HomeMy WebLinkAboutTract Map 29132 Parker Medical Drainage Report PROJECT NO.: "W-01 N
w FILE CATEGORY: 7.3
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
OOR WESSIon
HECTOR
LUCIO CORREA A
By. �Am No.363C6
Hector L.Correa,RCE 36306 CIVIL
Expire 6/30/14 ,pj ENGINEERING �!
4�OF CAl\F�P�
TABLE OF CONTENT PAGE
INTRODUCTION 1
GENERAL LOCATION $c DESCRIPTION 1
METHODOLOGIES 1
PRE-DEVELOPED CONDTIONS 2
POST-DE V ELOPED.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 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 7.1. 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/Civildesign 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 I hour and 24 hour return frequencies.
1
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 HI [0.09 Acres]: Located in the northern portion of the site, Historic Basin H 1 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 H 1 drainage flows.
Basin H2 [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 HI & H2 [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 Missioncs at the southern property
line. See table below for Basin H I & 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 this portion of the site
inaccessible. See table below for Basin H3 drainage flows.
Below is a table summarizing all historic drainage basin flows:
HISTORI ACREAG DESIGN 22 (efs) Q10(cfs) Q100(cfs)
I BASIN E
H) ACRES POINT 1-HR 24-HR* l-HR 24-HR* 1-HR 24-HR*
H I 0.09 2 0.160 0.248 0.368 -
H2 1.31 4 1.058 2.167 3362 -
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 HI & 142 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 DI [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 Missions. See table below for Basin
DI.drainage flows.
Basin D2 [0.42 Acres]: Located in the southwestern portion of the site, Developed Basin D2
consists of the southwester 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
east 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"pvc storm 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 DI,D2, & D3 [1.40 Acres]: Consists ofthe entire site cast 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 Missions at-the southern property
line. See table below for Basin DI, 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 H3). 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
a
Below is a table summarizing all developed drainage flows:
HISTORIC ACREAGE DESIGN Q2(cfs) Q10(cfs) Q100(cfs)
BASIN ID (ACRES) POINT I-HR 24-HR' 1-HR 24-HR• I-HR 24-HR•
Dl 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, 1.40 8 1.953 0.221 3.058 0.543 4.603 0.938
&D3
D4 ' 0.08 to. 0.120 0.003 0.224 0.024 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 I and.D I are draining to'the curb and gutter along Avenida de Missiones, where
the flows•are then conveyed south via the curb and gutter to a wash located at the end of Avenida
de Missiones. The amount of flow increase, in the 100-year storm, event from historic to
developed is equal to 0.90 cfs. Therefore,no detention has been provided for this basin.
4
APPENDIX A
PRE-DEVELOPED
HYDROLOGY CALCULATIONS
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 6 H2
PRE-DEVELOPMENT CONDITIONS
2YR .- 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 6 Water Conservation District
1978 hydrology manual 11
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 SO 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.SSOO
_ +++++++++++++++++++++++++++++++++«++++++++++++++++++++++1+++++++++..44
Process from Point/Station 1.000 to Point/Station 2.000
+••• INITIAL AREA EVALUATION •"••
BASIN HI
Initial area flow distance = 255..000(Ft. )
Top (of initial area) elevation = 1047.00O(Ft .)
Bottom (of initial area) elevation = 1041.6201Ft. )
Difference in elevation = 5.380(Ft. )
Slope = 0.02110 s(percent)= 2. 11
TC - k(O.300) • I (leng W 3)/(elevation change) ]^0.2
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 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 = 0.160(CFS)
Total initial stream area - 0.090(AC. )
Pervious area fraction = 0.100
Process from Point/Station 2.000 to Point/Station 3.000
•••• PIPEFLOW TRAVEL TINE (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(CFS)
Normal flow depth -in- pipe = 2.65(In.)
Flow top width inside pipe = 7.53(In. )
Critical Depth = 2.26(In.)
Pipe flow velocity = 1.59(Ft/s)
Travel time through pipe = 0.37 min.
'time of concentration (TC) _ 6.32 min.
