARE FE ) =
14.76
SUBCHANNEL
ELOCITY(FEE SEC.) =
7.723
SUBCHANNEL
NUMBER = 1.972
SUBCHANNEL
OP -WIDTH EET) =
30.99
SUBCHANNEL
ULIC DE H(FEET)
IF
48
---------------------------------------
--------------------
-----------------------
- -- ---------------------------------------------
--------- - - - - --
TOTAL IRREGC
NEL FLOW(CFS) WANTED = 114.00
COMPUTED IRCHANNEL
FLOW(CFS) =
114.02
ESTIMATED
ILAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION.
......................
99.32
E: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
-------------------------------- --------------
------------------------- -- efrH P/C- - -Y w : 9'. M - 98, ¢ 2 0 O
u
J
/!5
oe + m m oo 0
O r15 5•.45 1546.16 154,.45
O
rn
0
63 +50 1 ,
1545.65 �(
0
O a
b
0
H
�
� 64 +00 8VC
+ 1545.85
O
64 +25
��
Q)
1546.05
(D
H
r+
40 -
O
.
64 +50 NVC
o
1546.47 ;1-C
CD
c�
+25
cn
.
546.05
64 +75
rn
1547.10
u
O
64 +50 A.
o
N cr
-64 +50 MVC
1547 18
- .4
44-44
65 +00 EVC
r,
,15
4 7. 43 °
C
1547.94
O
yr
a°
N
64 +75
4 +75
1547.81
147.10
Ld
N
r
O
�o
`
65 +0 EV
��
G] --1
O O
c 'O
2 O
66 +00 -n
1551.71 c
m o
3 +50
545.65
63 +75 ' 104 ri
1546.46 A(
a
o
4 +00 BVC
Q)
f 6 . 5 6
(D
O
u;
O
G] --1
O O
c 'O
2 O
66 +00 -n
1551.71 c
m o
3 +50
545.65
63 +75 ' 104 ri
1546.46 A(
a
o
4 +00 BVC
63 +75
1546.46
ID
64 +00 BVC FN TI
f 6 . 5 6
0 15 6 §-�8
L64
64 +25
+25
1546.76
546.05
- 47.05 -
u
O
64 +50 A.
o
N cr
-64 +50 MVC
1547 18
- .4
44-44
.
r,
,15
4 7. 43 °
C
cr
yr
N
64 +75
4 +75
1547.81
147.10
r
�o
`
65 +0 EV
d " '65 +00 VC
1548.65
154 .
O
rm OQ e
3w 2 O
_ 'T1
an
+00 n -o
52.4
ooc�
+
C-
Clb \ T
c L�
Q
Z —4
O C)
M
= O
C
+00
51.71
m o
J
0
0
CAI)
0
0
0
0
J
h
N o
0
�+
0.
+
51.
A
`
G
63+00.00
6,3+99.00
63+0
1552.5
1552.6
1552.25
63+300
1552.
63+34.10
1 BC
63+300
1552
SOBC
BC 1553.
j
o
0 3
c
'
N
yi
64
06.45
64
06.45 _
- �
64--06.45
155
.02BV
1
3 C
r
155
.0 BV
64+
1.45
64
31.45
64
1.45 Gr3 �t 3.p
15
3.22
1553.93
- - '
1y 3 77
64
56.45
�.
64
U f
56.45 ��;,
r �
w
o
'
g.
15
.48MVC
�,
r .
15
.19MVC
b
.�
64
155
56.45
.48MVC
TO
TO
64+81.45
=' 64+81.45
°'
'
64+81.45
i
1
3.
r -
1
54.
01,
3.7
o
u
_ - --
w
rn
n
ti
5 +0 6.45
5 +06.45
-
5 +06.4
7
'554.12EVC
554:83EVC
p
I
b 4.12 C �°,,
n
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
- WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
® (c) Copyright 1983 -2002 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2002 License ID 1251
Analysis prepared by:
MADOLE & ASSOCIATES, INC.
In 10601 CHURCH STREET SUITE 107
RANCHO CUCAMONGA CA 91730
909.948.1311 FAX- 948.8464 madole @madolerc.com
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY
* SIERRA LAKES PARKWAY RE- ALIGNMENT +
* STREET FLOW DEPTH FROM INFILTRATION BASIN FAILURE
* @CB # 3 +
PR
L - -- - TIME /DATE OF STUDY: 10:29 09/20/2002
-------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 :
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 0.00 100.00
2 10.00 99.80
3 10.22 99.13
4 38.50 98.56
5 39.78 98.42
6 40.00 99.09
7 56.00 99.41
SUBCHANNEL SLOPE(FEET /FEET) = 0.010400
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
:§ SUBCHANNEL FLOW(CFS) - 225.1 -
SUBCHANNEL FLOW AREA(SQUARE FEET) 29.98
SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 7.507
SUBCHANNEL FROUDE NUMBER = 1.638
SUBCHANNEL FLOW TOP- WIDTH(FEET) = 45.94
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.65
t
----- ---------- ------- --------- ------ - ------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 220.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 225.11
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 99.63 (- 98.42 - 1.21 ft)
' NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT
BANK ELEVATIONS.
' However, due to the failure mode, water would be flowing over
the r /o /v from the golf course to the street, so this depth
of flow is acceptable.
-----------------------------------------------------------
1
09/20/02 D-4
r1
+ + + + + + + + + + + + + ++ + + + + + + + + +++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 170.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 170.87
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 99.53 (- 98.42 = 1.11 ft)
NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT
BANK ELEVATIONS.
Hovever, due to the failure mode, eater would be floving over
El the r /o /v from the golf course to the street, so this depth
of floc is acceptable.
---------------------------------------------------------------------------
* + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
+
+
+
+
* @CB # 1
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
TIME /DATE OF STUDY: 10:31 09/20/2002
-----------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
NODE NUMBER "X" COORDINATE "Y" COORDINATE
' 1 0.00 100.00
2 10.00 99.80
3 10.22 99.13
4 38.50 98.56
1 09/20/02 D -5
+
+
+
* @CB # 2
OR
TIME / DATE STUDY- 10_30- 09/20/2002 - - - - --
-OF-
----
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
NODE NUMBER "X" COORDINATE
"Y" COORDINATE
1 0.00
100.00
2 10.00
99.80
3 10.22
99.13
4 38.50
98.56
5 39.78
98.42
6 40.00
99.09
7 56.00
99.41
SUBCHANNEL SLOPE(FEET /FEET) = 0.010400
SUBCHANNEL MANNINGS FRICTION FACTOR
= 0.015000
............................................. ...............................
SUBCHANNEL FLOW(CFS) = 170.9
SUBCHANNEL FLOW AREA(SQUARE FEET) =
25.39
SUBCHANNEL FLOW VELOCITY(FEET /SEC.) =
6.730
SUBCHANNEL FROUDE NUMBER = 1.595
SUBCHANNEL FLOW TOP- WIDTH(FEET) =
45.91
SUBCHANNEL HYDRAULIC DEPTH(FEET) =
0.55
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 170.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 170.87
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 99.53 (- 98.42 = 1.11 ft)
NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT
BANK ELEVATIONS.
Hovever, due to the failure mode, eater would be floving over
El the r /o /v from the golf course to the street, so this depth
of floc is acceptable.
---------------------------------------------------------------------------
* + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++
+
+
+
+
* @CB # 1
+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
TIME /DATE OF STUDY: 10:31 09/20/2002
-----------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
NODE NUMBER "X" COORDINATE "Y" COORDINATE
' 1 0.00 100.00
2 10.00 99.80
3 10.22 99.13
4 38.50 98.56
1 09/20/02 D -5
L�
5 39.78 98.42
6 40.00 99.09
7 56.00 99.41
SUBCHANNEL SLOPE(FEET /FEET) = 0.010400
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
............................................ ...............................
SUBCHANNEL FLOW(CFS) = 122.7
SUBCHANNEL FLOW AREA(SQUARE FEET) = 20.80
SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 5.901-
SUBCHANNEL FROUDE NUMBER = 1.544
SUBCHANNEL FLOW TOP- WIDTH(FEET) = 45.88
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.45
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 119.90
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 122.74
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 99.42 (- 98.42 = 1.01 ft)
NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT
BANK ELEVATIONS.
However, due to the failure mode, water vould be floving over
the r /o /v from the golf course to the street, so this depth
of floe is acceptable.
---------------------------------------------------------------------- - - - - --
1 09/20/02 D -6
t
t
v
MADOLE 8k ASSOCIATES, INC. Job Summit Ave SD Ph 4 - 652 -1452
Civil Engineers -Land Surveyors - Planners Sheet No. 1 of 1
t(t 10601 Church Street Suite 107 Calculated by: ats Date 9/20/2002
Rancho Cucamonga, CA 91730 Checked by: Date
(909)948-1311 fax94 8-8464 Scale nts
Catch Basin Capacity Calculations - CB's 1 -3 - Failure Mode for Infiltration Basin No. 7
[Per L.A.C.F.C.D. Design Manual - see reference following calculations]
Basic Equation: Q= C x W x D Z ' 0 [L.A.C.F.C.D. Design Manual D -25]
C= 3.25
A= 0.83
W= Width of Catch Basin Opening
Solving for W:
W =[Q / (C x D 2-0 )]' I "
Flow Balance
Street CB
Flow Picku
Catch Basin # 3:
220
Q=
D=
W=
use W=
Q=
c.o. Q=
53.33 cfs
1.21 ft
18.4 ft
18 ft
52.4 cis
0.9 cfs to CB # 2
52.4
167.6
IG
Catch Basin # 2:
167.6
Q=
D=
W=
use W=
Q=
c.o. Q=
54.3 cfs
1.11 ft
23.1 ft
21 ft
50.1 cis
4.1 cfs to CB # 1
102.5
117.5
Catch Basin # 1:
117.5
Q=
D=
W=
use W=
Q=
53.33 cfs
1.01 ft
28.4 ft
31 ft
57.3 cfs
159.8
60.2
Remainder carried by Sierra Lakes Parkway (see included calculations
that verify sufficient capacity) and picked -up by downstream catch basins.
P: \126- 1465 \Drai nage \CB- sizing.xls
9/20/2002
--------------------------------------
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1983 -98 Advanced Engineering Software (aes)
Ver. 7.1 Release Date: 01/01/98 License ID 1251
Analysis prepared by:
MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE
10601 CHURCH ST., SUITE 107
RANCHO CUCAMONGA, CA. 91730
PHONE 909 - 948 -1311, FAX 909 - 948 -8464
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
SIERRA LAKES, CITY OF FONTANA - HYDRAULICS
* STREET HOLDING CAPACITY OF SIERRA LAKES PKWY. OF ALL SUBSEQUENT
STREET SECTIONS THAT DO NOT HAVE MEDIAN OPENINGS.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
-- TIME/DATE - OF - STUDY_ - 16_27 - - - 4/ - 3/2000 - - - --
-- -------
- --------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 .00
2 10.00
3 10.22
4 38.50
5 39.78
6 40.00
7 45.00
8 50.00
SUBCHANNEL SLOPE(FEET /FEET) _
SUBCHANNEL MANNINGS FRICTION
.................
