HomeMy WebLinkAboutHydrology Vol 1HYDROLOGY/HYDRAULICS STUDY
FOR
TRACT MAP 29661-1-5
VOLUME 1
LOCATED IN THE COUNTY OF RIVERSIDE, CA
Prepared for:
ASHBY FINANCIAL
Prepared by:
adKa17 ENG/NEERS
6820 Airport Drive
Riverside, Califomia 92504
TeL•(909)688-0241
Fas: (909) 688-0599
QAOFESS/pN
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Charissa J.A. Leach, R.C.E. No. 53390
Exp. 6/30/03
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HYDROLOGY/HYDRAULIC STUDY
FOR
• TR:1CT MAP 29661
Located in the city of Temecula, California
TABLE OF CONTENTS SECTION
VOLUMEI
VICINITY MAP 1
PURPOSE 1
PROJECT DESCRIPTION 1
EXISTING CONDITIONS 1
METHOD OF ANALYSIS 1
CONCLUSIONS 1
DETENTION BASIN SUMMARY 2
ONSITE HYDROLOGY 3
°• 10-YEAR RATIONAL
100- YEAR RATIONAL
STREET CAPACITY 4
CATCH BASIN CAPACITY 5
HYDRAULIC CALCULATIOIVS 6
RIVERSIDE COUNTY PLATES 7
HYDROLOGY EXHIBIT 8
HISTORICAL UNDEVELOPED HYDROLOGY PLATE 1
HISTORICAL DEVELOPED HYDROLOGY PLATE 2
ONSITE HYDROLOGY MAP-RATIONAL PLATE 3&=1
DEVELOPED UNIT HYDROLOGY MAP PLATE 5& 6
v
HYDROLOGY/HYDRAULIC STUDY
~ FOR
TRACT MAP 29661
Located in the City of Temecula, California
PURPOSE
This study is being prepared as for submit[al of improvement plans Tract 29661. It will determine the
following: the 10 YR and 100 YR onsite drainage flows, adequate sizing for onsite drainage facilities, and
the sizing of onsite detention basins in conformance with Riverside County Flood Control and Water
Conservation District requirements.
PROJECT DESCRIPTION
The project is a proposed 144 acre, 509 lot residential development located southerly of Murrieta Hot
Springs Road.
EXISTING SITE CONDITIONS
The site is currently vacant. It consists of natural terrain with little vegeCation and slopes from the north
to the south. There is an area to the north of Murrieta Hot Springs that is tributary to this project, and
drainage flows will continue to be conveyed under Murrie[a Hot Springs Road to the natural drainage
course at the south of this project.
• Drainage currently flows through nawral drainage ways with no improved facilities.
METHOD OF ANALYSIS
The site hydrology was based upon Riverside County Flood Control and Water Conversation District
Hydrology Manual, from which pertinent soil and rainfall information was obtained.
Storm flows were determined by the Rational Method utilizing CIVILCADD/CIVILDESIGN
Engineering Software, Version 6.3.
CONCLUSIONS
Onsite facilities were designed to maintain the 10 YR Rational Method storm (lows within the street
without overtopping the curb and the 100 YR Rational Me[hod storm flows within the Righ[ of Way.
The onsite detention basins were designed to Riverside County Flood Control and Water Conservation
Districts "Interim Criteria for Sizing Increased Runoff Detention Facilities" (see Section 2- Deten[ion
Basin Summary). Although RCFC&WCD requirements are for storms up to and including the 10 year
storm frequency, Basins "A" and `B" were designed to mitigate the increased runoff due to development
for the 100 year storm frequency.
All outlet strucmres are designed to allow the 100 YR Rational Me[hod storm flows to be conveyed from
the basins while maintaining a minimum of 2 feet of freeboard at outlet points.
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HYDROLOGY/HYDRAULICS STYUDY
DETENTION BASIN SUMMARY
PEAK FLOWS AND ROUTED DEPTHS
L~
BASIN "A"
STORM
FREQ. RAINFALL
HOUR UNDEVELOPED PEAK
FLOW = CFS DEVELOPED PEAK
FLOW = CFS DEVELOPED ROUTED
FLOW = CFS DEPTH
FT.
2 YR
1 HR 36.10 45.00 1.60 2.88
3 HR 14.30 18.40 4.00 3.20
6 HR 13.80 17.80 7.00 3.44
24 HR 1.70 6.40 4.80 3.26
5 YR
1 HR 54.70 65.10 5.60 3.32
3 HR 25.60 28.30 7.60 3.48
6 HR 23.90 25.00 10.70 3.74
24 HR 23.00 7.40 6.10 3.37
10 YR
1 HR 82.60 86.60 14.30 4.02
3 HR 48.00 42.10 14.30 4.02
6 HR 45.50 37.60 21.20 4.33
24 HR 12.50 10.30 7.40 3.47
100 YR
1 HR 143.60 143.90 55.90 5.38*
3 HR 89.30 74.10 53.20 5.33
6 HR 82.70 65.10 51.30 529
24 HR 35.90 26.50 23.20 4.42
• *USED AS HGL CONTROL FOR WSPG CALCULATIONS
aC
~
HYDROLOGY/HYDRAULICS STYUDY
DETENTION BASIN SUMMARY
PEAK FLOWS AND ROUTED DEPTHS
•
BASIN "B"
STORM
FREa. RAINFALL
HOUR UNDEVELOPED PEAK
FLOW = CFS DEVELOPED PEAK
FLOW = CFS DEVELOPED ROUTED
FLOW = CFS DEPTH
FT.
2 YR
1 HR 32.80 66.34 1.60 3.10
3 HR 11.60 31.09 2.28 3.70
6 HR 11.30 29.92 2.04 4.81
24 HR 1.20 12.26 4.66 5.60
5 YR
1 HR 49.10 93.23 1.75 3.80
3 HR 20.40 44.77 1.93 4.40
6 HR 18.70 41.48 5.10 5.70
24 HR 1.60 13.06 5.37 5.70
10 YR
1 HR 71.20 113.87 1.90 4.40
3 HR 36.60 55.12 2.00 4.70
6 HR 33.60 50.22 10.50 620
24 HR 8.80 14.91 8.11 6.10
100 YR
1 HR 120.90 188.48 16.30 6.50
3 HR 66.50 96.82 40.70 7.30
6 HR 59.90 86.60 59.30 7.70*
24 HR 24.70 34.50 28.20 7.10
•`USED AS HGL CONTROL FOR WSPG CALCULATIONS
~
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~
~
ONSITE HYDROLOGY
~
~
~
~
ONSITE HYDROLOGY
1
~
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10 YEAR RATIONAL
~
• Riverside County aational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4
Rational Hydrology Study Date: 04/11/03 File:551620010.out
--------- ------ ----
TR.4CT 29961
706 No5.5516
10-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHOD
BASIN-200
ADKAN ENGINEERS
---------- ------------------------------------- -----
*',-';`*='~';=. Hydrology 5tudy Control rnformation ='°'°'~"'~'~'°'°'°
English (in-lb) Units used in input data file
----------------------------- ----------------
ADKAN Engineers, Riverside, California - 5/N 561
2ational Method Hydrology Pro9ram based on
Riverside County Flood Control & water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 antecedent Moisture Condition = 2
5tandard intensity-duration curves data (Plate D-4.1)
Fo~ the [ Murrieta,Tmc,Rnch CaNOrco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
• Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(in/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
°°°~` INITIAL AREA EVAWATION '~°°°
initial area tlow distance = 500.000(Ft.)
Top (of initial area) elevation = 26.800(Ft.)
Bottom (of initial area) elevation = 23.300(Ft.~
Difference in elevation = 3.500(Ft.)
Slope = 0.00700 s(percent)= 0.70
TC = k(0.390)-'[<length~3)/(elevation change)]~0.2
Initial area time of concentration = 12.637 min.
aainfall intensity = 2.073<zn/Hr) for a 10.
SINGLE FAMILY (1/4 ACre Lot)
Runoff Coefficient = 0.764
Decimal fraction soil group A= 0.000
~ecimal fraction soil group B= 0.800
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.200
RI index for soil(AMC 2) = 59.80
0 year storm
Pervious area fract~on = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 2.376(CF5)
• Total initial stream area = 1.500(ac.)
Pervious area fraction = 0.500
~
551620010.doc Page 1 of 17
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station ZO1.000 to aoint/station 202.000
~•~~•`' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION °-°~
Top of street segment elevation = 23.300<Ft.)
End of street segment elevation = 19.300(Ft.)
Length of street segment = 340.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
slope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 = 3.247(CFS)
Depth of flow = 0.280(Ft.), Average velocity = 2.098(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.687(Ft.)
Flow velocity = 2.10(Ft/s)
Travel time = 2.70 min. TC = 15.34 min.
ndding area flow to street
~ SINGLE FAMILY (1/4 ACr2 LOt)
Runoff Coefficient = 0.777
Decimal fraction soil group A= 0.000
• oecimal fraction soil group B= 0.500
~ecimal fraction soil group C= 0.000
Decimal fraction soil group o= 0.500
RI index for soil(AMC 2) = 65.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.863(zn/Hr) for a 10.0 year storm
subarea runoff = 1.592(cFS) for 1.100<ac.)
Total runoff = 3.968(cFS) Total area = 2.600(ac.)
Street flow at end of street = 3.968(CFS)
Half street flow at end of street = 1.984(CF5)
Depth of flow = 0.295(Ft.), Average velocity = 2.191(Ft/s)
Flow width <from curb towards crown)= 9.537(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 203.000 to Point/Station 204.000
°°°= SUBAREA FLOW ADDITION '`°°^
SINGLE FAMILY (1/4 ACr2 Lot)
Runoff Coefficient = 0.806
~ecimal fraction soil group a= 0.000
Decimal fraction soil group B= 0.100
oecimal fraction soil group C= 0.000
oecimal fraction soil group o= 0.900
ttI index for soil(AMC 2) = 73.10
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 15.34 min.
Rainfall intensity = 1.863(In/Hr) for a 10.0 year storm
Subarea runoff = 3.155(cFS) for 2.100(AC.)
Total runoff = 7.123(CFS) Total area = 4.700(AC.)
• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
`0
551620010.doc Page 2, of 17
• Process from aoint/5tation 202.000 to aoint/5tation 205.000
'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='
rop of street segment elevation = 19.300(Ft.)
End of street segment elevation = 12.500(Ft.)
~ength of street segment = 620.000(Ft.)
Height of curb above gutter flowline = 6.0<In.)
width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.000(Ft.)
slope from gutter to grade break <v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(rn.)
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 = 10.381(cFS)
Depth of flow = 0.381(Ft.), Average velocity = 2.661(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.624<Ft.)
Flow velocity = 2.66(Ft/s)
Travel time = 3.88 min. TC = 19.2Z min.
Adding area flow to street
SINGLE FAMILY (1/4 ACr2 LOt)
Runoff Coefficient = 0.741
Decimal fraction soil group A= 0.000
Decimal fraction soil group a= 0.800
oecimal fraction soil group C= 0.000
• ~ecimal traction soil group o= 0.200
Ri index for soil(aMC 2) 59.80
aervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.646(In/Hr) for a 10.0 year storm
Subarea runoff = 5.247(CF5) for 4.300(AC.)
Total runoff = 12.369(CFS) Total area = 9.000(AC.)
Street flow at end of street = 12.369(CF5)
Half street flow at end of street = 6.185(CFS)
Depth of flow = 0.400(Ft.), Average velocity = 2.775(Ft/s)
Flow width (from curb towards crown)= 15.703<Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 205.000 to Point/station 206.000
••~~`A STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *~'*'~
Top of street segment elevation = 1Z.500(Ft.)
End of street segment elevation = 11.000(Ft.)
Length of street segment = 275.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
Width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
~istance from curb to property line = 10.000<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 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 =
000(Ft
13.057(CFS)
~`
551620010.doc Page 3 of 17
• Depth of flow = 0.445(Ft.), Average velocity = 2.178(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 2.18<Ft/s)
Travel time = 2.10 min. TC = 21.33 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.744
oecimal fraction soil group a= 0.000
Decimal fraction soil group B= 0.700
oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.300
RI index for soil(aMC 2) = 61.70
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.554<In/Hr) for a 10.0 year storm
subarea runoff = 1.156(cF5) for 1.000(AC.)
Total runoff = 13.525(CF5) Total area = 10.000(AC.)
Street flow at end of street = 13.525(CF5)
Half street flow at end of street = 6.763(CFS)
Depth of flow = 0.448(Ft.), nverage velocity = 2.209(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/5tation Z07.000 to Point/5tation 208.000
°°°" SUBAREA FLOW ADDITION ="°^°
SINGLE FAMILY (1/4 Acre Lot)
rtunoff Coefficient = 0.719
• oecimal fraction soil group n= 0.000
oecimal fraction soil group a= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group ~= 0.000
rtz index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; rmpervious fraction = 0.500
Time of concentration = 21.33 min.
Rainfall intensity = 1.554<zn/Hr) for a 10.0 year storm
Subarea runoff = 4.469(CFS) for 4.000<AC.)
Total runoff = 17.995(CFS) rotal area = 14.000(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 206.000 to Point/station 209.000
•• ••'~ ~` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='• •• ••
Top of street segment elevation = 11.000(Ft.)
End of street segment elevation = 9.200(Ft.)
Length of street segment = 300.000(Ft.)
tieight of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.
51ope from gutter to grade break (v/hz) = 0.017
slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 gutter = 0.0150
• Manning's N from gutter to grade break = 0.0150
rvianning's N from grade break to crown = 0.0150
estimated mean flow rate at midpoint of street =
000(Ft
18.766<CF5)
\~'
551620010.doc Page 4 of 17
• oepth of flow = 0.480(Ft.), average velocity = 2.589(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 2.59(Ft/s)
Travel time = 1.93 min. TC = 23.26 min.
ndding area flow to street
SINGLE FAMILY (1/4 Acre LOt)
aunoff Coefficient = 0.714
Decimal fraction soil group A= 0.000
oecimal fraction soil group a= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(aMC 2) = 56.00
Pervious area fraction = 0.500; impervious fraction = 0.500
Rainfall intensity = 1.482(In/Hr) for a 10.0 year storm
subarea runoff = 1.269(cFS) for 1.200<ac.)
Total runoff = 19.264(cFS) Total area = 15.200(AC.)
Street flow at end of street = 19.264(CFS)
Half street flow at end of street = 9.632(CFS)
Depth of flow = 0.483(Ft.), Average velocity = 2.616(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/5tation 211.000
••••°= SUBAREA FLOW ADDITION °°••°
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.725
• Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.800
Decimal fraction soil group C= 0.200
Decimal fraction soil group D= 0.000
RI index for soil(aMC 2) = 58.60
Pervious area fraction = 0.500; zmpervious fraction = 0.500
Time of concentration = 23.26 min.
Rainfall intensity = 1.482<In/Hr) for a 10.0 year storm
subarea runoff = 3.761(cFS) for 3.500(ac.)
7ota1 runoff = 23.025(CFS) Total area = 18.700(ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 209.000 to Point/station 212.000
~•~=A STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **••~•
Top of street segment elevation = 9.200(Ft.)
End of street segment elevation = 8.500(Ft.)
~ength of street segment = 120.000<Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
Street flow is an [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 = 23.579(CF5)
~51620010.doc Page ~ of 17 ~3
Depth of flow = 0.515(Ft.), Average velocity = 2.769(Ft/s)
• warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 0.73(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.) .
Flow velocity = 2.77(Ft/5)
Travel time = 0.72 min. TC = 23.98 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.712
oecimal fraction soil group A= 0.000
Decimal fraction soil group e= 1.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.457(In/Hr) for a 10.0 year storm
Subarea runoff = 0.934(CFS) for 0.900(AC.)
Total runoff = 23.959(CFS) Total area = 19.600(ac.)
street flow at end of street = 23.959(cFS)
Half street flow at end of street = 11.979<CFS)
Depth of flow = 0.517(Ft.), average velocity = 2.778<Ft/s)
warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 0.87<Ft.)
Flow width (from curb towards crown)= 18.000<Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 212.000 to Point/Station 213.000
• ""i"` PIPEFLOW TRAVEL TIME (Program estimated size) """'`
upstream point/station elevation = 8.500(Ft.)
Downstream point/station elevation = 6.100<Ft.)
Pipe len~th = 375.00(Ft.) Manning's rv = 0.013
No. of pipes = 1 Required pipe flow = 23.959(CFS)
Nearest computed pipe diameter = 27.00(in.)
Calculated individual pipe flow = 23.959(CFS)
Normal flow depth in pipe = 21.38(In.)
Flow top width inside pipe = 21.93(in.)
Critical oepth = 20.55(In.)
aipe flow velocity = 7.10(Ft/s)
Travel time through pipe = 0.88 min.
Time of concentration (TC) = 24.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 21Z.000 to Point/5tation 213.000
^~•^'` CONFLUENCE OF MAIN STREAMS =°°°
The following data inside Main 5tream is listed:
In Main Stream number: 1
Stream flow area = 19.600(ac.)
Runoff from this stream = 23.959(CFS)
Time of concentration = 24.86 min.
Rainfall intensity = 1.429(In/Hr)
Program is now starting with Main 5tream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
• Process from Point/Station 214.000 to Point/Station 215.000
'` INITIAL AREA EVALUATION '`
~51620010.doc Page 6 of 1 ~ ~~
• znitial area flow distance = 510.000(Ft.)
Top (of initial area) elevation = 26.600(Ft.)
Bottom (of initial area) elevation = 23.000(Ft.)
oifference in elevation = 3.600(Ft.)
Slope = 0.00706 s(percent)= 0.71
TC = k(0.390)'~[(length~3)/<elevation change)]~0.2
znitial area time of concentration = 12.716 min.
Rainfall intensity = 2.066(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre LOt)
aunoff Coefficient = 0.749
Decimal fraction soil group A= 0.000
~ecimal fraction soil group a= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(aMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
initial subarea runoff = 2.474(CF5)
Total initial stream area = 1.600(AC.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to aoint/5tation 216.000
••-°^' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='^~"
Top of street segment elevation = 23.000(Ft.)
End of street segment elevation = 20.800(Ft.)
Length of street segment = 450.000(Ft.)
Height of curb above gutter flowline = 6.0(zn.)
Width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16. 000(Ft.)
• Slope from gutter to grade break (v/hz) = 0.017
slope from grade break to crown (v/hz) 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 = 4.407(CF5)
Depth of flow = 0.339(Ft.), Average velocity = 1 .597(Ft/s)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.112(Ft.)
Flow velocity = 1.60<Ft/s)
Travel time = 4.70 min. TC = 17.41 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.770
Decimal fraction soil group n= 0.000
Decimal fraction soil group e= 0.500
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.500
RI index for soil(aMC 2) = 65.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.738(In/Hr) for a 10.0 year storm
Subarea runoff = 3.347(CFS) for 2.500(nc.)
Total runoff = S.SZZ(CFS) rotal area = 4.100(ac.)
5treet flow at end of street = 5.822(cFS)
Half street flow at end of street = 2.911(CF5)
~epth of flow = 0.364(Ft.), average velocity = 1 .705(Ft/s)
.
Flow width (from curb towards crown)= 13.611<Ft.)
~~1620010.doc Page 7 of 17 t~
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 217.000 to Point/Station 218.000
~'^'~ SUBAREA FLOW ADDITION =---
SINGLE FAMILY (1/4 ACre LOt)
Runoff Coefficient = 0.731
Decimal fraction soil group A= 0.000
oecimal fraction soil group 6= 1.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(aMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 17.41 min.
aainfall intensity = 1.738(In/Hr) for a 10.0 year storm
5ubarea runoff = 1.143(CF5) for 0.900(ac.)
