HomeMy WebLinkAboutTract 16085M
X
Existing Condition
This site is located at the north east corner of Beech Avenue & Baseline Avenue and is
currently undeveloped with natural cover. This 40 -acre site currently drains in a north to
south direction with flows being collected by the existing swale on the north side of
Baseline Avenue. Located to the north is existing tract 14775 which currently drains 2.6
acres of this development on to this project. To the east of this project is barren land with
no contributory flows.
Developed Condition
The proposed project will be rough graded in two phases. The first phase encompasses
the northern half of the tract composing of 25 acres±. With the first phase the developed
flows will be conveyed by the streets and will not require a storm drain system. Since the
abutting portion of the Baseline Box will not occur until the summer of 2001 an interim�(1
Year) erosion control basin will be constructed with the first phase grading at the
southerly end of the tract. This basin isiJ!d to retain a 10 year 24 hour storm event
(7.1 acre feet) The basin will have thre 12°cyameter pipes to drain off the discharge.
This basin will be maintained by the ddtelpKer and shall be in place for one year only.
When this project is fully developed disarge from this tract will be collected and
conveyed to the Baseline Box Storm q rain.
TRACi)16085
DETENTION BASIN EXHIBIT
7
sclv"-w I
f
BASELINE AVENUE ALLARD ENGINEERING
Civil Engineering — Land Planning
6101 Cherry Avenue
SAM CAPACME& WATER SUWACE ELEV.: IM.OmM AC. FT Fontana, California 92336
WATER WFACE ELEV.: IM,5m7.1 AC. FT. (909) 899-5011 Fax (909) 899-5014
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
�r.. Ver. 5.1A Release Date: 08/01/95 License ID 1400
,*Mo Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVE.
FONTANA CA. 92336
TEL. (909) 899-5011 FAX (909) 899-5014
xxxxxxxxxxxx*#i******#xx## DESCRIPTION OF STUDY
* TRACT 16085 - Q10 HYDROLOGY FOR PHASE 1 ROUGH GRADING
x
* +
FILE NAME: 16085.DAT
TIME/DATE OF STUDY: 9: 8 10/ 4/2000
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. -(FT)---(FT)-- SIDE -/-SIDE/ WAY- -(FT)- -(FT) -(FT)- (FT) - --(n)--
1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500
2 18.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500
3 20.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = .80 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
------------------------- -
INITIAL SUBAREA FLOW-LENGTH(FEET) 780.00
ELEVATION DATA: UPSTREAM(FEET) = 1383.30 DOWNSTREAM(FEET) = 1367.80
Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE))** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.222
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.598
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
"5-7 DWELLINGS/ACRE" A 5.20 .98 .50 32 12.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) = 9.88
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 9.88
FLOW PROCESS FROM NODE 12 00 TO NODE 13 00 IS CODE = 2.1
*
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
-------------------------------------- -------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00
ELEVATION DATA: UPSTREAM(FEET) = 1385.30 DOWNSTREAM(FEET) =
1370.80
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.386
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.577
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
"5-7 DWELLINGS/ACRE" A 5.20 .98 .50
32 12.39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) = 9.78
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 9.78
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 2.1
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
---------------------------- -
INITIAL SUBAREA FLOW-LENGTH(FEET) 580.00
ELEVATION DATA: UPSTREAM(FEET) = 1386.90 DOWNSTREAM(FEET) = 1376.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.998
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.768
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
"5-7 DWELLINGS/ACRE" A 4.20 .98 .50 32 11.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
pAw SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) = 8.62
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 8.62
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 2.1
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
-------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00
ELEVATION DATA: UPSTREAM(FEET) = 1402.80 DOWNSTREAM(FEET) = 1392.80
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.937
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.135
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
"5-7 DWELLINGS/ACRE" A 2.60 .98 .50 32 8.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTIQN, Ap = .50
SUBAREA RUNOFF(CFS) = 6.19
TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 6.19
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 6.2
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STREET TABLE SECTION # 3 USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1392.80 DOWNSTREAM ELEVATION(FEET) = 1389.20
STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) = 020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.21
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .32
HALFSTREET FLOOD WIDTH(FEET) = 9.57
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11
STREET FLOW TRAVEL TIME(MIN.) = .67 Tc(MIN.) = 9.61
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.002
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
115-7 DWELLINGS/ACRE" A .90 .98 .50
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.04
EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) _
.49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) =
7.92
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 9.90
FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITY(FT*FT/SEC.) =
1.17
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 6.2
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED) < <<<
----------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1389.20 DOWNSTREAM ELEVATION(FEET) = 1385.60
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL).020
.020
OUTSIDE STREET CROSSFALL(DECIMAL) .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.62
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .38
HALFSTREET FLOOD WIDTH(FEET) = 12.65
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06
STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 11.39
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.710
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.70 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.40
EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 10.40
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.04
FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 6.2
doob'------------------------------------- -------------------------------
>> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA- <<<
>> >>>(STREET TABLE SECTION # 2 USED) « «
UPSTREAM ELEVATION(FEET) = 1385.60 DOWNSTPEAM ELEVATION(FEET) = 1376.40
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
#err STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.01
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .36
HALFSTREET FLOOD WIDTH(FEET) = 11.79 -
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.56
STREET FLOW TRAVEL TIME(MIN.) = 1.16 TC(MIN.) = 12.55
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.557
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.80 .98 .50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 5.21
EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED FM(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 14.90
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 12.49
FLOW VELOCITY(FEET/SEC.) = 4.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 8.00 TC(MIN.) = 12.55
EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED Fm(INCH/HR)= .49
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50
PEAK FLOW RATE(CFS) = 14.90
----------------
fw� END OF RATIONAL METHOD ANALYSIS
N
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
000. Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVE.
FONTANA CA. 92336
TEL. (909) 899-5011 FAX (909) 899-5014
DESCRIPTION OF STUDY
* TRACT 16085 - Q100 HYDROLOGY FOR PHASE 1 ROUGH GRADING
+
+
FILE NAME: 16085.DAT
TIME/DATE OF STUDY: 8:56 10/ 4/2000
--------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
*TIME -OF -CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5200
*ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
D. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500
2 18.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500
3 20.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1250 .01500
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = .80 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1
------------------------------------_---------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00
ELEVATION DATA: UPSTREAM(FEET) = 1383.30 DOWNSTREAM(FEET) = 1367.80
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.222
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.949
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 5.20 .80 .50 52 12.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
eolk,,, SUBAREA RUNOFF(CFS) = 16.62
4 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 16.62
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 2.1
---------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00
ELEVATION DATA: UPSTREAM(FEET) = 1385.30 DOWNSTREAM(FEET) = 1370.80
Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.386
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.917
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
115-7 DWELLINGS/ACRE" A 5.20 .80 .50 52 12.39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) = 16.47
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 16.47
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 2.1
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< « <
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00
ELEVATION DATA: UPSTREAM(FEET) = 1386.90 DOWNSTREAM(FEET) = 1376.10
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.998
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.207
SUBAREA TC AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.20 .80 .50 52 11.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) = 14.40
TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 14.40
A(
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 2.1
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00
ELEVATION DATA: UPSTREAM(FEET) = 1402.80 DOWNSTREAM(FEET) = 1392.80
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.937
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.765
SUBAREA Tc AND LOSS RATE DATA(AMC.III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 2.60 .80 .50 52 8.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA RUNOFF(CFS) = 10.22
TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 10.22
xxx++xx+x++xx+xxx+xxxxxxxxxxxxx+x+xxxx+xxxx+x++++++xx+xx+xx++xxxx+xx+xx+++xx
FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 6.2
--------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STREET TABLE SECTION # 3 USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1392-80 DOWNSTREAM ELEVATION(FEET) = 1389.20
STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.91
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
(may STREET FLOW DEPTH(FEET) = .36
HALFSTREET FLOOD WIDTH(FEET) = 11.76
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43
STREET FLOW TRAVEL TIME(MIN.) = .59 Tc(MIN.) = 9.52
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.586
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A .90 .80 .50 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 3.39
EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) _ .40
AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 13.19
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.30
FLOW VELOCITY(FEET/SEC.) = 4.04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.50
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 6.2
-----------------------------------------------------------------------_----
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 2 USED) <<<<
---------------------------------------------- -
UPSTREAM ELEVATION(FEET) = 1389.20 DOWNSTREAM ELEVATION(FEET) = 1385.60
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.09
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .44
HALFSTREET FLOOD WIDTH(FEET) = 15.54
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39
STREET FLOW TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 11.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.184
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.70 .80 .50 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.79
EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) _ .40
AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 17.72
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.16
FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46
+tss++xxx+wxx+++txs+++sssssxxss+xssssssxsss+xssss+ssssssss+xssss++++xs+++x++
FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 6.2
» >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STREET TABLE SECTION # 2 USED) « <<<
--------------------------------------
UPSTREAM ELEVATION(FEET) = 1385.60 DOWNSTREAM ELEVATION(FEET) = 1376.40
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) _ .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.22
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .42
HALFSTREET FLOOD WIDTH(FEET) = 14.68
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.89
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.05
STREET FLOW TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 12.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.968
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
115-7 DWELLINGS/ACRE" A 2.80 .80 .50 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 9.00
EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED Fm(INCH/HR) _ .40
AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50
TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 25.70
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 15.54
FLOW VELOCITY(FEET/SEC.) = 5.07 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22
------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 8.00 TC(MIN.) = 12.12
EFFECTIVE AREA(ACRES) = 8.00 AREA -AVERAGED Fm(INCH/HR)= .40
AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50
PEAK FLOW RATE(CFS) = 25.70
swook END OF RATIONAL METHOD ANALYSIS
volwl
m
-------------------------- -
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVE.
FONTANA, CA. 92336
TEL 909-899-5011 FAX 909-899-5014
*********+**************** DESCRIPTION OF STUDY •*****'****************'**
* TRACT 16085 - STREET CAPACITY CALCS - Q100 = 13.2
* 50' R/W & 36' CB TO CB
*
TIME/DATE OF STUDY: 9:59 10/ 4/2000
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 :
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1
.00
100.00
2
7.00
99.85
3
7.17
99.35
4
8.50
99.46
5
8.51
99.49
6
25.00
99.82
SUBCHANNEL
SLOPE(FEET/FEET) = .006500
SUBCHANNEL
MANNINGS FRICTION FACTOR =
.015000
............................................................................
SUBCHANNEL FLOW(CFS) = 6.8
SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.80
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.415
SUBCHANNEL FROUDE NUMBER = 1.033
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 16.49
SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .17
----------------------------------------------------------------------------
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 :
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 25.00 99.82
2 41.49 99.49
3 41.50 99.46
4 42.83 99.35
5 43.00 99.85
6 50.00 100.00
SUBCHANNEL SLOPE(FEET/FEET) = .006500
SUBCHANNEL MANNINGS FRICTION FACTOR = .015000
............................................................................
SUBCHANNEL FLOW(CFS) = 6.8
SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.80
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.415
SUBCHANNEL FROUDE NUMBER = 1.033
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 16.49
SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .17
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 13.20
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 13.52
y ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION .. ................ . ...... 99.79 O.K. - BELOW T.C.
NOTE: WT:TER SURFACE IS BEL.CW EXTREME
----------------------
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING
6101 CHERRY AVE.
FONTANA, CA. 92336
TEL 909-899-5011 FAX 909-899-5014
+*x++**x++**xx**xx#+*x##++ DESCRIPTION OF STUDY +***#xxx##+++*##***#+#*x++
* TRACT 16085 - STREET CAPACITY CALLS.
