HomeMy WebLinkAboutTract Map 32004 Hydrology & Hydraulics~
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HYDROLOGY / HYDRAULIC STUDY
FOR
ASHBY DEVELOPMENT
LOCATED IN THE COUNTY OF RIVERSIDE, CITY OF TEMECULA
PREPARED FOR
TRACT 32004
Prepared By:
adkan
ENGINEERS
6820 Airport Drive
Riverside, Califomia 92504
Tel: (951) 688-0241
Fax:(951)688-0599
adkan
Job No. 5516
May 3, 2005 +~~~~~ 633p 07
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Charissa Leach, K.~.E. No. 53390
Exp: 06/30/07
Table of Contents
Purpose 1
Project Description 1
Existing and Proposed Conditions 1
Method of Analysis 1
Vicinity Map 2
10 Year Section 1
100 Year Section 2
Street Capacities / Escape Section 3
Catch Basins Section 4
Hydraulics Section 5
Hydrology Map Section 6
v
Hl DROLOGF!HYDRaULIC STL~Dt
FOR
TRaCT ~[.aP 3200~1
Located in the Citv of Temecula, California
PGRPOSE
This study is being prepared as for submittal of improvement plans for Tract 3?OOd. revised from Tracc
29661 onsite draina,e. It will determine the followine: the 10 YR and 100 ~'R onsite drainage flaws.
adequate sizing for onsire drainage facilities in confortnance with Riverside Coun[v Flood Control and
Water Conservation District requirements.
PROJECT DESCRIPTION
The project is a proposed ~.3~acre, 13 lot residential development locared southerly of Nlurrieta Hot
Springs Road.
EXISTING SITE CONDLTIONS
The sire is currently vacant It consists of namral terrain with little vegetation and slopes from the north
to the south. I'here is an area to the north of Niurrieta Hot Springs that is tributary to this project, and
drainage flows will continue to be conveyed under ivlurrieta Hot Springs Road to the natural drainage
course at the south of this project.
Drainage currendy flows through natural drainage ways with no improved facilities.
METHOD OF ANALYSIS
The site hydroloey was based upon Riverside County Flood Control and Water Conversation District
Hydrolo~v Manual, from which pertinent soil and rainfall information was obtained.
Storm flows were determined by the Rational Method utilizing CNILCADD/CIVILDES[GN
Engineering Software. Version 6.3.
CONCLUSIONS
Onsite Facilities were designed to maintain the 10 YR Rational ~Iethod storm flows within [he street
without overtopping the curb and the 100 YR Rational Method storm flows within the Right of Way.
All outlet structures are desiened to allow the 100 YR Rational N[ethod storm flows.
SITE o
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VICINITY MAP
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aiverside County Rational Hydrology Program
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CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4
Rational Hydrology 5tudy Date: 06/23/04 File:551620010rev.out
------------------------------------------------------------------------
TRACT 29961 ~os No5.5516
10-YEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHOD
BASIN-200 ~,~~~p ~~ t~t,,~.-` 3Zm`~'
ADKAN ENGINEERS REV. JUNE 28, 2004
---------------------- ----- - ----------------------------------
***"*"*'- Hydrology 5tudy Control rnformation **-'*=-**~~
English (in-lb) Units used in input data file
------------------------------------------------------------------------
ADKAN Engineers, Riverside, California - S/rv 561
------- ---------------------- ------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & water Conservation District
1978 hydrology manual
5torm event (year) = 10.00 antecedent Moisture Condition = 2
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standard intensity-duration curves data (alate o-4.1)
For 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(zn/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/5tation 201.000
^'*'~=" INITIAL AREA EVALUATION ""='
Initial 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
Znitial area time of concentration = 12.637 min.
Rainfall intensity = 2.073(in/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.764
Decimal fraction soil group n= 0.000
oecimal fraction soil group e= 0.800
Decimal fraction soil group C= 0.000
oecimal fraction soil group D= 0.200
rtI index for soil(a,MC 2) = 59.80
aervious area fraction = 0.500; smpervious fraction = 0.500
Initial subarea runoff = 2.376(CFS) ~
rotal initial stream area = 1.500<ac.)
Pervious area fraction = 0.500
~~ .~ 5~1620010rev.doc Page I of 17 G~
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Process from Point/5tation 201.000 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 a6ove 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(zn.)
Manning's N in gutter = 0.0150
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~ 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)
oepth of flow = 0.280(Ft.), average velocity = 2.098(Ft/s)
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cs 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.
' adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
rtunoff Coefficient = 0.777
oecimal frattion soil group A= 0.000
' Decimal fraction soil group B= 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
rtainfall intensity = 1.863(in/Hr) for a 10.0 year storm
Subarea runoff = 1.592(CFS) for 1.100(ac.)
Total runoff = 3.968(CFS) rotal area = 2.600(ac.)
1 5treet flow at end of street = 3.968(CFS)
Half street flow at end of street = 1.984(CFS)
Depth of flow = 0.295(Ft.), average velocity = 2.191<Ft/s)
Flow width <from curb towards crown)= 9.537(Ft.)
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+++++++++++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++
Process from Point/Station 203.000 to Point/Station 204.000
~ '`*"" SUBAREA FLOW ADDITION *'**`
SINGLE FAMILY (1/4 ACfe LOt)
Runoff Coefficient = 0.806
oecimal fraction soil group A= 0.000
~ oecimal fraction soil group a= 0.100
Decimal fraction soil group C= 0.000
oecimal fraction soil group o= 0.900
RI index for soil(qMC 2) = 73.10
I Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 15.34 min.
aainfall intensity = 1.863(In/Hr) for a 10.0 year storm
5ubarea runoff = 3.155(CFS) for 2.100(ac.)
~ Total runoff = 7.123(CF5) Total area = 4.700(AC.)
, +++++++++++++r+++++++++i-+++i~f~+++++++++++++i~i-+}+}+++i~i~+++++++i+++++++t+
~ >j 1620010rev.doc Page 2 of 17 s~'
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Process from Point/Station 202.000 to Point/Station 205.000
--••=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "---
Top of street segment elevaiion = 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.)
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 = 10.381(CFS)
Depth of flow = 0.381(Ft.), nverage 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 = 19.22 min.
adding area flow to street
SINGLE FAMILY (1/4 ACre LOt)
Runoff Coefficient = 0.741
Decimal fraction soil group a= 0.000
oecimal fraction soil group B= 0.800
Decimal fraction soil group C= 0.000
Decimal fraction soil group o= 0.200
ai index for soil(,4MC 2) = 59.80
Pervious area fraction = 0.500; impervious fraction = 0.500
Rainfall intensity = 1.646(In/Hr) for a 10.0 year storm
Subarea runoff = 5.247(CFS) for 4.300(ac.)
Total runoff = 12.369(CFS) Total area = 9.000(ac.)
Street flow at end of street = 12.369<cFS)
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/5tation 205.000 to aoint/5tation 206.000
""'"=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =---
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Top ot street segment elevation = 12.500(Ft.)
End of street segment elevation = 11.000(Ft.)
~ength 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.)
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.)
51ope 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 = 13.057(CFS)
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oepth 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.
,4dding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
ttunoff Coefficient = 0.744
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 traction = 0.500; Impervious fractio n = 0.500
Rainfall intensity = 1.554(In/Hr) for a 10. 0 year storm
Subarea runoff = 1.156(CFS) for 1.000(AC. )
Total runoff = 13.525(CFS) Total area = 10.000(ac.)
5treet 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)
rvote: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 207.000 to Point/Station 208.000
°°="= SUBAREA FLOW ADDITION *'~==
SINGLE FAMILY (1/4 ACr2 LOt)
rtunoff Coefficient = 0.719
, Decimal fraction soil group a= 0.000
Decimal fraction soil group e= 1.000
oecimal fraction soil group c= 0.000
oecimal fraction soil group o= 0.000
~ RI index for soil(aMC 2) = 56.00
Pervious area fraction = 0.500; Impervious
Time of concentration = 21.33 min.
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fraction = 0.500
Ra~nfall intensity = 1.554(In/Hr) for a 10.0 year storm
Subarea runoff = 4.469(CFS) for 4.000(ac.)
