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FILE CATEGORY: 73
PROJECT MGR .:
DRAINAGE REPORT
PARKER MEDICAL CENTER
PREPARED FOR:
PARKER 215, LLC
27989 Holland Road
Menifee, CA 92584
Attn: Don Parker
(951) 377-2125
PREPARED BY:
HLC CIVIL ENGINEERING
39281 Via Cadiz
Murrieta, CA 92563
(951) 640-09571
October 10, 2013
By: Aw�� a -
Hector L. Correa, RCE 36306
Expire 6/30/14
HECTOR
LUCID CORREA
No. 363C6
Wit
lENGINEERI
9 NG
C OF U1.1F l
TABLE OF CONTENT PAGE
INTRODUCTION I
GENERAL LOCATION &c DESCRIPTION I
METHODOLOGIES I
PRE -DEVELOPED CONDTIONS 2
POST -DEVELOPED CONDTIONS 3
PRE -DEVELOPED HYDROLOGY CALCULATIONS APPENDIX A
POST -DEVELOPED HYDROLOGY CALCULATIONS APPENDIX B
PRE -DEVELOPED HYDROLOGY MAP APPENDIX C
POST -DEVELOPED HYDROLOGY MAP APPENDIX D
INTRODUCTION
Drainage design has been done in accordance with the Riverside County Flood Control and
Water Conservation District Hydrology Manual (Reference 1). This report details existing
conditions and developed conditions used in the analysis
GENERAL LOCATION AND DESCRIPTION
Location
The site is Parcel 2 of Parcel Map No. 29132, and is located on Avenida de Missions in the City
of Temecula, Riverside County, California. The total site acreage is approximately 1.48 acres.
The site is bordered by existing commercial Credit Union Bank to the north (Parcel 1), an
existing residential subdivision to the west, Avenida de Missions to the east, and existing Church
Parking Lot (Parcel 3) to the south.
Existing Site Description
The site is currently a rough graded parcel (poor cover). The site drains to a low spot located just
west of Avenida de Missions. Hydrologic Soils Group Map for Pechanga, the site is made up of
Visalia fine sandy loam, which falls into hydrologic soil group B.
The site is within the Santa Margarita major watershed. According to FEMA Community Panel
Number 060742 0010 B revised August 28, 2008, the site lies outside of the Zone A 100 year
delineated floodplain.
METHODOLOGIES
This drainage study has been designed in accordance with the Riverside County Flood Control
and Water Conservation District Hydrology Manual. Due to the site being less than 300 acres in
size, the Rational Method was used to quantify the peak runoff. The rational method and the unit
hydrograph computations were performed using Civilcadd/Civildesign Engineering Software
Version 7.L Intensity, runoff coefficients, and discharge were calculated at each node by the
software, based on user input of rainfall, soil type, acreage, and land use parameters. The existing
and developed 2-year, 10-year, and 100-year storm periods were studied in this report, for both
the 1 hour and 24 hour return frequencies.
Due to the site being less than 300 acres in size, the Rational Method was used to quantify the
peak runoff. The rational method and the unit hydrograph computations were performed using
Civilcadd/Civildesigu Engineering Software Version 7.1. Intensity, runoff coefficients, and
discharges were calculated at each node by the software, based on user input of rainfall, soil type,
acreage, and land use parameters. The existing and developed 2-year, 10-year, and 100-year
storm periods were studied in this report, for both the 1 hour and 24 hour return frequencies.
PRE -DEVELOPED CONDTIONS
The following is a brief description of each historic basin (Refer to Historic Drainage Exhibit and
historic basin calculations located in Appendix B):
Basin 111 [0.09 Acres]: Located in the northern portion of the site, Historic Basin HI is made up
of half of the shared access drive that has been built as part of the exist commercial development.
Runoff from this basin sheet flows to the east, via a drainage pan, towards a 24" x 24" water
quality inlet. From there, runoff is piped to a curb outlet and drains into the curb and gutter of
Avenida de Missiones. See table below for Basin H1 drainage flows.
Basin 112 [1.31 Acres]: Located in the central portion of the site, Historic Basin H2 is
undeveloped land, consisting of dirt and stone. Runoff from this basin sheet flows to the east, to
the curb and gutter of Avenida de Missiones. See table below for Basin H2 drainage flows.
Basin Hl & 112 [1.40 Acres]: Consists of the entire site east of the Temecula Creek Village
Masonry and Stucco Screen Wall. This basin represents the routed runoff that, in the historic
condition, is flowing down the curb and gutter of Avenida de Missiones at the southern property
line. See table below for Basin H1 & H2 drainage flows.
Basin H3 [0.08 Acres]: Located in the western portion of the site, Historic Basin H3 is
landscaped, consisting of sparse grass and shrubs. Runoff from this basin sheet flows to the west,
towards an existing residential subdivision. This basin will be left as existing due to the location
of a Temecula Creek Village Masonry & Stucco Screen Wall, which leaves 0ris portion of the site
inaccessible. See table below for Basin H3 drainage flows.
Below is a table summarizing all historic drainage basin flows:
HISTORI
C BASIN
ID
ACREAG
E
(ACRES)
DESIGN
POINT
Q2 (cfs)
Q10 (Cfs)
Q100 (cfs)
1-HR
24-HR*
1-HR
24-HR*
1-HR
24-HR*
HI
0.09
2
0.160
-
0.248
-
0.368
H2
1.31
4
1.058
-
2.167
-
3.362
-
H1 & H2
1.40
6
1.178
0.055
2.351
0.323
3.633
0.713
H3
0.08
7
0.120
0.003
0.224
0.024
0.342
0.052
* Note: 24-hour flows have been analyzed for Basin H1 & H2 and Basin H3 only. These two
basins give the overall historic drainage flows leaving the site.
2
POST -DEVELOPED CONDTIONS
The following is a brief description of each developed basin (Refer to Developed Drainage
Exhibit and developed basin calculations located in Appendix C):
Basin D1 [0.49 Acres]: Located in the northern portion of the site, Developed Basin D1 consists
of a portion of the proposed office building, a portion of the west parking area, the north parking
area, and the southern half of the existing shared access drive. Runoff from this basin is captured
in the curb and gutter of the west parking area, and conveyed to the existing drainage pan located
along the southern side of the shared access drive. From there runoff flows east in the existing
drainage pan to an existing 2' x 2' water quality inlet, where runoff is then piped to an existing
curb outlet and out into the curb and gutter of Avenida de Missiones. See table below for Basin
D1 drainage flows.
Basin D2 [0.42 Acres]: Located in the southwestern portion of the site, Developed Basin D2
consists of the southwestern portion of the proposed office building, a portion of the west parking
area, and the southern grass swale. Runoff from this basin is captured in the curb and gutter of
the west parking area, and conveyed south to the southern grass swale. From there, runoff flows
cast through the southern grass swale to a 3' x 2' water quality inlet, where runoff is then piped
through an 8" pvc storm pipe to a curb outlet and out into the curb and gutter of Avenida de
Missionies. See table below for Basin D2 drainage flows.
Basin D3 [0.49 Acres]: Located in the eastern portion of the site, Developed Basin D3 consists
of a portion of the proposed office building, the east parking area, and the eastern grass swale.
Runoff from this basin is captured in the eastern grass swale and conveyed south to a 3' x 2' water
quality inlet, where runoff is then piped through an 8" pve stonn pipe to a curb outlet and out into
the curb and gutter of Avenida de Missiones. See table below for Basin D3 drainage flows.