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
100.00
99.80
99.13
98.56
98.42
99.09
100.09
100.19
.004000
FACTOR = .015000
..........................
FLOW(CFS) = 61.4
FLOW AREA(SQUARE FEET) _
FLOW VELOCITY(FEET /SEC.) _
FROUDE NUMBER = .971
FLOW TOP- WIDTH(FEET) _
HYDRAULIC DEPTH(FEET) _
15.70
3.910
31.15
.50
---------------------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 60.00
' COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 61.38
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 99.35
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
/ If 5
1 1
1 1
MADOLE AND ASSOCIATES. INC.
OF THE INLAND HUIPIRE
IMM CHURCH STREET STE 107
RANCHO CUCAMONIM, CA 91730
PHONE P) 818-1311
SHEET NO. DA
-
CALCULATED BY S. VEN � 0/7 /100
CHECKED BY DATE
SCALE
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1983 -98 Advanced Engineering Software (aes)
Ver. 7.1 Release Date: 01/01/98 License ID 1251
Analysis prepared by:
MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE
L 10601 CHURCH ST., SUITE 1C7
RANCHO CUCAMONGA, CA. 91730
PHONE 909 - 948 -1311, FAX 909 - 948 -8464
L
* * * * * * * * * * * * * * * * * * * * * * *t* DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
ESIERRA LAKES, CITY OF FONTANA - HYDRAULICS
*
* STREET HOLDDING CAPACITY OF SIERRA LAKES PKWY. STA. 61 +75 TO 62 +68
AT 0.40 %.
TIME /DATE OF STUDY: 13:52 2/14/2000
---------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1
NODE NUMBER "X" COORDINATE "Y" COORDINATE
N
�l
1 .00
2 38.50
3 39.78
4 40.00
5 45.00
6 50.00
SUBCHANNEL SLOPE(FEET /FEET) _
SUBCHANNEL MANNINGS FRICTION
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
100.00
99.23
99.09
99.76
100.76
100.86
.004000
FACTOR = .015000
. .
FLOW(CFS)= 60.8
FLOW AREA(SQUARE FEET) _
FLOW VELOCITY(FEET /SEC.) _
FROUDE NUMBER = .948
FLOW TOP- WIDTH(FEET) _
HYDRAULIC DEPTH(FEET) _
17.41
3.491
41.35
.42
---------------------------------------------------------------------------
---------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 60.00
-
COMPUTED IRREGULAR CHANNEL FLOW(CFS) 60.79
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
' ELEVATION ............................. 100.03 /00
NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT
BANK ELEVATIONS.
------------------------------------------------- - - - - -- 1 143
I
MA13OLE AND ASSOCIATES. INC.
OF THE INLAND EMPIRE
10801 CHUMMi STREET STE. 107
RANWO CUCALWNGA, CA 017M
PHONE W2) 948-1311
SHEET NCL DA
CALCULATED BY s . yE CAS — *Wego
CNEMED BY DATE
SCALE
...... ......
ce
L
f'
�I
I
I
I
I
I
I
/ f- IF
as
7RS
0
/ f- IF
STORM DRAIN HYDRAULICS
07/30/02
H -1
FILE: P: \126 - 1465 \Drainage \B.WSW
W S P G
W - EDIT LISTING - Version 14.04
Date:
7 -30 -2002
Time: 3:43:34
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 PIER
/PIP WIDTH
DIAMETER WIDTH
DROP
CD 1
2
0 .000
4.000
7.000
.00
CD 2
4
1
2.500
CD 3
4
1
3.000
CD 4
2
0 .000
4.000
7.000
.00
CD 5
4
1
2.500
CD 6
4
0
5.500
CD 7
4
1
3.000
CD 8
4
0
5.500
CD 9
4
1
5.000
CD 10
2
0 .000
8.000
31.000
.00
CD 11
4
1
2.000
W S P G
W
PAGE NO
1
WATER
SURFACE
PROFILE -
TITLE CARD
LISTING
HEADING LINE
NO
1 IS
-
SIERRA
LAKES,
CITY OF
FONTANA -
WSPG
HEADING LINE
NO
2 IS
-
LINE
B ALONG
SIERRA LAKES
PKWY.
FROM BASIN 6
TO P.A. 20
HEADING LINE
NO
3 IS
-
REVISED
DUE
TO SLP RE-
ALIGNMENT
W S P G
W
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
106.780
1529.870
1
1534.871)
ELEMENT NO
2
3S A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
170.750
1529.930
1
.013
82.714
44.312
.000
0
ELEMENT NO
3
IS A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2 N
Q3 Q4
INVERT -3 INVERT -4 PHI
3 PHI 4
201.070
1529.960
4 2
3 .013
1.500 .001
1530.460
1530.460
45.000 45.000
RADIUS
ANGLE
.000
.000
ELEMENT NO
4
IS A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
290.420
1530.050
4
.013
.000
.000
.000
0
ELEMENT NO
5
IS A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
500.000
1530.260
4
.013
.000
.000
.000
0
ELEMENT NO
6
IS A
REACH
`
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
645.440
1531.000
4
.013
.000
.000
.000
0
ELEMENT NO
7
IS A
TRANSITION
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
655.180
1531.050
6
.013
.000
.000
ELEMENT NO
8
IS A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
717.480
1531.130
6
.013
.000
.000
.000
0
ELEMENT NO
9
IS A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2 N .
Q3 Q4
INVERT -3 INVERT -4 PHI
3 PHI 4
724.680
1531.140
6 3
0 .013
23.800 .000
1532.630
.000
45.000
.000
07/30/02 H -2
ELEMENT
NO
10
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
747.000
1531.180
6
.013
W S P G W
WATER SURFACE
PROFILE -
ELEMENT CARD LISTING
ELEMENT
NO
11
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
950.000
1531.460
6
.013
ELEMENT
NO
12
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
976.660
1531.650
6
.013
ELEMENT
NO
13
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1137.670
1532.790
6
.013
ELEMENT
NO
14
IS
A
TRANSITION
U/S DATA
STATION
INVERT
SECT
N
1142.330
1532.830
6
.013
ELEMENT
NO
15
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1296.600
1533.940
6
.013
ELEMENT
NO
16
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N
Q3
1304.600
1534.000
6 3 0
.013
13.600
ELEMENT
NO
17
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1338.000
1534.240
6
.013
ELEMENT
NO
18
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N
Q3
1342.000
1534.270
6 11 0
.013
4.800
ELEMENT
NO
19
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1537.670
1535.680
6
.013
ELEMENT
NO
20
IS
A
TRANSITION
U/S DATA
STATION
INVERT
SECT
N
1542.330
1535.710
6
.013
W S P G W
WATER SURFACE
PROFILE
- ELEMENT CARD LISTING
ELEMENT
NO
21
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1695.320
1536.810
6
.013
ELEMENT
NO
22
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
1897.470
1538.260
6
.013
ELEMENT
NO
23
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N
Q3
1902.970
1538.790
9 11 0
.013
3.100
ELEMENT
NO
24
IS
A
REACH
*
*
*
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
PAGE NO 3
RADIUS ANGLE ANG PT MAN H
689.492 - 16.869 .000 0
RADIUS ANGLE ANG PT MAN H
688.065 -2.220 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
* *
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.000 1535.190 .000 - 45.000 .000
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
* *
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.000 1535.770 .000 45.000 .000
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE
.000 .000
PAGE NO 4
RADIUS
.000
RADIUS
722.001
*
Q4 INVERT -3 II
.000 1540.290
RADIUS
721.114
ANGLE ANG PT MAN H
.000 .000 0
ANGLE ANG PT MAN H
16.042 .000 0
4VERT -4 PHI 3 PHI 4
.000 - 45.000 .000
ANGLE
.437
07/30/02 H -3
RADIUS ANGLE ANG PT MAN H
721.958 2.611 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
* *
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.000 1542.740 .000 - 45.000 .000
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
* *
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.000 1544.230 .000 - 45.000 .000
RADIUS ANGLE
.000 .000
PAGE NO 5
