HomeMy WebLinkAboutTract No. 15793 Hydrology Study0*
HYDROLOGY & HYDRAULICS
STUDY
for
TRACT 15793
CITY OF FONTANA
FESS/
No.43886 4-
Exp. 4 9a `-f 1
'jE OF C A��F'
C r
Prepared by: John Dierksen
109 East Huntington Drive
Monrovia, CA 91016
(818) 301-4410
John Dierksen RCE 43886
3-4 -9 7
Hydrology Study
Tract 15793
TABLE OF CONTENTS
HYDROLOGY MAP
100 YEAR HYDROLOGY
10 YEAR HYDROLOGY STUDY
STREET HYDRAULICS
CATCH BASIN HYDRAULICS
HYDROLOGY STUDY
TRACT 15793
SITE LOCATION AND PROPOSED USE:
Tract 15793 is located at the southeast corner of Catawba Place and Jurupa
Avenue in Southridge Village in the City of Fontana. The site was
previously mass graded to a uniform slope of about 1% and will retain the
same basic drainage pattern after construction.
SOILS AND RAINFALL CHARACTERISTICS;
The current San Bernardino County Hydrology Manual was used to
determine soil types and anticipated 10 year and 100 year rainfall for this
area. Copies of exhibits from that manual and a rational method hydrology
study are included in this report.
STREET AND STORM DRAIN HYDRAULICSZ
After analysis of 100 year event storms, this study finds that there is adequate
street capacity with 6" curb and gutter and storm drain as located on the
attached Hydrology Study. Storm drain construction will consist of tying into
the existing double 4' x 8' R.B.C. in Catawba Place.
0l 1
GRAPHIC SCAR
t
1.N.)
HYDROLOGY MAP
7N?ATJI AYE TACT No0 15793
LOT 2 OF TRACT 13611 MB 220 PG 1-4
10.93 NET (15.47 GROSS) ACRES
JURUPA AVENUE
- PhB & ASSOCIATES INC.
(a tm w»m.oron MnC, .amok Char .. G103!
np 0o1-w1V ,.a Isw) wi-«3a
•
•
•
••
TRACT 15793
100 YEAR STORM
HYDROLOGY STUDY
i it
to
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SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
1.0 ISOLIMCS PRECIPITATION tINCNES)
B-12
• FIGURE B-4;
.04
SM. CO01,110.0•AY
SOK. WM!, DC 3.1.1011
00....CAN1 Of Ike. /MO SOLOCC
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
1.0i X l049
c..
":-.10.4eristf. 'sis imATti .
er • , ;
tp.
• • q• -
km1230.000
4.10•• MI
mite 1......rus• 6....1613
nuarlmt...108
11.“ Yap oepOosoCCO fn. 4111.1..52* 00 TO•04110M4
SCALE REDUCED BY 1/2
c-24
: -
HYDROLOGIC SOILS GROUP MAP
FOR
SOUTHCENTRAL AREA
FIGURE C-II
• % 46
3.5
0.5
5 10 25
RETURN PERIOD IN YEARS
3.5
2.5
1.5 •
0.5
0
100
NOTEt
1. FOR 9RERIIEDIATE RETURN.PER100s PLOT 10-YEAR ANO 100-YEAR ONE NOM VALUES FROM MAPS,
THEN CONNECT POINTS AN0 READ VALUE FOR 0ES1RE0 RETURN PERI00. FOR EXAMPLE GIVEN 10-YEAR
ONE HOUR a 0.98' ANO I00-YEAR ONE HOUR ■ I.ie',1t5-YEAR ONE HOUR a 1.1116.
•
REFERENCZ.NOAA ATLAS Z, VOLUME MC-CAL.,19T3 RAINFALL DEPTH VERSUS
SAN BERNARDINO COUNTY RETURN PERIOD FOR
t_VPI I A/_.. &1 a a... a.
29
18
17
16
15
14
13
12I / Zl
I
10
LIMITATIONS=
I. Maximum length = 1000 Feet
2. Maximum areas 10 Acres
N
•C
K
Undeveloped
Good Cover
Undeveloped
Fair Cover
Undeveloped
Poor Cover
Single Family
(5-7 ou/AC)
Commercial
(Paved),
PI pevelooment,
9 80- Apartment
75- Mobile Home
8 65- Condominium
60- Single Family-5,000 ft2 Lot
7 40- Single Family- I /4 Acre Lot
20 - Single Fomily -1 Acre Lot.
6 10 - Single Family- 21/2 Acre Lot
EXAMPLE*
t I) L= 550; H= 5.0', K= Single Family (5-7 ou/Ac)
Development, Tc=I2.6 min.
(2) Ls 550', Hs 5.0', Ks Commercial
Development, Tc=9.7 min.
