HomeMy WebLinkAboutTract No. 14152 Hydrology StudyCITY OF FONTANA
TRACT NO. 14152
HYDRAULICS AND
HYDROLOGY STUDY
RECEIVED
AUG 0 2 ]q"Q
ALE CRT A. WEBB ASSOCIATE6
CIVIL ENGINEERS
TO
WO
FILE
McCUTCHAN CO., INC.
2698 Mataro Street
Pasadena, Cafif. 91107
AUGUST 1989
NO. 14375
EXP. 3/31/93
PROJECT NOTES
1 On -site TR 14152 is designated as 8 D.U./acre. Actual density is 7.9
D.U./acre from statistical summary on Tentative Map.
2 All soils are group "A".
3 Curb face is 6" and street section is level 50', top of curb is 1" below
roadway crown.
4 Design storms are 10-year and 100-year. Ten year is kept within the tops
of curb & 100-year within the right-of-way. The controlling water surface
elevation of 970.0 for the 100-year storm is taken from ASL's storm drain
plan sheet9of24.
5 The existing cross gutter on Jurupa Avenue intercepts the flow along the
North boundary of Tract 14152 and does not allow any flow from Jurupa
Avenue to enter the hydrology study area.
6 The depth of flows at nodes 108 and 211 for the 100-year storm are .56
and .61 respectively. Right-of-way elevation is 0.14' above top of curb.
Therefore, d = .5 + .14" = .64. 100-year flow stays within right-of-way.
7 Catch Basin capacities were estimated using LACFCD Figures D-10C for a
slope of 3%. Fontana CB No. 121 and LACFCD No. 3 are very similar (see
attached standards) as are the local depressions. We, therefore, assume
inlet capacities to be similar.
8 Catch Basins (nodes 108 & 211) are designed with 14-ft openings. A
portion of the 100-year storm flow will bypass the 14-foot catch basin at
node 211. LACFCD Chart D-10C shows 2.4 cfs bypasses the North basin
for the 100-year storm. We can assume that no spill over will occur
because a more conservative slope of 3% was used in place of the actual
2.2% slope for determining the catch basin capacity.
9 Hydrology calculations are made using Advanced Engineering Software's
version 4.1 of RATSB. Three printouts are given for the watershed
drainage area. Two for the 10-year storm (summary form & detail form)
and one for the 100-year storm (summary form).
10 This study contains two separate drainage areas. The drainage areas are
differentiated using the 100-series and 200-series node numbering system.
11 The following list summarizes the parameters for the Catch Basins:
PARAMETER
CATCH BASIN CATCH BASIN
(c� NODE 211 0 NODE 108
Lateral Size (ins) 24.0 30.0
Width (ft) 14.0 14.0
Lateral Length (ft) 36.0 64.5
Flowrate from 100-year
Hydrology (cfs) 18.4 31.0
Flow at Front of Local
Depression 18.4 13.3
Catch Basin
Capacity (cfs) 16.0 13.5
Spill Over 2.4 0.0
Gutter Flow Depth for
100-year Hydrology (ft) 0.60 0.56
V-Depth 4.25 5.0
1
1
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1
1
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HYDROLOGY
BACKUP
MATERIAL
- - - i - - - - 1 - r N r - - 1 - r -
Tt2 14 ► 5Z
AMENDMENT NO.'10
SOUTHRDGE VILLAGE SPECIFIC PLAN
CITY OF FONTANA
LAND USE DEVELOPMENT PLAN
PLANNING UNIT AREAS
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PHASE 3
*THESE PROPERTIES ARE TO ME DEVELOPED•.
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ROSE-Cr LOOCAn oN
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
R2W
REDUCED DRAWING
SCALE I"=4 MILES
lEOENDI
ISOUNCI PRECIPITATION {INCMESI
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SAN BERNARDINO COUNTY
FLOOD CONTROL DISTRICT
VALLEY AREA
I ONYETALS
Y" - 10 YEAR . 1 HOUR
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SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
REDUCED DRAWING I
SCALE 1" c 4 MILES
•
OR ISOLINEE! PRECIPITATION (INCHES)
FLOOOO CONTROL DISAN effINARDINOC STRICT
VALLEY AREA
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SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
. o COWRY \
•
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SCALE REDUCED BY 1/2
HYDROLOGIC SOILS GROUP MAP
FOR
SOUTHWEST-C AREA
Ill 11111 R MO M OM IIIII 1 M -1 Olt OW MS IS I OW I
,ill . MI
TRACT NO. 13608
REDUCED FOR ILLUSTRATION
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MOCUTCHAN CO. SIC
MAROO 1999
HYDROLOGY MAP
TRACT NO.14152
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SEEFULL SIZE PRINT FOR DETAIL
1
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0.7. EVENT DEPTH -DURATION
For most hydrologic study purposes, the important relationship is that
of precipitation depth for any rainfall event of a given duration. As discussed
in the NOAA Atlas 2, this relationship will include total precipitation from
storms of the given duration, and will also include the depths from
independent continuous partial storm durations. This information can be
represented by event depth -duration curves which are constructed by ranking
In the order of decreasing rainfall depth all storm events of some common
duration from a subject rain gauge. From the position of a precipitation
depth, an estimate can be made of the number of years during which the
event (of a given duration) will be equaled or exceeded.
After constructing event depth -duration curves, a second set of precipitation
depth -duration (or intensity -duration) curves can be developed which, for a
given return frequency, represent the maximum precipitation depth (or
intensity) which can occur from any storm as a function of duration.
O.E. INTENSITY -DURATION CURVES
Intensity -duration data is required for use with the rational method.
This data is usually presented in the form of curves of rainfall intensity In
inches per hour versus storm duration in minutes. Intensity -duration data for
durations under 3 hours tends to plot in a straight line on log -log paper, and
the curves for various return periods tend to run parallel to one another.
Intensity -duration curves can be developed for a watershed by estimating the
appropriate area -averaged one -hour point precipitation values from the
Isohyetal maps. Intermediate return frequency point precipitation values can
be estimated from Figure 0-2.
Using Figure D-3, the one -hour point precipitation value Is plotted and a
straight line is drawn with the appropriate slope. Generally, a slope of 0.6
0-6
may be used for watersheds in the southwestern portions of the count: and
0.7 is used in the desert and mountain areas. As with the point precipitation data, rainfall records should be examined to determine an appropriate slope
of the intensity -duration plot. Since most rain gauge data interpretations are
based on stations with few years of record, extreme care Is needed to
properly determine the intensity -duration curves. From Figure 0-3, a
minimum duration of 5 minutes is used for rational method studies.
B.9. SYNTHETIC 24-HOUR CRITICAL STORM PATTERN
The United States Department of Agriculture Soil Conservation Service
(SCS) developed dimensionless critical storm patterns using the U.S. National
Weather Service's (NWS) rainfall frequency atlases (ref. 2). The rainfall
frequency data for areas less than 400 square miles, for durations to 24 hours,
and for frequencies from 1 to 100 years were used.
These critical storm patterns are based on the generalized precipitation
depth -duration -frequency relationships shown in technical publications of the
NWS, and precipitation depths for durations from t minute to 24 hours were
used to derive the storm patterns. Using increments of 30-minutes,
incremental precipitation depths were determined. For example, the 30-
minute depth was subtracted from the 1-hour depth and the.l-hour depth was
. subtracted from the 1.5-hour depth. The storm patterns were formed by
arranging the 30-minute incremental depths such that the maximum 30-
minute depth is contained within the maximum 1-hour depth, and the
maximum l-hour depth is contained within the maximum 1.3-hour depth and
so forth. Because all of the critical precipitation depths are contained within
the storm pattern, the critical storm patterns may be assumed appropriate
for designs on both small and large watersheds (ref. 2).
The agency's design storm pattern is based upon a modification of the SCS
24-hour storm pattern. The design storm pattern provides a representation of
local precipitation depth -duration -frequency tendencies by constructing the
B-7
PRECIPITATION
F*(inch/hour)= 4I
0 4
EFFECTIVE RAINFALL
LOSSES
12 16 20 24
STORM TIME (HOURS)
SAN BERNARDINO COUNTY DESIGN STORM
LOSS FUNCTION
HYDROLOGY MANUAL
•
Figure C 7
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TA
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6 7 8 9 10 20 30
STORM DURATION (MINUTES)
DESIGN STORM FREQUENCY = 0 YEARS ( i� YES)
ONE HOUR POINT RAINFALL= INCHES (1.33 ha.)
LOG -LOG SLOPE = d•� 1
PROJECT LOCATION = COWTX/^1 a
D-8
FIGURE D- 3 8
1
1
i
R/W
R/W
12'
18'
18'
12'
��Slopo I/4": I'
R/W
10'
0'
6o/a
66 Curb 8 Gutter
TILTED SECTION
LOCAL STREET
4'
Slope 1/4": 1'
Sidewol
R/W
8'
8'
SIo a V4" s I'
0'
0'
LEVEL SECTION
LOCAL STREET
LOCAL STREETS
SECTION
A
B
C
D
E
TILTED
-.56
-.56
-.16
-.26
0.00
LEVEL
- 07
-.20
0.00
-20
-.07
d:.-: vela
CITY OF FONTANA,CALIFOR NIA
LOCAL STREETS
TYPICAL SECTION
s.•r•,.:«..,:,.._ Not To Scold
Drawn By tNavarro
Checked
Approved
7-13CIT ENGINEER •
Dote
STD.
DETAIL
100—D
9
Tom'=lg.. --in .07/
•
AC. R4i Qr-
Gocveaiicsrrr
TC- c 07'
AC-= g4- J57'
TYPICAL STREET SECTION (6HCF)
0
1
i
•
8
R= I/2u
Batter =
4 4%12
R=I"
I/4"
Slope 1:I2
0°.
8" CURB & GUTTER
0.054 "Cu. Yd. Per Lin. Ft.
6" 18"
Batter
4:12 =
I/4".
R = I/2"
I-O.
JR=1/2"
Slope 1:12
•
▪ ' 90°
`'
• 6" CURB & GUTTER
0.049 Cu. Yd. Per. Lin. Ft.
11
n 12"
9
1
R
. •
a •
• • •
4
•••1
•l
•
• •• ' y .
a.
ceROLLED CURB & GUTTER"
0.048 Cu. Yd. Per Lin Ft.
•
R=I/2"
to
fR=I/2'\
4
•
•9
1/4"
Batter
• 4 :12
8" CURB.
0.032 Cu. Yd. Per Lin. Ft.
i6"
t•R=1/21-1 I 4�
• 90° •
6"CURB
0.027 Cu.-Yd. Per Lin Ft
Batter
4:12
•
CITY OF FONTANA,CALIFORNIA
CURB & GUTTER
Scale l".=8'
Drown By Garlo9
Checked By B. Por/er
Approved
Ch Engineer
Date ,5-1 .77
4116
STD.
DETAIL
I01
•
10-YEAR
� HYDROLOGY
TR. 14152
8/ I 9:30
1
1 1
1 1
i
1 1
:
1 I
♦n R11 RD 1 ;
1 1 c:,AN BE1:�fi .:.•ISO COUNTY]
1 1 STUDY NAME: 1 CALCULATED BY: • 1
1 CHECKED BY: 1
1 1
1 1 10.0-YEAR STORM RATIONAL METHOD STUDY 1 PAGE NUMBER OF 1
: 1 Iicl 19E3-19B8 ADVANCED ENGINEERIN2 SOFTWARE? 1
1 :CONCENTRATION: AREA (ACRES) 1SOILIDEV.1 Tt I Tc 1 I 1 F: 1 Fm 1 C 1FATH:SLOPE: V 1 HYDRAULICS
1 : POINT 1 B IS c. SUM 1- EIr PEIMI + 1 ►1iN ,; t ' ( )' SUM ' (ftl'ft/ft'FP 1 AND VOTES ' I .. D 1tT t U!f ERIaJ AREA! SJ 1 . ;YP 1 ,Y..1,1.14. r :..;. I.::l1r 1 1 Ava , . 1 1 5.1 •,..i... i
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101.001
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1 1
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1 : 1 :
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1 36.ft-STREET:
1 FLOW TO PT.: 1 1 1 1.71
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1 1 1
1 UM -STREET!
1 FLOW TO FT.41
1 103.00/
I 1
1 36.ft-STREET!
: FLOW TO PTA:
: 104.001
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f 1 Ii
36.ft-;r.c=T1
: FLOE TO FT.:
105.00:
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1
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1.71 A 1 1 _,
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I. 2901.0232:.. !INITIAL SU?AREA!.
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1 ,
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1 1 1 1 1
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, 1
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1 1 1 :DEPTH= .28 ft. 1
1 1 1 1FLDODWIDTH= 4.51
1•1 1 1
1 i I 1 1 I
401.00931 2.7: 10av= 2.6:fs1
1 1 !DEPTH= .36 ft.
1 1 1FLOOD;ti'IDTH= 7.0:
1 1
1 , 1 1
i i
401.0097: 2.7: thav= 4.2cfs1
1 : :DEPTH= .44 ft. :
.2: 1 ' 1 1 1• 1 '1FLOD0UIDTH= E.51
81 ` , 1 ,
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1 1 1 1DEPTH= .44 1
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1 1 / 1 , , , 1 1 1 , I 1 1 I+ i
1 1 1 1 1 1, , 1 , , .I $.0100, :,.0: tGav= 6,2efs1 :
1 36.ft-z:n_cT1
1 FLOU TO PT.€: 1 1
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1 ,
.91 1 ,
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1DPTH=.49ft. 11
:FLOONIDT! =11.41 1
. 4 i 1 T 1 : t �,:2 ! to 3E , 1----, , 1 11
1 S.:rr, ;71 0.61 A . 6 1----, 12._,-,'91. 3:....8. 6.5, I . .
1 : :_______i------ 1___-;____! '--_-'----' • 2001.0215i 4.3: $2 e
1 36.ft-STREET! : 1 : 1 : :DEPTH= .45 ft. ! 1
FLOW r PLf 1 ' 1 1 1 1 1 1 1 1 1 1 , ,n•.,• '. r
1 r 1 • . t t .G, 1 1 1 1 I 1 IFt u�:Jtl 71:Dt�= 6t
107.001 .5: 4.1: A 1 6 :----1 13.0:" 30:.35E: - 11 :----; 1 1
1 1 1 1 1 1 1--_ i , • , 1 T, (+! • 1 •1 .+ 2 •_I
1 , 1 1 : 1 1 1 --,----.----i 1 , 360 :.0:711 4.1! tOav= -.0: s
1 . 1 1 , 1 1 , i 1 i EP- 9 . ,
, 1 36.ft-STREET! : , , , i , , i 1 ID_r:F= !}• :
1 : FLON TO PT. 1^' 1 1 1 , . t.' I , 1 I FLG ��0t, 11T L1-+ t , .
i : : , 1.51 r 1 I r 1 :. DR:D H=i1 .4!