Total runoff = 17.995(CFS) Total area = 14.000(ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/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.)
~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.)
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 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 = 18.766(CFS)
~ »1620010rev.doc Page 4 of 17 1
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oepth of flow = 0.480<Ft.), nverage 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 = Z3.26 min.
ndding area flow to street
~ SINGLE FAMILY (1/4 ACfL LOt)
Runoff Coefficient = 0.714
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 = 0.500; 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.)
rotal runoff = 19.264<cFS) Total area = 15.200(nc.)
Street flow at end of street = 19.264(CF5)
' Half street flow at end of street = 9.632(CFS)
oepth 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/5tation 210.000 to Point/5tation 211.000
~ `= SUBAREA FLOW ADDITION =
SINGLE FAMILY (1/4 ACfe LOt)
~ Runoff Coefficient = 0.725
Decimal fraction soil group a= 0.000
Decimal fraction soil group B= 0.800
~ecimal fraction soil group c= 0.200
~ oecimal 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
5ubarea runoff = 3.761(CF5) for 3.500(ac.)
Total runoff = 23.025(CFS) Total area = 18.700(nc.)
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 212.000
='`"` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~""`=
1 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(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
S1ope 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 = 23.579(CFS)
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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.
~ Distance 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/s)
~ Travel time = 0.72 min. TC = 23.98 min.
ndding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
' ttunoff Coefficient = 0.712
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(nMC 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
)
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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.
Distance that curb overflow reaches into property = 0.87(Ft.)
; Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 212.000 to Point/station 213.000
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s== PIPEFLOW TRAVEL TIME (Program estimated size) ***'~
upstream point/station elevation = 8.500(Ft.)
oownstream point/station elevation = 6.100(Ft.)
' aipe length = 375.00(Ft.) Manning's N= 0.013
No. of pipes = 1 rtequired 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.)
Pipe flow velocity = 7.10(Ft/s)
~ Travel time through pipe = 0.88 min.
Time of concentration (TC) = 24.86 min.
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PrOCe55 from Point/Station 212.000 to Point/Station 213.000
°r~s° CONFLUENCE OF MAIN STREAMS *'"='`
The following data inside Main Stream is listed:
~ In Main Stream number: 1
Stream flow area = 19.600<nc.)
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 Stream No. 2
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PrOCess from Point/Station 214.000 to Point/Station 215.000
°~"~= INITIAL AREA EVALUATION '`-°-
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rnitial area flow distance = 510.000(Ft.)
Top (of initial area) elevation = 26.600(Ft.)
Bottom (of initial area) elevation = 23.000(Ft.)
, Difference in elevation = 3.600(Ft.)
Slope = 0.00706 s(percent)= 0.71
TC = k(0.390)=[(length~3)/(elevation change)]~0.2
, Initial 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)
Runoff Coefficient = 0.749
, 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(AM~ 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction
= 0.500
initial subarea runoff = 2.474(CFS)
Total initial stream area = 1.600(ac.)
, Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
, Process from Point/Station 215.000 to Point/Station 216.000
'"""" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **'~T'
rop 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.)
' 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)
oepth of flow = 0.339(Ft.), 4verage velocity = 1.
fl
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l 597<Ft/s)
street
ow
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ics at midpoint of street travel:
~ tialfstreet flow width = 12.112(Ft.)
Flow velocity = 1.60(Ft/s)
Travel time = 4.70 min. TC = 17.41 min.
ndding area flow to street
, SINGLE FAMILY (1/4 Acre Lot)
rtunoff Coefficient = 0.770
Decimal fraction soil group a= 0.000
oecimal fraction soil group a= 0.500
' oecimal 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(ac.)
Total runoff = 5.822(CFS) Total area = 4.100(.ac.)
Street flow at end of street = 5.822(CFS)
~ Half street flow at end of street = 2.911(cFS)
~epth of flow = 0.364(Ft.), average velocity = 1. 705(Ft/s)
Flow width (from curb towards crown)= 13.611(Ft.)
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Process from Point/Station 217.000 to Point/Station 218.000
*°*=' SUBAREA FLOW ADDITION ="---
SINGLE FAMILY (1/4 ACfe LOt)
, Runoff Coefficient = 0.731
Decimal fraction soil group ,a = 0.000
- Decimal fraction soil group e= 1.000
Decimal fraction soil group C= 0.000
' oecimal fraction soil group D= 0.000
RI index tor soil(aMC 2) 56.00
Pervious area fraction = 0.500; zmpervious
rime of concentration = 17.41 min.
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fraction = 0.500
Rainfall intensity = 1.738(In/Hr) for a 10.0 year storm
Subarea runoff = 1.143(CFS) for 0.900<ac.)
Total runoff = 6.965(cFS) rotal area = 5.000<AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 216.000 to aoint/5tation 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(zn.)
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 fram 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 = 8.009<CF5)
oepth 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. TC = 19.38 min.
adding area flow to street
SINGLE FAMILY (1/4 ACfe LOt)
Runoff Coefficient = 0.804
oecimal fraction soil group A= 0.000
Decimal fraction soil group B= 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 = 1.638(in/Hr) for a 10.0 year storm
5ubarea runoff = 1.976<cFS) for 1.500<nc.)
Total runoff = 8.940(CFS) Total area = 6.500(nc.)
street flow at end of street = 8.940(CF5)
Half street flow at end of street = 4.470(CFS)
Depth of flow = 0.357(Ft.), average velocity = 2 .776(Ft/s)
Flow width (from curb towards crown)= 13.185(Ft.)
++~'+'f Y~'T'F?~'li"F~"I'+Y+++'T'I'++T~"F++++TT+T++++++++T~'++~'~'+'TT'L++'F'F+~'++'F+T+l+++
' »1620010rev.doc Page 8 of 17 `~
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Process from aoint/5tation 220.000 to aoint/5tation Z19.000
---=" SUBAREA FLOW ADDITION =='='~'
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.765
Decimal fraction soil group A= 0.000
Decimal fraction soil group s= 0.500
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.500
RI index for soil(qMC 2) = 65.50
Pervious area fraction = 0.500; Impervious
rime of concentration
Rainfall intensity =
Subarea runoff =
rotal runoff = 11.
= 19.38 min.
1.638(In/Hr) for
2.256(CFS) for 1
fraction = 0.500
a 10.0 year storm
.800(AC.)
196(CFS) Total area
8.300<nc.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/Station 219.000 to Point/Station 221.000
="="' 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
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
rvtanning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
oepth of flow = 0.408(Ft.), Average velocity =
5treetflow hydraulics at midpoint of street travel
Halfstreet flow width = 16.185(Ft.)
Flaw velocity = 2.49(Ft/s)
Travel time = 1.34 min. TC = 20.72 min.
adding area flow to street
SINGLE FAMILY (1/4 Act'e Lot)
2unoff 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 ~= 0.300
RI index for soil<qMC 2) = 61.70
11.736(CFS)
2.487(Ft/s)
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) Total area = 9.100(ac.)
Street flow at end of street = 12.138(CFS)
Half street flow at end of street = 6.069(CFS)
Depth of flow = 0.412(Ft.), average velocity = 2.507(Ft/s)
Flow width (from curb towards crown)= 16.405(Ft.)
+++++++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++
Process from aoint/5tation 222.000 to aoint/Station 223.000
---= SUBAREA FLOW ADDITION ="-~•-
' »1620010rev.doc Page 9 of 17 ~
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SINGLE FAMILY (1/4 ACre LOt)
Runoff Coefficient = 0.801
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; Impervious fraction = 0.500
Time of concentration = 20.72 min.
Rainfall intensity = 1.579(in/Hr) for a 10.0 year storm
Subarea runoff = Z.530<CFS) for 2.000<ac.)
Total runoff = 14.668(CFS) rotal area = 11.100(4c.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 221.000 to aoint/Station 224.000
"=~~ STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *=*=
rop of street segment elevat~on = 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.)