H
90 •
•
c
13
4,014
IS
16
17
18
19
KEY 20
L-H-Tc-K-Tc'
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
TIME OF CONCENTRATION
- NOMOGRAPH
FOR INITIAL SUBAREA
AINFALL INTENSITY (INCHES/HOUR
9.0
8.0
7.0
6.0
6.0
4.0
.0
2.0
1.0
0,9
0.8
0.7
0.6
0.3
0.4
0.3
0.2
z.:
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M..OMPIM•wl•M.•SI MINI•.• NOMN/M..•M BMW MN NMI WawwU•••■n.••maw Hon elm swum ...M....•Nni M••M..m•• sZ•■ NMI
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MINIIINIMOMMIONS I.MEN 1111111111j
'Fall ais
..=11111.1111111114111111
.two � w� w Mwawssw•MI•.r
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1RIEtMIIMMIS Il1�■■A■tl■■.!•M� _YMn.!!!_�Z.Z.1 M!H{f.ARI■
■■.an.■n.tl{Ogtmlew•.■..n...MNIRtI■Mnlf■A■■.■winfni� mmamw..�. ..'gfl■•■fn■■Nm■IMm'
■ i utnnu un ■ .n m rri Ifmu.■n■.uu■MI .•ne■wunMlt_ll
7 .8 9 10 20 30
STORM DURATION (MINUTES)
DESIGN STORM FREQUENCY= l o° YEARS 4 1 °°
ONE HOUR POINT RAINFALL= INCHES
LOG -LOG SLOPE = O. '7
PROJECT LOCATION= �^I'r'/A^J 14
SAN. BERNARDINO COUNTY
HYDROLOGY MANUAL
40 50 60 70 80 90
INTENSITY - DURATION
CURVES
CALCULATION SHEET
ah
Bernardino County Rational Hvdroloov Program
<Hvdroloov Manual Date - August 1986
SIVILCADD/CIVILDEGIGM Enoineerinc Sc+Lwar=. «c) 1990 ..Clan 1.7.
Rational Hvdroloov Study Date; 3/ 3/9`
TR 15797
CITY OF FONTANA
100 '/EAR.HYDROEOGY STUD»
Z/4/97 FJLE: JOHN/1E793,
$*$%$$*** Hvdrolco&'Study Control Information &******%$:
Rational. h vdrelocv stu=v siorm.even3 veer. is 100.c
Gcmou%d.r\infall intensity: -. . .
S£crm.vear = 400.00 . 1hodr ralo7ai1 o
Sloce used .for rainfa11 ntensity curve b =. 0.7000 •
Soil antecedent moisture condition (AMC) a 2. <
•--h-1--1- 1-+-1 1---F+-1•+-I-•i-+++-F-1-+++++++++++++i-+-f-++•{--I--1--h-1 4-+++++•{ +++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.Uci(1
.**** INITIAL AREA EVALUATION * ** c
RESIDENTIAL(5 - 7 dwl'/acre)
Decimal fraction soil orouo A = 0.000
Decimal fraction soil Group B = 1.000
Decimal fraction soil Group C = 0. Goo
.Decimal fraction soil group D = 0.000 •
SCS curve number for soil (AMC 2) _= 56.00
F'er-vi bus ratio (AD) = 0.5000 Max 1 osc r-ate (Fm)
Initial subarea data:
Initial area flow distance = 320.000(Ft. )
Top (of initial area) elevation = 11.200(Ft. )
Bottom (of initial area) elevation = 2.440(Ft. )
Difference in elevation = 2.760(Ft. )
S1oae = 0.00726 s(%.)= 0.73
TC = k (CI.389) *C (lenoth^3) / (elevation chanoe) ]"u.2.
Initial area time of concentration = 11.211 min.
Rainfall intensity 4.368(In/Hr) for a 100.0 year storm
Effective runoff coefficient used'for area (Q=KCIA) is C = 0.824
Subarea runoff = 5. 294 (CFS)
Total initial stream area = 1.470(Ac.)
Pervious area fraction = 0.500
Initial area Fm value = 0.367(In/Hr).
0.367(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-1
Process from Point/Station 2.000 to Point/Station
: *:k* STREET FLOW TRAVEL TIME -c- SUBAREA FLOW ADDITION * * * *
6. 000
Too of street segment elevation = 8.440(Ft,)
End of street segment elevation = 6.470(Ft.)
Lenoth of street seoment = 490.000(Ft.)
Heioht .of curb above butter f l owl i ne = 6. 0 (In. )
Width of half,• street (curb to crown) = 14.000(Ft. )
Distance from crown to crossfa11 grade break = 12 .000 (Ft. )
Slope from gutter to grade break (v/hz) = 0. 020
Slope from orade break to crown (v/hz) = 0.020
Street flow is on C1J:side(s) of the street
Distance from curb to property line = 7. 000 (Ft. )
Slope from curb to,property line (v/hz) = 0.c:20
Gutter width = 2. 000 (Ft. )
Gutter hike from flowline = 2.000(In.)
Manning's N in putter = 0.0150
Mannino's N from gutter to grade break = 0.0150
Mannino's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 10. 677 (CFS)
Depth of flow = 0.557(Ft.)
Average velocity = 2.497(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 2.96(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14..000(Ft.)
Flow velocity = 2.50(Ft/s)
Travel time = 3.27 min. TC = 14.48 min.
Adding area flow to street
RESIDENTIAL (5 - 7 dw►l /acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil croup C = 0.000
Decimal -fraction soil group D = CO. 00Ct
SCS curve number for soi 1 (AMC 2) = 56.00
Pervious ratio(Ao) .= 0.5000 Max loss rate(Fm)= 0.367(In/Hr)
Rainfall intensity 3.652(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area. (total area with modified
rational method) (0 KCIA) is C = 0.810.
Subarea runoff 7.891(CFS) for 2.990(Ac.)
Total runoff = 13.185(CFS) Total area. = 4.46(Ac. )
Area averaged Fm value = 0. 367 (I n /Hr )
Street flow at end of street = 13.185(CFS)
Half street flow at end of street = 13.185(CFS)
Depth of flow = 0. 597 (Ft . )
Average velocity = 2.642(Ft/s)
Warning: depth of flow exceeds too of curb
Note: depth of flow exceeds top. of street crown.