Basin DL D2, & D3 [1.40 Acres]: Consists of the entire site east of the Temecula Creek Village
Masonry and Stucco Screen Wall. This basin represents the routed runoff that, in the developed
condition, is flowing down the curb and gutter of Avenida de Missiones at the southern property
line. See table below for Basin D1, D2, & D3 drainage flows.
Basin D4 [0.08 Acres]: Located in the western portion of the site, Developed Basin D4 is
undeveloped land, consisting of sparse grass and shrubs (same as Historic Basin 113). Runoff
from this basin sheet flows to the west, towards an existing residential subdivision. This basin
will be left undeveloped due to the location of a Temecula Creek Village Masonry & Stucco
Screen Wall. This basin has been left undeveloped due to the location of a Temecula Creek
Village Masonry & Stucco Screen Wall, which leaves this portion of the site inaccessible. See
table below for Basin D4 drainage flows. (Due to the fact that Basin D4 is being left undeveloped
and in the same condition of Historic Basin H3, calculations have not been included. Refer to
Historic Basin H3 calculations located in Appendix B.)
3
Below is a table summarizing all developed drainage flows:
HISTORIC
BASIN ID
ACREAGE
(ACRES)
DESIGN
POINT
Q2 (efs)
Q10 (efs)
QI00 (efs)
1-HR
24-HR*
1-HR
24-HRA
1-HR
24-HR*
D1
0.49
2
0.793
-
1.226
-
1.824
-
D2
0.42
5
0.706
1.092
1.624
D3
0.49
7
0.876
-
1,354
-
2.013
-
D1,D2,
&D3
1.40
8
1.953
0.221
3.058
0.543
4.603
0.938
D4
0.08
10
0.120
0.003
0.224
00241
0.342
0.052
* Note: 24-hour flows have been analyzed for Basin D1, D2, & D3 and Basin D4 only.
These two basins give the overall developed drainage flows leaving the site.
CONCLUSIONS
The Parker Medical Center development, in both historic and developed conditions, drains as two
basins. Basins Hl and DI are draining to the curb and gutter along Avenida de Missions, where
the flows are then conveyed south via the curb and gutter to a wash located at the end of Avenida
de Missions. The amount of flow increase in the 100-year storm event from historic to
developed is equal to 0.90 efs. Therefore, no detention has been provided for this basin.
APPENDIX A
PRE -DEVELOPED
HYDROLOGY CALCULATIONS
Riverside Comity Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 01/04/08 File.: 6011overall, out
GATEWAY PLAZA
HISTORIC DRAINAGE BASINS H1 & H2
PRE -DEVELOPMENT CONDITIONS
2YR - 1HR FLOWRATE
+*******x Hydrology Study Control Information **********
English (in -lb) Units used in input data file -
------------------------------------------------------------------
Program License Serial Number 4099
------------------------------------ .-_-_--_.--_-------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1
Standard intensity -duration curves data (Plate D-4.1)
For the [ MUrrietd,TmC,Rnch Callorco
] area used.
10 year storm 3.0 minute intensity =
2.360(In/Hr)
10 year storm 60 minute intensity =
0.880(In/Hr)
1.00 year storm 10 minute intensity
= 3.480(In/Hr)
100 year storm 60 minute intensity
= 1.300(ln/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.586(ln/Hr)
Slope of intensity duration curve =
0.5500
_++}}+++ii}+}}+}+4+4-}}}+++}i4}}+++++}+++++++++++++++++++++++++}++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
BASIN H1
Initial. area flow distance = 255.000(Ft.)
Top (of initial area) elevation = 1047.000(t=t.)
Bottom (of initial area) elevation = 1041.620(Ft.)
Difference in elevation = 5.380(Ft.)
Slope = 0.02110 s(percent)= 2.11
TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2
Initial area time of concentration = 5.955 min.
Rainfall intensity = 2.089(in/Hr) for a 2.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0,852
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 = O.ODO
RI index for soil(AMC 1) = 36.OD
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.160(CF5)
Total initial stream area = 0,090(Ac.)
Pervious area fraction = 0.100
.4++++++*.+i+++++++++i-+++}++++++++++++i++++i+++i++++A+++++}++++i.+}}++}++
Process from Point/Station 2.000 to Point/Station 3.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1040.950(Ft )
Downstream point/station elevation = 1040.840(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = i Required pipe flow = 0.160(CFS)
Given pipe size = 8.00(in.)
Calculated individual pipe flow = 0.160(CPS)
Normal flow depth in pipe = 2.65(In.)
Flow top width inside pipe = 7.53(In.)
Critical Depth = 2.20(In.)
Pipe flow velocity = 1.59(Ft/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 6.32 min.
++++++++}++++}}+++i1+++}+++++++++++++++++++++i.F+++++}++++++i.++++++++i+
Process from Point/Station 3.000 to Point/Station 4.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.070(Ft.), Average velocity = 1.301(Ft/s)
******* Irregular Channel Data ***********
------------
entered for subchannel number 7. :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 2.00 0.02
Manning's 'N' friction factor = 0.013
------------------------ ..___--_-_____-___________-______--__-__--_
Sub -Channel flow = 0.160(CFS)
flow top width = 2.000(Ft.)
velocity= 1.301(Ft/s)
area = 0.123(Sq.Ft)
Froude number = 0.924
Upstream point elevation = 1040.840(Ft.)
Downstream point elevation = 1040.550(Ft.)
Flow length = 52.ODO(Ft.)
Travel time = 0.67 min.
Time of concentration = 6.99 min,
Depth of flow = 0.070(Ft.)
Average velocity = 1..301(Ft/s)
Totall irregular channel flow = 0.160(CFS)
irregular channel normal depth above invert elev. = 0.070(Ft.)
Average velocity of channel(s) = 1.301(Ft/s)
t+#t+t++i+++++++#+++++t+++++++++++++r#.V++++I++i'+++++++++++++++1'+++++1+
Process from Point/Station 3.000 to Point/Station 4.000
**** CONFLUENCE OF MINOR STREAMS "***
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.090(Ac.)
Runoff from this stream = 0.160(CFS)
Time of concentration = 6.99 min.
Rainfall intensity = 1.913(In/Hr)
+4.4+++1+i'+}+++++}+++1.+}++1'1'++++++++++++4'++++'V++++++ F}}}
Process from Point/Station 5.000 to Point/Station 4.000
**** INITIAL AREA EVALUATION '**"
BASIN H2
Initial area flow distance = 286.000(Ft.)
Top (of initial area) elevation = 1045.020(Ft.)
Bottom (of, initial area) elevation = 1040.550(Ft.)
Difference in elevation = 4.470(1-t.) -
Slope = 0.01552 s(percent)= 1.55
TC = k(0.530)*((length13)/(e3evation change))10.2
Initial area time of concentration = 11.74E min.
Rainfall intensity = 1.438(ln/Hr) for a 2.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.562
Decimal fraction soil group A = 0.000
Decimal fraction soil group 8 = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 60.60
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 1.058(CFS)
Total initial stream area = 1.310(Ac.)
Pervious area fraction = 1.000
++++++ 4++++++1++++++++++++++##+++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 4.000
**** CONFLUENCE OF MINOR STREAMS ***"
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.310(Ac.)