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
~istance 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(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 = 17.112(CFS)
oepth of flow = 0.433<Ft.), average velocity = 3.064(Ft/s)
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.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.745
oecimal fraction soil group a= 0.000
oecimal fraction soil group e= 0.500
Decimal fraction soil group C= 0.300
oecimal fraction soil group o= 0.200
RI index for soil(aMC 2) = 63.70
Pervious area fraction = 0.500; Impervious fraction = 0.500
aainfall intensity = 1.452(In/Hr) for a 10.0 year storm
Subarea runoff = 4.004(CFS) for 3.700(AC.)
Total runoff = 18.671(CFS) Total area = 14.800(ac.)
street flow at end of street = 18.671(cFS)
Half street flow at end of street = 9.336(CFS)
~epth of flow = 0.443(Ft.), average velocity = 3.151(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000<Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 224.000 to Point/5tation 213.000
~=='" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ^'--°
' S51620010rev.doc Paee 10 of 17 13
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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(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
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = Z.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 = 0.487(Ft.), average velocity = 2
Note: depth of flow exceeds top of street crown.
5treetflow 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)
rtunoff Coefficient = 0.737
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 0.500
Decimal fraction soil group C= 0.500
Decimal fraction soil group o= 0.000
RI index for soil(aMC 2) = 62.50
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity = 1.411(in/Hr) for a 10.0
5ubarea runoff = 1.041(CFS) for 1.000<AC.)
rotal runoff = 19.712(CFS) Total area =
5treet flow at end of street = 19.712(CF5)
Half street flow at end of street = 9.856(CF5)
oepth of flow = 0.490<Ft.), average velocity = Z
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)
, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 224.000 to Point/Station 213.000
~~'~= CONFLUENCE OF MAIN STREAMS =*~'~'
, The following data inside Main Stream is listed:
In Main Stream number: 2
5tream flow area = 15.800(AC.)
Runoff from this stream = 19.712(CFS)
rime of concentration = Z5.41 min.
' Rainfall intensity = 1.411(In/Hr)
5ummary of stream data:
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No. (CFS) (min)
1 23.959 24.86
2 19.712 25.41
~argest stream flow has longer
Qp = 23.959 + sum of
Qd Tb/Td
19.712 =' 0.978 =
Rainfall intensity
(I~/Hr')
1.429
1.411
or shorter time of concentration
19.281
, »1620010rev.doc Page 11 of 17 le~l
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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 lenyth = 185.00<Ft.) Manning's N= 0.013
~ No. of p~pes = 1 Required pipe flow = 43.240(CF5)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 43.240(cFS)
Normal flow depth in pipe = 29.34(in.)
, Flow top width inside pipe = 20.72(In.)
Critical Depth = 26.19(In.)
Pipe flow velocity = 7.75(Ft/s)
Travel time through pipe = 0.40 min.
~ Time of concentration (TC) = 25.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 213.000 to Point/5tation 225.000
, '."'.° CONFLUENCE OF MAIN STREAMS '=k=-
The following data inside htain 5tream is listed:
zn ntain Stream number: 1
, Stream flow area = 35.400<AC.)
Runoff from this stream = 43.240(CFS)
Time of concentration = 25.26 min.
Rainfall intensity = 1.416(In/Hr)
' Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from Point/Station 226.000 to Point/Station 227.000
*'`°'* INITIAL AREA EVALUATION *='"*
Initial area tlow distance = 600.000(Ft.)
, Top <of initial area) elevation = 22.800(Ft.)
aottom (of initial area) elevation = 16.800(Ft.)
oifference 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 = 2.071(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
, Runoff Coefficient = 0.820
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 D= 1.000
/
~ >j1620010rev.doc Page 13 of 17 ~~
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' rti index for soil(arviC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
t znitial subarea runoff = 1.189(CFS)
rotal initial stream area = 0.700(ac.)
Pervious area fraction = 0.500
' ++++++'i"{'+++i'i'+++'f'f+~'+f'++'f+i'++++'f'F+i'+++T++i"~'F++++~'+'~"F"F+++++++++++++'F+~'~
Process from aoint/Station 227.000 to Point/5tation 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.)
Length of street segment = 135.000(Ft.)
Height of curb above gutter flowline = 6.0(rn.)
, 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(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)
oepth of flow = O.Z85(Ft.), ,4verage 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. TC = 14.38 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
, Runoff Coefficient = 0.816
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
ttr 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) rotal area = 1.800(nc.)
street flow at end of street = 2.922(CFS)
Half street flow at end of street = 1.461(cF5)
' ~epth 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 FLOW ADDITION *--°
SINGLE FAMILY (1/4 Acre Lot)
, Runoff coefficient = 0.816
Decimal fraction soil group A= 0.000
Decimal fraction soil group B= 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
' Time of concentration = 14.38 min.
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rtainfall intensity = 1.931(In/Hr) for a 10.0 year storm
Subarea runoff = 4.568(CFS) for 2.900(ac.)
Total runoff = 7.490<cFS) rotal area = 4.700<ac.)
~'+++++i'+++++++++i't't'+++~'++i'++'F+++'F'f'f ~'++++~"f i'F++'f i' i'+++++++++++i i'+~'++'F i'++
Process from Point/Station .228.000 to Point/Station 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<zn.)
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 = 10.199(CFS)
oepth of flow = 0.412(Ft.), average velocity = 2.107(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.406<Ft.)
Flow velocity = 2.11(Ft/s)
Travel time = 4.75 min. rC = 19.13 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
ttunoff Coefficient = 0.805
Decimal fraction soil group n= 0.000
oecimal fraction soil group a= 0.000
~ecimal fraction soil group C= 0.000
Decimal fraction soil group o= 1.000
RI index for soil(AMC 2) = 75.00
Pervious area fraction = 0.500; zmpervious fraction = 0.500
Rainfall intensity = 1.650(In/Hr) for a 10.0 year storm
Subarea runoff = 4.514(CF5) for 3.400(ac.)
Total runoff = 12.004<CFS) Total area = 8.100(AC.)
5treet flow at end of street = 12.004(CF5)
Half street flow at end of street = 6.002(cFS)
~epth of flow = 0.430(Ft.), average velocity = 2.191(Ft/s)
Flow width (from curb towards crown)= 17.511(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/5tation 232.000 to Point/Station 233.000
""'*~` SUBAREA FLOW ADDITION '~"*'
SINGLE FAMILY (1/4 ACre Lot)
Runoff Coefficient = 0.805
oecimal fraction soil group 4= 0.000
Decimal fraction soil group B= 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
Time of concentration = 19.13 min.
Rainfall intensity = 1.650(Zn/Hr) for a 10.0 year storm
Subarea runoff = 2.124<CFS) for 1.600(ac.)
' »1620010rev.doc Page 14 of 17 ~1
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Total runoff = 14.128(cF5) rotal area = 9.700(ac.)
++++++++++++++++++++++++++++++++++++++++±+++++++++++++++=+++++++++++++
Process from Point/5tation 231.000 to Point/Station 234.000
~=== STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =---
Top of street segment elevation = 12.600<Ft.)
End of street segment elevation = 6.300<Ft.)
Length 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.)
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 flawline = 2.000<in.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's rv from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 15.949(CFS)
oepth of flow = 0.410(Ft.), average velocity = 3 .322(Ft/s)
Streetflow 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 ACr2 LOt)
Runoff Coefficient = 0.790
oecimal fraction soil group n= 0.000
oecimal fraction soil group a= 0.100
oecimal fraction soil group C= 0.100
oecimal fraction soil group o= 0.800
RI index for soil(aMC 2) = 72.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.558(In/Hr) for a 10.0 year storm
Subarea runoff = 3.076(CFS) for 2.500(ac.)
Total runoff = 17.205(CF5) rotal area = 12.200(ac.)
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. 383(Ft/s)
Flow width (from curb towards crown)= 16.838(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from Point/5tation 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.)
~ength 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.)
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.)