Distance that curb overflow reaches into property = 4. 86 (Ft. )
Flow width (from curb towards crown)= 14.000(Ft.)
+++++++++++++++++-I-++++++++++++++++++++++++++++++++++++++-t +++•t+++++++++
Process from Point/Station 6.000 to Point/Station e.000
* * * hk STREET FLOW TRAVEL .TIME - SUBAREA FLOW ADDITION * * * *
Ton of street seament elevation = 6„ 470 (Ft. )
End of street seoment elevation = 4.580(Ft.)
Lenoth of street segment = 500.000(Ft„)
Height of curb above cutter flowline = 6.0(In.)
Width of half street (curb to drown) 14.0000(Ft.)
Distance from crown to crossfal l orade break. = 12. 000 (Ft. )
Slope from gutter to orade break (v/hz) = 0.020
Slope from grade break to crown (v/h:) = 0.02O
Street flow is on C 1 ] side(s) of the street
Distance from curb to property line .= 7. 000 (Ft. )
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2. 000 (Ft. )
Gutter hike from flowline = 2„000(In.)
Mannino's N in cutter = 0.0150
Mannina's N.from autter to trade break = 0.O150
Mannino's N from orade break to crown = 0.O150
Estimated mean flow rate at midpoint of street = 17.427(CFS)
Depth of flow = 0.657(Ft.)
Average velocity = 2.811(Ft/s)
Warni na : depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 7.85(Ft.)
Streetf l ow hydraulics at midpoint of street travel:
Hal fstr-eet flow width = 14.000(Ft.)
Flow velocity = 2.81(Ft/s)
Travel time = 2.97 min. TC = 17.45 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soi 1 ciroup A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil aroup C = 0.000
Decimal, fraction soil group D = 0.000
SCS curve number for soil (AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss r.ate(Fm)= 0.367(In/Hr)
Rainfall intensity = 3„ 20 5 (In/Hr) 'for a . ].00R. 0 year storm
Effective runoff coefficient used for area. (total area with modified
rational method). (O=4:::CIA) is C = 0.797
Subarea runoff = 5.539(CFS) for '. 870 (Ac. )
Total runoff = 18.724(CFS) Total area = 7.33 (Ac. )
Area averaged FM value = 0.367(In/Hr)
Street flow at end of street = 18.724(CFS) •
Half street flow at end of street = 18.724(CFS)
Depth of flow = 0.671(Ft.)
Average velocity = 2.885(Ft/s)
Warning: depth of flow exceeds too of curb
Note: depth of flow exceeds top of street crown.
Distance that, curb overflow reaches into property = 8„54(Ft.)
Flow width (from curb towards crown)= 14.000(Ft.)
++++++++++++++++++++++1-+-1-+-4-+++++++++-t +-1-4-4-+++++-t +++++++++-4-1--r+++++ 1--t-+++
Process from Point/Station 6.000 to Point/Station 8.000
,k:K** CONFLUENCE OF MAIN STREAMS ,3c:K**
The foI1c ino data inside Main Stream is listed
In Main Stream number.: 1
Stream flow area 7.330 (Ac. )
Runoff from this stream = 18.724(CFS)
Time of concentration = 17.45 min.
Rainfall intensity = 3.205(In/Hr)
Area averaoed loss rate -(Fm) = 0.3670(In/Hr)
Area averaoed Pervious ratio (Ap) = 0.5000
Prooram is now startino with Main Stream No. 2
+-1-++-h-h++-1--I--I--h++++i••-h+++++++++-F•+++++-hi-++++i••++-h-i-i-i-++++++-h++++-I--h-i--h+-h+i-+-h i-++
Process from Point/Station 3.000 to Point/Station
**** INITIAL AREA EVALUATION ****
4.000
RESIDENTIAL(5 - 7 dwl/acr6)
Decimal fraction soil croup A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction sail Group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr)
Initial subarea data:
Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 11.000(Ft.)
Bottom (of initial area) elevation = 8.440(Ft. )
Difference in elevation _ 2.560(Ft.)
Slope = 0.00914 s (/) _ 0.91
TC = k(0.389)*E(lenoth'3)/(elevation chanoe)]"0.2
Initial area.time of concentration = 9.475 min.
:Rainfall intensity = 4.914(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (O KCIA) is C = 0.833
Subarea runoff= 2. 292 (CFS)
Total initial stream area • = 0.560 (Ac. )
Pervious area fraction = 0.500
Initial area Fm value = 0.367(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 8.440(Ft�)
End of street segmentelevation = 6.470(Ft.)
Length of street segment = 490.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 14^000(Ft.)_`
Distance from crown to crossfall grade break .= '12.000(Ft.)
Slope from gutter Q grade -break (v/hz) = 0.020 '
Slope from grade break to crown (v/hz) `=�. 0.020
Street flow is on [1] side(s) of the street
Distance from curb to.property line = 7.000(Ft.)
Slope from curb to property line (v/hz)
Gutter width = 2.000(Ft�)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150 '
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.440(Ft~)
Average velocity = 2'071(Ft/s) '
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.0000t.>
Flow velocity = 2.07(Ft/s)
Travel time = 3.94 min.
Adding area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A
Decimal fractionsoil group B
Decimal fraction soil group C
Decimal fraction soil group D
SCS curve number for soil(AMC
= 0.020
TC = 13~42 min. .
= 0.000
= 1.000
= 0.000
= 0.000
2) = 56.00
Max loss rate(Fm>=
1.470(Ac.)
