HomeMy WebLinkAboutTract Map 36420 Parcel 2 Zevo Industrial Preliminary Hydrology Study ' -7. 3
' City of Temecula, Riverside County, California
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Preliminary
Hydrology Stu1
' 1 Industrial
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WN�, VII rM
ENGINEERING • SURVEYING • LAND PLANNING
25631 Addison St. "B"
Murrieta , CA 92562
' 951.696.9902 Tel
951.696.9961 Fax
' Prepared For: .�J
Integris Development a NO. C55955
' Exp. 12/31/16
Contact: CIVIL
' Rudy Nunez P.E. P.L.S.
' 1N"72
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ZEVO INDUSTRIAL PHASE 1
' y &► C;V/I_ PRELIMINARY HYDROLOGY STUDY
CITY OFfEMECULA,COUNTY OF RIVERSIDE
Table of Contents
' Discussion and Conclusions
Exhibit 1 Vicinity Map
Exhibit 2 Soils Map
Exhibit 3 10 and 100-Year Rainfall Intensity Curve
Exhibit 4 10 and 100-Year Pre and Post-Developed Rational Study
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tTA4472 Zevo\Oflice\Hydrology\TENTAnVE\WORD\CUP Hydrology.doc
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ZEVO INDUSTRIAL PHASE 1
PRELIMINARY HYDROLOGY STUDY
lieC CITY OFTEMECULA,COUNTY OF RIVERSIDE
1. Purpose and Scope
' The purpose and scope of this study is to identify the preliminary the following
drainage parameters for the Zevo Industrial Phase 1 Project:
1. Prepare on site rational studies to determine the existing on-site flows
that run through the project site.
2. Prepare onsite pre-developed 10 and 100-year rational studies.
3. Prepare on-site post-developed 10 and 100 year rational studies.
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TA4472 Zevo\Office\Hydrology\TENTATIVE\WORD\CUP Hydrology.doc
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ZEVO INDUSTRIAL PHASE 1
' R�cA, PRELIMINARY HYDROLOGY STUDY
ENCivii CITY OFTEMECULA,COUNTY OF RIVERSIDE
' II. Project Drainage Area Overview
' The Zevo Industrial Phase 1 Project consists of the construction of one 60,803
SF concrete tilt-up building. The project is situated on a vacant infill rectangular
shaped lot located in between existing warehouse buildings. The site was
previously used as a private golf driving range for a gulf club manufacturer. It
was graded to have mounding and tee areas similar to a golf course. It is located
on the North side of Zevo Drive in between Winchester Road and Diaz Road.
The site is roughly a 3.7 acre rectangular parcel. (See Exhibit 1)
No significant off-site water drains to the project. The grading was done in such
a way that the site drains to the middle. It appears that at one time the site
' flowed to an existing on-site 4' square grated inlet located on private property
towards the east side of the parcel. It appears that in order to create the private
golf course, that they pushed material to the perimeter of the site to create the
' mounds which are located along the perimeter. This caused all of the water to
not drain out of the site but rather pond up before exiting to the on-site storm
drain system. We are proposing to tie into the private on-site system.
The final hydrology study will include an extended period simulation hydrology
study which will show that the site will not increase the post developed flows in
both volume and rate.
The preferred technique for this project will consist of filtration BMPs.
The following site design BMPs are incorporated in the project:
' 1) Use drought tolerant, mesic riparian native species of trees which in
addition to not having a high water demand also require less fertilizer.
' 2) There are existing drainage v-ditches and outlet which flow through the
site. These drainage devices will be incorporated into the design.
' 3) Roof runoff, will be directed to the proposed bio retention area.
4) Proposed landscaping in the parking areas will be incorporated into the
drainage design. All landscape parking will be depressed.
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T:\4472 Zevo\Office\Hydrology\TENTA9'IVF.\WORD\CUP Hydrology.doc
ZEVO INDUSTRIAL PHASE 1
PRELIMINARY HYDROLOGY STUDY
1&CCivil CITY OFTEMECULA,COUNTY OF RIVERSIDE
' III. Hydrology
' The Riverside County Flood Control and Water Conservation District (RCFC)
Hydrology Manual (Reference 1) was used to develop the hydrologic parameters.
The Rational Method was used for the 100-year and 10-Year storm events
hydrology analyses for the off-site and on-site tributary areas. Computations
were performed using the software developed by Bonadiman's Civil Cadd/Civil
Design software.
The 10-year and 100-year storm event rainfall intensity values were obtained
from the tabulated rainfall intensity values shown in Plate D-4.1 (Sheet 2 of 6).
The table is included as Exhibit 3. The 10-year and 100-year, On-Site Pre-
Developed and Post -Developed rational study results are shown in Exhibit 4.
The watershed area tributary to the project consists of Soil Type "A"and "B". A
soils map obtained from the htti)://rivco.Permitrack.com/ shows this information
and is included as Exhibit 2.
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TA4472 Zevo\Office\Hydrology\TENTATIVE\WORD\CUP Hydrology.doc
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ZEVO INDUSTRIAL PHASE 1
i pc �'` PRELIMINARY HYDROLOGY STUDY
/�LNI. ivil CITY OFTEMECULA,COUNTY OF RIVERSIDE
iIV. Hydraulics
i The final study will include all of the pertinent calculations for inlets, outlets and conveyances.