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT MAN H
44.996 - 45.000 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
W S ELEV
1543.470
07/30/02 H -4
U/S DATA
STATION
INVERT
SECT
N
1935.870
1539.000
9
.013
ELEMENT
NO
25
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
2282.700
1541.230
9
.013
ELEMENT
NO
26
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N
Q3
2288.200
1541.260
9 11 0
.013
11.000
ELEMENT
NO
27
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
2514.960
1542.710
9
.013
ELEMENT
NO
28
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N
Q3
2521.160
1542.750
9 11 0
.013
4.700
W S P G W
WATER SURFACE
PROFILE
- ELEMENT CARD LISTING
ELEMENT
NO
29
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
2584.640
1543.150
9
.013
ELEMENT
NO
30
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
2619.980
1543.380
9
.013
ELEMENT
NO
31
IS
A REACH
U/S OATA
STATION
INVERT
SECT
N
2633.930
1543.470
9
.013
ELEMENT
NO
32
IS
A WALL ENTRANCE
U/S DATA
STATION
INVERT
SECT
FP
2633.930
1543.470
10
.500
ELEMENT
NO
33
IS
A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
2633.930
1543.470
10
RADIUS ANGLE ANG PT MAN H
721.958 2.611 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
* *
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.000 1542.740 .000 - 45.000 .000
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
* *
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.000 1544.230 .000 - 45.000 .000
RADIUS ANGLE
.000 .000
PAGE NO 5
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT MAN H
44.996 - 45.000 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
W S ELEV
1543.470
07/30/02 H -4
® = M M M ® M M
FILE: P: \126- 1465 \Drainage \B.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 1
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 7 -30 -2002
Time:
3:43:37
SIERRA LAKES,
CITY OF FONTANA -
WSPG
LINE
B ALONG
SIERRA LAKES
PKWY. FROM BASIN
6 TO
P.A. 20
REVISED DUE
TO SLP RE-
ALIGNMENT
Invert I
Depth I
Water I
4 I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight /IBase
Wtl
INo Wth
Station I
Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.El.l
Elev
I Depth I
Width
IDia. -FTIor
I.D.I
ZL
IPrs /Pip
- I -
L /Elem ICh
- I -
Slope I
- I -
I
- I -
I
- I -
I
- I -
- I -
SF Avel
- I -
HF ISE
- I -
DpthlFroude
- I -
NINorm
- I -
Dp
- I -
I "N" I
- I -
X -Fall)
- I
ZR
IType Ch
I
I
I
I
I
I
I
106.780
1529.870
5.000
1534.870
- I -
222.50
- I -
6.36
- I -
.63
1535.50
.05
- I -
I I
3.15
7.00
I I
4.000
I
7.000
.00
I
0 .0
- I -
63.970
- I -
.0009
- I -
- I -
.0012
- I -
.08
5.05
- I -
.50
- I -
5.47
- I -
.013
- I -
.00
.00
1-
RECTANG
I
170.750
I
1529.930
- I -
I
5.020
I
1534.950
- I -
I
222.50
- I -
6.33
- I -
I
.62
I
1535.57
- I -
.00
- I -
I I
3.15
7.00
I I
4.000
I
7.000
.00
I
0 .0
- I -
JUNCT STR
.0010
- I -
- I -
.0012
.03
5.02
- I -
.50
- I -
- I -
.013
- I -
.00
.00
I-
RECTANG
I
201.070
I
1529.960
I
5.049
I
1535.009
I
221.00
6.25
I
.61
I
1535.62
.00
I I
3.14
7.00
I I
4.000
I
7.000
.00
I
0 .0
- I -
89.350
- I -
.0010
- I -
- I -
- I -
- I -
- I -
.0011
- I -
.10
- I -
5.05
- I -
.49
- I -
5.29
- I -
.013
- I -
.00
.00
1-
RECTANG
I
290.420
I
1530.050
5.063
I I
1535.113
I
221.00
6.24
I
.60
I
1535.72
.00
I
3.14
I
7.00
I I
4.000
I
7.000
.00
I
0 .0
- I -
209.580
- I -
.0010
- I -
- I -
- I -
- I -
- I -
.0011
- I -
.23
- I -
5.06
- I -
.49
- I -
5.31
- I -
.013
- I -
.00
.00
1
RECTANG
I
500.000
I
1530.260
5.096
I I
1535.356
I
221.00
6.20
I
.60
I
1535.95
.00
I
3.14
I
7.00
I
4.000
I I
7.000
.00
I
0 .0
- I -
45.450
- I -
.0051
- I -
- I -
- I -
- I -
- I -
.0012
- I -
.05
- I -
5.10
- I -
.48
- I -
2.86
- I -
.013
- I -
.00
.00
1
RECTANG
I
545.450
1530.491
I
4.858
I I
1535.350
I
221.00
6.50
I
.66
I
1536.01
.00
I
3.14
I
7.00
I
4.000
I I
7.000
.00
I
0 .0
-I-
42.777
- I -
.0051
-I-
- I-
-I
-I-
-I
.0013
-I-
.06
- I-
4.86
-I
.52
- I-
2.86
-I
.013
-I-
.00
.00
1
RECTANG
588.227
I
1530.709
I
4.632
I I
1535.341
I
221.00
6.82
I
.72
I
1536.06
.00
I
3.14
I
7.00
I
4.000
I I
7.000
.00
I
0 .0
-I
21.662
- I -
.0051
- I -
- I -
-I
- I -
- I -
.0015
-I-
.03
- I-
4.63
-I
.56
- I -
2.86
-I-
.013
-I-
.00
.00
1
RECTANG
609.888
I
1530.819
I
4.518
I I
1535.337
I
221.00
6.99
I
.76
I
1536.10
.00
I
3.14
I
7.00
I
4.000
I I
7.000
.00
I
0 .0
HYDRAULIC
JUMP
609.888
1
1530.819
I
2.076
I
1532.895
I I
221.00
15.21
I
3.59
I
1536.49
.00
I
3.14
I
7.00
- I -
I
4.000
I 1
7.000
.00
1
0 .0
-I-
3.963
- I -
.0051
-I
- I -
-I-
- I -
-I-
.0125
- I-
.05
-I-
2.08
-I-
1.86
2.86
-I-
.013
- I -
.00
.00
1-
RECTANG
07/30/02 H -5
FILE: P: \126 - 1465 \Drainage \B.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 2
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 7 -30 -2002
Time:
3:43:37
SIERRA LAKES,
CITY OF FONTANA
- WSPG
LINE B ALONG
SIERRA LAKES
PKWY. FROM BASIN
6 TO
P.A. 20
#*#++**+***#***##********+#****+*###*#**>**+*****#*****************************************
REVISED DUE
TO SLP RE-
ALIGNMENT
* * * * * * * * *
* * * * * * * * * * * * * * * * *
* * * **
* * * * * * **
Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow ToplHeight
/IBase Wtl
]No Wth
Station I
Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.El.l
Elev
I Depth
I Width
IDia. -FTior
I.D.1
ZL
IPrs /Pip
L /Elem ICh
Slope I
I
I
I
SF Avel
HF ISE
DpthlFroude
NINorm Dp
I "N"
I X -Fall)
ZR
IType Ch
I
613.851
I
1530.839
I
2.066
I
1532.905
- I -
I
221.00
15.28
I
3.63
I
1536.53
.00
I
3.14
I
7.00
I
4.000
I I
7.000
.00
I
0 .0
- I -
31.589
- I -
.0051
- I -
- I -
- I -
- I -
.0135
- I -
.43
- I -
2.07
1.87
- I - - I -
2.86
- I -
.013
- I -
.00
.00
1-
RECTANG
I
645.440
I
1531.000
I
1.970
I
1532.970
I
221.00
16.03
I
3.99
I
1536.96
.00
I
3.14
I
7.00
I
4.000
I I
7.000
.00
I
0 .0
TRANS STR
.0051
.0098
.10
1.97
2.01
.013
.00
.00
RECTANG
I
655.180
I
1531.050
- I -
I
4.160
- I -
I
1535.210
- I -
I
221.00
- I -
11.46
- I -
I
2.04
I
1537.25
.00
- I -
I
4.16
I
4.72
I
5.500
I I
.000
.00
I
0 .0
- I -
5.281
.0013
- I -
.0049
- I -
.03
4.16
1.00
- I - - I -
5.50
- I -
.013
- I -
.00
.00
1-
PIPE
I
660.461
I
1531.057
4.364
I I
1535.421
- I -
I
221.00
10.93
- I -
I
1.86
I
1537.28
.00
I
4.16
I
4.45
I
5.500
I I
.000
.00
I
0 .0
- I -
20.022
- I -
.0013
- I -
- I -
- I -
.0044
- I -
.09
- I -
4.36
.90
- I - - I -
5.50
- I -
.013
- I -
.00
.00
1
PIPE
I
680.484
1531.083
I
4.595
I I
1535.678
I
221.00
10.42
I
1.69
I
1537.36
.00
I
4.16
I
4.08
I
5.500
I I
.000
.00
I
0 .0
- I -
36.996
- I -
.0013
- I -
- I -
- I -
- I -
- I -
.0040
- I -
.15
- I -
4.60
.81
- I - - I -
5.50
- I -
.013
- I -
.00
.00
1-
PIPE
I
717.480
1531.130
I
4.836
I I
1535.966
I
221.00
9.99
I
1.55
I
1537.51
.00
I
4.16
I
3.58
I
5.500
I I
.000
.00
I
0 .0
- I -
JUNCT STR
- I -
.0014
- I -
- I -
- I -
- I -
- I -
.0037
- I -
.03
- I -
4.84
.71
- I - - I -
- I -
.013
- I -
.00
.00
I-
PIPE
724.680
I
1531.140
I
5.548
I I
1536.688
I
197.20
8.30
I
1.07
I
1537.76
.00
I
3.93
I
.00
I
5.500
I I
.000
.00
I
0 .0
- I -
22.320
- I -
.0018
- I -
- I -
- I -
- I -
- I -
.0034
- I -
.08
- I -
5.55
.00
- I - - I -
5.50
- I -
.013
- I -
.00
.00
1-
PIPE
747.000
I
1531.180
I
5.585
I I
1536.765
I
197.20
8.30
I
1.07
I
1537.83
.00
I