* 50' R/W & 36' CB TO CB - SLOPE = 2.03% - Q100 = 25.7
*
TIME/DATE OF STUDY: 9:43 10/ 4/2000
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 :
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 .00 100.00
2 7.00 99.85
3 7.17 99.35
4 8.50 99.46
5 8.51 99.49
6 25.00 99.82
SUBCHANNEL SLOPE(FEET/FEET) = .020300
SUBCHANNEL MANNINGS FRICTION FACTOR = .015000
ss...........................................................................
SUBCHANNEL FLOW(CFS) 12.9
SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.97
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.349
SUBCHANNEL FROUDE NUMBER = 1.834
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 16.99
SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .17
----------------------------------------------------------------------------
----------------------------------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 :
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 25.00 99.82
2 41.49 99.49
3 41.50 99.46
4 42.83 99.35
5 43.00 99.85
6 50.00 100.00
SUBCHANNEL SLOPE(FEET/FEET) = .020300
SUBCHANNEL MANNINGS FRICTION FACTOR = .015000
............................................................................
SUBCHANNEL FLOW(CFS) = 12.9
SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.97
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.349
SUBCHANNEL FROUDE NUMBER = 1.834
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 16.99
SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .17
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 25.70
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 25.80
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION..... 99.80 O.K. - BELOW T -C.
NOTE: WATER SURFACE IS BELOW EXTREME
6
5
R/W
5'-�
PUE
F Z.
, 5.5'
50'
18' _
V 1 1
HORIZ: 1" = 10'
VERT: 1 " = 2'
18'
25'
R/W
05'
PUE
7� ;
5.5.
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVSLDESIGN, 1989 - 1999, Version 6.0
Study date 10/04/00
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
--------------------------------------------------------------------
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Allard Engineering, Fontana, California - SIN 643
---------------------------------------------------------------------
TRACT 16085 - 10 YR. / 24 HR. HYDROGRAPH
FN = tr16085
Storm Event Year = 10
Antecedent Moisture Condition = 2
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall
intensity
isohyetal data:
Sub -Area
Duration
Isohyetal
(AC.)
(hours)
(In)
Rainfall data for year
10
6.90
1
1.00
------------------------------------------------------------------
Rainfall data for year
10
6.90
6
2.62
------------------------------------------------------------------
Rainfall data for year
10
6.90
24
5.70
-----------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
******** Area -averaged
max loss
rate, Fm ********
SCS curve SCS curve
Area
(Ac.)
Area Fp(Fig CO
Fraction (In/Hr)
Ap
(dec.)
Fm
(In/Hr)
No.(AMCII) NO.(AMC 2)
70.0 70.0
6.90
0.234 0.532
1.000
0.532
32.0 32.0
22.60
0.766 0.978
0.500
0.489
Area -averaged adjusted loss rate Fm (In/Hr) = 0.499
********* Area -Averaged low loss rate fraction, Yb **********
Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC2) Yield Fr
6.90 0.234 70.0 70.0 4.29 0.451
11.30 0.383 32.0 32.0 21.25 0.016
11.30 0.383 98.0 98.0 0.20 0.958
Area -averaged catchment yield fraction, Y = 0.479
Area -averaged low loss fraction, Yb = 0.521
Direct entry of lag time by user
.w++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Watershed area = 29.50(Ac.)
r Catchment Lag time = 0.170 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 49.0196
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.499(In/Hr)
Average low loss rate fraction (Yb) = 0.521 (decimal)
VALLEY DEVELOPED S -Graph proportion = 0.760
VALLEY UNDEVELOPED S -Graph proportion = 0.240
FOOTHILL S -Graph proportion = 0.000
MOUNTAIN S -Graph proportion = 0.000
DESERT S -Graph proportion = 0.000
Computed peak 5 -minute rainfall = 0.370(In)
Computed peak 30 -minute rainfall = 0.758(In)
Specified peak 1 -hour rainfall = 1.000(In)
Computed peak 3 -hour rainfall = 1.805(In)
Specified peak 6 -hour rainfall = 2.620(In)
Specified peak 24-hour rainfall = 5.700(In)
Rainfall depth area reduction factors:
Using a total area of 6.90(Ac.) (Ref: fig. E-4)
5 -minute factor
= 1.000
Adjusted
rainfall =
0.370(In)
30 -minute factor
= 1.000
Adjusted
rainfall =
0.758(In)
1 -hour factor =
1.000
Adjusted
rainfall =
1.000(In)
3 -hour factor =
1.000
Adjusted
rainfall =
1.805(In)
6 -hour factor =
1.000
Adjusted
rainfall =
2.620(In)
24-hour factor =
---------------------------------------------------------------------
1.000
Adjusted
rainfall =
5.700(In)
U n i t H y d r o g r a p h
Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
(K =
356.77 (CFS))
1
4.776
17.040
2
29.313
87.538
3
65.536
129.231
4
85.335
70.637
5
92.774
26.542
6
95.415
9.422
7
96.913
5.342
8
97.905
3.538
9
98.374
1.676
10
98.745
1.321
11
99.068
1.153
12
99.314
0.879
13
99.513
0.711
14
99.667
0.546
15
99.786
0.425
16
99.904
0.420
17
100.000
0.344
---------------------------------------------------------------------
Peak Unit
Adjusted mass
rainfall Unit rainfall
Number
(In)
(In)
1
0.3700
0.3700
2
0.4882
0.1182
3
0.5742
0.0860
4
0.6442
0.0700
5
0.7043
0.0601
6
0.7576
0.0533
7
0.8058
0.0482
8
0.8500
0.0442
9
0.8910
0.0410
10
0..9294
0.0384
11
0.9655
0.0361
12
0.9997
0.0342
13
1.0437
0.0440
14
1.0861
0.0424
15
1.1271
0.0411
16
1.1670
0.0398
17
1.2056
0.0387
18
1.2433
0.0376
19
1.2799
0.0367
20
1.3157
0.0358
21
1.3507
0.0350
22
1.3850
0.0342
23
1.4185
0.0335
24
1 4513
0 0328
25
1.4835
0.0322
26
1.5151
0.0316
27
1.5462
0.0311
28
1.5768
0.0305
29
1.6068
0.0300
30
1.6364
0.0296
31
1.6655
0.0291
32
1.6942
0.0287
33
1.7224
0.0283
34
1.7503
0.0279
35
1.7778
0.0275
36
1.8049
0.0271
37
1.8317
0.0268
38
1.8582
0.0264
39
1.8843
0.0261
40
1.9101
0.0258
41
1.9356
0.0255
42
1.9609
0.0252
43
1.9858
0.0250
44
2.0105
0.0247
45
2.0350
0.0244
46
2.0592
0.0242
47
2.0831
0.0239
48
2.1068
0.0237
49
2.1303
0.0235
50
2.1536
0.0233
51
2.1766
0.0230
52
2.1995
0.0228
53
2.2221
0.0226
54
2.2445
0.0224
55
2.2668
0.0223
56
2.2889
0.0221
57
2.3107
0.0219
58
2.3324
0.0217
59
2.3540
0.0215
60
2.3753
0.0214
61
2.3965
0.0212
62
2.4176
0.0210
63
2.4385
0.0209
64
2.4592
0.0207
65
2.4798
0.0206
66
2.5002
0.0204
67
2.5205
0.0203
68
2.5407
0.0202
69
2.5607
0.0200
70
2.5806
0.0199
71
2.6003
0.0198
72
2.6199
0.0196
73
2.6403
0.0203
74
2.6605
0.0202
75
2.6806
0.0201
76
2.7006
0.0200
77
2.7205
0.0199
78
2.7402
0.0198
79
2.7598
0.0196
80
2.7794
0.0195
81
2.7988
0.0194
82
2.8181
0.0193
83
2.8374
0.0192
84
2.8565,
0.0191
85
2.8755
0.0190
86
2.8944
0.0189
87
2.9132
0.0188
88
2.9320
0.0187
89
2.9506
0.0186
90
2.9691
0.0185
91
2.9876
0.0185
92
3.0060
0.0184
93
3.0242
0.0183
94
3.0424
0.0182
95
3.0605
0.0181
96
3.0785
0.0180
97
3.0965
0.0179
98
3.1143
0.0179
99
3.1321
0.0178
100
3.1498
0.0177
ate,.
101
3.1674
0.0176
102
3.1850
0.0175
103
3.2025
0.0175
104
3.2199
0.0174
105
3.2372
0.0173
106
3.2544
0.0173
107
3.2710
0.0172
108
3.2887
0.0171
109
3.3058
0.0170
110
3.3227
0.0170
111
3.3396
0.0169
112
3.3565
0.0168
,oma.
113
3.3732
0.0168
114
3.3900
0.0167
I*AW
115
3.4066
0.0166
116
3.4232
0.0166
117
3.4397
0.0165
118
3.4561
0.0165
119
3.4725
0.0164
120
3.4889
0.0163
121
3.5051
0.0163
122
3.5213
0.0162
123
3.5375
0.0162
124
3.5536
0.0161
125
3.5696
0.0160
126
3.5856
0.0160
127
3.6016
0.0159
128
3.6174
0.0159
129
3.6332
0.0158
130
3.6490
0.0158
131
3.6647
0.0157
132
3.6804
0.0157
133
3.6960
0.0156
134
3.7115
0.0156
135
3.7271
0.0155
136
3.7425
0.0155
137
3.7579
0.0154
138
3.7733
0.0154
139
3.7886
0.0153
140
3.8038
0.0153
141
3.8190
0.0152
142
3.8342
0.0152
143
3.8493
0.0151
144
3.8644
0.0151
145
3.8794
0.0150
146
3.8944
0.0150
147
3.9093
0.0149
600�"
148
3.9242
0.0149
I%W
149
3.9391
0.0148
150
3.9539
0.0148
151
3.9686
0.0148
152
3.9833
0.0147
153
3.9980
0.0147
154
4.0126
0.0146
155
4.0272
0.0146
156
4.0418
0.0145
157
4.0563
0.0145
158
4.0708
0.0145
159
4.0852
0.0144
160
4.0996
0.0144
161
4.1139
0.0143
162
4.1282
0.0143
163
4.1425
0.0143
164
4.1567
0.0142
165
4.1709
0.0142
166
4.1851
0.0142
167
4.1992
0.0141
168
4.2133
0.0141
169
4.2273
0.0140
170
4.2413
0.0140
171
4.2553
0.0140
172
4.2692
0.0139
173
4.2831
0.0139
174
4.2970
0.0139
175
4.3108
0.0138
176
4.3246
0.0138
177
4.3384
0.0138
178
4.3521
0.0137
179
4.3658
0.0137
180
4.3795
0.0137
181
4.3931
0.0136
182
4.4067
0.0136
183
4.4202
0.0136
184
4.4338
0.0135
185
4.4473
0.0135
186
4.4607
0.0135
187
4.4741
0.0134
188
4.4875
0.0134
189
4.5009
0.0134
190
4.5143
0.0133
191
4.5276
0.0133
192
4.5408
0.0133
�..