V. Findings
iThe existing and proposed flows are as shown in the table below:
iPre Post Pre Post
A A B B
' 10-Year 7.84 11.42 0.62 0.99
CFS
100-Year 13.45 19.10 1.11 1.51
' CFS
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iTA4472 Zevo\Of1ice\Hydrology\TENTATIVE\WORD\CUP Hydrology.doc
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ZEVO INDUSTRIAL PHASE 1
PRELIMINARY HYDROLOGY STUDY
CITY OFTEMECULA,COUNTY OF RIVERSIDE
' VI. References
' 1. Riverside County Flood Control and Water Conservation District,
Hydrology Manual, April 1978
2. CE Calc web-based hydraulic calculation software. CECALC.com
' 3. Water Quality Management Plan for the Santa Margarita Region of 2012
' 4. http://rivco.l)ermitrack.com/
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' T:\4472 Zevo\OFficc\Hydrology\TENTATIVE\WORD\CUP Hydrology.doc
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1Hydrology Study •
' Zevo Industrial Phase
Exhibit 1
Vicinity , •
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' TA44727xvo\Office\Hydrology\TENTATIVE\WORD\CUP Hydrology.doc
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' Vicinitv MaD NTS
h
SITE
1
1Hydrology Study •
' Zevo Industrial Phase
Exhibit 2
' Soils Map
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T:\4472 7xvo\Office\Hydrology\TENTATIVE\WORD\CUP llydrology.doc
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Hydrology
Zevo Industrial Phase 1
Exhibit 3
, . . 100-Year Rainfall Intensity Curve
T:\4472 Zcvo\Office\Hydrology\TENTATIVE\WORD\CUP Hydrology.doc
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RAINFALL INTENSITY- INCHES PER HOUR
A MIRE LOMA NURRIETA - TEMECULA NORCO PALM SPRINGS PERRIS VALLEY
6 RANCHO CALIFORNIA
C) DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY
A MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 10 too 10 100 IO 100 10 100
YEAR YEAR YEAR YEAR YEAR -YEAR YEAR YEAR YEAR YEAR
S 2.86 6.68 s 3.45 5.10 5 2.77 4.16 5 6.23 6.76 5 2.66 3.76
6 2.58 6.07 6 3.12 4.61 6 2.53 3.79 6 3.00 6.00 6 2.61 3.66
7 2.37 3.is 7 2.87 4.24 7 2.34 3.51 7 3.48 5.36 7 2.26 3.21
D ^ 9 2.21 3.69 6 2.67 3.94 a 2.19 3.29 8 3.22 S.IS a 2.09 2.01
•' 9 2.00 3.28 0 2.30 3.69 9 2.07 3.10 9 3.01 4.81 9 1.90 2.84
C Q 10 1.96 3.10 to 2.36 3.68 10 1.96 2.96 10 2.83 6.52 10 1.68 2.69
D 11 1.07 2.95 11 2.24 3.30 11 1.67 2.80 11 2.67 6.29 11 1.79 2.57.
12 1.70 2.62 12 2.13 3.13 12 1.79 2.68 12 2.34 4.07 12 1.72 2.66
13 1.71 2.70 13 2.06 3.01 13 1.72 2.se 13 2.43 3.08 13 1.65 2.37
16 1.64 2.60 16 1.96 2.89 14 1.66 2.40 16 2.33 2.72 14 1.59 2.29
1s I.sa 2.50 IS 1.89 2.79 is I.6o 2.40 IS 2.23 3.98 1S 1.56 1.21
16 1.53 2.42 16 ' 1.02 2.69 16 1.Ss' 2.32 to 2.15 3.66 16 1.69 2.14
17 1.66 2.36 17 1.76 2.60 17 1.50 2.25 17 2.08 3.32 17 1.45 2.08
Is 1.66 2.27 Is 1.71 Me Is 1.66 2.19 to 2.01 3.22 IB 1.61 2.02
19 1.60 2.21 19 1.66 2.65 19 1.62 2.13, 19 1.95 3.12 19 1.37 1.97
20 1.36 2.15 20 1.61 2.38 20 1.39 2.Oa 20 1.09 3.03 20 1.34 1.92
22 1.29 2.06 22 1.53 2.26 22 1.32 1.98 22 1.79 2.66 22 1.20 1.63
24 1.24 1.95 26 1.66 2.15. 24 1.26 1.90 26 I.70 i.72 26 1.22 1.03
26 1.18 1.87 26 1.30 2.06 26 1.22 1.82 26 1.62 2.60 26 1.18 1.69
20 1.14 1.60 28 1.36 1.96 28 1.17 1.76' 28 I.56 2.49 29 1.13 1.63
30 1.10 1.73 ]0 1.29 1.90 30 1.13 1.70 30 1.69 2.39 30 1.10 1.57
32 1.06 I.o7 32 1.24 1.86 32 1.10 1.66 32 1.66 2.30 32 1.06 I.s2
Z 36 1.03 1.62 36 1.20 1.78 34 1.06 I.S9 34 1.39 2.22 36 1.03 1.60
4 36 1.00 1.57 30 1.17 1.72 36 1.03 1.55 36 1.34 2.15 36 1.00 1.64
n m 39 .97 1.53 39 1.13 1.67 30 1.01 1.51 39 1.30 2.09 38 .98 1.60
C Z 60 .94 1.69 60 1.10 1.62 60 .98 1.67 60 1.27 2.02 60 .93 1.37
;D AS .89 1.40 6s 1.03 I.S2 65 .92 1.39 65 1.18 1.69 65 .00 1.29
1
0 .84 1.32 s0 .97 1.64 s0 .08 1.31 s0 1.11 1.78 50 .85 1.22
m j D SS .60 1.26 55 .92 1.36' SS .64 1.25 55 1.OS 1.68 S5 .81 1.17
m Z 60 .76 1.20 60 .Be. 1.30 60 .80 1.20 60 1.00 1.60 60 .78 1.12
a 65 .73 1.15 65 .86 1.24 65 .77 I.IS 65 .95 1.53 65 .TS 1.08
T- V D. 70 .70 1.11 70 .01 1.19 70 .74 1.11 70 .91 I.46 70 .72 1.06
D C .� 75 .68 1.07 75 .7s 1.15 73 .72 1.07 75 .66 1.61 7s .70 1.00
m D p s0 .65 1.03 so .7s 1.11 s0 .69 1.06, 80 .85 1.35 s0 .68 .97
D D as .63 1.00 as .73 1.07 as .67 1.01 as .82 1.31 as .66 .94
o �
p Q SLOPE • .530 SLOPE .550 SLOPE • .500 SLOPE • •Sa9 SLOPE • .490
Z
A
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� a a_
Hydrology Study for
Zevo Industrial Phase 1
Exhibit 4
10 and 100-Year Onsite Pre and Post
Development Rational Study
1
1
1 Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 version
7. 1
1 Rational Hydrology Study Date: 04/01/15
File:AlOPRE.out
--------------------------------------------------------------------
1 +++++++++ Hydrology Study Control Information **********
English (in-lb) Units used in input data file
1 --------------------------------------------------------------------
1 Program License Serial Number 5003
1 --------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control s Water Conservation District
1 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
1 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 = O':880(In/Hr)
100 year storm 10 minute intensity = 3. 480 (In/Hr)
100 year storm 60 minute intensity = 1 .300 (In/Hr)
1 Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
1 Slope of intensity duration curve = 0.5500
1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
1 ++
Process from Point/Station 100.000 to Point/Station
101.000
**** INITIAL AREA. EVALUATION ****
1 _
Tn.itial area flow distance = 544.000 (Ft. )
1 Top (of initial area) elevation = 1039.000 (Ft. )
Bottom (of initial area) elevation = 1030.500 (Ft. )
Difference in elevation = 8 .500(Ft. )
1
1
Slope = 0.01563 s(percent)= 1 .56
' TC = k (0.530) * [ (length^3) / (elevation change) ] ^0.2
Initial area time of concentration - 15. 127 min.