3.93
I
.00
I
5.500
I I
.000
.00
I
0 .0
- I -
203.000
- I -
.0014
- I -
- I -
- I -
- I -
- I -
.0034
- I -
.70
- I -
.00
.00
- I - - I -
5.50
- I -
.013
- I -
.00
.00
1-
PIPE
950.000
I
1531.460
I
6.097
I
1537.557
I I
197.20
8.30
I
1.07
I
1538.63
.00
I
3.93
I
.00
I
5.500
I I
.000
.00
I
0 .0
- I -
26.660
- I -
.0071
- I -
- i -
- I -
- I -
- I -
.0034
- I -
.09
- I -
.00
.00
- I - - I -
3.38
- I -
.013
- I -
.00
.00
1-
PIPE
07/30/02 H -6
,I
FILE: P: \126 -1465 \Drainage \B.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 3
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 7 -30
-2002
Time:
3:43:37
SIERRA LAKES,
CITY OF FONTANA -
WSPG
LINE B ALONG
SIERRA LAKES PKWY. FROM BASIN 6 TO
P.A. 20
REVISED DUE
TO SLP RE- ALIGNMENT
+ x++ x+ x++ xxx+ xxxx+++++
xxxxx++ xxxxxxx++++
xxxx+++++
x++ x+++ xx+++ xxx++
x++ x+++++++
xxx+++
xxxxxx++ + + + +x + + + +
+xxxxx + +
+xxx + + +x +
+xx ++
+ + + +x + +x
Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight
/IBase
Wtl
INo Wth
Station
I Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.El.l
Elev
I Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs /Pip
- I -
L /Elem
- I -
ICh Slope I
- I -
I
- I -
I
- I -
I
- I -
- I -
SF Avel
- I -
HF ISE
- I -
DpthlFroude
- I -
NINorm
- I -
Dp
- I -
I "N"
- I -
I X -Fa111
ZR
- I
IType Ch
xxxxxxxx+
I+ x+ x+++ xxl++
I I
xxxx++ Ixx+++
I
xxxxlxxx+++
I
xxxlxxx++
xxlx+++
xx+ Ixxxx+++++
Ixx+++
x+
Ixx+++++ xlxx
+ + +xxxl
+ + +xxxxlx
+ + +xxxlxx
+ +x
I + +x +x ++
976.660
- I-
1531.650
-I-
6.033
- I -
1537.683
- I -
I
197.20
- I -
8.30
I
1.07
- I -
I
1538.75
.00
I
3.93
I
.00
I
5.500
I I
.000
.00
I
0 .0
146.724
.0071
- I -
.0034
- I -
.50
- I -
6.03
- I -
.00
- I -
3.38
- I -
.013
- I -
.00
.00
1-
PIPE
1123.384
- I -
I I
1532.689
- I -
I
5.500
- I -
I
1538.189
- I -
I
197.20
- I -
8.30
- I -
I
1.07
- I -
I
1539.26
.00
I
3.93
I
.00
I
5.500
I I
.000
.00
I
0 .0
14.286
.0071
I
.0033
- I -
.05
- I -
5.50
- I -
.00
- I -
3.38
- I -
.013
- I -
.00
.00
1
PIPE
1137.670
I
1532.790
I
5.441
I
1538.231
I
197.20
8.32
I
1.07
I
1539.30
.00
I
3.93
I
1.13
I
5.500
I I
.000
.00
I
0 .0
TRANS STR
.0086
.0031
.01
5.44
.32
.013
.00
.00
PIPE
1142.330
-I-
I I
1532.830
- I -
5.414
- I -
I I
1538.244
- I -
I
197.20
- I -
8.33
- i -
I
1.08
- I -
I
1539.32
.00
I
3.93
I
1.37
I
5.500
I I
.000
.00
I
0 .0
82.475
.0072
.0031
- I -
.25
- I -
5.41
- I -
.35
- I -
3.37
- I -
.013
- I -
.00
.00
1-
PIPE
1224.805
- I-
I I
1533.423
- I -
4.966
- I -
I I
1538.389
- I -
I
197.20
8.73
I
1.18
- I -
I
1539.57
.00
I
3.93
I
3.26
I
5.500
I I
.000
.00
I
0 .0
42.512
.0072
- I -
- I -
.0031
- I -
.13
- I -
4.97
- I -
.58
- I -
3.37
- I -
.013
- I -
.00
.00
1-
PIPE
1267.318
I
1533.729
I
4.675
I I
1538.404
I
197.20
9.16
I
1.30
I
1539.71
.00
I
3.93
I
3.93,
I
5.500
I I
.000
.00
I
0 .0
29.174
.0072
.0034
.10
4.68
.69
3.37
.013
.00
.00
PIPE
1296.492
- I -
I
1533.939
- I -
I
4.434
I I
1538.373
I
197.20
9.61
- I -
I
1.43
- I -
i
1539.81
.00
I
3.93
I
4.35
I
5.500
I I
.000
.00
I
0 .0
.108
.0072
- I -
- I -
- I -
.0036
- I -
.00
- I -
4.43
- I -
.78
- I -
3.37
- I -
.013
- I -
.00
.00
1-
PIPE
1296.600
I
1533.940
I
4.434
I I
1538.374
I
197.20
9.61
I
1.43
- I -
I
1539.81
.00
I
3.93
I
4.35
I
5.500
I I
.000
.00
I
0 .0
- I -
JUNCT STR
- I -
.0075
- I -
- I -
- I -
- I -
.0031
- I -
.02
- I -
4.43
- I -
.78
- I -
- I -
.013
- I -
.00
.00
I-
PIPE
1304.600
I
1534.000
I
4.945
I i
1538.944
I
183.60
8.16
I
1.03
I
1539.98
.00
I
3.79
I
3.31
I
5.500
I I
.000
.00
I
0 .0
- I -
33.400
- I -
.0072
- I -
- I -
- I -
- I -
- I -
.0027
- I -
.09
- I -
4.94
- I -
.55
- I -
3.21
- I -
.013
- I -
.00
.00
1-
PIPE
07/30/02 H -7
® ® M r-
FILE: P: \126- 1465 \Drainage \B.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 4
Program
Package Serial Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 7- 30-2002
Time:
3:43:37
SIERRA LAKES,
CITY OF FONTANA -
WSPG
LINE
B ALONG
SIERRA LAKES PKWY. FROM BASIN 6 TO
P.A. 20
REVISED DUE
TO SLP RE- ALIGNMENT
Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow ToplHeight
/1Base Wt1
INo Wth
Station I
Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.El.l
Elev
I Depth I
Width
IDia. -FTlor
I.D.1
ZL
IPrs /Pip
- I -
L /Elem
- 1 -
ICh Slope I
- I -
I
- I -
I
- I -
I
- I -
- I -
SF Avel
- I -
HF ISE
- I -
DpthlFroude
- I -
NINorm
- I -
Dp
- I - - I -
I "N" I X -Fall)
ZR
- I
IType Ch
I I
I
I
I
1338.000
- I -
1534.240
- I -
4.715
- I -
1538.955
- I -
183.60
- I -
8.47
I
1.11
- I -
1
1540.07
.00
I I
3.79
3.85
I I
5.500
I
.000
.00
I
0 .0
JUNCT STR
.0075
- I -
.0027
- I -
.01
- I -
4.71
- I -
.63
- I -
- I -
.013
- I -
.00
.00
I-
PIPE
1342.000
i
1534.270
- I -
I I
4.848
I
1539.118
I
178.80
8.06
I
1.01
- I -
I
1540.13
.00
I I
3.74
3.56
I I
5.500
I
.000
.00
I
0 .0
- I -
36.934
.0072
- I -
- I -
- I -
- I -
.0027
- I -
.10
- I -
4.85
- I -
.57
- I -
3.16
- I -
.013
- I -
.00
.00
1-
PIPE
1378.934
I
1534.536
- I -
I I
4.579
- I -
I
1539.115
- I -
I
178.80
8.46
- I -
I
1.11
- I -
I
1540.23
- I -
.00
I I
3.74
4.11
I I
5.500
I
.000
.00
I
0 .0
- I -
20.097
.0072
- I -
.0029
.06
- I -
4.58
- I -
.66
- I -
3.16
- I -
.013
- I -
.00
.00
1-
PIPE
1399.031
I
1534.681
I I
4.417
I
1539.098
I
178.80
8.74
I
1.19
I
1540.28
.00
I I
3.74
4.37
I I
5.500
I
.000
.00
I
0 .0
HYDRAULIC
JUMP
1399.031
I
1534.681
- I -
I I
3.150
- I -
I
1537.831
- I -
I
178.80
12.71
I
2.51
I
1540.34
.00
I I
3.74
5.44
I I
5.500
I
.000
.00
I
0 .0
- I -
138.639
.0072
- I -
- I -
- I -
.0073
- I -
1.01
- I -
3.15
- I -
1.39
- I -
3.16
- I -
.013
- I -
.00
.00
1
PIPE
1537.670
I
1535.680
I I
3.138
I
1538.818
I
178.80
12.77
I
2.53
I
1541.35
.00
I I
3.74
5.44
I I
5.500
I
.000
.00
I
0 .0
TRANS STR
.0064
.0074
.03
3.14
1.40
.013
.00
.00
PIPE
1542.330
I
1535.710
I I
3.130
I
1538.840
I
178.80
12.81
I
2.55
I
1541.39
.00
I I
3.74
5.45
I I
5.500
I
.000
.00
I
0 .0
- I -
152.990
- I -
.0072
- I -
- I -
- I -
- I -
- I -
.0077
- I -
1.18
- I -
3.13
- I -
1.41
- I -
3.16
- I -
.013
- I -
.00
.00
1-
PIPE
1695.320
I
1536.810
- I -
I I
3.058
I
1539.868
I
178.80
13.18
- I -
I
2.70
I
1542.56
.04
I I
3.74
- I -
5.47
I I
5.500
I
.000
.00
I
0 .0
-I-
23.354
.0072
-I
-I
- I -
- I -
.0080
- I -
.19
-I-
3.10
1.47
-I
3.16
- I -
.013
- I -
.00
.00
1-
PIPE
1718.674
I
1536.978
I I
3.041
I
1540.019
I
178.80
13.27
I
2.73
I
1542.75
.04
I
3.74
I
5.47
I I
5.500
I
.000
.00
I
0 .0
- I -
106.212
- I -
.0072
- I -
- I -
- I -
- I -
- I -
.0087
- I -
.92
- I -
3.08
- I -
1.49
- I -
3.16
- I -
.013
- I -
.00
.00
1-
PIPE
07/30/02 H -8
FILE: P: \126- 1465 \Drainage \B.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 5
Program
Package Serial Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 7 -30
-2002
Time:
3:43:37
SIERRA LAKES,
CITY OF FONTANA -
WSPG
LINE
B ALONG
SIERRA LAKES PKWY. FROM BASIN 6 TO
P.A. 20
REVISED DUE
TO SLP RE- ALIGNMENT
I
Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight
/IBase
Wt1
INo Wth
Station I
Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth I
Width
IDia. -FTlor
I,D.I
ZL
IPrs /Pip
-I-
L /Elem ICh
- I-
Slope I
- I -
I
- I -
I
-I-
I
-I-
-I
SF Avel
-I
HF ISE
- I -
DpthlFroude
-I-
NINorm
- I-
Dp
-I-
1 "N" I
-I
X -Fall)