193
4.5541
0.0132
194
4.5673
0.0132
195
4.5805
0.0132
196
4.5936
0.0132
197
4.6068
0.0131
198
4.6199
0.0131
199
4.6329
0.0131
200
4.6460
0.0130
201
4.6590
0.0130
202
4.6720
0.0130
203
4.6849
0.0130
204
4.6978
0.0129
205
4.7107
0.0129
206
4.7236
0.0129
207
4.7365
0.0128
208
4.7493
0.0128
209
4.7621
0.0128
210
4.7748
0.0128
211
4.7876
0.0127
212
4.8003
0.0127
213
4.8129
0.0127
214
4.8256
0.0127
215
4.8382
0.0126
216
4.8508
0.0126
217
4.8634
0.0126
218
4.8760
0.0126
219
4.8885
0.0125
220
4.9010
0.0125
221
4.9135
0.0125
222
4.9259
0.0125
223
4.9384
0.0124
224
4.9508
0.0124
225
4.9632
0.0124
226
4.9755
0.0124
227
4.9878
0.0123
228
229
5.0002
5.0124
0.0123
0.0123
230
5.0247
0.0123
231
5.0369
0.0122
232
5.0491
0.0122
233
5.0613
0.0122
234
5.0735
0.0122
235
5.0857
0.0121
236
5.0978
0.0121
237
5.1099
0.0121
238
5.1220
0.0121
239
5.1340
0.0121
240
5.1460
0.0120
241
5.1581
0.0120
242
5.1700
0.0120
243
5.1820
0.0120
244
5.1940
0.0119
245
5.2059
0.0119
246
5.2178
0.0119
247
5.2297
0.0119
248
5.2415
0.0119
249
5.2534
0.0118
.250
5.2652
0.0118
251
5.2770
0.0118
252
5.2888
0.0118
253
5.3005
0.0118
254
5.3123
0.0117
255
5.3240
0.0117
256
5.3357
0.0117
257
5.3474
0.0117
258
5.3590
0.0117
259
5.3706
0.0116
260
5.3823
0.0116
00%,
261
5.3939
0.0116
262
5.4054
0.0116
263
5 4170
0.0116
264
5 4285
0.0115
265
4401
0.0115
266
5 4516
0.0115
267
5.4630
0.0115
268
5.4745
0.0115
269
5.4859
0.0114
270
5.4974
0.0114
271
5.5088
0.0114
272
5.5202
0.0114
.0"1
273
5.5315
0.0114
274
5.5429
0.0114
275
5.5542
0.0113
276
5.5655
0.0113
277
5.5768
0.0113
278
5.5881
0.0113
279
5.5994
0.0113
280
5.6106
0.0112
281
5.6219
0.0112
282
5.6331
0.0112
283
5.6443
0.0112
284
5.6554
0.0112
285
5.6666
0.0112
286
5.6777
0.0111
287
5.6888
0.0111
288
5.7000
0.0111
---------------------------------------------------------------------
Unit
Unit
Unit
Effective
Period
Rainfall
Soil-Loss
Rainfall
(number)
(In)
(In)
(In)
---------------------------------------------------------------------
1
0.0111
0.0058
0.0053
2
0.0111
0.0058
0.0053
3
0.0112
0.0058
0.0053
4
0.0112
0.0058
0.0053
5
0.0112
0.0058
0.0054
6
0.0112
0.0059
0.0054
7
0.0113
0.0059
0.0054
8
0.0113
0.0059
0.0054
9
0.0113
0.0059
0.0054
10
0.0113
0.0059
0.0054
11
0.0114
0.0059
0.0054
12
0.0114
0.0059
0.0055
13
0.0114
0.0060
0.0055
14
0.0114
0.0060
0.0055
15
0.0115
0.0060
0.0055
16
0.0115
0.0060
0.0055
17
0.0115
0.0060
0.0055
18
0.0116
0.0060
0.0055
19
0.0116
0.0060
0.0056
20
0.0116
0.0061
0.0056
21
0.0117
0.0061
0.0056
22
0.0117
0.0061
0.0056
23
0.0117
0.0061
0.0056
24
0.0117
0.0061
0.0056
25
0.0118
0.0061
0.0056
26
0.0118
0.0062
0.0056
27
0.0118
0.0062
0.0057
28
0.0119
0.0062
0.0057
29
0.0119
0.0062
0.0057
30
0.0119
0.0062
0.0057
31
0.0120,
0.0062
0.0057
32
0.0120
0.0062
0.0057
33
0.0120
0.0063
0.0058
34
0.0121
0.0063
0.0058
35
0.0121
0.0063
0.0058
36
0.0121
0.0063
0.0058
37
0.0122
0.0063
0.0058
38
0.0122
0.0064
0.0058
39
0.0122
0.0064
0.0059
40
0.0123
0.0064
0.0059
41
0.0123
0.0064
0.0059
42
0.0123
0.0064
0.0059
43
0.0124
0.0065
0.0059
44
0.0124
0.0065
0.0059
45
0.0125
0.0065
0.0060
46
0.0125
0.0065
0.0060
47
0.0125
0.0065
0.0060
48
0.0126
0.0065
0.0060
49
0.0126
0.0066
0.0060
50
0.0126
0.0066
0.0060
51
0.0127
0.0066
0.0061
S2
0.0127
0.0066
0.0061
53
0.0128
0.0067
0.0061
54
0.0128
0.0067
0.0061
55
0.0128
0.0067
0.0061
56
0.0129
0.0067
0.006
57
0.0129
0.0067
0.0062
58
0.0130
0.0068
0.0062
59
0.0130
0.0068
0.0062
loom.,
60
0.0130
0.0068
0.0062
61
0.0131
0.0068
0.0063
62
0.0131
0.0068
0.0063
63
0.0132
0.0069
0.0063
64
0.0132
0.0069
0.0063
65
0.0133
0.0069
0.0064
66
0.0133
0.0069
0.0064
67
0.0134
0.0070
0.0064
68
0.0134
0.0070
0.0064
69
0.0135
0.0070
0.0064
70
0.0135
0.0070
0.0065
71
0.0136
0.0071
0.0065
72
0.0136
0.0071
0.0065
73
0.0137
0.0071
0.0065
74
0.0137
0.0071
0.0066
75
0.0138
0.0072
0.0066
76
0.0138
0.0072
0.0066
77
0.0139
0.0072
0.0066
78
0.0139
0.0072
0.0067
79
0.0140
0.0073
0.0067
80
0.0140
0.0073
0.0067
81
0.0141
0.0073
0.0067
82
0.0141
0.0074
0.0068
83
0.0142
0.0074
0.0068
84
0.0142
0.0074
0.0068
85
0.0143
0.0075
0.0068
86
0.0143
0.0075
0.0069
87
0.0144
0.0075
0.0069
88
0.0145
0.0075
0.0069
89
0.0145
0.0076
0.0070
90
0.0146
0.0076
0.0070
91
0.0147
0.0076
0.0070
92
0.0147
0.0077
0.0070
93
0.0148
0.0077
0.0071
94
0.0148
0.0077
0.0071
95
0.0149
0.0078
0.0071
96
0.0150
0.0078
0.0072
97
0.0151
0.0079
0.0072
98
0.0151
0.0079
0.0072
99
0.0152
0.0079
0.0073
100
0.0153
0.0080
0.0073
101
0.0154
0.0080
0.0074
102
0.0154
0.0080
0.0074
103
0.0155
0.0081
0.0074
104
0.0156
0.0081
0.0074
105
0.0157
0.0082
0.0075
106
0.0157
0.0082
0.0075
107
0.0158
0.0082
0.0076
108
0.0159
0.0083
0.0076
109
0.0160
0.0083
0.0077
110
0.0160
0.0084
0.0077
111
0.0162
0.0084
0.0077
112
0.0162
0.0085
0.0078
113
0.0163
0.0085
0.0078
114
0.0164
0.0085
0.0078
115
0.0165
0.0086
0.0079
116
0.0166
0.0086
0.0079
117
0.0167
0.0087
0.0080
118
0.0168
0.0087
0.0080
119
0.0169
0.0088
0.0081
120
0.0170
0.0088
0.0081
121
0.0171
0.0089
0.0082
122
0.0172
0.0090
0.0082
123
0.0173
0.0090
0.0083
124
0.0174
0.0091
0.0083
125
0.0175
0.0091
0.0084
126
0.0176
0.0092
0.0084
127
0.0178
0.0093
0.0085
128
129
0.0179
0.0180
0.0093
0.0094
0.0085
0.0086
130
0.0181
0.0094
0.0087
131
0.0183
0.0095
0.0087
132
0.0184
0.0096
0.0088
133
0.0185
0.0097
0 0089
134
0.0186
0.0097
0.0089
135
0.0188
0.0098
0.0090
136
0.0189
0.0099
0.0091
137
0.0191
0.0100
0.0092
138
0.0192
0.0100
0.0092
139
0.0194
0.0101
0.0093
140
0.0195
0.0102
0.0094
141
0.0198
0.0103
0.0095
142
0.0199
0.0104
0.0095
143
0.0201
0.0105
0.0096
144
0.0202
0.0105
0.0097
145
0.0196
0.0102
0.0094
146
0.0198
0.0103
0.0095
147
0.0200
0.0104
0.0096
148
0.0202
0.0105
0.0096
149
0.0204
0.0107
0.0098
150
0.0206
0.0107
0.0099
151
0.0209
0.0109
0.0100
152
0.0210
0.0110
0.0101
153
0.0214
0.0111
0.0102
154
0.0215
0.0112
0.0103
155
0.0219
0.0114
0.0105
156
0.0221
0.0115
0.0106
157
0.0224
0.0117
0.0107
158
0.0226
0.0118
0.0108
159
0.0230
0.0120
0.0110
160
0.0233
0.0121
0.0111
161
0.0237
0.0124
0.0114
162
0.0239
0.0125
0.0115
163
0.0244
0.0127
0.0117
164
0.0247
0.0129
0.0118
165
0.0252
0.0132
0.0121
166
0.0255
0.0133
0.0122
167
0.0261
0.0136
0.0125
168
0.0264
0.0138
0.0127
169
0.0271
0.0141
0.0130
170
0.0275
0.0143
0.0132
171
0.0283
0.0147
0.0135
172
0.0287
0.0150
0.0137
173
0.0296
0.0154
0.0142
174
0.0300
0.0157
0.0144
175
0.0311
0.0162
0.0149
%ftw
176
0.0316
0.0165
0.0151
177
0.0328
0.0171
0.0157
178
0.0335
0.0175
0.0160
179
0.0350
0.0182
0.0167
180
0.0358
0.0187
0.0171
181
0.0376
0.0196
0.0180
182
0.0387
0.0202
0.0185
183
0.0411
0.0214
0.0197
184
0.0424
0.0221
0.0203
185
0.0342
0.0178
0.0164
186
0.0361
0.0188
0.0173
187
0.0410
0.0214
0.0196
188
0.0442
0.0230
0.0212
189
0.0533
0.0278
0.0255
190
0.0601
0.0314
0.0288
191
0.0860
0.0416
0.0444
192
0.1182
0.0416
0.0766
193
0.3700
0.0416
0.3284
194
0.0700
0.0365
0.0335
195
0.0482
0.0251
0.0231
196
0.0384
0.0200
0.0184
197
0.0440
0.0229
0.0211
198
0.0398
0.0208
0.0191
199
0.0367
0.0191
0.0176
200
0.0342
0.0178
0.0164
201
0.0322
0.0168
0.0154
202
0.0305
0.0159
0.0146
203
0.0291
0.0152
0.0139
204
0.0279
0.0145
0.0133
205
0.0268
0.0140
0.0128
206
0.0258
0.0135
0.0124
207
0.0250
0.0130
0.0119
208
0.0242
0.0126
0.0116
209
0.0235
0.0122
0.0112
low
210
0.0228
0.0119
0.0109
211
0.0223
0.0116
0.0107
212
0.0217
0.0113
0.0104
213
0.0212
0.0111
0.0101
214
0.0207
0.0108
0.0099
215
0.0203
0.0106