Total runoff = 6.965(CFS) Total area = 5.000(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 216.000 to Point/station 219.000
-•~~~` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='••-••
Top of street segment elevation = 20.800(Ft.)
End of street segment elevation = 16.500(Ft.)
Length of street segment = 320.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
• Street flow is on [2] side(s) of the street
Distance from curb to property line 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = Z.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 = 8.009(CFS)
Depth of flow = 0.347(Ft.), Average velocity = 2.705(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.591(Ft.)
Flow velocity = 2.71(Ft/s)
Travel time = 1.97 min. rc = 19.38 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff coefficient = 0.804
Decimal fraction soil group A= 0.000
Decimal fraction soil group 6= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.638(In/Hr) for a 10.0 year storm
subarea runoff = 1.976(cFS) for 1.500<AC.)
Total runoff = 8.940(CFS) Total area = 6.500(AC.)
5treet flow at end of street = 8.940(cFS)
Half street flow at end of street = 4.470(CF5)
oepth of flow = 0.357(Ft.), average velocity = 2.776(Ft/s)
Flow width (from curb towards crown)= 13.185(Ft.)
•
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
551620010.doc Page 8 0[ 17 ~Cp
• Process from aoint/Station 2Z0.000 to Point/Station 219.000
~` SUBAREA FLOW ADDITION '`
SINGLE FAMILY (1/4 ACr2 LOt)
Runoff Coefficient = 0.765
oecimal fraction soil group A= 0.000
Decimal fraction soil group s= 0.500
Decimal fraction soil group C= 0.000
oecimal fraction soil group o= 0.500
RI index for soil(AMC 2) = 65.50
Pervious area fraction = 0.500; zmpervious fraction = 0.500
Time of concentration = 19.38 min.
Rainfall intensity = 1.638(In/Hr) for a 10.0 year storm
subarea runoff = Z.256(cFS) for 1.800<ac.)
Total runoff = 11.196(CFS) Total area = 8.300(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 219.000 to Point/5tation 221.000
-~••~'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='-°-
Top of street segment elevation = 16.500(Ft.)
end of street segment elevation = 14.800(Ft.)
Length of street segment = 200.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
~istance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
•
slope from curb to property line (v/hz) = O.OZO
~utter 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 = 11.736(CFS)
Depth of flow = 0.408(Ft.), Average velocity = 2. 487(Ft/s)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.185(Ft.)
Flow velocity = 2.49(Ft/s)
Travel time = 1.34 min. TC = 20.72 min.
adding area flow to street
SINGLE FAMILY (1/4 ACre LOt)
Runoff Coefficient = 0.745
Decimal fraction soil group a= 0.000
Decimal fraction soil group B= 0.700
oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.300
RI index for soil(AMC 2) = 61.70
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.579(In/Hr) for a 10.0 year storm
subarea runoff = 0.941(CFS) for 0.800(ac.)
rotal runoff = 12.138(cFS) rotal area = 9.100(AC.)
Street flow at end of street = 1Z.138(CFS)
Half street flow at end of street = 6.069(CF5)
oepth of flow = 0.412<Ft.), Average velocity = 2. 507(Ft/s)
Flow width (from curb towards crown)= 16.405(Ft.)
• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 222.000 to aoint/station 223.000
•~ ~• ••" SUBAREA FLOW ADDITION ~` ° ° ~•
551620010.doc Page 9 of 17 ~~
C~
SINGLE FAMILY (1/4 ACfe LOt)
Runoff Coefficient = 0.801
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
oecimal fraction soil group C= 0.000
oecimal fraction soil group D= 1.000
2z index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious
Time of concentration = 20.72 min.
fraction = 0.500
Rainfall intensity = 1.579(In/Hr) for a 10.0 year storm
Subarea runoff = 2.530(CF5) for 2,000(AC.)
Total runoff = 14.668(CFS) Total area = 11.100(ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 221.000 to Point/Station 224.000
---'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='`~~
n
U
Top ot street segment elevation = 14.500(Ft.)
End of street segment elevation = 7.200(Ft.)
Length of street segment = 630.000(Ft.)
Height of curb above gutter flowline = 6.0(rn.)
Width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 =
oepth of flow = 0.433(Ft.), average velocity = 3
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.690(Ft.)
Flow velocity = 3.06(Ft/s)
Travel time = 3.43 min. TC = 24.15 min.
ndding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.745
Decimal fraction soil group n= 0.000
~ecimal fraction soil group B= 0.500
Decimal fraction soil group C= 0.300
Decimal fraction soil group D= 0.200
RI index for soil(AMC 2) = 63.70
Pervious area fraction = 0.500; rmpervious fraction
Rainfall intensity = 1.452(In/Hr) for a 10.0
Subarea runoff = 4.004(CFS) for 3.700(AC.)
rotal runoff = 18.671<cFS) Total area =
Street flow at end of street = 18.671(CFS)
Half street flow at end of street = 9.336(CFS)
oepth of flow = 0.443(Ft.), Average velocity = 3
Note: depth of flow exceeds top af street crown.
Flow width (from curb towards crown)= 18.000<Ft.)
000(Ft
17.112(CFS)
064(Ft/s)
= 0.500
year storm
14.800(AC.)
151<Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
• Process from aoint/Station 224.000 to Point/Station 213.000
= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~
5J1620010.dOC
Page 10 of 17 ~
~
•
Top of street segment elevation = 7.200(Ft.)
End of street segment elevation = 6.100(Ft.)
~ength of street segment = 195.000(Ft.)
Height of curb above gutter flowline = 6.0(zn.)
Width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
Street flow is on ~2] side(s) of the street
oistance from curb to property line = 10.000(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 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 = 0.487(Ft.), Average velocity = 2
Note: depth of flaw exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 2.57(Ft/s)
Travel time = 1.26 min. TC = 25.41 min.
adding area flow to street
SINGLE FAMILY (1/4 ACre Lot)
aunoff Coefficient = 0.737
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.500
~ecimal fraction soil group C= 0.500
~ecimal fraction soil group o= 0.000
RI index for soil(aMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction
aainfall intensity = 1.411(in/Hr) for a 10.0
5ubarea runoff = 1.041(CFS) for 1.000(AC.)
Total runoff = 19.712(cFS) Total area =
Street flow at end of street = 19.712(CFS)
Half street flow at end of street = 9.856<cFS)
oepth of flow = 0.490(Ft.), average velocity = 2
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
000(Ft
19.302(CFS)
570(Ft/s)
- 0.500
year storm
15.800(AC.)
592(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 224.000 to Point/Station 213.000
°°°'` CONFLUENCE OF MAIN STREAMS A°°°
The following data inside Main stream is listed:
In Main 5tream number: 2
Stream flow area = 15.800(AC.)
Runoff from this stream = 19.712(CFS)
Time of concentration = 25.41 min.
Rainfall intensity = 1.411(In/Hr)
summary of stream data:
•
stream Flow rate TC
No. (CFS) (min)
1 23.959 24.86
2 19.712 Z5.41
~argest stream flow has longer
Qp = 23.959 + sum of
Qa Tb/Td
19.712 * 0.978 =
551620010.doc
aainfall zntensity
(In/Hr)
1.429
1.411
or shorter time of concentration
19.281
Page 11 of 17 ~°~
. Qp = 43.240
Total of 2 main streams to confluence:
Flow rates before confluence point:
23.959 19.712
area of streams before confluence:
19.600 15.800
Results of confluence:
Total flow rate = 43.240(CFS)
Time of concentration = 24.859 min.
Effective stream area after confluence = 35.400(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 213.000 to Point/Station 225.000
---=" PIPEFLOW TRAVEL TIME (Program estimated size) °°-•~
Upstream point/station elevation = 6.100(Ft.)
Downstream point/station elevation = 5.000(Ft.)
Pipe length = 185.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 43.240(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 43.240(CFS)
Normal flow depth in pipe = 29.34(rn.)
Flow top width inside pipe = 20.72(zn.)
Critical ~epth = 26.19(zn.)
Pipe flow velocity = 7.75(Ft/s)
Travel time through pipe = 0.40 min.
• Time of concentration (TC) = 25.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 213.000 to Point/Station 225.000
^''`* CONFLUENCE OF MAIN STREAMS `-^^
The following data inside Main Stream is li
2n Main Stream number: 1
stream flow area = 35.400(ac.)
Runoff from this stream = 43.240(CFS)
Time of concentration = 25.26 min.
2ainfall intensity = 1.416(In/Hr)
Program is now starting with Main Stream No
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 226.000 to Point/5tation 227.000
°°°" INITIAL AREA EVALUATION '~^^^
znitial area flow distance = 600.000(Ft.)
Top (of initial area) elevation = 22.800<Ft.)
Bottom (of initial area) elevation = 16.800(Ft.)
Difference in elevation = 6.000(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.390)='[(length~3)/(elevation change)]~0.2
rnitial area time of concentration = 12.657 min.
Rainfall intensity = 2.071(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
aunoff Coefficient = 0.820
oecimal fraction soil group a= 0.000
• Decimal fraction soil group B= 0.000
oecimal fraction soil group C= 0.000
oecimal fraction soil group ~= 1.000
551620010.doc Page 12 of 17 ~
~ RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; rmpervious fraction = 0.500
Initial subarea runoff = 1.189(CFS)
Total initial stream area = 0.700(AC.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 227.000 to Point/Station 228.000
-•~••= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "-••°
Top of street segment elevation = 16.800(Ft.)
End of street segment elevation = 16.200(Ft.)
~ength of street segment = 135.000<Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000<Ft.)
oistance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
oistance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
~utter hike from flowline = 2.000(zn.)
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 = 2.124(CFS)
Depth of flow = 0.285(Ft.), Average velocity = 1.307(Ft/s)
streetflow hydraulics at midpoint of street travel:
• Halfstreet flow width = 8.946(Ft.)
Flow velocity = 1.31(Ft/s)
Travel time = 1.72 min. rC = 14.38 min.
ndding area flow to street
SINGLE FAMILY (1/4 AC~2 LOt)
Runoff Coefficient = 0.816
oecimal fraction soil group A= 0.000
oecimal fraction soil group a= 0.000
oecimal fraction soil group C= 0.000
oecimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; impervious fraction = 0.500
Rainfall intensity = 1.931(In/Hr) for a 10.0 year storm
Subarea runoff = 1.733(cF5) for 1.100(AC.)
Total runoff = 2.922(CFS) Total area = 1.800(ac.)
Street flow at end of street = 2.922(CFS)
Half street flow at end of street = 1.461(CFS)
Depth of flow = 0.309(Ft.), Average velocity = 1.402(Ft/s)
Flow width (from curb towards crown)= 10.345(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 229.000 to Point/Station 230.000
~• ~• ~•" SUBAREA F~OW ADDITION =' ° •• ••
SINGLE FAMILY (1/4 Acre Lot)
rtunoff Coefficient = 0.816
~ecimal fraction soil group A= 0.000
oecimal fraction soil group e= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group o= 1.000
• RI index for soil(aMC 2) = 75.00
aervious area fraction = 0.500; zmpervious fraction = 0.500
rime of concentration = 14.38 min.
551620010.doc Page 13 of 17 ~~,
. Rainfall intensity = 1.931(In/Hr) for a 10.0 year storm
Subarea runoff = 4.568(CFS) for 2.900(nc.)
Total runoff = 7.490(CF5) Total area = 4.700(ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 228.000 to aoint/5tation 231.000
•~~•-~ STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '`~=="
Top of street segment elevation = 16.200(Ft.)
End of street segment elevation = 12.600(Ft.)
~ength of street segment = 600.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16. 000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side<s) of the street
oistance from curb to property line = 10.000(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 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 = 10.199(CF5)
Depth of flow = 0.412(Ft.), Average velocity = 2 .107(Ft/s)
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.406(Ft.)
Flow velocity = 2.11(Ft/5)
Travel time = 4.75 min. TC = 19.13 min.
•
Adding area flow to street
SINGLE FAMILY (1/4 ACre LOt)
Runaff Coefficient = 0.805
oecimal fraction soil group n= 0.000
Decimal fraction soil group a= 0.000
oecimal fraction soil group c= 0.000
Decimal fraction soil group D= 1.000
RI index for soil<qMC 2) = 75.00
Pervious area fraction = 0.500; rmpervious fraction = 0.500
Rainfall intensity = 1.650(zn/Hr) for a 10.0 year storm
Subarea runoff = 4.514(CFS) for 3.400(AC.)
Total runoff = 12.004(CFS) Total area = 8.100(AC.)
5treet flow at end of street = 12.004(CFS)
Half street flow at end of street = 6.002(CF5)
oepth of flow = 0.430(Ft.), average velocity = 2 .191(Ft/s)
Flow width (from curb towards crown)= 17.511<Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 232.000 to Point/Station 233.000
°°°=' SUBAREA FLOW ADDITION ='^-°
SINGLE FAMILY (1/4 ACr2 LOt)
Runoff Coefficient = 0.805
~ecimal fraction soil group a= 0.000
Decimal fraction soil group a= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group o= 1.000
Rz index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
• Time ot concentration = 19.13 min.
Rainfall intensity = 1.650(In/Hr) for a 10.0 year storm
Subarea runoff = 2.124(CFS) for 1.600(AC.)
551620010.doc Page 14 of 17 'yZ
. Total runoff = 14.128(cFS) Total area =
++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 231.000 to Point
---=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDI~
r ~
LJ
Top of street segment elevation = 12.600(Ft.)
End of street segment elevation = 6.300(Ft.)
~ength of street segment = 420.000(Ft.)
Height of curb above gutter flowline = 6.0<zn.)
width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.
Slope from gutter to grade break (v/hz) = 0.017
slope from grade break to crown <v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = Z.000(rn.)
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 = 0.410(Ft.), Average velocity = 3
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.334(Ft.)
Flow velocity = 3.32(Ft/s)
Travel time = 2.11 min. TC = 21.23 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.790
~ecimal fraction soil group n= 0.000
Decimal fraction soil group B= 0.100
Decimal fraction soil group C= 0.100
oecimal fraction soil group ~= 0.800
RI index for soil(aMC 2) = 72.50
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity = 1.558(In/Hr) for a 10.0
Subarea runoff = 3.076<cFS) for 2.500(ac.)
Total runoff = 17.205(CFS) Total area =
street flow at end of street = 17.205(CFS)
Half street flow at end of street = 8.602(CFS)
Depth of flow = 0.419(Ft.), Average velocity = 3
Flow width (from curb towards crown)= 16.838(Ft.)
9.700(nc.)
ion
234.000
000(Ft
15.949(CFS)
3Z2<Ft/s)
= 0.500
year storm
12.200<ac.)
383(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 234.000 to Point/Station 225.000
-••-" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '~--••
•
Top of street segment elevation = 6.300(Ft.)
End of street segment elevation = 5.000(Ft.)
Length of street segment = 170.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
~istance from crown to crossfall grade break = 16.000(Ft
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
street flow is on [2] side(s) of the street
oistance from curb to property line - 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
551620010.doc
Page 15 oY 17 23
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 = 19.038(CF5)
Depth of flow = 0.467(Ft.), Average velocity = 2.802(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 2.80(Ft/s)
Travel time = 1.01 min. TC = 22.24 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff coefficient = 0.777
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.200
Decimal fraction soil group C= 0.200
Decimal fraction soil group D= 0.600
RI index for soil(AMC 2) = 70.00
Pervious area fraction = 0.500; impervious fraction = 0.500
Rainfall intensity = 1.519(In/Hr) for a 10.0 year storm
subarea runoff = 3.068(CFS) for 2.600<AC.)
Total runoff = 20.273(CF5) Total area = 14.800(ac.)
Street flow at end of street = 20.273(CFS)
Half street flow at end of street = 10.136(cFS)
Depth of flow = 0.474(Ft.), average velocity = 2.872(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 234
000 to Point/Station 225.000
• ^
=" CONFLUENCE OF MAIN STREAMS =
The following data inside Main stream is listed:
In Main Stream number: 2
5tream flow area = 14.800(AC.)
Runoff from this stream = 20.273(CFS)
Time of concentration = 22.24 min.
Rainfall intensity = 1.519(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 43.240 25.26 1.416
2 20.273 22.24 1.519
Largest stream flow has longer time of concentration
Qp = 43.240 + sum of
Qb za/zb
20.273 =' 0.933 = 18.905
Qp = 62.145
Total of 2 main streams to confluence:
Flow rates before confluence point:
43.240 20.273
area of streams before confluence:
35.400 14.800
Results of confluence:
• rotal flow rate = 62.145<cFS)
Time of concentration = 25.257 min.
Effective stream area after confluence
50.200(AC.)
2~'
551620010.doc Page 16 of 1 i
~
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/5tation 225.000 to Point/Station 235.000
-~~-= PIPEFLOW TRAVEL TIME (Progrdm e5timdted Size) ^^--
upstream point/station elevation = 5.000(Ft.)
Downstream point/station elevation = 0.000(Ft.)
Pipe length = 200.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 62.145(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 62.145(CF5)
Normal flow depth in pipe = 23.53(In.)
Flow top width inside pipe = 24.68(In.)
Critical depth could not be calculated.
aipe flow velocity = 15.04(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 25.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 225.000 to Point/Station 235.000
---=' SUBAREA FLOW ADDITION ='-••••
•
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.792
Decimal fraction soil group A= 0.000
~ecimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
~ecimal fraction soil group D= 1.000
rtI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; impervious fraction = 0.500
Time of concentration = 25.48 min.
Rainfall intensity = 1.410(In/Hr) for a
5ubarea runoff = 2.345(CFS) for 2.
10.0 year storm
100(ac.)
Total runoff = 64.490(CFS) Total area
End of computations, total study area =
rhe following figures may
52.300(Ac
52.30 (ac.)
be used for a un~t hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 66.2
•
~51620010.doc
Page 17 of 1 i "
• Riverside county aational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4
Rational Hydrology study Date: 04/14/03 File:5516300100.out
------------------------------------------ -
rRqcr 29661 70s NOS. 5516
100-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHOD
~ saSIN - 300
ADKAN ENGINEERS
------------------------ -------- ------------------
-"°*~'*'°-="° tiydrology Study Control information "`"'."'.'.".".
English (in-lb) units used in input data file
------------------------------------ -----------------------
ADKAN Engineers, Riverside, California - S/N 561
-------------------------- --------------- ----------
Rational Method Hydrology arogram based on
ttiverside County Flood Control & water conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
standard intensity-duration curves data (Plate o-4.1)
For the [ Murrieta,Tmc,rtnch CaNOrco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(in/Hr)
100 year storm 60 minute intensity = 1.300(zn/Hr)
• 5torm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 301.000
^^^^ INITIAL AREA EVALUATION "'^"="~
initial area flow distance = 765.000(Ft.)
Top (of initial area) elevation = 59.000(Ft.)
aottom (of initial area) elevation = 32.300(Ft.)
Difference in elevation = 26.700(Ft.)
Slope = 0.03490 s(percent)= 3.49
rc = k(0.39Q)`[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 10.863 min.
Rainfall intensity = 3.328<zn/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.827
oecimal fraction soil group a= 0.000
Decimal fraction soil group e= 0.400
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.600
a2 index for soil(aMC 2) = 67.40
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 23.666(CFS)
• rotal initial stream area = 8.600(AC.)
Pervious area fraction = 0.500
2~
5516300100.doc Page 1 of 16
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 301.000 to Point/5tation 302.000
-°-" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "°°-
Top of street segment elevation = 32.300(Ft.)
End of street segment elevation = 29.600(Ft.)