Runoff from this stream = 1.058(CFS)
Time of. concentration = 11.74 min.
Rainfall intensity = 1.438(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CPS) (min) (In/Hr)
1 0.160 6.99 1. 91.3
2 1.058 11.74 1..438
Largest stream flow has longer time of concentration
Qp = 1.058 ++ sum of
Qb Ia/Lb
0, 1.60 0.752 = 0.1.20
r
I
Qp = 1.178
Total of. 2 streams to confluence:
Flow rates before confluence point:
0.160 1.058
Area of streams before confluence:
0.090 1.310
Results of. confluence:
Total flow rate = 1.178(CFS)
Time of concentration = 11.745 min.
Effective stream area after confluence = 1.400(Ac.)
++++++}}+++++}++++++++++++}+++++++i++}}}}}}+}+i.+}}++}++++}++i.}+}+}}+i +}
Process from Point/Station 4.000 to Point/Station 6.000
*^*+ IRREGULAR CHANNEL FLOW TRAVEL TIME "***
Depth of flow = 0.305(Ft.), Average velocity = 2.658(Ft/s)
******* Irregular Channel Data ***********
___ -_ _ _ _ _..___
Information entered for subchannel number i :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 2.00 0.17
Manning's 'N' friction factor = 0,013
___________________________________.,_________________-_____-_____
Sub -Channel flow = 1.178(CFS)
flow top width = 2.000(Ft.)
velocity= 2.658(Ft/s)
area = 0.443(Sq.Ft)
Froude number = 0.995
Upstream point elevation = 1040.550(Ft.)
Downstream point elevation = 1039.860(Ft.)
Flow length = 141.000(Ft.)
Travel time = 0.88 min.
Time of concentration = 12,63 min.
Depth of flow = 0.305(Ft.)
Average velocity = 2.658(Ft/s)
Total irregular channel flow = 1.178(CFS)
Irregular channel normal depth above invert, elev. = 0.305(Ft.)
Average velocity of channel(s) = 2.658(Ft/s)
End of computations, total study area = 1.40 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fracti.on(Ap) = 0.942
Area averaged RI index number = 76.6
Sq
u n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989.- 2004, Version 7.0
Study date 01/05/08 File: 6011overallhiS2242.out
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4099
---------------------------------------------------------------------
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input values Used
English Units used in output format
GATEWAY PLAZA
HISTORIC BASINS H1 & H2
PRE -DEVELOPMENT CONDITION
2YR - 24HR FLOWRATE
------------------------------------------------------ ...__.----------_
Drainage Area = 1.40(Ac.) = 0.002. Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 1.40(Ac.) _
Mi.
USER Entry of lag time in hours
Lag time = 0.117 Hr.
Lag time = 7.03 Min.
25% of lag time = 1.76 Min.
40% of lag time = 2.81 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2. YEAR Area rainfall data:
Area(Ac.)(1] Rainfall(In)[2] Weighting[1"21
1.40 2,00 2.80
100 YEAR Area rainfall data:
Area(Ac.)[1] Rainfall(ln)[2] Weighting(1*2)
1.40 5,50
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 2.000(In)
Area Averaged 100-Year Rainfall = 5.500(In)
Point rain (area averaged) = 2.000(In)
0.002
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.000(In)
Sub -Area Data:
Area(Ac.) Runoff index Impervious
1.400 76.60 0.058
Total Area Entered = 1.40(Ac.)
RI RI Infil. Rate Impervious Adj. Infil, Rate Area/ F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)
76.6 58.9 0,481 0,058 0.456 1,000 0.456
Sum (F) = 0.456
Area averaged mean soil loss (F) (In/Hr) = 0.456
Minimum soil loss rate ((In/Hr)) = 0.228
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.854
----------- ------------------- --- --- ---- ----------------- -------- -
U n i
t H y
d r o g
r
a p
h
VALLEY
S-Curve
____________________________________________________________.---__
Unit
Hydrograph
Data
------
--------------
Unit
time period
-----------------------------'------
Time % of lag
Distribution
Unit
----
Hydrograph
--
--------------------------------------------------------
(hrs)
Graph
%
(CPS)
.___-__-_---__
1
0.083
71.104
10,908
0.154
2
0.167
142.207
40.667
0.
574
3
0.250
213.311
22.770
0,321
4
0.333
284.414
8.911
0.126
5
0.417
3S5.518
5.417
0.076
6
0.500
426.623.
2.573
0.050
7
0.583
497.725
2.410
0.034
8
0.667
568.828
1.864
0,026
9
0.750
639.932
1,312
0.019
10
0.833
711.035
0.918
0.013
11
0.917
782,139
0.714
0.010
7.2
1.000
853.242
0.534
0.008
__------------
__-----------
-----
Sum
__-------
=
200.000
----
_--------
Sum=
---- --------
1.411
---- _-
Unit
Time
Pattern
Storm Rain
Loss
rate(In./Hr)
Effective
(Hr.)
Percent
(In/Hr)
Max
Low
(In/Hr)
1
0.08
0.07
0.016
0.808
0.014
0.00
2
0.17
0.07
0.01.6
0.805
0.014
0.00
3
0.25
0.07
0.016
0,802
0.014
0.00
4
0.33
0.10
0.024
0.799
0.020
0.00
5
0.42
0.10
0.024
0.796
0.020
0.00
6
0.50
0.10
0.024
0.793
0.02.0
0.00
7
0.58
0.10
0.024
0.790
0.020
0.00
8
0.6')
0.10
0.024
0.786
0.020
0.00
9
0.75
0,10
0.024
0.783
0.020
0.00
10
0.83
0,13
0.032
0.780
0.027
0.00
11
0.92
0.13
0.032
0,777
0.027
0.00
12
1,00
0.13
0.032
0,
7'74
0.0217
0.00
13
1.08
0.10
0.024
0.771
0,020
0.00
14
1.17
0.10
0.024
0.768
0,020
0.00
15
1.25
0.10
0.024
0.765
0.020
0.00
16
1.33
0.10
0.024
0.762
0.020
0.00
17
1..42
0.10
0.024
0.759
0.020
0.00
18
1.50
0.10
0.024
0.756
0.020
0.00
19
1.58
0.10
0.024
0.753
0.020
0.00
20
1.67
0.10
0.024
0.750
0.020
0.00
21
1.75
0.10
0.024
0.74'7
0.020
0.00
22
1.83
0.13
0.032
0.744
0.027
0.00
23
1.92
0.13
0.032
0.741
0.027
0.00
24
2.00
0.13
0.032
0.738
0.027
0.00
25
2.08
0.13
0.032
0.735
0,
027
0.00
26
2.17
0.13
0.032
0.732
0.027
0.00
27
2.25
0.13
0.032
0.729
0.02"7
0.00
28
2.33
0.13
0.032
0.726
0.027
- 0.00
29
2.42
0.13
0.032
0.723
0.027
0.00
30
2.50
0.13
0.032
0.720
0.027
0.00
31
2.58
0.17
0.040
0.717
0.034
0.01
32
2.67
0.17
0.040
0.714
0.034
0.01
33
2.75
0.17
0.040
0.711
0.034.