0.0097
216
0.0199
0.0104
0.0095
217
0.0203
0.0106
0.0097
218
0.0200
0.0104
0.0096
219
0.0196
0.0102
0.0094
220
0.0193
0.0101
0.0092
221
0.0190
0.0099
0.0091
222
0.0187
0.0098
0.0090
223
0.0185
0.0096
0.0088
224
0.0182
0.0095
0.0087
225
0.0179
0.0094
0.0086
226
0.0177
0.0092
0.0085
227
0.0175
0.0091
0.0084
228
0.0173
0.0090
0.0083
229
0.0170
0.0089
0.0082
230
0.0168
0.0088
0.0081
231
0.0166
0.0087
0.0080
232
0.0165
0.0086
0.0079
233
0.0163
0.0085
0.0078
234
0.0161
0.0084
0.0077
235
0.0159
0.0083
0.0076
236
0.0158
0.0082
0.0075
237
0.0156
0.0081
0.0075
238
0.0155
0.0081
0.0074
239
0.0153
0.0080
0.0073
240
0.0152
0.0079
0.0073
241
0.0150
0.0078
0.0072
242
0.0149
0.0078
0.0071
243
0.0148
0.0077
0.0071
244
0.0146
0.0076
0.0070
245
0.0145
0.0076
0.0069
246
0.0144
0.0075
0.0069
247
0.0143
0.0074
0.0068
248
0.0142
0.0074
0.0068
249
0.0140
0.0073
0.0067
250
0.0139
0.0073
0.0067
251
0.0138
0.0072
0.0066
252
0.0137
0.0072
0.0066
253
0.0136
0.0071
0.0065
254
0.0135
0.0071
0.0065
255
0.0134
0.0070
0.0064
256
0.0133
0.0070
0.0064
257
0.0132
0.0069
0.0063
258
0.0132
0.0069
0.0063
259
0.0131
0.0068
0.0063
260
0.0130
0.0068
0.0062
261
0.0129
0.0067
0.0062
262
0.0128
0.0067
0.0061
263
0.0127
0.0066
0.0061
264
0.0127
0.0066
0.0061
265
0.0126
0.0066
0.0060
266
0.0125
0.0065
0.0060
267
0.0124
0.0065
0.0060
268
0.0124
0.0064
0.0059
269
0.0123
0.0064
0.0059
270
0.0122
0.0064
0.0058
271
0.0121
0.0063
0.0058
272
0.0121
0.0063
0.0058
273
0.0120
0.0063
0.0058
274
0.0119
0.0062
0.0057
275
0.0119
0.0062
0.0057
276
0.0118
0.0062
0.0057
277
0.0118
0.0061
0.0056
278
0.0117
0.0061
0.0056
279
0.0116
0.0061
0.0056
280
0.0116
0.0060
0.0055
281
0.0115
0.0060
0.0055
282
0.0115
0.0060
0.0055
283
0.0114
0.0059
0.0055
284
0.0114
0.0059
0.0054
285
0.0113
0.0059
0.0054
286
0.0112
0.0059
0.0054
287
0.0112
0.0058
0.0054
��IIA
288
0.0111
0.0058
0.0053
------------------------------------------------------------
--------------------------------------------------------------------
Total soil rain
loss =
2.80(In)
Total effective
rainfall
= 2.9011n)
Peak flow rate
-----------------------------------
in flood
hydrograph = 52.98(CFS)
---------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H O U R S T O R M
R u
n o f
f H y d r o g r a p h
--------------------------------------------------------------------
Hydrograph in
5 Minute intervals ((CFS))
1%0"
------------------------------
Time(h+m)
Volume Ac.Ft
Q(CFS)
---------------------------
0 15.0 30.0 45.0 60.0
---------------------
0+ 5
0.0006
0.09
---------------------------------------
Q I
0+10
0.0045
0.56
Q I I I I
0+15
0.0130
1.24
Q I I I I
0+20
0.0242
1.62
VQ I I I I
0+25
0.0364
1.77
VQ I I I
I
0+30
0.0489
1.82
VQ
I I I
I
0+35
0.0617
1.85
VQ
I I I
I
0+40
0.0746
1.88
VQ
I I I
I
0+45
0.0876
1.89
VQ
I I I
I
0+50
0.1007
1.90
VQ
I I I
I
0+55
0.1139
1.91
VQ
I I I
I
1+ 0
0.1271
1.92
VQ
I
I I
I
1+ 5
0.1404
1.93
VQ
I
I I
I
1+10
0.1538
1.94
VQ
(
I I
I
1+15
0.1672
1.94
VQ
I
I I
I
1+20
0.1806
1.95
IQ
I
I I
I
1+25
0.1941
1.96
IQ
I
I I
1+30
0.2076
1.96
IQ
I
I I
I
1+35
0.2212
1.97
IQ
I
I I
I
1+40
0.2348
1.97
IQ
I
I I
I
1+45
0.2484
1.98
IQ
I
I I
1+50
0.2620
1.98
IQ
I
I I
I
1+55
0.2757
1.99
IQ
I
I I
I
2+ 0
0.2895
1.99
IQ
I
I I
I
2+ 5
0.3032
2.00
IQ
I
I I
I
2+10
0.3170
2.00
IQ
I
I I
I
2+15
0.3309
2.01
IQ
I
I I
I
2+20
0.3447
2.01
IQ
I
I I
I
2+25
0.3586
2.02
IQV
2+30
0.3726
2.02
IQV
I
I I
I
2+35
0.3866
2.03
IQV
I
I I
I
2+40
0.4006
2.04
IQV
I
I I
I
2+45
0.4146
2.04
IQV
I
I
I
I
2+50
0.4287
2.05
IQV
I
I
I
I
2+55
0.4429
2.05
IQV
I
I
I
I
3+ 0
0.4570
2.06
IQV
I
I
I
3+ 5
0.4713
2.06
IQV
I
I
I
I
3+10
0.4855
2.07
IQV
I
I
I
I
3+15
0.4998
2.08
IQV I
I
I
I
3+20
0.5141
2.08
IQV
I
I
I
I
3+25
0.5285
2.09
IQV I
I
I
I
3+30
0.5429
2.09
IQ V I
I
I
I
3+35
0.5574
2.10
IQ V I
I
I
I
3+40
0.5719
2.11
IQ V I
I
(
I
3+45
0.5864
2.11
IQ V I
I
I
I
3+50
0.6010
2.12
IQ V I
I
I
I
3+55
0.6156
2.12
IQ V I
I
I
I
4+ 0
0.6303
2.13
IQ V I I I
I
4+ 5
0.6450
2.14
IQ V I I I
I
4+10
0.6598
2.14
IQ V I I I
I
4+15
0.6746
2.15
IQ V I I I
I
4+20
0.6894
2.16
IQ V I I I
I
4+25
0.7043
2.16
IQ V I I I
I
4+30
.0.7192
2.17
IQ V I I I I
4+35
0.7342
2.18
IQ V I I I
4+40
0.7493
2.18
IQ V I I I I
4+45
0.7643
2.19
IQ V I I I
4+50
0.7795
2.20
IQ V I I I
4+55
0.7947
2.20
IQ V I I I
5+ 0
0.8099
2.21
IQ V I I I
5+ 5
0.8252
2.22
IQ V I I
5+10
0.8405
2.23
IQ V I I I I
5+15
0.8559
2.23
IQ V I I I I
5+20
0.8713
2.24
IQ V I II
5+25
0.8868
2.25
IQ V I
5+30
0.9023
2.26
IQ V I I
5+35
0.9179
2.26
IQ V I
5+40
0 9335
2.27
IQ V I
5+45
0.9492
2.28
IQ V
5+50
0.9650
2.29
IQ V
5+55
0.5808
2.30
IQ V
6+ 0
0.9967
2.30
IQ
V
6+ 5
1.0126
2.31
IQ
V I
6+10
1.0286
2.32
IQ
V I
6+15
1.0446
2.33
IQ
V I
6+20
1.0607
2.34
IQ
V I
^°^
6+25
1.0768
2.35
IQ
V I
6+30
1.0931
2.35
IQ
V I
6+35
1.1093
2.36
IQ
V I
6+40
1.1257
2.37
IQ
V I
6+45
1.1421
2.38
IQ
V I
6+50
1.1585
2.39
IQ
V I
6+55
1.1751
2.40
IQ
V I
7+ 0
1.1917
2.41
IQ
V I
7+ 5
1.2083
2.42
IQ
V I
7+10
1.2250
2.43
IQ
V 1
7+15
1.2418
2.44
IQ
V I
7+20
1.2587
2.45
IQ
V I
7+25
1.2756
2.46
IQ
V I
7+30
1.2926
2.47
IQ
V I
7+35
1.3097
2.48
IQ
V I
7+40
1.3269
2.49
IQ
V I
7+45
1.3441
2.50
IQ
V
I
7+50
1.3614
2.51
IQ
V
I
7+55
1.3787
2.52
IQ
V
I
8+ 0
1.3962
2.53
IQ
V
I
8+ 5
1.4137
2.54
IQ
V
I
8+10
1.4313
2.56
IQ
V
I
8+15
1.4490
2.57
IQ
V
I
8+20
1.4668
2.58
IQ
V
I
8+25
1.4846
2.59
IQ
V
I
8+30
1.5025
2.60
IQ
V
I
8+35
1.5206
2.62
IQ
V
I
8+40
1.5387
2.63
IQ
V
I
8+45
1.5569
2.64
IQ
V
I
8+50
1.5751
2.65
IQ
V
I
8+55
1.5935
2.67
IQ
V
I
9+ 0
1.6120
2.68
IQ
VI
9+ 5
1.6305
2.69
IQ
VI
9+10
1.6492
2.71
IQ
VI
mow,
9+15
1.6679
2.72
IQ
VI
9+20
1.6868
2.74
IQ
VI
9+25
1.7057
2.75
IQ
VI
9+30
1.7248
2.77
IQ
VI
9+35
1.7439
2.78
IQ
VI
9+40
1.7632
2.80
IQ
VI
9+45
1.7826
2.81
IQ
VI
9+50
1.8021
2.83
IQ
V
9+55
1.8216
2.84
IQ
V
10+ 0
1.8414
2.86
IQ
V
10+ 5
1.8612
2.88
IQ
V
10+10
1.8811
2.90
IQ
V
10+15
1.9012
2.91
IQ
V
10+20
1.9214
2.93
IQ
V
10+25
1.9417
2.95
IQ
V
10+30
1.9621
2.97
IQ
IV
10+35
1.9827
2.99
IQ
IV
10+40
2.0034
3.01
I Q
IV
10+45
2.0242
3.03
I Q
IV
10+50
2.0452
3.05
I Q
IV
10+55
2.0663
3.07
I Q
IV
11+ 0
2.0876
3.09
I Q
IV
11+ 5
2.1090
3.11
I Q
IV
11+10
2.1306
3.13
I Q
IV
11+15
2.1523
3.16
I Q
I V
11+20
2.1742
3.18
I Q
I V
11+25
2.1963
3.20
Q
I V
11+30
2.2185
3.23
I Q
I V
11+35
2.2409
3.25
I Q
I V
11+40
2.2635
3.28
I Q
I V
11+45
2.2862
3.30
I Q
I V
11+50
2.3092
3.33
Q
I V
11+55
2.3323
3.36
I Q
I V
12+ 0
2.3557
3.39
I Q
I V
12+ 5
2.3791
3.41
I Q
V
12+10
2.4026
3.41
Q
V
12+15
2.4259
3.39
I Q
V
12+20
2.4493
3.39
I Q
V
12+25
2.4726
3.41
Q
V
12+30
2.4965
3.44
I Q
V
12+35
2.5204
3.48
Q
V
0
12+40
2.5446
3.51
I Q
V
I
12+45
2.5691
3.55
I Q
V I
I
12+50
2.5938
3.59
I Q
V I
12+55
2.6188
3.63
I Q
V
13+ 0
2.6441
3.67
I Q
I V I
I
13+ 5
2.6697
3.72
I Q
I V
13+10
2.6956
3.76
I Q
V
13+15
2.7218
3.81
I Q
V
I
13+20
2.7484
3.86
I Q
V
13+25
2.7753
3.91
I Q
V
I
13+30
2.8026
3.96
I Q
V
13+35
2.8303
4.02
I Q
V
13+40
2.8584
4.08
I Q
V
13+45
2.8870
4.14
I Q
V
13+50
2.9159
4.21
I Q
V
13+55
2.9454
4.28
I Q
V
I
14+ 0
2.9753
4.35
I Q
V
14+ 5
3.0058
4.43
I Q
V
14+10
3.0369
4.51
I Q
V
14+15
3.0685
4.59
I Q
V I
I
14+20
3.1008
4.68
I Q
V
14+25
3.1337
4.78
I Q
V
14+30
3.1674
4.89
I Q
V
14+35
3.2018
5.00
I Q
V I
I
14+40
3.2370
5.12
I Q
V I
I
14+45
3.2732
5.25
I Q
V
14+50
3.3103
5.39
I Q
V
14+55
3.3484
5.54
I Q
I V
15+ 0
3.3877
5.71
I Q
V I
I
15+ 5
3.4283
5.89
1 Q
i VI
15+10
3.4703
6.10
Q
( VI
15+15
3.5140
6.33
Q
VI