Total runoff = 6.366(CFS) Total area =
Area v
aver o d Fm value 0 367(I /H )
a_e _ = . n' r
Street flow at end of street = 6.366(CFS)
Half street flow at end of street = 6.366(CFS)
Depth of flow = 0.463(Ft.)
Average velocity = 2.211(Ft/s) `
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 14.000(Ft.)
5.299(CFS)
0.367
(In/Hr)
Rainfall'intensity = 3.851(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.814
Subarea runoff = 4.075(CFS) for
2.O3(Ac.)
^'
+++++-i--1-+++++++++++++++++++++++++++++++-h+++1-1-++++-1-+-h+++++++++++-h++++++-I•
Process from Poi nt/Station .5000 to Poi nt/Station 7.000
** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street seoment elevation = 6.470(Ft.)
End of street segment elevation = 4. 580 (Ft . )
Length of street segment. = 500 000(Ft.)
Height of curb 'above nutter flowline = 6.0(In. )
Width of half street (curb to crown) = 14.000(Ft.)
Distance from crown to crossfall arade break = 12.000(Ft. )
Slope from nutter to grade break (v/h:) = 0.020
Slope from grade break to crown (v/hc) = 0.020
Street flow is on Ci] side(s) of the street
Distance from curb to property line = 7. 000 (Ft. )
Slope from curb to property 1 i ne (v/h:) = 0.020
Gutter width 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Mannino's N in cutter = 0.0150
Mannina's N from nutter to orade break = 0.0150
Mannino's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 8.875(CFS)
Depth 'of flow = 0, 527 (Ft. )
Averaae velocity = 2.345(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow. reaches into property = .1.33(Ft.)
Streetf 1 ow hydraulics at midpoint of street travel:
Hal f street flow' width = 14.000(Ft.)
Flow velocity = 2.34(Ft/s)
Travel time = 3.55 min. TC = 16.97 min.
:Adding area flow to street
RESIDENTIAL(5 7 dwl/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil croup B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil croup D = 0.000
SCS curve number for soil (AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr)
Rainfall intensity = 3.267(In/Hr) for a 100.0 year storm
Effective runoff coefficient Used for a-irea. (total area with modified
rational method) (Q=KCIA) is C = 0.799
Subarea runoff = 3. 110 (CFS) for 1. 6c)c) (Ac. )
Total runoff = 9.476(CFS) Total area = 63(Ac.)
Area averaged Fm value = 0. 367 (In/ Hr )
Street flow at end of street = 9.476(CFS)
Half street flow at end of street = 9.476(CFS)
Depth of flow = 0.540(Ft.)
Averaae velocity = 2.372(Ft/s)
Warning: depth of flow exceeds top of curb
Nate: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 2.00(Ft.)
Flow width (from curb towards crown)= 14.000(Ft.)
h-h-1--S- 1--1-++++++++-1--1-++++++++++++++ ++-h-h-I--F-1--h-t++++++++++-t-+++++++-h-t--1-+-1--f-+++i--1 +
Process from Point/Station 5.000 to Foint/Station 7.000
**** CONFLUENCE OF MAIN STREAMS ***:
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.630(Ac.)
Runoff from this stream = 9.476(CFS)
Time of concentration• = 16.97 min.
Rainfall intensity = 3.267(In/Hr)
Area,averaoed loss rate (Fm) = 0.3670(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5000
Summary of stream data:'
Stream Flow rate TC.
No. (CFS) (min)
1 18.724 17.45
9.476 16.97
Qmax (1) =
Oma>: -(2) =
1.000 *
0.979 *
1.022
1.000
Rainfall Intensity
(In/Hr)
3.205
3.267
1.000 * 18.724) +
1.000 * 9.476) + =
0.973 *
1.000
18.724) +
9.476) -t-
Total of . 2 main streams to confluence:
Flow rates before confluence point:
18.724 9.476
Maximum flow rates at confluence using above data:
27.996 28.092
Area of streams before confluence:
7.330 3.630
Effective area values after confluence.
10.960 10.761
27.996
28.092
Results of confluence:
Total flow rate = 28. 092 (CFS)
Time of concentration = 16.973 min.
Effective stream area after confluence = 1(_).761 (Ac. )
Study area average Pervious fraction(Ao) = 0.500
Study area average soil loss rate(Fm) = u.367(In/Hr)
Study area total _ 10.96(Ac.)
End of computations, total study area = 10.96 (Ac.)
The following figures may
be used for a unit hvdroaraph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction (Ap) = 0.500
Area averaged SCS curve number = 56.0
• • • *
TRACT 15793
10 YEAR STORM
HYDROLOGY STUDY
San Bernardino County Rational Hydrology Proora,:
(Hydrology Manual Date Auoust 1986)
CIVILCADD/CIVILDESIGN Engineering Software. (c) 1990 Version 2.3
Rational Hydrology Study Date: 3/ 3/97
TR 15793
CITY OF FONTANA
10 YEAR HYDROLOGY. STUDY
3/4/97 FILE: JOHN/1579.7
********* Hvdrolopy Study Control information *********c
Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall p = 0.900(In.)
Slope used for rainfall intensity curve b = 0.7000
Soil antecedent moisture condition (AMC) =
;-+++++++++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
It*** INITIAL AREA EVALUATION ****
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil croup A = 0.000
Decimal fraction soil croup B = 1.000
Decimal fraction soil croup C = 0.000
Decimal fraction soil croup .D = 0.000
SCS curve number for soil (AMC 2) = 56.00
Pervious ratio (Ap) = 0. 50oo Max loss rate.(Fm) = 0.367 (In/Hr- )
Initial subarea data
Initial area flow distance = 3so,000(Ft.)