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: 1 ANALYSIS 1 TINE OF CONC=NTRATIO :MIN.) 16.6 1 LA:o_ . 1
I ! FCR POINTf ' AVE-A 50 Fs {IHIHP ._ .54 CONFLUENCE : :
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1 :CONCENTRATION: Cr !' ) 1^ ILIr I Tt I Tc I 1 I ! 1 T IC O0 , I 4' DR� C3 1
: AREA (ACRES! 1.-.D I.;EV.. : I : Fc : Ft 1 G IFA N1 L .EI V I ..Y .,..iLi�� : .
: I POINT Y.B. ISt B LAB r, PG:TY.' :MI I 1 t1 t r,:H 1 `U 1 r 1 S, AND NOTES
GI 'T NU.. _R:.lar.RcAi S,.. :T{ I :. Ei...I�. � !iF i. li../,1/ I to �„C: 1 (4t) IftlftlFr"v, l A... +u.ES I I
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I I TIME OF CONCEItTRATIDNI!IN,)= 16.63 AVERASED F> IIN/ER)= .54
I : tit WAR NI}S: AT NDDE 212.00. AN :FSTREA" Fm VALUE EXCEEDS CURRENT RAINFALL INTENSITY It*
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rt tS=3-4DlAC,S=2DJAC.i0=2 !.i1_0.471AC.12=S:!. .:-^r.14=A_.1,L9...b=rn .i7--DC RUNOFF CLEF IC1E:
;t ,
10-YEAR
HYDROLOGY
DETAILED FORMAT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c> Cooyright 1983-88 Advanced Engineering Software Cans)
Ver. 5.2A Release Date: 7/08/88 Serial # 2941
Analvsis orepared'by:
McCutchan Comoany, Inc.
2698 Mataro Street
Pasadena, California 91107 �
(S18} 568-2474 FAX (818) 795-4396
DESCRIPTION OF STUDY
��
��
*
�
* FONTANA TRACT 14152 AUGUST 2~ 1989 *
- *
FILE NAME: Dt\TR14152\H014152A.010
TIME/DATE OF STUDY: 9:35 S/ 2/1989
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
`
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10-YEAR STORM 60-MINUTE INTEN5ZTY(INCH/HOUR) = .910
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.350
COMPUTED RAINFALL INTENSITY DATAt
STORM EVENT = 10.00 1-HOUR INTENSITY(TNCH/HOOR) .9191
SLCPE OF INTENSITY DURATION CURVE " .600)
.53
FLONPROCESS FRGM MODE 100.00 TO NODE 101.00 IS CODE = 2
--------------------- _------------------- ______________________________
>>>>>RATIONAL METHCD INITIAL SUBAREA ANALYSIS<<<<<
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 8-10 DWELLINGS/ACRE
TC = K*[(LEN8TH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00
UPSTREAM ELEVATION(FEET) = ` 1001.58
DOWNSTREAM ELEVATION(FEET) = 994.86
ELEVATION DIFFERENCE(FEET) = 6.72
TC(MIN.) = .374$[( 290.00*1 3.00)/( 6.72)]*A .20 = 7.671
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.152
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 2-10 DWELLINGS/ACRE SUBAREA LOSS RA7E. Fm(INCH/HR) = .38%
..~.`~. P"mm.`....` ^ ^~. .' _
N� TOTAL AREA(ACRES) = 40 PEAK FLOW RATE(CF= 1
. .c,) 00 .
N� FLOW PROCESS FROM NODE 101.00 TO NODE 102'00 ZS CODE = 6
- --''
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA{<<<<
N�-----------------------------------------------------_---'---------------'--
UPSTREAM ELEVATION(FEET) = 994.G6 DOWNSTREAM ELEVATION(FEET) = 9B9.38
STREET LENGTH(FEET) = 310.00 CURB HEIGTH<INCHES) = 6.
U
«
DISTANCE FROM CROWN TO CROSSF(-1LL SRADEBREAF (FEET) = 10.00
INTERIOR STREET CROSSFALL (DECIMAL) = .020
OUTSIDE •STREET•CRC SSFALL (DECIMAL) •= . 040-
SPEC I F I ED - NUMBER OF HALFSTREETS CARRYING RUNOFF - 1
*:TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) ._
STREET FLOW MODEL.. RESULTS:
STREET FLOW DEPTH(FEET) = .28
HALFSTREETFLOOD WIDTH(FEET) - •4. 55
AVERAGE FLOW VELOCITY (FEET/SEC.) = 2.99
PRODUCT OF DEF'TH'r VEL OC I TY = .83
STREET FLOW TRAVEL_ TIME (MIN.) = 1.73 TC (MIN.)
1.52
9.40
- 10 YEAR RAINFALL. INTENSITY (INCH/HOUE;) _ 2.795
SOIL CLASSIFICATION IS "A"
RESIDENTIAL--. 8-10 DLJELLIN6 S/ CRE SUBAREA LOSS RATE. Fm (INCH/H })
SUBAREA AREA (ACRES) = . 49 SUBAREA RUNOFF (CFS) = 1.06
EFFECTIVE • AREA (ACRES) = .89 - AVERAGED Fm (INCH/ HR) _ .39
TOTAL AREA (ACRES) - . 89 • PEAK FLOW RATE (CFS) =• 1.93
END OF SUBAREA STREET FLOW HYDRAULICS: •
DEPTH(FEET) •-- . 3 1 HALFSTREET FLOOD WIDTH(FEET) •- • 5.36
FLOW VELOCITY (FEET/ SEC.) _ 2.6e DEPTH?:VELDCITY - . 89
..7800
* * * * . ; i : •A, • y *. * .�. :,v * * ' µ .!, i..°; *. �• r• * a • u. * * 6 *
{ . • ;� :}: ?;; Yi ;j. t. ;: ;E: .:?i ,.:� �{ , $: X' M . 7}: t . ; $` ,: �; �;' � ..:,. � ..,: ;. ;f: ?t �' :i,�. %i :;; :� ,, :� � � ,r: h� :� � � }� $. r,, ,�`: , �'::): X: k' .,. >,, ,, Y( i *
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = - 6
. , .::•COMP'UTE STREET FLOW TRAVEL TIME THRU SUE;AF(EA< < .:::<
UPSTREAM ELEVATION (FEET) _• 98'7. 56 DOWNSTFUIM ELEVATION (FEET) = 9F-`c . 23•
STREET LENGTH(FEET) - CURP 1-:E 1 C T H (INCHES) = 6 .
STREET HALFW I DTH (FEET) = 1 S? . 00
DISTANCE FROM CROWN •TO CROSSFALL ERAI)EEREAK (FEET) 10.00
INTERIOR STREET CROS FALL (DECIMAL) .020
OUTSIDE.STREET TRE_.ET CROSSFALL (DEC • MAL) = , 040
SPEC:t F: ED NUMBER OF HAL.FSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW (CFS )
STREET FLOW MODEL. RESULT:
STREET FLOW DEP ;-H (FEET) = .78
HALFSTREET FLO0D WIDTH(FEET) -•• 6.90
AVERAGE FLOW VELOCITY (FEET/SEC.) -- 2.57
PRODUCT OF DEF'TH VELOCITY = .97
STREET FLOW TRAVEL. TIME (MIN.) -_ .26 TC (MIN. )
....76
9.66
10 YEAR RAINFALL INTENSITY (INCH / HOUR) = 2.750
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-- • 8-10 DWELL I NSS /ACRE_ ;UI3AR:Er LOSS RATE.. Fa, t I NCH /HR )
SUBAREA AREA (ACRES) = .78 SUBAREA RUNOFF(CFS) _ 1.6e
EFFECTIVE AREA(ACRES) = 1 67 tAVERASEE' Fm (.I NCH/HR) _
TOTAL, AREA (ACRES) = 1.67 PEA!:: FLOW RATE(CFS) -= 3.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) - - 7.80
FLOW VEL .00ITY (FEET/SEC.) = 2.71 DEPTH*VELOCITY• = 1.10
•-• . i 880
{ v• �, ,ja • u• 4 Y• J.• .4 {• al . ,! •i• V• µ• r J • i J• �.
k: , ; k; � , ,. `r.--.. ;r: �: Y: ,;, :;..� ., . �. ,,. ;y; �: $i f: ti.; r.. � �-: � :, :;• n �: X :i .,: � :.: Y? w k �,::�: { ,�; ;. �; Y,' %�. }� n :#: , ;, .r, r,-. ?): �;:.>,( r' r; ;(;. '{' `. ,• yi
IIFLOW PROCESS FROM NODE 107.00 0 TO NODE 104.00 IS CODE = 6
>>>>>COMPUTE STREET FLOW TRAVEL TIME THE:U SL'EAREA<•. .. .
Z
..-`..--... --- '...^�."._�... - ,",.�" ��=.I.;...t.�=/ ��L.:.V-1.+m.`.'��,, - /oo.u�_'
STREET LENGTH(FEET) = 40.00 CURB HEIGTH(INCHES) = 6.
STREETHALFWIDTH(FEET) = 16.00
11
11
.11
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .040 '
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
=
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS)
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = .44
HALFSTREET FLOOD WIDTH(FEET) = 8.94
AVERAGE FLOW VELOCITY(FEE7/SEC') = 2.74
PRODUCT OF DEPTH&VELDCITY = 1.19
STREET FLOW TRAVEL TIME<MIN.> = .24 TC<MIN.>
=
=
1
=
10.00
4.21
9.90
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.709
SOIL CLASSIFICATION IS "A"
RESIDENTIAL- ` 8_10 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(INCH/HR)
SUBAREA AREA(ACRES) = .63 SUBAREA RUNOFF(CFS) = 1.32
EFFECTIVE AREA(ACRES) = 2.30 AVERAGED Fm(JNCH/HR> c= .39
TOTAL AREA(ACRES) = 2.30 PEA( FLOW RATE(CFS) = 4.80
END OF SUBAREA STREET FLOW HYDRAULICS/
DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 10.19
FLOW VELOCITY(FEET/SEC.> = 2.71 DEPTH*VELOCITY = 1.25
=
.38O0
FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 6
------------ ---------- ----- ---------------------------------
STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM ELEVATION(FEET) = 98S.88 DOWNSTREAM ELEVATION(FEET)
STREET LENGTH(FEET) 285.00 CURD HEIGTH(INCHES) = 6.
STREET NALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) - .040
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.41
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = .44
HALFSTREET FLOOD WIDTH(FEET) = 8.94
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.52
PRODUCT OF DEPTH&VELOCITY = 1.53
STREET FLOW TRAVEL TIME(MIN.> = 1.35 TC(MIN.) = 11.25
10 YEAR RAINFALL INTENSITY(INCH/HOUR> = 2.509
SOIL CLASSIFICATION IS "A"
'
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(INCH/HR)
SUBAREA AREA(ACRES) = .63 SUBAREA RUN3FF(CFS) = 1.2(}
EFFECTIVE AREA(ACRES) = 2.93 AVERnGED Fm3NCH)HR) = .39
TOTAL AREA(ACRES) = 2^93 PEAK FL]k( RATE(CFS) = 5.59
END OF SUBAREA STREET FL[W HYDRAULICS: -
DEPTH(FEET) = .44 HALFSTREET FLOOD NIDTH(FEET) = 8.94
FLOW VELOCITY(FEET/SEC.) = 3.65 DEPTH*VELUCITY ', 1.59
= .383C
N� FL3W PROCESS FROM NODE 105.00 IT NODE 106.00 Is CODE = 6
UPSTREAM ELEVATION(FEET) = 964.56 DOWNSTREAM ELEVATION(FEET) = 982.86
STREET LENGTH(FEET) = 170.00 CURB HEIGTH(INCHES) = 6.
STREET H0LFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROESFALL 2RADEBREAK(FEET)
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .040
10.00
**TRAVEL TIME COMPUTED USING MEAN FLOW(CPS) = 6.21
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = .49
HALFSTF<EET FLOOD WIDTH(FEET) = i1.44
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.0�
PRODUCT OF DEPTH&VELOCITY = 1.47
STREET FLOW TRAVEL TIME(MIN.) = .93 TC(MIN.) = 12.1E
10 YEAR -RAINFALL INTENSITY(INCH/HOUR> = 2.392
SOIL CLASSIPICATION IS "A"
RE3IDENTIAL->8-10 DWELLINGS/ACRE SUBAREA LOSE RATE. Fm(IWCH/HR)
SUBAREA AREA(ACRES) = .68 EUBAREA RUNOFF(CFS) = 1.23
EFFECTIVE AREA(ACRES) = 3.61 AVERAGED Fm(IHCH/HR> = .39
TOTAL AREA(ACRES) = 3.61 PEAK FLOW RATE(CFS) =' 6.51
END OF SUBAREA STREET FLOW NYDRAULIC0
DEPTH(FEET) = ^50 HALFSTREET FLOOD WIDTH(FEET) = 12.06
FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTHIVELOCITY � 1.48
=
.3880
FLOW PROCESS FROM NODE 1()6.00 TO NCDE 107.00 IS CODE = �
------ ______________________________________________________________________
>>>>>COMPU!E STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION(FEET) = 982.S6 DOWNSTREAM ELEVATION(FEET)
STREET LENGTH(FEET) = 200-00 CURB HEISTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
INTERIOR S7REET CROSSFALL(DECIMAL) = .020
OUTEIDE STREET CROSSFALL(DECIMAL) = ,000
=
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I*TRAVEL TIME COMPUTED USINS MEAN FLOW{CFS)
STREET FLOW MODEL RESULTS:
� STREET FLOW DEPTHIFEET) = .45
HALFST9EET FLOOD WIDTH(FEET) = 9.56
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22
PRODUCT OF DEPTH&VELOCITY = 1.89
STREET FLOW TRAVEL TIME(MIH.> = .79 TC(MIN.)