Length of street segment = 260.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = Z0.000(Ft.)
~istance from crown to crossfall grade break = 18. 000(Ft.)
slope from gutter to grade break <v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb ta property line (v/hz) = 0.020
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 = 25.042(CFS)
oepth of flow = 0.486(Ft.), average velocity = 3 .287(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 3.29(Ft/s)
Travel time = 1.32 min. TC = 12.18 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.844
•
oecimal fraction soil group a= 0.000
oecimal fraction soil group a= 0.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for SOiI(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.125(In/Hr) for a 100.0 year storm
5ubarea runoff = 2.637(CF5) for 1.000(ac.)
Total runoff = 26.303(CFS) Total area = 9.600(AC.)
Street flow at end of street = 26.303(CF5)
Half street flow at end of street = 13.152(CFS)
Depth of flow = 0.492(Ft.), Average velocity = 3 .352(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width <from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 303.000 to Point/5tation 302.000
="`'` SUBAREA FLOW ADDITION '`'''''`
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.812
Decimal fraction soil group A= 0.000
Decimal fraction soil group 6= 0.600
~ecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.400
RI index far soil(AMC 2) = 63.60
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 12.18 min.
rtainfall intensity = 3.125(zn/Hr) for a 100.0 year storm
• Subarea runoff = 5.072(CFS) for 2.000(AC.)
Total runoff = 31.375<CFS) Total area = 11.600(AC.)
Z~
5516300100.doc Page Z of 16
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 304.000
=-°'-" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~---
Top of street segment elevation = 29.600(Ft.)
End of street segment elevation = 26.900(Ft.)
Length of street segment = 290.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = O.OZO
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 = 32.728(CFS)
oepth of flow = 0.533<Ft.), nverage velocity = 3.432(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 1.65(Ft.)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 3.43(Ft/s)
Travel time = 1.41 min. TC = 13.59 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
• aunoff Coefficient = 0.841
oecimal fraction soil group a= 0.000
Decimal fraction soil group s= 0.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group o= 1.000
Rz index for soil(aMC 2) = 75.00
Pervious area fraction = 0.500; impervious fraction = 0.500
aainfall intensity = 2.942(in/Hr) for a 100.0 year storm
Subarea runoff = 2.474<cFS) for 1.000(ac.)
Total runoff = 33.850(CFS) Total area = 12.600(AC.)
5treet flow at end of street = 33.850(CFS)
Half street flow at end of street = 16.925(CFS)
oepth of flow = 0.539(Ft.), average velocity = 3.461(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 = 1.93(Ft.)
Flow width <from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 305.000 to Point/Station 304.000
°°°=' SUBAREA FLOW ADDITION ="°'-
SINGLE FAMILY (1/4 Acre Lot)
Runoff ~oefficient = 0.782
Decimal fraction soil group A= 0.000
oecimal fraction soil group e= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
• Ri index for soil(aMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 13.59 min.
~~16300100.doc Page 3 of 16 2~
• Rainfall intensity = 2.942(In/Hr) for a 100.0 year storm
5ubarea runoff = 6.211(CF5) for 2.700(ac.)
Total runoff = 40.060<CFS) Total area = 15.300(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 306.000
°°°" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='°-°
Top of street segment elevation = 26.900(Ft.)
End of street segment elevation = 24.200(Ft.)
Length of street segment = 160.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
oistance from crown to crossfall grade break = 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
oistance from curb to property line = 10.000(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 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 = 41.239(CF5)
Depth of flow = 0.522(Ft.), Average velocity = 4.544(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 = 1.11(Ft.)
streetflow hydraulics at midpoint of street travel:
~ Halfstreet flow width = 20.000(Ft.)
Flow velocity = 4.54(Ft/s)
Travel time = 0.59 min. TC = 14.18 min.
adding area flow to street
SINGLE FAMILY (1/4 ACr2 LOt)
kunoff Coefficient = 0.793
Decimal fraction soil group a= 0.000
Decimal fraction soil group B= 0.800
oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.200
RI index for soil(AMC 2) = 59.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.875(In/Hr) for a 100.0 year storm
Subarea runoff = 2.052(CF5) for 0.900(ac.)
Total runoff = 42.112(CF5) rotal area = 16.Z00(ac.)
Street flow at end of street = 42.112(CFS)
Half street flow at end of street = 21.056(CFS)
Depth of flow = 0.526(Ft.), Average velocity = 4.568(Ft/s)
warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 1.28(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 306.000 to Point/Station 307.000
°°°'~ PIPEFLOW TRAVEL TIME (Program estimated size) '°°°°
Upstream point/station elevation = 24.200(Ft.)
Downstream point/station elevation = 23.100(Ft.)
• Pipe length = 180.00(Ft.) Manning_s N= 0.013
No. of pipes = 1 Required pipe flow 42.112(cFS)
Nearest computed pipe diameter = 33.00(In.)
5~16300100.doc Page 4 of 16 ~'~
• Calculated individual pipe
Normal flow depth in pipe -
Flow top width inside pipe
Critical oepth = 25.86(In
Pipe flow velocity = 7
Travel time through pipe =
Time of concentration (TC)
flow = 42.112(cFS)
- Z7.66(In.)
= 24.31(In.)
.)
.93(Ft/s)
0.38 min.
= 14.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 306.000 to Point/Station 307.000
°°°~ CONFLUENCE OF MAIN STREAMS ='°°^
The following data inside Main stream is listed:
zn Main Stream number: 1
stream flow area = 16.200<ac.)
rtunoff from this stream = 42.112(cFS)
Time of concentration = 14.55 min.
rtainfall intensity = 2.833(In/Hr)
Program is now starting with Main 5tream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 308.000 to Point/Station 309.000
°°°=' INITIAL AREA EVALUATION =^^^
~
U
InStial area flow distance = 650.000(Ft.)
Top <of initial area) elevation = 60.000(Ft.)
aottom (of initial area) elevation = 33.500(Ft.
oifference in elevation = 26.500(Ft.)
51ope = 0.04077 s(percent)= 4.08
TC = k(0.530)*[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 13.408 min.
Rainfall intensity = 2.964(In/Hr) for a 100
UNDEVELOPED (pOOr cover) Subdred
Runoff Coefficient = 0.799
Decimal fraction soil group a= 0.000
~ecimal fraction soil group B= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 1.000; Impervious
Initial subarea runoff = 21.778(CFS)
Total initial stream area = 9.200(Ac
aervious area fraction = 1.000
0 year storm
fraction = 0.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 309.000 to Point/Station 307.000
-°-= PIPEFLOW TRAVEL TIME (PrOg~dRt estimated SlZ2) ='••^^
upstream point/station elevation = 33.500(Ft.)
Downstream point/station elevation = 23.100(Ft.)
Pipe len~th = 1475.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 21.778(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 21.778(CFS)
Normal flow depth in pipe = 18.89(In.)
Flow top width inside pipe = 24.75(In.)
critical ~epth = 19.60(In.)
Pipe flow velocity = 7.32(Ft/s)
• Travel time through pipe = 3.36 min.
Time of concentration (TC) = 16.77 min.
5516300100.doc Page 5 of 16 ~
~
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 309.000 to Point/Station 307.000
°°°' CONFLUENCE OF MAIN STREAMS "°-°
The following data inside Main 5tream is listed:
zn Main 5tream number: 2
stream flow area = 9.200<ac.)
Runoff from this stream = 21.778(CFS)
Time of concentration = 16.77 min.
Rainfall intensity = 2.621(In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 42.112 14.55
2 21.778 16.77
~argest stream flow has longer
Qp = 42.112 + sum of
Qa Tb/Ta
21.778 = 0.868 =
Qp = 61.019
Rainfall intensity
(In/Hr)
2.833
2.621
or shorter time of concentration
18.907
rotal of 2 main streams to confluence:
Flow rates before confluence point:
42.112 21.778
Area of streams before confluence:
16.200 9.200
•
aesults of confluence:
Total flow rate = 61.019(CFS)
Time of concentration = 14.555 min.
Effective stream area after confluence = 25.400(ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 307.000 to Point/Station 330.000
°°°-' PIPEFLOW TRAVEL TIME (Pragrdm e5timdted SiZe) ^'°°°
Upstream point/station elevation = 23.100(Ft.)
Downstream point/station elevation = 20.300(Ft.)
Pipe length = 350.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 61.019(CFS)
Nearest computed pipe diameter = 36.00(zn.)
Calculated ~ndividual pipe flow = 61.019(CFS)
Normal flow depth in pipe = 30.28(rn.)
Flow top width inside pipe = 26.32(In.)
Critical Depth = 30.23(In.)
Pipe flow velocity = 9.61<Ft/s)
Travel time through pipe = 0.61 min.
Time of concentration (TC) = 15.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 307.000 to aoint/Station 330.000
°~`'`i` CONFLUENCE OF MAIN STREAMS '^°°
The following data inside Main Stream is listed:
In Main Stream number: 1
• Stream flow area = 25.400(AC.)
Runoff from this stream = 61.019(CF5)
5516300100.doc Page 6 of 16 ~`
• Time of concentration = 15.16 min.
Rainfall intensity = 2.770(in/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 311.000 to Point/Station 312.000
- ~`•c° INITIAL AREA EVALUATION '~ ° ° °
znitial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 72.000(Ft.)
sottom (of initial area) elevation = 54.300(Ft.)
oifference in elevartion = 17.700(Ft.)
Slope = 0.01770 s(percent)= 1.77
rC = k(0.300)°'[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 10.654 min.
Rainfall intensity = 3.363(In/Hr) for a 100.0 year storm
COMMERCIA~ SUbdl'2d typ2
Runoff Coefficient = 0.879
Decimal fraction soil group A= 0.000
~ecimal fraction soil group a= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 3.842(CFS)
Total initial stream area = 1.300(ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
• Process from Point/5tation 312.000 to aoint/Station 313.000
` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '~
Top of street segment elevation = 54.300(Ft.)
End of street segment elevation = 42.500(Ft.)
Length of street segment = 540.000(Ft.)
Height of curb above gutter flowline = 6.0(2n.)
width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
street flow is on [2] side(s) of the street
oistance from curb to property line = 10.000<Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flawline = 2.000(In.)
Manning's N in gutter = 0.0150
rvtanning'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 = 5.172(CFS)
oepth of flow = 0.291(Ft.), average velocity = 2.956(Ft/s)
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.343(Ft.)
Flow velocity = 2.96(Ft/s)
Travel time = 3.04 min. TC = 13.70 min.
ndding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A= 0.000
oecimal fraction soil group B= 1.000
• oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
2I index for soil(qMC 2) = 56.00
5516300100.doc Page 7 of 16
3~^
• Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 2.929(In/Hr) for a 100.0 year storm
Subarea runoff = 2.310(CFS) for 0.900(AC.)
Total runoff = 6.152(CFS) Total area = 2.200(ac.)
Street flow at end of street = 6.152(CF5)
Half street flow at end of street = 3.076(CFS)
~epth of flow = 0.305(Ft.), Average velocity = 3.072(Ft/s)
Flow width (from curb towards crown)= 10.109(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 331.000 to Point/Station 310.000
°°°' SUBAREA FLOW ADDITION ="°°°
SINGLE FAMILY (1/4 Acre Lot)
ttunoff Coefficient = 0.781
Decimal fraction soil group A= 0.000
~ecimal fraction soil group a= 1.000
oecimal fraction soil group c= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 13.70 min.
Rainfall intensity = 2.929(In/Hr) for a 100.0 year storm
5ubarea runoff = 10.301(CFS) for 4.500<AC.)
Total runoff = 16.453(CFS) Total area = 6.700(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 313.000 to Point/Station 314.000
••-••= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~'-~~^
• Top of street segment elevation = 42.500(Ft.)
End of street segment elevation = 24.200(Ft.)
Length of street segment = 620.000<Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft.)
slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 = 20.627<cFS)
Depth of flow = 0.401(Ft.), Average velocity = 4.570(Ft/s)
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.808(Ft.)
Flow velocity = 4.57(Ft/s)
7ravel time = 2.26 min. Tc = 15.96 min.
Adding area flow to street
SINGLE FAMILY (1/4 ACr2 LOt)
rtunoff Coefficient = 0.801
oecimal fraction soil group a= 0.000
~ecimal fraction soil group a= 0.600
Decimal fraction soil group C= 0.000
Decimal fraction soil group o= 0.400
• Ri index for soil(arvtc 2) = 63.60
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.693(In/Hr) for a 100.0 year storm
5516300100.doc Page 8 of 16 ~
5ubarea runoff = 7.331(CFS) for 3.400(ac.)
• Total runoff = 23.784<CFS) Total area = 10.100<ac.)
5treet flow at end of street = 23.784(cFS)
Half street flow at end of street = 11.892(cFS)
Depth of flow = 0.417(Ft.), average velocity = 4.729(Ft/s)
Flow width (from curb towards crown)= 16.739<Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 314.000 to Point/Station 315.000
-°~= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =-~~-
Top of street segment elevation = 24.200(Ft.)
End of street segment elevation = 21.600(Ft.)
~ength of street segment = 325.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 20.000(Ft.)
oistance from crown to crossfall grade break = 18.000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 = 25.433<cFS)
Depth of flow = 0.505(Ft.), Average velocity = 3.044(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 = 0.25(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = Z0.000(Ft.)
Flow velocity = 3.04(Ft/s)
Travel time = 1.78 min. TC = 17.74 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.783
oecimal fraction soil group A= 0.000
oecimal fraction soil group s= 0.800
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.200
aI index for soil(AMC 2) = 59.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.541(In/Hr) for a 100.0 year storm
Subarea runoff = 2.784(CFS) for 1.400(AC.)
Total runoff = 26.568(CFS) Total area = 11.500(AC.)
street flow at end of street = 26.568(CF5)
Half street flow at end of street = 13.284<cFS)
Depth of flow = 0.512(Ft.), Average velocity = 3.077(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 = 0.59(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 316.000 to aoint/5tation 317.000
°°°° SUBAREA FLOW ADDITION °°°°
• SINGLE FAMILY (1/4 acre LOt)
Runoff Coefficient = 0.789
5516300100.doc Paee 9 of 16 7`
• ~ecimal fraction soil group a= 0.000
~ecimal fraction soil group s= 0.700
Decimal fraction soil group C= 0.000
~ecimal fraction soil group ~= 0.300
Rz index far soil<aMC 2) = 61 J 0
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 17.74 min.
Rainfall intensity = 2.541(In/Hr) for a 100.0 year storm
5ubarea runoff = 10.431(CF5) for 5.200<nc.)
Total runoff = 37.000<CFS) Total area = 16.700(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to aoint/Station 330.000
--••=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =••••~•
rop of street segment elevation = Z1.600(Ft.)
End of street segment elevation = 20.300<Ft.)
~ength of street segment = 80.000<Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 20.000(Ft.)
oistance from crown to crossfall grade break = 18. 000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
street flow is on [2] side(s) of the street
oistance from curb to property line = 10.000(Ft.)
51ope from curb to property line (v/hz) = 0.020
~utter width = 2.000(Ft.)
Gutter hike from flowline = Z.000(rn.)
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 = 37.664<cFS)
oepth of flow = 0.511(Ft.), average velocity = 4 .380(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 = 0.54(Ft.)
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000<Ft.)
Flow velocity = 4.38(Ft/s)
rravel time = 0.30 min. Tc = 18.04 min.
adding area flow to street
SINGLE FAMILY (1/4 ACr2 LOt)
Runoff Coefficient = 0.832
Decimal fraction soil group a= 0.000
Decimal fraction soil group e= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; zmpervious fraction = 0.500
Rainfall intensity = 2.517(zn/Hr) for a 100.0 year storm
5ubarea runoff = 1.257(CFS) for 0.600(AC.)
Total runoff = 38.257<cFS) rotal area = 17.300(ac.)
Street flow at end of street = 38.257(CFS)
Half street flow at end of street = 19.128<cFS)
Depth of flow = 0.513(Ft.), Average velocity = 4 .397<Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 0.67(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 315.000 to Point/station 330.000
/
~7
5516300100.doc Paee 10 of 16
• """=" CONFLUENCE OF MAIN STREAMS =~=""
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 17.300(ac.)
rtunoff from this stream = 38.257(cFS)
Time of concentration = 18.04 min.
ttainfall intensity = 2.517<zn/Hr)
Summary of stream data:
5tream Flow rate Tc rtainfall intensity
No. (cF5) (min) (In/Hr)
1 61.019 15.16 2.770
2 38.257 18.04 2.517
Largest stream flow has longer or shorter time of concentration
Qp = 61.019 + sum of
Qa Tb/Ta
38.257 '~ 0.840 = 32.147
Qp = 93.166
Total of 2 main streams to confluence:
Flow rates before confluence point:
61.019 38.257
area of streams before confluence:
25.400 17.300
rtesults of confluence:
Total flow rate = 93.166(CFS)
• Time of concentration = 15.162 min. _
Effective stream area after confluence 42.700(ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/station 318.000
••••••tr PIPEFLOW TRAVEL TIME (Program estimated size) *••°••
upstream point/station elevation = 20.300(Ft.)
Downstream point/station elevation = 7.000(Ft.)
Pipe len~th = 573.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 93.166(CF5)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 93.166(CF5)
Normal flow depth in pipe = 27.14(In.)
Flow top width inside pipe = 31.01(zn.)
Critical depth could not be calculated.
aipe flow velocity = 16.31(Ft/s)
Travel time through pipe = 0.59 min.
Time of concentration (TC) = 15.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/5tation 318.000
°°°=' CONFLUENCE OF MAIN STREAMS "°°-
The following data inside Main Stream is li
In Main stream number: 1
5tream flow area = 42.700(AC.)
Runoff from this stream = 93.166(CF5)
• rime of concentration = 15.75 min.
Rainfall intensity = 2.713(In/Hr)
arogram is now starting with Main Stream No
iT
5516300100.doc Page ll of 16
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 319.000 to Point/Station 320.000
-°°~ INITIAL AREA EVALUATION `°-°
initial area flow distance = 550.000(Ft.)
Top (of initial area) elevation = 36.400(Ft.)
Bottom (of initial area) elevation = 31.100(Ft.)
oifference in elevation = 5.300(Ft.)
Slope = 0.00964 s(percent)= 0.96
TC = k(0.390)~[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 12.315 min.
Rainfall intensity = 3.106(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.786
Decimal fraction soil group A= 0.000
oecimal fraction soil group a= 1.000
Decimal fraction soil group C= 0.000
oecimal fraction soil group o= 0.000
RI index for soil(aMC 2) = 56.00
aervious area fraction = 0.500; Impervious fraction = 0.500
znitial subarea runoff = 11.481(CFS)
Total initial stream area = 4.700(AC.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 320.000 to Pointjstation 321.000
"'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "**'°
• Top of street segment elevation = 31.100(Ft.)
End of street segment elevation = 18.600(Ft.)
~ength of street segment = 750.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 20.000(Ft.)
oistance from crown to crossfall grade break = 18.
Slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side<s) of the street
Distance from curb to property line = 10.000(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 gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N trom grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.411(Ft.), average velocity = 3
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.351(Ft.)
Flow velocity = 3.50(Ft/5)
Travel time = 3.57 min. TC = 15.88 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
aunoff Coefficient = 0.781
Decimal fraction soil group a= 0.000
~ecimal fraction soil group e= 0.900
~ecimal fraction soil group C= 0.000
~ecimal fraction soil group o= 0.100
RI index for soil(AMC 2) = 57.90
000(Ft
16.855<CF5)
504<Ft/s)
• Pervious area fraction = 0.500; impervious fraction = 0.500
Rainfall intensity = 2.700(zn/Hr) for a 100.0 year storm
Subarea runoff = 9.281<CFS) for 4.400(ac.)