15+20
3.5594
6.59
Q
VI
15+25
3.6062
6.80
Q
V
15+30
3.6521
6.67
Q
V
15+35
3.6960
6.37
Q
V
15+40
3.7405
6.48
Q
V
I
15+45
3.7885
6.96
I Q
IV
15+50
3.8420
7.76
Q
i IV
15+55
3.9043
9.04
Q
I IV
16+ 0
3.9852
11.75
Q
I I V
16+ 5
4.1315
21.25
Q I V
16+10
4.4323
43.68
I V
QI
16+15
4.7971
52.98
I
V I
16+20
5.0223
32.70
IQ
V I
16+25
5.1411
17.25
IQ I
V I
16+30
5.2161
10.89
Q
I I
VI
16+35
5.2791
9.14
Q
I I
VI
16+40
5.3349
8.10
I Q
I I
VI
16+45
5.3835
7.06
I Q
I I
V
16+50
5.4284
6.52
I Q
I I
V
16+55
5.4704
6.09
I Q
I I
V
17+ 0
5.5096
5.70
I Q
I I
V
17+ 5
5.5467
5.38
I Q
I I
IV
17+10
5.5817
5.09
I Q
I I
IV
17+15
5.6151
4.85
I Q
I I
IV
17+20
5.6472
4.66
I Q
I I
IV
17+25
5.6779
4.46
I Q
I I
IV
17+30
5.7070
4.21
I Q
I I
I V
17+35
5.7351
4.08
I Q
I I
I V
17+40
5.7624
3.96
I Q
I I
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17+45
5.7889
3.86
( Q
I I
I V
17+50
5.8148
3.76
I Q
I I
I V
17+55
5.8401
3.67
I Q
I
I V
18+ 0
5.8647
3.58
I Q
I I
I V
18+ 5
5.8889
3.51
I Q
I I
I V
18+10
5.9128
3.47
I Q
I I
I V
18+15
5.9367
3.46
I Q
I I
I V
18+20
5.9602
3.42
I Q
I
I V
18+25
5.9834
3.37
I Q
I
V
18+30
6.0063
3.32
I Q
I I
I V
18+35
6.0288
3.27
I Q
I I
I V
18+40
6.0510
3.22
I Q
V
18+45
6.0728
3.17
I Q
I
I V
18+50
6.0944
3.13
I Q
I
I V
18+55
6.1156
3.08
I Q
V
19+ 0
6.1365
3.04
I Q
V
19+ 5
6.1572
3.00
I Q
I
I V
19+10
6.1776
2.96
IQ
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19+15
6.1577
2.93
IQ
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0
I I VI
I I VI
VI
I I VI
I I VI
I I VI
I I VI
--------------------
19+20
6.2177
2.89
IQ I
19+25
6.2373
2.86
IQ I
19+30
6.2568
2.82
IQ
19+35
6.2760
2.79
IQ
19+40
6.2950
2.76
IQ i
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19+45
6.3139
2.73
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19+50
6.3325
2.70
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r
19+55
6.3509
2.68
IQ I
20+ 0
6.3692
2.65
IQ
20+ 5
6.3873
2.63
IQ
20+10
6.4052
2.60
IQ
20+15
6.4229
2.58
IQ
20+20
6.4405
2.55
IQ
20+25
6.4579
2.53
IQ
20+30
6.4752
2.51
IQ I
20+35
6.4923
2.49
IQ
20+40
6.5093
2.47
IQ
20+45
6.5261
2.45
IQ
20+50
6.5428
2.43
IQ
20+55
6.5594
2.41
IQ
21+ 0
6.5759
2.39
IQ
21+ 5
6.5922
2.37
IQ I
21+10
6.6084
2.35
IQ
21+15
6.6245
2.33
IQ I
21+20
6.6404
2.32
IQ I
21+25
6.6563
2.30
IQ I
21+30
6.6720
2.28
IQ I
21+35
6.6876
2.27
IQ I
21+40
6.7031
2.25
IQ I
21+45
6.7185
2.24
IQ I
21+50
6.7339
2.22
IQ I
21+55
6.7491
2.21
IQ I
22+ 0
6.7642
2.19
IQ I
22+ 5
6.7792
2.18
IQ I
22+10
6.7941
2.17
IQ
22+15
6.8090
2.15
IQ I
22+20
6.8237
2.14
IQ I
22+25
6.8384
2.13
IQ I
22+30
6.8529
2.12
IQ I
22+35
6.8674
2.10
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22+40
6.8818
2.09
IQ
22+45
6.8961
2.08
IQ
22+50
6.9104
2.07
IQ I
22+55
6.9245
2.06
IQ I
23+ 0
6.9386
2.04
IQ I
23+ 5
6.9526
2.03
IQ I
23+10
6.9666
2.02
IQ I
23+15
6.9804
2.01
IQ I
23+20
6.9942
2.00
IQ I
23+25
7.0079
1.99
IQ I
23+30
7.0216
1.98
IQ i
23+35
7.0351
1.97
IQ I
23+40
7.0487
1.96
IQ I
23+45
7.0621
1.95
IQ I
23+50
7.0755
1.94
IQ I
23+55
7.0888
1.93
IQ I
24+ 0
7.1020
1.97
IQ
24+ 5
7.1146
1.82
IQ I
24+10
7.1239
1.35
Q I
24+15
7.1285
0.66
Q I
24+20
7.1304
0.28
Q I
24+25
7.1314
0.14
Q I
24+30
7.1320
0.09
Q
24+35
7.1324
0.06
Q
24+40
7.1326
0.04
Q I
24+45
7.1329
0.03
Q I
24+50
7.1330
0.02
Q I
24+55
7.1332
0.02
Q
25+ 0
7.1332
0.01
Q I
25+ 5
7.1333
0.01
Q
25+10
7.1334
0.01
Q
25+15
7.1334
0.00
Q I
25+20
7.1334
0.00
Q
I I VI
I I VI
VI
I I VI
I I VI
I I VI
I I VI
--------------------
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B-4
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D-7 FIULRM v•c
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50 10
5 to 25 0
�•� RETURN PERIOD IN YEARS
NOTES
1. POR NTERMEOIATE RETURN PERIODS PLOT 10 -YEAR AND 100-YEAR.ONE HOUR VALUES FROM MA",
TNEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN Pg".& FOR EXAMPLE GIVEN 10-YEM
ONE HOUR s 0.95" AND 100 -YEAR CNE HOUR • 1-ge, 2S-YEAR'ONE NOUR • I.Ie".
REFERENCE@N0AA ATLAS 2, VOLUME 3Z-CAL4973 RAINFALL DEPTH VERSUS
SAN BERNARDINO COUNTY RETURN PERIOD FOR
HYDROLOGY MANUAL PARTIAL DURATION SERIES
D-7 FIGURE D-2
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C-26 FIGURE C-13
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1 FCONTROL'1 ;
- - -- REDUCED ORAWI NG T3SVALLEY AREA
RSW:
SCALE It•= MILES Ya - 10 1fEISOHARA�1 HOUR
SAN BERNARDlNO COUNTY ">� ON � NpwA lQLAS 2.W3 i
' I q Flo
ary
i - 1• t- - 1aD
R7W o R6 HYDROLOGY MANUAL LEGEND- FL
r
• ISOLI NES PRECIPITATION (INCHES) DATE I tCJILF I FtE N0. I ORwQ NQ 3;
1982 i•21t1 WRO-i 3 •1 12 , CC
' o_-tt cicltoc o_�r
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REOI NOS — . _.. . -ru[• ��' • � .. I. — - .� - ~'.i.
•* _ �.. ,.
. � �''1 • �•' I,... : MMM iillll?C[ I � ' .!� • I
T O :,, ZIP jf R ^ . I R 11
tf
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,.• .".'......... . "- - ; 4p r - R4W R3 _«..... R2W RI
oM•s �
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•, , S/W oERNAROINO COIJIVTY
+ — —I - - - �• • `;;4; — - - - f
1 - - I •_ _ _ _ _ 1 °" R s VALLEY -AREA
REDUCED DRAWING
CONTMONVETALS
Tis - — — - -- - - - SCALE I . = 4 MILES Yoo-100 YEAR F•HOUR
• 1
SUM Co QtOC. nOI1/l1f W s. M►s
SAN BERNARDINO COUNTY
g6 gvr
' "„• '�' — - - - - - -A -- --- -'- tYUE IrLoop ►\l 1114 *=L M0.
• e w w HYDROLOGY MANUAL
C8 iSOlINEB PRECIPITATION (INCHES)
19s2• A M It
8_12 FIGURE 8-4
- - ..� .
' 1 i
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REOI NOS — . _.. . -ru[• ��' • � .. I. — - .� - ~'.i.
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. � �''1 • �•' I,... : MMM iillll?C[ I � ' .!� • I
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•, , S/W oERNAROINO COIJIVTY
+ — —I - - - �• • `;;4; — - - - f
1 - - I •_ _ _ _ _ 1 °" R s VALLEY -AREA
REDUCED DRAWING
CONTMONVETALS
Tis - — — - -- - - - SCALE I . = 4 MILES Yoo-100 YEAR F•HOUR
• 1
SUM Co QtOC. nOI1/l1f W s. M►s
SAN BERNARDINO COUNTY
g6 gvr
' "„• '�' — - - - - - -A -- --- -'- tYUE IrLoop ►\l 1114 *=L M0.
• e w w HYDROLOGY MANUAL
C8 iSOlINEB PRECIPITATION (INCHES)
19s2• A M It
8_12 FIGURE 8-4
Q
WAXY
R7WI I ......,i RGioW .•a I I I ; I 4W �` t R2W r -RIW �`�r a RIE ' '�. R2E
-1
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a �o + 2.s
T2 j
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-
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I Ir ;;; — - ,y, - - —
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- - •''f'— - -- ....• - FONTANA+
TIS — 1 ' a — j• - �i — -i -f j 1_ \.
s 1 ONTARIOyI - L6 COL N a 1 i ..... - +' T. — - - —' — + S
REDLANDS _ 1 �,.: Zs— ` i
-- —j l i- _ _. �_ •.L4 3 s F :.i y _ -.. M .a'�_ �ta - J' 26i , � Y-.-�.'-\./
.} c�cnrowi r' I I a i* s' 2-4 16
1 1 4 ,., }• •wsa L 'd" I r -' i[ I ''! 1 % i I
T CHINO :� ,+a.. e — _ .- — ' _ - �r f — � -4-1—�-- —% s 1
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� I I I ERS E I '-�.•. _._ — -! �(:
ca
W R3 R2W
;;, SAN BERNARDINO COUNTY
t -- --' - - — �i•,w '� — - - , - r
FLOOD CONTROL DISTRICT
- R 5 W REDUCED DRAWING VALLEY AREA
I i , ��, a•..a;.; MOWfETALS
— — - - -- - OUR
-
S �: SCALE- i - 4 MILES - XI -` 2`Y�AR�S-H
o r►�w ON 41 SOP NOAA(Qus 1. W3
-- -1 t �. A - - 1� -� - SAN BERNARDINO COUNTY
R8 - I - R 7 W - - - R6W . J HYDROLOGY MANUAL ClO ISO€ IIng 6
NE PRECIPITATION (INCHES) � u.� Na a.► Na
_ 1982 r•tYl .Mo -1 , of It
B-9 FIGURE B- I
•.