=
10.00
6.97
12.97
=
978.56,
10 YEAR RAINFALL INTENSITY(INCF/HOUR) = 2.304. '
SOIL CLASSIFICATION 7S "A"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(INCH/HR` = .7EO�
SUBAREA AREA(ACRES) = .53 SUBAREA RUH3FF(CFS) = .9|
EFFECTIVE AREA(ACRES) = 4.14 AVERASE[} Fm(INC"/HR> = .09
TOTAL AREA<&CRES> = 4.14 PEAK FLOW RATE(CFS) = 7'14
END OF SUBAREA STREET FLOW HYDR0ULICSt
DEPTH(FEET) = .45 HALFSTREEY FLOOD WIDTH(FEET) = 9.56
FLOW VELOCITY(FE£T/SEC.) = 4'33 DEPTH*VELOCITY = 1.94
. -`,. ` ``"L_ -1~ . ``".. .'L_:"" -!.-' ,.�. .`, ."�=r_ 1.vr-).11v -u L,U:C- -
>>>>>COMP3TE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<(
UPSTREAM ELEVATION(FEET) = 978.56 DOWNSTREAM ELEVATION(FEET) 972.39
STREET'LENGTH(FEET) = 360.00 CURB HEIGTH(IMCHES) = 6.
STREET H0LFKIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .040
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I
10.00
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 8.00
STREET FLOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = .49
HALFSTREET FLOOD WIDTH(FEET) = 11.44
AVERAGE FLOW VELOCITy(FEET/SEC.) = 3.91
PRODUCT OF DEPTH&VELOCITY = 1.90
STREET FLOW TRAVEL TIMF(MIN.) = 1.53 TC(MIN.) = 14.50
10 YEAR RAINFALL iHTENSITY(INCH/HOUR) = 2.155
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE. Fo'(INCH/HR)
SU8AFEA AREA(ACRES) = 1.08 SUBAR�A RUNOFF(CFS) 1.72
EFFECTIVE AREA(ACRES) = 5.22 AVERAGED Fm(INCH/HR) = .39
TOTALAREA(ACRES) = 5.22 PEAK FLOW RATE(CFS) = 8.30
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 11.44
FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTA*VELOCITY = 1.97
FLOW PROCESS FROM NODE 107.00 TO NODE 10E.00 IS CODE = 1
>>>>>DESISNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF 2
CCNFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.50
RAINFALL INTENSITY(INCH/HR) = 2.15
AVERAGED Fn(INCH/HR> = .39
EFFECTIVE STREAM AREA(ACRES) = 5.22
TOTAL STREAM AREA(ACRES) = 5.27
PEAK FLOW RATE(CFS) AT CONFLUENCE
FLOW PROCESS FROMNODE 200.00 TO NODE 201.00 IS CODE = 2
=
.3880
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< �
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 3-10 DWELLINGS/ACRE
TC= K*[(LENGTH*T 3.00)/(ELEVATION CHANSE>2S* .20
INITIAL SUBAREA FLOW-LENGTH(FEET) = 175.00
UPSTREAM ELEVATION(FEET) = 2001.11
DOWNSTREAM ELEVATION(FEET) = 993.06
ELEVATION DIFFERENCE(FEET) = 7.23
TC(MIN,) = .374*[( 175.001* 3.00)/( 7.25)]*1 .20 = 5.5G0
10 YEAR RAINFALL INTENSITY(INCH/HQUR> = 3.O22
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 8-10 DWELLINSS/ACRE SUBAREA LOSE RATE. FmCINCH/HR)
SUBAREA RJM�:-FF(CFS) =
TOTAL AREA(ACRES) =
.62
.20
PEAK FLOW RATE(CFS) =
.62
FL�W PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 6
>>>>>COMPUTE STREET FLOW T40VB_ TIME THRU SUBAREA<<<<<
----------------- =--=-------------- =-__====_---_-__-__ _
UPSTREAM ELEVATIOM(FEET> = 993.86 DOWNSTREAM ELEVATION(FEET) = 991.26
STREET LENGTH(FEET) = 165.00 CURB HEI2TH(INCHES) = 6'
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GR0DEBREAK(FEET) = 10.00
INTERIOR STREET CROESFALL(DECIMAL) = .020 -'
OUTSIDE STREET CROSSFALL(DECIMAL) = .040
SPECIFIED NUMBER OF HALFSTREET8 CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFS)
STREET FLOW MODEL RESULTS:
STREET FLO. r)EPTH.FEET) = .29
HALFSTREET FLOOD WIDTH(FEET) = 4.55
AVERAGE FLOW yELOCITY(FEET/SEC.) = 2.57
PRODUCT OF DEPTH&VELOCITY = .80
STREET FLOW TRAVEL TIME(HIK.) = .96 TC(MIH.)
=
� 1.46
6.04
10 YEAR RAINFALL INTBYS]TY(INCH/HOUR) = 3,475
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSE RATE. Fm(IHCH/HR)
SUBAREA AREA(ACRES) = .61 SUBAREA RUNOFF(CFS) = 1.69
EFFECTIVE AREA(ACRES) = .B1 AVERAGED Fm(INCH/HR) = .39
TOTAL AREA(ACRES) = .81 PEAK FLONRATE(CFS) = 2.25
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 5.77
FLOW VELMITY(FEET/SEC.) = 2.9& nEPTH*VELOCITY = .9-
N� FLOW PROCESS FROM NODE 202.00 TO MODE 203.00 I3 CODE = 6
����
N� UPSTREAM ELEVA7I0H(FEET) = 991.26 DOWNSTREAM ELEVATION(FEE7) = 937.26
STREET LENGTH(FEET) = 225.00 CURD HEIGTH(INC!|ES) = 6.
STREET HALFWI[)TH(FEET) = 18.00
=
.3E3�
>>>>>COMr`L7E STREE7 FLC}W TRAVEL TIME 19% SUBnREA<<<<<
DISTANCE FROM CROWN TO CROSSF0LL GRADE2REN<(FEET) =
INTERIOR STREET CROSSFALL(3ECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIML) = .040
SPECIFIED NLMBEF< OF HALFSTREETS CARRYIHC RUNOFF = 1
10.00
*'*TRAVEL TIME COMPUTED USING MEAN FLO(V(CFS) = 3.08
STREET FLOW MODEL. RESIULTS�
STREET FLOW DEPTH(FEET) = .39
HALFSTREET FLOOD'NIDTH(FEET) = 7.39
AVERAGE FLOW VELOCITY(FFEr/SEC.) = 2 59
PRODUCT OF DEPTH&VELOCITY = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 1.45 TC(MIK.) = 7.99
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.0G2
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSE RATE. Fn(INCH/HR? '3380
SUBAREA AREA(ACRES) A .62 SUBAREA RUN3FF(CFS) = 1.6:;
EFFECTIVE AREA(ACRES) = 1.49 AVERAGED Fm(INCH/HR) = .39
TOTAL AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) = 3.61
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .41 HALFSTREET FLOOD WIDT'(FEET) = 7.80
11
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 6
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
_
UPSTREAM ELEVATION(FEET) = 989.26 DOWNSTREAM ELEVATION(FEET)
STREET LENGTH(FEET) = 200.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL 5RADEBRE0K(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .040 '
SPECIFIED NUMBER OF HnLFSTREETS CARRYING RUN07F =
1
**TRAVEL TINE COMPUTED USIND MEAN FLOW(CFq> = 4.21
STREET FLOW MODEL RESULTS:
STREET PLOW DEPTH(FEET) = .42
HALFSTREET FLOOD WIDTH(FEET) = 8.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95
PRODUCT OF DEPTH&VELOCITY = 1.25
STREET FLOW TRAVEL TIME<MIN.> = 1.13 TC(MIN.)
10 YEAR RAINFALL INTENSITY(IHCH/HOUR) 2.847
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(INCH/HR)
SUBAREA AREA(ACRES) = .54 SUBAREA RUNOFF(CFS) = 1'20
EFFECTIVE AREA(ACRES) = 2.03 AVERAGED Fm(INCH/HR) = ~39
TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 4.49
END OF SUBAREA STREET FL3W HYDRAULICS:
DEPTH(FEET) = .44 HALFSTREET FLOOD NIDTH(FEET) = 8.94
FLOW VELOCITY<FEET/SEC.> = 2.?3 DEPTHOVELOCITY = 1.27
FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 1E CODE
`
____________
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU EUBAREA<<<Q.
=
.3880
UPSTREAM ELEVATlCNCFEET> = 987.30 DOWNSTREAM ELEVATION(FEET) '` 984.25
STREET LENSTH(FEET) = 225.00 CURB HEIGTHHNCHES) = 6.
STREET HALFUIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CF�%SSFALL GRADEBREAK(FEET)
INTERIOR STREET CROSSFALL(I}ECIMAL) = .020
OUTSIDE STREE7 CROSSPALL(DECIMAL) = .040
=
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
10.00 `
**TRAVEL TIME COMPUTED USING MEAN FLON(CFS) = 5.16
STREET FLOW MODEL RESULTSt
STREET FLOW DEPTH(FEET) = .44
HALFSTREET FLOOD WIDTH<FEET> = 3.94
AVERAGE FLOW VEOCITY(FEET/SEC.) = 3.36
PRODUCT OF DEPTH&VEL[}CITY � 1.46
STREET FLOW TRAVEL TIME(MIK.) = 1.12 TC(MIH.) = 10.23
10 YEAR RAINFALL INTENSZTY(INCH/HOUR) = 2.656
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 8-10 DWELLINSS/ACRE-SUBAREA LOSS RATE. Fm(IKCH/HR) = .3600
SUBAREA AREA(ACRES) = .65 SUBARE/! RUNOFF(CFS) = 1.33
EFFECTIVE AREA(ACRES) = 2.68 AVERAGED Fm(INCH/PR) = .39
TOTAL AREA(ACRES) = 2.68 PEAK FLOW RATE(CFSI = 5.47
.�
v
DEPTH ( FEET > = .44 HALF -STREET FLOOD WIDTH(FEET) = 8.94
N� FLGW VELOCITv(FEET/SEC.) = 337 DEPTH�VELOCITY = 1 55
. .
�*******Ilk' ** I'll ******�*Y."*****X.*******�*****"IV *******�*�
N� FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 6
UPSTREAM ELEVATION(FEET) = 984.23 DONNSTRE0t1 ELEVATION(FEET)
STREET LENSTH(FEET) = 215.00 CURB HEIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEE T)
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .040
=
SPECIFIED NUMBER OFHALFSTREETS CAR��ING RUN�FF = 1
10.00
**TRAVEL TIME CCMPUTED USING MEAN FLO�(CFS) = 6.02
STREET FLOW MODEL RESUILTS:
STREET FLOW DEPT�(FEET) = .42 '
HALFSTREET FLOOD WIDTH(FEET) = 8.31
AVERAGE FLOW VB-OCITY(FEET/SEC,) = 4.22
Pf"CDUCT OF DEPTH&VB_OCITY = . 1 78
STREET FLOW TRAVEL TT ME = .85 TC(MIN.)
= 979.78
10 YEAR RAINFALL INTENSI�.,(INCH/HO]�)
SOIL CLASSlFICATION lS "A"
RESIDENTIAL-> 8-10- SUBAREA LOSS RATE. Fm(INCH/H-'> = .3280
SUBAREA AREA(ACRES) = '57 EUI-30REA FUNEFF(CFS> = 1.10
EFFECTIVE AREA(ACRES) = 3.25 A;ERAGED Fro .39
TOTAL AREA(ACRES) FLOW 6.27
END OF SUBAREA STREET FLOW HYDRAULICS�
DEPTH(FEET) = .42 HALFSTREE7 FLOOD WIDTH(FEET) = E.31
FLOW VELOCITY(FEET/SEC.1.86
��AK ***S* A:A, *��x*�*�*�
~~ FLOW F`ROCESS FROM NODE 206'00 TO N!-ODE 207.00 IS CODE = 6
>>>>>COMPUTE STREET FL�N T[TIME THRU
��PSTRE0M ELEVATION�FEET> = �79.78 D3��ST�EkM ELEVATIOH(FEET> = 978.93
STREET LENGTH(FEET) CUR6.
ETREET HALFWIDTH(FEE��) = 18-0� ' '
DISTANCE FROM CROWN TO CR,OSSFA, LL 6RA')EBREAK(FEET)
INTERIOR STREET CROSSFALL(DECIi"'.AL>
OUTSIDE STREET CROSSFALL(DEClMiAL) = .840
= 10.00
` **TRP,VEL TICOMPUri ! ISINFS) = 6.82
STREET FLOW' HODEL RESULTS!
STREET FLOW
HALFSTREET FL3Ori WI3TK <FEET> = 9. 56
AVERABE FLOW ;ELOClTY<FEET/SEC')
PRODUCT O. VELSCITY
STREET FLO\� TRKVEL TIME 16 (MIN24
10 YEAF' RAINFALL INTENSlTY!I 2.511
SOIL CLASSIFICATIO��
RESIDENTI0L-> 8_10 DHELLI�G�/ACRE SU�AR�A L��S ��\T��. Fm ( INCH/H�)
SUBAREA AREA(ACRES) = .64 S�BA�EA R3HOFF(CFS� � �.22
11
TOTAL AREA(ACRES) = 3.89 PEAK FLO& RATE(CFS) = 7.43
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 10'19
FLOW VELDCITY(FEET/SEC.) = 4.19 I>EPTHtVELOCITY m 1.93
11
11
11
FLOW PROCESS FROM MDDE 207.00 TO NODE 208.00 IS CODE = 6
UPSTREAM ELEVATION(FEET) = 978.93 DOWNSTREAM ELEVATION(FEET)
STREET LENGTH(FEET) = 40.00 CURB HElGTH(INCHES> = 6.