Rainfall intensity = 1.878 (In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.709
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
' Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 2) = 72.50
Pervious area fraction = 1.000; Impervious fraction = 0.000
t Initial subarea runoff - 0.985 (CFS)
Total initial stream area - 0.740 (Ac. )
Pervious area fraction - 1.000
Process from Point/Station 102.000 to Point/Station
101.000
**** CONFLUENCE OF MINOR STREAMS `***
' Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.740(Ac. )
' Runoff from this stream 0.985 (CFS)
Time of concentration = 15. 13 min.
Rainfall intensity - 1.878 (In/Hr)
Process from Point/Station 102.000 to Point/Station
101.000
**** INITIAL AREA EVALUATION ****
' Initial area flow distance = 295.000(Ft. )
Top (of initial area) elevation = 1037 .500 (Ft. )
Bottom (of initial area) elevation = 1030.500 (Ft. )
Difference in elevation = 7 .000 (Ft. )
Slope = 0.02373 s (percent)= 2.37
TC = k(0.530) * [ (length^3) / (elevation change) ] ^0.2
' Initial area time of concentration = 10.893 min.
Rainfall intensity = 2.249(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.735
' Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
' Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 72.50
Pervious area fraction = 1.000; Impervious fraction = 0.000
1
' Initial subarea runoff = 2. 463 (CFS)
Total initial stream area = 1.490(Ac. )
Pervious area fraction = 1.000
Process from Point/Station 102.000 to Point/Station
101.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area — 1.490 (Ac. )
Runoff from this stream = 2. 463 (CFS)
Time of concentration = 10.89 min.
' Rainfall intensity = 2.249 (In/Hr)
Summary of stream data:
' Stream Flow rate TC "Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.985 15.13 1..878
2 2.463 10.89 2.249
Largest stream flow has longer or shorter time of concentration
Qp = 2.463 + sum of
Qa Tb/Ta
0.985 * 0.720 0.709
Qp = 3. 172
Total of 2 streams to confluence:
Flow rates before confluence point:
0.985 2.463
Area of streams before confluence:
0.740 1.490
Results of confluence:
t Total flow rate = 3.172 (CFS)
Time of concentration = 10.893 min.
Effective stream area after confluence = 2.230 (Ac. )
1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from Point/Station 101 .000 to Point/Station
103.000
**** SUBAREA FLOW ADDITION ***�
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.735
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
1
1
1
' Decimal fraction soil group D = 0.000
' RI index for soil (AMC 2) = 72.50
Pervious area fraction 1 .000; Impervious fraction = 0.000
Time of concentration = 10.89 min.
Rainfall intensity = 2.249(In/Hr) for a 10.0 year storm
Subarea runoff = 2.429(CFS) for 1.470 (Ac. )
Total runoff = 5.601 (CFS) Total area = 3.700(Ac. )
1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station
103.000
**** .IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1 Estimated mean flow rate at midpoint of channel - 6.714 (CFS)
Depth of flow = 0.569(Ft. ) , Average velocity = 2.076(Ft/s)
******* irregular Channel Data
1 -----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y,' coordinate
1 0.00 1.00
2 10.00 0.00
3 20.00 1.00
Manning's 'N' friction factor = 0.028
1 ------------------- ------ -------------------------------------
Sub-Channel flow = 6.714 (CFS)
flow top width = 11 .373 (Ft. )
velocity-, 2.076(Ft/s)
area - 3.234 (Sq.Ft)
Froude number = 0. 686
' Upstream point elevation = 1030.500 (Ft. )
Downstream point elevation = 1029.000 (Ft. )
Flow length = 182.000(Ft..)
Travel time 1.46 min.
Time of concentration = 12.35 min.
Depth of flow = 0.569(Ft. )
Average velocity = 2.076(Ft/s)
Total irregular channel flow = 6.714 (CFS) -
Irregular channel normal depth above invert elev. 0.569(Ft. )
Average velocity of channel (s) = 2.076(Ft/s)
Adding area flow to channel
1 UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.725
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
1 Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 2) = 72.50
1 Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.099 (In/Hr) for a 10.0 year storm
Subarea runoff = 2.238 (CFS) for 1.470 (Ac. )
1
1
1
1
Total runoff = 7.839(CFS) Total .area 5.170 (Ac. )
' Depth of flow = 0.603(Ft. ) , Average velocity = 2.158 (Ft/s)
End of computations, total study area = 5.17 (Ac. )
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1 .000
Area averaged RI index number 72.5
1
1
1
1
1
1
1
' Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version
7.1
' Rational Hydrology Study Date: 04/01/15
File:B10PRE.out
--------------------------------------------------------------------
+++++++++ Hydrology Study Control Information **********
English (in-lb) Units used in input data file
1 --------------------------------------------------------------------
1 Program License Serial Number 5003
1 --------------------------------------------------------------------
Rational Method ,Hydrology Program based on
' Riverside County Flood Control a Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate 0-9 . 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 - 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' ++
Process from Point/Station 109 .000 to Point/Station
105.000
' **** INITIAL AREA EVALUATION ****
Initial area flow distance = 289 .000 (Ft. )
' Top (of initial area) elevation = 1039.000(Ft. )
Bottom (of initial area) elevation = 1035.000(Ft. )
Difference in elevation = 9 .000(Ft. )
1
Slope = 0.01408 s(percent)= 1 . 41
TC = k (0.530) * [ (lengthA3) / (elevation change) ] ^0.2
Initial area time of concentration = 11. 908 min.