~ »1620010rev.doc Page 15 of 17 ~
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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 = 20.519(CFS)
oepth of flow = 0.476(Ft.), ,4verage velocity = 2 .886(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 = 2.89(Ft/s)
Travel time = 0.98 min. TC = 22.21 min.
adding area flow to street
SINGLE FAMILY (1/4 A~~e LOt)
Runoff Coefficient = 0.777
Decimal fraction soil group n= 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(a,MC 2) = 70.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 1.520(In/Hr) for a 10.0 year storm
5ubarea runoff = 5.551(CFS) for 4.700<ac.)
Total runoff = 22 J56(CFS) rotal area = 16.900(/+c.)
Street flow at end of street = 22.756(CFS)
Half street flow at end of street = 11.378(CFS)
Depth of flow = 0.488(Ft.), Average velocity = 3. 007(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 234.000 to Point/station 225.000
'';'" CONFLUENCE OF MAIN STREAMS TM**"
The following data inside htain stream is listed:
zn Main stream number: 2
Stream flow area = 16.900(ac.)
Runoff from this stream = 22.756(CFS)
rime of concentration = 22.21 min.
rtainfall intensity = 1.520(zn/Hr)
Summary of stream data:
stream Flow rate TC rtainfall intensity
No. (CFS) (min) (In/Hr)
1 43.240 25.26 -~'lP~ ~~ 1.416
2 22. 756 22.21-~~D ~ 1. 520 ~- ~b =~1.~; ~-~
~argest stream flow has longer time of concentration
Qp = 43.240 + sum of
Qb Ia/rb
22.756 " 0.932 = 21.204
Qp = 64.445
Total of 2 main streams to confluence:
Flow rates before confluence point:
43.240 22.756
area of streams before confluence:
35.400 16.900
Results of confluence: /~C~~~~-~ r~-~(J
Total flow rate = 64.445(CFS)/
Time of concentration = 25.257 min.
Effective stream area after confluence = 52.300(ac.)
, ~~ 1620010rev.doc Page 16 of 17 `~
'
1
' +++++++++++}}}}}}}}++}}+}}}+}+++}+++}}+}+}+++++}+++}}++i~+++}}++}+}++r}
ProCess from Point/Station 225.000 to Point/Station 235.000
°`'`° pIpEFLOW TRAVEL TIME (Program estimated size) ==°*
_ upstream point/station elevation = 5.000(Ft.)
' Downstream point/station elevation = 0.000(Ft.)
Pipe lenQth = 200.00(Ft.) Manning'S N= 0.013
No. of pipes = 1 Required pipe flaw = 64.445(CF5)
Nearest computed pipe diameter = 30.00(In.)
' Calculated individual pipe flow = 64.445(CFS)
Normal flow depth in pipe = 24.42(In.)
Flow top width inside pipe = 23.34(In.)
Critical depth could not be calculated.
' aipe flow velocity = 15.06(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (rC) = 25.48 min.
' End of computations, total study area = 52.30 <ac.)
The following figures may
be used for a unit hydrograph study of the same area.
, area averaged pervious area fraction(Ap) = 0.500
nrea averaged rt2 index number = 66
0
.
t
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, »1620010rev.doc Page 17 of 17 ~
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L.
Riverside County Rational Hydrology Program
~,: CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2001 Version 6.4
Rational Hydrology study Date: 06/23/04 File:5516200100.out
--------------------------------------------------------------------
TRACT 29961 JOB NOS.5516
100-VEAR STORM FREQUINCY; HYDROLOGY USING RATIONAL METHOD
- BASIN-200 (2CV tS60 p~~, ~p~ µo. 32C1p<(-
ADKAN ENGINEERS
~ ----------- ------------------------- ------------------ --
°**~=*°*' Hydrology 5tudy control snformation *====**===
English (in-lb) units used in input data file
. -------------------------------------------------------------
ADKAN Engineers, Riverside, California - S/N 561
----------------------------------------------- ------------------------
~ Rational Method tiydrology Program based on
ftiverside County Flood control & water Conservation ~istrict
1978 hydrology manual
1 storm event (year) = 100.00 antecedent Moisture Condition = 2
Standard intensity-duration curves data (alate D-4.1)
For the [ Murrieta,rmc,anch 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 = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(in/Hr)
1 Slope of intensity duration curve = 0.5500
1
+~++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 201.000
~ ~"=°' INITIAL AREA EVALUATION '`="~=
Initial area flow distance = 500.000<Ft.)
Top (of initial area) elevation = 26.800(Ft.)
eottom (of initial area) elevation = Z3.300(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.
~ Rainfall intensity = 3.062(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.798
~ecimal fraction soil group 4= 0.000
~ Decimal 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
Pervious area fraction = 0.500; Impervious fraction = 0.500
~ Znitial subarea runoff = 3.666(CFS)
Total initial stream area = 1.500(AC.)
Pervious area fraction = 0.500
'~ .
~~ 5516200100rev.doc Page 1 of 17 ~~
~
'
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++++++++++++++~+}+++++++++i}++++}}}}+}}+}++++++++}+++++++++++++++++}}}
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.)
Length of street segment = 340.000(Ft.)
Height of curb above gutter flowline = 6.0(rn.)
Width of halt 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
~
~
~
I
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 =
oepth of flow = 0.313<Ft.), average velocity =
Streetflow hydraulics at midpoint of street travel
Halfstreet flow width = 10.588(Ft.)
Flow velocity = 2.31(Ft/5)
Travel time = 2.46 min. TC = 15.09 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff coefficient = 0.809
~ecimal fraction soil group a= 0.000
oecimal fraction soil group a= 0.500
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.500
RZ index for soil(AMC 2) = 65.50
5.010(CFS)
2.307(Ft/s)
Pervious area fraction = 0.500; rmpervious fraction
Rainfall intensity = 2.777(In/Hr) for a 100.0
5ubarea runoff = 2.472(CF5) for 1.100(ac.)
Total runoff = 6.138<CFS) Total area =
5treet tlow at end of street = 6.138<CFS)
Half street flow at end of street = 3.069(CF5)
Depth of flow = 0.329(Ft.), average velocity = 2
Flow width (from curb towards crown)= 11.566<Ft.)
= 0.500
year storm
2.600(ac.)
417(Ft/5)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 203.000 to Point/Station 204.000
*'''`'' SUBAREA FLOW ADDITION °°"'
~'
~
~
~
SINGLE FAMILY (1/4 ACre LOt)
Runoff coefficient = 0.832
Decimal fraction soil group 4= 0.000
oecimal fraction soil group B= 0.100
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.900
rtz index for soil(aMC 2) = 73.10
aervious area fraction = 0.500; Impervious
Time of concentration = 15.09 min.
fraction = 0.500
Rainfall intensity = 2.777(In/Hr) for a 100
subarea runoff = 4.855<CFS) for 2.100<Ac
Total runoff = 10.993(CF5) Total area =
year storm
4.700(AC.)
~ >j 16200100rev.doc Paee 2 of 17 ~
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1
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~
~
arocess from Point/Station 202.000 to aoint/Station 205.000
*^'`=" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ='=='=
Top ot street segment elevation = 19.300(Ft.)
End of street segment 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
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 = 0.429(Ft.), average velocity = 2
Streettlow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.4Z1(Ft.)
Flow velocity = 2.95(Ft/s)
Travel time = 3.50 min. rC = 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 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
Pervious area fraction = 0.500; impervious fraction
rtainfall intensity = 2.476(In/Hr) for a 100.0
Subarea runoff = 8.310(cFS) for 4.300(ac.)
Total runoff = 19.303(CF5) Total area =
Street flow at end of street = 19.303(CFS)
Half street flow at end of street = 9.651(CFS)
oepth of flow = 0.449(Ft.), average velocity = 3.
Note: depth of flow exceeds top of street crawn.
Flow width (from curb towards crown)= 18.000(Ft.)
000(Ft
16.021<CFS)
953<Ft/s)
= 0.500
year storm
9.000<AC.)
140<Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/Station 205.000 to Point/Station 206.000
°*'''° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **u="
Top ot street segment elevation = 12.500(Ft.)
End of street segment elevation = 11.000(Ft.)
~ength 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.)