- I
ZR
IType Ch
I
I
I
I
I
1824.886
- I -
1537.739
- I -
2.926
- I -
1540.666
- I -
178.80
- I -
13.91
- I -
I
3.01
I
1543.67
- I -
.05
I I
3.74
5.49
I I
5.500
I
.000
.00
I
0 .0
72.584
.0072
- I -
.0098
.71
- I -
2.97
- I -
1.60
- I -
3.16
- I -
.013
- I -
.00
.00
1
PIPE
I
1897.470
- I -
I
1538.260
- I -
I
2.818
- I -
I
1541.078
- I -
I
178.80
- I -
14.59
- I -
I
3.31
- I -
I
1544.38
- I -
.05
- I -
I I
3.74
5.50
I I
5.500
I
.000
.00
I
0 .0
JUNCT STR
.0964
.0084
.05
2.87
- I -
1.72
- I -
- I -
.013
- I -
.00
.00
I
PIPE
I
1902.970
-I-
I
1538.790
-I-
I
3.517
- I -
I
1542.307
- I -
I
175.70
- I -
11.91
- I -
I
2.20
- I -
I
1544.51
- I -
.03
- I -
I I
3.80
4.57
I I
5.000
I
.000
.00
I
1 .0
32.900
.0064
.0064
.21
3.54
- I -
1.17
- I -
3.52
- I -
.013
- I -
.00
.00
1
PIPE
I
1935.870
1539.000
- I -
I I
3.513
I
1542.513
- I -
I
175.70
11.92
- I -
I
2.21
I
1544.72
.00
I I
3.80
4.57
I I
5.000
I
.000
.00
I
1 .0
- I -
195.256
.0064
- I -
- I -
- I -
.0064
- I -
1.26
- I -
3.51
- I -
1.17
- I -
3.51
- I -
.013
- i -
.00
.00
1-
PIPE
2131.126
I
1540.255
- I -
I
3.513
- I -
I I
1543.769
- I -
I
175.70
- I -
11.92
- I -
I
2.21
I
1545.97
.00
I I
3.80
4.57
I I
5.000
I
.000
.00
I
1 .0
- I -
130.650
.0064
- I -
.0062
- I -
.81
- I -
3.51
- I -
1.17
- I -
3.51
- I -
.013
- I -
.00
.00
1
PIPE
2261.776
I
1541.095
I
3.626
I I
1544.722
I
175.70
11.52
I
2.06
I
1546.78
.00
1 I
3.80
4.46
I I
5.000
I
.000
.00
1
1 .0
20.924
.0064
.0056
.12
3.63
1.10
3.51
.013
.00
..00
PIPE
2282.700
I
1541.230
I
3.798
I I
1545.028
I
175.70
10.98
I
1.87
I
1546.90
.00
I I
3.80
4.27
I I
5.000
I
.000
.00
i
1 .0
- I -
JUNCT STR
- I -
.0055
- I -
- I -
- I -
- I -
- I -
.0044
- I -
.02
- I -
3.80
- I -
1.00
- I -
- I -
.013
- I -
.00
.00
I-
PIPE
2288.200
I
1541.260
i
4.632
I I
1545.892
I
164.70
8.68
I
1.17
I
1547.06
.00
I I
3.68
2.61
I I
5.000
I
.000
.00
I
1 .0
- I -
61.966
- I -
.0064
- I -
- I -
- I -
- I -
- I -
.0036
- I -
.22
- I -
4.63
- I -
.57
- I -
3.35
- I -
.013
- I -
.00
.00
1-
PIPE
2350.166
1541.656
4.339
1545.995
164.70
9.10
1.29
1547.28
.00
3.68
3.39
5.000
.000
.00
1 .0
- I -
40.579
- I -
.0064
- I -
- I -
- I -
- I -
- I -
.0038
- I -
.16
- I -
4.34
- I -
.69
- I -
3.35
- I -
.013
- I -
.00
.00
1-
PIPE
07/30/02 H -9
FILE: P: \126- 1465 \Drainage \B.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 6
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 7 -30 -2002
Time:
3:43:37
SIERRA LAKES,
CITY OF FONTANA -
WSPG
LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO
P.A. 20
REVISED DUE TO SLP RE- ALIGNMENT
I
Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight
/IBase Wtl
INo Wth
Station
I Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.El.l
Elev
I Depth I
Width
IDia. -FTlor
I.D.I
ZL
IPrs /Pip
- I -
L /Elem
- I -
ICh Slope I
- I -
I
- I -
I
- I -
I
- I -
- I -
SF Avel
- I -
HF ISE
- I -
DpthlFroude
- I -
NINorm
- I -
Dp
- I - - I -
I "N" I X -Fall)
ZR
- I
IType Ch
I
2390.745
I
1541.916
I I
4.106
1546.022
-I-
I
164.70
9.54
I
1.41
I
1547.44
.00
I I
3.68
3.83
I I
5.000
I
.000
.00
I
1 .0
-I
16.997
-I-
.0064
-I-
-I-
-I-
-I-
.0041
-I-
.07
-I-
4.11
-I-
.79
-I-
3.35
-I-
.013
-i-
.00
.00
1-
PIPE
2407.742
I
1542.024
I
3.994
I
1546.018
I I
164.70
9.80
I
1.49
I
1547.51
.00
I I
3.68
4.01
I I
5.000
I
.000
.00
I
1 .0
HYDRAULIC
JUMP
2407.742
I
1542.024
I
3.384
I
1545.408
I I
164.70
11.64
I
2.11
I
1547.51
.00
I I
3.68
4.68
I I
5.000
I
.000
.00
I
1 .0
- I -
93.245
- I -
.0064
- I -
- I -
- I -
- I -
- I -
.0059
- I -
.55
- I -
3.38
- I -
1.18
- I -
3.35
- I -
.013
- I -
.00
.00
1-
PIPE
2500.988
I
1542.621
I
3.517
I
1546.138
I I
164.70
11.16
I
1.93
I
1548.07
.00
I I
3.68
4.57
I I
5.000
I
.000
.00
I
1 .0
- I -
13.972
- I -
.0064
- I -
- I -
- I -
- I -
- I -
.0053
- I -
.07
- I -
3.52
- I -
1.09
- I -
3.35
- I -
.013
- I -
.00
.00
1
PIPE
2514.960
I
1542.710
I
3.679
I
1546.389
I I
164.70
10.64
I
1.76
I
1548.15
.00
i I
3.68
4.41
I I
5.000
I
.000
.00
I
1 .0
- I -
JUNCT STR
- i -
.0065
- I -
- I -
- I -
- I -
- I -
.0043
- I -
.03
- I -
3.68
- I -
1.00
- I -
- I -
.013
- I -
.00
.00
I-
PIPE
2521.160
I
1542.750
I
4.230
I
1546.980
I I
160.00
9.03
I
1.27
I
1548.25
.00
I I
3.63
3.61
I I
5.000
I
.000
.00
1
1 .0
- I -
35.377
- I -
.0063
- I -
- I -
- I -
- I -
- I -
.0038
- I -
.13
- I -
4.23
- I -
.72
- I -
3.30
- I -
.013
- I -
.00
.00
1-
PIPE
2556.537
I
1542.973
I
4.013
I
1546.986
I I
160.00
9.47
I
1.39
I
1548.38
.00
I I
3.63
3.98
I I
5.000
I
.000
.00
I
1 .0
- I -
14.005
- I -
.0063
- I -
- I -
-I
- I -
- I -
.0040
- I-
.06
- I -
4.01
- I -
.81
- I -
3.30
- I -
.013
- I -
.00
.00
1
PIPE
2570.542
I
1543.061
I
3.914
I
1546.975
I I
160.00
9.70
I
1.46
I
1548.44
.00
I
3.63
I
4.12
I I
5.000
I
.000
.00
I
1 .0
HYDRAULIC
JUMP
2570.542
I
1543.061
I
3.363
I
1546.424
I I
160.00
11.39
2.01
I I
1548.44
.00
I
3.63
I
4.69
I I
5.000
I
.000
.00
I
1 .0
- I -
14.098
-I
.0063
-I
-I
- I -
- I -
- I -
.0060
- I-
.08
- I -
3.36
-I
1.16
-I-
3.30
-I-
.013
-I-
.00
.00
1
PIPE
07/30/02 H -10
G'ILE: P: \126- 1465 \Drainage \B.WSW
W S P G W- CIVILDESIGN Version
14.04
PAGE 7
Program
Package Serial Number: 1296
WATER SURFACE
PROFILE LISTING
Date: 7 -30 -2002
Time:
3:43:37
SIERRA LAKES,
CITY OF FONTANA - WSPG
LINE B ALONG
SIERRA LAKES PKWY. FROM BASIN
6 TO
P.A. 20
REVISED DUE
TO SLP RE- ALIGNMENT
I Invert I
Depth I Water I
Q I Vel Vel I
Energy I
Super
ICriticallFlow
ToplHeight
/IBase
Wtl
INo Wth
Station
I Elev I
(FT) I Elev I
(CFS) I (FPS) Head I
Grd.El.l
Elev
I Depth
I Width
IDia. -FTlor
I.D.I
ZL
IPrs /Pip
L /Elem
ICh Slope I
I I
I SF Avel
HF ISE
DpthlFroude
NINorm
Dp
I "N"
I X -Fall)
ZR
IType Ch
2584.640
I I
1543.150
I I
3.363 1546.513
I I
160.00 11.39 2.01
I
1548.53
.42
I
3.63
I
4.69
I
5.000
I I
.000
.00
I
1 .0
- I -
35.340
- I -
.0065
- I - - I -
- I - - I - - I -
.0058
- I -
.20
- I -
3.78
- I -
1.16
- I -
3.27
- I -
.013
- I -
.00
.00
1-
PIPE
2619.980
I I
1543.380
I I
3.457 1546.837
I I
160.00 11.05 1.90
I
1548.73
.00
I
3.63
I
4.62
I
5.000
I I
.000
.00
I
1 .0
- I -
2.594
- I -
.0064
- I - - I -
- I - - I - - I -
.0055
- I -
.01
- I -
3.46
- I -
1.10
- I -
3.28
- I -
.013
- I -
.00
.00
1
PIPE
2622.574
I
1543.397
I I I
3.468 1546.865
I I
160.00 11.01 1.88
I
1548.75
.00
I
3.63
I
4.61
I
5.000
I I
.000
.00
I
1 .0
- I -
11.356
- I -
.0064
- I - - I -
- I - - I - - I -
.0052
- I -
.06
- I -
3.47
- I -
1.09
- I -
3.28
- I -
.013
- I -
.00
.00
1-
PIPE
2633.930
I
1543.470
I I I
3.626 1547.096
I I
160.00 10.49 1.71
I
1548.81
.00
I
3.63
I
4.46
I
5.000
I I
.000
.00
I
1 .0
WALL ENTRANCE
2633.930
-I-
I
1543.470
-I-
I I I
6.387 1549.857
- I- -I-
I I
160.00 .81 .01
-I- -I- -I-
I
1549.87
-I-
.00
-I-
I
.94
-I-
I
31.00
-I-
I
8.000
-I-
I I
31.000
-I-
.00
I
0 .0
I-
07/30/02 H -11
FILE: P: \126 - 1465 \Drainage \B1.WSW W S P G W - EDIT LISTING - Version 14.04
Date:
6 -10 -2002
Time: 1:51:32
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
PIER /PIP WIDTH DIAMETER WIDTH
DROP
CD 1
4
1 2.000
W S P G
W
PAGE NO
1
WATER SURFACE PROFILE - TITLE CARD
LISTING
HEADING LINE
NO
1 IS
-
SIERRA LAKES, CITY OF FONTANA -
WSPG
HEADING LINE
NO
2 IS
-
LINE B ALONG SIERRA LAKES PKWY.
FROM BASIN 6 TO P.A.