Rainfall intensity = 2. 142 (In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
' Runoff Coefficient = 0.728
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
' Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 72.50
Pervious area fraction = 1.000; Impervious fraction 0.000
Initial subarea runoff = 0.249 (CFS)
Total initial stream area = 0.160(Ac. )
Pervious area fraction - 1.000
1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++
Process from Point/Station 105.000 to Point/Station
106.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME **`*
Estimated mean flow rate at midpoint of channel = 0.472 (CFS)
Depth of flow 0.217(Ft. ) Average velocity = 0.998 (Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 10.00 0.00
3 20.00 1 .00
' Manning's 'N' friction factor 0.028
Sub-Channel flow 0.472 (CFS)
flow top width = 4 .349 (Ft. )
' I Ivelocity= 0.998 (Ft/s)
area = 0.473(Sq.Ft)
Froude number 0. 534
Upstream point elevation = 1035.000 (Ft. )
Downstream point elevation = 1032 .000 (Ft. )
Flow length = 437.000(Ft. )
' Travel time = 7.30 min.
Time of concentration = 19.20 min.
Depth of flow = 0.217(Ft. )
' Average velocity = 0.998 (Ft/s) -
Total irregular channel flow = 0.472 (CFS)
Irregular channel normal depth above invert elev. 0.217 (Ft. )
Average velocity of channel (s) a 0.998 (Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.689
1
Decimal fraction soil group A = 0.500
' Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 2) = 72.50
' Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 1 . 647 (In/Hr) for a 10.0 year storm
Subarea runoff = 0.374 (CFS) for 0.330 (Ac. )
Total .runoff = 0.624 (CFS) Total area = 0.490 (Ac. )
Depth of flow = 0.241 (Ft. ) , Average velocity = 1.070 (Ft/s)
End of computations, total study area = 0.49 (Ac. )
The following figures may
' be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction (Ap) = 1.000
' Area averaged RI index number = 72.5
1
1
1
1
1
1
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version
7. 1
' Rational Hydrology Study Date: 04/01/15
File:A100PRE.out
--------------------------------------------------------------------
' ***++**++ Hydrology Study Control Information *+**+*****
English (in-lb) Units used in input data file
1 --------------------------------------------------------------------
1 Program License Serial Number 5003
---------------`----------------------------------------------------
Rational Method Hydrology Program based on
' Riverside County Flood Control 6 Water Conservation .District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
' Standard intensity-duration curves data (Plate D-9 . 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. 980 (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
1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++
Process from Point/Station 100.000 to Point/Station
101.000
' **** INITIAL AREA EVALUATION **+*
Initial. area flow distance - 599 .000 (Ft. )
Top (of initial area) elevation = 1039.000 (Ft. )
Bottom (of initial area) elevation = 1030.500(Ft. )
Difference in elevation = 8 .500 (Ft. )
' Slope = 0.01563 s (percent)= 1.56
TC = k(0.530) * [ (length^3) / (elevation change) ] ^0.2
Initial area time of concentration - 15. 127 min.
Rainfall intensity - 2.774 (In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
' Runoff Coefficient = 0.837
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 3) = 86.50
Pervious area fraction - 1.000; Impervious fraction = 0.000
Initial subarea runoff = 1 .718 (CFS)
Total initial stream area = 0.740 (Ac. )
Pervious area fraction = 1 .000
' +++++++++++++++++++++++++++++++++++++++.+++++++++++++++'++++++++++++++
' Process from Point/Station 102.000 to
101.000
**.** CONFLUENCE OF MINOR STREAMS ****
' Along Main Stream number: 1 in normal stream number 1
Stream flow area 0.740 (Ac. )
' Runoff from this stream = 1.718 (CFS)
Time of concentration = 15. 13 min.
Rainfall intensity = 2.779 (In/Hr)
' Process from Point/Station 102.000 to Point/Station
101.000
**** INITIAL AREA EVALUATION ****
' Initial area flow distance = 295.000 (Ft. )
Top (of initial area) elevation = 1037 .500 (Ft. )
Bottom (of initial area) elevation = 1030.500 (Ft. )
Difference in elevation = 7 .000(Ft. )
Slope = 0.02373 s (percent)= 2.37
TC = k(0.530) * [ (length^3) / (elevation change) ] ^0.2
' Initial area time of concentration = 10.893 min.
Rainfall intensity = 3. 323 (In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.847
' Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
' Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 86.50
Pervious area fraction = 1.000; Impervious fraction = 0.000
1
1
Initial subarea runoff = 4 .193 (CFS)
' Total initial stream area = 1 .490(Ac. )
Pervious area fraction = 1.000
Process from Point/Station 102.000 to Point/Station
101.000
**** CONFLUENCE OF MINOR STREAMS **'*
Along Main Stream number: 1 in normal stream number 2
Stream flow area 1 .490(Ac. )
Runoff from this stream 4 .193(CFS)
Time of concentration = 10.89 min.
' Rainfall intensity = 3.323(In/Hr)
Summary of stream data:
' Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
' 1 1.718 15. 13 2.774
2 4 . 193 10.89 3.323
Largest stream flow has. 'longer or shorter time of concentration
' Qp = 4 . 193 + sum of
Qa Tb/Ta
1.718 * 0.720 = 1 .237
Qp = 5.431
' Total of 2 streams to confluence.:
Flow rates before confluence point:
' 1 .718 4 .193
Area of streams before confluence:
0.740 1 .490
Results of confluence:
' Total flow rate = 5.431 (CFS)
Time of concentration = 10.893 min.
Effective stream area after confluence = 2.230 (Ac. )
' Process from Point/Station 101.000 to Point/Station
103.000
**** SUBAREA FLOW ADDITION ****
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.847
' Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
1
Decimal fraction soil group D = 0.000
RI index for soil (AMC 3) = 86.50
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 10.89 min.