Top (of initial area) elevation = 11.200(Ft.)
Bottom (of initial area) elevation = 8.440(Ft.)
Difference in elevation = 2.760(Ft. )
Slope = • 0.00726 s(7.)= 0.73
TC = k (0.. 389) * [ (l encth`''3 )/ (elevation chance) 7'0. 2
Initial area time of concentration = 11.211 min.
Rainfall intensity = 2.912(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (O=KCIA) is C = 0.787
Subarea runoff = 3.367(CFS)
Total initial stream area = • 1.470(Ac.)
Pervious area fraction = 0.500
Initial area Fm value = 0.367(In/Hr)
++++++-{++++++++++++++++++++++++++++++++++++++++++++++++++++++++-t-t+ F+i
Process from Point/Station 2.000 to Point/Station 6.000
00
#*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **»
Too of street segment elevation = 8.440`(Ft. )
End of street segment elevation = 6.470(Ft. )
Length of street segment = 490.000 (Ft.)
Heiaht of curb .above putter f l owl i ne = 6. 0 (In. )
Width of half street (curb to crown) = 14. 000 (Ft. )
Distance from .crown to crossfal 1 oracle break = 12. 000 (Ft. )
Slope from gutter to grade break (v/h:) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on El] side(s) of the street
Distance from curb to property line = 7.000(Ft.)
Slope from curb to property line (v/hz) = G: 020
Gutter width = 2. 000 (Ft. )
Gutter hik::e from flowli.ne = 2.000(In.)
Manni no' s N in nutter = 0.0150
Manni na' s N from cutter to arade break = 0.0150
Mannino's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.792(CFS)
Depth of flow = 0. 472 (Ft . )
Averaae velocity = 2.263(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Hal f street flow width = 14. 000 (Ft . )
Flow velocity = 26(Ft/s)
Travel time = 3.61 min. TC = 14.82 min.
Addina area flow to street
RESIDENTIAL(5 - 7 dill/acre)
Decimal fraction soil group A = 0.000
Decimal fraction soil group Ei = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soi 1 (AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr)
Rainfall intensity = 2.395(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area. (.total area with modified
rational method) (Q=K:C.IA) is C = 0.762
Subarea runoff = 4.775(CFS) for 2.990(Ac. )
Total runoff = 8. 142 (CFS) Total area = 4.46 (Ar_. )
Area averaaed Fm value = 0.367(In/Hr)
Street flow at end of street = 8. 142 (CFS )
Half street flow at end of street = 5.142(CFS)
Depth of -flow = 0. 498 (Ft. )
Averaoe velocity = 2.420(Ft/s)
Note: depth of flow exceeds too of street crown.
Flow width (-from curb towards crown)= 14.000(Ft.)
+++++++++++++++-1--f--I--F-F--F-F-1--1-i--F-h-i--F-1-i--h-h++++++++++++++++++f-I--F-h-h-l--t-+++-I ++t-F++++
Process from Point/Station 6.000 to Point/Station • ' 8.000
***$< STREET FLOW TRAVEL TIME - SUBAREA FLOW ADDITION ***,'k
Top of street seoment elevation = 6.470 (Ft . )
End of street seoment elevation 4.580(Ft. )
Length of street seoment = 500.000(Ft.)
Heioht of curb above nutter f l owl i ne = 6. 0 (In, )
Width of half street (curb to crown) = 14.000(Ft.)
Distance from crown to crossfall orade break - 12.000(Ft.)
Slope from autter'to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [ 1 ] side(s) of the street
Distance from curb to property line = 7. 000 (Ft. )
Slope from curb to property line (v/h ) = 0.020
Gutter width = 000 (Ft. )
Gutter hike from flowline = 2.000(In. )
Mannino's N in outter = 0.C)150
tlannino's N from cutter to orade break = 0.0i.50
Mannino's N from orade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1O.762(CFS)
Depth of flow = 0.565(Ft.)
Averaoe velocity = 2.446(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property = 3.23(Ft.)
Streetf l ow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.000(Ft.)
Flow velocity = 2.45(Ft/s)
Travel time = 3.41 min. TC = 18.23 min.
Addino area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil croup A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil croup D = 0.000
SCS curve number for soi 1 (AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr)
Rainfall intensity = 2. 072 (In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method) (0=F CT.A) is C = 0.741
Subarea runoff = . 3. 108 (CFS) for 2. 870 (Ac. )
Total runoff = 11.250(CFS) Total area = 7. 33 (Ac. )
Area averaged Fm value = 0.367(In/Hr)
Street flow at end of street = 11.250(CFS)
Half street flow at end of street = 11.250(CFS)
Depth of flow = 0. 57,E (Ft. )
Average velocity = 2.474(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown
Distance that curb overflow reaches into property = 3 . 64 (Ft. )
Flow width (from curb towards crown)= 14.000(Ft.)
�i-+ i i-i--Fi--t-i- }-++i- I + 1 )- 1-i- F hi-i ++ �i--1-i Fi-i i-i-•i- 1--hi ±+-F +-i h I-+ 1-i i + l -F l-i i••+-F-1-i-i l-+++ I --l-+±
Process from Faint/Station 6.000 to Point/Station 8.000
;!<Y< I' k CONFLUENCE OF MAIN STREAMS **lot
The folloGj.tno data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 7. 330 (Ac. )
Runoff from this stream = 11.250(CFS)
Time of concentration = 18.23 min.