20
HEADING LINE
NO
3 IS
-
REVISED DUE TO SLP RE- ALIGNMENT
- "LATERAL B -1"
W S P G
W
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
103.890 1540.280 1
1541.700
ELEMENT NO
2
IS A
REACH
U/S DATA STATION INVERT SECT
N
RADIUS
ANGLE
ANG PT
MAN H
110.440 1540.350 1
.013
.000
.000
.000
0
ELEMENT NO
3
IS A
REACH
U/S DATA STATION INVERT SECT
N
RADIUS
ANGLE
ANG PT
MAN H
146.250 1540.710 1
.013
44.994
- 45.601
.000
0
ELEMENT NO
4
IS A
REACH
U/S DATA STATION INVERT SECT
N
RADIUS
ANGLE
ANG PT
MAN H
146.390 1540.710 1
.013
.000
.000
.000
0
ELEMENT NO
5
IS A
SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
146.390 1540.710 1
1540.710
07/30/02 H -12
4" 06 401 AM
FILE: P: \126- 1465 \Drainage \B1.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 1
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 6 -10 -2002
Time:
1:51:35
SIERRA LAKES,
CITY OF FONTANA -
WSPG
LINE
B ALONG
SIERRA LAKES
PKWY. FROM BASIN 6 TO
P.A. 20
REVISED DUE
TO SLP RE- ALIGNMENT - "LATERAL B -1"
I
Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight /lBase
Wtl
INo Wth
Station I
- I -
Elev I
- I -
(FT) I
- I -
Elev I
- I -
(CFS) I
- I -
(FPS)
- I -
Head I
- I -
Grd.El.l
- I -
Elev
I Depth
I Width
IDia. -FTlor
I.D.1
ZL
IPrs /Pip
L /Elem
ICh Slope I
I
I
I
SF Avel
HF ISE
- I -
DpthlFroude
- I -
NINorm
- I -
Dp
- I -
I "N"
- I -
I X -Fall)
- I
ZR
IType Ch
I
I
I
I
I
103.890
- I -
I
1540.280
- I -
1.420
1541.700
3.50
- I -
1.47
I
.03
- I -
1541.73
.00
I
.65
I
1.82
I
2.000
I I
.000
.00
I
1 .0
5.564
.0107
- I -
- I -
- I -
.0003
- I -
.00
- I -
1.42
- I -
.23
- I -
.52
- I -
.013
- I -
.00
.00
1
PIPE
109.454
- I -
I I
1540.339
- I -
I
1.359
I
1541.699
- I -
I
3.50
- I -
1.54
- I -
I
.04
- I -
I
1541.74
.00
I
.65
I
1.87
I
2.000
I I
.000
.00
I
1 .0
.986
.0107
- I -
.0004
- I -
.00
- i -
1.36
- I -
.25
- I -
.52
- I -
.013
- I -
.00
.00
1
PIPE
110.440
- I -
I I
1540.350
- I -
I
1.349
I
1541.698
- I -
I
3.50
- I -
1.55
- I -
I
.04
- I -
I
1541.74
- I -
.00
I
.65
I
1.87
I
2.000
I I
.000
.00
I
1 .0
5.355
.0101
- I -
.0004
.00
- I -
1.35
- I -
.25
- I -
.53
- I -
.013
- I -
.00
.00
1
PIPE
115.795
- I -
I I
1540.404
- I -
I
1.293
- I -
I
1541.697
- I -
I
3.50
1.63
- I -
I
.04
- I -
I
1541.74
- I -
.00
I
.65
- I -
I
1.91
I
2.000
I I
.000
.00
I
1 .0
4.987
.0101
- I -
.0005
.00
- I -
1.30
.27
- I -
.53
- I -
.013
- I -
.00
.00
1
PIPE
120.782
I I
1540.454
I
1.241
I
1541.695
I
3.50
1.71
I
.05
- I -
I
1541.74
.00
I
.65
I
1.94
I
2.000
I I
.000
.00
I
1 .0
- t -
4.660
- I -
.0101
- I -
- I -
- I -
- I -
.0005
- I -
.00
- I -
1.25
- I -
.29
- I -
.53
- I -
.013
- I -
.00
.00
1-
PIPE
125.442
I I
1540.501
1.192
I I
1541.693
I
3.50
1.79
I
.05
I
1541.74
.00
I
.65
I
1.96
I
2.000
I I
.000
.00
I
1 .0
- I -
4.328
- I -
.0101
- I -
- I -
- I -
- I -
- I -
.0006
- I -
.00
- I -
1.20
- I -
.32
- I -
.53
- I -
.013
- I -
.00
.00
1-
PIPE
129.770
I I
1540.544
1.146
I I
1541.690
I
3.50
1.88
I
.05
I
1541.75
.00
I
.65
I
1.98
I
2.000
I I
.000
.00
I
1 .0
- I -
4.097
- I -
.0101
- I -
- I -
- I -
- I -
- I -
.0007
- I -
.00
- I -
1.15
- I -
.34
- I -
.53
- I -
.013
- I -
.00
.00
1-
PIPE
133.867
I I
1540.585
1.102
I I
1541.688
I
3.50
1.97
I
.06
I
1541.75
.01
I
.65
I
1.99
I
2.000
I I
.000
.00
I
1 .0
- I -
3.754
- I -
.0101
- I -
- I -
- I -
- I -
- I -
.0007
- I -
.00
- I -
1.11
- I -
.37
- I -
.53
- I -
.013
- I -
.00
.00
1-
PIPE
137.621
I I
1540.623
1.061
I I
1541.684
I
3.50
2.07
.07
I I
1541.75
.01
I
.65
I
2.00
I
2.000
I I
.000
.00
I
1 .0
- I -
3.620
- I -
.0101
- I -
- I -
- I -
- I -
- I -
.0008
- I -
.00
- I -
1.07
- I -
.40
- I -
.53
- I -
.013
- i -
.00
.00
1-
PIPE
07/30/02 H -13
FILE: P: \126- 1465 \Drainage \Bl.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2
Program Package Serial Number: 1296
WATER SURFACE PROFILE LISTING Date: 6 -10 -2002 Time: 1:51:35
SIERRA LAKES, CITY OF FONTANA - WSPG
LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20
REVISED DUE TO SLP RE- ALIGNMENT - "LATERAL B -1"
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++
I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticalIFlow ToplHeight /IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip
- I - - I - - I - - I - - I - - I - - i - - I - - I - - 1 - - i - - I - - I - - I
L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch
I I I I I I I I I I I I I
141.241 1540.660 1.021 1541.681 3.50 2.17 .07 1541.75 .01 .65 2.00 2.000 .000 .00 1 .0
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1-
3.263 .0101 .0010 .00 1.03 .43 .53 .013 .00 .00 PIPE
I I I I I I I I I I I I I
144.504 1540.692 .984 1541.677 3.50 2.27 .08 1541.76 .01 .65 2.00 2.000 .000 .00 1 .0
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1
1.746 .0101 .0010 .00 .99 .46 .53 .013 .00 .00 PIPE
I I I I I I I I I I I I I
146.250 1540.710 .964 1541.674 3.50 2.33 .08 1541.76 .00 .65 2.00 2.000 .000 .00 1 .0
-I- - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1
.140 .0000 .0011 .00 .96 .47 .00 .013 .00 .00 PIPE
I I I I I i I I I I I I I
146.390 1540.710 .965 1541.674 3.50 2.33 .08 1541.76 .00 .65 2.00 2.000 .000 .00 1 .0
-I - I- - I - -I- -I - I - - I - - I - -I- - I - - I - -I- - I - I
07/30/02 H -14
M® M® vs VTV wal s M a o
FILE: P: \126- 1465 \Drainage \B2.WSW W S P G
W - EDIT LISTING - Version 14.04
Date:
6 -10 -2002
Time: 1:51:42
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
PIER
/PIP WIDTH DIAMETER WIDTH
DROP
CD 1
4
1 2.000
W S P G
W
PAGE NO
1
WATER SURFACE PROFILE -
TITLE CARD
LISTING
HEADING LINE
NO
1 IS
-
SIERRA LAKES, CITY OF
FONTANA -
WSPG
HEADING LINE
NO
2 IS
-
LINE B ALONG SIERRA LAKES PKWY.
FROM BASIN 6 TO P.A.
20
HEADING LINE
NO
3 IS
-
REVISED DUE TO SLP RE-
ALIGNMENT
- "LATERAL B -2"
W S P G
W
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
103.530 1544.300
1
1546.680
ELEMENT NO
2
IS A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
109.280 1544.320
1
.013
.000
.000
.000
0
ELEMENT NO
3
I5 A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
144.620 1544.670
1
.013
44.996
- 45.000
.000
0
ELEMENT NO
4
IS A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
145.240 1544.670
1
.013
.000
.000
.000
0
ELEMENT NO
5
IS A
SYSTEM HEADWORKS
U/S DATA STATION INVERT
SECT
W S ELEV
145.240 1544.670
1
1544.670
07/30/02 H -15
rr M M r r M r
FILE: P: \126 - 1465 \Drainage \B2.WSW
W S P G W- CIVILDESIGN Version
14.04
PAGE 1
Program
Package Serial Number: 1296
WATER SURFACE
PROFILE LISTING
Date: 6 -10 -2002 Time:
1:51:45
SIERRA LAKES,
CITY OF FONTANA - WSPG
LINE B ALONG
SIERRA LAKES PKWY. FROM BASIN
6 TO
P.A. 20
REVISED DUE
TO SLP RE- ALIGNMENT - "LATERAL B -2"
I Invert I
Depth I Water I
Q I Vel Vel I
Energy I
Super
ICriticallFlow ToplHeight /IBase Wtl
INo Wth
Station
I Elev I
(FT) I Elev I
(CFS) I (FPS) Head I
Grd.El.l
Elev
I Depth
I Width
IDia. -FTlor I.D.I
ZL
IPrs /Pip
L /Elem
ICh Slope I
I I
I SF Avel
HF ISE
DpthlFroude
NINorm
Dp
I "N" I X -Fall)
ZR
►Type Ch
I
I
I
103.530
I I
1544.300
I I
2.380 1546.680
I
4.70 1.50 .03
1546.71
.00
I
.76
I
.00
I I I
2.000 .000
.00
1 .0
-I-
5.750
- I -
.0035
- I - - I-
-I - I- -I-
.0004
-I
.00
- I -
2.38
- I -
.00
.82
- I - - I - -I-
.013 .00
.00
1-
PIPE
109.280
I I
1544.320
I I
2.363 1546.682
I I
4.70 1.50 .03
I
1546.72
.00
I
.76
I
.00
I I I
2.000 .000
.00
I
1 .0
- I -
35.340
- I -
.0099
- I - - I -
- I - - I - - I -
.0004
- I -
.02
- I -
.00
- I -
.00
.62
- I - - I - - I -
.013 .00
.00
1
PIPE
144.620
I I
1544.670
I I
2.033 1546.703
I I
4.70 1.50 .03
I
1546.74
.00
I
.76
I
.00
I I I
2.000 .000
.00
I
1 .0
- I -
.620
- I -
.0000
- I - - I -
- I - - I - - I -
.0004
- I -
.00
- I -
2.03
- I -
.00
.00
- I - - I - - I -
.013 .00
.00
1
PIPE
145.240
-I-
I
1544.670
- I -
I I i
2.033 1546.703
-I- - I -
I I
4.70 1.50 .03
-I - I- -I
I
1546.74
- I-
.00
- I-
I
.76
-I
I
.00
I I I
2.000 .000
- I- -I- -I-
.00
I
1 .0
I-
07/30/02 H -16
FILE: P: \126- 1465 \Drainage \B3.WSW W S P G W - EDIT LISTING - Version 14.04
Date:
6 -10 -2002
Time: 1:51:52
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
PIER
/PIP WIDTH DIAMETER WIDTH
DROP
CD 1
4
1 2.000
CD 2
2
0 .000 4.330 21.000
.00
W S P G
W
PAGE NO 1
WATER SURFACE PROFILE - TITLE CARD
LISTING
HEADING LINE
NO
1 IS
-
SIERRA LAKES, CITY OF FONTANA -
WSPG
HEADING LINE
NO
2 IS
-
LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20
HEADING LINE
NO
3 IS
-
REVISED DUE TO SLP RE- ALIGdMENT
- "LATERAL B -3"
W S P G
W
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
103.890 1535.970 1
1539.000
ELEMENT NO
2
IS A
REACH
U/S DATA STATION INVERT SECT
N
RADIUS
ANGLE
ANG PT MAN H
180.970 1538.700 1
.013
.000
.000
.000 0
ELEMENT NO
3
IS A
WALL ENTRANCE
U/S DATA STATION INVERT SECT
FP
180.970 1538.700 2
.500
ELEMENT NO
4
IS A
SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV'
180.970 1538.700 2
1538.700
07/30/02 H -17
FILE: P: \126 - 1465 \Drainage \B3.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 1
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 6 -10 -2002
Time:
1:51:54
SIERRA LAKES,
CITY OF FONTANA -
WSPG
LINE
B ALONG
SIERRA LAKES
PKWY.