0.01
34
2.83
0.17
0.040
0.708
0.034
0.01
35
2.92
0.17
0.040
0.705
0.034
0.01
36
3.00
0.17
0.040
0.702
0.034
0.01
37
3.08
0.17
0.040
0.700
0.034
0.01
38
3.17
0.17
0.040
0.697
0.034
0.01
39
3.25
0.17
0.040
0.694
0.034
0.01
40
3.33
0.17
0.040
0.691
0.034
0.01
41
3.42
0.17
0.040
0.688
0.034
0.01
42
3.50
0.17
0.040
0.685
0.034
0.01
43
3.SB
0.17
0.040
0.682
0.034
0.01
44
3.67
0.17
0.040
0.679
0.034
0.01
45
3.75
0.17
0.040
0.676
0.034
0.01
46
3.83
0.20
0.048
0.674
0.041
0.01
47
3.92
0.20
0.048
0.671
0.041
0.01
48
4.00
0.20
0.048
0.668
0.041
0.01
49
4.08
0.20
0.048
0.665
0.041
0.01
50
4.17
0.20
0.048
0.662
0.041.
0.01
51
4.25
0.20
0.048
0.659
0.041
0.01
52
4.33
0.23
0.056
0.657
0.048
0.01
53
4.42
0.23
0.056
0.654
0.048
0.01
54
4.50
0.23
0.
056
D.651
0.048
0.01
55
4.58
0.23
0.056
0.648
0.048
0.01
56
4.67
0.23
0.056
0.645
0.048
0.01
57
4.75
0.23
0.056
0.643
0.048
0.01
58
4.83
0.27
0.064
0.640
0.055
0.01
59
4.92
0.27
0.064
0.637
0.055
0.01
60
5.00
0.27
0.064
0.634
0.055
0.01
61
5.08
0.20
0.048
0.632
0.041
0.01
62
5.17
0.20
0.04E
0.629
0.047.
0.01
63
5.25
0.20
0.048
0.626
0.042
0.01
64
5.33
0.23
0.056
0.623
0.048
0.01
65
5.42
0.23
0.056
0.621
0.048
0.01
66
5.50
0.23
0.056
0.618
0.048
0.01
67
5.58
0.27
0.064
0.615
0.055
0.01
68
5.67
0.27
0.064
0.613
0.055
0.01
69
5.75
0.27
0.064
0.610
0.055
0.07.
70
5.83
0.27
0.064
0.607
0.055
0.01
71
5.92
0.27
0.064
0.604
0.055
0.01
72
6.00
0.
2'J
0.064
0.602
0.05S
0.01
73
6.08
0.30
0.072
0.599
0.061
0.01
74
6.17
0.30
0.072
0.596
0.061
0.01.
175
6.25
0.30
0.072
0.594
0.061
0.01
76
6.33
0.30
0.072
0.591
0.061
0.01
_
77
6.42
0.30
0.072
0.588
0.061
0.01
78
6.50
0.30
0.072
0,586
0.061
0.01
79
6.58
0.33
0.080
0.583
0.068
0.01
- 80
6,67
0.33
0.080
0.581
0.068
0.01
81
6.75
0.33
0.080
0.578
0.068
0.01.
82
6.83
0.33
0.080
0,575
0.068
0.01
83
6.92
0.33
0.080
0,
573
0.068
0.01
84
7.00
0.33
0.080
0.570
0,068
0.01
85
7,08
0.33
0.080
0.568
0.068
0.01
86
7.17
0.33
0.080
0.565
0,068
0.01
87
7.25
0.33
0.080
0.562
0.068
0.01
_
86
7.33
0.37
0.088
0.560
0.075
0.01
89
7.42
0.37
0.088
0.551
0.075
0.01
90
7.50
0.37
0.088
0.555
0,075
0.01
- 91
7,58
0.40
0.096
0.552
0.082
0.01
92
7.67
0.40
0.096
0,550
0.082
0.01
93
7.75
0.40
0.096
0.547
0.082
0.01
94
7.83
0,43
0.104
0.545
0.089
0,02
95
7.92
0,43
D.
104
0.542
0.089
0.02
96
8.00
0.43
0,104
0.540
0.089
0.02.
97
8.08
0.50
0.120
0,537
0.102
0.02
98
8,17
0.50
0.120
0.535
0.102
0.02
_
99
8.25
0.50
0.120
0.532
0.102
0.02
100
6.33
0.50
0,120
0.530
0.102
0.02
101
8.42
0.50
0.120
0.527
0.102
0.02
- 102
8.50
0.50
0.120
0.525
0.
102
0.02
103
8.58
0.53
0.126
0.522
0.109
0,02
104
8.67
0.53
0.1.28
0.520
0.109
0.02
105
8.75
0.53
0.128
0.517
0.109
0.02
106
8.83
0.57
0.136
0.525
0.116
0.02
107
8.92
0.57
0.136
0.51.2
0.116
0.02
108
9.00
0.57
0.136
0.510
0.116
0.02
109
9.08
0.63
0.152
0.508
0.130
0.02
110
9.17
0.63
0.1,52
0.505
0.130
0.02
111
9.25
0.63
0.152
0.503
0.130
0.02
112
9.33
0.67
0.160
0,500
0.137
0.02
113
9.42
0.67
0.160
0.498
0.1,37
0.02
114
9.50
0.67
0,160
0,496
0.137
0.02
115
9.58
0.70
0.168
0.493
0.143
0.02
116
9.67
0.70
0.168
0.491
0.143
0.02
117
9.75
0.70
0,168
0.488
0.143
0-02
118
9.83
0.73
0.176
0,486
0.150
0.03
119
9.92
0.73
0.176
0,484
0.150
0.03
120
10.00
0.73
0.176
0.481
0.150
0.03
_
121
10.08
0.50
0.120
0.479
0.102
0,02
122
10.17
0.50
0.120
0.477
0,102
0.02
123
10.25
0.50
0.120
0.4.74
0.102
0.02
124
10.33
0.50
0.120
0.472
0.1.02
0.02
125
10.42
0,50
0,120
0.470
0.1.02
0.02
1,26
10.50
0.50
0.120
0.468
0.102
0.02
127
10.58
0.67
0.160
0.465
0.137
0,02
128
1.0.67
0.67
0.160
0.463
0.1.37
0.02
129
10.75
0,67
0.160
0.461
0.137
0.02
130
10.83
0.67
0.160
0.459
0.137
0.02
131
10.92
0.67
0.160
0.456
0.137
0.02
132
11.00
0,67
0.160
0.454
0,137
0.02
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 01/04/08 File:6011overall.out
GATEWAY PLAZA
HISTORIC DRAINAGE BASINS H1 & H2
PRE -DEVELOPMENT CONDITIONS
IOYR - IRR FLOWRAT£
******** Hydrology Study Control Information **********
English (in -lb) Units used in input data file
Program License Serial Number 4099
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.1)
For the ( Murri.eta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360(ln/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
In year storm 10 minute intensity = 3.480(ln/Hr)
100 year storm 60 minute intensity = 1.300(ln/Hr)
Storm event year = 10.0
Calculated rainfall .intensity data:
1 hour intensity = 0.880(In/Mr)
Slope of intensity duration curve = 0.5500
+++++++++++++++++-++++++i +++i ++++r++++V-F+++++++++++++++++i +i+++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
*^`* INITIAL AREA EVALUATION
BASIN H1
_._—'a-r _— __.. ...-.-_--_.
Initial area flow distance = 255.000(Ft.)
Top (of initial area) elevation = 1047,000(Ft.)
Bottom (of initial area) elevation = 1041.620(Ft.)