STREET HALFWIDTH(FEET) = 10.00
DISTANCE FROM CROWN TO CROSSFALL eRADE8RE0V(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CRCSSFALL(DECIMAL) = .040
SPECIFIED NUMPER OF HALFSTREETS CARRYING RUNOFF =' 1
Z*?RAVEL TIME COMPUTED USINOMEAN FLOW(CFS) =
STREET FLOW MODEL RESULTSt
STREET FLOW DEP7H(FEET) = .47
AALFSTFE]ET FLOOD WIDTH(FEET) = 1O.G1 �
AVERAGE FLOW VELOCITY(FEET/EEC.) = 4.1G
PRODUCT OF I}EFTH&VELCCITY = 1.9S
STREET FLOW TRAVEL TIME(MIN.) = .16 TC(MIN^) = 11.40
7.97
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.489
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LESS RA7E. Fm(7MCH/HR)
SUBAREA AREA(ACRES) = '57 SUBAREA RUNOFF(CFS> = 1.06
EFFECTIVE AREA(ACEES> = 4.46 AVERAEED Fm(INCH/HR)
TOTAL AREA(ACRES) = 4.46 PEAK FLOW RATE(CFS) = 8.4i.
END OF SUBAREA STREET FLOW HY39ASLICS:
DEPTH(FEET) = ,47 HALFSTREET FLOOD WIDTH(FEET) = 10.B1
FLOW VELOCITY(FEET/5EC.) = 4,43 nEPTHIYELOCITY = 2.09
,3p8".;
FLOW PROCESS FRTM NODE 20O �0 TO �DD� 20? 03 IS CODE = 6
' ^
m�------------------------------------------------ --_-__-_--__--_'---_-__-
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SU3ARE0<<<<
UPSTREAM ELEVATION(FEET) = 979.13 DOWNSTREAM ELEVATION(FEET) = 973.70
STREET LENGTH(FEET) = 165'00 CURB HEZOTH'(INCHES) = 6.
STREET F{ALFWIDTH(FEET) = 1O.O0,
DISTANCE FRAM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CR[)SSFALL(DEClM%> = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .040
SPECIFIED NUMBER OF KALFSTREET3 CARRYINO RUNOFF = 1
"TRAVEL TIME COMPUTED USING MEAN FLOW(CFS>' = 8.94
qTREET FLON MODEL RESULTSt
STREET FLOW DEPTH(FEET) = .57
HALFSTREET FLOOD WIDTH(FEET) = 10.F1
AVERASE FLOW VELOCITY(FEET/SEC.) = 4.70
PRODUITOF DEPTH&VEL[}CITY = 2.22
STRFETFLOi4 TRAVEL TIME(MIN.) = ~66 TC(MIN.) = 12.06
10 YEAR RAINFALL INTENSITY(3HCH!HOUR> = 2.407
SOIL CLASSIFZCATION 13 "0"
��
�
SUBAREA AREA(ACRES) -- .56 SUBAREA RUNOFF (CFS) = _ . 02
EFFECTIVE AR(""CREW) - E. AVERAGED fim C ::Cii :F? — .39
TOTAL (-;RE(-'1 (rr.CRES) -- 5.02 PEAK FLOW RF:TE (CFS) = 9. 12
END OF. SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .49 H :LFSTREET FLOOD WIDTH (FEET) 11.44
FLnW VE' DC I TY (FEET / SE ) = 4.46 DEF Y E 2.16
1 Y *: * m *. * if C * :}:::: `+`p' :: :}: *: is i; %S' ;;'i •v •r • 'lt i • .t; J { f• ; ': _ y V' w `i; d Q; V • ' ;
FLOW PROCESS FROM NODE 209.00 TO NOL)E 2.10. 00 . I S CODE b
1 _. :•COMFuT STREETFLOW TRt,s_T I VE THR! };JE(E? t:
-_ _ _E_SR, ,
1
1
1
1
1
1
UPSTREAM ELEVATION(FEET 973.90 DOWNSTREAM ELEVATION(FEET)
STREET LENGTH (FEET) 40.00 CURD F� I 1t INOhamS ) =- 6
STREET HALF W =: DTH (FEET) -= 18.00
DISTANCE FROM CROWN TO ' CR08S =(:L.L GR:f.DEErEA!< (FEET) - 10,00
INTERIOR STREET CROSSF? L_L (D'r CI f1F^L) .- • .020.
OUTSIDE STREET CROS: ^'.: (fit ?c ) = ,040
:3L'ECiF IE'D P.UJME;ER OF HALFS; T.REETS CARRYING
$ .;TFAVEL TIME COMPUTED USINO MEANFLOW (CF() 9.6e
STREET FLOW MODEL
C:iEC:tL i ram.:
•
i'.1
STREET FLOW DEP1 H (FE:ET) . 50
H(-'LFSTF; E ET FLOOD WIDTH(FEET) -- 12. 06
AVERAGE FLOW! VELOCITY (;=EE T ! :EC.) ••• 4.42
PRODUCT Or DEFTH :VEELOC I TY ••- 2. 20
STREET FLOW TRAVEL TIME (MIN.) ... .1S TCy (M:CN.) 12.21
10 YEAR RAI FAI...1 1N•TFNEJITY r 1 CH!H� ;U!Ri =s
SOIL CLASSIFICATION IS• "A"
FE3I)ErT I S—i _ DEL T dSS ACRE vD? 'E_LOSS RATE. Fr!
( Irr-: H)
UPARE_f A}1FA (ACRES) =- SUTIA 'E( RLN>•r'F (C _- 1.17
r c: r • VE F: A� [ F !-
.Fr=.._�..T3. ti r. (;Ft .. ( t(�F::c:. "? _ . .;4 t=c•, c:,f"it"tl:.Ei;' r.^.; (.i. NCHi 4-{.')
TOTAL RFC ' (!` .r,S) -- 4 PEAK FLOW -`.TE (D'E S) '. b
C��_.. RE^ S. .. ET Fl W HY ;t... `
,_�,Il :iL)i_'t^i ,; c•i[_i..� O,'. i.. if":S ;L. T f"_.
DEPTH(FEET) = V 1 HAL F STREE T FLOOD WIDTH(FEET) - 12.69
PLOW VELOCITY (F'EE /SEl .) _ 4. 3- DEF' T HF;tV 'L SCITY 2,21
1
1 1 PR2,^�ESS ..M r ID 2 r-• TC) •ODt; S .ODE
FLOW , s_ ,= _., FROM . � .� _ _ I .r VCDE 211.00 i :_, i,t.}1J� •= ..
...>-O•: 1F Tr STREET FLOW. -TRAVEL "-'i �L! ^R
^{r:'.
UPSTREAM ELEVATION(FEET) = 97.1
0 L)(1W !STR _{ M EL.E.vc i" .1 DN t t= EE 1 ) =L= ?
STREET LENS H (F rE:r=T) -- /;.;... 00 'CURE ..HE I STH (INCHES) - 6 .
STREET HALFi I . TY , (F E_._ ;) ? 9. 00
-T
. 7SS
DISTANCE •FROM GROW!'! TO CROS FALL. SR.•i)EBREt1}.: (FEET
INTERIOR •STREET CRt0SSF f=;LL. (I)E C? M^:L) _ • .020
OLITS I DE: STREET CROSSF P:LL (DEC I M(L) .040
SPECIFIED IM.3w4OF "==:TREET" rRF4 '.:r..0F
10.00
* -TRAVEL TINE COMPUTED USING; MEAT: FLOW (CF S. 10.29.
29
STREET FLOW MODE.'_.. FESLIL T; L
NOTE: STREET FLOW EXCEEDS TOP OF CURD.
THE FDLL.O INS STREET E_.. FLOW RESULTS ``iF:?E FASED ON THE E S:. E psi::
THAT' NEGLIBLE FLOW OCCURS OUTC: ' r ... OF THE STREET CHANNEL.
THAT ;1 IS { FLOW tri ON. THE PARKWAY,
.Y ETy C }- !' r�L_. _.Us: (�_ _ . :=i .= r:f=:}''.i t : • i ik'sc.Ci:_"C•a"ET;,
STREET FLOW DEPTH(FEET)
HAL..FETREE • FLOOD WIDTH (FE,ET) =
10
_
4T.��
PRODU[�T L+ ()PPTH&VELOCITY = , 2.27
STREET FLOW TRAVEL TIME(MIN.) = .17 TC(MIN.) = 12.38
11
11
III
11
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.369
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-/ u-10 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(INCH/HR)
SUBAREA AREA(ACRES) = .82 SUBAREA RUHOFF(CFS) = 1.46
EFFECTIVE AREA(ACRES) = 6.46 AVERAGED Fm(INCH/HR) = .31�
TOTAL AREA(ACRES) = 6.46 PEAK FLOW RATE(CFS) = 11.52
END OF SUBAREA STREET FLOW HYDRAULICSt
DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 13.31
FLOW VELOCITY(FEET/SEC.) = 4.59 DEPTHtVELOCITY = 2.40
FLOW PROCESS FROM NODE 211.00 TO NODE 108.00 IS CDDE = 4
>>>>}COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER -SPECIFIED PIPESIZE//<<<
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.l = 15.9
UPSTREAM NODEELEVATION(FEET) = 972.07
DOWNSTREAM NODE ELEVATION(FEET) = 969.07
FLOW LENiTH(FEET) = 36.00 MANNING'S K = ^014
GIVEN PIFE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.52
TRAVEL TIME(MIN.) = .04 TC(MIN.) = 12.42
FLOW PROCESS FROM NODE 211.00 TO NODE 108.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUEVCE<<<<<
>>>>>AND COMPUTE VARIOUS COMFLUEN2ED STREAM VALUES<<<<<
TOTAL NUMFER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MI;.) = 12.42
RAINFALL INTENSITY(INCH/HR) = 2.36
AVERAGED Fm(INCH/HR) = .39
EFFECTIVE STREAM AREA(ACRES) = 6.46
TOTAL STREAM AREA(ACRES) = 6.46
PEAK FLOW R0TECCF3
> AT CONFLUENCE = 11.32
RAINFALL IMTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAME.
*� PEAK FLOW RATE TABLE **
Q(CFS) Tc(MIN.) Fm(INCH/HR)
1 18.59 14.50
2 19.47
12.42
.388
.3S3
AP(ACRES)
11.6G
in 0-
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOAS:
PEAK FLOW RATE(CFS) = 19.47 7_c(MIH.) = 12.418
EFFECTIVE AREA(ACRES) = 10.93 AVERAGED Fm(INCH/HR) = .39
TOTAL AREA(ACRES) = 11.68
=
.3S8�
_
FLOW PROCESS FROM NODE 211.0070 NODE 212.00 IS CODE = 7
__________________________________________________________________IF>>>>>L]SER SPECIFIED HYDROLOEY INFORMATION AT '.~~
E<<<<< USER -SPECIFIED VALUES ARE AS FOLLOWS:
vo
��
i.W'
11
11
11
EFFECTIVE AREA(ACRES) = .20
TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = .00
AVERAGED LOSS RATE. Fm(INCH/HR) = 2.390
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL
CONFLUENCE ANALYSES.
0� FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 6
>>>>}COMpUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
N� UPSTREAM ELEVATIOH(FEET> = 971.64 DOW�STREAM ELEVAT�ON(FEET) = 968'12
STREET LENGTH(FEET) = 185.00 CURB HEQTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 10.00
-- u---HNC- FROM CROWN TO -
CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROESFALL(DECIMAL) = .040
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =
'
*ITRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = .56
STREET FLOW MODEL RESULTS:
STREET PLOW DEPTH(FEET) = .20
HALFSTREET FLOOD WIDTH(FEET) = 2.32
AVERAGE FLOW VELOCTTY(FEET/SEC.) = 2.54
PRODUCT OF DEPTH&VELDCITY =
,Q«
STREET FLOW TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 13.41
10 YEAR RAINFALL lNTCNSITYQNCH/H0UR)
=
2.258
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> B-10 DNELLINGS/A'RE GUBnREA LOSS RATE, Fm(INCH/HR)
SUBAREA AREA(ACRES) = .67 SUBAREA RUNOFF(CFS) = 1.13
EFFECTIVE AREA(ACRES) = .07 AVERAGED Fm(INCH/HR) = .85
TOTAL AREA(ACRES) = 7.17 PEAK FLOW RATE(CFS) = 1.i0
END OF Si[BAREA STREET FLOW HYDRAULICS-
DEPTH(FEET) = .25 HALFSTREET FLGOn WIDTH(FEET) = 3.73
FLOW VELOCITY(FEET/SEC.) = 2.95 DEPTH*VELOCITY = .72
=
.3890
>>>>)COMPUTE STREET FLOW TRAVEL TIME THRUSUBAREA<<<<<
-___-________--_____________-_---___-_-__-_____-_--_____-___-__--
UPSTREAM ELEVATION(FEET) = 968.12 DOWNSTREAM ELEVATION(FEET) = 967.74
STREET LENGTH(FEET) = 40.00 CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROS2FALL GRADEBREAK(FEET)
INTERIOR STREET CROSSFALLZDECIMAL) = .02(}
=
10.O0
**TRAVEL TIME COMPUTED USING MEAN FLOW(CFB) = 1.93
STREET FLOW MODEL RESULTS:
STREET FLCW DEPTH(FEET) :` '33
H0LFSTREET FLOOD WIDTH(FEET) = 5.77
AVERA5E FLOW VELOCITY(FEET/SEC') = 2^54
PRODUCT OF DEPTH&VELOCITY = .83
STREET FLOW TRAVEL TIME(MIN.) = .26 TC(MIH.) = 13.68
10YEAR RAINFALL IWTENSITY(INCH/HCUR) = 2.232
11
i
ESI0h:!IAL-> B-10 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(INCH/��R)
UBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.66
FFECTIVE AREA(ACRES)'=1.87 AVERAGED Fm(INCH/HR) `= .60
TOTAL AREA(ACRES) = 8.17 PEAK FLOW RATE(CPS) = 2.74
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 6.98
FLOW VELOCITY(FEET/SEC.) = 2.56 DEPTH*VELOCITY = .96
F_nw pRnrFSn FROM un~nE� 214 TO w.~n'~DE r�i^m~.o.o. To r~n.n~o /
N� -- -------------------- ---------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRUSUBAREA<<<<<
UPSTREAM ELEVATION(FEET) = 967.74 DOWNSTREAM ELEVATION(FEET) = 966.70
N� STREET LENGTH(FEET) = 195.00 CURB HEIGTH(INCHES) = 6.