Rainfall intensity = 2.072(In/Hr)
Area averaoed loss rate (Fm) _ 0.Z670(In/Hr)
Area averaoed Pervious ratio (Ap) = 0.5000
F'rooram is now startino with Main Stream No.
+- -+++++++++++++++++++-I-+++++++++++++++++++++•++ r+++++++++++++++++++++-i--I-+
Process from Poi nt/Station 3,000 to Point/Station 4.000
* * * *t INITIAL AREA EVALUATION . *
RESIDENTIAL(5 - 7 dw1/acre)
Decimal fraction soil group 'A = 0.000
Decimal fraction soil group B - 1.000
Decimal^fracti.onsoil group,C 0.000
Decimal fraction soil group`.D '= 0.000
SCS curve number;;' for. soi 1(AMC 2) = 56.00
ratio(Ap) = 0.5000 Max loss rate(Fm)_
Pervious -
Initiai'subarea;data:
Initial area flow distance = 280. 000 (Ft. )
Top (of initial area) elevation 11.000(Ft. )
Bottom"(of initial area) elevation = 8.440(Ft.)
Difference in elevation = 2.560(Ft.)
Slope = 0.00914 s(%)= 0.91
TC = k(0.389)*E(lenoth"3)/(elevation chanoe)J"0.2
Initial area time of concentration = 9.475 min.
Rainfall intensity = 3.276(In/Hr) for a 10.0 year storm
Effective runoff coefficient used for area (O=KCIA) is C = 0.799
Subarea runoff = 1.466(CFS)
Total initial stream area = 0.560(Ac.)
Pervious area fraction = 0. 500
Initial area Fm value = 0.367(In/Hr)
+++-I±+++++-i-++++++++++++++-I-++++++++-I-+ }-+++++++-f-++++++++++++++-[--h++++++++--
Process from Point/Station 4.000 to Point/Station
MO( STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
5.000
Top of street segment elevation = S.440(Ft.)
End of street segment elevation = 6. 470 (Ft. )
Length of street segment = 490.000(Ft.)
Height of curb above gutter flowline = 6. 0 (In. )
Width of half street (curb to crown) = 1.4. 000 (Ft. )
Distance from crown to crossfal l oracle break, = 12.000 (Ft. )
Slope from gutter to arade break (v/h:) _ 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on E13 side(s) of the street
Distance from curb to property line = 7.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2. 000 (Ft. )
Gutter hike from flowline = 2.000(In.).
Manning's N in autter = 0.0150
Mannina's N from autter to arade break = 0.0150
Manning's N from grade break to -crown = 0.0150
Estimated mean flow rate at midpoint of street = • 3.390 (CFS )
Depth of flow = 0. 3ti91 (Ft . )
Averaae velocity = 1.813(Ft/s)
Streetflow.hvdraulics at midpoint of street travel:
Halfstreet flow width = 13.203(Ft. )
Flow velocity = 1.81(Ft/s)
Travel time -= 4.50 mina TC = 13.98 min.
Addino area flow to street
RESIDENTIAL(5 — 7 dwl/acre)
Decimal fraction soil aroup A = 0.000.
Decimal fraction soil group B = 1. 00
Decimal fraction soil croup C = 0.000
Decimal -fraction soil croup D = 0.000
SCS curve number for soil (AMC 2) = 56.00
Pervious ratio(Ap) = 0.5000 Max loss r•ate(Fm)= 0.367(In/Hr)
Rainfall intensity = 2.495(In/I-(r) for a 10.0 year storm
Effective runoff coefficient used for 'area. (total area with modified
rational method) (Q=K.CIA) is C = 0.768
Subarea runoff = 2. 422 (CFS) for 1.. 470.(Ac. )
Total runoff = 3.888(CFS) Total area = 2.03(Ac.)
Area averaoed Fm value = 0.367(In/Hr)
Street flow at end of street = 3.888(CFS)
Half street flow at end of street = 3.988(CFS)
Depth of flow = 0. 407 (Ft . )
Average velocity = 1.863(Ft/s)
Flow width (from curb towards crown) = 14. of:x_} (F•t. )
d
1--h-1- .1-4 1--1-.4.--3--h-h-h-h•f--h•i-i--•-f--h-l--F-R--!--!--l--F-l--t--r-Fi--F-h-h-h-t-•i--h-I--l--!--1--h-h-F i--F-!--h-•-h-M-h•i--hi-•{-i--h-t--F-f-•h-F•+++
Process from Point/Station 5.000 to F'oint/Station. 7.000
* * * * STREET FLOW TRAVEL TIME ••t- SUBAREA FLOW ADDITION * X tic *
Top of street segment elevation = 6.470(Ft. )
End of street seoment elevation = 4.580(Ft.)
Length of street segment = 500.000(Ft. )
Hei oht of curb above outter f 1 owl i ne = 6. 0 (I n. )
Width of half street (curb to crown) = 14. 000 (Ft. )
Distance from crown to crossfal l arade break - 12. 000 (Ft . )
Slope from outter- to arade break (v/hz) = 0.020
Slope from Grade break to crown (v/hz) = 0.020
Street flow As on E 13 side(s) of the street
Distance from curb to property line = 7.000(Ft.)