~~
5516300100.doc Page 12 of 16
• Total runoff = 20.762(CF5) Total area = 9.100(ac.)
street flow at end of street = 20.762(CFS)
Half street flow at end of street = 10.381<CFS)
Depth of flow = 0.435(Ft.), nverage velocity = 3.685(Ft/s)
Flow width <from curb towards crown)= 17.771(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 322.000
°°~~°" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =••-~
Top of street segment elevation = 18.600(Ft.)
End of street segment elevation = 16.500(Ft.)
Length of street segment = 180.000(Ft.)
Height of curb above gutter flowline = 6.0(zn.)
width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.000(Ft
Slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 =
oepth of flow = 0.467(Ft.), average velocity = 3
streetflow hydraulics at midpoint of street travel:
• Halfstreet flow width = 19.677(Ft.)
Flow velocity = 3.28(Ft/s)
Travel time = 0.91 min. TC = 16.80 min.
Adding area flow to street
SINGLE FAMILY (1/4 ACr2 LOt)
Runoff Coefficient = 0.811
~ecimal fraction soil group a= 0.000
oecimal fraction soil group B= 0.400
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.600
RI index for soil(aMC 2) = 67.40
Pervious area fraction = 0.500; impervious fraction
Rainfall intensity = 2.619(In/Hr) for a 100.0
subarea runoff = 3.186(CFS) for 1.500<AC.)
7ota1 runoff = 23.948(CF5) rotal area =
Street flow at end of street = Z3.948(CF5)
Half street flow at end of street = 11.974<CFS)
Depth of flow = 0.475(Ft.), Average velocity = 3
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
22.474(CF5)
282(Ft/s)
= 0.500
year storm
10.600(ac.)
345(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 322.000 to Point/5tation 323.000
-°°=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION A°-°
Top of street segment elevation = 16.500(Ft.)
End of street segment elevation = 15.600(Ft.)
~ength af street segment = 180.000(Ft.)
Height of curb above gutter flowline = 6.0(zn.)
width of half street (curb to crown) = 20.000(Ft.)
~ ~istance from crown to crossfall grade break = 18.000(Ft
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
~
5516300100.doc Page 13 of 16
• Street flow is on [2] side(s) of the street
Distance from curb to property line 10.000(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 gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0500
Estimated mean flow rate at midpoint of street = 31.743(CFS)
oepth of flow = 0.780(Ft.), Average velocity = 1 .383(Ft/s)
warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 13.99(Ft.)
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity = 1.38<Ft/s)
Travel time = 2.17 min. TC = 18.97 min.
ndding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.779
oecimal fraction soil group A= 0.000
~ecimal fractio~ soil group e= 0.800
Decimal fraction soil group C= 0.000
~ecimal fraction soil group D= 0.200
RI index for soil(AMC 2) = 59.80
aervious area fraction = 0.500; zmpervious fraction = 0.500
Rainfall intensity = 2.449(In/Hr) for a 100.0 year storm
5ubarea runoff = 13.173(CFS) for 6.900(ac.)
Total runoff = 37.121(CFS) Total area = 17.500(AC.)
5treet flow at end of street = 37.121(cF5)
Half street flow at end of street = 18.561<cFS)
•
~epth of flow = 0.818(Ft:), average velocity = 1. 472(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 = 15.88(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 323.000 to Point/Station 324.000
°°°'` PIPEFLOW TRAVEL TIME (Program estimated size) =°°°
Upstream point/station elevation = 16.500(Ft.)
oownstream point/station elevation = 7.000(Ft.)
Pipe length = 257.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 37.121(CFS)
Nearest computed pipe diameter = 24.00<In.)
Calculated individual pipe flow = 37.121(CFS)
Normal flow depth in pipe = 17.06(In.)
Flow top width inside pipe = 21.76(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.55(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 19.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 323.000 to Point/station 324.000
°-°~` CONFLUENGE OF MAIN STREAMS "°°°
The following data inside Main Stream is listed:
• zn rvtain stream number: 2
Stream flow area = 17.500(AC.)
Runoff from this stream = 37.121<CFS)
5516300100.doc Page 1=t of 16 ~
• Time of concentration = 19.24 min.
Rainfall intensity = 2.430(In/Hr)
Program is now starting with Main stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 326.000 to Point/Station 327.000
°°-=' INITIAL AREA EVALUATION ="--~
Initial area flow distance = 920.000(Ft.)
Top (of initial area) elevation = 23.100(Ft.)
sottom (of initial area) elevation = 13.300(Ft.)
Difference in elevation = 9.800(Ft.)
51ope = 0.01065 s(percent)= 1.07
Tc = k(0.390)"[(length~3)/(elevation change)]~0:2
Initial area time of concentration = 14.828 m~n.
Rainfall intensity = 2.804(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.784
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.900
Decimal fraction soil group C= 0.000
oecimal fraction soil group ~= 0.100
RI index for soil(aMC 2) = 57.90
Pervious area fraction = 0.500; impervious fraction = 0.500
Initial subarea runoff = 12.758(CFS)
Total initial stream area = 5.800(AC.)
Pervious area fraction = 0.500
• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 327.000 to Point/5tation 328.000
~'``h PIPEFLOW TRAVEL TIME (PrOgrdm eStimated SiZe) ="--°
Upstream point/station elevation = 13.000(Ft.)
~ownstream point/station elevation = 7.000<Ft.)
Pipe len~th = 250.00(Ft.) Manning's N= 0.013
No. of p~pes = 1 Required pipe flow = 12.758(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 12.758<CF5)
Normal flow depth in pipe = 12.00<In.)
Flow top width inside pipe = 16.97(In.)
Critical Depth = 16.12(In.)
Pipe flow velocity = 10.19(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 15.24 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/5tation 327.000 to Point/5tation 328.000
^^^~ CONFWENCE OF MAIN STREAMS ~°°°
The following data inside Main Stream is listed:
in Main Stream number: 3
Stream flow area = 5.800(AC.)
Runoff from this stream = 12.758(CFS)
Time of concentration = 15.24 min.
Rainfall intensity = 2.763(zn/Hr)
5ummary of stream data:
5tream Flow rate rC Rainfall zntensity
~ NO. (CFS) (min) (In/H~)
~~
5516300100.doc Page 15 of 16
• 1 93.166 15.75 2.713
2 37.121 19.24 2.430
3 1Z.758 15.Z4 2.763
Largest stream flow has longer or shorter time
Qp = 93.166 + sum of
Qd Tb/Td
37.121 '° 0.818 = 30.382
Qb Ia/zb
12.758 ' 0.982 = 12.529
Qp = 136.077
Total of 3 main streams to confluence:
Flow rates before confluence point:
93.166 37.121 12.758
qrea of streams before confluence:
42.700 17.500 5.800
of concentration
Results of confluence:
Total flow rate = 136.077(CFS)
rime of concentration = 15.748 min.
Effective stream area after confluence = 66.000(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 327.000 to aoint/5tation 328.000
°""''` SUBAREA FLOW ADDITION '°°°°
UNDEVELOPED (pOOr COVer) SUbd~ed
aunoff coefficient = 0.837
. oecimal fraction soil group ,a = 0.000
~ecimal fraction soil group a= 0.200
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.800
rtz index for soil(nrvic 2) = 86.80
Pervious area fraction = 1.000; zmpervious fraction = 0.000
Time of concentration = 15.75 min.
Rainfall intensity = 2.713(In/Hr) for a 100.0 year storm
Subarea runoff = 4.089(CFS) for 1.800(AC.)
Total runoff = 140.166(CF5) Total area = 67.800<ac.)
End of computations, total study area = 67.80 (nc.)
The following fiyures may
be used for a um t hydrograph study of the same area.
area averaged pervious area fraction(ap) = 0.568
Area averaged RI index number = 64.1
n
LJ
~`
~516300100.doc Page 16 of 16
~
~
~
100 YEAR RATIONAL
~~
• Riverside County Rational Hydrology arogram
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4
Rational Hydrology Study ~ate: 04/11/03 File:5516200100.out
----------- --------------- -- ------------ ----
Taacr 29961 ~oe No5.5516
100-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHOD
BASIN-200
ADKAN ENGINEERS
------------ ------ ------------------------------------
°••°°-'*°~-' Hydrology study Control rnformation °°°-°-----
English (in-lb) Units used in input data file
--------------------------------------------------
ADKAN Engineers, aiverside, California - 5/N 561
Rational Method Hydrology Program based on
Riverside County Flood Control & water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
5tandard intensity-duration curves
For the [ Murrieta,Tmc,Rnch CaNOro
10 year storm 10 minute intensity
10 year storm 60 minute intensity
100 year storm 10 minute intensity
100 year storm 60 minute intensity
data (Plate D-4.1)
~ ] area used.
= 2.360(In/Hr)
= 0.880(In/Hr)
= 3.480(In/Hr)
= 1.300(In/Hr)
• Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
° ^ °'` INITIAL AREA EVALUATION '°''**
rnitial area flow distance = 500.000(Ft.)
Top (of initial area) elevation = 26.800(Ft.)
Bottom <of initial area) elevation = 23.300(Ft.)
oifference in elevation = 3.500(Ft.)
slope = 0.00700 s(percent)= 0.70
rC = k(0.390)=[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 12.637 min.
Rainfall intensity = 3.062(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 ACI'2 LOt)
rtunoff Coefficient = 0.798
oecimal fraction soil group A= 0.000
oecimal fraction soil group s= 0.800
oecimal fraction soil group C= 0.000
oecimal fraction soil group o= 0.200
RI index for soil(AMC 2) = 59.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
• rnitial subarea runoff = 3.666(CFS)
rotal initial stream area = 1.500<AC.)
Pervious area fraction = 0.500
~~
~516200100.doc Page 1 of 18
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/station 202.000
---=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION °~•°-
Top of street segment elevation = 23.300(Ft.)
End of street segment elevation = 19.300(Ft.)
~ength of street segment = 340.000(Ft.)
Height of curb above gutter flowline = 6.0(zn.)
width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16. 000(Ft.)
slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 = S.O10(CFS)
oepth of flow = 0.313(Ft.), Average velocity = 2 .307(Ft/s)
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.588(Ft.)
Flow velocity = 2.31(Ft/s)
Travel time = 2.46 min. TC = 15.09 min.
adding area flow to street
SINGIE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.809
• oecimal fraction soil group A= 0.000
oecimal fraction soil group a= 0.500
oecimal fraction soil group C= 0.000
Decimal fraction soil group o= 0.500
RI index for soil(aMC 2) = 65.50
aervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.777(In/Hr) for a 100.0 year storm
Subarea runoff = 2.472(CF5) for 1.100(AC.)
Total runoff = 6.138(CFS) Total area = 2.600(AC.)
Street flow at end of street = 6.138(CF5)
Half street flow at end of street = 3.069<cF5)
oepth of flow = 0.329(Ft.), average velocity = 2 .417(Ft/s)
Flow width <from curb towards crown)= 11.566(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station Z03.000 to Point/5tation 204.000
°°°'` SUBAREA FLOW ADDITION ''^^^
SINGLE FAMILY (1/4 Acre Lot)
rtunoff Coefficient = 0.832
Decimal fraction soil group A= 0.000
Decimal fraction soil group e= 0.100
oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.900
RI index for soil(AMC 2) = 73.10
Pervious area fraction = 0.500; Impervious fraction = 0.500
rime of concentration = 15.09 min.
aainfall intensity = 2.777<In/Hr) for a 100.0 year storm
5ubarea runoff = 4.855(CFS) for 2.100(AC.)
Total runoff = 10.993(CFS) Total area = 4.700(AC.)
•
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~~
5516200100.doc Page 2 of IS
•
•
Process from aoint/5tation 202.000 to Point/5tation 205.000
-°°° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ="-°~•
rop of street segment elevation = 19.300(Ft.)
End of street seqment elevation = 12.500(Ft.)
Length of street segment = 620.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.
51ope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
51ope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(zn.)
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 = 0.429(Ft.), nverage velocity = 2
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.421(Ft.)
Flow velocity = 2.95<Ft/s)
Travel time = 3.50 min. TC = 18.59 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.780
Decimal fraction soil group A= 0.000
Decimal fraction soil group a= 0.800
Decimal fraction soil group C= 0.000
oecimal fraction soil group o= 0.200
RI index for soil(nMC 2) = 59.80
Pervious area fraction = 0.500; rmpervious fraction
Rainfall intensity = 2.476(In/Hr) for a 100.0
5ubarea runoff = 8.310(CF5) for 4.300(ac.)
Total runoff = 19.303<CFS) Total area =
Street flow at end of street = 19.303(CF5)
Half street flow at end of street = 9.651(CFS)
Depth of flow = 0.449(Ft.), nverage velocity = 3
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
000(Ft
16.021(CPS)
953(Ft/s)
= 0.500
year storm
9.000(AC.)
140(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 205.000 to Point/Station 206.000
~•-'•=' STREET F~OW TRAVEL TIME + SUBAREA FLOW ADDITION '~•^-
•
Top ot street segment elevation = 12.500(Ft.)
End of street segment elevation = 11.000(Ft.)
Length of street segment = 275.000(Ft.)
Height of curb above gutter flowline = 6.0(rn.)
Width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.000(Ft
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
street flow is on [2] side<s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = Z.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
~~
~516200100.doc
Page 3 of 18
Estimated mean flow rate at midpoint of street = 20.375<CFS)
• Depth of flow = 0.496(Ft.), Average velocity = 2 .600(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 2.60(Ft/s)
Travel time = 1.76 min. TC = 20.35 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff coefficient = 0.783
Decimal fraction soil group a= 0.000
Decimal fraction soil group a= 0.700
Decimal fraction soil group C= 0.000
Decimal fraction soil group ~= 0.300
RI index for soil(aMC 2) = 61.70
Pervious area fraction = 0.500; Impervious fraction = 0.500
aainfall intensity = 2.356(zn/Hr) for a 100.0 year storm
5ubarea runoff = 1.845(CFS) for 1.000(AC.)
Total runoff = 21.147(CFS) Total area = 10.000(AC.)
Street flow at end of street = 21.147(CFS)
Half street flow at end of street = 10.574(cFS)
oepth of flow = 0.501(Ft.), average velocity = 2. 635(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 0.06(Ft.)
Flow width (from curb towards crown)= 18.000(Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++
Process from Point/Station 207.000 to Point/Station 208.000
°°^=' SUBAREA FLOW ADDITION ^'^^^
AA,
•
SINGLE FAMILY (1/4 ACfe LOt)
ttunoff Coefficient = 0.761
Decimal fraction soil group A= 0.000
oecimal fraction soil group a= 1.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(aMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 20.35 min.
Rainfall intensity = 2.356(In/Hr) for a 100.0 year storm
5ubarea runoff = 7.176(CFS) for 4.000(AC.)
Total runoff = 28.323(CFS) Total area = 14.000(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 206.000 to Point/5tation 209.000
-••-=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '°-••~•
Top of street segment elevation = 11.000(Ft.)
End of street segment elevation = 9.200(Ft.)
~ength of street segment = 300.000(Ft.)
Height of curb above gutter flowline = 6.0(zn.)
width of half street (curb to crown) = 18.000(Ft.)
~istance from crown to crossfall grade break = 16.000(Ft
Slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown <v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 gutter = 0.0150
! `J"
5516200100.doc Page 4 of 18
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 = 29.537<cFS)
Depth of flow = 0.553(Ft.), Average velocity = 2 .940(Ft/s)
warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 2.67(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 2.94(Ft/s)
Travel time = 1.70 min. TC = 22.06 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.757
Decimal fraction soil group a= 0.000
~ecimal fraction soil group a= 1.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group ~= 0.000
RI index far soil(aMC 2) = 56.00
Pervious area fraction = 0.500; zmpervious fraction = 0.500
aainfall intensity = 2.254(In/Hr) for a 100.0 year storm
Subarea runoff = 2.048(CF5) for 1.200(ac.)
Total runoff = 30.372(CFS) Total area = 15.200(AC.)
Street flow at end of street = 30.372(cFS)
Half street flow at end of street = 15.186<cF5)
~epth of flow = 0.559(Ft.), average velocity = 2. 958(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 = 2.93(Ft.)
Flow width (from curb towards crown)= 18.000(Ft.)
•
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 210.000 to Point/Station 211.000
°°°'~ SUBAREA FLOW ADDITION `--•`
SINGLE FAMILY (1/4 ACre Lot)
Runoff Coefficient = 0.767
~ecimal fraction soil group a= 0.000
oecimal fraction soil group a= 0.800
Decimal fraction soil group C= 0.200
Decimal fraction soil group D= 0.000
RI index for soil(AMC 2) = 58.60
aervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 22.06 min.
Rainfall intensity = 2.254(In/Hr) for a 100.0 year storm
Subarea runoff = 6.054(CF5) for 3.500(ac.)
Total runoff = 36.426(CFS) Total area = 18.700(ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 209.000 to Point/Station 212.000
^^^~' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =°°°
•
Top of street segment elevation = 9.200(Ft.)
End of street segment elevation = 8.500(Ft.)
Length of street segment = 120.000(Ft.)
Height of curb above gutter flowline = 6.0(zn.)
width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
~~
5516200100.doc
Page 5 of 18
~ Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
~utter hike from flowline = 2.000(zn.)
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 = 37.303(CFS)
oepth of flow = 0.602(Ft.), average velocity = 3.065(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 = 5.10(Ft.)
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.06(Ft/s)
Travel time = 0.65 min. TC = 22.71 min.
adding area flow to street
SINGLE FAMILY (1/4 ACre Lot)
Runoff Coefficient = 0.756
oecimal fraction soil group A= 0.000
oecimal fraction soil group e= 1.000
~ecimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil<aMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.218(rn/Hr) for a 100.0 year storm
Subarea runoff = 1.509(CF5) for 0.900<AC.)
Total runoff = 37.935(CFS) Total area = 19.600(AC.)
Street flow at end of street = 37.935(CFS)
Half street flow at end of street = 18.967(CFS)
Depth of flow = 0.605(Ft.), Average velocity = 3.076(Ft/s)
Warning: depth of flow exceeds top of curb
• Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 5.27(Ft.)
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 212.000 to Point/Station 213.000
°^°" PIPEF~OW TRAVEL TIME (PrOgrdm estimdted Size) '°°°°
upstream point/station elevation = 8.500(Ft.)
oownstream point/station elevation = 6.100(Ft.)
Pipe length = 375.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 37.935(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated rndividual pipe flow = 37.935(cFS)
Normal flow depth in pipe = 24.40(zn.)
Flow top width inside pipe = 28.97(zn.)
Critical Depth = 24.60(In.)
Pipe flow velocity = 8.06<Ft/s)
Travel time through pipe = 0.78 min.
Time of concentration (TC) = 23.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 212.000 to Point/station 213.000
^^^` CONFLUENCE OF MAIN STREAMS '`°°°
rhe following data inside Main stream is listed:
In Main Stream number: 1
Stream flow area = 19.600(ac.)
• Runoff from this stream = 37.935(CF5)
Time of concentration = 23.48 min.
Rainfall intensity = 2.178(In/Hr)
~~
5~16200100.doc Page 6 of 18
• Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 214.000 to Point/Station 215.000
~`^ °'` INITIAL AREA EVALUATION '~ ° ° ^
Initial area flow distance = 510.000(Ft.)
Top (of initial area) elevation = 26.600(Ft.)
sottom (of initial area) elevation = 23.000(Ft.
Difference in elevation = 3.600(Ft.)