LUCERNE
WAJLEV
R7W I I M.w R ,o R5 I 4 f, f;' " } - - - - -- R2E
r• I I 1 I ,I I ( I �. � 1 � �-f' � � j_1 - „ � 2'3 -.. �- � �
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= - - I -
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I I � sw wr 1 \ I LA
1'' I
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IN
�s••IS — O r tr .— — -- — I — I _ _ _
1
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- � � •d ' — ` .sj 4' tj' � ••\M'Y / � 1111111M1 ., 'I f I �� o.� 1/.� I
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41
1 •\, ~ I ( �' ; i , ; R4W
-
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r �- ,- ?.'� r - ; f- -t - - - -- r- + - SAN BERNAFONO COUNTY
TROL DISTRICT
-- -1-� - - -- - - - -�- ---� 5 ^p
cw,?.ar t 6= - _ _ — DU D LRAWI — :_.
T3S I ..�..:. i E C N
- - ,. , .. .
LS
T - -1 SCALE I = 4 MILES X3-100'YEAR 6 HOUR
- - - �- I - - SAN B ER N A RD I N O COUNTY ..,m "Of-ooA,,,r,As On
RswJLUML
I 1 R R6W , HYDROLOGY MANUAL
- 4. ` ♦O 160lINES PRECIPITATION tINO?IES) oaE -ALIE ►� � �� �-
1982 r•:=a
R -I
17Ir;11pF A_F
B-10 FIGURE 13-2
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1
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VALLEY AREA J
SCALE I."= 4 MILES -
X2
YEAR 24 HOUR
M Mm
1AIM ON
11-11" KOA&NL"
4w-,
4WIMO
B-10 FIGURE 13-2
R8W f ' ... I R7 I R6 -- R5 UH
} - —� — -- _iii, ;r,=:1"_ ;r. �.•
T4N — T— — — — �; I I / r„•j,s 1 - - t RIW 4 RI 11 R2E
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_ . I.ra• • •••••, , 6.0 I
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C A 13C
I I R 8 yy R 6 W
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
REDUCED DRAWING
SCALE 1•'=,4 MILES
e.0 su t�jlE PRECIPITATION (INCHES)
SAN SONARDINO - • OLINTY
VAL:-LEY AREA".".
wNyETALS :.
X. 100 •YEAR- 24• HOUR
.ASM ON 4AD.C. 40AK XrL -1. W3
PJWVKWW By
OA!if..Na
1982 f •=ia ': wAOi 6 N •t2
FIGURE` B-�
D jo. 9.9 CFS
goo -16.6 CFS
cc
I 84105
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I 112.00'
.
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5.0
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PAD -18.9 I
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16
NOTES FOR TRACT 14775 -
Q jo. 6.2 CFS SEE STREET IMPROVEMENT DWGS
,00 -10.2 CFS
BASELINE AVENUE
HYDROLOGY MAP
Scale:
1 "=80'
LEGEND:
� INDICATES DRAINAGE FLOW
INDICATES HYDROLOGY NODE
5-7 5-7 =DWELLING UNITS PER ACRE
A� UNDEV =UNDEVELOPED
HYDROLOGY MAP
TRACT MAP NO. 160!
�UDC�
Prepared By:
ALLARL)f ENGINEERING
Civil Engineering - Land Planning Scale:
6101 Cherry Avenue 1 80,
Fontana, California 92336 Date:
(909) 899-5011 Fax (909) 899-5014 OCTOBER, 2000
1 1 `
i
Filename: M:\DWG\15901 \PHASE -1 \ROUGH GRADING\HYDROLOGY.DWG
Date: OCTOBER 4, 2000
Sm*
(i
5 4I T.
INDEX MAP
SCALE: 1'- 200'
2.�
o �2&0'
CITY
OF
STREET
FONTANA
IMPROVEMENT - PLAN
TRACT
FOR
N0.
14775
' 1GX1 T. Mf�fjO� N1�N
\V _v 1/oriT3g �o' .
Is
O•� 6.41'..1. f
9
PAV IN & , CV9 ' EX ti� p��N�C�� C uR 8
s�v�w�L.K 4- 1
Typi GJ4.t..
WALNUT S'i�L�ET
TO q. 9.0
&W
REV. I DAT
STREET INPROVENENT FLANS 6E NOTES
1. ALL WORK SHALL BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF FONTANA STANDARD
PLANS, THE CONTRACT PROVISIONS AND THE STANDARDS SPECIFICATIONS FOR PUBLIC WORKS
CONSTRUCTION 10GREEN BOOK'). ALL REFERENCE SPECIFICATIONS AND STANDARDS SHALL BE
THE LATEST EDITION UNLESS OTHERWISE NOTED.
2. CONSTRUCTION PERMITS SHALL BE OBTAINED FROM THE CITY OF FONTANA ENGINEERING
DIVISION PRIOR TO THE START OF ANY WORK. INSPECTION COORDINATION SHALL BE
REQUESTED AT LEAST TWO WORKING DAYS PRIOR TO THE START OF ANY WORK IN PUBLIC
RIGHT-OF-WAY WITHIN THE CITY LIMITS. CALL (9091350-7610.
3. THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANT OR WATER MAIN VALVES..
CONTRACTOR SHALL COORDINATE WITH THE APPROPRIATE WATER COMPANY FOP VALVE
OPERATION AND WATER REQUIREMENTS.
4. CURVE DATA REFERS TO THE FACE OF CURB.
5. STATIONING REFERS TO THE CENTERLINE OF STREETS EXCEPT WHERE OTHERWISE NOTED.
6. ALL UNDERGROUND UTILITIES SHALL BE INSTALLED, TESTED AND APPROVED PRIOR TO PAVING
OF STREETS.
7. THE LOCATIONS OF UTILITIES SHOWN HAVE BEEN DETERMINED FROM AVAILABLE INFORMATION.
HOWEVER, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE, IN THE FIELD,
THE TRUE LOCATION AND ELEVATION OF ANY EXISTING UTILITIES, AND TO EXERCISE PROPER
PRECAUTION TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT UNDERGROUND
SERVICE ALERT AT 1-800-227-2600 TWO WORKING DAYS BEFORE EXCAVATION.
8. ALL MANHOLES, CLEANOUT FRAMES, COVERS AND VALVE BOXES SHALL BE RAISED TO FINISHED
GRADE BY THE PAVING CONTRACTOR UPON COMPLETION OF PAVING.
9. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY COMPANIES
INCLUDING, BUT NOT LIMITED TOGAS, TELEPHONE, ELECTRIC, CABLE TELEVISION, LANDSCAPING,
LANDSCAPE IRRIGATION, DOMESTIC WATER, RECLAIMED WATER, SEWER, STORM DRAIN, FLOOD
CONTROL AND CALTRANS. ALL UTILITY COMPANIES SHALL BE GIVEN TWO WORKING DAYS
NOTICE PRIOR TO WORK AROUND THEIR FACILITIES.
10. AS -BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OF RECORD,
WHO SHALL PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER.
11. TYPE, LOCATION AND WIDTH OF DRIVEWAY APPROACH APRONS SHALL BE DETERMINED AT THE
TIME OF CONSTRUCTION AND SHALL CONFORM TO THE CITY OF FONTANA STANDARD DETAILS.
12. WHEN CONFLICT IS FOUND TO EXIST IN THE CONTRACT DOCUMENTS THAT CAN NOT BE
RESOLVED BY REFERENCETO PRECEDENCE PROVISIONS INTHE *GREEN BOOK', THE CONTRACTOR
SHALL IMMEDIATELY REPORT SAID CONFLICT TO THE CITY ENGINEER FOR RESOLUTION.
13. APPROVED SOIL STERILANT IS REQUIRED UNDER ALL NEIN ASPHALT PAVEMENT PRIOR TO
PLACEMENT.
14. ALL EXPOSED CONCRETE SURFACES SHALL CONFORM IN GRADE, COLOR AND FINISH TO MATCH
EXISTING CONCRETE.
15. NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING STEEL HAVE BEEN PLACED,
INSPECTED AND APPROVED.
16. THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET IN DEPTH SHALL BE
GUARDED BY SHORING, SLOPING OF THE GROUND OR OTHER APPROVED MEANS PURSUANT TO
THE REQUIREMENTS OF THE DIVISION OF INDUSTRIAL SAFETY OF THE STATE OF CALIFORNIA.
TRENCHES LESS THAN FIVE (5) FEET SHALL ALSO BE GUARDED WHEN THE POTENTIAL EXISTS FOR
GROUND MOVEMENT.
q_
EXIST IMPROVEMEUI5 FOR
TRACE 6655
TYPICAL SECTION
sEEcu AvMuE
T T..• 9.0.
E'LI ;
R
LOT A
(L.M.Q)
' 0.50'
' MINI. S' W1051 O. ! DEEP
` GR/IVO 4 VAR G4 Y
i
,1
SHAKON Avg,, GAROL1NE,PAQLENe, I.AuRA, EMILY, ITH, JANET46ET4 S?•
FORTIM 01'. FRC-MOt4TIA5T., 110PE 4 IRDA'E Gv.
50
5 P.S.E �---
25'
25
7'
2.50' 4:S' 2.50'
LEVCt UME I
' I
Ra MAI
17. THE CONTRACTOR SHALL OBTAIN A PERMIT TO PERFORM EXCAVATION OR TRENCH WORK FOR
TRENCHES FIVE (5) FEET OR GREATER IN DEPTH FROM THE CALIFORNIA STATE DIVISION OF
INDUSTRIAL SAFETY.
IS. NO TRENCH BACKFILL SHALL TAKE PLACE WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER.
l .
19. THE CONTRACTOR SHALL NOT CAUSE ANY EXCAVATED MATERIAL, MUD, SILT OR DEBRIS TO BE
DEPOSITED ONTO PUBLIC OR PRIVATE PROPERTY ADJACENT TO THE RIGHT OF WAY DURING
CONSTRUCTION WITHOUT PRIOR WRITTEN APPROVAL. i
20. R SHALL BE THE RESPONSIBILITY OF ..THE CONTRACTOR TO MAINTAIN BARRICADES, I
DELINEATORS OR OTHER TRAFFIC CONTROL AT ALL TIMES.
7..1. A GEOTECHNICAL ENGINEER SHALL CERTIFY. -ALL BACKFILL COMPACTION FAILURE TO OBTAIN
THE REQUIRED DENSITY SHALL REQUIRE RE -WORKING OF THAT PORTION OF THE WORK UNTIL THE
SPECIFIED DENSITY IS OBTAINED.