Slope from curb to property line (v/hz) = 0. 020
Gutter width = 2 .000 (Ft. )
Gutter hike from flowline = 2.000(In. )
Mannino's N in clutter = 0.0150
Mannino's N from outter to orade break = 0.0150
Mannino's N from grade break to crown =-0.0150
Estimated mean flow rate at midpoint of street = 5. 421 (CFS )
Depth of flow = 0. 447 (Ft. )
Averaoe. velocity = 2. 046 (Ft/s)
Note depth of flow exceeds top of street crown.
Street -Flow hydraulics at midpoint of street travel
Halfstreet flow width = 14.000(Ft. )
F].ov velocity = 2.05(Ft/s)
Travel time = 4.07 min. TC = 18.05 min.
Add i. no area flow to street
RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil croup A -- 0.000
0
Decimal fraction soil group 3 = 1.000
Decimal fraction toil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soi 1 (AMC 2) = 56.00
Pervtou= ratio(Ap) = 0-5000 Max loss r-ate(Fm)-:c O.7:67(In/H ).
Rainfall intensity -• 2.0:36(In/Hr) for- a 10.0 year storm
Effective runoff coefficient used d for •=trees. (tc:ta F area with modified
rati anal methoct) (Q =KCIA) is C •-- 0.742
Subarea runoff = 1. 7'9(>..:=S) f01" i.,ar,IC:'r(ArW.. )
Total runoff = 5. 617 (CFtS) Total area = _ . 6_3 (Ac. )
Area averaged Fm vale~ = 0. 367 ( in/ Hr )
Street flow at end of street = 5.617(CFS)
Half street flow at end of street = 5.617 (CFS)
Depth of flow = 0. 451 (Ft . )
Average velocity = 2.072(Ft/s)
Note: depth of Flow exceeds top of street crown.
Flow width (from curb towards crown)= 14.000(Ft. )
+++++++++++++++++++++++++++++++++++++-r ++++++++-t +++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 7.000
****.CONFLUENCE OF MAIN STREAMS *:#*
The fof1owino data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.630(Ac.)
Runoff from this stream = 5.617(CFS)
Time of concentration = 18.05 min.
Rainfall intensity = 2.086(In/Hr)
Area averaged loss rate (Fm) = 0.3670(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5000
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
1 11.250 18.23
2 5.617 18.05
Qmax (1) =
Qmax (2) =
1.000
U.992 *
1.008
1.000
1.000
1.000 *
0.990
1.000
Rainfall Intensity
(In/Hr)
2.072
2.086
11.250) +
5.617) +
11.250) +
5.617) + _
Total of 2 main streams to confluence:
Flow rates before confluence point:
11.250 5.617
Maximum flow rates at confluence usi no above data:
16.822 16.851
Area of streams before confluence:
7.330
Effective area values after confluence:
10. 960• 10.890
16.822
16.951
Results of confluence:
Total flow rate = 16.851(CFS)
Time of concentration =• 1.8.052 ruin.
Effective stream area after confluence = 10.890(Ac. )
Study area averaoe Pervious fraction(Ap) = 0.500
Sti.tdv area average soil loss rate (Fm) = 0. _67 (In/Hr )
Study area total = 10. 96 (Ac. )
End of computations, total study area = 10.96 (Ac.)
The following figures may
be used for a unit hvdrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction (Ap) = 0.500
Area averaged SCS curve number = 56.0
TRACT 15793
STREET HYDRAULICS
**:{:*******'. ********. ** :: ***********;l:********;k*** *****:lc*****:**************: r
****** CHANNEL FLOW CALCULATIONS ******
******************* *** ****** fat********************************:*:*** *: k
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope =
.004000 (Ft./Ft.) = .4000 .
Given Flow Rate = 16.60 Cubic Feet/Second
*;* OPEN CHANNEL FLOW - STREET FLOW ***
Street Slope (Ft. /Ft.) = .0040
Manninas "n" value for street - .015
Curb Heiaht (In.) = b.
Street Halfwidth (Ft.) = 14.00
Distance From Crown to Crossfall Grade Break (Ft.) = 1 00
Slope from Gutter to Grade Break (Ft./Ft.) _ .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Hal f streets Carr yi no Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = .02c_t
Gutter width (Ft.) = 2.000
Gutter hike from flowline (In.) = 2.000
Manninas "n" Value for cutter and sidewalk = .013
Depth of flow = .494 (Ft.)
Average Velocity = 2.51 (Ft./Sec.)
NOTE: DEPTH OF FLOIA! IS HIGHER THE STREET CROWN
Streetflow Hydraulics :
Halfstreet Flow Width(Ft.) = 14.00
Flow Velocitv(Ft. /Sec.) = 2.20
Depth*Veloci.ty = 1.09
Calculated flow rate of total street channel = 1w.Gi_r (CFS)
Flow rate in gutter = 2,8 (CFS)
Velocity of flow in putter and sidewalk area = 3.442 (Ft . / Seec . )
Aver-aae velocity of total street channel = 2.505 (Ft./Sec.)
. STREET FLOW CROSS SECTION
NOTE: The fol.lowina critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of cautter
- If V-GUTTER, property line to start of V-Gutter_
Channel 2 - STREET, outside edge of clutter to crown
V--Guttc=r, . in V-Gutter itself
Channel 3 - V-Gutter. 2nd half of street
CRITICAL. FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical 'Flow Top Wi dth.(Ft.) = 2.00
Subchannel Critical. Flow Velocitv(Ft./Sec.) = :.571.