STF�EET HALFWIDTH(FEET) = 18.00
.'
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) = .040
= .38S0
11
11
I
SPECIFIED NUMBER OF HALFSTREETS CARRYINS RUNOFF = 1
)�*TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 3.45
STREET "LOW MODEL RESULTS:
STREET FLOW DEPTH(FEET) = .45
HALFSTREET FLOOD WIDTH(FEET) = 9.36
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09
PRODUCT OF DEPTH&VELOCIT`/ = 1 .94
STREET FLOW TRAVEL TIME(MIN.) = 1.55 TC(MIN.) = 15.23
10 YEAR RAINFALL INTEHSITY<INCH/HOUR> = 2.092
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> B-10 DWELLINGS/ACRE SUBAREA LOSS RATE. Fx,(INCH/HR) = ^3880
SUBAREA AREA(ACRES) m .92 SUBAREA RUNDFF(CFS) = 1.41
EFFECTIVE AREA(ACRECY = 2.79 AVERASED Fm(INCH/HR) = .33
TOTAL AREA(ACRES) = 9.01 PEAK FLOW RATE(CFS) = 3.92
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 10.19
PLOW VELOCITY(FEET/SEC.) = 2.21 DEPTHIVELOCITY = 1.02
FLOW PROCESS FROM NODE 210.00 TO NODE 21&.00 IS CODE = 6
>>>>>COMFUTE STREET FLOW TRAVEL TIME THRU 3UBAREA<<<<<
UPSTREAM ELEVATION(FEET) = 966.70 DOWNSTREAM ELEVATIDN(FE[T) = 966.43
STREET-LENGTH(FEET) = 120.00 CURB HFIGTH(INCHES) = 6.
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBBEAK(FEE7)
INTERIOR STREET CROSSFALL(DECIM0L) = .020
OUTSIDE STREET CROSSFALL(DECIM/\L) = .000
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
=
10.00
= 1 '
**TRAVEL TIME COMPUTEE USING MEAN FLEW(CPS) = 4.53
STREET FLOW MODEL RESULTS: ,
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT MEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS. ALL FLOW ALONG THE PARKWAY. ETC.. IS NEGLECTED.
STREET FLOW DEPTH(FEET) = .56
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.49
PRODUCT OFDEPTH&VELOC3TY = .83
STREET FLOW TRAVEL TIME(MIN.) = 1.40 TC(MIN.) = 16.63
11
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.985
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 8-18 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(INCH/HR)
SUBAREA AREA(ACRES) = .85 SUBAREA RUNOFF(CFS) = 1.22
EFFECTIVE AREA(ACRES) = 3.64 AVERAGED Fm(INCH/HR) = .50
TOTAL AREA(ACRES) = 9'94 PEAK FLOW RATE(CFS) = 4.87`
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 15.81
FLOW VELOCITY(FEET/SEC.) = 1.51 DEPTH*VELDCITY = ^86 '
FLOW PROCESS FROM NODE 213.00 TO NODE 216.00 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.) = 16.63
RAINFALL INTENSITY(INCH/HR) = 1.98
AVERAGED Fm(INCH/HR> = .50
EFFECTIVE STREAM AREA(ACRES) = 3'64
TOTAL STREAM AREA(ACRES) = 9.94
pEAKFLOW RATE(CFS) AT CONFLUENCE = 4.97
FLOW PROCESS FROM NODE 105.00 TO NODE 109.00 IS CODE 7
USER -SPECIFIED VALUES ARE AS FOLLOWS;
TC(MIN.) = 13.90 RAINFALL IN7ENSITY(INCH/HR) = 2.21
EFFECTIVE AREA(ACRES) = .20
TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS> = .00
AVERAGED LOSS RATE. Fm(INCH/HR) = 2.210
NOTE: EFFECTIVE AREA lS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL
CONFLUENCE ANALYSES.
N� FLOW PROCESS FROM MODE 109.00 T3 NODE 110.30 IS CODE = 6
11
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU 8UBAREX<<Q'
STREET LENGTH(FEET) = 330.00 CURB HEIGTH(INCHES) - 6.
DISTANCE FROM CROWN TO CROS3FALL SRADEBREAK(FEET) 10i00
INTERIOR STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(3ECIM0L) = .040
SPECIFIED NUMBER OF HALFSTREETC CARRYINS RUNOFF =
I
*TTRAVEL TIME COMPUTED USING MEAN FLOW(CFS) =
STREET FLOW KODEL RESULTS:
STREET FLOW DEPTH(FEET) = .23
HALFSTREET FLOOD WIDTH(FEET) = 3.33
AVERAGE FLOW VELOrlTY(FEET/SEC') = 1.Z:-
PRODUCT OF DEPTH&VELOCITY = '40
.53
.38O0
14
N� 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.955
- SOIL CLASSIFICATION IS "A"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE 8UBAREA LOSS RATE. Fm(INCH/HR)
N� SUBAREA AREA(ACRES) = .78 SUBAREA RUNOFF(CFS) = 110
.
~� EFFECTIVE AREA(ACRES) = .98 AVERAGED Fm(INCH/HR> = .76
TOTAL AREA(ACRES) = 5.98 PEAK FLOW RATE(CFS) = 1.05
END OFSUBAREA STREET FLDW HYDRAULICS:
N� DEPTH(FEET) = .28 HALFSTREET FLOOD WIDTH(FEET) = 4.55
FLOW VELOCITY(FEET/SEC.) = 2.07 DEPTH!VELOCITY = .58
FLOW �������
�LW� PROCESS FROM NODE �10.O0 TO NODE �11.00 IS COCE�= 6
��� � �� ��� ���'�� �� ��
N� - - -------------------------
N� >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION(FEET) = 967.20 DOWNSTREAM ELEVATION(FEET) = 966.43
STREET LENGTH(FEET) = 160.00 CURB HEIGTH(INCHES) = 6.
m� STREET HALFWIDTH(FEET) = 18.00
N� DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
m� INTERIOR STREET CROSSFALL(DECIMAL) = .02() .
OUTSIDE STREET CRO3CFALL(DECIMAL) = .040
w� SPECIFIED NUMBER 'OF HALFS7REETS CARRYING RUNOFF = 1
*�TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 1.34
N� STREET FLOW MODEL RESULT' :
~� STREET FLOW DEPTH(FEET) = .33
HALFSTREET FLOOD WIDTH(FEET) = 5.77
AVERAGE FLOW VEL8CI7Y(FEET/SEC. ) = 1.76
~� PRODUCT BF DEPTH&VELOCITY = .58
STREET FLOW TRAVEL TIME(MIN.) = 1.52 TC(MIK.) = 18.57
N� 10 YEAR RAINFALL INTENSITY(lNCH/HOUR> = 1.852
SOIL CLASSIFICATION IS »A"
RESIDENTIAL-> 8-10 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(INCH/HR)
N� SUBAREA AREA(ACRES) = .41 SUBAREA RUNOFF(CFS) = 57
EFFECTIVE AREA(ACRES) = 1.41 0VER0GED Fm(IWCH/HR) = .65
TOTAL AREA(ACRES) = 6.Q PEAK FLOW RATE(CFS)
END OF SUBAREA STREET FLOW HYDRAULICSt
N� DEPTH(FEET) = .34 HALFSTREET FLOJD WIDTH(FEET)� 6.17
FLOW VELOC7TY(FEET/SEC.) = 1.79 DEPTHSVELOCITY = .62
FLOW PROCESS FROM NODE 111.00 TO N2DE 216.00 IS CODE = 1.
N�-- --------------- - -----------------------_--------------
=~ >>>>>DESIGNATE INDEPENDENT STREAM POR CONFLUENCE<<(<<
>>>>>AND COMPUTE VARIOUS CONFLUENCEn STREAM VALUES<<<<<
�� TOTAL NUMBER OF STREAMS = 2 '^
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATIOH(MIN.) = 18'57
)�
RAINFALL INTENSITYCINCH/HR= 1^ 26
AVERAGED Fm(INCH/HR> = -65
EFFECTIVE STREAM AREA(ACRES) = 1.51
N� TOTAL STREAM AREA(ACRES) = 6'41
PEAK FLOW RATE(CFS) AT CON7LUENCE
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS. '
At PEAK FLOW RATE TABLE **
1
6.39
16. 6:
18.57
• .......—.•e .4.•• • .r.....I
4.90
5.05
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) -• 6.39 Tc (MIN.) 16.628
EFFECTIVE AREA (ACRES) = 4.90 AVERAGED Fm (INCH!HR) =•
TOTAL AREA(ACRES) -- 16.35
END OF "STUDY SUMMARY;:
TOTAL AREA(ACRES) =.
EFFECTIVE AREA (ACRES)
PEAK FLOW RATE (CF:= )
*: *: PEAK FLOW RATE TALE T: n
16.35 TC(MIN.) 16.63
4.90 (:VERACED Fm (INCH!HR) = .54
6.39
Q (CFS) T; (MIN.) Fm (: NCH/HR) Ac (ACRES)
1 6.39 16.6 .531 1.90
2 5.99 1E1.57 .579 5.05
* * * WARNING: AT NODE 212.00.
AN UPSTREAM Fm VALUE EXCEEDS CURRENT RAINFALL INTENSITY y; ,:
END OF RATIONAL METHOD ANALYSIS
SUMMARY
100-YEAR
HYDROLOGY
1 STUOY NAME:
I I
I I
I 1 100.0-YEAR STORM RATIONAL FETHD0 SIU3Y
1 I
1 I
1 1
1 1
11
1 ,
1 1
I
1
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1 I
1
1 I
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ESN BERNARDINO COUNTY]
: CALCULATED BY:
CHECKED BY:
PASE NUMBER OF
I 1(c) 1983-1988 ADVANCED ENEItiEERI E SOFTWARE]
:CONCENTRATIO!(: AREA (ACRES) :SD1L:D_V.I Tt 1 Tc I I I Fc:: Fx : D :PATH:SLOPE: V I HYDRAULICS I
I FDINT NUMBER:SUBAREA! SUM :TYPE:TYPE:FiiN.: MI').:in/h: :(Avc)1 SUM :(ft):ft/ft:FPS.: AND NOTES I
1 1 1 1 I I :-----!----I----: -----1 I 1 1 1 I
1 , 1 1 1 1 1 : 1 1 1 . I
1 1 1---1__- I_ ' - ,____I_ -__I --1------ I__-_'--
1 1 I 1 1 I 1 I I , 1 1 I I 1
r t 1 I 1 1 1 / 1 1 1 1 I 1 1
1 1 , 1 1 I 1 1 1 1 1 2901.02321 :INITIAL
1 , 1 1 l , .. 11 1 1 1 , .. Is,IsTIRI SUBAREA:
: 101.00! .4: .41 A : 6 1----: 7.7:4.64:.39:.382: 1.51 1 : 1 :
1 ----------'------:------' 1 '-- '--- ' '---- '------' 310'.01711 ' 51 #Eldv 2.4cfs:
7- I 1 :----1----1 1---1-1----i- i i ./ 1 i J..1t
136.ft-STr^1EET: 1 1 I I. : I :DEPTH= .33 ft. 1
: FLOW TO PT.!: : : : : IFLOC,Dki"TH= 5.3:
102.00: 9.3:4.12:.388:.32E1 I 3.01 1
1
36,ft-STREET:
FLOW TO PT.#1
103.00:
:
36.ft-STREETI
FLU TO PT.#:
104.00:
1 : 1.1:
I 1
451. , , A i 6 1----:
„ 1 1 1 1
I _-1
1 1 1
1
1 /
1.7: A I
1
1 1
I I
1 1
2.31 A
36.ft-STREET:
FLU TO PT.#1
105.001
.6: 2.9: A
36.ft-STREET:
FLEW TC PTA:
105.001
35.ft-ETREETI
FLOW TO PI.f:
107.00;
1 1 I
, I
I .2,
i 1
I_---1----I1 -----'------'
1
1 ,
1 I
I
: 1 1 1
9.614.061.3E81 .3881 5.51 : I
401.00831
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1 1
2.71 #E3v= 4.3cfs:
:DEPTH= .44 ft.- 1
IFLOOUIDTH= 8.91
1
I ,
1
: I 1 : 1 : I 401.00871 3.01 #Cav= 6.5cfs1
1 1 : 1 , r 1 1
, , 1 I !1 DEPTH= .50 ft. t
: .2: : : 1 : 1 : :FLDOD(IDTH=12.11
1 6:----: 9 2:4 010' 363' 3661 7 51----: :
I-__1 1--_ ,-_ •---: I I pet 15 1 3 , 'I p t I
r --1 --i- 1 1 2..JI.L11;2: ,..BI #idY= ..cfsl
I 1 1 ! - 1 , 1 I 1 !� P 0 �t 1
1 1, 1 1 i , 1 1 , ,..E TH= .5,, .. I
1 1. 1 11 I t 1
1 I 1 'I,FLDD 4:IDTH=12. 1 i
1 1----, ! 0:3 = GI 36.C1 E 1_ -1 1 1 1
1 -6 • 1 1 •.�1 a•7a I. J�JI .JJ.11 rBi -- 1 i 1
1------ ' 1_-__, I I i 1 170= 0100: 3.4: #03v= 9.E:fs1
1----1 1 1 1 1 1 , 1 171r1.