FROM BASIN
6 TO
P.A. 20
REVISED DUE
TO SLP RE-
ALIGNMENT
- "LATERAL B -3
+++++ x++++ x++ x+ x+++ x+
x++++++ xxxxx++++
xxx+
x+++ xxx++++
x+++++
x+++ xx++
x++++++ x+++
xx+ x+ xx+++ x+++ + + + + + + +x +
+x + +xx + +x +
+ + +xx + +
+ +x +x
+ + + + + + ++
I Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight
/IBase Wtl
INo Wth
Station I
- I -
Elev I
- I -
(FT) I
- I -
Elev I
- I -
(CFS) I
- I -
(FPS)
- I -
Head I
- I -
Grd.El.l
- I -
Elev
I Depth
I Width
IDia. -FTIor I.D.I
ZL
IPrs /Pip
L /Elem
ICh Slope I
I
I
I
SF Avel
HF ISE
- I -
DpthlFroude
- I -
NINorm
- I -
Dp
- I -
I "N" I
- I -
X -Fall)
ZR
- i
IType Ch
++ x++ x+++
1+ xx++++ x+ I++++++
I
xxl+++++++++
I
I++++++
I
x++ 1+
xx+ x++ l+
xx++++ Ix+++++
x+ xl+++
xxxxl+++
x++ x+
I + + + + +xx +
+ + + +xx + +
+xxx + +Ix
+xx+
I +xxxx +•
103.890
- I -
I
1535.970
- I -
3.030
1539.000
- I -
I
5.50
- I -
1.75
I
.05
- I -
I
1539.05
.00
I
.83
I
.00
I I
2.000
I
.000
.00
I
1 .0
29.576
.0354
- I -
- I -
.0006
- I -
.02
- I -
3.03
- I -
.00
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
133.466
I I
1537.017
I
2.000
I
1539.017
I
5.50
- I -
1.75
I
.05
I
1539.07
.00
I
.83
I
.00
I I
2.000
I
.000
.00
I
1 .0
- I -
5.166
- I -
.0354
- I -
- I -
- i -
- I -
.0005
- I -
.00
- I -
2.00
- I -
.00
- I -
.49
- I -
.013
- I -
.00
.00
1
PIPE
138.632
- I -
I I
1537.200
- I -
I
1.814
- I -
I
1539.015
- I -
I
5.50
- I -
1.84
- I -
I
.05
- I -
I
1539.07
.00
I
.83
I
1.16
I I
2.000
I
.000
.00
I
1 .0
2.946
.0354
.0005
- I -
.00
- I -
1.81
- I -
.20
- I -
.49
- I -
.013
- I -
.00
.00
1
PIPE
141.578
I I
1537.305
I
1.706
I
1539.011
I
5.50
1.93
I
.06
I
1539.07
.00
I
.83
I
1.42
I I
2.000
I
.000
.00
I
1 .0
- I -
2.361
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0006
- I -
.00
- I -
1.71
- I -
.24
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
143.939
I I
1537.388
I
1.618
I
1539.006
I
5.50
2.02
I
.06
I
1539.07
.00
I
.83
I
1.57
I i
2.000
I
.000
.00
I
1 .0
2.061
.0354
.0006
.00
1.62
.27
.49
.013
.00
.00
PIPE
145.999
I
1537.461
I
1.540
I I
1539.001
I
5.50
2.12
I
.07
I
1539.07
.00
I
.83
I
1.68
I I
2.000
I
.000
.00
I
1 .0
-I-
1.816
-I-
.0354
-I-
-I-
- I-
-I-
- 1-
.0007
-I-
.00
-I-
1.54
- I-
.30
- i -
.49
- I -
.013
-I
.00
.00
1
PIPE
147.815
I
1537.526
I
1.470
I I
1538.996
I
5.50
2.22
I
.08
I
1539.07
.00
I
.83
I
1.77
I I
2.000
I
.000
.00
I
1 .0
- I -
1.627
- I-
.0354
-I-
-I-
-I-
-I-
- i-
.0008
-I-
.00
-I-
1.47
- I-
.33
-I-
.49
-I-
.013
-I-
.00
.00
1-
PIPE
149.442
I
1537.583
I
1.406
I I
1538.990
I
5.50
2.33
I
.08
I
1539.07
.00
I
.83
I
1.83
I I
2.000
I
.000
.00
I
1 .0
- I -
1.493
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0009
- I -
.00
- I -
1.41
- I -
.36
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
150.936
I
1537.636
I
1.346
I I
1538.982
I
5.50
2.44
I
.09
I
1539.08
.00
I
.83
I
1.88
I I
2.000
I
.000
.00
I
1 .0
- I -
1.328
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0010
- I -
.00
- I -
1.35
- I -
.39
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
07/30/02 H -18
M M e M _.. r
FILE: P: \126- 1465 \Drainage \B3.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 2
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 6 -10 -2002
Time:
1:51:54
SIERRA LAKES,
CITY OF FONTANA
-
WSPG
LINE B ALONG
SIERRA LAKES
PKWY. FROM BASIN 6 TO
P.A. 20
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
REVISED DUE
TO SLP RE-
ALIGNMENT - "LATERAL
B -3 11
+ + + + + + + + +
+ + + + + + + + + + + +
+ + + + + +
+ + ++
+ + + + + + ++
I
Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super ICriticallFlow
ToplHeight
/IBase
Wtl
INo Wth
Station I
Elev 1
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.El.l
Elev I
Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs /Pip
-I-
L /Elem
- I -
ICh Slope I
- I -
I
-I-
I
- I -
I
- I -
- I -
SF Avel
- I -
HF ISE
- I -
DpthlFroude
- I -
NINorm
- I -
Dp
- I -
I "N" I X -Fall)
- I -
ZR
- I
IType Ch
I
I
I
152.264
I
1537.683
I
1.291
I
1538.974
5.50
2.56
I
.10
1539.08
I
.00
.83
I
1.91
I I
2.000
I
.000
.00
I
1 .0
- I -
1.038
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0011
- I -
.00
- I -
1.29
- I -
.43
- I -
.49
- I -
.013
- I -
.00
.00
1
PIPE
153.302
I
1537.720
I I
1.239
I
1538.959
I
5.50
2.69
I
.11
I
1539.07
I
.00
.83
I
1.94
I I
2.000
I
.000
.00
I
1 .0
HYDRAULIC
JUMP
153.302
I
1537.720
I
.526
I I
1538.246
- I -
I
5.50
- I -
8.34
- I -
I
1.08
I
1539.33
I
.00
- I -
.83
I
1.76
I i
2.000
I
.000
.00
I
1 .0
- I -
.993
- I -
.0354
- I -
- I -
.0258
- 1 -
.03
.53
- I -
2.40
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
154.295
I
1537.755
I
.526
I I
1538.281
I
5.50
8.34
I
1.08
I
1539.36
I
.00
.83
I
1.76
I I
2.000
I
.000
.00
I
1 .0
- I -
7.113
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0242
- I -
.17
- I -
.53
- I -
2.40
- I -
.49
- I -
.013
- I -
.00
.00
1
PIPE
161.409
I
1538.007
I
.544
I I
1538.551
I
5.50
7.95
I
.98
I
1539.53
I
.00
.83
I
1.78
I I
2.000
I
.000
.00
I
1 .0
- I -
4.914
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0211
- I -
.10
- I -
.54
- I -
2.25
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
166.323
I
1538.181
I
.563
I I
1538.744
I
5.50
7.58
I
.89
I
1539.64
I
.00
.83
I
1.80
I I
2.000
I
.000
.00
I
1 .0
3.668
.0354
.0185
.07
.56
2.10
.4 0
.013
.00
.00
PIPE
169.990
I
1538.311
I
.582
I I
1538.893
I
5.50
7.23
I
.81
I
1539.70
I
.00
.83
I
1.82
I I
2.000
I
.000
.00
I
1 .0
- I -
2.741
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0162
- I -
.04
- I -
.58
- I -
1.97
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
172.731
I
1538.408
I
.603
I I
1539.011
I
5.50
6.89
I
.74
I
1539.75
I
.00
.83
I
1.84
I I
2.000
I
.000
.00
I
1 .0
- I -
2.166
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0142
- I -
.03
- I -
.60
- I -
1.84
- I -
.49
- I -
.013
- I -
.00
.00
1
PIPE
174.897
I
1538.485
I
.624
I I
1539.109
I
5.50
6.57
I
.67
I
1539.78
I
.00
.83
I
1.85
I I
2.000
I
.000
.00
I
1 .0
- I -
1.692
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0124
- I -
.02
- I -
.62
- I -
1.72
- I -
.49
- I -
.013
- I -
.00
.00
1
PIPE
07/30/02 H -19
FILE: P: \126 - 1465 \Drainage \B3.WSW
W S P
G W- CIVILDESIGN Version
14.04
PAGE 3
Program
Package Serial Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 6 -10 -2002
Time:
1:51:54
SIERRA LAKES,
CITY OF FONTANA -
WSPG
LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO
P.A. 20
REVISED DUE TO SLP RE- ALIGNMENT - "LATERAL B -3"
I
Invert I
Depth I
Water I
4 I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight
/IBase
Wtl
INo Wth
Station I
Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth
I Width
IDia. -FTIor
I.D.I
ZL
IPrs /Pip
- I -
L /Elem ICh
- I -
Slope I
- I -
I
- I -
I
- I -
I
- I -
- I -
SF Avel
- I -
HF ISE
- I -
DpthlFroude
- I -
NINorm
- I -
Dp
- I -
I "N"
- I -
I X -Fall)
ZR
- I
IType Ch
i
176.589
I
1538.545
I
.646
I
1539.191
I
5.50
6.26
I
.61
I
1539.80
.00
I
.83
I
1.87
I
2.000
I I
.000
.00
I
1 .0
- I -
1.360
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0109
- I -
.01
- I -
.65
- I -
1.61
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
I
177.949
I
1538.593
.668
I I
1539.261
I
5.50
5.97
I
.55
I
1539.81
.00
- I -
I
.83
I
1.89
I
2.000
I I
.000
.00
I
1 .0
- I -
1.017
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0095
- I -
.01
.67
- I -
1.51
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
I
178.966
I
1538.629
.692
I I
1539.321
I
5.50
5.69
I
.50
I
1539.82
.00
- I -
I
.83
I
1.90
I
2.000
I I
.000
.00
I
1 .0
- I -
.767
- I -
.0354
- I -
- 1 -
- I -
- I -
- I -
.0083
- I -
.01
.69
- I -
1.41
- I -
.49
- I -
.013
- I -
.00
.00
1
PIPE
I
179.734
1538.656
I
.717
I
1539.373
I I
5.50
5.43
I
.46
I
1539.83
.00
I
.83
I
1.92
I
2.000
I I
.000
.00
I
1 .0
-I
.591
-I-
.0354
- i -
- I -
- I -
- I -
- I -
.0073
- I -
.00
- I -
.72
- I -
1.32
- I -
.49
- I -
.013
- I -
.00
.00
1-
PIPE
180.325
I
1538.677
I
.742
I
1539.419
I I
5.50
5.18
.42
I I
1539.84
.00
- I -
I
.83
I
1.93
I
2.000
I i
.000
.00
I
1 .0
- I -
.373
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0064
- I -
.00
.74
- I -
1.23
- I -
.49
- I -
.013
- I -
.00
.00
1
PIPE
180.698
I
1538.690
I
.769
I
1539.459
I I
5.50
4.94
.38
I I
1539.84
- I -
.00
- i -
I
.83
I
1.95
- I -
I
2.000
I I
.000
.00
I
1 .0
- I -
.214
- I -
.0354
- I -
- I -
- I -
- I -
- I -
.0056
.00
.77
- I -
1.15
.49
- I -
.013
- I -
.00
.00
1
PIPE
180.912
I
1538.698
I
.797
I
1539.495
i I
5.50
4.71
.34
I I
1539.84
.00
- I-
I
.83
I
1.96
- 1-
I
2.000
I I
.000
.00
I
1 .0
-I
.058
- I -
.0354
- I -
- I -
- I -
-I-
- I -
.0049
-I-
.00
.80
-I
1.07
.49
-I
.013
-I
.00
.00
1
PIPE
180.970
I
1538.700
I
.828
I
1539.528
I I
5.50
4.48
.31
I I
1539.84
.00
I
.83
I
1.97
I
2.000
I I
.000
.00
I
1 .0
WALL ENTRANCE
180.970
- I -
I
1538.700
- I -
I
1.283
- I -
I
1539.983
- I -
I I
5.50
- I -
.20
- I -
.00
- I -
I I
1539.98
- I -
.00
- I -
I
.13
- I -
I
21.00
- I -
I
4.330
- I -
I I
21.000
- I -
.00
I
0 .0
I
07/30/02 H -20
�r r e �■r r ® ® �w Man M M MM
FILE: P: \126 - 1465 \Drainage \E.WSW W S P G
W - EDIT LISTING - Version 14.04
Date:
6 -17 -2002
Time: 2:42:12
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
PIER /PIP WIDTH DIAMETER WIDTH
DROP
CD 1
4
1 3.000
W S P G
W
PAGE NO
1
WATER SURFACE PROFILE -
TITLE CARD
LISTING
HEADING LINE
NO
1 IS -
SIERRA LAKES, CITY OF
FONTANA -
WSPG
HEADING LINE
NO
2 IS -
LINE B ALONG SIERRA LAKES PKWY.