22. ALL MATERIALS AND METHODS ARE SUBJECT TO THE APPROVAL OF THE CITY ENGINEER. ?
23. ADEOUATE CONSTRUCTION CONTROL STAIKES SHALL BE SET BY THE ENGINEER TO ENABLE THE'.
CONTRACTOR TO CONSTRUCT THE WORK t 0 THE PLAN GRADES. THE CONTRACTOR SHALL BE
RESPONSIBLE FORTHE PRESERVATION OF BENCHMARKS AND CONSTRUCTION CONTROL STAKING
DURING CONSTRUCTION. j
24. CARE SHOULD BE TAKEN TO PREVENT GRADES, DITCHES, AND SWALES FROM UNDERMINING
STREET IMPROVEMENTS. UPON INSPECTION OF THE SITE, THE CITY ENGINEER MAY REQUIRE
TEMPORARY NON -ERODIBLE SWALES ENTERING OR LEAVING IMPROVEMENTS. ;
25. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS, MONUMENT TIES OR
BENCHMARKS WITHOUT PRIOR NOTIFICATION TO THE CITY ENGINEER.
26. REMOVAL AND REPLACEMENT OF EXISTING SURVEY CONTROL, INCLUDING SURVEY MONUMENTS,
MONUMENT TIES AND BENCHMARKS, SHALL BE DONE BY A REGISTERED CIVIL ENGINEER OR ,
LICENSED LAND SURVEYOR. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF
THIS CONSTRUCTION SHALL BE REPLACE. THE CONTRACTOR SHALL NOTIFY THE ENGINEER ONE
WEEK PRIOR TO CONSTRUCTION SO THAT TIES TO MONUMENTS CAN BE ESTABLISHED FOR LATER
REPLACEMENT OF THE MONUMENT.
27. PAVEMENT STRUCTURAL SECTIONS SHOWN ARE MINIMUM AND SUBJECT TO REVISION AND
APPROVAL OF THE CITY ENGINEER AS DETERMINED BY SOILS TESTS TAKEN AFTER COMPLETION
OF ROUGH GRADING.
28. ACTUAL THICKNESS OF A.C. PAVEMENT AND/OR BASE COURSE MATERIAL FOR STRUCTURAL
STREET SECTIONS SHALL BE RECOMMENDED BY A GEOTECHNICAL REPORT AND SUBMITTED TO
THE CITY OF FONTANA FOR APPROVAL UPON COMPLETION OF ROUGH GRADING.
29. THE CONTRACTOR SHALL MAINTAIN ACCESS FOR LOCAL RESIDENTS AND BUSINESSES AT ALL
TIMES. A MINIMUM 12 FOOT LANE SHALL BE MAINTAINED AT ALL TIMES IN THE CLOSURE AREA
FOR RESIDENTS AND EMERGENCY VEHICLES.
30. NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBLIC RIGHT OF WAY WITHOUT PRIOR
APPROVAL OF THE INSPECTOR.
31. THE SEWER CONTRACTOR SHALL STAMP AN 'S' IN THE FACE OF THE CURB AT THE LOCATION OF
THE SEWER LATERAL.
32. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN AN EFFECTIVE MEANS OF DUST CONTROL,
INCLUDING ADEQUATE WATERING, AT ALL TIMES.
33. THE CONTRACTOR SHALL CONFORM TO ALL TRAFFIC CONTROL POLICIES, METHODS AND
PROCEDURES DESCRIBED IN THE 'W.A.T.C.H. MANUAL•, LATEST EDITION UNLESS OTHERWISE
DIRECTED BY THE CITY TRAFFIC ENGINEER.
34. UPON COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL RESTORE ALL SIGNINd. STRIPING,
BARRICADES, AND OTHER TRAFFIC CONTROL DEVICES TO THE. SATISFACTION OF THE CITY
TRAFFIC ENGINEER.
35. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN BARRICADES,
DELINEATORS OR OTHER TRAFFIC CONTROL DEVICES AT ALL TIMES.
36. ALL GRADING OPERATIONS SHALL BE DISCONTINUED WHEN SUSTAINED WIND VELOCITIES
EXCEED 25 MILES PER HOUR. !
f
37. CONTRACTOR SHALL RELOCATE AND/OR REPLACE LANDSCAPING, SPRINKLERS AND SIDEWALKS
'AFFECTED BY THE CONSTRUCTION TO THE SATISFACTION OF THE CITY ENGINEER.
ftlCC4- (w
UTILITY
CONSTRUCTION NOTES AND ESTIMATED (QUANTITIES
WATER:
SAN GABRIEL VALLEY WATER COMPANY
O- CONSTRUCT 6.5" A.C. OVER 12" A.B., FOG SEAL OVER ALL
630
TONS
O2 - CONSTRUCT .0.25' A.C. OVER 0.35' A.B.. FOG SEAL OVER ALL
Be 846
TONS
O3 - CONSTRUCT 6" CURB AND GUTTER PER STD. DETAIL NO. 101
i3, 500
LF
(909) 350-7640
POWER:
SOUTHERN CALIFORNIA EDISON COMPANY
P. 0. BOX 788
4 - CONSTRUCT 8" CURB AND GUTTER PER STD. DETAIL NO. 101
O
700
LF
ATTN: DAVID JONES
(909) 820-5191
GAS:
v
O5 - CONSTRUCT CROSS -GUTTER PER STD. DETAIL NO. 104
6 600
SF
MR. LOU WESTFALL
(909) 889-9711
SOUTHERN CALIFORNIA GAS COMPANY
TRANSMISSION DIVISION
PROJECT
2191 E. BIRCH STREET
MA.K,t ST,
BREA. CA. 92621
O6 - CONSTRUCT RAMPED CURB RETURN PER STD DETAIL NO. 104-A
27
EACH
GENERAL TELEPHONE
9000 HELLMAN AVENUE
SITE
RANCHO CUCAMONGA, CA. 91730
(909) 945-3562
O- CONSTRUCT STO. BARRICADE PER STD. DETAIL NO. 118
2
EACH
.3939 E. CORONADO STREET
Aim iff a..to
- CONSTRUCT 4" P.C.C. SIDEWALK PER STD. DETAIL NO. t05A
75,950
SF'
VIRGINIA RD.
O - CONSTRUCT RESIDENTIAL DRIVEWAY PER STD. DETAIL NO. 102 (W=161)
15.660
SF
`
INSTALL 5800 LUMEN (HPSV) ORNAMENTAL POLE STREET LIGHT
33
EACH
BASELINE
RD.
INSTALL 9_600 LUMEN (HPSV) ORNAMENTAL POLE STREET LIGHT
5
EACH
CONSTRUCT 5.5" A.C. OVER 12" A.B., FOG SEAL OVER ALL
BETA Dry
RAHM FCMTANA
23 - CONSTRUCT 2" A.C. OVER 90% COMPACTED NATIVE
200
SF
VILLAGE
AY
Z*w&ll Q6DWwD WeADEe. 5AW GUT et UOIW PQZ '�YP(CAL
c 5 R.EMION �actsT.
?25 1.�•
Ir1ILl.FA
Av.
Ct 101►t AT ILI G HT I{EQZ~-6 W
.
025 INSTALL 212OW LuME1A (HP950 oRWA eNTAj_ vale STRBC1 LIGHT
7
EACH
OT LL BLVD.
Zb CONSTRUCT 4"PGG SIDEWALIK FER LAtOl05CAPe AQCI4kTECT'5 PL Mcb
15,$90 5F
VICINITY MAP
• N.T.S.
'
PAVING NOTE
PRIVATE ENGINEER'S NOTE
IMERGROUND SERVICE ALTER 1
ACTUAL THICKNESS OF BASE MATERIAL TO BE
DETERMINED BY SOIL TEST
THE PRIVATE ENGINEER SIGNING THESE PLANS IS RESPONSIBLE FOR
AND RECOMMENDED BY THE SOILS ENGINEER R.
VALUES. SAND EQUIVALENTS
ASSURING THE ACCURACY AND ACCEPTABILITY OF THE.WORK HEREON. IN
AND STRUCTURAL SECTION OF STREETS SHALL
BE SUBMITTED TO THE CITY
THE EVENT OF DISCREPANCIES ARISING DURING CONSTRUCTION. THE
CALL: TOLL FREE
OF FONTANA FOR -APPROVAL UPON COMPLETION
OF ROUGH GRADING.
PRIVATE ENGINEER SHALL BE RESPONSIBLE FOR DETERMINING AN
CARE SHOULD BE TAKEN TO PREVENT GRADES.
DITCHES AND SWALES FROM
ACCEPTABLE SOLUTION AND REVISING THE PLANS FOR APPROVAL BY THE
1-600-221-2600
UNDERMINING STREET IMPROVEMENTS. UPON INSPECTION
OF THE SITE,
CITY.
THE CITY ENGINEER MAY REQUIRE TEMPORARY
GUNITE SWALES, ENTERING
.
OR LEAVING IMPROVEMENTS.
HIMMWORE D1A
PRIVATE ENGINEER'S NOTICE
TO CONTRACTORS
BENCHMARK:
#361
SAFETY RESPONSIBILITY-
EXISTING UNDERGROUND STRUCTURES
PK NAIL IN
POLE #1536697E
CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES
S.W. CORNER
BASELINE
OF SULTANA 6
FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS
SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. THESE
PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THE REQUIRE-
LOCATIONS ARE APPROXIMATE AND SHALL BE CONFIRMED IN THE FIELD BY THE
MENTS SHALL APPLY'CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING
CONTRACTOR, SO THAT ANY NECESSARY ADJUSTMENT CAN BE MADE IN ALIGNMENT
HOURS: AND THAT THE CONTRACTOR SHALL DEFER, INDEMNIFY AND HOLD THE OWNER
AND/OR GRADE OF THE PROPOSED IMPROVEMENT. THE CONTRACTOR IS REQUIRED TO
ELEV.: 1365.00
(9/67)
AND ENGINEER HARMLESS FROM ANY AND ALL LIABILITY. REAL OR ALLEGED.IN
TAKE DUE. PRECAUTIONARY MEASURE TO PROTECT ANY UTILITY LINES SHOWN AND ANY
CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT. EXCEPTING FOR
OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS.
LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER.
i
REV. I DAT
STREET INPROVENENT FLANS 6E NOTES
1. ALL WORK SHALL BE IN ACCORDANCE WITH THESE PLANS, THE CITY OF FONTANA STANDARD
PLANS, THE CONTRACT PROVISIONS AND THE STANDARDS SPECIFICATIONS FOR PUBLIC WORKS
CONSTRUCTION 10GREEN BOOK'). ALL REFERENCE SPECIFICATIONS AND STANDARDS SHALL BE
THE LATEST EDITION UNLESS OTHERWISE NOTED.
2. CONSTRUCTION PERMITS SHALL BE OBTAINED FROM THE CITY OF FONTANA ENGINEERING
DIVISION PRIOR TO THE START OF ANY WORK. INSPECTION COORDINATION SHALL BE
REQUESTED AT LEAST TWO WORKING DAYS PRIOR TO THE START OF ANY WORK IN PUBLIC
RIGHT-OF-WAY WITHIN THE CITY LIMITS. CALL (9091350-7610.
3. THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANT OR WATER MAIN VALVES..
CONTRACTOR SHALL COORDINATE WITH THE APPROPRIATE WATER COMPANY FOP VALVE
OPERATION AND WATER REQUIREMENTS.
4. CURVE DATA REFERS TO THE FACE OF CURB.
5. STATIONING REFERS TO THE CENTERLINE OF STREETS EXCEPT WHERE OTHERWISE NOTED.
6. ALL UNDERGROUND UTILITIES SHALL BE INSTALLED, TESTED AND APPROVED PRIOR TO PAVING
OF STREETS.
7. THE LOCATIONS OF UTILITIES SHOWN HAVE BEEN DETERMINED FROM AVAILABLE INFORMATION.
HOWEVER, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE, IN THE FIELD,
THE TRUE LOCATION AND ELEVATION OF ANY EXISTING UTILITIES, AND TO EXERCISE PROPER
PRECAUTION TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT UNDERGROUND
SERVICE ALERT AT 1-800-227-2600 TWO WORKING DAYS BEFORE EXCAVATION.
