HomeMy WebLinkAboutTract Map 9833-3 Lot 7 Hydrology ReportFor: PROPOSED SINGLE FAMILY RESIDENCE
43411 CALLS DE VELARDO, TEMECULA, CA
A.P.N # 945-150-007
Prepared for:
JOSE & LEONILLA MALDONADO
c/o INFINITY CONSTRUCTION
30395 AINSWORTH PLACE,
LAKE ELSINORE, CA 92530
951712-3548
ATTN. VINCE DOMONICK
Prepared under supervision of:
JACQUELYN O'BRYAN, RCE 55601
CIVIL CONSULTING
2621 GREEN RIVER ROAD, # 105-209
CORONA, CA 92882
TEL: (714) 392 1219
WAVE@WWDB.ORG
Preparation Date: May 20, 2015
Revised: July 4, 2015
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JAC UELYN
O'BRYAN 't-n
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P[RES
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The lot is currently an undeveloped 3.87 Ac land. The lot is located in the City of Temecula, County
of Riverside, California, (APN # 945-150-007) at 43411 Calle de Velardo.
In the existing condition storm water runoff comes from three different drainage sub -areas.
The first drainage area comes from the northerly lot and it runs north to south-west, the second
comes from an existing 30" C.S.P. pipe that carries the flows from the northeast side of Calle de
Velardo and from the easterly property across the above mentioned street. According to the
attached street improvement plans by Shaller and Lohr Associates Inc., dated 7-25-78 the runoff in
the pipe is 44.1 Cfs. The third and last drainage area comes from the westerly side of Calle de
Velardo and also includes one existing single family dwelling at the end of the cul-de-sac.
The proposed condition keeps the last two drainage areas from the existing condition and adds two
more areas that includes the runoff coming from the proposed single family residence. Please see
attached Hydrology exhibit for developed condition.
The total amount of the storm water runoff will be 50.4 cfs
Three pipes will be built in the proposed condition. Pipe 1 a 30" CMP that will be the extension of
the existing 30" C.S.P. (Pipe A).
Pipe 2 a 12" HDPE that will pick up all the flows from the northeast side of the proposed dwelling at
node 90. There will be also an inlet drain that will capture the southerly portion of the proposed
single family residence and that will carry the flows into the proposed Pipe 1 at node 60.
Also a proposed 3' wide concrete V ditch will be built on the southern portion of the lot, this v ditch
will pick up the flows coming from the street at node 40, it will add a small area runoff (0.17 Ac.)
and it will join the flows coming from the proposed 30" RCP at node 60.
The purpose of this Hydrology report is to calculate the storm water runoff for 100 year storm for the
developed condition and prove that the existing and proposed pipes are adequately size. WSPG
will be performed to calculate HGL and velocity of the water in each pipe.
METHODOLOGY
The rational method, as outlined by the current Riverside County Hydrology Manual, is used to
determine the 100-year event storm water runoff (Q).
Computer programs such as Civild, and Excel were utilized herein.
WSPG were used to calculate HGL and velocities in each pipe.
The following values were used in the analysis:
All Soil type = "B" (See attached exhibit "Hydrologic soils group")
0
GROUPSOILS s'
A SOILS GROUP DESIGNATION
M�*kzav-
HYDROLOGIC SOILS GROUP MAP
HYDRA OGvY IMANUAL 0 _ FEET 5000
a
A- 100 Year Rational Method, Proposed Conclitiom
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 05/20/15 File:velal.out
------------------------------------------------------------------------
43411 Calle de Velardo, Temecula
100 year storm
Nodes 10 to 40
********* Hydrology Study Control Information **********
English (in -lb) Units used in input data file
----------------------------------------------------------
Program License Serial Number 6019
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.1 sht. 4 of 6)
For the [Murrieta-Temecula,Rancho California] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(ln/Hr)
100 year storm 10 minute intensity = 3.480(ln/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(ln/Hr)
Slope of intensity duration curve = 0.5500
...............++++++.....++.............. -....++++++.....+++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 395.000(Ft.)