FROM BASIN 6 TO P.A. 20
HEADING LINE
NO
3 IS -
REVISED DUE TO SLP RE-
ALIGNMENT
- "LINE E"
W S P G
W
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
107.890 1532.170
1
1536.310
ELEMENT NO
2
IS A REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
109.280 1532.180
1
.013
.000
.000
.000
0
ELEMENT NO
3
IS A REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
144.620 1532.370
1
.013
44.996
- 45.000
.000
0
ELEMENT NO
4
IS A REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
145.240 1532.370
1
.013
.000
.000
.000
0
ELEMENT NO
5
IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT
SECT
W S ELEV
145.240 1532.370
1
1532.370
07/30/02 H -21
FILE: P: \126- 1465 \Drainage \E.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1
Program Package Serial Number: 1296
WATER SURFACE PROFILE LISTING Date: 6 -17 -2002 Time: 2:42:15
SIERRA LAKES, CITY OF FONTANA - WSPG
LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20
REVISED DUE TO SLP RE- ALIGNMENT - "LINE E"
++ x+++++++ x++++++++ x+++++++++ x++++++++++++ xxx+ x+++ xxxx+ x+++ xxx+++ xxx++++++ xx+++++ xx+ x+++ x+ xxxxx + + + + +xx +x +xxxx + + + +x +x + + +x ++ +xxx +xxx
I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip
-I- -I- - I - - I- -I- - I- -I - I - - I - - I - - I - - I - -I- -I
L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch
+++ x++ x+ xl+ x++ xxx++ I++ xxxxx+ Ixx++ xxx++ Ix+ x++ xx++ I++ xx+ xxlx++ x++ xlx+++ xxxxxlxxxxxxxlx+ xxxx+ xl + + +xxxxxl + +xxx + +Ixxx + + +xlx * + +x Ixx +x *x•
I I I I I I I I I I I I I
107.890 1532.170 4.140 1536.310 26.60 3.76 .22 1536.53 .00 1.67 .00 3.000 .000 .00 1 .0
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1-
1.390 .0072 .0016 .00 4.14 .00 1.45 .013 .00 .00 PIPE
I I I I I i I I I I I I I
109.280 1532.180 4.132 1536.312 26.60 3.76 .22 1536.53 .00 1.67 .00 3.000 .000 .00 1 .0
-I - I- -I - I - -I- - I- - I - -I- - I- -I - I - -I- -I- 1-
35.340 .0054 .0016 .06 .00 .00 1.58 .013 .00 .00 PIPE
f I I I I I I I I I I I I
144.620 1532.370 4.030 1536.400 26.60 3.76 .22 1536.62 .00 1.67 .00 3.000 .000 .00 1 .0
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1
.620 .0000 .0016 .00 4.03 .00 .00 .013 .00 .00 PIPE
I I I I I I I I I I I I I
145.240 1532.370 4.031 1536.401 26.60 3.76 .22 1536.62 .00 1.67 .00 3.000 .000 .00 1 .0
-I- - I - -I- - I- -I - I- -I- -I- - I - - I - - I- -I -I- I-
07/30/02 H -22
M M M �,
FILE: P: \126- 1465 \Drainage \F.WSW W S P G
W _ - EDIT LISTING - Version 14.04
Date:
6 -10 -2002
Time: 1:52 :11
WATER SURFACE PROFILE
- CHANNEL DEFINITION LISTING
PAGE
1
CARD SECT
CHN
NO OF AVE PIER HEIGHT ] 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
PIER /PIP WIDTH DIAMETER WIDTH
DROP
CD 1
4
1 3.000
W S P G
W
PAGE NO
1
WATER SURFACE PROFILE -
TITLE CARD
LISTING
HEADING LINE
NO
1 IS -
SIERRA LAKES, CITY OF
FONTANA -
WSPG
HEADING LINE
NO
2 IS -
LINE B ALONG SIERRA LAKES PKWY.
FROM BASIN 6 TO P.A. 20
HEADING LINE
NO
3 IS -
REVISED DUE TO SLP RE-
ALIGNMENT
- "LINE F"
W S P G
W
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
108.090 1535.270
1
1538.600
ELEMENT NO
2
IS A REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
109.280 1535.280
1
.013
.000
.000
.000
0
ELEMENT NO
3
IS A REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
144.620 1535.630
1
.013
44.996
- 45.000
.000
0
ELEMENT NO
4
IS A REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
145.240 1535.640
1
.013
.000
.000
.000
0
ELEMENT NO
5
IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT
SECT
W S ELEV
145.240 1535.640
1
1535.640
07/30/02 H -23
FILE: P: \126- 1465 \Drainage \F.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1
Program Package Serial Number: 1296
WATER SURFACE PROFILE LISTING Date: 6 -10 -2002 Time: 1:52:14
SIERRA LAKES, CITY OF FONTANA - WSPG
LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20
REVISED DUE TO SLP RE- ALIGNMENT - "LINE F"
xxxxxxx++ xxxxx+ xxxx+++++ xxx+++ xx+ x+ xxxxxxxxx++ x+ xxx+ xxx+ xxxx++++ xx+ xxx+++ x+ xxx+ xx++ x+ xx+ x+ x + + +xxxxx + +xxxx + +xxx + +x +xxxx +xxx +xxx + + ++
I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I
L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch
++++ x+ x+ xlx++ xxxx++ Ixx+ xxxxxlxx+++ x+++ Ixxxxx++ xxlxxxx++ xlxx++ x++ I xx+ x+ xxx: Ixxx++++ Ixxx++++ xl +xxx +xxxlx + + +xxxlxxx +xxxl +xxx+ Ix +x +xx+
I I I I I I I I I I I I I
108.090 1535.270 3.330 1538.600 14.70 2.08 .07 1538.67 .00 1.22 .00 3.000 .000 .00 1 .0
-I- - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1
1.190 .0084 .0005 .00 3.33 .00 1.00 .013 .00 .00 PIPE
I I I I I I I I I I I I I
109.280 1535.280 3.321 1538.601 14.70 2.08 .07 1538.67 .00 1.22 .00 3.000 .000 .00 1 .0
35.040 .0099 .0005 .02 .00 .00 .96 .013 .00 .00 PIPE
I I I I I I I I I I I I 1
144.320 1535.627 3.000 1538.627 14.70 2.08 .07 1538.69 3.00 1.22 .00 3.000 .000 .00 1 .0
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1
.300 .0099 .0005 .00 3.00 .00 .96 .013 .00 .00 PIPE
I I I I I I I I I I I I I
144.620 1535.630 2.996 1538.626 14.70 2.08 .07 1538.69 .00 1.22 .21 3.000 .000 .00 1 .0
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1-
.620 .0161 .0005 .00 3.00 .06 .85 .013 .00 .00 PIPE
I I I I I I I I I I I I I
145.240 1535.640 2.987 1538.627 14.70 2.08 .07 1538.69 .00 1.72 .40 3.000 .000 .00 1 .0
-I - I - - I - -I- - I- -I - I - - I - - I- - I- -I- -I -I I-
07/30/02 H -24
® M M M M M M M M M M M M M M M ® M
FILE: P: \126- 1465 \Drainage \G.WSW W S P G
W - EDIT LISTING - Version 14,04
Date:
6 -17 -2002
Time: 2:42:24
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 PIER /PIP WIDTH DIAMETER WIDTH
DROP
CD 1
4
1 2.500
W S P G
W
PAGE NO
1
WATER SURFACE PROFILE -
TITLE CARD
LISTING
HEADING LINE
NO
1 IS
-
SIERRA LAKES, CITY OF
FONTANA -
WSPG
HEADING LINE
NO
2 IS
-
LINE B ALONG SIERRA LAKES PKWY.
FROM BASIN 6 TO P.A. 20
HEADING LINE
NO
3 IS
-
REVISED DUE TO SLP RE-
ALIGNMENT
- "LINE G"
W S P G
W
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
103.530 1542.250
1
1545.460
ELEMENT NO
2
IS A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
109.280 1542.280
1
.013
.000
.000
.000
0
ELEMENT NO
3
IS A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
144.620 1542.470
1
.013
44.996
- 45.000
.000
0
ELEMENT NO
4
IS A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
145.240 1542.470
1
.013
.000
.000
.000
0
ELEMENT NO
5
IS A
SYSTEM HEADWORKS
U/S DATA STATION INVERT
SECT
W S ELEV
145.240 1542.470
1
1542.470
07/30/02 H -25
cill
jet Rllllli
FILE: P: \126 - 1465 \Drainage \G.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1
Program Package Serial Number: 1296
WATER SURFACE PROFILE LISTING Date: 6 -17 -2002 Time: 2:42:27
SIERRA LAKES, CITY OF FONTANA - WSPG
LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20
REVISED DUE TO SLP RE- ALIGNMENT - "LINE G"
Invert I Depth I Water I Q I Vel Vel 1 Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip
L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch
I I I I I I I I I I I I I
103.530 1542.250 3.210 1545.460 11.00 2.24 .08 1545.54 .00 1.11 .00 2.500 .000 .00 1 .0
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1-
5.750 .0052 .0007 .00 3.21 .00 1.05 .013 .00 .00 PIPE
I I I I I I I I I I I I I
109.280 1542.280 3.184 1545.464 11.00 2.24 .08 1545.54 .00 1.11 .00 2.500 .000 .00 1 .0
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1-
35.340 .0054 .0007 .03 .00 .00 1.05 .013 .00 .00 PIPE
I I I I I I 1 I I I I I I
144.620 1542.470 3.031 1545.501 11.00 2.24 .08 1545.58 .00 1.11 .00 2.500 .000 .00 1 .0
- I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1-
.620 .0000 .0007 .00 3.03 .00 .00 .013 .00 .00 PIPE
I I I I I I I I I I I I I
145.240 1542.470 3.031 1545.501 11.00 2.24 .08 1545.58 .00 1.11 .00 2.500 .000 .00 1 .0
-I- - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
07/30/02 H -26
REFERENCES & MAPS
06/17/02
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