Subchannel Critical Flow Area(Sp. Ft.) = .79
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = .479
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
Subchannel Critical Flow Too Width(Ft.) = 12.00
Subchannel Critical Flow Velocitv(Ft./Sec.) = 2.448
Subchannel Critical Flow Area(Sc. Ft.) = 2.24
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = .473
'r rr �•'t 1 I 'r-r-r• 4 1 r"1 '•r1' r-r rr r r r-r 1 1 r r"r T' r'I-T-l--r"rr r• r� -i -r•r r 1 -r-r 1 -r•r-1 r�-7 -r-r••r r-1-••r•Y--I--r•rr-1-•r-r•t'z--r-I--r'r r
1
•
** :k:k**:k:k***:k,k ******** CHANNEL CROSS-SECTION F'LOT :k* ********* *** c* *****.*
Depth of +low = .49 Feet ,= IIW11
HALF -STREET FLOW CROSS SECTION
Critical depth for Channel. No.1= .48 Feet . = Ilcll C!),c
Critical depth for Channel No.2= .47 Feet . = "c"
X (Feet) Y (Feet) Y-Axis-> .0 .2 ., .3 .4 . b
.00
.70
1.40
2.10
2.80
3.50
4.20
4.90
5.60
6.30
7.00
7.70
8.40
9.10
9.80
10.50
11.20
11..90
12.60
17.30
14.00
14.70
15.40
16.10
16.80
17.50
18. 20
18.90
19.60
20.70
21.00
. 64
.b3
. 61
. 60
. 58
.57 i
. 56
.54 i
5:: 1 1
. 51 $ 1 X
.50
. 12 X cW
. 17 X cW
. 18 IX f cW
. 20 X cW
.^1 X cW
▪ tirt v
I CW
..1n i V 1 cW
. J 1 1 X 1 cW
.28 X cW
.29 i i X i cW
. 31 X( cW
. X cW
.34 1 Iv cW
.ti15 IX cW
. 36 i I X cW
.38 I X cW
. 79 X cW
. 41 I X cW
1 V
n
I V
I A
-r+++++++-+-++++++++++-+-+++++++++++++++++++±++++++++++++++++++++++++++++++++++±
n L "01 r
****************************'*********************************************x;
**.*** CHANNEL FLOW CALCULATIONS ******
********************fit**** :****: * t*****************T***. ***********, *******;.
CALCULATE DEPTH OF FLOW GIVEN:
Channel "Slope = .004000 (Ft. /Ft.) = .4000 %
Given Flow Rate = 28.00 Cubic Feet/Second
*** OPEN CHANNEL FLOW - STREET FLOW **i
Street Slope (Ft. /Ft.) _ .0040
Manninos "n" value for street = .015
Curb Heioht (In.) = 6.
Street Halfwidth (Ft.) = 14.00
Distance From Crown to Crossfall Grade Break (Ft.) = 12.O0
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft./Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7..c:ai.�
Slope from curb to property line (Ft./Ft.) = 020
!Cutter width (Ft.) = 2.000
Gutter hike from flowline (In.) _ 2.000
Nlanninos "n" value for cutter and sidewalk = .013
Depth of flow = .604 (Ft.)
Average Velocity = 2.74 (Ft./Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURE'
Distance that curb overflow reaches into property is = 5.191 (Ft.)
NOTE: DEPTH OF FL0W IS HIGHER THE STREET CROWN
Streetflow Hydraulics .
Hal f street Flow Width(Ft.) = 14.00
71ow Velocitv(Ft. /Sec.) = 2.91
Depth*Velocity = 1.76
Calculated flow rate of total street channel = 28.00 (CFS)
Flow rate in nutter- = 2.91 (CFS)
Velocity of flow in cutter and sidewalk area = 2.221 (Ft./Sec.)
Average velocity of total street channel = 2.736 (Ft./Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 -.If STREET. property line to outside edie of gutter
- If V-GUTTER, property line to start of V-Gutter
Channe1.2 - STREET. outside edge of cutter to crown
V-Gutter. An V-Gutter itself
Channel 3 - V-Gutter-. 2nd half of street
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 2.00
Subchannel Critical Flow Vel.ocitv(Ft./Sec.) _ 3.606
Subchannel Critical Flow Area(Sa. Ft.) = .81
Froude Number Calculated = 1.000
Subchannel Critical Depth above i nvert elevation = .487
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
Subchannel Critical Flow Top Width(Ft.) =
12.00
•
*****'** :; **** c*** ***** CHANNEL CROSS-SECTION PLOT **********; C**** * **g:
Death of flow = .60 Feet ,= 'I14i1
HALF -STREET FLOI4 CROSS SECTION
Critical depth for Channel No.1= .49 Feet
Critical depth for Channel No.2= .58 Feet
X (Feet) Y(Feet) Y-Axis-:• .0 .2
•
CR ,co
.4 .6
.00 .64
.70 .6.1
1.40 .61
2. 10 .60
2.90 .58
_.50 .57
4.20 .56
4.90 .54
5.60 .5='
6.30 .51
7.00 .50
7.70 .06
8.40 .12
9.10 .17
9.90 .19
10.50 . 20
11.20 .21
11.90 .22
12.60 .24
1ti.30 ..�5
14.f 0 „27
14.70 .28
15.40 . 2'9
16.10 ,?1
16. 8 U
17.50 .34
18.20 .35
13.90 .36
19.60 . 38
21.00 .41
t
1 1 X
t i V I
t ,t
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TEN7APTIEVE TRACI No. 15793
LOT 2 OF TRACT 13611 MB 220 PG 1-4
10.93 NET (15.47 GROSS) ACRES
JUIRUPA AVENUE
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