Difference in elevation = 5.380(Ft.)
Slope = 0.02110 s(pezcent)= 2.11
PC = )<(0.300)"((length^3)/(elevation change)]10.2
Initial area time of concentration = 5.955 min.
Rainfall intensity = 3.135(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.877
Decimal fraction soil group A = 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 soil(AMC 2) = 56.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.248(CFS)
Total initial stream area = 0.090(Ac.)
Pervious area fraction = 0,100
++++44.+t}V ++}+4k•++4++++}++}+t++++++++++4+.++++++4.++++++4+++4+++++-4++++
Process from Point/Station 2.000 to Point/Station 3.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1040,950(Ft.)
Downstream point/station elevation = 1040.840(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0,013
No. of pipes = 1 Required pipe flow = 0.248(CFS)
Given pipe size = 8.00(1n.)
Calculated individual pipe flow = 0.248(CFS)
Normal flow depth in pipe = 3.35(in.)
Flow top width inside pipe = 7,89(In.)
Critical Depth = 2.75(In.)
Pipe flow velocity = 1.79(Ft/s)
Travel time through pipe = 0.33 min.
Time of concentration (TC) = 6,28 min.
V ++++}+i+++++t++}++++++++++++tt+t+4+4+++++t++++++++++++++++}++++t+++++
Process from Point/Station 3,000 to Point/Station 4.000
** IRREGULAR CHANNEL FLOW TRAVEL TIME **'*
Depth of flow = 0.089(Ft.), Average velocity = 1.543(Ft/s)
******* Irregular Channel Data ***********
------'-----------_---- ------------- -- -'
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 2.00 0.02
Manning's 'N' friction factor = 0.013
-__.------------------------..__-___--___--_____-__....--___-___-____
Sub -Channel flow = 0.248(CFS)
flow top width = 2.000(Ft.)
velocity= 1.543(Ft/s)
area = 0.160(Sq.Ft)
Froude number = 0.960
Upstream point elevation = 1040.840(Ft.)
Downstream point elevation = 1040.550(Ft.)
Flow length = 52.000(Ft.)
Travel time = 0.56 min.
Time of concentration = 6.84 min.
Depth of flow = 0.089(Ft.)
Average velocity = 1.543(Pt/s)
Total irregular channel flow = 0.248(CPS)
Irregular channel normal depth above .invert elev. = 0.089(Ft,)
Average velocity of channel(s) = 1.543(Ft./s)
++}}i++14+++++++}.++F+..41+.1-+++k++++++++.P+1+4+4-1++++++++++1.+4.+++++1-I++
Process from Point/Station 3.000 to Point/Station 4.000
**** CONFLUENCE OF MINOR STREAMS ****
Along plain Stream number: 1 in normal stream number 1
Stream flow area = 0.090(Ac.)
Runoff from this stream = 0.248(CFS)
Time of concentration = 6.84 min.
Rainfall intensity = 2.905(In/Hr)
}+++++++++++1-++++i-++44+++4.....+++++F++++++.+.+++++}++4+A+4++14.+}+++++
Process from Point/Station 5.000 to Point/Station 4.000
**** INITIAL AREA EVALUATION
BASIN H2
initial area flow distance = 288.000(Ft.)
Top (of initial area) elevation = 1045.020(Ft.)
Bottom (of initial area) elevation = 1040.550(Ft.)
-Difference in elevation = 4.470(Ft.)
Slope = 0.01552 s(percent)= 1.55
TC = k(0.530)*((lengt hA3)/(elevation change)]AO.2
Initial area time of concentration = 11.745 min.
Rainfall intensity = 2.158(ln/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.766
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 = 2.167(CFS)
Total initial stream area = 1.310(Ac.)
Pervious area fraction = 1.000
+++++4}++++.1+.+++F++++++++++.}++i-+++1++++++.+++...Fi++++-1+++++i++++++}
Process from Point/Station 5.000 to Point/Station 4.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.310(Ac.)
Runoff from this stream = 2.167(CFS)
Time of concentration = 11.74 min.
Rainfall intensity = 2.158(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/llr)
1 0.248 6.84 2.905
2 2.167 17..74 2.158
Largest stream flow has longer time of concentration
Qp = 2.167 + sum of
Qb la/lb
0,248 ' 0.743
Qp = 2,351
Total of 2 streams to confluence:
Flow rates before confluence point:
0.248 2.167
Area of streams before confluence:
0.090 1.310
Results of confluence:
Total flow rate = 2.351(CFS)
Time of concentration = 11.745 min.
Effective stream area after confluence = 1..400(Ac.)
++;+F+++Y+++++++f1+++++++♦i++++++++i++4+i++t+++++++++++++++++ii-+++++++
Process from Point/Station 4.000 to Point/Station 6.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.426(Ft.), Average velocity = 3.434(Ft/s)
Irregular Channel Data
-------------------------- ---- - - --
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 - 0.50
2 0.00 0.00
3 2.00 0.17
Manning's 'N' friction factor = 0.013
--------------------------------------------- ------------- --
Sub-Channel flow = 2.351(CFS)
flow top width = 2.000(Ft.)
' velocity= 3.434(Ft/s)
area = 0.685(Sq.Ft)
Froude number = 1.034
Upstream point elevation = 1040.550(Ft.)
Downstream point elevation = 1039.860(Ft.)
Flow length = 141.000(Ft.)
Travel time = 0.68 min.
Time of concentration = 12.43 min.
Depth of flow = 0.426(Ft.)
Average velocity = 3.434(Ft/s)
Total irregular channel flow = 2.351(CFS)
Irregular channel normal depth above invert elev. = 0.426(Ft.)
Average velocity of channel(s) = 3.434(Ft/s)
End of computations, total study area = 1.40 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.942
Area averaged RI index number = 76.6
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(C) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 01/04/OB File:6011overall.out
GATEWAY PLAZA
HISTORIC DRAINAGE BASINS H1 & H2
PRE -DEVELOPMENT CONDITIONS
100YR - 1HR FLOWRATE
Hydrology Study Control Information
English -(in -lb) Units used in input data file
-------------------------_- -------------------------------------------------
Program License Serial Number 4099
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(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
+}++}+++i++++++}}++}++++++}+++++++rk}I.+}++++++♦+-I++++}+++-4+}+++++++AJ
Process from Point/Station 1.000 to Point/Station 2.000
**»* INITIAL AREA EVALUATION ****
BASIN H1
.._._,-_ ___..__.._-. __-__.-_-_...._...___ _.._..__
Initial area flow distance = 255.000 (Ft.)
Top (of initial area) elevation = 1047.000(Ft.)
Bottom (of initial area) elevation = 1047..620(Ft.)
Difference in elevation = 5.380(Ft.)
Slope = 0.02110 s(percent)= 2.17.
TC = )<(0.300)*((lenath13)/(elevation change)]A0,2
Initial area time of concentration = 5.955 min.
Rainfall. ,intensity -- 4.632(ln/Hr) for. a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.883
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 so.il(AMC 2) = 56,00
Pervious area fraction = 0,100; Impervious fraction = 0.900
Initial -subarea runoff = 0.368(CFS)
Total initial stream area = 0.090(Ac.)
Pervious area fraction = 0.100
+++#+#1+++++++#+++#+++++++4-++++V'++++i.+++++++++i'++++++i-++++1'++++++#++++i
Process from Point/Station 2.000 to Point/Station 3.000
* - PIPEFLOW TRAVEL TIME (User specified size) --
Upstream point/station elevation = 1040.950(F't.)