Slope = 0.00706 s(percent)= 0.71
rC = k(0.390)'[(length~3)/(elevation change)]~0.2
initial area time of concentration = 12.716 min.
aainfall intensity = 3.052(zn/Hr) for a 100
SINGLE FAMILY (1/4 ACI'2 LOt)
aunoff Coefficient = 0.785
oecimal fraction soil group A= 0.000
Decimal fraction soil group 6= 1.000
oecimal fraction soil group ~= 0.000
Decimal fraction soil group D= 0.000
ar index for soil(arvtC 2) = 56.00
0 year storm
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 3.833(CFS)
rotal initial stream area = 1.600(nc.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/5tation 216.000
""^=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =••~•^
• Top of street segment elevation = 23.000(Ft.)
End of street segment elevation = 20.800(Ft.)
Length of street segment = 450.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 = 6.827(CFS)
Depth of flow = 0.380(Ft.), average velocity = 1.770(Ft/s)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.534(Ft.)
Flow velocity = 1.77(Ft/s)
Travel time = 4.24 min. TC = 16.95 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff coefficient = 0.804
Decimal fraction soil group A= 0.000
oecimal fraction soil group a= 0.500
Decimal fraction soil group C= 0.000
Decimal fraction soil group o= 0.500
• RI index for soil(AMC 2) = 65.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
ttainfall intensity = 2.605(in/tir) for a 100.0 year storm
5516200100.doc Page 7 of 18
"`~~
~ Subarea runoff = 5.240(CFS) for
Total runoff = 9.072<CF5) T
Street flow at end of street = 9
Half street flow at end of street =
Depth of flow = 0.410(Ft.), Average
Flow width (from curb towards crown)=
2.500(AC.)
~tal area = 4.100(AC.)
.072(CFS)
4.536(CFS)
velocity = 1.895(Ft/s)
16.310(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 217.000 to Point/Station 218.000
°°°=" SUBAREA FLOW ADDITION *^°°
SINGLE FAMILY (1/4 AcPe Lot)
Runoff coefficient = 0.771
Decimal fraction soil group a= 0.000
Decimal fraction soil group B= 1.000
oecimal fraction soil group C= 0.000
oecimal fraction soil group o= 0.000
RI index for sail(aMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 16.95 min.
Rainfall intensity = 2.605(In/Hr) for a 100.0 year storm
Subarea runoff = 1.808(CFS) for 0.900(AC.)
Total runoff = 10.880(CFS) Total area = 5.000(nc.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 216.000 to Point/Station 219.000
°-^~` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ^^--
~ rop of street segment elevation = 20.800(Ft.)
End of street segment elevation = 16.500(Ft.)
Length of street segment 320.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
~istance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
~istance from curb to property line - 10.000(Ft.)
slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000<zn.)
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 = 12.S1Z(CFS)
Depth of flow = 0.390(Ft.), Average velocity = 3.006(Ft/s)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 15.140(Ft.)
Flow velocity = 3.01(Ft/s)
Travel time = 1.77 min. TC = 18.73 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.831
Decimal fraction soil group A= 0.000
Decimal fraction soil group 6= 0.000
oecimal fraction soil group C= 0.000
~ecimal fraction soil group ~= 1.000
RI index for soil(aMC 2) = 75.00
aervious area fraction = 0.500; zmpervious fraction = 0.500
~ aainfall intensity = 2.466(in/Hr) for a 100.0 year storm
Subarea runoff = 3.076(CFS) for 1.500<ac.)
rotal runoff = 13.956(cFS) Total area = 6.500(AC.)
~6
5516200100.doc Page 8 of 18
• street flow at end of street = 13.956<CFS)
Half street flow at end of street = 6.978(CFS)
Depth of flow = 0.40Z(Ft.), Average velocity = 3.086(Ft/s)
Flow width (from curb towards crown)= 15.825(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 219.000
••°°' SUBAREA FLOW ADDITION ='~~°~
SINGLE FAMILY (1/4 Acre Lot) ~-~~
Runoff Coefficient = 0.800
Decimal fraction soil group a= 0.000
Decimal fraction soil group a= 0.500
Decimal fraction soil group C= 0.000
Decimal fraction soil group ~= 0.500
Rs index for soil(aMC 2) = 65.50
Pervious area fraction = 0.500; smpervious fraction = 0.500
Time of concentration = 18.73 min.
Rainfall intensity = 2.466(zn/Hr) for a 100.0 year storm
Subarea runoff = 3.553<CFS) for 1.800<ac.)
Total runoff = 17.508(CFS) rotal area = 8.300<ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 219.000 to Point/station 221.000
°°""d` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION `°^^
Top ot street segment elevation = 16.500(Ft.)
End of street segment elevation = 14.800(Ft.)
• Length of street segment = 200.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
Width of half street (curb to crown) 18.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown <v/hz) = 0.017
5treet flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 gutter = 0.0150
Manning's N trom gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 18.352(CFS)
Depth of flow = 0.457(Ft.), Average velocity = 2 .850(Ft/s)
rvote: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 2.85(Ft/s)
Travel time = 1.17 min. TC = 19.90 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
rtunoff Coefficient = 0.784
Decimal fraction soil group A= 0.000
Decimal fraction soil group a= 0.700
Decimal fraction soil group C= 0.000
Decimal fraction soil group o= 0.300
Rz index for soil(nMC 2) = 61.70
Pervious area fraction = 0.500; Impervious fraction = 0.500
aainfall intensity = 2.386(In/Hr) for a 100.0 year storm
Subarea runoff = 1.496(CF5) for 0.800(ac.)
.
Total runoff = 19.005(CFS) Total area = 9.100(AC.)
Street flow at end of street = 19.005(CF5)
5516200100.doc Page 9 of 18
7`
~ Half street flow at end of street = 9.502<cFS)
Depth of flow = 0.461(Ft.), Average velocity = 2.890(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 222.000 to aoint/5tation 223.000
"^ •~ ~` SUBAREA FLOW ADDITION °'° •• ••
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.829
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
~ecimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 19.90 min.
2ainfall intensity = 2.386(In/Hr) for a 100.0 year storm
Subarea runoff = 3.957(CFS) for 2.000(AC.)
Total runoff = 22.962(CFS) Total area = 11.100(ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 221.000 to Point/Station 224.000
°°^" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~`^^°
Top of street segment elevation = 14.500(Ft.)
End of street segment elevation = 7.200(Ft.)
. ~ength of street segment = 630.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
width of half street (curb to crown) 18.000<Ft.)
oistance from crown to crossfall grade break = 16.000(Ft
51ope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side(s) af the street
Distance from curb to property line = 10.000(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 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 =
oepth of flow = 0.483(Ft.), average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.64(Ft/s)
Travel time = z.89 min. TC = 22.78 min.
Adding area flow to street
SINGLE FAMILY (1/4 ACr2 LOt)
Runoff coefficient = 0.785
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.500
Decimal fraction soil group C= 0.300
Decimal fraction soil group D= 0.200
tti index for soil(aMC 2) = 63.70
26.789(CF5)
3.637(Ft/s)
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity = 2.214(In/Hr) for a 100.0
~ 5ubarea runoff = 6.432(CFS) for 3.700(AC.)
Total runoff = 29.394(CF5) Total area =
street flow at end of street = 29.394(cFS)
= 0.500
year storm
14.800(AC.)
~y
5516200100.doc Page 10 of 18
• Half street flow at end of street = 14.697(cFS)
Depth of flow = 0.495<Ft.), average velocity = 3.773(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000<Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 224.000 to Point/Station 213.000
-°°° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =-^°
Top ot street segment elevation = 7.200(Ft.)
End of street segment elevation = 6.100(Ft.)
Length of street segment = 195.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street <curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16. 000(Ft.)
slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
street flow is on [2] side<s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Ma~ning'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 = 30.387(CFS)
Depth of flow = 0.565(Ft.), average velocity = 2 .889(Ft/s)
warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
~ ~istance that curb overflow reaches into property =
Streetflow hydraulics at midpoint of street travel: 3.23(Ft.)
Halfstreet flow width = 18.000<Ft.)
Flow velocity = 2.89(Ft/s)
Travel time = 1.13 min. TC = 23.91 min.
Adding area flow to street
SINGLE FAMILY (1/4 ACI'e LOt)
rtunoff Coefficient = 0.778
Decimal fraction soil group A= 0.000
~ecimal fraction soil group B= 0.500
~ecimal fraction soil group C= 0.500
Decimal fraction soil group D= 0.000
RI index for soil(AMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.156(In/Hr) for a 100.0 year storm
subarea runoff = 1.678<cFS) for 1.000(ac.)
Total runoff = 31.072(CF5) Total area = 15.800(ac.)
Street flow at end of street = 31.072(cFS)
Half street flow at end of street = 15.536(CF5)
Depth of flow = 0.569(Ft.), average velocity = 2. 903(Ft/s)
warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
~istance that curb overflow reaches into property = 3.45(Ft.)
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 224.000 to Point/Station 213.000
°°°" CONFWENCE OF MAIN STREAMS "^°°
The following data inside Main 5tream is listed:
~ In Main Stream number: 2
5tream flow area = 15.800Cac.)
Runoff from this stream = 31.072(CF5)
~3
5516200100.doc Page 11 of 18
~ Time of concentration = 23.91 min.
Rainfall intensity = 2.156(In/Hr)
5ummary of stream data:
Stream Flow rate TC Rainfall intensity
No. (CFS) (min) (In/H~)
1 37.935 23.48 2.178
2 31.072 23.91 2.156
~argest stream flow has longer or shorter time of concentration
Qp = 37.935 + sum of
Qa rb/ra
31.072 A 0.982 = 30.520
Qp = 68.455
Total of 2 main streams to confluence:
Flow rates before confluence point:
37.935 31.072
Area of streams before confluence:
19.600 15.800
Results of confluence:
Total flow rate = 68.455(CF5)
Time of concentration = 23.483 min.
Effective stream area after confluence = 35.400(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
. Process from Point/Station Z13.000 to Point/station 225.000
^"A~ PIPEFLOW TRAVEL TIME (PrOgrdm e5timdted size) '`
upstream point/station elevation = 6.100(Ft.)
~ownstream point/station elevation = 5.000(Ft.)
Pipe len~th = 185.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 68.455(CFS)
Nearest computed pipe diameter = 42.00(In.)
Calculated individual pipe flow = 68.455(CF5)
Normal flow depth in pipe = 30.66(zn.)
Flow top width inside pipe = 37.30(In.)
Critical ~epth = 31.14(zn.)
Pipe flow velocity = 9.10(Ft/s)
rravel time through pipe = 0.34 min.
Time of concentration (TC) = 23.82 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from aoint/Station 213.000 to Point/5tation 225.000
""'~`'` CONFLUENCE OF MAIN STREAMS ="°°°
The following data inside Main 5tream is listed:
In rvtain Stream number: 1
Stream flow area = 35.400(AC.)
ttunoff from this stream = 68.455(CF5)
Time of concentration = Z3.82 min.
aainfall intensity = 2.161(zn/Hr)
Program is now starting with Main stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
. Process from Point/station 226.000 to Point/5tation 227.000
" INITIAL AREA EVALUATION ="
~~
5516200100.doc Page 12 of 18
~ Initial area flow distance = 600.000(Ft.)
Top (of initial area) elevation = 22.800(Ft.)
aottom (of initial area) elevation = 16.800<Ft.)
~ifference in elevation = 6.000(Ft.)
slope = 0.01000 s(percent)= 1.00
TC = k(0.390)'[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 12.657 min.
Rainfall intensity = 3.059(zn/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.843
oecimal fraction soil group A= 0.000
oecimal fraction soil group a= 0.000
oecimal fraction soil group C= 0.000
oecimal fraction soil group D= 1.000
Rz index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; impervious fraction = 0.500
Initial subarea runoff = 1.805(CFS)
Total initial stream area = 0.700(ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station Z27.000 to Point/Station 228.000
-••-` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='*="A
Top ot street segment elevation = 16.800(Ft.)
End of street segment elevation = 16.200(Ft.)
Length of street segment = 135.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.000(Ft.)
~ slope from gutter to grade break (v/hz)
0.017
=
slope from grade break to crown (v/hz) 0.017
street flow is on [2] side(s) of the street
oistance from curb to property line = 10.000(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 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 = 3.224(CFS)
~epth of flow = 0.316(Ft.), average velocity = 1 .433(Ft/s)
5treetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.803<Ft.)
Flow velocity = 1.43(Ft/s)
Travel time = 1.57 min. TC = 14.23 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.840
Decimal fraction soil group A= 0.000
oecimal fraction soil group e= 0.000
Decimal fraction soil group C= 0.000
oecimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.869(In/Hr) for a 100.0 year storm
Subarea runoff = Z.650(CFS) for 1.100(ac.)
Total runoff = 4.455(CFS) Total area = 1.800(AC.)
5treet flow at end of street = 4.455(CF5)
Half street flow at end of street = 2.227(CFS)
Depth of flow = 0.344(Ft.), Average velocity = 1. 544(Ft/s)
~
Flow width (from curb towards crown)= 12.415(Ft.l
~~
5516200100.doc Page 13 of 18
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 229.000 to Point/Station 230.000
---~ SUBAREA FLOW ADDITION ~-~•°
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.840
Decimal fraction soil group a= 0.000
Decimal fraction soil group a= 0.000
oecimal fraction soil group C= 0.000
oecimal fraction soil group o= 1.000
az index for soil(nMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
7ime of concentration = 14.23 min.
Rainfall intensity = 2.869(In/Hr) for a 100.0 year storm
Subarea runoff = 6.986(CFS) for 2.900(AC.)
Total runoff = 11.441(CFS) Total area = 4.700(AC.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/station 228.000 to aoint/Station 231.000
-••-A STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "--^
~'
.
Top ot street segment elevation = 16.200(Ft.)
End of street segment elevation = 12.600<Ft.)
Length of street segment = 600.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) - 18.000(Ft.)
oistance from crown to crossfall grade break = 16.000<Ft
51ope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
street flow is on [2] side(s) of the street
Distance from curb to property line - 10.000(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 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 =
oepth of flow = 0.458(Ft.), nverage velocity = 2
Note: depth of flow exceeds top of street crown.
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 2.40(Ft/5)
Travel time = 4.16 min. TC = 18.39 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.832
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
oecimal fraction soil group o= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity = 2.492(In/Hr) for a 100.0
5ubarea runoff = 7.047(CF5) for 3.400(AC.)
Total runoff = 18.488(CFS) Total area =
street flow at end of street = 18.488(CFS)
Half street flow at end of street = 9.244(CF5)
oepth of flow = 0.478(Ft.), Average velocity = 2
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000<Ft.)
15.579(CF5)
405(Ft/s)
= 0.500
year storm
8.100(nc.)
574(Ft/s)
7~
5516200100.doc
Page 14 of 18
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 232.000 to Point/5tation 233.000
°°°= SUBAREA FLOW ADDITION -'°°^
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.832
Decimal fraction soil group A= 0.000
oecimal fraction soil group a= 0.000
oecimal fraction soil group C= 0.000
~ecimal fraction soil group o= 1.000
ai index for soil(aMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 18.39 min.
Rainfall intensity = 2.492(in/Hr) for a 100.0 year storm
5ubarea runoff = 3.316(CFS) for 1.600(AC.)
Total runoff = 21.804(CFS) Total area = 9.700(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 231.000 to aoint/Station 234.000
°°-" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION °°°-
Top ot street segment elevation = 12.600(Ft.)
End of street segment elevation = 6.300(Ft.)
~ength of street segment = 420.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
street flow is on [2] side(s) of the street
~
Distance from curb to property line = 10.000(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 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 = 24.614<CFS)
Depth of flow = 0.458(Ft.), average velocity = 3 .801(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.80(Ft/s)
Travel time = 1.84 min. Tc = 20.23 min.
adding area flow to street
SINGLE FAMILY (1/4 ACre Lot)
aunoff coefficient = 0.821
Decimal fraction soil group n= 0.000
Decimal fraction soil group s= 0.100
Decimal fraction soil group C= 0.100
Decimal fraction soil group ~= 0.800
RI index for soil(AMC 2) = 72.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.364(in/Hr) for a 100.0 year storm
Subarea runoff = 4.850(CFS) for 2.500(AC.)
Total runoff = Z6.654(cFS) rotal area = 12.200(ac.)
5treet flow at end of street = 26.654(CFS)
Half street flow at end of street = 13.327(CFS)
Depth of flow = 0.467(Ft.), average velocity = 3. 923(Ft/s)
Note: depth of flow exceeds top of street crown.
•
Flow width (from curb towards crown)= 18.000<Ft.)
~~
5516200100.doc Paee 15 of 18
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station -234.000 to Point/Station 225.000
-°°~` STREET FLOW TRAVE~ TIME + SUBAREA FLOW ADDITION ='^^-
Top of street segment elevation = 6.300(Ft.)
End of street segment elevation = 5.000(Ft.)
Length of street segment = 170.000(Ft.)
Height of curb above gutter flowline = 6.0(zn.)
width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16. 000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
~istance from curb to property line = 10.000(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 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 = 29.494(CFS)
Depth of flow = 0.531(Ft.), Average velocity = 3 .231<Ft/s)
warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
oistance that curb overflow reaches into property = 1.53(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.23(Ft/s)
Travel time = 0.88 min. TC = 21.10 min.
• adding area flow to street
SINGLE FAMILY (1/4 ACre LOt)
Runoff Coefficient = 0.811
~ecimal fraction soil group A= 0.000
oecimal fraction soil group s= 0.200
Decimal fraction soil group C= 0.200
Decimal fraction soil group ~= 0.600
RI index for soil(AMC 2) = 70.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.310(rn/Hr) for a 100.0 year storm
Subarea runoff = 4.868<CF5) for 2.600<ac.)
Total runoff = 31.523(CFS) Total area = 14.800(AC.)
5treet flow at end of street = 31.523(CFS)
Half street flow at end of street = 15.761(CFS)
. Depth of flow = 0.543(Ft.), Average velocity = 3 .278(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 = 2.14(Ft.)
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 234.000 to Point/Station 225.000
°°°'` CONFLUENCE OF MAIN STREAMS =°°°
The following data inside Main Stream is listed:
zn Main Stream number: 2
Stream flow area = 14.800(AC.)
aunoff from this stream = 31.523(CF5)
Time of concentration = 21.10 min.
Rainfall intensity = 2.310(In/Hr)
• summary of stream data:
5tream Flow rate TC Rainfall Intensity
~
5516200100.doc Page 16 of 18
• NO
1
2
~argest
QP =
QP =
(CFS) (min)
(In/Hr)
68.455 Z3.82 2.161
31.523 21.10 2.310
stream flow has longer time of concentration
68.455 + sum of
Qb ia/zb
31.523 ~ 0.936 = 29.491
97.945
Total of 2 main streams to confluence:
Flow rates before confluence point:
68.455 31.523
area of streams before confluence:
35.400 14.800
Results of confluence:
rotal flow rate = 97.945(cFS)
Time of concentration = 23.822 min.
Effective stream area after confluence = 50.200(nc.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 225.000 to Point/Station 235.000
-••••'° PIPEFLOW TRAVEL TIME (PrOgrdm e5timated Size) ='A`°*
Upstream point/station elevation = 5.000(Ft.)
oownstream point/station elevation = 0.000(Ft.)
• Pipe length = 200.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 97.945(CFS)
Nearest computed pipe diameter = 36.00(in.)
Calculated individual p~pe flow = 97.945(CFS)
Normal flow depth in pipe = 27.42(in.)
Flow top width inside pipe = 30.67(In.)
critical depth could not be calculated.