Top (of initial area) elevation = 1263.000(Ft.)
Bottom (of initial area) elevation = 1212.000 (Ft. )
Difference in elevation = 51.000(Ft.)
Slope = 0.12911 s (percent) = 12.91
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.901 min.
Rainfall intensity = 3.965(ln/Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.750
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 = 0.800; Impervious fraction = 0.200
7
Initial subarea runoff = 2.645(CFS)
Total initial stream area = 0.890(Ac.)
Pervious area fraction = 0.800
++.++++.+++++++++++++++++++++++.+++.+++++++.++++++++++++-t-+++++++++++++
Process from Point/Station 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1212.000(Ft.)
End of street segment elevation = 1207.000(Ft.)
Length of street segment = 1.90.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 22.000(Ft.)
Distance from crown to crossfall grade break = 1.8.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (2] side (s) of the street
Distance from curb to property line = 12.000(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 = 2.882(CFS)
Depth of flow = 0.247(Ft.), Average velocity = 2.935(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.036(Ft.)
Flow velocity = 2.94(Ft/s)
Travel time = 1.08 min. TC = 8.98 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 3.695(In/Hr) for a 100.0 year storm
Subarea runoff = 0.520(CFS) for 0.160(Ac.)
Total runoff = 3.165(CFS) Total area = 1.050(Ac.)
Street flow at end of street = 3.165(CFS)
Half street flow at end of street = 1.582(CFS)
Depth of flow = 0.254(Ft.), Average velocity = 2.987(Ft/s)
Flow width (from curb towards crown)= 6.349(Ft.)
.-t-++++++++.++.++++++++++•t-++++++++++++-t-.++++++.+++++++++++++++++++-t-.+++
Process from Point/Station 30.000 to Point/Station 30.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Time of concentration = 8.98 min.
Rainfall intensity = 3.695(In/Hr) for a 100.0 year storm
Subarea runoff = 0.553(CFS) for 0.170(Ac.)
Total runoff = 3.718(CFS) Total area = 1.220(Ac.)
........++++++.........+-t--a-+-t-....++.+++++++++.... -....+..-t-...........
Process from Point/Station 30.000 to Point/Station 40.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1205.000(Ft.)
Downstream point/station elevation = 1188.900(Ft.)
Pipe length = 80.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.718(CFS)
Nearest computed pipe diameter - 9.00(In.)
Calculated individual pipe flow - 3.718(CFS)
Normal flow depth in pipe = 4.51(In.)
Flow top width inside pipe - 9.00(In.)
Critical depth could not be calculated.
Pipe flow velocity = 16.81(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 9.06 min.
++++++....++++++.............++++++..............++++++..............
Process from Point/Station 40.000 to Point/Station 40.000
**** SUBAREA FLOW ADDITION ****
UNDEVELOPED (fair cover) subarea
Runoff Coefficient = 0.774
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) = 69.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 9.06 min.
Rainfall. intensity = 3.677(In/Hr) for a 100.0 year storm
Subarea runoff = 0.085(CFS) for 0.030(Ac.)
Total runoff = 3.803(CFS) Total area = 1.250(Ac.)
End of computations, total study area = 1.25 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.620
Area averaged RI index number = 56.3
0
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 05/20/15 File:vela2.out
------------------------------------------------------------------------
43411 Calle de Velardo, Temecula
100 year storm
Nodes 50 to 60
********* Hydrology Study Control Information **********
English (in -lb) Units used in input data file
----------------------------------------------------------
Program License Serial Number 6019
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360(ln/Hr)
10 year storm 60 minute intensity = 0.880(ln/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)
Slope of intensity duration curve = 0.5500
...........+++++....++++++....++++++........++++++.........++..++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 90.000(Ft.)
Top (of initial area) elevation = 1199.500(Ft.)
Bottom (of initial area) elevation = 1199.000(Ft.)
Difference in elevation = 0.500(Ft.)