Downstream point/station elevation = 1040.840(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.368(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 0.368(CFS)
Normal flow depth in pipe = 4.21(In,)
Flow top width inside pipe = 7.99(in.)
Critical Depth = 3.38(In.)
Pipe flow velocity = 1.98(Pt/8)
Travel time through pipe = 0.29 min,
Time of concentration (TC) = 6.25 min.
+++V i'+++++i.+.1++++++++++++++++++++++i ++t+++ F+++++++++++i ++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.111(Ft.), Average velocity = 1.801(Ft/s)
******* Irregular Channel Data **********
------------------------------ --
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 2.00 0.02
Manning's 'N' friction factor = 0,013
----------------------------------------------------------------------
Sub-Channel flow = 0.368(CFS)
flow top width = 2.000(Ft.)
velocity= 1.801(Ft/s)
area = 0.205(Sq.Ft)
Fronde number = 0.992
Upstream point elevation = 1040.840(Ft.)
Downstream point elevation = 1040.550(Ft.)
Flow length = 52.000(Ft.)
Travel time = 0.48 min.
Time of concentration = 6.73 min.
Depth of flow = 0.113.(Ft,)
Average velocity = 1.801(Ft/s)
Total irregular channel flow = 0.368(CFS)
Irregular channel normal depth above invert elev. 0,111(Ft,)
Average velocity of channel(s) = 1.801(Ft/s)
+4+++4A4+++++++1+++++++++I+++++F++++++++A-++4-A.+++i++++++++++++++++A++A+
Process from Point/Station 3.000 to Point/Station 4.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.090(Ac.)
Runoff from this stream = 0.368(CFS)
Time of concentration = 6.73 min.
Rainfall intensity = 4.330(In/Hr)
+++++4+++++t+++A4++4+++++++++++++++++++++ii-++++++++i+i.+++4.++++++A-+++++
Process from Point/Station 5.000 to Point/Station 4.000
"*** INITIAL AREA EVALUATION ****
BASIN H2
Initial. area flow distance = 2B8.000(Ft.)
Top (of initial area) elevation = 1045.020(Ft.)
Bottom (of initial area) elevation = 1040.550(Ft.)
Difference in elevation = 4.470(Ft.)
Slope = 0,01552 s(percent)= 1.55
TC = I<(0.530)°[(length^3)/(elevation change)]10.2
Initial area time of concentration = 11.745 min,
Rainfall intensity = 3.188(In/lir) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.805
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 = 3.362(CFS)
Total initial stream area = 1.310(Ac.)
Pervious area fraction = 1.000
++++++++++++++4 ++++ i+++4+++4 ++++4+++++++++++++++++++i 4.++++++4.+++++++++
Process from Point/Station 5.000 to Point/Station 4.000
CONFLUENCE OF MINOR STREAMS "*"*
Along Main Stream number: l in normal stream number 2
Stream flow area = 1.310(Ac.)
Runoff from this stream = 3.362(CFS)
Time of concentration = 11.74 min.
Rainfall intensity = 3.188(ln/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CPS) (min) (In/Hr)
1 0.368 6.173 4.330
2 3.362 21.74 3. 188
Largest stream flow has longer time of concentration
pp = 3.362 + sum of
Ob Ia/lb
0.368 * 0.736 = 0.271
Op = 3.633
Total of 2 streams to confluence:
Flow rates before confluence point:
0.368 3.362
Area of streams before confluence:
0.090 1.310
Results of confluence:
Total flow rate = 3.633(CFS)
Time of concentration = 11.745 min.
Effective stream area after confluence = 1.400(Ac.)
++L+++++}.1,+++.4++++*+++++++++++++1-+++++F+++i++++++++++++++++++1++i+++++
Process from Point/Station 4.000 to Point/Station 6.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.533(Ft.), Average velocity = 4.038(Ft/s)
!!Warning: Water is above left or right bank elevations
******* Irregular Channel Data
-------"-------------------------- _-
Information entered for subchannei number 1
Point number 'X' coordinate 'y' coordinate
1 0.00 0.50
2 0.00 0.00
3 2.00 0.17
manning's 'N' friction factor = 0,013
-----------------------------------------------------------------
Sub-Channel flow = 3.633(CFS)
flow top width = 2.000(Ft.)
velocity- 4.038(Ft/s)
area = 0.900(sq.Ft)
Froude number = 1.061
Upstream point elevation = 1040.550(Ft,)
Downstream point elevation = 1039.860(Ft.)
Flow length = 141.000(Ft.)
Travel time = 0.58 min.
Time of concentration = 12.33 min.
Depth of flow = 0.533(Ft.)
Average velocity = 4.038(Ft/8)
Total irregular channel flow = 3.633(CFS)
Irregular channel normal depth above invert elev. = 0.533(Ft
Average velocity of channel(s) = 4.038(Ft/s)
!!Warning: Water is above left or right bank elevations
End of computations, total study area = 1.40 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.942
Area averaged RI index number = 76.6
Riverside County Rational hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989
Rational Hydrology Study Date: 12/30/07
-----------------------------------------------------
GATEWAY PLAZA
HISTORIC BASIN H3
PRE -DEVELOPMENT CONDITION
2YR - 1HR FLOWRATE
_______________.___________.___ _ __
******+** Hydrology Study Control Information
English (in -lb) Units used in input data file
Program License Serial Number 4099
- 2005 Version 7.1
File:60.11basinh2.out
---
-- ___________________.._-_________-____-__-_______-_______---_-___________
Rational Method Hydrology Program based on
Riverside County Flood Control & water Conservation District
1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 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 =
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 = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.586(In/Hr)
Slope of intensity duration curve = 0.5500
+++}tt+++i-+++i.++}+}++++}}+i'+i-4-}+}++4+++. }++t}++++.F+++++}t+t}}i k+++}}
Process from Point/Station 1.000 to Point/Station 7.000
**** INITIAL AREA EVALUATION ****
...__-..__
.-.... __.___ ___ _._.. __.
I _ .
nitial area flow distance = 15.000(Ft.)
Top (o£ initial area) elevation = 1047.000(Ft.)
Bottom (of initial area) elevation = 1041.000(Ft..)
Difference in elevation = 6.000(Pt.)
Slope = 0,40000 s(percent)= 40,00
TC = k(0.530)*[(length^3)/(elevation change))^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is S minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 2.300(ln/Hr.) for a 2.0 year storm
UNDEVELOPED (poor cover) subarea
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 12/30/07 File:6011basinh2.out
GATEWAY PLAZA
HISTORIC BASIN H3
PRE -DEVELOPMENT CONDITION
10YR - 1HR FLOWRATE
________________________________________________________________________
********* Hydrology Study Control Information
English (in -lb) Units used in input data file
Program License Serial Number 4099
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.].)
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
+k++++++++++++4+++++i++++i'Fi.i-}4+ii4.4..4A++4{.4....*M+i++++i++4t I.....i#}i'i.}
Process from Point/Station 1.000 to Point/Station 7.000
a* INITIAL AREA EVALUATION ****
Initial area flow distance = 1.5.000(Ft.)
'Sop (o£ initial area) elevation = 1047.000(Ft.)
Bottom (of initial area) elevation = 1041.000(Ft.)
Difference in elevation = 6.000(Ft.)