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
rvtanning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
~ ~516200100rev.doc Page 3 of 17 2~j
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d
fl
Est
mate
mean
ow rate at midpoint of street = 20.37i(CF5)
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 = Z0.35 min,
,4dding 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 e= 0.700
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.300
rti index for soil(aMC 2) = 61.70
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.356(zn/Hr) for a 100.0 year storm
subarea runoff = 1.845<CFS) for 1.000(ac.)
Total runoff = 21.147(CF5) Total area = 10.000(AC
)
~ 5treet flow at end of street = Z1.147(CFS) .
Half street flow at end of street = 10.574(cFS)
Depth 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 *k*="
~
~'
,~
~
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.761
Decimal fraction soil group A= 0.000
Decimal fraction soil group e= 1.000
Decimal fraction soil group C= 0.000
Decimal fracticn soil group D= 0.000
RI index for soil(aMC 2) = 56.00
Pervious area fraction = 0.500; Zmpervious
Time of concentration = 20.35 min.
fraction = 0.500
rtainfall ~ntensity = 2.356(in/Hr) for a 100.0 year storm
Subarea runoff = 7.176(CFS) for 4.000<ac.)
rotal runoff = 28.323(CFS) rotal area = 14.000<ac.)
+i'+i"~++~'+'f+'++'F+++++t++'F++ri'++'F'~++++++'I'++++'+++++' i'+~' i'+"I'+++++i"t+'F++++++++
arocess from aoint/5tation 206.000 to aoint/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.)
Length of street segment = 300.000<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 wicith = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
~ ~~ 16200100rev.doc Paee 4 of 17 2~
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f
Mann
ng
s N
rom 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.
Distance 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)
aunoff Coefficient = 0.757
oecimal fraction soil group n= 0.000
, Decimal fraction soil group a= 1.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 0.000
RI index for SOII(AMC 2) = 56.00
, aervious area fraction = 0.500; Impervious fraction = 0.500
` Rainfall intensity = 2.254(zn/Hr) for a 100.0 year storm
Subarea runoff = 2.048(CFS) for 1.200(ac.)
Total runoff = 30.372(CFS) Total area = 15.Z00(AC.)
Street flow at end of street = 30.372(CFS)
~. Nalf street flow at end of street = 15.186(CFS)
oepth 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.
~ oistance 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 aoint/station 211.000
'=''^' SUBAREA FLOW ADDITION *==*
~ SINGIE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.767
Decimal fraction soil group A= 0.000
~ Decimal fraction soil
Decimal fraction soil group e=
rou
C= 0.800
0
200
g
p .
Decimal fraction soil group o= 0.000
RI index for soil(aMC 2) = 58. 60
! Pervious area fractio
rime of concentration n = 0.500;
= 22
06 Impervious fraction = 0.500
min
,
Rainfall intensity = .
2.254( .
In/Hr) for a 100.0 year storm
Subarea runoff = 6.054(CFS) for 3.500(nc.)
~• Total runoff = 36 .426(CFS) Total area = 18.700(ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to aoint/statio~ 212.000
^^^=' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '---
Top ot 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<rn.)
Width of half street (curb to crown) = 18.000(Ft.)
Distan ce from crown to crossfall grade b reak = 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 str eet
• oistan ce from curb to property line = 10.000(Ft.)
~.
» 16ZOOl00rev.doc Page ~ of 17 ~
~.
~
~
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 = 37.303(CFS)
Depth 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 = i.10(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
Flow velocity = 3.06(Ft/s)
' Travel time = 0.65 min. TC = Z2.71 min.
Adding area flow to street
SINGLE FAMILY (1/4 ACfe LOt)
Runoff Coefficient = 0.756
~. Decimal fraction soil group A= 0.000
Decimal fraction soil group 6= 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
R
inf
ll i
t
it
2
218
f
a
a
n
ens
y =
.
(In/Hr)
or a 100.0 year storm
5ubarea runoff = 1.509(CFS) for 0.900(AC.)
~ Total runoft = 37.935(CFS) Total area = 19.600(AC.)
5treet flow at end of street = 37.935<CF5)
Half street flow at end of street = 18.967(CFS)
oepth of flow = 0.605(Ft.), nverage 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
r~k'• pIpEFLOW TRAVEL TIME (Program estimated size) =*'s=
~ Upstream point/station elevation = 8.500(Ft.)
Downstream point/station elevation = 6.100(Ft.)
Pipe lenc~th = 375.00(Ft.) Manning's N= 0.013
No. af pipes = 1 Required pipe flow = 37.935(CFS)
Nearest computed pipe diameter = 33.00(zn.)
Calculated individual pipe flow = 37.935(CFS)
Normal flow depth in pipe = 24.40(in.)
Flow top width inside pipe = 28.97(In.)
~ Critical oepth = 24.60(In.)
Pipe flow velacity = 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 MAZN STREAMS ='""="
The following data inside Main Stream is listed:
zn Main stream number: 1
I stream flow area = 19.600<ac.)
Runoff from this stream = 37.935<CFS)
rime of concentration = 23.48 min.
, Rainfall intensity = 2.178(In/Hr)
~ »16200100rev.doc Paee 6 of 17 ~°
!
~
Program is now starting with Main Stream No. 2
~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 214.000 to Point/5tation 215.000
~'=~= INZTIAL AREA EVALUATION *==*
~ initial area flow distance = 510.000(Ft.)
rop (of initial area) elevation = 26.600(Ft.)
eottom (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
Initial area time of concentration = 12.716 min.
~ ttainfall intensity = 3.052(in/Hr) tor a 100.0 year storm
SINGLE FAMILY (1/4 ACt"2 LOt)
Runoff Coefficient = 0.785
Decimal fraction soil group q= 0.000
~ Decimal 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
Initial subarea runoff = 3.833(CF5)
Total initial stream area = 1.600(ac.)
Pervious area fraction = 0.500
~ +++++++++++++++++++++
+++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 216.000
r
~'=== STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *='=^
~, Top of street segment elevation = 23.000(Ft.)
End of street segment elevation = Z0.800(Ft.)
Length of street segment = 450.000(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.)
51ope from gutter to grade break (v/hz) = 0.017
Sl
f
d
1 ope
rom gra
e 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.
,4dding area flow to street
~ SINGLE FAMILY (1/4 Acre Lat)
~ rtunoff Coefficient = 0.804
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 D= 0.500
ttI index for soil(qMC 2) = 65.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
~ aainfall intensity = 2.605(in/Hr) for a 100.0 year storm
, »16200100rev.doc Page 7 of 17 7i~'
~
, b
, 5u
area runoff = 5.240(CFS) for 2.500(ac.)
Total runoff = 9.072(CFS) Total area = 4.100(ac.)
~ Street flow at end of street = 9.072(CFS)
Half street flow at end of street = 4.536(CF5)
Depth of flow = 0.410(Ft.), average velocity = 1.895(Ft/s)
Flow width (from curb towards crown)= 16.310(Ft.)
~ ++++++++++
+
+
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 217.000 to Point/Station 218.000
~ *=='= SUBAREA FLOW ADDITION =^**
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.771
' Decimal fraction soil group a= 0.000
oecimal fraction soil group 6= 1.000
Decimal fraction soil group C= 0.000
oecimal fraction soil group D= 0.000
RI index for soil(nMC 2) = 56.00
; aervious area fraction = 0.500; zmpervious fraction = 0.500
rime
f
i
o
concentrat
on = 16.95 min.
Rainfall intensity = 2.605(In/Hr) for a 100.0 year storm
5ubarea runoff = 1.808<cF5) for 0.900(ac.)
~ Total runoff = 10.880<CF5) Total area = 5.000(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~ Process from Point/Station 216.000 to aoint/Station 219.000
~'== STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ="=**
~
~
~
,
~
Top ot street segment elevation = 20.800(Ft.)
End of street segment elevation = 16.500(Ft.)
~ength 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.)
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 = 12.512(CFS)
oepth of flow = 0.390(Ft.), Average velocity = 3 .006(Ft/s)
streetflow hydraulics at midpoint of street travel:
Haltstreet flow width = 15.140<Ft.)