I I I
1 I 1
:DEPTH= .56 ft. :
i 1 1 191 i 1 1 11 LJJr IDTH-15. 1
.71 6t 1 r----1 :,1• 5[1 SEr 8l 1 , 1 1
.:r61 A 1 6 1 t 1l. five Jlr 1. J:,:i r.?tl C'I Ii`.�1 I i
: I : I :-----:----: 1 1 1 2000..0215; 4.5: *Dav= 11.0cfs1
1 1 I I I .5.11 1 ,1E• J- ft. :
1 t 1 I i ID -PT„-
1 , 1 r
1 1 1 i .7i r . 1 i 1 1 IFLO3DW':DTH=12.7:
5' 11 1 6--__ 4 61 3381 : 1 1 : I
.: 1 1 1 .�1J.441.J.J:.3EE1 l.41 1
36.ft-STREET1
FLU TO PT.#:
108.001
105.001
1.1:
I ----- :-- -:----: I 1 3601.0171: 4.4: #Odv= 12.8cfs1
1 , 1 1 . t t , 1 1 I :D' F TH= .55 ft.
1 1.4, I 1 1 , 1 1 It LODNIDTH-1.r.2:
-' 17 71,3E ' 3E8' 31- -1 -'- -' -I S.Z: A 6 :--- , l4.11..-?1 E: ... 1 13.�1 -- , --- 1 -- ,-------------- ,
'------ '----'__--'----'----- '__-_, , 1 , 1 ,
5.2: I 1----1 14.113.23: : I 13.31----:----- 1----IFOR CONFLUENZE :
t , 1 , 1 ,
1 1 1 , I
1 IDEV. TYPES: 1=Cen.2=?iH.3=Act.4=Co^,5=SFE 11+ D/AC.6=8-10C/A1.7=5-7D/AC. SOIL TYPE: USER=SPECIFIED #
#2=3-4D/AC,9=2D/AC.10=1&/AC.11=0.4D/AC.12=Sch.13=PK.14=Ac.15=PC.1<.=AC.17=DC RUNOFF COEFFICIENT!
+-+
1 1
1 i
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1 1 STUDY NAME: 1 CALCULATED BY:
CHECKED BY:
; ; 100.0-YEAR STORM RATIONAL METHOD STUDY • : PAGE NU ER OF
/ I
! NO 1923-19E5 nD4r.:zCED EtiEI',EGnI'i= SOFTWARE)
ICONC� TPA T . 1 AREA (ACRES) ;SD , ' : Tt t 1 I 1 Fe ! e 1 4 :P TH1„ OFE: V ! , ICS
1 Ja..-�i T G 1: R to . E} 1,.JF_:D_V. , 1; Tc 1 c 1 F 1 :1 r.;.11.._..: _,YD=F.J�...;,
POI;;T NUMBER SUBAREA: SUM ITY?E;TYF'E:rIR 1 ,'.'}' li^/h I1 v9): EJ" '(ft}'ft/ft:FP" 1 AN NOTES
V ..L t �.I r. . 1 : 1. 1 1/ ( i 1 1 1. tiJ. i
1 1 1 1 1 ! 1 , 1 1 1 1 1 _ 1
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------- t______'____I ___:____I----- :____1____: ----' -----I '-----I____'------I 1
1 FLU TO PT.fl
: 1 202.001
1 1 1
1 1 t
:: 36.ft-STREET!
: FLU TO PT.*: ; : 1.31
203.0:11 .7: 1.5: A 1 6 :----:
1 - 1 1------' -----___--- 1 1
.1 ' 1 11 1 1
1 1 'SLR -STREET:
: FLU TO PTA:
: 1 204,001
1
1
!
1 1
1
1 ; 36.ft-STREET1
1 FLU TO PT.1':
1 : 205.00:
1 ! 1
1 ! I
1 -: ft •roc T:
1 .:3.. -� , n�L r
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1 206.00:
1
! 1 1 1
: : 36.ft-ST EE :
n rr TO PT.*:
1 1 207.00:
1 1
I
1 36.ft-STREET:
1 1 FLOW TO K.:
1 : 208.001
1 1
I 1 1
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1 t
1 1 1
1 1 1
11
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1 1
1
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1 1
1 1
1 1
1 1 1 1 1 ,
1 : 1 1 1 1 1 1 I 1
1 ) 1 1 I 1 / t C1 �1 1 !INITIAL I�i SUBAREA'
1
.. 1 I 1 75:.04 41 .. !INIT _ UBA. A: 1
•11 q, , 1 6 --- ' C 6:C 1I1 -, 22 9'---t-----1-7-1 -- I 1
.LI k i J -1 J. IJ. J.1 ,J71 ,J�'J• • i- - 1 1
1 ! 1 1 1 ! 1 1 1 1651 �1521 3.21 tO 2 1
1 r 1 1 , !. ! 1 uJ,..l:.._I 3 �! C ti\'= ... Cf5!
1 1 ;DEPTH= .33 ft. 1 :
! .9! t 1 I 1 1 IFI O3D Tu= I:.E• 1
: 7 I ! I 1 - I ! I. L-:DW:J..: J i
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1 1 1 , : 225,.00E91 3.01 fEav= 4.7cfs. 1
1 ! ! , 1
1 1 1 !DEPTH= .45 ft. 1
1 f 1 1 : 1 1FLOODVIDTH= 9.6: :
l
►.E! 5E•r 3Bi 5 1 1 r . 1
r4. 'J .. J:1.i. .3231 J.6: 1 I 1
1 1 1 : . 200:.00921 3.f: *Dav= 6.6cfs: :
1 : : : 1 : 1 1DEPl:!_ .50 ft. : :
I 1 1 1 1. 11 1 i 1 1 1 I 1 1 D, / 1 1
1 1 1 1 1 / IFLOD MOTH=12.:1
rI 2.01 A 1[ 1 1 n, 1 3SS1 n^1 1 1 1 1 t
.JI I r 1 4 I----! i'. S:4. LJ1. �TJDI •. I 7.U1 1 1 ! 1 1
1 1 : 1 , r :--. , , 225: r c
3 1 1 1 i- I • • ---.-- 1 1 1 .r.... 1JE1 ...71 4,:av= e. utr :
• I 1 1 1 1 1 1 1 !DE TH= .... ft. 1 1
, 1 I 1 , O, ! , . 1 ! : ; ! r1g 1 I
i 1. 1 , I ! . 1 I .FLOODWIDTH=12.11 1
.6: 2.7: A ' 6 :----: 10013.97' 98 3S91 1----I----1--_-1 . !
1 ! 1 1 , , 1 ; 1 ! 1 ! 1 : 215:.0208: 4.5: tecav= 9.5_fs' ;
1 , 1 1 1 1 I 1 1 1 rD•'F':J= 50 ft ,!
1 1 ! 1 1 . 1 i 1 1 !F ••1 (• 2 :! !
, .e: 1 1 , • 1 :. LOODIDTH=1 ... 1
.6: 3.2: A 1 6 :----. 10.8;3.781.3981 .386: 9.9: : 1 : : 1
1 1 1 1 1•`1 ! ! 4.71 .: !
, : : . 1 1 1 1 4 I.02:3: iGav= i0.9_.=! 1
: .1: ; 1 1 : 1 1FLDDDP1!9T'r'.=i .71 :
7 ; 1 3 ,
.6: 0.91I F. 6, 1 ----1/ 10.9,.751.,SB, .3E8:' 11.8: 1 1 1 1
: 1 1 1 !_ / , 1 1 7:
: 1 1 1 ---:----:-----. 401.02091 4.Ir *Oav= 12.6cfs: :
, 1 1 1 • .1! , t 1 1 '
1 t ; I 1 1 1 1.CDDi1F LETH i3.91 '
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tDEV. TYPES:
: 18=3-4D AC.9=2D/AC.10=1D/AC.11=0.4D/A" 2=Q-h.13=P`;.14=A .15=PC.16=AC.17=LC
:
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RUNOFF CGEFFICIERTf 1
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ISAN BERNARDINO COUNTY]
: CALCULATED BY:
I CHECKED BY:
( 1 100.0-YEAR STORM RATIONAL METHOD STUDY ' PAGE NUMBER OF
1--------------- ---------- E ic} 1963-198. ADVANCED ENEiNEERINS SOFTWARE]
, :CONCENTRATION: .�- � � , , 1 } , 1 1 , , I n , , 1 1 r1 1 ,
t AREA (ACRES) 1SOIL1tEV.1 T. 1 Tc , I ! Fr: 1 Ft 1 0 !PATH:SLOPE: V HYDRAULICS 1
1 a MBE ., RE1 , !r I :: N! NIN ,• 1 , 1 ;!y 1 I i r 1 , r 6T 1
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1 , 1 1, 1 1�--'----' ' 1 , 1 1
t 1 i ! 1 : t I i 1 1 1 I
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210.001
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1 1
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211.00! .81 6.51 A 1 6 1----1
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ANAL:�SIS 1
1 1 FOR FOINT4 1
1 1 102.001 EFFECTIVE
D Tc
29.E5 14.05
31.05 12.00
1 1 1 1
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1 1 213.00:
1 1 .
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1 1 36.ft-STREET!
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1
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1 •4; n 1 1 1
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1 / 1 1 1 1 1
i I 1 1 t
1 1 . 1 1
1 1 t 1 1 •,
1 .1! 1 1 1 1 1
1 I 1 1 1
1 1 1DEPTH= .55'ft.
1 6, 1 i 1 1 1 / :F� OODW T 1_ 1
i. 1 1 { ! i 1 1 1>•rG�:.�iD:i;-14.6,
1 1 1
401.0001 4.71 IGev= 15.4cfs!
1 1 1DEPTH= .57 ft. 1
1 1 IFI 11vf(`.1•r,-:1=15 1
t----I 1- 5E1 S' .v 1 IIi.B:�.�1.38 1� 881 16.21 1 1 1 1
----- I----1----1-----1------ 1 451.02001 5.01 20av= 17.4cfs1
1 :DEPTH= .60 ft. 1
.2! 1 1 1FLOODkIDTH=17.11
I 551 oppt 3p 1 /3 , '-----1--- '--------------1
12. 413.,,,,i.3JQ •JJ�1 (.41----! i -1
1 1 1 1 1 361.2317123.61 10av 18.4cfs1
1n=.0140 Tin= .61
I , .0: 1 , 1 1 24.0'-PIPE 1
III!
I ! 1 1 I 1 . 1 1 1
1 1 I 1 1 1 I , 1 1 1
PEAK FLOW RATE(CFE} = 31.0
TIME OF CONIENTR TION1MIN.1 = 12.0
AVERAGED Ft(IN/HR} _ .39
AREA(AC=ES1 = 10.92 TOTAL AREA(ACRES}
Ft: AP
.39 111.69
.39 10.92
1 7--� , r I .
11.6E
LAFEESI
CONFLUENCE
L'= 31.0
. 1
1 I
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1 1E51.0190: 3.31 tOav- .9cfs: !
1
1 1 1 !DEPTH= .23 f t. 1 1 1 1 1
1 1 1 1FLODDWI3T •= 3.31 1
i 1.7: / ! 1 1 1
1 1 I 1 1
401.00951 3.01 Wav= 3.0cfs•. 1
4.2!
!DEPTH= .38 ft. I 1
1FLOODh!DTH= 7.01 1
1
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RUNOFF COEFFICIENTI 1
i
1
I 4
11
11
1
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1 1 I1c1 19SC-192S ADVArZEI: ENE EER1 ^ Sr=TiaA"_) '
1 :C Ai DEN •4 I 411 in- CR 7ED1 7DE 1 1 t 1 / , 1 1 1 :SUE4 , 1
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1 1 FLINT NUM= R:SUBAREA! S'17 1TY�E:TYPE:MIN ' MIN '' '(Ae ' SLY i(ft):ftlft!Fa5 1 AND NOTES i :
1 1 I:E I 1 r l, 1 .tl. I . I:::i 1 ( fY) � J t 1• • l
7 • 1 1 1 7 • 4 1 / 7 . •
4 t t t 7 •
1 1 1 1 1 !----:----;------1 I 195! 0Cr-• ^ 31 t.1•• C
1 1 1- i 1 4 ,--'-"------! .J7.•J'.:.): L.J. +..C.>'= z"4 '
1136,ft-BTREET; , 1 11 ; 1 1 1 , 1 _PT.H= .51 ft. 4
: I FLN TO PT.X: : : 1.4' : I 'FLEO IETH=12.7i
1 1 :5 1 1 ! 1_ 1 r 1 11 ECI :- -1 t 1• r •,
1 4 2:r.�o: .�, 3.3. A 1 6 ---. 1..a431.,t,;e=:1.a I 5. 11 -- . 1 1
------7 1 1 1 1 : 125!.0:20: :.L: t3Eur. 7.1_fa: I
4 I 36.i..-J1.14..i, t 1111
, 1 , 1 i1 , 1 ;DEPTH: .62 fL. 1;
1 1 ,n /� fl 1 1 T7 1 : 1t't 1
1 1 FLU T1. T.1-: 1 . p 4 t i.r. • :FLEO9 IDTE=1E.0' •
1! 216.f.C! .9, 4.21 A 1 6 1-- 16 �1" 95! ZEE' .922: 7.61____1 1 , 1
_.vl�. • vl.rt . . 1 ii
1 • 4 , ____7 1 __ '____----- :____1 t t ---- _-!____4----- t ___t_____________.._I '
11. 216.00: I 4.2: I :----: 1E.7I2.=5: 1 I 7.6:----I---- -:----;FER CCNFL:ic CE I :
. 1
•- t 1- 1- 1--- I I--- 1 : • � I 7 7 , 1 l l
i 1 7. 1 1 4 i 4 7 7 i fi SM.._. DATA I,
, , :09.00t .21 1 I-----: 13.9, I :3.25C': . t .