Rainfall intensity = 3.323 (In/Hr) for a 100.0 year storm
' Subarea runoff = 4 . 137 (CFS) for 1.470 (Ac. )
Total runoff = 9.567 (CFS) Total area = 3.700 (Ac. )
Process from Point/Station 101.000 to Point/Station
' 103.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel - 11 .468 (CFS)
Depth of flow = 0.695(Ft. ) , Average velocity = 2. 374 (Ft/s)
***** Irregular Channel Data
-----------------------------------------------------------------
Information entered for subchannel number I
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
' 2 10.00 0.00
3 20.00 1.00
Manning's 'N' friction factor = 0.028
1 -----------------------------------------------------------------
Sub-Channel flow = 11.468 (CFS)
flow top width - 13.901 (Ft. )
velocity= 2.374 (Ft/s)
area = 4 .831(Sq. Ft)
Froude number = 0.710
' Upstream point elevation 1030.500 (Ft. )
Downstream point elevation = 1029.000(Ft. )
Flow length = 182.000(Ft. )
Travel time = 1.28 min.
' Time of concentration = 12 . 17 min.
Depth of flow = 0.695(Ft. )
Average velocity = 2.374 (Ft/s)
Total irregular channel flow = 11.468 (CFS) -
Irregular channel normal depth above invert elev. 0. 695 (Ft. )
Average velocity of channel (s) = 2.374 (Ft/s)
Adding area flow to channel
' UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.844
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 3) 8G.50
' Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 3. 126(In/Hr) for a 100.0 year storm
Subarea runoff = 3.878 (CFS) for 1. 470 (Ac. )
1
Total runoff = 13.945 (CFS) Total area = 5. 170(Ac. )
Depth of flow 0.738 (Ft. ) , Average velocity = 2.470(Ft/s)
End of computations, total study area = 5. 17 (Ac. )
The following figures may
be used for a unit. hydrograph study of the same area.
' Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 72.5
1
1
1
1
1
1
1
1
1
1
1
' Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version
7. 1
' Rational Hydrology Study Date: 04/01/15
File:B100PRE.out
--------------------------------------------------------------------
' ********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
--------------------------------------------------------------------
Program License Serial Number 5003
--------------------------------------------------------------------
Rational Method Hydrology Program based on
' Riverside County Flood Control s Water Conservation District
1978 hydrology manual
Storm event (year) - 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-9 . 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
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' ++
Process from Point/Station 104 .000 to Point/Station
105.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance - 204 .000(Ft. )
t Top (of initial area) elevation = 1039.000 (Ft. )
Bottom (of initial area) elevation = 1035.000(Ft. )
Difference in elevation = 4 .000 (Ft. )
1
1
1
1
Slope = 0.01408 s(percent)= 1.41
TC - k(0.530) * ( (length^3) / (elevation change) ] ^0.2
Initial area time of concentration - 11. 908 min.
Rainfall intensity - 3.164 (In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
' Runoff Coefficient = 0.844
Decimal fraction soil group A - 0.500
Decimal fraction soil group B = 0.500
' Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 3) = 86.50
Pervious area fraction = 1 .000; Impervious fraction = 0.000
' Initial subarea runoff = 0.427 (CFS)
Total initial stream area = 0. 160 (Ac. )
Pervious area fraction = 1 ..000
1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' Process from Point/Station 105.000 to Point/Station
106.000
***� IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1 Estimated mean flow rate at midpoint of channel = 0.820 (CFS)
Depth of flow = 0.267 (Ft. ) , Average velocity 1.146(Ft/s)
******* Irregular. Channel Data
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
' 1 0.00 1.00
2 10.00 0.00
3 20.00 1.00
' Manning's 'N' friction factor = 0.028
Sub-Channel flow = 0.820(CFS)
flow top width = 5.349(Ft. )
' velocity= 1.146 (Ft/s)
' area = 0.715(Sq. Ft)
Froude number = 0. 552
' Upstream point elevation = 1035.000 (Ft. )
Downstream point elevation = 1032.000 (Ft. )
Flow length = 437.000(Ft. )
Travel time = 6.36 min.
Time of concentration = 18.26 min.
Depth of flow = 0.267(Ft. )
' Average velocity = 1.146(Ft/s) -
Total irregular channel flow - 0.820 (CFS)
Irregular channel normal depth above invert elev. 0.267 (Ft. )
Average velocity of channol (s) - 1.146(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.831
1
1
Decimal fraction soil group A = 0.500
' Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 3) = 86.50
' Pervious area fraction - 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.501 (In/Hr) for a 100.0 year storm
Subarea runoff = 0. 686(CFS) for 0.330 (Ac. )
Total runoff = 1.113(CFS) Total area = 0.490 (Ac. )
Depth of flow = 0.300(Ft. ) , Average velocity = 1.237 (Ft/s)
End of computations, total study area = 0.49 (Ac. )
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction (Ap) 1.000
' Area averaged RI index number = 72.5
1
1
1
1
1
1
1
1
1
1
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version
7. 1
' Rational Hydrology Study Date: 04/01/15
File:AlOPOST.out
--------------------------------------------------------------------
AREA B 10 YEAR POST DEVELOPMENT
-----------------------------------------------------------------
•Hydrology Study Control Information **********
1 English (in-lb) Units used in input data file
1 --------------------------------------------------------------------
' Program License Serial Number, 5003
--------------------------------------------------------------------
' Rational Method. Hydrology Program based on
Riverside County Flood Control 6 water Conservation District
1978 hydrology manual
' Storm event (year) = 10.00 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 = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880 (In/Hr)
Slope of intensity duration curve = 0.5500
1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station
101.000
**** INITIAL AREA EVALUATION ****
1
1
' Initial area flow distance = 544 .000 (Ft. )
Top (of initial area) elevation = 1039.000(Ft. )
Bottom (of initial area) elevation = 1030.500(Ft. )
' Difference in elevation = 8.500(Ft. )
Slope = 0.01563 s (percent)= 1 .56
TC = k(0.300) * [ (length^3) / (elevation change) ) ^0.2
Initial area time of concentration = 8. 562 min.