Pipe flow velocity = 16.94(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 24.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 225.000 to Point/station 235.000
°°^°' SUBAREA FLOW ADDITION `°•°°
SINGLE FAMILY (1/4 ACre Lot)
Runoff Coefficient = 0.823
Decimal fraction soil group a= 0.000
oecimal fraction soil group e= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group ~= 1.000
Rr index for soil(aMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 24.02 min.
Rainfall intensity = 2.151(In/Hr) for a 100.0 year storm
Subarea runoff = 3.717(cFS) for 2.100(AC.)
Total runoff = 101.663<CFS) Total area = 52.300(AC.)
End of computations, total study area = 52.30 (AC.)
The follow~ng fiyures may
be used for a unit hydrograph study of the same area.
• Area averaged pervious area fraction(Ap) = 0.500
area averaged ttr index number = 66.2
~
5516200100.doc Page 17 of 18
~
~
~
(~
5516200100.doc
Page 18 of 18
~ Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Enginee~ing Software,(c) 1989 - Z001 Version 6.4
Rational Hydrology Study Date: 04/11/03 File:551630010.out
---------------------------------------------------------- ------
TancT 29661 ]os Nos. 5516
10-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHO~
BASIN - 300
ADKAN ENGINEERS
-------------------------------------------------- ---------
°°°°°•°°° Hydrology 5tudy Control information ~-~- "=.~-.`=
English <in-16) units used in input data file
------------------------------------------------------------------------
aoKAN Engineers, rtiverside, California - s/N 561
------------------------------------------------------------------------
Rational Method Hydrology Pro9ram based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate o-4.1)
FOI' the [ MUt'ri2td,TRIC,RnCh CdN01'CO ] dl'2d U52d.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880<in/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
~ Storm event year = 10.0
calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 300.000 to aoint/Station 301.000
`~='~ INITIAL AREA EVALUATION °°°-
.
initial area flow distance = 765.000(Ft.)
Top (of initial area) elevation = 59.000(Ft.)
aottom (of initial area) elevation = 32.300(Ft.)
Difference in elevation = 26.700(Ft.)
Slope = 0.03490 s(percent)= 3.49
TC = k(0.390)=[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 10.863 min.
Rainfall intensity = 2.253(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runaff Coefficient = 0.800
oecimal fraction soil group A= 0.000
Decimal fraction soil group 6= 0.400
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.600
RI index for soil(AMC 2) = 67.40
Pervious area fraction = 0.500; Impervious fraction = O.S00
Initial subarea runoff = 15.495(CFS)
rotal initial stream area = 8.600(ac.)
Pervious area fraction = 0.500
~
5~1630010.doc
Page 1 of 16
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 301.000 to Point/Station 302.000
°°°=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '`°°°
C~
Top ot street segment elevation = 32.300(Ft.)
End of street segment elevation = 29.600(Ft.)
Length of street segment = 260.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
~istance from crown to crossfall grade break = 16.
Slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gurtter 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 =
~epth of flow = 0.435<Ft.), qverage velocity = 2
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.774(Ft.)
Flow velocity = 2.91(Ft/s)
Travel time = 1.49 min. TC = 12.35 min.
adding area flow to street
SINGLE FAMILY (1/4 ACr2 LOt)
aunoff Coefficient = 0.821
oecimal fraction soil group q= 0.000
Decimal fraction soil group a= 0.000
Decimal fraction soil group C= 0.000
~ecimal fraction soil group D= 1.000
RI index for soil(aMC 2) = 75.00
Pervious area fraction = 0.500; impervious fraction
aainfall intensity = 2.099(in/tir) for a 10.0
Subarea runoff = 1.724<CFS) for 1.000(AC.)
Total runoff = 17.219(CFS) Total area =
Street flow at end of street = 17.219(CF5)
Half street flow at end of street = 8.609(cF5)
oepth of flow = 0.440(Ft.), average velocity = 2.
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000<Ft.)
000(Ft
16.396(CF5)
909(Ft/s)
= 0.500
year storm
9.600(AC.)
952(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 303.000 to Point/5tation 302.000
"' •''' SUBAREA FLOW ADDITION '~ - ^ °
SINGLE FAMILY (1/4 ACre Lot)
aunoff Coefficient = 0.780
oecimal fraction soil group a= 0.000
oecimal fraction soil group B= 0.600
Decimal fraction soil group C= 0.000
~ecimal fraction soil group o= 0.400
rtz index for soil(AMC 2) = 63.60
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 12.35 min.
u
tta~nfall intensity = 2.099(In/Hr) for a 10.0 year storm
Subarea runoff = 3.274(CF5) for 2.000(AC.)
Total runoff = 20.493(CFS) Total area = 11.600(AC.)
~~
551630010.doc
Page 2 of 16
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 302.000 to Point/station 304.000
= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION °~•--
•
Top ot street segment elevation = 29.600(Ft.)
End of street segment elevation = 26.900(Ft.)
~ength of street segment = 290.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.
Slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 = 0.469(Ft.), average velocity = 3
Note: depth of flaw exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.11<Ft/s)
Travel time = 1.55 min. TC = 13.91 min.
addinq area flow to street
SINGLE FAMILY (1/4 ACre Lot)
Runoff Coefficient = 0.817
Decimal fraction soil group A= 0.000
Decimal fraction soil group e= 0.000
~ecimal fraction soil group c= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction
aainfall intensity = 1.967(in/Hr) for a 10.0
Subarea runoff = 1.607(CFS) for 1.000(AC.)
Total runoff = 22.100(cFS) Total area =
Street flow at end of street = 22.100(CFS)
Half street flow at end of street = 11.050<CFS)
Depth of flow = 0.473(Ft.), average velocity = 3
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
000(Ft
21.377<cFS)
113(Ft/s)
= 0.500
year storm
12.600(AC.)
154(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/station 305.000 to aoint/Station 304.000
°°°'' SUBAREA FLOW ADDITION `-°°
SINGLE FAMILY (1/4 ACre Lot)
rtunoff coefficient = 0.744
Decimal fraction soil group A= 0.000
Decimal fraction soil group e= 1.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group ~= 0.000
RI index far soil(aMC 2) = 56.00
Pervious area fraction = 0.500; zmpervious
Time of concentration = 13.91 min.
ttainfall intensity = 1.967(In/Hr) for
5ubarea runoff = 3.948(CFS) for 2
1 ff
•
fraction = 0.500
a 10.0 year storm
.7oo(ac.)
Tota runo = 26.048(CFS) Total area
15.300(AC.)
~~
551630010.doc
Page 3 of 16
~
n
U
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 306.000
••-••=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *-••~•
Top of street segment elevation = 26.900(Ft.)
End of street segment elevation = 24.200(Ft.)
Length of street segment = 160.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16.
51ope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(zn.)
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 = 0.461(Ft.), average velocity = 4
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 4.07(Ft/s)
Travel time = 0.65 min. TC = 14.56 min.
ndding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.757
oecimal fraction soil group A= 0.000
oecimal fraction soil group B= 0.800
Decimal fraction soil group C= 0.000
Decimal fraction soil group ~= 0.200
RI index for soil(AMC 2) = 59:80
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity = 1.917(in/Hr) for a 10.0
Subarea runoff = 1.306(CFS) for 0.900(AC.)
Total runoff = 27.354(CF5) rotal area =
Street flow at end of street = 27.354(CFS)
Half street flow at end of street = 13.677(cFS)
oepth of flow = 0.463(Ft.), average velocity = 4
Note: depth of flow exceeds top of street crown.
Flow width (trom curb towards crown)= 18.000(Ft.)
Process from Point/station 306.000 to Poin
~•~•~•'` PIPEFLOW TRAVEL TIME (PI'Ogt'dm estimated Sl
Upstream point/station el~evation = 24.200(Ft.)
Downstream point/station elevation = 23.100(Ft.)
Pipe length = 180.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 27.354(CFS)
Nearest computed pipe diameter = 30.00(In.)
calculated ~ndividual pipe flow = 27.354(CFS)
Normal flow depth in pipe = 21.30(zn.)
Flow top width inside pipe = 27.22(In.)
Critical Depth = 21.40(In.)
Pipe flow velocity = 7.34<Ft/s)
Travel time through pipe = 0.41 min.
. Time of concentration (TC) = 14.97 min.
l!a `
~~1630010.doc
000(Ft
26.815(CFS)
074(Ft/s)
= 0.500
year storm
16.200(AC.)
107(Ft/s)
ation 307.000
Page d of 16
~
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 306.000 to Point/5tation 307.000
~^-~=" CONFLUENCE OF MAIN STREAMS ~`°-~•
The following data inside Main Stream is listed:
In Main Stream number: 1
5tream flow area = 16.200(ac.)
aunoff from this stream = 27.354(CFS)
Time of concentration = 14.97 min.
Rainfall intensity = 1.888(in/Hr)
arogram is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 308.000 to aoint/Station 309.000
°°°` INITIAL AREA EVALUATION '°°°
Initial area flow distance = 650.000(Ft.)
Top (of initial area) elevation = 60.000(Ft.)
eottom (of initial area) elevation = 33.500(Ft.
Difference in elevation = 26.500(Ft.)
Slope = 0.04077 s(percent)= 4.08
TC = k(0.530)~[(length~3)/(elevation change)]~0.2
znitial area time of concentration = 13.408 min.
Rainfall intensity = 2.006(In/Hr) for a 10
n
U
UNDEVELOPED (poOr Cover) Subared
Runoff coefficient = 0.758
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group o= 0.000
Rz index for soil(AMC Z) = 78.00
Pervious area fraction = 1.000; rmpervious
Initial subarea runoff = 13.990(CFS)
Total initial stream area = 9.200(Ac
Pervious area fraction = 1.000
0 year storm
fraction = 0.000
Process from Point/Station 309.000 to Point/Station 307.000
~'~'~=" PIPEFLOW TRAVEL TIME (Program estimated size) '~---
Upstream point/station elevation = 33.500(Ft.)
oownstream point/station elevation = 23.100(Ft.)
Pipe lenyth = 1475.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flaw = 13.990(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 13.990(CF5)
Normal flow depth in pipe = 15.30(In.)
Flow top width inside pipe = 23.07(zn.)
Critical Depth = 16.16(In.)
Pipe flow velocity = 6.61(Ft/s)
rravel time through pipe = 3.72 min.
Time of concentration (TC) = 17.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 309.000 to Point/station 307.000
--°~ CONFLUENCE OF MAIN STREAMS '`°°^
The following data inside Main 5tream is listed:
• In Main 5tream number: 2
Stream flow area = 9.200(AC.)
aunoff from this stream = 13.990(CF5)
°~l
lv
551630010.doc
Page S of 16
•
Time of concentration = 17.13 min.
Rainfall intensity = 1.754(In/Hr)
5ummary of stream data:
Stream Flow rate TC
No. (cFS) (min)
1 27.354 14.97
2 13.990 17.13
Largest stream flow has longer
Qp = 27.354 + sum of
Qa Tb/Ta
13.990 = 0.874 =
Qp = 39.582
Rainfall Intensity
(In/Hr)
1.888
1.754
or shorter time of concentration
12.227
Total of 2 main streams to confluence:
Flow rates before confluence point:
27.354 13.990
Area of streams before confluence:
16.200 9.200
Results of confluence:
Total flow rate = 39.582(CFS)
Time of concentration = 14.969 min.
Effective stream area after confluence = 25.400<AC.)
•
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 307.000 to Point/5tation 330.000
°-~•=' PIPEFLOW TRAVEL TIME (Program estimated size) ~`~}*
Upstream point/station elevation = 23.100(Ft.)
Downstream point/station elevation = 20.300(Ft.)
Pipe len~th = 350.00(Ft.) Manning's N= 0.013
No, of p~pes = 1 Required pipe flow = 39.582(CFS)
Nearest computed pipe diameter = 33.00(In.)
calculated individual pipe flow = 39.582(CFS)
Normal flow depth in pipe = 23.09(in.)
Flow top width inside pipe = 30.26(In.)
Critical oepth = 25.11(In.)
Pipe flow velocity = 8.92(Ft/s)
Travel time through pipe = 0.65 min.
Time of concentration (TC) = 15.62 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 307.000 to Point/Station 330.000
° •~ ••'' CONFLUENCE OF MAIN STREAMS `^ ° °
•
The following data inside Main Stream is li
zn Main Stream number: 1
Stream flow area = 25.400(AC.)
Runoff from this stream = 39.582(CF5)
Time of concentration = 15.62 min.
aainfall intensity = 1.845<zn/Hr)
Program is now starting with Main Stream No
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/station 311.000 to Point/Station 312.000
^°°=' INITIA~ AREA EVALUATION ='°°°
~O~
551630010.doc
Page 6 of 16
• initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 72.000(Ft.)
Bottom (of initial area) elevation = 54.300<Ft.)
Difference in elevation = 17.700(Ft.)
Slope = 0.01770 s(percent)= 1.77
TC = k(0.300)-'[(length~3)/(elevation change)]~0:2
znitial area time of concentration = 10.654 min.
Rainfall intensity = 2.277(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.87Z
~ecimal fraction soil group a= 0.000
oecimal fraction soil group e= 1.000
Decimal fraction soil group C= 0.000
oecimal fraction soil group ~= 0.000
aI index for soil(aMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 2.580(CFS)
rotal initial stream area = 1.300(ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 312.000 to Point/5tation 313.000
•~••-A STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '`•~°-
Top of street segment elevation = 54.300(Ft.)
End of street segment elevation = 42.500(Ft.)
Length of street segment = 540.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16.000(Ft.)
• Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) 0.017
5treet flow is on [2] side(s) of the street
oistance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
~utter 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 = 3.473(cFS)
Depth of flow = 0.264(Ft.), average velocity = 2.718(Ft/s)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.717(Ft.)
Flow velocity = 2.72(Ft/s)
Travel time = 3.31 min. TC = 13.97 min.
adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for soil(aMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 1.962(zn/Hr) for a 10.0 year storm
subarea runoff = 1.534(CFS) for 0.900(ac.)
Total runoff = 4.114(CFS) Total area = 2.200(AC.)
Street flow at end of street = 4.114(GFS)
Half street flow at end of street = 2.057(CFS)
• oepth of flow = 0.275<Ft.), nverage velocity = 2.815(Ft/s)
Flow width (from curb towards crown)= 8.388(Ft.)
~~
~51630010.doc Page 7 of 16
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 331.000 to Point/Station 310.000
°^°'` SUBAREA FLOW ADDITION -'°°°
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.743
oecimal fraction soil group a= 0.000
oecimal fraction soil group s= 1.000
oecimal fraction soil group C= 0.000
oecimal fraction soil group o= 0.000
RI index for soil(AMC 2) = 56.00
aervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 13.97 min.
aainfall intensity = 1.962(In/tir) for a 10.0 year storm
Subarea runoff = 6.563(CFS) for 4.500(ac.)
Total runoff = 10.677<CFS) Total area = 6.700(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 314.000
°••-° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =~~••••
Top of street segment elevation = 42.500(Ft.)
End of street segment elevation = 24.200(Ft.)
Length of street segment = 620.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
width of half street (curb to crown) = 18.000<Ft.)
~istance from crown to crossfall grade break = 16.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
• street flow is on [2] side<s) of the street
Distance from curb to property line = 10.000(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 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 = 13.386(cFS)
Depth of flow = 0.358(Ft.), Average velocity = 4.124(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.241(Ft.)
Flow velocity = 4.12<Ft/s)
Travel time = 2.51 min. TC = 16.47 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
rtunoff Coefficient = 0.766
oecimal fraction soil group a= 0.000
oecimal fraction soil group a= 0.600
~ecimal fraction soil group C= 0.000
Decimal fraction soil group o= 0.400
RI index for soil(AMC 2) = 63.60
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.792<zn/Hr) for a 10.0 year storm
Subarea runoff = 4.664(CFS) for 3.400(AC.)
rotal runoff = 15.341(CFS) Total area = 10.100(ac.)
Street flow at end of street = 15.341(CF5)
tialf street flow at end of street = 7.670(CFS)
oepth of flow = 0.371(Ft.), Average velocity = 4.259(Ft/s)
Flow width (from curb towards crown)= 14.010(Ft.)
• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~$
551630010.doc Page 8 oP 16
Process from Point/Station 314.000 to Point/Station 315.000
•
=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION °
Top of street segment elevation = 24.200(Ft.)
End of street segment elevation = 21.600(Ft.)
Length of street segment = 325.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
oistance from crown to crossfall grade break = 16. 000(Ft.)
Slope from gutter to grade break (v/hz) = 0.017
51ope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
oistance from curb to property line = 10.000(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 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 = 16.404(CFS)
Depth of flow = 0.449(Ft.), Average velocity = 2 .677(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 2.68(Ft/s)
Travel time = 2.02 min. TC = 18.49 min.
adding area flow to street
SINGLE FAMILY (1/4 ACr2 LOt)
Runoff Coefficient = 0.744
Decimal fraction soil group n= 0.000
Decimal fraction soil group B= 0.800
•
Decimal fraction soil group C= 0.000
~ecimal fraction soil group D= 0.200
Rr index for soil(aMC 2) = 59.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.681(In/Hr) for a 10.0 year storm
Subarea runoff = 1.750(CFS) for 1.400(AC.)
Total runoff = 17.090(CFS) Total area = 11.500(ac.)
street flow at end of street = 17.090(cFS)
Half street flow at end of street = 8.545(CFS)
Depth of flow = 0.453(Ft.), Average velocity = 2 .721(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 316.000 to aoint/Station 317.000
-••-* SUBAREA FLOW ADDITION **'°''
SINGLE FAMILY (1/4 Acre Lot)
Runoff coefficient = 0.752
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.700
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.300
RI index for soil(AMC 2) = 61.70
Pervious area fraction = 0.500; rmpervious fraction = 0.500
rime of concentration = 18.49 min.
Rainfall intensity = 1.681<zn/Hr) for a 10.0 year storm
Subarea runoff = 6.570(CFS) for 5.200(ac.)
Total runoff = Z3.660(CFS) Total area = 16.700(AC.)
•
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
6~
551630010.doc Page 9 or 16
•
Process from Point/Station 315.000 to Point/Station
^'-=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ="--••
Top of street segment elevation = 21.600(Ft.)
End of street segment elevation = 20.300(Ft.)
Length of street segment = 80.000(Ft.)
Height of curb above gutter flowline = 6.0(zn.)
width of half street <curb to crown) = 18.000(Ft.)
~istance from crown to crossfall grade break = 16.000(Ft
Slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
~ J
street flow ~s on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 2.000(Ft.)
~utter 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 = 0.452(Ft.), Average velocity = -
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.86(Ft/s)
Travel time = 0.35 min. TC = 18.84 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.805
~ecimal fraction soil group a= 0.000
oecimal fraction soil group B= 0.000
oecimal fraction soil group C= 0.000
~ecimal fraction soil group D= 1.000
RI index for soil(aMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity = 1.664(in/Hr) for a 10.0
subarea runoff = 0.804(CFS) for 0.600<AC.)
Total runoff = 24.464<cF5) Total area =
5treet flow at end of street = 24.464(cFS)
Half street flow at end of street = 12.232(CFS)
oepth of flow = 0.453(Ft.), qverage velocity = 3
Nate: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
330.000
24.085(CFS)
860(Ft/s)
= 0.500
year storm
ll.300(ac.)
884(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/5tation 330.000
"'°= CONFLUENCE OF MAIN STREAMS °-°••
The following data inside Main 5tream is listed:
In Main 5tream number: 2
5tream flow area = 17.300<nc.)
Runoff from this stream = 24.464<CFS)
Time of concentration = 18.84 min.