1 ! -1 1 , 0,9941 31 ID' - " is! I
, I . .it- :il ET: 1 1 , i ; 1 I 1 l :!-::..- ._r ft.
4 1 c U TO PT.°I I ! ! : : I I : IFLU%De:I'ITii= 4.11
• 1 . 0:: . . _12 1t, y r 2t 1 t , 1 1
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: : 1-----1____:____: ::----: ---i : 11E0:.0342: t 1.91 a:'= 2.2_fc' .
I
i 4 Tr 4 4 •a t 1 1 I id:..i^- .37 ft. :
1 1^ :k TO PT.`n: , 4 t 1- 4 . 1 I 1"_�L'ti. 1.'t r
, I I L , 1 .5; 4 , 1 , li ,iDT :
: : :11.001 .4I :,`'1 !! : i= ----: 12._:7.77:.rrr1 .77`.: _...----: : : : :
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FLU :C.fi
1 1 .N SIE t IM.y 5r C E'TRAT:C ,:F: ' 1
1 , i; \Y.'��.J 1 .. ._ :i: iD:ti: _.\IAh l:.. ...} = 15.., L....__C. i
7 FOR ::I < ' A11;.'C:4::«! C..tT!'1J:' _ I C::!'- itCi•n- 4
1 4 1� 02t E_ !. •`ti•r _ ,... _ = r
?: .v• ._.. .._ NZE�;...,ES) _.�2 T:T._ ARE?:�i.�_t") ...�., i C= 10.0
1 1 AI
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4 4 1 --t . _._7____1 . 4 : , 7 7 . : .
1 7 1 4 4 7 ! 1 t 1 , I 1 4
7 4 ; 7 1 ,, • 1 4 1 . 4 1 1
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1 1 i 4 1 . • .
7 , 1 4 1
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1 1 • I 1 � 1 1 4
1 1 I
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1 1 :SAN EERNARZIN COU TY3
1 1 STUDY NAME: ! CALCULATED BY:
( (1 CHECKED EY:
1 1 100.0-YEAR STORM RATIONAL M_TEDc STL'::Y 1 PATE UMBER OF
1 7 E(c} 1923-193E ADVANCED ENS1NEERINE SOFTWARE: -
! !CONCENTRATION; AREA (ACRE51 Tt ( Tc 1 I 1 Fr 1 Fr 1 D :PATE:SL E1 ' 1 EYDRULICS1
!. ! POINT NUNEERISU AREA! SUP 1 TYF_1TYPE:MIN.: t;IN. lzr1/hl 1(Nac11 SURF l (ft)!ft/ft:F c ANr !! 1 ' ' 1 Fr.1 .. i\uiE3 1
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1 1 1 1 1 1 _/_ 1- -1- ! ��
1 ' FEC"I4'E AF.EA(f?CRES1= TOTAL AREN(ACREE 16.351 PEAK 0; IL'TE(.FS1= 10.05
1 I EF 5.42 n ;�_ � 1, L e 1
1 ! T1(:E OF CCI?:CE5TRATICN1MIN.)= 16.22 Av'ERASED Fc(I!;/HF;i= .S9
! tit WAFNINS. T ,nD� 1 UPSTREAM VALUE
L D" RAINFALL212.00. UPSTREAM INTENSITY #tt
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! ' 10.05 16.2E .: E9 5.4 •
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1 tS=3-4D/AC.9=20/AC.10=1C/AC.11=U.4?iAC.12=Sch...=PK.14=Ae 'E=-C.144.2.17=DC RUNOFF CDEFFICIE1t1 .
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� HYDRAULICS
T1 SCUTHRIDSE TRACT NO. 14152 10-YEAR RL DFF
IT2 ricCutchan Cc.. Inc.. 2696 Matarc Street. Pasadena. CA 9107
T3 AUSUST 1.19E?
SO 104.00 9E3.57 1 .014
IR 16E.50 967.54 1 .014
„Rix 172.50 967.70 2 2 .014 6.3 967.7C.
R 205.50 96E.29 2 .014
EH 2
ICD 1 4 2.5
CD 2 4 2.0
1
•
Line 1 Col 1 File: 5:1TRi41521H14152A.tEF 12:47:12
"Line 1 Col 1 File: D::TR141521-1E15:2.14SP 12:47:43
F0515P
WATER SURFACE FR FILE LIETINE
68JTHRIDGE TRACT NO. 14152 10-YEAR RUNEFF
MCCutchan Co.. Inc.. 2692 Mataro Street. Pasadena. CA 91187
AUGUST 1.1937
PAYEE
STATION INVERT DEPTH W.S. 0 VEL VEL ENERRSY SUPER CRITICAL HET/ BASE/ ZL ND A1'E??
ELEV OF FLOW ELEV HEAD E::t'.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NCF,M DEPTH IF.
ittiilittittititittttittttllitttititttitiMiittitttttitttflittitttfitttitttttlfiititittittiit Mlltiitlitttttflitftdffititlftfttlf
I104.00 963.57 5.030 969.600 26.4 4.16 0.268 962.262 0.00 1.534 2.50 0.00 0.00 0 0.00
I
43.11 0.06155 .002644 0.12 0.790 0.00
147.11 966.22 2.500 9612.724 20.4 4.16 0.262 962.972 0.00 1.574 2.50 0.00 0,00 0 6,00
2.96 0.06155 .002652 0.01 0.790 0.00
150.07 966.41 2.314 362.720 20.4 4.30 0.267 965.007 0.06 1.574 2.50 0.v. 0.00 0 •n.00
0�
HYDRA:ILIC JUMP 0.00
I
150.07 966.41 0.959 967.395 20.4 11.30 1.981 969.376 0.00 1.534 2.50 0.00 6.0C 0 0.00
3.23 0.06155 .025161 0.0S 0.790 0.00
I153.30 966,60 1.014 967.612 20.4 10.92 1.652 969.470 0.00 1.534 2.50 0.00 0.00 0 0.00
3.36 0.66155 .022332 0.0E 0.790 0.0.1
I156.66 966.21 1.051 967.562 20.4 10.41 1.624 967.546 0.00 1.534 2.50 0.00 9.00 0 0.00
2.75 0.0615 .0197E3 0.05 0.790 0.00
159.41 966.96 1.0E9 962.070 20.4 9.93 1.570 969.600 0.00 1.574 7.50 0.00 0.00 0 0.00
I2.22 0.06155 .017321 0.04 0.790 0.06
161.63 967.12 1.130 562.247 20.4 9.47 1.391 969.633 0.00 1.534 2.50 0.30 0.90 . 0.00
1 1.23 0.06155 .0152E2 0.03 0.790 0.00
I163.46 967.23 1.172 966.402 20.4 9.02 1.2E4 569.666 0.00 1.534 2.50 0.00 0.00 0 0.00
1.47 0.06155 .013441 0.02 0.790 0.00
I164.93 967.32 1.216 962.537 20.4 8.60 1.150 969.627 0.00 1.534 2.50 0.00 0.0: 0 6.00
1.18 0.06155 .011229 0.01 0.790 0.0
Il166.11 967.39 1.262 762.655 20.4 8.20 1.045 967.700 0.00 1.574 2.59 0.00 0.80 0 0,00
0.90 0.06155 .010420 0.01 0.790 0.00
t
F05I5P
KATER SURFACE PROFILE LISTING
SDUTHRIDSE TRACT 4C. 14152 - 10-YEAR RUNOFF
NzCutcha, Cc.. Inc.. 2650 Matarc Street. Pasadena. C4 91107
AUGUST 1.19E9
PR9E
STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUER CRITICAL HST/ BASE/ ZL }t0 A U=:
ELEV 07 FLDi ELEV HEAD 223.EL. ELEV DEPTH DIA ID NO. PIER
I /ELEV SD S7 AVE HP NORM DEPTH ZR
t#tttltit#itittttitttttIttlIttttttttt1.tittfit2tti#ttIt#ttiit#t##ttitt?itttif#ftttitti tfttttttttttitittlttitittiift#fit#tfMIII tit
t
1
167.01 967.45 1.311 960.759 20.4 7.22 0.950 969.7003 0.00 1.534 2.50 0.00 0.00 0 0.00
0.68 0.0E155 .009127 0.01 0.790 0.00
167.69 9E7.49 1.362 962.352 20.4 7.46 0.864 9E9.716 0.00 1.534 2.50 0.00 0.00 0 0.00
0.46 0.0E155 .005106 0.00 0.790 0.00
163.15 967.52 1.416 958.934 20.4 7,11 0.7E5 969.719 0.00 1.534 2.50 0.00 0.00 0 0.00
0.26 0.0E155 .0071E3 0.00 0.790 0.0C
163.41 967.53 1.473 963.0007 20.4 6,7E 0.714 9E9.721 0.00 . 1.534 2.50 0.00 0.00 0 0.00
0.09 0.06155 .006330 0.00 0.790 0.00
162.50 967.54 1.534 969.074 20.4 6.46 0.64E 9E7.722 0.00 1.534 2.50 0.00 0.00 0 0.00
JUNCT STR 0.04000 .004628 0.02 0.00
172.50 967.700 2.222 969.922 12.1 3.85 0.230 970.156 0.00 1.250 2.00 0.00 0.00 0 0.00
17.4E 0.01639 .003227 0.06 0,940 0.60
1E9.5E 967.99 2,000 769.926 12,1 3.85 0.230 570.216 0.0D 1.250 2.00 0.00 0.00 G 0.00
12.16 0.01E39 .003079 6.04 0.940 0.00
202.14 550.19 81 1 300 17 1 .2`3' v0.00 .2502.00�"
1. 4 97 _.1 4,�4 ... 57C•..53 ..3 0.00 G.try ..40
6.17 0.01633 .003003 0.02 0.940 0.00
202.31 2^ 1 93 12.1 272 2: �2.000.00r 000r
95. �� .10c: 959, i ,. 0.2799?0. 0.0 .. L v 0 G..,.:
0.19 0.01639 .003110 0.00 0.940 0.00
202.50 962.29 1.703 915.333 12.1 4.25 0.280 370.273 0.00 1.250 2.00 0.00 0.00 0 OM
e
1
5NTHRIDGE TRACT NO. 14152 10-YEAR RUNOFF
YcC2tchan Co.. Inc., 2692 Nataro Stre_t. Pasac•era, CA 91IO7
AUGUST 1.19i 9
104.00 .I C H W E ,
106.13
10E.27
110.40
112.53
114.66
116.80
118.93.
121.06
123.19
125.33 .
127.46
129.59
131.72
133.86
135.99
138.12
140.26
142.39
144.52
146.65
142.79 I C X E . R
150.92 I C b HE . R
153.05 i4 C H E R
155.18 I v. C H E . R
157.32 1 it C H E . r
159.45 I 'V C H E R
161.5E
163.71 I v C X E
165.65 . V 6 E4 R
167.9E . I k C c H R
170.11 . 1 H C E H
172.24 . I k C- E H R
174.3E . 1 W C E H R
176.51 . W _ E ..
178.64 . 1 WC E H R
180.78 . 1 X = H . ZX
1E2.91 . I C H V E . R
185.04
187.17
1E9.31 ,
191.44 1 C X E. R
193.57
195.70
197.84
199.97 /;.
202.10
204.23 1 C V HE , R
206.37 ,
216.50 1 C A E. R
963.57 964.24 964.91 965.59 966.26 966.53 967.60 969.27 969.95 965.62 970.29
"NOTES
1. GLOSSARY
I = INVERT ELEVATION
10
Ti SDUTERIDSE TRACT N9. 14152
100-YEAR RUN2 F
72 ScCutchan Co.. .nc.. 2692 5atara StreEt. Pasa:lena. CA 91107
T3 AUGUST 1. 19E9
• SD .104.00 963.57 1 .014 970.00
R 162.50 967.54 1 .014
IJX 172.50 967.70 2 2 .014 13.3 967.70 85.
F. 208.50 969.29 2 .014
SH 2
CD 1 4 2.5
III CD 2 4 2.0
1
1
I Line
0
'Line
1 Col 1 File: D:ITR141521F141522.WSP 4:30:21
17.8
1 CoI 1 File: D:ITRi4152 W14152R,W2F 4:30:59
F0515J PASE 1
EATER SfRFA E PR9FILE UST
INS
SDUTHRID6E TRACT kO. 14152 100-YEAF RUNOFF
NcCutchar. Co.. Inc.. 2698 flatara Street. Pasaeena. CA 91107
1 AUSIST 1. 1999
STATIC" INVERT DEPTH W.S. A VEL VEL EN RSY SUPER CRITICAL HST! BASE/ ?L NO AVE=R
IELEV OF FLU ELEV HEAD SRD.EL. ELEs; DEPTH DIA ID NO. PIER
L/ELEJ SD SF AVE F= NORM
!�-.,.. DEPTH ZR
ittitilittittititttttlEtirttittttitlliftitttiitttttttltiitttitstiltlittittititt1tItttitInttittttttfititItIMitiitttitttttit?Hitt
I104.00 963.57 6.430 970.000 31.1 6.34 0.623 970.623 0.00 1.900 2.50 0.00 0.00 0 C.C2
Il
64.50 0.06155 .006667 0.43 0.925 0.00
163.50 967,54 2.890 970.430 31.1 6.34 0.623 971.053 0.00 1.900 2.50 0.00 0.00 0 C.00
"BET STP 0.04000 .006923 0.07 0.00
172.50 967.70 3.492 971.192 17.S 5.67 0.49E 971.690 0.00 1.520 2.00 0.00 0.00 0 0.00
1 36.00 0.01639 .0007180 0.26 1.190 0.00
208.50 963.29 3.16: 571.451 17.E 5.67 0.45E 971.549 0.00 1.520 2.00 0.00 0.00 0 0.00
5J11THRIC E TRACT n0. 14152 100-YEAR RUNOFF
!!cCctchan Co.. Inc.. 269E rataro Street. Pasadena. CA 91107
LENT 1. 19E9
1
1
t
1
104.00 .1
106.13
105.27
110.40
112.53
114.65
116.80
118.93
121.0E
123.19
123.33
127.46
129.59
131.72
133.66
175.99
135.12
140.26
142.39
. Jr 14r 5� 1
145.65
145.79
150.92
153.05
157.32 159.45
lEl.SB
167.•1
165.E5
167.95
R
170.11 1 H N E 1%
172.24
174.E 1 C H Ii E g
176.51
175.64
150,78
1E2.91
1E5.04
1E7.17
1E9.31 .