' ++a#++#+++++++++++++#+++++..+.+++.++++++++++++++r+++aaa+a+++++++.+++++
Process from Point/Station 3.000 to Point/Station 4.000
•!•• IRREGULAR CHANNEL FLOW TRAVEL TIME ••••
Depth of flow = 0.07O(Ft.) , Average velocity = 1.301(Ft/s)
......• Irregular Channel Data ......•••••
Information entered for subchannel number 1 :
Point number '%' 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 = 52.000(Ft. )
Travel time = 0.67 min.
Time of Concentration - 6.99 min.
Depth of flow = 0.070(Ft. )
Average velocity = 1.301 (Ft/s)
Total 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)
+++++4++44+4a+++4+++++++4+t+4+++4a+++a+t++++a4++++.......++++++++++t++
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+++...................4....t.++.+.+.♦...
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) •[ (length-3),/(elevation change),]^O.2 - -
Initial area time of concentration 11 .745 min.
- Rainfall intensity = 1:438(In/Hr) for a 2.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient =- 0.562
Decimal fraction soil group A = 0.006
Decimal fraction soil group 8 = 1.000
Decimal fraction soil group C a 0.000
Decimal fraction soil group = 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 '
♦++4.4.+..+...+....++...+...++♦++4...........++.... .....44++i++++a...+
'- 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 = 1.330(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. (CFS) (min) (In/flr)
1 0. 160 6.99 1.913
2 1.058 11.74 1.438
Largest stream flow has longer time of concentration
QP 1.058 + sum of
Qb la/lb
0. 160 0.752 = 0. 120
op = 1. 178
Total of 2 streams to confluence:
Flow rates before confluence point:
0.160 1.058
Area of streams before confluence: j
0.090 1.310
Results of confluence: )
I
Total flow rate = 1.178(CFS)
Time of concentration = 11.745 min.
Effective stream area after confluence = 1.400(Ac.) -
.+.++......+++...+.+..+...................++++++++++++++++++
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 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
-------------------_P-------=-f---- _
Sub-Channel flow = 1.178 CFS)
flow to width 2.000(Ft. )
' velocity- 2.658(Ftis)
area = 0.443(Sq.F t)
Froude number = 0.995 j
i
Upstream point elevation = 1040.550(Ft. )
Downstream point elevation = 1039.860(Ft. )
--- Flow .length = 141.000(Ft.)
Travel time = 0.86 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 fraction(Ap) = 0.942
Area averaged RI index number = 76.6
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: 6013overallhis2242.out
♦4144♦1444i444+444.4444♦+4♦144......4♦+4.414♦♦4-4f♦}4+4++♦i 444+♦++♦4}4+♦.
-----------------------------------------------------------------------
Riverside County Synthetic Unit Hydrology Method
RCFC S 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 HI 6 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. ) = 0.002
Sq. Mi. .
USER .Entry of lag time in hours -
Lag time = 0.117 Hr.
Lag. time - 7.03 Min.
25% of lag time = 1..76Min.
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(Y 2]
1.40 2_00 2.80
100 YEAR Area rainfall data:
Area(Ac. ) (1] Rainfall(In) (2) Weighting(1-2]
1.40 5.50 7.70
- 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)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.000(ln) _
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 6.456
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 % (CFS)
__ ___ ____________
1 0.083 71.104 10.908 0.154
- 2 0.167 142.207 46.667 _ 0.574
3 0.250 213.311 22.770 0.321
4 0.333 284.414 8.911 0.126
5 0.417 355.518 5.417 _ 0.076
6 0.500 426.621 3.573 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
12 1.000 853.242 0.534 0..008
Sum = 100.000 Sum= 1.411
-----------------------------------------------------------------------
Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective
(Hr.) Percent (In/Hr) Max I Low (In/Hr)
1 0.08 0.07 0.016 0.808 0.014 0.00
2 0. 17 0.07 0.OL6 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 0.020 0.00
7 0.58 0.10 0.024 0.790 0.020 0.00
8 0.67 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 0.774 0.027 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 0.747 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 0.027 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.D1
_ 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
78 3.17 0.27 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 3.58 0.0 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 6.646 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 0.651 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 0.048 0.629 0.041 0.01
63 5.25 0.20 0.048 0-626 0.041 0.01
64 5.33 0.23 0.056 0.623 0.046 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 0.01.