Slope = 0.40000 s(percent)= 40.00
TC = k(0.530)*[(lengthA3)/(elevation chenge)]A0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall. intensity = 3.452(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor rover) subarea
PropDL2.out
Initial subarea runoff = 0.915(CFS)
Total initial stream area = 0.540(Ac
Pervious area fraction = 0.100
t++++++++++++i-++++++++++++++++++++++++++++++++++++++++++++++++++ I-+++++
Process from Point/Station 2.000 to Point/Station 3.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION
Top of natural channel elevation = 1044.100(Ft.)
End of natural channel elevation = 1043.000(Ft.)
Length of natural channel = 120.000(Ft.)
Estimated mean flow rate at midpoint of channel = 0.983(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
velocity(ft/s) _ (7 + 8(q(English Units)A.352)(slopeAO.5)
velocity using mean channel flow = 1.43(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0092
Corrected/adjusted channel slope = 0.0092
Travel time = 1.40 min. TC = 7.90 min.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.606
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 1) = 60.60
Pervious area fraction = 1.000; Impervious fraction
Rainfall intensity = 1.789(In/Hr) for a 2.0
subarea runoff = 0.087(CFS) for 0.080(Ac.)
Total runoff = 1.002(CFS) Total area = 0.
End of computations, total study area = 0.
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(AP) = 0.216
Area averaged RI index number = S8.8
Page 2
= 0.000
year storm
620(AC.)
62 (AC.)
PropD1_D2_10.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering software,(c) 1989 - 200S version 7.1
Rational Hydrology study Date: 06/09/12
---------------------------------- ----------------------------
*****'*** Hydrology Study Control Information
English (in -lb) units used in input data file
----------------------------------------------------------------------
Program License Serial Number 4099
------------------------------------- ----------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & water Conservation District
1978 hydrology manual
storm event (year) = 10.00 Antecedent Moisture Condition = 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 = 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 = O.SS00
++++++++++++++++++++++i-F++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 205.000(Ft,)
Top (of initial area) elevation = 104S.900(Ft.)
Bottom (of initial area) elevation = 1044.100(Ft.)
Difference in elevation = 1.800(Ft.)
Slope = 0.00878 s(percent)= 0.88
TC = k(0.300)*[(lengthA3)/(elevation change)]AO.2
Initial area time of concentration = 6.SO3 min.
Rainfall intensity = 2.987(in/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.860
Decimal fraction soil group A = 0.000
Decimal fraction soil group 8 = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.388(CFS)
Total initial stream area = 0.540(AC.)
Pervious area fraction = 0.100
Page 3
PropD1_D2_10.out
++++++++i++++++.F++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 2.000 to Point/Station 3.000
--°'T NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION
Top of natural channel elevation = 1044.100(Ft.)
End of natural channel elevation = 1043.000(Ft.)
Length of natural channel = 120.000(Ft.)
Estimated mean flow rate at midpoint of channel = 1.490(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
velocity(ft/s) _ (7 + 8(q(English units)A.352)(slopeA0.5)
velocity using mean channel flow = 1.55(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0092
corrected/adjusted channel slope = 0.0092
Travel time = 1.29 min. TC = 7.79 min.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff coefficient = 0.682
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 1) = 60.60
Pervious area fraction = 1.000; Impervious
fraction = 0.000
Rainfall intensity = 2.704(In/Hr) for
a 10.0 year storm
Subarea runoff = 0.147(CFS) for 0.080(Ac.)
Total runoff = 1.535(CPS) Total area
= 0.620(Ac.)
End of computations, total study area =
0.62 (AC.)
The following figures may
be used for a unit hydrograph study of the
same area.
Area averaged pervious area fraction(AP) = 0.216
Area averaged RI index number = 58.8
Page 4
PropD1_D2_100.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1
Rational Hydrology study Date: 06/09/12
--------------------------------- --------------------------
usi4° Hydrology Study Control information
English (in -lb) units used in input data file
-------------------------------------------------------------------------
Program License serial Number 4099
Rational Method Hydrology Pro rain based on
Riverside County Flood Control & water conservation District
1978 hydrology manual
storm event (year) = 100.00 Antecedent Moisture condition = 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 =
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
+++++++++++++++++++++++++++++++++++++++++++++++++.I-++.....++++f++++++++
Process from Point/station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION `*
Initial area flow distance = 205.000(Ft.)
TOP (of initial area) elevation = 1045.900(Ft.)
Bottom (of initial area) elevation = 1044.100(Ft.)
Difference in elevation = 1.800(Ft.)
slope = 0.00878 s(percent)= 0.88
TC = k(0.300)"[(lengthA3)/(elevation change)]A0;2
Initial area time of concentration = 6.503 min.
Rainfall intensity = 4.413(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = MOO
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.100; impervious fraction = 0.900
initial subarea runoff = 2.070(CFS)
Total initial stream area = 0.540(Ac.)
Pervious area fraction = 0.100
Page S
PropDl_D2_100.out
++++++++++++++++++++++++++++++++++++++++++.r+++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/station 3.000
NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION °***
Top of natural channel elevation = 1044.100(Ft.)
End of natural channel elevation = 1043.000(Ft-)
Length of natural channel = 120.000(Ft.)
Estimated mean flow rate at midpoint of channel = 2.223(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
velocity(ft/s) = (7 + 8(q(English Units)A.352)(slopeA0.5)
velocity using mean channel flow = 1.68(Ft/s)
correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0092
Corrected/adjusted channel slope = 0.0092
Travel time = 1.19 min. TC = 7.69 min.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.740
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 1) = 60.60
Pervious area fraction = 1.000; Impervious
fraction = 0.000
Rainfall intensity = 4.024(In/Hr) for
a 100.0 year storm
subarea runoff = 0.238(CFs) for 0.080(Ac.)
Total runoff = 2.308(CFS) Total area
= 0.620(Ac.)
End of computations, total study area =
0.62 (AC.)
_ The following figures may
be used for a unit hydrograph study of the
same area.
Area averaged pervious area fraction(AP) = 0.216
Area averaged RI index number = 58.8
Page 6
PropD3_2.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 version 7.1
Rational Hydrology study Date: 06/09/12
--------------------------
GATEWAY PLAZA
DEVELOPED CONDITION D3
2YR - 1HR FLOWRATE
------------------------------------------------------------------------
*,YY',�,**.'^ Hydrology Study Control Information
English (in -lb) units used in input data file
Program License Serial Number 4099
Rational Method Hydrology Program based on
Riverside county Flood control & water conservation District
1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture condition = 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 =
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 = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.586(In/Hr)
Slope of intensity duration curve =
O.SS00
++++++++++++++++++++++++++++++++F++++++++++++++++++++++++++++++A.....++
Process from Point/station 4.000 to Point/Station 5.000
****" INITIAL AREA EVALUATION
Initial area Clow distance = ZUU.000(Ft.)
Top (of initial area) elevation = 1045.200(Ft.)
Bottom (of initial area) elevation = 1041.100(Ft.)
Difference in elevation = 4.100(Ft.)
slope = 0.020SO s(percent)= 2.OS
TC = k(0.300)*[(lengthA3)/(elevation change)]A0.2
Initial area time of concentration = 5.43S min.