191.44
193.57
195.70
197.54
199.97
202.10.
204.23
206.37 •
2GE.50 ; C H k r
9E7.57 964.41 • 9E5.25 956.0E 916.9E 967.76 912.60 963.44 970.27 971.11 771,95
O�TE 55
1. rySSA••-Y
I = INERT ELEYATIC .!
Page G-25
D
1
1
T
1
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1
•
4 GUTTER DEPRESSION
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'1 I I: I
.1
$0
50
30
!0
10
s
7
1
16.0 c 5
•t .3 .4 .544.14.7s.9!.O
O.56 @ N - 108 � o.6 p @ . iJ - 211
GUTTER FLOW DEPTH-D (FEET)
'L.4 .5pclis over -fir,
0 -ftrt-o of 18:lc
51 a if is
CURB OPENING CATCH BASIN CAPACITIES
STREET SLOPE • .03
0-loc
LENGTH (FEET)
25 50 75 100 125 150 175 200
DESIGN OF SPUN CONCRETE
CONNECTOR PIPES FLOWING FULL
H
0.5
— 0.6
•11.2+OD21L
— 2.0
— 2.5
- 3:0
3.5
• 4.0 N_ lab
- 5.0
— 6.0
— 7.0
- 8.0
— 9.0
-- 10.0
Catch
Basin
EXAMPLE
N=1.0, Q=201 =125
USE D=27" .
•
6
7
8
9
- 10
15
Il- 211
20 0=18.4
35
50
60
— 70
— 80
— 90
— 100
Free water surface
Hyd. grade line
Storm Drain
Page G-34
z
-56
36
0 254 50 75 100 125 150 175 200
fJ-211 J tJ-IDS D-30
LAT_ L k fl4 _ % CAT L TN = 64.6
1
1
1
111 N-211
=184
0
•
TI
a! r -
II�
Ili
4:!jjUflhjiiiOhIIIIIIIlIIIJIIIII
2 3 5
usE - PErn-1 = 4.0'-+ k. use v- o
V-DEPTH (Feet)
1
Page D-4
D-2.3.2 Catch Basins In Series
72.54 re
77e_ (4r52
CI
Select a connector:pipe size for each catch basin, and deter-
mine the related head loss (HI, H2) by means of.a culvert
equation, or by Chart No. D-30. The sum of head losses
the series shall not exceed the available head, i.e., '
HI +H2+ . . . . +Hn 5 H.
The minimum catch basin "V" depths shall be determined in
the following manner:
1. The first catch basin "V" depth shall be calculated as
'for a single catch basin:
2
V =/.33 /.2 -td1.79 /
P2—
0/1 - I. SS- d1) 2ad-
!.2
4.25 1.33 - 2X 2t_52.2))
1.2
IV = 7.0 4"p5
Hyd. Man.
t_
TR. 14152
Page D ;
D-2.3.2 Catch Basins in Series continued.
2. The second catch basin "V" depth shall be determined
as follows:
51610 0.054
Assuming again that C.F.1 = 0.83 and Cos S2 = 1*•-
2
1/1= /. 33 ,`Ni ,`/. 2 2g•
0.83 1.0 2.5
2
• 29 Cos �z
The freeboard provided for the second catch basin
generally shall not be less than 0.5-feet and shall
be checked as follows:
F82 = Y Cos 52 2 19 C.F1
If. C.F.2 = 0.83 .and Cos
z
FB?= vZ-d2-iz9o.83
Where especially "tight" conditions prevail, the
0.5 feet freeboard requirement referred to above may
be omitted. In such cases the difference between
the gutter elevation and the hydraulic grade line
elevation of the main line will be accepted as the
available head.
4. Connector pipes between catch basins in series ,shall be
checked for adverse slope by the following relationship:
The figure of 0.5 shown above is the standard 6-inch
cross slope of the catch basin floors.
2
9.
ti = 3
Z .o "Pr I"
Hyd. Man.
ji.
r — no a ans.
-AM O N s N '- -_r-i t
t\1
r--r
FLOW 4 Radius
-'�r- Alternate Manhole
Iocollons per Dwg. No. 2-0157
w
Anchor per
Dwg. No. 2-0232
Reinf. per
Dwg. No. 2.0232
TOP SLAB - STRUCTURAL PLAN
or•4 bars,4 roped
8.
•
Mr ,
A
DETAIL OF DOWEL
Supersedes drawing of the some number
doled Aug. '50
A.SS11
•M♦.1..•
0. W. H.
G.J. P.
REVISIONS
»••••
mp
Rl
u•n
r•1••r1
r 1 r"
►I.o»
....IIH /. /1.1.
•4 A> wertno/IM.
•
'Std. Frome and Cover
#» r per Dwg. No. 2-DI56
Radlus.� , ;
en s
o•
z _..:
1n .•1_
N
••
Subgrode oplional= }'2
Dowel per Detail
. 1
Anchor-s, v
ttd"�
-Dowel flI -1" jl I
Dowel-' j
„-Step per Dwg. No. t.
!f 2.096 and Note 5
3" Radius
Slope to outlet /,
from all direcllons-.%
• ,
Street or 1 5•
It '+� L D.•surface
..l ,
-Foce Plate and Opening
per Dwg. No. 2-0232
• Prolectton Dor and
. Support Boll per
Dwg. No. 2- D 175
and 2-0 232
SECTION A -A
Alternate connecllons
per Dwg. No. 2-D224
NOTES
I. CONNECTOR PIPE1
Locale pipe al the downstream end of the basin unless
specifically noted otherwise on the general pion.
Pipe shall be. trimmed 10 the final shape and' length
before the placement of the concrete.
2. COt4CRETEs
• Design, ;c ■ 3,000ps1 compressive strength at 28 dots.
Floor of the basin shall slope from all walls Io the
outlet and shall be given o steel- troweled surface
finish. •
Curvature of the sill and the side wolfs at the gutter
opening shall be formed by curved forms.
• Surface of all exposed concrele shall conform In grade,
Mope, color, and finish to the eslsling, or
proposed,curb and walk adlocenl to the basin.
3. Ex4'ORC r ( Sid Ow% No. 2-0 M 1•
Top Slob- No. 3 or 140.4 bons spaced osrequired on the
Struclurol Plan.
Wolfs and Floor -As required by Sid. Dwg. No. 2-0172.
4.1IMEEZ
Curb face al catch basin opening (EsisLC.E1: 11 shall
be as required by Std Dwgs. Nos. 2- D 88, 2-D415 or
as shown on the general pion. -
Catch basins for W • I01eel or more shall hove a
depth at the upstream end equal to the curb lace at
the catch basin plus 12 Inches,m'bul in no case sholl
the slope of the floor exceed 311
W• 14'-0"; and b•3'-2,unless otherwise shown.
V • 4'-0", unless otherwise shown.
1 • 6" If V•4'-0" or less.
• 8"II Via 4'-I"lo 8'-0".
t • " If V• 8'- I"or more.
STEPS (S10id Dw . No. 2-0 96 )
✓ to 3-O'(Incl.) , place one step 12 inches above Ihs
floor of the basin. •
✓ over 3'-O" , place steps a1 12-Inch Intervals from the
Boor of the basin with the lop step at 12 Inches (minimum)
below the lop surface of the lop slob.
LOS ANGELES COUNTY
FLOOD CONTROL DISTRICT
CATCH BASIN NO
PLAN; SECTION,
AND DETAILS
•/[.•.•/••1. •,
4. re: twI+
7ZcdP.-r. w . -
APPROVED .0
CMIC.
{CAL*
NONE
DATE
5-15-'68
DWG. NO. 2-D163
SHEET 1 or 1
t
Mau tS Caver
Alhambra Foundry
#A-1530 or Equal
(Bituminous Painted) O
Expansion Joint
Standard •
Curb 6 Guthr I
v
c
0
• 0'
e
' L
e 0
c c
2`
x
.-
:.:cn
•
c
• fs
6 c
a. cc
•
4' Typical A
A
PLAN
_Add 4 Bars Diagonally
Around Manhole frame
Tangent Point of Curb Return
At Canner Locations
Exponsion Joint
When Outlet Pipe Extends Into
Gutter Apron - Add 3 •4 Bars
As Shown or Add Wire Mesh
a. Galvanized Steel Bar
MO 'KALE Protection Bar IL
�� "End Anchors -Alhambra
8"�, 10_ CF.
14 Bars 6" O.C.
Both Ways
Slope: V4"per ft.
NOTES:
I. Outlet Pips Shall Be Trimmed To Final Length And Shope Before Concrete Is Placed.
2. Floor of Basin Shall Be Given A Steel Trowel Finish And Shall Slope 1r OAll.C. Birth lone Waytowards The Outlet Pips.
3. Walls And Floor Shall Be Reinforced With 0.4 Deformed Bar
s 4.Concrete Shall Be Class "A" (6 Sacks Portland Cement Per Cubic•
Yard ).
S. Varies to match back of sidewalk when applicable REVt5ILO tt.BG,ad.l.drhete.51R.)S
3' 3"
( also mote i.,)•
3" Radius
2" Poor. •
Foundry#A-1577 or Equal,
Protection Bar
(See Detail) I �2�O
Siope' Steel Plate Curb
••- Bar- Alhambra
Foundry IrA-39
" tf t4e12"oC. or Equal
Outlet Pipe
(Nay Bs In Any Wall)
Add'P4 Bars Diagonally
Around Pipe 4C
C 4
I
PROTECTIBAR DETAIL Ste' Support �
tt No Scale Detail Below
4:12 Batter
ft. Galvanized ,may
10"CF. 8"C.F.
Use Support
Bolt In 6' or •
Larger Inlet
Opening •
SUPPORT BOLT DETAIL
No Scale
6" SECTION A -A .
NO SCALE
CITY of FONTANA, CALIFORNIA
CURB INLET STRUCTURE
Drawn BY
Checked By
Approved
Date
STD.
DETAIL
121
.
22
If
it
111
r
1
11
1 1
tI
1
CHECKED BY: C.E. WHITE. 11.61.
t
•T-
4 K
C �tl
POINT F
r•�?-- 6°C.F.
FLOW LINE
-y VARIABLE L
$H'—
r
90 j'lO'CF.
N
10'C.F.
STRAIGFm A4 pE �4•C�
LA
STRAIGHT GRADE
PLAN
Re.
DIRECTION OF FLOW
b
6' C.F.
POINT G
K --{VARIABLE f L N
ITOPOFCURB I
Ur
-BATTER 4:12 `
0
0
PORTLAND CEMENT
— CONCRETE
SECTION B-B
NOTES:
IO'C.F.
PROFILE
1'
PORTIAND CEMENT
CONCRETE—
PORTLAND CEMENT
CONCRETE —
•
VAR.
6C.F.
BATTER 4:I2
•
SECTION A -A
SECTION C-C
L N • 15'UNLESS OTHERWISE SHOWN. OMIT WHERE TRANSITION IS NOT SHOWN ON PLAN.
2. K•S;L• T' AND M■4' UNLESS OTHERWISE SHOWN.
3. MAXIMUM SLOPE FROM FLOW UNE TO EDGE OF GUTTER:I' PER FOOT.
4. POINT F AND 0, 0.3d BELOW RESPECTIVE TOPS OF CURB UNLESS OTHERWISE SHOWN.
•
1
LOS ANGELES COUNTY ROAD DEPARTMENT
LOCAL DEPRESSION N26
APPROVED
ROAD COMMISSIONER
V DATE
STANDARD PLAN
68-06
REVISED 5 - T2
CHECKED BY: C. E. WHITE. II.61.
C
K VARIABLE t
C
�- a Irl•—
rA
POINT EJ m `POINT D \ • OINT B
►- W -1— o POINT C
STR4IGNT GR4E 7A4�T
H
POINTF m L.B LA
" I
STRAIGHT GRADE
PLAN
DIRECTION OF FLOW
z
0
NCC
W
12
"-POINT A
4O 1
POINT
K----1VARIABLE F
FLOW LINE) "'POINTE -POINT -POINT B
DINT C
PROFILE
1•
IB'--•I ^BATTER 4:12
0
0
PORTLAND CEMENT
— CONCRETE
SECTION 8-8
NOTES:
L
POINT A
•-� r-6• r VAR.
L
PORTLAND CEMENT
CONCRETE—
e a:0
• •:e•:
N
BATTER 4:12
-_ate: ; •
se .0d
SECTION A -A
•� r -6•� VAR.
PORTLAND CEMENT
CONCRETE —
BATTER 4:12
•:o:C .O. se .:0:•: P.
.4'o:a:
SECTION C-C
L N • IS• UNLESS OTHERWISE SHOWN. OMIT WHERE TRANSITION IS NOT SHOWN ON PLAN.
2 K•3; L• 7' AND M•4• UNLESS OTHERWISE SHOWN.
(3.12• CURB FACE AT POINT B.C.ANO 0.VAT A AND E UNLESS OTHERWISE SHOWN.
4. POINT F AND G, S BELOW RESPECTIVE TOPS OF CURB UNLESS OTHERWISE SHOWN.
S. MAXIMUM SLOPE FROM FLOW LINE TO EDGE OF GUTTER:II PER FOOT.
LOS ANGELES COUNTY ROAD DEPARTMENT
LOCAL DEPRESSION N2I
ROAD41,7),...
COMMISSIONER / DATE
STANDARD PLAN
68-01
APPROVED
REVISED 5-72