Rainfall intensity = 2.568 (In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.864
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC. 2) = 44 .00
Pervious area fraction - 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1 .642 (CFS)
Total initial stream area = 0.740(Ac. )
Pervious area fraction = 0.100
++
Process from Point/Station 102.000 to Point/Station
101.000
**** CONFLUENCE OF MINOR STREAMS ****
' Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.740(Ac. )
Runoff from this stream = 1. 642 (CFS)
' Time of concentration = 8 .56 min.
Rainfall intensity = 2.568 (In/Hr)
Summary of stream data:
' Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
' 1 1. 642 8.56 2.568
Largest stream flow has longer time of concentration
Qp = 1 .642 + sum of
Qp = 1 .642
Total of 1 streams to confluence:
Flow rates before confluence point:
1.642
Area of streams before confluence:
0.740
' Results of confluence:
Total flow rate = 1.642 (CFS)
Time of concentration = 8.562 min.
1
1
1
1
Effective stream area after confluence = 0.790 (Ac. )
Process from Point/Station 102.000 to Point/Station
101.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 295.000 (Ft. )
Top (of initial area) elevation = 1037.500(Ft. )
'. Bottom (of initial area) elevation = 1030.500 (Ft. )
Difference in elevation = 7 .000 (Ft. )
Slope = 0.02373 s (percent)= 2.37
' TC = k(0.300) *( (length^3) / (elevation change) ] ^0.2
Initial area time of concentration = 6. 166 min.
Rainfall intensity = 3.076(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
' Runoff Coefficient 0.866
Decimal fraction soil group A = 0.'500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.,000
Decimal fraction soil group D = 0.000
RI index for soil (AMC -2) = 99 .00
Pervious area fraction = 0. 100; Impervious fraction = 0. 900
t Initial subarea runoff = 3. 978 (CFS)
Total initial stream area = 1.990 (Ac. )
Pervious area fraction = 0.100
Process from Point/Station 102.000 to Point/Station
101.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1 .990(Ac. )
' Runoff from this stream = 3.978 (CFS)
Time of concentration = 6.17 min.
Rainfall intensity = 3.076 (In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CPS) (min) (In/.Hr)
1 1 3.978 6. 17 3.076
Largest stream flow has longer time of concentration
Qp = 3. 978 + sum of
Qp = 3. 978
1
Total of 1 streams to confluence:
Flow rates before confluence point:
3.978
Area of streams before confluence:
1.490
Results of confluence:
Total flow rate = 3.978 (CFS)
Time of concentration = 6.166 min.
' Effective stream area after confluence = 1. 490 (Ac. )
' ++
Process from Point/Station 101.000 to Point/Station
103.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.868
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI. index for soil(AMC 2) = 44..00
Pervious area fraction - 0. 100; Impervious. fraction = 0. 900
Time of concentration 6.17 min.
Rainfall intensity = 3.076(In/Hr) for a 10.0 year storm
Subarea runoff = 3.925(CFS) for 1.470 (Ac. )
Total runoff = 7. 903 (CFS) Total area - 2.960 (Ac. )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++
Process from Point/Station 101.000 to Point/Station
103.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 9. 686(CFS)
' Depth of flow = 0.652(Ft. ) , Average velocity = 2.276(Ft/s)
-----=****** Irregular Channel. Data
---------------------------------------------------
Information entered for subchannel number 1 :
' Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 10.00 0.00
3 20.00 1.00
Manning's 'N' friction factor =---0_028---
Sub-Channel flow - 9.686(CFS)
flow top width = 13.048 (Ft. )
velocity= 2.276(Ft/s)
' area = 4 .257 (Sq.Ft)
1
1
Froude number = 0.702
upstream point elevation = 1030.500(Ft. )
Downstream point elevation = 1029.000 (Ft. )
Flow length = 182.000(Ft. )
Travel time = 1 .33 min.
Time of concentration = 7 .50 min.
Depth of flow = 0.652(Ft. )
Average velocity = 2.276(Ft/s) -
Total irregular channel flow = 9.686(CFS)
Irregular channel normal depth above invert elev. 0. 652 (Ft. )
Average velocity of channel(s) = 2.276(Ft/s)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.866
' Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 2) = 44 .00
Pervious area fraction - 0. 100; Impervious fraction = 0.900
Rainfall intensity = 2.762 (In/Hr) for ,a 10.0 year storm
Subarea runoff = 3.515(CFS) for 1 .470(Ac. )
Total runoff = 11.418 (CFS) Total area = 4 .430(Ac. )
Depth of flow = 0.694 (Ft. ) , Average velocity = 2.371 (Ft/s)
End of computations, total study area 5. 17 (Ac. )
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 44 .0
1
1
1
1
1
1
r
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version
7. 1
r Rational Hydrology Study Date: 04/01/15
File:B10POST.out
--------------------------------------------------------------------
' AREA B 10 YEAR POST DEVELOPMENT
r --------------------------------------------------------------------
********* Hydrology Study Control Information
rEnglish (in-lb) Units used in input data file
--------------------------------------------------------------------
Program License Serial Number 5003
--------------------------------------------------------------------
rRational Method Hydrology Program based on
Riverside County Flood Control a Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition - 2
r 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)
r 100 year storm 10 minute intensity = 3. 980 (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
r
r ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
r Process from Point/Station 104 .000 to Point/Station
105.000
**** INITIAL AREA EVALUATION ****
r
r
Initial area flow distance = 284 .000 (Ft. )
Top (of initial area) elevation = 1039.000(Ft. )
Bottom (of initial area) elevation = 1035.000 (Ft. )
' Difference in elevation = 4 .000(Ft. )
Slope = 0.01408 s (percent)= 1.41
TC = k(0.300) * ( (1ength^3) / (elevation change) ] ^0.2
Initial area time of concentration = 6.741 min.
Rainfall intensity = 2.929 (In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.867
r Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
' Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 44 .00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.406(CFS)
' Total initial stream area = _ 0. 160(Ac. )
Pervious area fraction - 0. 100
Process from Point/Station 105.000 to Point/Station
106.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.726(CFS)
Depth of flow = 0.256(Ft. ) , Average velocity = 1.112 (Ft/s)
******* Irregular Channel Data ***********
1 -----------------------------------------------------------------
Information entered for subchannel number l :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
' 2 10.00 0.00
3 20.00 1.00
Manning's 'N' friction factor = 0.028
--------------------------------`--------------------------------
' Sub-Channel flow = 0.726(CFS)
flow top width = 5. 112 (Ft. )
velocity= 1 . 112 (Ft/s)
area = 0. 653 (Sq. Ft)
Froude number = 0. 548
r Upstream point elevation = 1035.000 (Ft. )
Downstream point elevation = 1032.000 (Ft. )
Flow length = 437 .000(Ft. )
Travel time = 6. 55 min.