Flow velocity = 3.01(Ft/s)
Travel time = 1.77 min. rC = 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 B= 0.000
oecimal fraction soil group c= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(AMC 2) = 75.00
aervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.466(in/Hr) for a 100.0 year storm
subarea runoff = 3.076(CP5) for 1.500<AC.)
Total runoff = 13.956(CFS) Total area = 6.500(ac.)
~ »16200100rev.doc Page 8 of 17 ~
~~
~ Street flow at end of street = 13.956(CFS)
Half street flow at end of street = 6.978<CFS)
~ Depth of flow = 0.402(Ft.), Average velocity = 3.086(Ft/s)
Flow width (from curb towards crown)= 15.825(Ft.)
+++++++++++++++++++++++++++++++++++++}++L+++++++++++++++++ITT+++++++++
~ Process from Point/Station 220.000 to Point/Station 219.000
=~== SUBAREA FLOW ADDITION ==="`
~ SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.800
oecimal fraction soil group a= 0.000
Decimal fraction soil group a= 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
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<nc.)
rotal runoff = 17.508(CFS) Total area = 8.300(ac.)
j +++++++++++++++++++++++++++++++++++++++++
+++++++++++++++++++++++++++++
Process from Point/Station 219.000 to Point/Station 221.000
` ~~** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =**°
~
'
LJ
~
~~
,
~
J
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<zn.)
w~dth 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.
51ape 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 = 0.457(Ft.), nverage 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 = 2.85(Ft/s)
Travel time = 1.17 min. TC = 19.90 min.
adding area flow to street
SINGLE FAMILY (1/4 ACr2 LOt)
Runoff Coefficient = 0.784
oecimal 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
Rr index for soil(aMC 2) = 61.70
Pervious area fraction = 0.500;
aainfall intensity = 2.386<
Subarea runoff = 1.496(CFS)
rotal runoff = 19.005(CFS)
Street flow at end of street =
» 16200100rev.doc
000(Ft
18.352<CF5)
2.850(Ft/5)
impervious fraction = 0.500
In/Hr) for a 100.0 year storm
for 0.800(AC.)
Total area = 9.100(ac.)
19.005(CFS)
Paee 9 of 17
Z \
~
~
LJ
~
~
~
~
~
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'
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,
~
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 crawn.
Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from aoint/Station 222.000 to Point/Station 223.000
''==^" SUBAREA FLOW ADDITION ''**=
SINGLE FAMILV (1/4 ACre Lot)
rtunoff Coefficient = 0.829
Decimal fraction soil group a= 0.000
oecimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(arvtC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 19.90 min.
Rainfall intensity = 2.386(in/Hr) for a 100.0 year storm
5ubarea runoff = 3.957(cF5) for 2.000<ac.)
rotal runoff = 22.962<CF5) Total area = 11.100(4c.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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.)
Length 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 crossrali grade break = 16.
5lope 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 rv 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 = 3
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)
rravel time = 2.89 min. rC = 22.78 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.785
oecimal fraction soil group a= 0.000
Decimal fraction soil group e= 0.500
oecimal fraction soil group C= 0.300
oecimal fraction soil group D= 0.200
RI index for soil(nMC 2) = 63.70
Pervious area fraction = 0.500; zmpervious fraction
Rainfall intensity = 2.214(In/Hr) for a 100.0
5ubarea runoff = 6.432(CFS) for 3.700(AC.)
Total runoff = 29.394(CFS) Total area =
5treet flow at end of street = 29.394<CF5)
000(Ft
26.789(cFS)
637(Ft/s)
= 0.500
year storm
14.800(AC.)
~ »16200100rev.doc Page 10 of 17 ~
~
~ lf
Ha
street flow at end of street = 14.697(CFS)
oepth of flow = 0.495<Ft.), qverage velocity = 3.773(Ft/s)
Note: depth of flow exceeds top of street crown.
~ Flow width (from curb towards crown)= 18.000(Ft.)
+~'+~"~'+~'~'+~'+~'++++~'++'F~'+++++~'+'~+~'++++++++'F~'++++'}J'1+~'+'~'tT~~'~'~'+++t'++'+++'~+}
~ arocess from aoint/Station 224.000 to Point/Station 213.000
°t="= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITZON ***=
rop 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(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
~ 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.)
1 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 = 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.
oistance that curb overflow reaches into property = 3.23(Ft.)
Streetflow hydraulics at midpoint of street travel:
~ Halfstreet flow width = 18.000(Ft.)
Fiow velocity = 2.89(Ft/s)
Travel time = 1.13 min. TC = 23.91 min
.
adding area flow to street
~ SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.778
Decimal fraction soil group A= 0.000
~ecimal fraction soil group B= 0.500
~ Decimal fraction soil group C= 0.500
Decimal fraction soil group D= 0.000
RI index for soil(aMC 2) = 62.50
aervious area fraction = 0.500; Impervious fraction = 0.500
~ Rainfall intensity = 2.156(In/Hr) for a 100.0 year storm
5ubarea runoff = 1.678(CFS) for 1.000(AC.)
Total runoff = 31.072(CFS) Total area = 15.800(AC.)
Street flow at end of street = 31.072(CFS)
, Half street flow at end of street = 15.536(cFS)
oepth 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.
~ Distance that curb overflow reaches into property = 3.45<Ft.)
Flow width (from curb towards crown)= 18.000(Ft.)
, 'I'+++++a'+++++'F+++++'F+}++~'}i~"~++~'+'f+i'i'+++i'~'i'++~'+++++~'++++++++++++++~"F+~'T
aro
f
i
cess
rom Po
nt/5tation 224.000 to Point/5tation 213
000
.
'`='='' CONFLUEN~E OF MAIN STREAMS *'°*='
~ The following data inside Main Stream is listed:
in Main Stream number: 2
5tream flow area = 15.800(ac.)
~ ttunoff from this stream = 31.072(CFS)
~ » 16200100rev.doc Page I 1 of 17 ~~
'
,
Time of concentration = 23.91 min.
Rainfall inten5ity = 2.156(In/Hr)
Summary of stream data:
~ Stream Flow rate TC Rainfall Intensity
NO. (CFS) (min) (In/Hr)
I 1
37.935 23.48 2,17g
2 31.072 23.91 2.156
~argest stream flow has longer or shorter time of concentration
~ Qp = 37.935 + sum of
Qa Tb/Ta
31.072 = 0.982 = 30.520
~ Qp = 68.455
T
t
l
f 2
i
o
a
o
ma
n 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(CFS)
Time of concentration = 23.483 min.
! Effective stream area after confluence = 35.400(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/5tation 213.000 to aoint/Station 225
000
' .
'°*" PIPEFLOW TRAVEL TIME (Program estimated size) =*'*
upstream point/station elevat~on = 6.100(Ft.)
Downstream point/station E12vdti0fl = 5.000(Ft.)
~ Pipe lenyth = 185.00(Ft.) Manning's u= 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(GFS)
Normal flow depth in pipe = 30.66(zn.)
M Flow top width inside pipe = 37.30(In.)
critical oepth = 31.14(In.)
Pipe flow velocity = 9.10(Ft/s)
Travel time through pipe = 0.34 min.
~ Time of concentration (rC) = 23.82 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
~ Process from Point/Station Z13.000 to aoint/5tation 225.000
~ ~~"'` CONFWENCE OF MAIN STREAMS u*''=
rhe following data inside Main Stream is listed:
1 zn Main Stream number: 1
Stream flow area = 35.400(nc.)
rtunoff from this stream = 68.455<CFS)
Time of concentration = 23.82 min.
, rtainfall intensity = 2.161(zn/Hr)
Program is now starting with Main Stream No. 2
~ ++++i'+}+'F~'+~'+'+++~"I';'++~'+~'~'++++'~+++T'I"F++++~'+++~'++~'++T'F'F'f+'F+~"~'F+++'~++++~'+
arocess from Point/5tation 226.000 to aoint/station 227.000
~=="= INITIAL AREA EVALUATION =--°
~
' »16200100rev.doc Page 13 of 17 ~"
~I
~
r
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U
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,
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,
initial area flow distance = 600.000(Ft.)
rop (of initial area) elevation = 22.800(Ft.)
aottom (of initial area) elevation = 16.800(Ft.
oifference in elevation = 6.000(Ft.)
slope = 0.01000 s(percent)= 1.00
rC = k(0.390)-[(length~3)/(elevation change)]~0.2
Initial area time of concentration = 12.657 min.