Slope = 0.00556 s(percent)= 0.56
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.665 min.
Rainfall intensity = 4.353(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.813
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
0
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 05/20/15 File:vela3.out
-------------------------------------------------------------------------
43411 Calle de Velardo, Temecula
100 year storm
Node 80 to 90
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6019
---------------------------------------_-------------------_--------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco 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)
Slope of intensity duration curve = 0.5500
++++++...........++++++.....+.-t-.............-t-+......................
Process from Point/Station 80.000 to Point/Station 90.000
**** INITIAL AREA EVALUATION ****
Initial area flog distance = 272.000(Ft.)
Top (of initial area) elevation = 1204.000(Ft.)
Bottom (of initial area) elevation = 1198.000(Ft.)
Difference in elevation = 6.000(Ft.)
Slope = 0.02206 s(percent)= 2.21
TC = k(0.390)*[(length^3)/(e1evation change) ]^0.2
Initial area time of concentration = 7.874 min.
Rainfall intensity = 3.972(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.806
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
Initial subarea runoff = 1.185(CFS)
13
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Softwrare,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 07/05/15 File:VELA4.out
-------------------------------------------___---------------------------
Calle de Valverde
100 year storm
NODE 55 TO 75
DEVELOPED CONDITION
********* Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 6019
---------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data. (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] 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)
Slope of intensity duration curve = 0.5500
+f++++.........++++++++++++....++++++++++++++++++++++++.....w....+++++
Process from Point/Station 55.000 to Point/Station 65.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 166.000(Ft.)
Top (of initial area) elevation = 1199.500(Ft.)
Bottom (of initial area) elevation = 1198.000(Ft.)
Difference in elevation = 1.500(Ft.)
Slope = 0.00904 s(percent)= 0.90
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.725 min.
Rainfall intensity = 4.014(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.807
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
15
Initial subarea runoff = 0.842(CFS)
Total initial strewn area -- 0.260 (Ac. )
Pervious area fraction = 0.500
++++++.................. }-...................+.....+-M....++-4-.... 1-......
Process from Point/Station 65.000 to Point/Station 65.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.807
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
Time of concentration = 7.73 min.
Rainfall intensity = 4.014(In/Hr) for a 100.0 year storm
Subarea runoff = 0.227(CFS) for 0.070(Ac.)
Total runoff = 1.069(CFS) Total area = 0.330(Ac.)
++++++.++.....++++++.....++++++++...........++++++.............+++++++
Process from Point/Station 65.000 to Point/Station 75.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1.1.98.000(Ft.)
Downstream point elevation = 1190.000(Ft.)
Channel length thru subarea = 38.000(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.015
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 1.069(CFS)
Depth of flow = 0.196(Ft.), Average velocity = 9.315(Ft/s)
Channel flow top width = 1.173(Ft.)
Flow Velocity = 9.31(Ft/s)
Travel time - 0.07 min.
Time of concentration = 7.79 min.
Sub -Channel No. 1 Critical depth = 0.379(Ft.)
' Critical flow top width = 2.273(Ft.)
' Critical flow velocity= 2.481(Ft/s)
' Critical flow area = 0.431(Sq.Ft)
End of computations, total study area = 0.33 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 56.0
16
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 07/05/15 File:VELAS.out
Calle de Valverde
100 year storm
NODE 85 TO 95
DEVELOPED CONDITION
********* Hydrology Study Control Information **********
English (in -lb) Units used in input data file
----------------------------------------------------------
Program License Serial Number 6019
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D--4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] 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(ln/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
..... -........ -- -............ -.....++++++++++++....-....++++++.........
Process from Point/Station 85.000 to Point/Station 92.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 216.000(Ft.)
Top (of initial area) elevation = 1240.000(Ft.)
Bottom (of initial area) elevation = 1202.000(Ft.)
Difference in elevation = 38.000(Ft.)
Slope = 0.17593 s(percent)= 17.59
TC = k(0.530)*[(length^3)/(elevation change)1^0.2
Initial area time of concentration = 6.442 min.