' Time of concentration = 13.29 min.
Depth of flow = 0.256(Ft. )
Average velocity = 1 . 112 (Ft/s)
r
1
Total irregular channel flow = 0.726 (CFS)
Irregular channel normal depth above invert elev. = 0.256 (Ft. )
Average velocity of channel (s) = 1.112 (Ft/s)
Adding area flow to channel
COMMERCIAL subarea type
' Runoff Coefficient = 0.859
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C — 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 2) = 44 .00
Pervious area fraction = 0. 100; Impervious fraction = 0. 900
' Rainfall intensity = 2.016 (In/Hr) for a 10.0 year storm
Subarea runoff = 0.571 (CFS) for 0.330(Ac. )
Total runoff 0.978 (CFS) Total area = 0.490 (Ac. )
Depth of flow = 0.286(Ft. ) , Average velocity = 1. 198 (Ft/s)
End of computations, total study area = 0. 49 (Ac. )
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fracton (Ap) 0.100
Area averaged RI index number = 44 .0
r
r
r
r
r
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version
7. 1
' Rational Hydrology Study Date: 04/01/15
File:A100POST.out
--------------------------------------------------------------------
Hydrology Study Control Information
English (in-lb) Units used in input data file
1 --------------------------------------------------------------------
Program License Serial Number 5003
------------- ------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control s Water Conservation District
1978 hydrology manual
Storm event (year) 100.00 Antecedent Moisture Condition = 3
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
1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++
.Process from Point/Station 100.000 to Point/Station
101.000
**** INITIAL AREA EVALUATION *"*
Initial area flow distance = 544 .000 (Ft. )
' Top (of initial area) elevation = 1039.000(Ft. )
Bottom (of initial area) elevation - 1030.500(Ft. )
Difference in elevation = 8.500(Ft. )
Slope = 0.01563 s(percent)= 1 .56
' TC = k(0.300) * [ (length^3) / (elevation change) ] ^0.2
Initial area time of concentration = 8.562 min.
Rainfall intensity = 3.793 (In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.885
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
' Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 64 .00
Pervious area fraction = 0. 100; Impervious fraction = 0. 900
' Initial subarea runoff = 2.485(CFS)
Total initial stream area = 0.740 (Ac. )
Pervious area fraction = 0.100
' Process from Point/Station 102.000 to Point/Station
101.000
**** CONFLUENCE OF MINOR STREAMS ****
1 Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.740 (Ac. )
Runoff from this stream = 2. 485(CFS)
Time of concentration = 8.56 min.
Rainfall intensity - 3.793 (In/Hr)
Summary of stream data:
Stream Flow rate TC .Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2. 485 8.56 3.793
Largest stream flow has longer time of concentration
Qp = 2.485 + sum of
Qp = 2.485
Total of 1 streams to confluence:
Flow rates before confluence point:
2.485
Area of streams before confluence:
0.
40
of co
Results of confluence:
Total flow rate = 2.485 (CFS)
' Time of concentration = 8.562 min.
Effective stream area after confluence = 0.740 (Ac. )
++
1
1
1
Process from Point/Station 102.000 to Point/Station
' 101.000
**** INITIAL AREA EVALUATION ****
' Initial area flow distance = 295.000(Ft. )
Top (of initial area) elevation = 1037.500(Ft. )
Bottom (of initial area) elevation = 1030.500(Ft. )
' Difference in elevation = 7 .000 (Ft.. )
Slope = 0.02373 s (percent)= 2.37
TC = k(0.300) * [ (length^3) / (elevation change) ] "0.2
Initial area time of concentration = 6. 166 min.
' Rainfall intensity = 4 .544 (In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A - 0.500
Decimal fraction soil group B - 0.500
Decimal fraction soil group C - 0.000
Decimal fraction soil group D - 0.000
' RI index for soil (AMC 3) 64 .00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 6.007 (CFS)
Total initial stream area = 1 .490 (Ac. )
Pervious area fraction = 0.100
Process from Point/Station 102.000 to Point/Station
101.000
' **** CONFLUENCE OF MINOR STREAMS
Along Main Stream number:. 1 in normal stream number 2
Stream flow area = 1.490 (Ac. )
Runoff from this stream = 6.007 (CFS)
Time of concentration 6. 17 min.
Rainfall intensity = 4 .544 (In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.485 8.56 3.793
2 6.007 6. 17 4 .544
Largest stream flow has longer or shorter time of concentration
' Qp = 6.007 + sum of
Qa Tb/Ta
2. 485 * 0.720 = 1 .789
Op = 7 .796
' Total of 2 streams to confluence:
Flow rates before confluence point:
1
1
2.985 6.007
Area of streams before confluence:
0.740 1.490
Results of confluence:
Total flow rate = 7.796(CFS)
' Time of concentration = 6. 166 min.
Effective stream area after confluence = 2.230 (Ac. )
Process from Point/Station 101.000 to Point/Station
' 103.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 3) = 64 :00
' Pervious area fraction = 0.100; Impervious fraction = 0.900
Time of concentration = 6. 17 min.
Rainfall intensity = 4 .544 (In/Hr) for a 100.0 year storm
' Subarea runoff = 5.926(CFS) for 1. 470(Ac. )
Total runoff = 13.723(CFS) Total area = 3.700(Ac. )`
Process from Point/Station 101 .000 to Point/Station
103.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
' Estimated mean flow rate at midpoint of channel = 16.449 (CFS)
Depth of flow = 0.796(Ft. ) , Average velocity = 2.598 (Ft/s)
******* Irregular Channel Data ***********
----------------------------------------------------------------
' Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
' 2 10.00 0.00
3 20.00 1.00
Manning's 'N' friction factor = 0.028
-----------------------------------------------------------=-----
' Sub-Channel flow = 16.449(CFS)
flow top width = 15.915 (Ft. )
' velocity= 2. 598 (Ft/s)
' area = 6.332 (Sq. Ft)
' Froude number = 0.726
1
Upstream point elevation = 1030.500 (Ft. )
Downstream point elevation = 1029.000 (Ft. )
Flow length = 182.000(Ft. )
Travel time 1.17 min.