Rainfall intensity = 1.664<zn/Hr)
Summary of stream data:
stream Flow rate TC Rainfall intensity
No. (cFS) <min) (in/Hr)
•
1 39.582 15.62 1.845
2 24.464 18.84 1.664
Largest stream flow has longer or shorter time of concentration
~~
551630010.doc
Page 10 of 16
• Qp = 39.582 + sum of
Qa rb/Ta
24.464 A 0.829 = 20.287
Qp = 59.868
Total of 2 main streams to confluence:
Flow rates before confluence point:
39.582 24.464
area of streams before confluence:
25.400 17.300
Results of confluence:
Total flow rate = 59.868(CF5)
Time of concentration = 15.623 min.
Effective stream area after confluence
42.700(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 330.000 to Point/5tation 318.000
---= PIPEFLOW TRAVEL TIME (PrOgrdm e5timdted Size) =°°-
upstream point/station elevation = 20.300(Ft.)
Downstream point/station elevation = 7.000(Ft.)
Pipe lensth = 573.00(Ft.) Manning's N= 0.013
No. of p~pes = 1 Required pipe flow = 59.868(CFS)
Nearest computed pipe diameter = 30.00(in.)
Calculated individual pipe flow = 59.868(CF5)
Normal flow depth in pipe = 23.53(in.)
Flow top width inside pipe = Z4.68(In.)
• critical depth could not be calculated.
Pipe flow velocity = 14.50(Ft/s)
Travel time through pipe = 0.66 min.
Time of concentration (TC) = 16.28 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 330.000 to Point/5tation 318.000
°""'~ CONFLUENCE OF MAIN STREAMS "°°-
rhe following data inside Main Stream is listed:
in rvtain Stream number: 1
stream flow area = 4~.700(AC.)
Runoff from this stream = 59.868(CF5)
Time of concentration = 16.28 min.
Rainfall intensity = 1.803(zn/Hr)
arogram is now starting with Main Stream nlo. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 319.000 to Point/Station 320.000
""^` INITIAL AREA EVALUATION `--•~
initial area flow distance = 550.000(Ft.)
rop (of initial area) elevation = 36.400(Ft.)
Bottom (of initial area) elevation = 31.100(Ft.
~ifference in elevation = 5.300(Ft.)
Slope = 0.00964 s(percent)= 0.96
TC = k(0.390)-'[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 12.315 min.
2ainfall intensity = 2.102(In/Hr) for a 10
• SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.750
Decimal fraction soil group q= 0.000
0 year storm
1~
551630010.doc
Page 11 of 16
• oecimal fraction soil group e= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group ~= 0.000
RI index for soil(aMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 7.415(CFS)
Total initial stream area = 4.700(ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 320.000 to Point/Station 3Z1.000
--"°' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *°°°
rop of street segment elevation = 31.100(Ft.)
End of street segment elevation = 18.600(Ft.)
Length of street segment = 750.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 18.000(Ft.)
Distance from crown to crossfall grade break = 16. 000(Ft.)
slope from gutter to grade break (v/hz) = 0.017
Slope from grade break to crown (v/hz) = 0.017
5treet flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 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 = 10.885(CF5)
'
~epth of flow = 0.365<Ft.), nverage velocity = 3 .157(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.682(Ft.)
Flow velocity = 3.16(Ft/s)
Travel time = 3.96 min. rC = 16.27 min.
Adding area flow to street
SINGLE FAMILY (1/4 ACre Lot)
Runoff Coefficient = 0.743
Decimal fraction soil group A= 0.000
oecimal fraction soil group e= 0.900
oecimal fraction soil group C= 0.000
oecimal fraction soil group D= 0.100
ai index for soil(aMC 2) = 57.90
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.804(In/Hr) for a 10.0 year storm
Subarea runoff = 5.894(CFS) for 4.400(AC.)
Total runoff = 13.308(CFS) Total area = 9.100(ac.)
Street flow at end of street = 13.308<CFS)
Half street flow at end of street = 6.654(cFS)
~epth of flow = 0.385(Ft.), average velocity = 3 .311<Ft/s)
Flow width (from curb towards crown)= 14.860<Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/station 322.000
•••~~•° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '`••--
rop of street segment elevation = 18.600(Ft.)
End of street segment elevation = 16.500(Ft.)
~ength of street segment = 180.000(Ft.)
• Height of curb above gutter flowline = 6.0(rn.)
width of half street (curb to crown) 18.000(Ft.)
oistance from crown to crossfall grade break = 16.000<Ft
1~
551630010.doc Page 12 of 16
• 51ope from gutter to grade break (v/hz)
0.017
=
Slope from grade break to crown (v/hz) 0.017
street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(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 gutter = 0.0150
Manning's N from gutter to grade hreak = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 14.405(CF5)
Depth of flow = 0.413(Ft.), average velocity = 2
st
fl
h
d
l .947(Ft/s)
reet
ow
y
rau
ics at midpoint of street travel:
Halfstreet flow width = 16.491(Ft.)
Flow velocity = 2.95(Ft/5)
Travel time = 1.02 min. TC = 17.29 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.779
Decimal fraction soil group a= 0.000
Decimal fraction soil group a= 0.400
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.600
RI index for soil(AMC 2) = 67.40
Pervious area fraction = 0.500; zmpervious fraction = 0.500
Rainfall intensity = 1.744(zn/Hr) for a 10.0 year storm
5ubarea runoff = 2.037(cFS) for 1.500(AC.)
Total runoff = 15.346(cFS) Total area = 10.600<ac.)
5treet flow at end of street = 15.346<cF5)
Half street flow at end of street = 7.673(CFS)
Depth of flow = 0.420(Ft.), Average velocity = 2. 992<Ft/s)
•
Flow width (from curb towards crown)= 16.914(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Statio~ 323.000
°°-'` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION `^~•~•
Top of street segment elevation = 16.500(Ft.)
End of street segment elevation = 15.600(Ft.)
Length of street segment = 180.000(Ft.)
Height of curb above gutter flowline = 6.0(rn.)
width of half street (curb to crown) = 22.000<Ft.)
oistance from crown to crossfall grade break = 20.000(Ft.)
51ope from gutter to grade break (v/hz) = 0.017
slope from grade break to crown (v/hz) = 0.017
Street flow is on [2] side(s) of the street
oistance from curb to property line = 10.000(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 gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0500
Estimated mean flow rate at midpoint of street = 20.340(CFS)
~epth of flow = 0.687<Ft.), qverage velocity = 1.120(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 = 9.34(Ft.)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 22.000<Ft.)
• Flow velocity = 1.12(Ft/s)
Travel time = 2.68 min. TC = 19.97 min.
adding area flow to street
~~
551630010.doc Page 13 of 16
SINGLE FAMILY (1/4 Acre Lot)
•
Runoff Coefficient = 0.739
Decimal fraction soil group A= 0.000
~ecimal fraction soil group s= 0.800
Decimal fraction soil group C= 0.000
Decimal fraction soil group ~= 0.200
RI index for soil(aMC 2) = 59.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.612(In/Hr) for a 10.0 year storm
Subarea runoff = 8.219(cFS) for 6.900(nc.)
rotal runoff = 23.565(CFS) Total area = 17.500(AC.)
street flow at end of street = 23.565(cFS)
Half street flow at end of street = 11.78Z(CFS)
~epth of flow = 0.714(Ft.), Average velocity = 1.184(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 = 10.71(Ft.)
Flow width (from curb towards crown)= 22.000(Ft.)
•
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 323.000 to aoint/Station 324.000
""-^' PIPEFLOW TRAVEL TIME (PrOgrdm e5timdted Size) ='^°-
Upstream point/station elevation = 16.500(Ft.)
oownstream point/station elevation = 7.000(Ft.)
Pipe len~th = 257.00(Ft.) Manning's N= 0.013
No, of pipes = 1 Required pipe flow = 23.565(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 23.565(CF5)
Normal flow depth in pipe = 13.88(rn.)
Flow top width inside pipe = 19.89(in.)
Critical Depth = 19.95(zn.)
aipe flow velocity = 13.99(Ft/s)
Travel time through pipe = 0.31 min.
Time of concentration (TC) = 20.28 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 323.000 to Point/5tation 324.000
-°-~ CONFLUENCE OF MAIN STREAMS =°^^
The following data inside Main Stream is listed:
zn Main 5tream number: 2
stream flow area = 17.500(AC.)
Runoff from this stream = 23.565(CFS)
rime of concentration = 20.28 min.
Rainfall intensity = 1.598(In/Hr)
Program is now starting with Main 5tream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 326.000 to Point/Station 327.000
•• •• ^'` INITIAL AREA EVALUATION ='° •• ••
•
Initial area flow distance = 920.000(Ft.)
Top (of initial area) elevation = 23.100(Ft.)
aottom (of initial area) elevation = 13.300(Ft.
Difference in elevation = 9.800<Ft.)
Slope = 0.01065 s(percent)= 1.07
rC = k(0.390)='[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 14.828 min.
Rainfall intensity = 1.898(In/Hr) for a 10
SINGLE FAMILY (1/4 ACre LOt)
0 year storm
~
551630010.doc
Page 14 of 16
• Runoff Coefficient = 0.748
Decimal fraction soil group A= 0.000
oecimal fraction soil group a= 0.900
Decimal fraction soil group C= 0.000
Decimal fraction soil group o= 0.100
RI index for soil(AMC 2) = 57.90
Pervious area fraction = 0.500; Impervious
rnitial subarea runoff = 8.234(CFS)
Total initial stream area = 5.800(ac
Pervious area fraction = 0.500
fraction = 0.500
+++++++±++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 327.000 to Point/5tation 328.000
°°-= PIPEFLOW TRAVEL TIME (P~Ogrdm estimated SIZe) '°°°°
upstream point/station elevation = 13.000(Ft.)
Downstream point/station elevation = 7.000(Ft.)
Pipe len~th = 250.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 8.234(CFS)
Nearest computed pipe diameter = 15.00(rn.)
Calculated individual pipe flow = 8.234(CF5)
Normal flow depth in pipe = 10.36(In.)
Flow top width inside pipe = 13.87(In.)
Critical Depth = 13.51(In.)
Pipe flow velocity = 9.10(Ft/s)
rravel time through pipe = 0.46 min.
Time of concentration (rC) = 15.29 min.
•
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 327.000 to Point/Station 328.000
°-'•=" CONFLUENCE OF MAIN STREAMS "---
rhe following data inside Main 5tream is listed:
In Main 5tream number: 3
Stream flow area = 5.800(AC.)
Runoff from this stream = 8.234(CF5)
rime of concentration = 15.29 min.
Rainfall intensity = 1.867(In/Hr)
5ummary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 59.868 16.28
Z 23.565 20.28
3 8.234 15.29
Largest stream flow has longer
Qp = 59.868 + sum of
Qa Tb/Ta
23.565 =' 0.803 =
Qb ia/Ib
8.234 * 0.966 =
Qp = 86.742
•
Rainfall Intensity
(In/Hr)
1.803
1.598
1.867
or shorter time of concentration
18.921
7.953
rotal of 3 main streams to confluence:
Flow rates before confluence point:
59.868 23.565 8.234
Area of streams before confluence:
4Z.700 17.500 5.800
~~
551630010.doc
Page 15 of 16
• Results of confluence:
Total flow rate = 86.742(CFS)
Time of concentration = 16.28Z min.
Effective stream area after confluence = 66.000(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 327.000 to Point/Station 328.000
••-••°' SUBAREA FLOW ADDITION '^-••°
UNDEVELOPED (p00r cOVer) subdfea
aunoff coefficient = 0.809
Decimal fraction soil group a= 0.000
Decimal fraction soil group e= 0.200
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.800
RI index for soil(aMC 2) = 86.80
Pervious area fraction = 1.000; rmpervious fraction = 0.000
Time of concentration = 16.28 min.
Rainfall intensity = 1.803(In/Hr) for a 10.0 year storm
Subarea runoff = 2.626(CFS) for 1.800(AC.)
Total runoff = 89.368(CFS) Total area = 67.800(nc.)
End of computations, total study area = 67.80 (ac.)
The following fiyures may
be used for a um t hydrograph study of the same area.
Area averaged pervious area fraction(ap) = 0.568
Area averaged RI index number = 64.1
•
.
t
1~
551630010.doc Page 16 of 16
~
~
~
STREET CAPACITY CALCULATIONS
1~
STREET CAPACITY
r;nic~~. ~- ~.:cr, ~*~~>3~'.' ~
~
18' ROADWAY PAVE~IENT 10' SHOULDE 0.70
~.~ 0.50 TC) 0.00
10.00
28.00 yyATER SURFACE ~~~~ •~ s~o e= 2•~%
slo e o 1.700%
• 2"HIKE
0.00 FL CONC. CURB dc GUTTER
10.00
1/2 STREET TYPICAL SECTION
~
1a
•
Project ~escription
Worksheet Irregular Channel - 1
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficient 0.015
Slope 0.010000 Wft
Water Surface Elevatio 0.50 ft
Elevation Range 0.00 to O70
Discharge 27.95 cfs
~(./~
~ R~ _~ I _~
-I ,, ~ ~
~ ~~ ~ ~~ ,
~ _~ ~ ~~ ~-
~ o.~o ~ ~,s ~
o.oa
0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+50 0+55 0+60
V:5.0:
H:1
NTS
CJ
l`
Project Engineer Jerry A. Salumbitles Jr.,P.E.
untitletl.fm2 .____ FlowMasterv6.0 [614b]
04/17/03 09:06:16 AM m Haestad Me[hods, Inc. 37 Bmokside Road Waterbury, CT 06708 USA (203) 755-~666 Page 1 of 1
MAXIMUM FLOW TC=WS (Q10)
Cross Section for Irregular Channel
`T'P~cc.l_ St- sc--~-. ~. ~%c ~
STREET CAPACITY: TYPICAL STREET SECT. (56'/36'/) FOR Q10
Worksheet for Irregular Channei
v~~ S = TG
~
Project Description
Worksheet Irregular Channei - 7
Flow Element Irregular Channel
Methotl Manning's Formula
Solve For Discharge
Input Data
Siope 0.0100~0 Wft
Water Surface Elevatio 0.50 ft-T~'
Options
Current Roughness Method mproved Lotter's Method
Open Channel Weighting Metho mproved Lotter's Method
Closed Channel Weighting Met Horton's Method
Results
Mannings Coeffcient 0.015
Elevation Range 0.00 to 0.70
Discharge 27.95 cfs
Flow Area 7,g ft=
Wetted Perimeter 37.02 ft
Top Width 36.00 ft
Actual Depth 0.50 ft
Critical Elevation 0.55 k
Critical Slope 0.005437 fUft
Velocity 3.54 ft/s
Velocity Head 0.19 ft
• Specific Energy 0.69 ft
Froude Number 1.33
Flow Type Supercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+56 0.075
Natural Channel Points
Station Elevation
(ft) (k)
O+pp 0.70
0+10 0.50
0+10 0.00
0+12 0.17
\ I
0+28 0.44
O+q4 0.17
0+46 0.00
O+q6 0.50
0+56 0.70
CY
Project Engineer Jerry A. Salumbitles Jr..P.E.
untitletl.fm2 FlowMaster v6A (614b]
04/11/03 08:45:5~ AM ~O Haestatl Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) ~55-1666 Page t ot 1
•
•
C J
Project Descripiion
CURB FACE TO CURB FACE: STREET CAPACITY FOR Q10
Rating Table for Irregular Channel
TYf~~~c~ .g~v'L'- ~ SGc.~ . ~~'! 3G' ~
V~tS=TG
Worksheet Irregular Channel - 1
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Water Surtace Elevatio 0.50 ft- TG
Options
Current Roughness Method mproved Lottefs Method
Open Channel Weighting Metho mproved Lotter's MeMOd
Closed Channel Weighting Met Horton's Method
Attri6ute Minimum Maximum Increment
Slope (ft/ft) 0.000000 0.060000 0.002000
Siope
(R/ft) Discharge
(cfs) Velocity
(fi/s) Flow
Area
(ft') Wettetl
Perimeter
(ft) Top
Width
(ft)
0.000000 N/A N/A N/A N/A N!A
0.002000 12.50 1.58 7.9 37.02 36.00
0.004000 17.68 2.24 7.9 37.02 36.00
0.006~00 21.65 2.74 7.9 37.02 36.00
0.008000 25.00 3.16 7.9 37.02 36.00
~ 0.010000 27.95 3.54 7.9 37.02 36.00
0.012000 30.61 3.88 7.9 37.02 36.00
0.014000 33.07 4.19 7.9 37.02 36.00
0.016000 35.35 4.47 7.9 37.02 36.00
0.078000 37.49 4.75 7.9 37.02 36.00
0.020000 39.52 5.00 7.9 37.02 36.00
0.022000 41.45 5.25 7.9 37.02 36.00
0.024000 43.30 5.48 7.9 37.02 36.00
0.026000 45.06 5.70 7.9 37.02 36.00
0.028000 46.76 5.92 7.g 37.02 36.00
0.030000 48.41 6.13 7.9 37.02 36.00
0.032000 49.99 6.33 7.9 37.02 36.00
0.034000 51.53 6.52 7.9 37.02 36.00
0.036000 53.03 6.71 7.9 37.02 36.00
0.038000 54.48 6.90 7.9 37.02 36.00
0.040000 55.89 7.08 7.9 37.02 36.00
0.042000 57.27 725 7.9 37.02 36.00
0.044000 58.62 7.42 7.9 37.02 36.00
0.046000 59.94 7.59 7.9 37.02 36.00
0.048000 61.23 ~.75 7.9 37.02 36.00
0.050000 62.49 7.91 7.g 37.02 36.00
0.052000 63.73 8.07 7.9 37.02 36.00
0.054000 64.94 8.22 7.9 37.02 36.00
0.056000 6fi.13 8.37 7.9 37.02 36.00
0.058000 67.30 8.52 7.9 37.02 36.00
0.060000 68.46 8.67 7.9 37.02 36.00
~~
Project Engineer: Jerry A. Salumbitles Jr.,P.E.
untitietl.fm2 ~ - ,~ ~- FlowMaster v6A [674b)
04/'11/03 08:57:00 AM OO Haestad Methods, Inc. 37 Brookside Roatl Wat[ rbury, CT 06708 USA (203) 755-1666 Page t of'I
~
MAXIMUM FLOW~l,y,=WS (Q100)
Cross Section for Irregular Channel
L.T'f? ~ ~c-T L..~~'/C ~~ )
Project Description
Worksheet I«egularChannel-1
FlowElement IrregularChannel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficient 0.015
Slope 0.010000 ft/ft
Water Surface Elevatio 070 ft-- ~Xf
Elevation Range 0.00 to 0.70
Discharge 75.89 cfs
• , ~.
~.