Rainfall intensity = 4.436(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.830
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) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 1.435(CFS)
IVA
FILE: VELAMAIN.WSW
W S P
G W- CIVILDESIGN Version
14.06
PAGE 1
Program
Package Serial Number: 1837
WATER
SURFACE
PROFILE LISTING
Date: 6-
2-2015 Time:
3: 5:55
43411 Calle de
Velardo
100 Year Storm
PIPE A + PIPE
1
I Invert I
Depth I
Water I
Q I
Vel
Vet I
Energy I
Super
ICriticallFlow
ToplHeight/IEase
Wt1
INo Wth
Station
I Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.El.j
Elev
I Depth I
Width
IDia.-FTlor
I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope I
I I
SF Avel
HF ISE
DpthlFroude
NINorm
Dp
I "N"
I X-Fall1
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IType Ch
I I
I I
I
1000.000
1183.500
1.309
1184.809
46.40
17.83
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4.94
I
1189.74
.00
I I
2.25
2.50
I
2.500
I I
.000
.00
I
1 .0
64.700
.0467
I I
I
.0417
2.70
1.31
3.08
1.28
.013
.00
.00
1-
PIPE
1064.700
1186.520
1.350
1
1187.870
I
46.40
17.16
I
4.57
I
1192.44
.00
I I
2.25
2.49
I
2.500
i I
.000
.00
I
1 .0
JUNCT STR
.0450
I I
!
.0411
.08
1.35
2.90
.013
.00
.00
PIPE
1066.700
1186.610
1.306
I
1187.916
I
45.50
17.54
1
4.78
I
1192.69
.00
! I
2.23
2.50
I
2.500
I I
.000
.00
I
1 .0
13.550
.0467
1
.0421
.57
1.31
3.03
1.27
.013
.00
.00
I-
PIPE
1080.250
-I-
I
1187.242
-1-
1.313
-1-
I I
1188.555
-I-
I
45.50
17.42
I
4.71
(
1193.27
.00
1 I
2.23
2.50
I
2.500
1 I
.000
.00
1
1 .0
51.087
.0467
I I
-I-
-{-
-I-
.0393
-I-
2.01
-I-
1.31
-I-
3.00
-I-
1.27
-I-
.013
-I-
.00
.00
j-
PIPE
1131.337
1189,625
1.364
I I
1190.990
!
45.50
16.61
[
4.28
I
1195.27
.00
l
2.23
I
2.49
I
2.500
I I
.000
.00
I
1 .0
27.963
.0467
I I
.0347
.97
1.36
2.79
1.27
.013
.00
.00
I-
PIPE
1159.300
-1-
1190.930
-I-
1.418
-{-
I I
1192.348
-1-
45.50
-I-
I
15.84
I
3.89
I
1196.24
.00
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2.23
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2.48
(
2.500
I I
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.00
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1 .0
JUNCT STR
.0500
I I
I
-I-
-1-
.0345
-I-
.07
-1-
1.42
-I-
2.59
-I-
-1-
.013
-I-
.00
.00
I-
PIPE
1161.300
1191.030
1.342
I
1192.372
44.10
I
16.43
I
4.19
f
1196.56
.00
I
2.21
(
2.49
I
2.500
I I
.000
.00
I
1 .0
3.710
.0458
!
I
I !