8. ALL MANHOLES, CLEANOUT FRAMES, COVERS AND VALVE BOXES SHALL BE RAISED TO FINISHED
GRADE BY THE PAVING CONTRACTOR UPON COMPLETION OF PAVING.
9. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY COMPANIES
INCLUDING, BUT NOT LIMITED TOGAS, TELEPHONE, ELECTRIC, CABLE TELEVISION, LANDSCAPING,
LANDSCAPE IRRIGATION, DOMESTIC WATER, RECLAIMED WATER, SEWER, STORM DRAIN, FLOOD
CONTROL AND CALTRANS. ALL UTILITY COMPANIES SHALL BE GIVEN TWO WORKING DAYS
NOTICE PRIOR TO WORK AROUND THEIR FACILITIES.
10. AS -BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OF RECORD,
WHO SHALL PROVIDE RECORD DRAWINGS TO THE CITY ENGINEER.
11. TYPE, LOCATION AND WIDTH OF DRIVEWAY APPROACH APRONS SHALL BE DETERMINED AT THE
TIME OF CONSTRUCTION AND SHALL CONFORM TO THE CITY OF FONTANA STANDARD DETAILS.
12. WHEN CONFLICT IS FOUND TO EXIST IN THE CONTRACT DOCUMENTS THAT CAN NOT BE
RESOLVED BY REFERENCETO PRECEDENCE PROVISIONS INTHE *GREEN BOOK', THE CONTRACTOR
SHALL IMMEDIATELY REPORT SAID CONFLICT TO THE CITY ENGINEER FOR RESOLUTION.
13. APPROVED SOIL STERILANT IS REQUIRED UNDER ALL NEIN ASPHALT PAVEMENT PRIOR TO
PLACEMENT.
14. ALL EXPOSED CONCRETE SURFACES SHALL CONFORM IN GRADE, COLOR AND FINISH TO MATCH
EXISTING CONCRETE.
15. NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING STEEL HAVE BEEN PLACED,
INSPECTED AND APPROVED.
16. THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) FEET IN DEPTH SHALL BE
GUARDED BY SHORING, SLOPING OF THE GROUND OR OTHER APPROVED MEANS PURSUANT TO
THE REQUIREMENTS OF THE DIVISION OF INDUSTRIAL SAFETY OF THE STATE OF CALIFORNIA.
TRENCHES LESS THAN FIVE (5) FEET SHALL ALSO BE GUARDED WHEN THE POTENTIAL EXISTS FOR
GROUND MOVEMENT.
q_
EXIST IMPROVEMEUI5 FOR
TRACE 6655
TYPICAL SECTION
sEEcu AvMuE
T T..• 9.0.
E'LI ;
R
LOT A
(L.M.Q)
' 0.50'
' MINI. S' W1051 O. ! DEEP
` GR/IVO 4 VAR G4 Y
i
,1
SHAKON Avg,, GAROL1NE,PAQLENe, I.AuRA, EMILY, ITH, JANET46ET4 S?•
FORTIM 01'. FRC-MOt4TIA5T., 110PE 4 IRDA'E Gv.
50
5 P.S.E �---
25'
25
7'
2.50' 4:S' 2.50'
LEVCt UME I
' I
Ra MAI
17. THE CONTRACTOR SHALL OBTAIN A PERMIT TO PERFORM EXCAVATION OR TRENCH WORK FOR
TRENCHES FIVE (5) FEET OR GREATER IN DEPTH FROM THE CALIFORNIA STATE DIVISION OF
INDUSTRIAL SAFETY.
IS. NO TRENCH BACKFILL SHALL TAKE PLACE WITHOUT PRIOR APPROVAL OF THE CITY ENGINEER.
l .
19. THE CONTRACTOR SHALL NOT CAUSE ANY EXCAVATED MATERIAL, MUD, SILT OR DEBRIS TO BE
DEPOSITED ONTO PUBLIC OR PRIVATE PROPERTY ADJACENT TO THE RIGHT OF WAY DURING
CONSTRUCTION WITHOUT PRIOR WRITTEN APPROVAL. i
20. R SHALL BE THE RESPONSIBILITY OF ..THE CONTRACTOR TO MAINTAIN BARRICADES, I
DELINEATORS OR OTHER TRAFFIC CONTROL AT ALL TIMES.
7..1. A GEOTECHNICAL ENGINEER SHALL CERTIFY. -ALL BACKFILL COMPACTION FAILURE TO OBTAIN
THE REQUIRED DENSITY SHALL REQUIRE RE -WORKING OF THAT PORTION OF THE WORK UNTIL THE
SPECIFIED DENSITY IS OBTAINED.
22. ALL MATERIALS AND METHODS ARE SUBJECT TO THE APPROVAL OF THE CITY ENGINEER. ?
23. ADEOUATE CONSTRUCTION CONTROL STAIKES SHALL BE SET BY THE ENGINEER TO ENABLE THE'.
CONTRACTOR TO CONSTRUCT THE WORK t 0 THE PLAN GRADES. THE CONTRACTOR SHALL BE
RESPONSIBLE FORTHE PRESERVATION OF BENCHMARKS AND CONSTRUCTION CONTROL STAKING
DURING CONSTRUCTION. j
24. CARE SHOULD BE TAKEN TO PREVENT GRADES, DITCHES, AND SWALES FROM UNDERMINING
STREET IMPROVEMENTS. UPON INSPECTION OF THE SITE, THE CITY ENGINEER MAY REQUIRE
TEMPORARY NON -ERODIBLE SWALES ENTERING OR LEAVING IMPROVEMENTS. ;
25. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS, MONUMENT TIES OR
BENCHMARKS WITHOUT PRIOR NOTIFICATION TO THE CITY ENGINEER.
26. REMOVAL AND REPLACEMENT OF EXISTING SURVEY CONTROL, INCLUDING SURVEY MONUMENTS,
MONUMENT TIES AND BENCHMARKS, SHALL BE DONE BY A REGISTERED CIVIL ENGINEER OR ,
LICENSED LAND SURVEYOR. SURVEY MONUMENTS THAT WILL BE DESTROYED AS A RESULT OF
THIS CONSTRUCTION SHALL BE REPLACE. THE CONTRACTOR SHALL NOTIFY THE ENGINEER ONE
WEEK PRIOR TO CONSTRUCTION SO THAT TIES TO MONUMENTS CAN BE ESTABLISHED FOR LATER
REPLACEMENT OF THE MONUMENT.
27. PAVEMENT STRUCTURAL SECTIONS SHOWN ARE MINIMUM AND SUBJECT TO REVISION AND
APPROVAL OF THE CITY ENGINEER AS DETERMINED BY SOILS TESTS TAKEN AFTER COMPLETION
OF ROUGH GRADING.
28. ACTUAL THICKNESS OF A.C. PAVEMENT AND/OR BASE COURSE MATERIAL FOR STRUCTURAL
STREET SECTIONS SHALL BE RECOMMENDED BY A GEOTECHNICAL REPORT AND SUBMITTED TO
THE CITY OF FONTANA FOR APPROVAL UPON COMPLETION OF ROUGH GRADING.
29. THE CONTRACTOR SHALL MAINTAIN ACCESS FOR LOCAL RESIDENTS AND BUSINESSES AT ALL
TIMES. A MINIMUM 12 FOOT LANE SHALL BE MAINTAINED AT ALL TIMES IN THE CLOSURE AREA
FOR RESIDENTS AND EMERGENCY VEHICLES.
30. NO MATERIAL OR EQUIPMENT SHALL BE STORED IN THE PUBLIC RIGHT OF WAY WITHOUT PRIOR
APPROVAL OF THE INSPECTOR.
31. THE SEWER CONTRACTOR SHALL STAMP AN 'S' IN THE FACE OF THE CURB AT THE LOCATION OF
THE SEWER LATERAL.
32. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN AN EFFECTIVE MEANS OF DUST CONTROL,
INCLUDING ADEQUATE WATERING, AT ALL TIMES.
33. THE CONTRACTOR SHALL CONFORM TO ALL TRAFFIC CONTROL POLICIES, METHODS AND
PROCEDURES DESCRIBED IN THE 'W.A.T.C.H. MANUAL•, LATEST EDITION UNLESS OTHERWISE
DIRECTED BY THE CITY TRAFFIC ENGINEER.
34. UPON COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL RESTORE ALL SIGNINd. STRIPING,
BARRICADES, AND OTHER TRAFFIC CONTROL DEVICES TO THE. SATISFACTION OF THE CITY
TRAFFIC ENGINEER.
35. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN BARRICADES,
DELINEATORS OR OTHER TRAFFIC CONTROL DEVICES AT ALL TIMES.
36. ALL GRADING OPERATIONS SHALL BE DISCONTINUED WHEN SUSTAINED WIND VELOCITIES
EXCEED 25 MILES PER HOUR. !
f
37. CONTRACTOR SHALL RELOCATE AND/OR REPLACE LANDSCAPING, SPRINKLERS AND SIDEWALKS
'AFFECTED BY THE CONSTRUCTION TO THE SATISFACTION OF THE CITY ENGINEER.
ftlCC4- (w
UTILITY
NOTIFICATIONS
WATER:
SAN GABRIEL VALLEY WATER COMPANY
ii142 GARVEY AVENUE
EL MONTE. CA.. 91734
(213) 448-6183
SEWER:
CITY OF FONTANA
8353 SIERRA AVENUE
FONTANA, CA. 92335
(909) 350-7640
POWER:
SOUTHERN CALIFORNIA EDISON COMPANY
P. 0. BOX 788
300 N. PEPPER STREET
RIALTO. CA. 92376
ATTN: DAVID JONES
(909) 820-5191
GAS:
SOUTHERN CALIFORNIA GAS COMPANY
16231 VALLEY BLVD.
FONTANA, CA. 92335
MR. LOU WESTFALL
(909) 889-9711
SOUTHERN CALIFORNIA GAS COMPANY
TRANSMISSION DIVISION
2191 E. BIRCH STREET
BREA. CA. 92621
(714) 529-2889
TELEPHONE:
GENERAL TELEPHONE
9000 HELLMAN AVENUE
RANCHO CUCAMONGA, CA. 91730
(909) 945-3562
PACIFIC BELL
.3939 E. CORONADO STREET
JDAJ ANAHEIM. CA. 92807
TYPICAL
(714) 999-5639
ION 2G N fo you of FR �iA�'[. NoPL ICZ�r1E �T.
0M
M� C�At�1 T A � R T E.MOt� � ,
TO TO = 5.5
i
HR ENGINEERING,. INC . CITY OF FONTANA, CALIFORNIA
ENGINEERS.PLANNERS SURVEYORS
PUBLIC WORKS DEPARTMEN-�-
1919 ATLAS DR. STE."A" RIVERSIDE
CALIFORNIA 92501 (909) 684-9522 DRAWN BY: STREET IMPROVEMENT PLAN CA 5H0HI N
DESIGNED BY: TITLE SHEET OATS 3
_ q- ILACT NO . .14775 Se ft. i`ici9
DALE G. CLADDING R . C 17055 DATE CHECKED BY: �s •s/9 DWG. No.
CITY EXPIRATION DATE 06-3001 APPROVED: 12159
DESCRIPTION DATE IAbUbmi/raw IN. IRA CITY ENGINEER R.C.E.2 S12
I I�Z- -
TITLE SHT. STREET IMP. PLAN - 16 10. 1801 PF: * 4367 1000 08 -Jun -99 05: 06 PM / 4367.3-12
l
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