Rainfall intensity = 3.059(in/Hr) for a 100
SINGLE FAMILY (1/4 ACre Lot)
Runoff Coefficient = 0.843
oecimal fraction soil group a= 0.000
Decimal fraction soil group e= 0.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group D= 1.000
RI index for soil(qMC 2) = 75.00
0 year storm
Perv~ous area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 1.805(CFS)
Total initial stream area = 0.700(nc.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from aoint/5tation 227.000 to aoint/Station 228.000
~~'`* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ''~"'~
rop ot 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.)
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 str eet
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 fram 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 = 0.316<Ft.), nverage ve locity =
Streetflow hydraulics at midpoint of str eet 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
Decimal fraction soil group B= 0.000
Decimal fraction soil group C= 0.000
oecimal fraction soil group D= 1.000
ftr index for soil(aMC 2) = 75.00
3.224(CFS)
1.433(Ft/s)
Pervious area fract~on = 0.500; Impervious fraction
Rainfall intensity = 2.869(In/Hr) for a 100.0
5ubarea runoff = 2.650(CFS) for 1.100(ac.)
Total runoff = 4.45i(CFS) Total area =
Street flow at end of street = 4.455(CFS)
tialf street flow at end of street = 2.227(CFS)
oepth of flow = 0.344(Ft.), average velocity = 1
Flow width (from curb towards crown)= 12.415(Ft.)
- 0.500
year storm
1.800(ac.)
544(Ft/s)
~ ~516200100rev.doc Page 13 of17 33
~
,
+++~'l+i"F++++~'~'++} j'+++++++}TTTLTL++T+'F+~'+++t+l j'{'~'}'{'+++}}'{"~?+t++}~'+'~++++
arocess from aoint/5tation 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 e= 0.000
Decimal fraction soil group C= 0.000
I Decimal fraction soil group D=
RI index for soil(AMC Z) 75. 1.000
00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Time of concentration = 14.23 min.
, Rainfall intensity = 2.869(
Subarea runoff = 6.986(CFS) In/Hr) for a 100.0 year storm
for 2.900(ac.)
Total runoff = 11.441(CFS) Total area = 4 J 00(AC.)
~
~
,
~
~
'
i
'
'
,
,
L_J
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
arocess from aoint/Station 228.000 to Point/Station 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.)
Length of street segment = 600.000(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
oistance from curb to property line = 10.000(Ft.)
Siope 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 =
oepth of flow = 0.458(Ft.), Average velocity = 2
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
ttalfstreet flow width = 18.000(Ft.)
Flow velocity = 2.40(Ft/s)
Travel time = 4.16 min. TC = 18.39 min.
adding area flow to street
SING~E FAMILY (1/4 ACr2 LOt)
Runoff coefficient = 0.832
~ecimal fraction soil group a= 0.000
oecimal fraction soil group a= 0.000
oecimal fraction soil group C= 0.000
Decimal fraction soil group o= 1.000
RI index for soil<nMC 2) = 75.00
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity = 2.492(In/Hr) for a 100.0
Subarea runoff = 7.047(CFS) 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(cFS)
Depth 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.)
000(Ft.)
15.579<CF5)
405(Ft/s)
= 0.500
year storm
8.100(AC.)
574(Ft/s)
' » 16200100rev.doc Page 14 of 17 ~/ ~
~
,
~
'
'
~
,
~
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~
~
,
~
~
'
C
~
,
+++++++++++++++++++}}}+}+}+}}'r+++}}+}+}++++}}+++}}}}'r++}'r++'r++++}+++}+
Process from aoint/Station 232.000 to aoint/Station 233.000
'°='=" SUBAREA FLOW ADDITSON '-°-
SINGLE FAMILY (1/4 Acre Lo
Runoff Coefficient = 0.832
Decimal fraction soil
oecimal fraction soil
Decimal fraction soil
~ecimal fraction soil
Rz index for soil(qMC
Pervious area fraction
rime of concentration
Rainfall intensity =
Subarea runoff =
Total runoff = 21.
group A = 0.000
group a = 0.000
group C = 0.000
group o = 1.000
2) = 75.00
= 0.500; Impervious
= 18.39 min.
fraction = 0.500
2.492(in/Hr) for a 100.0 year storm
3.316(CF5) for 1.600(ac.)
804(CF5) Total area = 9.700(nc.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 231.000 to Point/Station 234.000
''"~° STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION 'F---
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(In.)
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 firom 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 = 0.458(Ft.), nverage velocity = 3
Note: depth of flow exceeds top of street crown.
5treetflow hydraulics at midpoint of street travel:
tialfstreet flow width = 18.000(Ft.)
Flow velocity = 3.80(Ft/s)
Travel time = 1.84 min, rC = 20.23 min.
Adding area flow to street
SINGLE FAMILY (1/4 acre LOt)
rtunoff coefficient = 0.821
Decimal fraction soil group A= 0.000
oecimal fraction soil group s= 0.100
Decimal fraction soil group C= 0.100
Decimal traction soil group D= 0.800
RI index for soil(aMC 2) = 72.50
Pervious area fraction = 0.500; Impervious fraction
Rainfall intensity = 2.364(In/Hr) for a 100.0
Subarea runoff = 4.850(CFS) for 2.500(ac.)
Total runoff = 26.654(CFS) rotal area =
street flow at end of street = 26.654(CF5)
Half street flow at end of street = 13.3Z7(cF5)
oepth of flow = 0.467<Ft.), average velocity = 3.
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 18.000(Ft.)
000(Ft
24.614(CFS)
801<Ft/s)
= 0.500
year storm
12.200(AC.)
923(Ft/s)
' » 16200100rev.doc Page 1~ of 17 ~
,
'
++++++++++++++++++++++++++++++++;++++++++++~+++++++++++++++~+r++~++++-
Pr
f
i
' ocess
rom Po
nt/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.)
~ ~ength 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
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 = 31.788(CFS)
Depth of flow = 0.544(Ft.), average velocity = 3.284(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 = 2.22(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.000(Ft.)
, Flow velocity = 3.28(Ft/s)
Travel time = 0.86 min. TC = 21.09 min.
adding area flow to street
SINGLE FAMILY (1/4 Acre Lat)
~ rtunoff Coefficient = 0.811
Decimal fraction soil group a= 0.000
oecimal fraction soil group B= 0.200
Decimal fraction soil group C= 0.200
' Decimal fraction soil group o= 0.600
RI index for soil<AMC 2) = 70.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 2.310(In/Hr) for a 100.0 year storm
' 5ubarea runoff = 8.804(CF5) for 4.700(ac.)
Total runoff = 35.458(CFS) Total area = 16.900(AC.)
street flow at end of street = 35.458(cF5)
Half street flow at end of street = 17.729(CFS)
, ~epth of flow = 0.565(Ft.), average velocity = 3.365(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 = 3.26<Ft.)
~ Flow width (from curb towards crown)= 18.000(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from aoint/Station 234.000 to Point/5tation 225.000
`^~=" CONFLUENCE OF MAIN STREAMS '
, The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 16.900(ac.)
Runoff from this stream = 35.458(CPS) _ r-*~ _ -'.~ ~__
1 Time of concentration = 21.09 min. ~l ~ Z ' _ : ~ ,_ _~
Rainfall intensity = 2.310(In/Hr) ~~,~ `
Summary of stream data: ` - ^ -
, 5tream Flow rate rC aainfall zntensity
' »16200100rev.doc Paee 16 of 17 ~"
i ,
~ No. (CFS) (min) (In/Hr)
, 1 65.455 23.82 -` = :'_ ' 2.161
2 35.458 21.09-cu<~-1 - -~~ 2.310
~argest stream flow has longer time of concentration
, Qp = 68.455 + sum of
Qb Ia/Ib
35.458 * 0.935 = 33.160
Qp = 101.615
, rotal of 2 main streams to confluence:
Flow rates before confluence point:
68.455 35.458
, nrea of streams before confluence:
35.400 16.900
Results of confluence: ~ ~L-~,,~ ..~,.; -
Total flow rate = 101.615(CFS) /~ ~`
, Time of concentration = 23.822 min.