.0363
.13
1.34
2.79
1.25
.013
.00
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PIPE
1165.010
-I-
1191.200
-1-
1.347
-I-
1192.547
-I--
44.10
-1-
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16.36
-I-
]
4.16
I
1196.70
.00
I
2.21
I
2.49
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2.500
I I
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1 .0
7.258
.0436
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i
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-I-
.0357
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-I-
1.35
-I-
2.77
-I-
1.27
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-1-
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PIPE
1172,268
-I-
1191.517
-1-
1.355
-►-
1192.872
-I-
44.10
-I-
I
16.23
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4.09
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1.36
-I-
2.74
-I-
1.27
-I-
.013
-I-
.00
.00
I�-
PIPE
ME
FILE: VELAMAIN.WSW
W S P
G W- CIVILDESIGN Version
14.06
PAGE 2
Program
Package Serial
Number: 1837
WATER
SURFACE PROFILE
LISTING
Date: 6-
2--2015
Time:
3: 5:55
43411
Calle de
Velardo
100
Year Storm
PIPE A + PIPE 1
I Invert
I Depth I
Water
I Q (
Vel
Vel I
Energy I
Super
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1222.777
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1236.822
1194.334
I I
1.524
1195.858
I I
44.10
14.07
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1198.93
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1 .0
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1.52
2.19
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1247.313
1194.792
1.587
1196.379
44.10
13.42
2.79
1199.17
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2.21
2.41
2.500
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1 .0
8.047
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1.59
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1.27
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I-
PIPE
1255.360
I
1195.143
I I
1.654
1196.797
1 I
44.10
12.79
I
2.54
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1199.34
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1.65
1.87
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1261.601
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1195.415
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I I
1.726
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1197.141
I I
44.10
12.20
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2.31
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2.300
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-I-
1.72
-I-
1.27
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I-
PIPE
1266.426
1195.626
I j
1.804
1197.429
I I
44.10
11.63
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2.10
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1 .0
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1.80
1.58
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I-
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1270.081
-I-
1195.785
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I I
1.888
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1197.673
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44.10
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1.44
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1.27
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-I-
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I-
PIPE
1272.717
I
1195.900
I I
1.981
1197.881
I I
44.10
10.57
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1.74
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1199.62
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1 .0
1.668
.0436
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.02
1.98
1.30
1.27
.013
.00
.00
I-
PIPE
21
FILE: vela3.WSW
PIPE 2
W S P G W- CIVILDESIGN Version 14.06 PAGE 1
Program Package Serial Number: 1837
WATER SURFACE PROFILE LISTING Date: 5-21-2015 Time: 6:27:50
Invert I
Depth I
Water I
Q I
Vet.
Vel I
Energy I
Super
ICriticallF1ow
ToplHei,ght/IBase Wtl
Mo Wth
Station 1
-I-
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(FT) I
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(CPS) I
(FPS)
Head I
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I Depth I
Width
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(
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1000.000
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1190.780
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I-
PIPE
1004.191
1191.232
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1.57
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I I
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1
.0
19.705
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1
.1030
2.03
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PIPE
1023.896
1193.359
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I
1193.599
I
1.40
9,71
I
1.46
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1195.06
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i I
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1
.0
7.794
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.72
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.013
.00
.00
I-
PIPE
1031.690
-I-
I I
1194.201
-I-
I
.247
-I-
I
1194.448
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1.40
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I
1.33
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-I-
-I-
-I-
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-I-
.33
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-I-
3.89
-I-
.23
-I-
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-I-
.00
.00
I-
PIPE
1035.770
I I
1194.641
i
.256
I
1194.897
I
1.40
8.82
I
1.21
I
1196.11
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.000
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i
1
.0
2.685
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.26
3.65
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I-
PIPE
1038.456
-I-
1194.931
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.265
-I-
1195.196
-1-
1.40
8.41
1.10
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1
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1.956
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-I-
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3.41
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-I-
.00
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I-
PIPE
1040.412
-I-
1195.142
-I-
I
.274
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1195.416
-I-
(
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8.02
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-I-
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3.20
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-I- -I-
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-I-
.00
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I-
PIPE
1041.915
1.95.304
.283
1195.588
1.40
7.65
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1196.50
.00
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1.000
.000
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1
.0
1..195
.1079
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.06
.28
2.99
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.00
.00
I-
PIPE
1043.110
-I-
1195.433
-I-
.293
-I-
1195,726
-I-
1.40
-I-
7.29
-I-
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1196.55
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1.000
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1
.0
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.0412
-i-
.04
-I-
.29
-I-
2.80
.23
-I- -I-
.013
-I-
.00
.00
i-
PIPE
23
PILE: vela3.WSW
W S P
G W- CIVILDESIGN Version
14.06
PAGE 2
Program Package Serial Number: 1837
WATER
SURFACE PROFILE LISTING
Date: 5-21-2015
Time:
6:27:50
PIPE
2
I
Invert I
Depth I
Water (
Q I
Vel
Vel I
Energy I
Super ICritical]Flowr
Top[Height/]Base
WtI
INo Wth
Station I
Elev I
(FT) I
Elev ]
(CPS) I
(FPS)
Head I
Grd.El.]