Time of concentration = 7 .33 min.
Depth of flow = 0.796(Ft. )
Average velocity = 2.598 (Ft/s)
Total irregular channel flow = 16.449(CFS)
Irregular channel normal depth above invert elev. = 0.796(Ft. )
Average velocity of channel (s) = 2.598 (Ft/s)
Adding area flow to channel
COMMERCIAL subarea type
' Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
' Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 64 .00
Pervious area fraction — 0.100; Impervious fraction = 0.900
' Rainfall intensity 4 .,131 (In/Hr) for a 100.0 year storm
Subarea runoff = 5.381 (CFS) for 1.470(Ac. )
Total runoff = 19. 103 (CFS) Total area = 5. 170(Ac. )
Depth of flow = 0.842(Ft. ) , Average velocity = 2. 697 (Ft/s)
End of computations, total study area = 5.17 (Ac. ).
The following figures may
be used for a unit hydrograph study of the. same area.
Area averaged pervious area .fraction (Ap) = 0. 100
Area averaged RI index number 44 .0
1
1
1
' Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2005 Version
7 . 1
' Rational Hydrology Study Date: 04/01/15
File:B100POST.out
--------------------------------------
AREA B 100 YEAR POST DEVELOPMENT
--------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
-----------------------------------------------=--------------------
Program License Serial Number 5003
--------------------------------------------------------------------
' Rational Method Hydrology Program based on
Riverside County Flood Control 6 Water Conservation District
1978 hydrology manual
' Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate 6-4 . 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
' Process from Point/Station 104 .000 to Point/Station
105.000
**** INITIAL AREA EVALUATION ****
1
1
Initial area flow distance = 284 .000(Ft. )
Top (of initial area) elevation - 1039.000(Ft. )
Bottom (of initial area) elevation = 1035.000 (Ft. )
' Difference in elevation = 4 .000 (Ft. )
Slope = 0.01408 s (percent)- 1.41
TC = k(0.300) *( (length^3) /(elevation change) ] ^0.2
Initial area time of concentration = 6.741 min.
Rainfall intensity = 4 .327 (In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
' Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group, C - 0.000
Decimal fraction soil group D = 0.000
' RI index for soil (AMC 3) = 64 .00
Pervious area fraction = 0.100; Impervious fraction - 0.900
Initial subarea runoff = 0.614 (CFS)
' Total initial stream area 0. 160 (Ac. )
Pervious area fraction = b.lOU
Process from Point/Station 105.000 to Point/Station
106.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
' Estimated mean flow rate at midpoint of channel = 1.108 (CFS)
Depth of flow = 0.299(Ft. ) , Average velocity = 1.236(Ft/s)
******* Irregular Channel Data
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
' 2 10.00 0.00
3 20.00 1.00
Manning's 'N' friction factor = 0.028
-----------------------------------------------------------------
' Sub-Channel flow = 1 . 108 (CFS)
flow top width = 5. 989(Ft. )
' Ivelocity= 1.236(Ft/s)
' I Iarea = 0.897 (Sq.Ft)
Froude number = 0.563
' Upstream point elevation = 1035.000 (Ft. )
Downstream point elevation = 1032.000 (Ft. )
Flow length = 437.000(Ft. )
Travel time = 5.89 min.
' Time of concentration = 12.63 min.
Depth of flow = 0.299(Ft. )
Average velocity 1.236(Ft/s)
1
1
' Total irregular channel flow = 1.108 (CFS)
Irregular channel normal depth above invert elev. = 0.299 (Ft. )
Average velocity of channel(s) - 1.236(Ft/s)
Adding area flow to channel
COMMERCIAL subarea type
' Runoff Coefficient = 0.882
Decimal fraction soil group A = 0.500
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 3) 64 .00.
Pervious area fraction. = 0.100; Impervious fraction = 0.900
' Rainfall intensity = 3.062 (In/Hr) for a 100.0 year storm
Subarea runoff = 0.892 (CFS) for 0.330 (Ac. )
Total runoff = 1.505 (CFS) Total area. = 0.490(Ac. )
' Depth of flow = 0.336(Ft. ) , Average velocity = 1.334 (Ft/s)
End of computations, total study area = 0. 49 (Ac. )
The following figures may
be used for a unit hydrograph study of the same area.
' Area averaged pervious area fraction(Ap) 0. 100
Area averaged RI index number 44 .0
1
1
1
1
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..................................................... ..................... ........ .......................................... ............ .................................................................
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117'.. ....................................... ....... ..... ........ ......................................... 7.60.................... ............ ..................................... I .. ....... .......... .... .................................. ................................................... ..................................... ............. ............ ... ....................................................... ...... ....... ............... ----------I -------------------------------------------------------- -------------- .................................... ....................... .................................................... ....................................... .......................... -------------- -------------------- ....................................................... ................ ................ ........... ........�-1................ ------------------------- ............... .%,.............
.......... ......................................................................... ......--------------......... .......... -------------.......... c I—---------------- -------------7 72 . 44..................... .......................... ............. ................................ --- -—------------------.....................----- ....... .......................I *********" , :...........\' .............. .................................... ....... 10
----- ....... ........ .................................------- -------- -------- ...... ---------- 456c----------
llIPRE-DEVELOPMENT 3.34C
ESS/ 6.73C ALL FLOWS ARE IN CFS LNLESS NOTED OTHERWISE
SUB-BASIN
C.D NO. C55955 Exp. 12/31/16
CIVI FLOW C 0 40 8.0 120 Hydrology Map SCALE: 1"=40' City of Temecula 0 MTM REJVC;vL1 Winchester
ENGINEERING SURVEYING LAND.PLANNING Pre-Develo ment Oc-gy-9902 FAX: 951 .696-9961 x
PHONE: 951 .696 Hydrolo hibit 1