Effective stream area after confluence = 52.300(ac.)
' +++++++++++++++++++++++++++++++++++++++++++++++++++++
+++++++++++++++++
Process from Point/Station 225.000 to Point/Station 235.000
xY°* PIPEFLOW TRAVEI TIME (Program estimated size) =°*~
, upstream point/station elevation = 5.000(Ft.)
Downstream point/station elevation = 0.000(Ft.)
Pipe lenyth = 200.00(Ft.) Manning's N= 0.013
No. of pipes = 1 Required pipe flow = 101.615<CFS)
t Nearest computed pipe diameter 36.00(In.)
calculated individual pipe flow = 101.615(CFS)
Normal flow depth in pipe = 28.41(In.)
Flow top width inside pipe = 29.37(In.)
, Critical depth could not be calculated.
Pipe flow velocity = 16.99(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 24.02 min.
, End of computations, total study area = 52.30 <AC.)
The following fic~ures may
be used for a unit hydrograph study of the same area.
' Area averaged pervious area fraction(Ap) = 0.500
area averaged rtz index number = 66.0
'
'
~
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,
>jl6?OOl00rev.doc Page 17 of 17 ~~
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_______________~~~-~-~~->t-~~~~~~~~~.<-~.~.~.-=~~<~~~~~~~~<-~~~~~<~~~~~<~~~~~~~~<~~
'===== CHANNEL FLOW CALCULATIONS ='='====
, *~dAltr*~4~*tt~~4lhtC-~~~~t4~t~~S~~trC~kAC~At*i:#ir4~k4C~***#t**ttr**t*~k~~htCC~tRtrC2
trR.".*~wkfrirb4itirRK'!r.'-.d4.i6C-'at.Ctrd'.<"<t.i.'ck'.'4~4~sif!r~•t.b'~.^.*t~ic4i~.'k~,"it64Q4L-.'-.*3.i*<.^.<.i<.'~.4>?<.t4t.'~,
' ^^^^y^^ 100-YEAR STORM FRQUINCY: STREET CAPACITY
~~~~~~~~~~~~~~-~,:-F~~~~~~~-~>~~<-~~~-~.:~~~~~~>~;~~~~~~~~x~~~~~~~<~~~~~~~«~~
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .005000 (Ft./Ft.) _ .5000 %
' Given Flow aate = 35.46 Cubic Feet/Second - Q~oo
, *"" OPEN CHANNEL FLOW - STREET FLOW *="
street Slop2 (Ft./Ft.) _ .0050
' Mannings "n" value for street = .015
curb Height (In.) = 6.
street Halfwidth (Ft.) = 18.00
~
'
'
,
'
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'
'
'
'
Distance From Crown to Crossfall Grade Break (Ft.) = 16.00
Slope from Gutter to Grade Break (Ft./Ft.) _ .083
Slope from Grade Break to Crown (Ft./Ft.) _ .017
Number of Halfstreets Carrying Runoff = 2
oistance from curb to property line (Ft.) = 5.50
Slope from curb to property line (Ft./Ft.) _ .020
oepth of fl ow = . 607 (Ft. ) ~---+ ~ ~ ~~~
average velocity = 2.86 (Ft./sec.)
Channel flow top width = 23.34 (Ft.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 5.334 (Ft.)
Streetflow Hydraulics :
Halfstreet Flow width(Ft.) = 18.00
Flow velocity(Ft./sec.) = 2.86 oepth*velocity = 1.73
Flow rate of street channel (CF5) = 35.46
CRITICAL FLOW CALCULATIONS FOR CHANNEL N0. 1:
Subchannel Critical Flow Top width<Ft.) = 23.08
5ubchannel Critical Flow velocity(Ft./Sec.) = 2.912
Subchannel Critical Flow area(Sq. Ft.) = 6.09
Froude Number Calculated = .999
Subchannel Critical Depth = .602
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
5ubchannel Critical Flow Top width(Ft.) = 23.08
Subchannel Critical Flow velocity(Ft./Sec.) = 2.912
Subchannel Critical Flow area(sq. Ft.) = 6.09
Froude Number Calculated = .999
Subchannel Critical oepth = .602
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
---------------------------------------------------------------------------
' CHAN.OUT Page 1 of 2
7/- ~
'
u
~""'`' "~'~°'"'Y°*°°~'fr°=*' CHANNEL CROSS-SECTION PLOT ****~tr="****=*=**==****
, oepth of flow = .61 Feet ,_ "w"
STREET FLOW HALF-WIDTH CROSS SECTION
•, Critical depth for Channel No.1= .60 Feet ,_"c"
Critical depth for Channel No.2= .60 Feet ,_"c"
' x (Feet) v(Feet) v-Axis__>0_ _2 _3 .5 .6
-------------------------- --------------------
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++++++++++++++++++++++++++++++ ++++++++++ ++++++++++++++++++++ +++++++++++++++
'
, CHAN.OUT Page 2 of 2 t~~
~
~\
TRACT NOS. 32004'** CB NOS. 1 AND 2--FLOW CAPACITY
Worksheet for Curb Inlet In Sag
Project Descnptian
Worksheet Curb Inlet - t
Type Curb Inlet In Sag
Solve For Spreatl
Inpui Data
Discharge t7.73 cfs -4~~=Q GPj ~q`~~
Gutter Witlth 2.00 R
Gutter Cross Slope 0.083333 fVtt
Roatl Cross Slope 0.017000 Wft
CurD Opening Length 14.00 ft
Opening Height 0.67 ft
Curb Throat Type Horizontal
Local Depression 4.0 in
Lotal Depression Width 4.00 R
Resuit5
Spreatl 3.38 ft
Throat Incline Angle 90.00 degrees _
Depth 0.56 ft-~ O k ~ O•~7
Gutter Depression 1.6 in
Total Deoression 5.6 in
W ~ 1 ~ ~AGH
~v
Project Engineec Jerry A. Salumbitles Jr.,P.E.
untitletl.fm2 FlowMaster v6.0 [6740]
10/OVOa ~'1:~8:42 AM ~ Haestatl Methotls, Inc. 37 Brooksitle Roatl Wateroury, CT 06708 USA (203) 755-t666 Page 1 of t
rl rRncr 32004 7oa Nos. 5516
T2 100-YEAR FREQ.: Q100 WATER SURFACE PROFILE, LINE-A TRACT 32004
T3 PREPARED BY: J.A.SALUMBIDES 7R.,P.E. DATE: MAY 2,2005
~0 623.3501277.010 1 1280.010
R 634.2001281.350 1 .013 .000 .000 0
R 647.5901286.690 1 .013 .000 .000 0
R 663.2801292.970 1 .013 .000 .000 0
a 668.7801293.010 1 .013 .000 .000 0
R 780.3301293.900 1 .013 .000 .000 0
R 808.3801294.130 1 .013 63.660 .000 0
R 813.8801294.170 1 .013 .000 .000 0
R 973.5101295.450 1 .013 .000 .000 0
R 1008.8501295.730 1 .013 .000 .000 0
R 1123.5901296.650 1 .013 .000 .000 0
7x 1136.0901297.650 4 2 2 .013 16.660 16.6601298.870 1299.070 50.3 17.0
R 1192.8501298.500 4 .013 .000 .000 0
R 1210.5501298.670 4 .013 .000 .000 0
R 1318.3401299.710 4 .013 9.650 .000 0
7x 1338.8401300.210 3 2 2 .013 15.200 15.2001300.460 1300.460 30.0 18.1
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7X 1684.4401302.630 2 2 .013 18.950 1302.600 30.0 .000 0
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R 1712.6101302.830 2 .013 30.000 .000 0
R 1724.3101302.910 2 .013 .000 .000 0
wE 1724.3101302.910 4 .500
5H 1724.3101302.910 4 .500 1302.91
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