Elev I
Depth I
Width
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ZL
IPrs/Pip
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I
1
1
SF Avel
HF ISE DpthIFroude NINorm
Dp
I "N" I
X-Falll
ZR
IType Ch
I I I i I
I
1044.082
1195.538
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1195,842
1.40
6.95
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I
1196.59
I
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I
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I I
1.000
I
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1 .0
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I I
.0361
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.30
2.62
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PIPE
1044.883
1195.625
I
.314
I
1195.939
I
1.40
6.63
I
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I
1196.62
i
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1.000
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1 .0
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2.45
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PIPE
1045.552
I I
1195.697
I
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I
1196,022
I
1.40
6.32
1
.62
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1196.64
I
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1.000
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1 .0
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2.29
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PIPE
1046.111
i I
1195.757
I
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I
1196.094
I
1.40
6.03
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1196.66
I
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1.000
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.000
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1 .0
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PIPE
1046.581
I I
1195.808
I
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I
1196.156
I
1.40
5.75
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1 .0
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2.00
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PIPE
1046,975
I I
1195.850
I
.361
I
1196.211
I
1.40
5.48
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.47
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1196.68
I
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1.000
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1 .0
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I
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1.87
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PIPE
1047.305
-I-
1195.886
-I-
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-I-
1
1196.260
I
1.40
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1196.68
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1.000
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1.75
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I-
PIPE
1047.578
1195.916
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1196.303
1.40
4.98
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1196.69
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1.000
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1 .0
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I
.0144
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1.63
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i-
PIPE
1047.803
I
1195.940
I
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I
1196.341
I
1.40
4.75
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1196.69
f
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1.000
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I
1 .0
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.1079
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1.53
.23
.01.3
.00
.00
PIPE
24
FILE: vela3.WSW
W S P
G W- CIVILDESIGN Version
14.06
PAGE 3
Program Package Serial Number: 1837
WATER
SURFACE
PROFILE LISTING
Date: 5-21-2015
Time:
6:27:50
PIPE
2
I
Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow ToplHeight/IBase WtI
INo Wth
Station j
Elev I
(FT) (
Elev I
(CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth
I width
IDia.-FTIor I.D.1
ZL
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I
I
I
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HF ISE DpthlFroude NINorm Dp
I "N" I
X-Falll
ZR
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I I k I I
I
1047.983
1195.959
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1196.375
1.40
4.53
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1196.69
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I
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1
1.000
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I
1 .0
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1.42
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PIPE
1048.125
-I-
I I
1195.975
-i-
I
.431
-I-
I
1196.406
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I
1.40
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4.32
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1196.70
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-I-
1.33
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I-
PIPE
1048.230
I I
1195.986
I
.447
I
1196.433
I
1..40
4.12
I
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1196.70
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I
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1.000
I I
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I
1 .0
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1.24
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I-
PIPE
1048.303
-I-
I I
1195.994
I
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1
1196.458
I
1.40
3.92
I
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1196.70
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I
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1.000
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1 .0
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1.16
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-I- -I-
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I-
PIPE
1048.345
I
1195.998
[
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I
1196.480
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1.40
3.74
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I-
PIPE
1048.360
I I
1196,000
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I
1196.501
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1.40
3.56
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l I
1.1.96.70
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1.000
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(-
1048.360
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1196.000
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1196.667
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