Rainfall intensity = 2.197(in/Hr) for a 2.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.8S3
Decimal fraction soil group A = 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 soil(AMC 1) = 36.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.069(CFS)
Page 7
Propo3_2.out
Total initial stream area = 0.670(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = O.S7 (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 = S6.0
Page 8
PropD3_10.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering software,(c) 1989 - 2005 version 7.1
Rational Hydrology study Date: 06/09/12
------------------------------ --------------------------
*' Hydrology study Control Information
English (in -lb) Units used in input data file
--------------------=---------------------------------------------------
Program License serial Number 4099
------------------------------- --------------------------------
Rational Method Hydrology Program based on
Riverside County Flood control & water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture condition = 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 = 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 4.000 to Point/Station 5.000
***`'` INITIAL AREA EVALUATION
Initial area flow distance = 200.000(Ft.)
Top (of initial area) elevation = 1045.200(Ft.)
Bottom (of initial area) elevation = 1041.100(Ft.)
Difference in elevation = 4.100(Ft.)
slope = 0.02050 s(percent)= 2.05
TC = k(0.300)*[(lengthA3)/(elevation change)]AO.2
initial area time of concentration = 5.435 inin.
Rainfall intensity = 3.297(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0,862
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 1) = 36.00
Pervious area fraction = 0.100: Impervious fraction = 0.900
initial subarea runoff = 1.621(CFS)
Total initial stream area = 0.570(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.57 (Ac.)
The following figures may
Page 9
PropD3_10.out
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(AP) = 0.100
Area averaged RI index number = 56.0
Page 10
PropD3_100.out
Riverside county Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering software,(c) 1989 - 2005 version 7.1
Rational Hydrology study Date: 06/09/12
----------------------------------------------- --
*-'`'-*° Hydrology study Control Information
English (in -lb) units used in input data file
Program License serial Number 4099
--------------------------- ---------------- ------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
storm event (year) = 100.00 Antecedent Moisture condition = 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 = 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...++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** INITIAL AREA EVALUATION `'"•'•
Initial area flow distance = 200.000(Ft.)
Top (of initial area) elevation = 1045.200(Ft.)
Bottom (of initial area) elevation = 1041.100(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.02050 s(percent)= 2.05
TC = k(0.300)"[(lengthA3)/(elevation change)]A0:2
initial area time og concentration = 5.435 min.
Rainfall intensity = 4.871(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.871
[Decimal fraction soil group A = 0.000
Decimal fraction soil group s = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 2.417(CFS)
Total initial stream area = 0.570(Ac.)
Pervious area fraction = 0.100
End of computations, total study area = 0.57 (Ac.)
The following figures may
Page 11
PropD3_100.out
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(AP) = 0.100
Area averaged RI index number = 56.0
Page 12
BRYDROL OGrY KAF APPENDIX C
EXIMNO Go UDIT1011 PRE —DEVELOPED HYDROLOGY MAP
� I I I � �• �• PMCEl i OF / t ' \ t . I
,.,V, MMO u5saI i t,
4s7s AVE,eBe ce as
I IIII I I I I I I b-=�, �� I 1 II .•��/�-' � �...: ( \ I�
1 1! IIIII 1 � / v��v 1-•---T— �J \ I N I
\III N I LEGEND
EuxEE;�aw1W. I IIII IIIII I I �
eu.dxc I�!iii IIIII � i� i i '`� w`� � — � o • � � I I
� erviro
IIII IIIII I I w I _ .__���..,�2��.-.��...�.....•'; /
III IIIII I 1 1 1\, / / \\ % i K1UM atmT t� a II
7 Ba, I I I t Y l i 1 1 / \\ / 10 YR. roFfTlawr
88
I III - I
1.11 89 ioa 1A. Camdwi
`Il..I IIII
I I U rrffn N ,uws
I +IIII IIIII H1 E GSiR C�R®N I 7
\ III IIIII Im.02 S q%fDIT UNION ' / I 10I0.84' �—�—� dwru¢ 0M19N UYIe
`IIIII IIIII �l ���� l J
0.09 0.88 i
III I III
/
0.88 / I I I .• \ I I Saw AaoW
A NO 'A' I
w / \ /
xo Soe3
Ixsr. NO. xzeaz 1 i I IIIII \ -
o:m v. 00. ciis. ��
xwemVE a swBx
ff
I IIII II111 I I ' 1 ,
U NOm w
H3 I/ 111 1 IIIII I I \ I i+. , �:• I ` ` I ,
0.81 / III 11111 I I I i I N 1 1010.55' \\ %
0.08 it I I 1 I 1 I I I IF�
0.64 III 111
=1cod_SIUCW
Sam
� I I H2 j
III I I III + It 0.76 '� I I t \!
IIII IIIII 1 1.31 ,' I I II". I
f I 111 1 1 ;G I 14� 11
` rlll IIIII \ I � 1 1 o f
1/IIII IIIII � I I I ko +1 N 1 III,'
W III
III+I'
I I 1 � N I I I I• � I N �� I
!III I III
I;I;;!iIII �w
;' L
jI�j1
I- I� a
�DEKT& l i l I j 1 i Mw Q TEMEOL A 1 I ob 1
BUBONG I ( I I I I I I I I aanc WAAGE 1 I ^ T \
�I III I w R STVaD I 4I I / / / I \ 20 0 10 20 /0
IIII I O dAEFN WALL I 0
{ ' / / \\ � II / - dtldNAl SCAIE: i'.{0•
r 3
P""aeu2
e•sN
of
MYA (NT!$)
BE50N PONT
Qt (d3)
010 (dsy
d00 co$i
I-,w
,-nx
,-1w
w
aoo
s
aieo
axu
axe
NZ
1.r
♦
1.0le
2fET
.ax1
xs
aro
T
also
any
nsce
1'-ao
�1 of 2
I
I
I
I
UK? TIPDR0 L 1 0 0 T KA F
DEVELOVED Co NIDIT10I
•
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ALNRA �2UYfH /
415/5 AWOA 9E IY5901E5 �
.-. -r —
\\
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z
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a
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I (I
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OURS
I II
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I
\ li
\v/
PROPOSED
EASTERN
SWE 02
PR W
FWATEA QUAU J
I
PR @' Si0R11
I PIPE
III
,
I"CV0JRB
wn DRAINS
mlw� I
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I. PR 6 SRTI61
r--- .. ,-- /--
PaoPos2D ,^ 1. '�. � W
/�2 1 tl4a.1... c XZWAIIY 1043 g - I:. (�.y o
I� i
APPENDIX D
POST -DEVELOPED HYDROLOGY MAP
LEGEND BASIN
_
D1 tD YR. COEF CENT
0.54 0.86 101) YR. COEFFICIENT
0.87
- AREA IN ACRES
mmo--i� DRAINAGE BASIN OMITS
FLOW ARROW
PR PROPOSED
RIDGE NUNOERjETEVASON
® NOT TRIBUTARY TO SITE
E79SRNG CONTOUR
PROPOSED CONTOM - MAJOR
PROPOSED CONTOUR - WNOR
BA51N
AREA (ACRES)
DESIGN PONT
02 (CRFS)
010 (CES)
DOG (lxS)
1-HR
i-NR
1-HR
DT
B54
2
0.91
1.39
Z07
D2
O16
3
0.09
0.15
0.24
D3
0.57
S
1.07]1
1.62 j
142
20 0 10 20 40
ORIGINAL SCALE 1'-40'
s 6/2/2012
Nr' of 2