0+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+50 0+55 0+60
V:5A~ _
H:1
NTS
~
~2
Project Englneer: Jerry A. Salumbides Jr.;P.E.
untitled.tm2 . FlowMaster v6A [614b]
04/11/03 0924:47 AM O Haestad Methotls, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-1666 Page ~ of t
•
STREET CAPACITY: TYPICAL STREET SECT. (56'/36'/) FOR Q100
Worksheet for Irregular Channel
L' YP. ~ ~-GT ~~~/~'~
Project Description
Worksheet Irregular Channel - t
FlowElement IrregularChannel
Method Manning's Formula
Solve For Discharge
Input Data
Slope 0.0~0000 Wft
Water Surface Elevatio 070 ft ~~i(yf ~~j
Options
Current Roughness Method mproved Lotter's Method
Open Channel Weighting Metho mproved Lotter's Method
Closed Channel Weighting Met Horton's Method
ResWts
Mannings Coefficient 0.015
Elevation Range 0.00 to 0.70
Discharge 75.89 cfs
Flow Area 17.1 ft'
Wetted Perimeter 57.02 ft
Top Width 56.00 ft
Actual Depth 0.70 ft
Critical Elevation 0.78 ft
Criticai Slope 0.004634 ft/ft
Veiociry 4.44 ft/s
Velocity Head 0.31 ft
Specific Energy 1.01 ft
~
Froude Num6er 1.42
Flow Type Supercritical
Roughness Segments
Start End Mannings
Station Station Coeificient
0+00 0+56 ~ 0.015
Natural Channel Points
Station Elevation
(ft) (ft)
0+00 0.70
0+~ 0 0.50
0+~ 0 0.00
0+12 0.17
0+28 0.44
0+44 0.17
0+q6 0.00
0+46 0.50
0+56 0.70
C~
~
Project Engineer: Jerry A. Salumbides Jr.,P.E.
untitletl.fm2 _ . FlowMasterv6D[614b]
04/77/03 09:34:42 AM O Haes[atl Methotls, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-~66fi Page 1 of'1
R/W TO R/W: STREET CAPACITY FOR Q100
Rating Table for Irregular Channel
•
•
•
Project Description
Worksheet Irregular Channel - i
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Water Surface Elevatio 0.70 ft Q.~~f =~j
Options
Current Roughness Method mproved Lotter's Method
Open Channel Weighting Metho mproved Lotter's Methotl
Closed Channel Weighting Met Horton's Method
Attribute Minimum Maximum Increment
Slope (ft/ft) 0.000000 0.060000 0.002000
Slope
(ft/ft) Discharge
(cfs) Velocity
(fUs) Flow
Area
(ft') Wettetl
Perimeter
(ft) Top
Width
(ft)
0.000000 N/A N/A N!A N/A N/A
0.002000 33.94 1.98 17.'I 57.02 56.00
0.004000 48.00 2.8'I 17.1 57.02 56.00
0.006000 58.79 3.44 17.1 57.02 56.00
0.008000 67.88 3.97 17.1 57.02 56.00
0.010000 75.89 4.44 17.1 57.02 56.00
0.012000 83.14 4.86 17.1 57.02 56.00
0.0'14000 89.80 525 17.1 57.02 56.00
0.016000 96.00 5.61 17.1 57.02 56.00
0.018000 101.82 5.95 17.1 57.02 56.00
0.020000 ~ 07.33 6.28 17.1 57.02 56.00
0.022000 112.57 6.58 17.1 57.02 56.00
0.024000 117.57 6.88 17.1 5~.02 56.00
0.026000 122.37 7.16 17.'I 57.02 56.00
0.028000 12fi.99 7.43 17.1 57.02 56.00
0.030000 131.45 7.69 ~7.1 57.02 56.00
0.032000 '135.76 7.94 17.1 57.02 56.00
0.034000 139.94 8.'I B 17.1 57.02 56.00
0.036000 144.00 8.42 17.1 57.02 56.00
0.038000 147.94 8.65 17.'I 57.02 56.00
0.040000 15'1.78 8.88 17.'I 57.02 56.00
0.042000 155.53 9.10 17.1 57.02 56.00
0.044000 159.19 9.3'I 77.1 57.02 56.00
0.046000 162.77 9.52 17.1 57.02 56.00
0.048000 166.27 9.72 17.1 57.02 56.00
0.050000 '169.70 9.92 17.1 57.02 56.00
0.052000 173.~6 '10.12 17.'I 57.02 56.00
0.054000 176.36 ~0.31 17.1 57.02 56.00
0.056000 179.59 '10.50 17.1 57.02 56.00
0.058000 182.77 10.69 17.1 57.02 56.00
0.060000 185.90 10.87 17.7 57.02 56.00
~
Project Engineer. Jerry A. Salum6itles Jr.,P.E.
untitled.fm2 . FlowMaster v6A [614b]
04/7 V03 0934:96 AM ~ Haestatl Methotls, Ina 37 Brookside Road Waterbury, CT 06708 USA (203) 755-'1666 Page t of'I
. ~
C ~
10.50' SHOULDER
~
CONC. CURB ~ GUTTER
1/2 STREET TYPICAL SECTION
STREET CAPACITY
~
sr, ~c ~ ;~n `,G~ l~a. ~
22' ROADWAY
SURFACE
= 1 _ 7M
~I ~
MAXIMUM FLOW TC=WS ( Q10)
Cross Section for irregular Channel
• CG5~d4~~ ~t~~sY~
Project Description
Worksheet Irregular Channel - 1
Flow Element Irregular Channel
Method Manning's Formula
I Solve For Discharge
n
U
I~
L
Section Data
Mannings Coefficient 0.015
Slope 0.010000 Wft
Water Sudace Elevatio 0.50 ft~~ ~L
Elevation Range 0.00 to 0.71
Discharge 33.43 cfs
Q~
ar~?-~
10. -"j ~
~SO ~
~
~
1 ~~ E~
~ ' ~ I
[~11~ ', ~ V~
~ ~ ~
t
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, 0 •
~ -
-
~ ~Q ~
0.80
0.40 - '
0.00 I
0+00 0+10 0+20 0+30 0+40 0+50 ~ 0+60 0+70
V:S.OI
H:t
NTS
8~
Project Engineer: Jerry A. Salumbitles Jr.,P.E.
¢~projeCt\5516-o-paugh\hytlra\q705tCap.fm2 FlowMaster v6.0 [6~4bj
04/'10/03 04r5225 PM ~ Haesiad Methods, Ina 37 Brooksitle Roatl Waterbury, CT 06708 USA (203) 755-'1666 Page ~ of'I
STREET CAPACITY: STREET "K" AND "M" (65'144') FOR Q10
Worksheet for Irregular Channel
• Project Description
Worksheet Irregular Channel - 1
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Inpui Data
Slope 0.010000 Wft
Water Surtace Elevatio 0.50 ft--- "~..
Options
Current Roughness Meihod mproved Lotter's Method
Open Channel Weighting Metho mproved Lotter's Method
Closed Channel Weighting Met Horton's Method
Results
`~5 ='~ ~
Mannings Coefficient 0.015
Elevation Range 0.00 to 0.7'I
Discharge 33.43 cfs
~ Flow Area g.4 tt'
Wetted Perimeter 44.00 ft
Top Width 42.98 ft
Actual Depth 0.50 ft
Criticai Elevation 0.55 ft
Critical Slope 0.005405 Poft
Velociry 3.55 ft/s
Velocity Head 0.20 ft
• Specific Energy 0.70 ft
Froutle Number 1.34
Flow Type Supercritical
Calculation Messages:
Flow is divided.
Roughness Segments
Start Entl Mannings
Station Station Coeffcient
0+00 0+65 0.015
Natural Channel Points
Station Elevation
lh) ~n)
0+00 0.71
0+11 0.50
a+>> o.ao
0+13 0.17
0+33 0.57
0+55 0.00
0+55 0.17
0+55 0.50
0+65 0.71
• ~l
Project En9ineer Jerry A. Salum6ides Jr.,RE.
c:\projecfl55'16-r-paugh\hytlra\q~OStcap.fm2 FlowMasierv6A [6~4b]
04/10/03 04:47:44 PM OO Haestatl Methods, Inc. 37 Brooksitle Roatl Waterbury, CT 06708 USA (203) 755-~666 Page'I of'I
CURB FACE TO CURB FACE : STREET FLOW CAPACITY FOR Q10
Rating Table for Irregular Channel
(,s~''k' ~ ~n ~~~~s'~~
Project Description
~
Worksheet Irregular Channel -'I
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
.
.
Input Data
Water Surface Elevatio 0.50 ft
Options
Current Roughness Method mprovetl Lotter's Method
Open Channel Weighting Metho mproved lotter's Method
Closed Channel Weighting Met Horton's Method
Attribute Minimum Maximum Increment
Slope (fVft) 0.000000 0.060000 0.002000
Slope
(ft/ft) Discharge
(cfs) Velocity
(ft/s) Flow
Area
(ft') Wetted
Perimeter
(ft) Top
Width
(ft)
0.000000 N/A N/A N/A N/A N/A
0.002000 11.56 1.43 8.1 43.84 42.82
0.004000 16.35 2.03 8.'I 43.84 42.82
0.006000 20.02 2.48 8.1 43.84 42.82
0.008000 23.12 2.87 8.1 43.84 42.82
0.010000 25.85 3.20 8.1 43.84 42.62
0.012000 28.31 3.51 8.1 43.84 42.82
0.014000 30.58 3.79 8.1 43.84 42.82
0.016000 32.69 4.05 8.1 43.84 42.82
0.018000 34.68 4.30 8.1 43.84 42.82
0.020000 36.55 4.53 8.1 43.84 42.82
0.022000 38.34 4.75 8.1 43.84 42.82
0.024000 40.04 4.96 8.1 43.84 42.82
0.026000 41.67 5.17 8.1 43.84 42.82
0.028000 4325 5.36 8.7 43.84 42.82
0.030000 44.77 5.55 8.1 43.84 42.82
0.032000 4623 5.73 8.1 43.84 42.82
0.034000 47.66 5.91 8.1 43.84 42.82
0.036000 49.04 6.08 8.1 43.84 42.82
0.038000 50.38 6.25 8.1 43.84 42.82
0.040000 51.69 6.41 8.1 43.84 42.82
0.042000 52.97 6.57 8.1 43.84 42.82
0.044000 54.21 6.72 8.7 43.84 42.82
0.046000 55.43 6.87 8.1 43.84 42.82
0.048000 56.62 7.02 8.1 43.84 42.82
0.050000 57.79 7.77 8.1 43.84 42.82
0.052000 58.94 7.31 8.7 43.84 42.82
0.054000 60.06 7.45 8.1 43.84 42.82
0.056000 61.16 7.58 8.1 43.84 42.82
0.058000 6224 7.72 8.1 43.84 42.82
0.060000 63.3"I 7.85 8.1 43.84 42.82
~
Pmject Engineer. Jerry A. Salumbitles Jr.,P.E.
c:lproject\55'I6-r-paugMhydra~q10stcap.fm2 FlowMaster v6 0 [614b]
04/70/03 05:03:92 PM OO Haestatl Me[hotls, Inc. 37 Brookside Roatl Waterbury, CT 06708 USA (203) 755-t666 Page 1 of'I
•
/ ,
~J
Project Description
MAXIMUM FLOW R/W=WS ~++00
Cross Section for Irregular Channel
~
~~ k°~ ~4t~65~
Worksheet Irregular Channel - t
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Mannings Coefficient
Slope
Water Surtace Eleva[io
Elevation Range
0.015
o.oioooo tue
o.~o n .- ~</:~i
0.00 to 0.71
91.94 cfs
0+7~
V:5.01
H:1
NTS
• ~_`
Project En9ineec Jerry A. Salum6itles Jr.,P.E.
c9project\5516-rvpaugh~hydra\qtOStcap.fm2 " _. . FlowMas[erv6.0[6'14b]
04/10/03 0425:24 PM ~ Haestatl Methotls, Ina 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of'I
U+UU U+IU U+'LU U+3U U+4U U+bO 0+60
STREET CAPACITY: STREET "K" AND "M" (65'/44') Q~GCl
Worksheet for Irregular Channel
n
L J
Project Description
Worksheet IrregularChannei-1
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Slope 0.a'IOOao ft/ft
Water Surtace Elevatio 0.71 ft
Options
Current Roughness Methotl mproved Lotter's Method
Open Channel Weighting Metho mproved Lotter's Method
Closed Channel Weighting Met Horton's Method
Results
Mannings Coeffcient 0.0~5
Elevation Range ~.00 to 0.77
Discharge 95.90 cfs
Flow Area 20.9 ft'
Wetted Perimeter 66.02 k
Top Width 65.00 R
Actual Depth 0.71 ft,
Critical Elevation 0.80 ft
Critical Slope 0.004531 Pok
Velocity 4.60 Ns
Velocity Head 0.33 ft
SpecifcEnergy ~.04 ft
•
Froude Number 1.43
Flow Type Supercritical
Roughness Segments
Start End Mannings
Station Station Coeffcient
0+00 0+65 0.015
Natural Channel Points
Station Elevation
(ft) (ft)
0+00 0.71
0+11 0.50
0+11 0.00
0+13 0.17
0+33 0.51
0+55 0.00
0+55 0.17
0+55 0.50
0+65 0.71
• ~~
Project Engineer. Jerry A. Salumbitles Jr..P.E.
c:\project\5516-r-paugh\hydra\ql0stcap.fm2 FlowMaster v6A [6'l4b]
04/~0/03 0437:16 PM OO Haestad Methods, Ina 37 Brookside Road Waterbury, CT 06708 USA (203) 755-7666 Page ~ of t
R/W TO R/W STREET FLOW CAPACITY FOR Q100
Rating Table for Irregular Channel
~
r ~
L
•
Praject Description
Worksheet IrregularChannel-'I
Flow Element Irregular Channel
Methotl Manning's Formula
Solve For Discharge
Input Data
Water Surface Elevatio 070 ft ~1(-L
Options
Current Roughness Method mprovetl Lotter's Method
Open Channel Weighting Metho mproved Lotter's Method
Closed Channel Weigh[ing Met Horton's Methotl
Attribute Minimum Maximum Increment
Slope (ft/ft) 0.000000 0.060000 0.002000
Siope
(ft/ft) Discharge
(cfs) Velocity
(Ws) Flow
Area
(ft') Wetted
Perimeter
(ft) Top
Width
(ft)
0.000000 N/A N/A N/A N/A N/A
0.002000 41.12 2.03 20.2 65.02 64.00
0.00400D 58.75 2.88 202 65.02 64.00
0.006000 77.22 3.52 20.2 65.02 64.00
0.008000 82.23 4.07 20.2 65.02 64.00
0.010000 91.94 4.55 20.2 65.02 64.00
0.012000 100.72 4.98 20.2 65.02 64.00
0.014000 108.79 5.38 20.2 65.02 64.00
0.016000 116.30 5.75 20.2 65.02 64.00
0.018000 123.35 6.10 202 65.02 64.00
0.020000 130.02 6.43 20.2 65.02 64.00
0.022000 136.37 6.74 20.2 65.02 64.00
0.024000 142.43 7.04 20.2 65.02 64.00
0.026000 '148.25 7.33 20.2 65.02 64.00
0.028000 153.85 7.61 20.2 65.02 64.00
0.030000 15925 7.88 20.2 65.02 64.00
0.032000 164.47 8.13 20.2 65.02 64.00
0.034000 169.53 8.38 20.2 65.02 64.00
0.036000 174.45 8.63 20.2 65.02 64.00
0.038000 179.23 8.86 202 65.02 64.00
0.040000 183.88 9.09 20.2 65.02 64.00
0.042000 188.42 9.32 20.2 65.02 64.00
0.044000 192.86 9.54 20.2 65.02 64.00
0.046000 197.~9 9.75 202 65.02 64.00
0.048000 207.43 9.96 20.2 65.02 64.00
0.050000 205.59 10.17 20.2 65.02 64.00
0.052000 209.66 10.37 20.2 65.02 64.00
0.054000 213.65 10.57 20.2 65.02 64.00
0.056000 217.57 ~0.76 20.2 65.02 64.00
0.058000 221.42 10.95 20.2 65.02 64.00
0.060000 225.2'I 11.14 20.2 65.02 64.00
v ~`
Project Engineer: Jerry A. Salumbides Jr..P.E.
c:\projectG55'I6-rvpaugMhydra\ql0stcap.fm2 ~~~ FlowMasierv6A[614b]
04/~0/03 0434:34 PM ~ Haestad Methotls, Inc. 37 Bmoksitle Roatl Waterbury, CT 06708 USA (203) 755-'I666 Page 1 of'I
~
r~
u
CATCH BASIN CALCULATIONS
~ c~`lr
Curve
Plotted Curves for Curb Inlet In Sag
• Project Description
Worksheet Curb Inlet- 1
Type Curb Inlet In Sag
Solve For Spread
Input Data
Gutter Cross Slope 0.083300 ft/R
Roatl Cross Slope 0.017000 ff/ft
Curb Opening Length 7.00 R
Opening Height 0.83 k
Curb Throat Type Horizontal
local Depression 4.0 in
Local Depression Widt 4.00 ft
Attribute Minimum Maximum Inc~ement
Discharge (cfs) 0.00 20.00 2.00
Gutter Witlth (ft) 7.00 21.00 7.00
Worksheet: Curb Inlet- 1
Depth vs Discharge Varying Gutter Width
0.6^
0.5
0.5
C~
•
~ u.soi
~ '
0 o.3oi
025I
0.20 ~
II
0.15'.
Y
0.10r
v'
0.05~
2.0
~ ~.j \\~~ ~
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-~ 7.00 ft
~- 14.00 ft
21.00 ft
~~
Project Engineer Jerry A. Salumbides Jr.,P.E.
untitled.fm2 FlowMaster v6A [614b]
04/15/03 072026 PM 2u Haeslatl Methotls. Inc. 37 Broakside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
4.0 6.0 8.0 '10.0 '12.0 14.0 16.0 18.0 20.0
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HYDRAULIC CALCULATIONS
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100-YEAR FREQ.: Q100 WqTE
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T1 TRACT 29661
T2
•
3 100-YEAR FREQ.; WqTER SURF ACE PROFILE, ~~LINE-A2" ~
T ADKAN ENGINEERS
50 1000.0001298.140 1
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T1 TRACT 29661
T2 100-YEAR STORM FREQ.: WATER SURFACE PROFILE ~~LINE-A3~~
• O
T3 ADKAN ENGINEERS
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T2 100-YEAR STORM FREQ.:
T3 ADKAN ENGINEERS
50 1000.0001300.460 1
R 1043.1601300.680 1
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WATER SURFACE PR~FILE LINE-A4
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T1 TRACT 296ot
• T_2 100-Y~AR STCRiN rREQ.: WATER SURcF.CE FROFIi~E, LINE -~5
i3 AD~AN ENGINEERS
SO ~000.0001302.600 1 1305.010
R 7049.7101302.950 1 .013
WE 1049.7101302.950 2 .500
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• T1 TRACT 29661 Q
T2 100-YEAR STORM FREQ .: WATER SURFACE PROFILE ~~LIN E-~~~
T3 ADKAN ENGINEERS
so 1000.000 6.250 1 10.700
2 1143.180 6.970 1 .013 .000 .000 0
R 1178.190 7.140 1 .013 -44.570 .000 0
R 1210.930 7.300 1 .013 .000 .000 0
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CD 3 4 1 .000 1.500 .000 .000 .000 .00
CD 4 3 0 .000 5.000 7.000 .000 .000 .00
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T1 TRACT 29661 0
T2 100-YEAR STORM FREQ. : WATER SURFACE PROFILE, "LINE - Dj
T3 ADKAN ENGINEERS
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SH 1047.450 7.530 2 7.860
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• T1 TRACT 29661
T2 100-YEAR STORM: WATER SURFACE ANALYSIS, LINE - E
T3 ADKAN ENGINEERS
so 1000.0001306.000 1 1310.700
a 1013.2401306.500 1 .013
R 1048.5801307.840 1 .013
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T2 100-YEAR STORM FREQ.:
T3 ADKAN ENGINEERS
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T3 ADKAN ENGINEERS
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R 1164.5501302.500
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•
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: WATER SURFACE PROFILE' ~~L;INE-F"
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T2 100-YEAR STORM FREQ.: WATER SURFACE PROFILE, ~~LINE-G~~
T3 ADKAN ENGINEERS
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