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 0.27 0.064 0.602 0.055 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
75 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 0.086 0.578 0.068 0.01
B2 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
66 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
88 7.33 0.37 0.088 0.560 0.075 0.01
89 7.42 0.37 0.088 0.557 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 - 0.54.7 0.082 0.01.
94 7.83 0.43 0.104 0.545 . 0.089 0.02
95 7.92 0.43 0. 104 0:542 0.089 0.02
96 8.00 0.43 0.104 0.540 . O.OB9 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 8.33 0.50 0.120 0.530 0.102 0.02
101 8.42 0.50 0.120 6.527- 0.102 0..02
102 8.50 0.50 0.120 0.525 0. 102 0.02
103 8.58 0.53 0.128 0.522' 0.109 0.02 -
104 8.67 0.53 0.128 -6.520 0.109 0.02
105 6.75 0.53 0.128 0..517 0.169 0.02
"- 106 8.83 0.57 0. 136 0.515 0..116 0..02
107 8.92 0.57 0.136 0.512 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 0.230 0.02
110 9.17 0.63 0.152 0.505 0.130 0.02
211 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 0.137 0.02
114 9.50 0.67 0.160 0.496 0.137 0.02
115 9.SB - 0.70 "_0.168 0.493 0.143 0.02 • -
116 9.67 0.70 0. 168 0.491 0.243 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 0.474 0. 102 0.02
124 10.33 0.50 0.120 0.472 0.102 0.02
125 10.42 0.50 0.120 0.470 0.102 0.02
126 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 10.67 0.67 0.160 0.463 0. 137 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 6 H2
PRE-DEVELOPMENT CONDITIONS
JOYR - 1HR FLOWRATE .
------------------------------------------------------------------------
•••+•••+• Hydrology Study Control. information •••••++•••
English (in-lb) Units used in .input data file
-----------------------------------------------------------------------
Program License. Se rial Number 4099
i
-----------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control E. 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/Mr)
100 year storm i0 minute intensity = 3.480(In/Hr)
100 year storm-60 minute intensity = 1.300(In/Hr)
Storm event year a 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = O.SSOO
+a++a++++i+a++sa++a++++++a++sa+a+aaaa++++a+++a+a++;a+'+a+++++++++.+alai
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 = 1041-.620(Ft.)
Difference in elevation = 5.380(Ft.. )
Slope = 0.02110 s(percent)= 2, 11
I'C = k(0.300) •( (length^3)/(elevation change) )^0.2
Initial area time of concentration = 5.955 min.
Rainfall intensity = 3. 135(In/Hr) for a 30.0 year storm
COMMERCIAL subarea type
Runoff Coefficient - 0.877
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 21 = 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
.+...+..+.+....+.++..+.+++++...+.........++......+a++.+
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(In.)
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) = 6.26 min.
4+♦♦.....++++.+....4.+.++.....+.+.+..++.++++......a+++++++++..♦......♦
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.S43(Ft/s)
Total irregular channel flow = 0.248(CFS)
Irregular channel normal depth above invert elev. 0.089(Ft. )
Average velocity of channel (s) = 1.543(Ft/s)
+++++++++++++++++++♦♦+++++♦i+++++♦+1♦♦+++a+++♦+++++++a+a a a+i+aa+4+i+++
Process from Point/Station 3.000 to Point/Station 4.000
•••• CONFLUENCE OF MINOR STREAMS •••A
Along Main 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)
+++++++++++++++++++++++++++++++++++++++++++++++++++a+++♦++++++++++++++
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)•((lengthA 3) /(elevation change) )A0.2
Initial area time of concentration = 11.745, min.-
Rainfall intensity = 2..158(In/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 = 2.000; Impervious fraction 0.000
Initial subarea runoff = - 2.167(CFS)
Total initial stream area = - 1.310(Ac.)
Pervious area fraction = 1.000
+++++++f+++++++++a++++++++++++++++++++++++++++a+++++++++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/lir)
1 0.248 6.84 2.905
2 2.167 11.74 2. 158
Largest stream flow has longer time of concentration
QP = 2.167 + sum of
Qb Ia/Ib
0.248 0.743 = 0.184
op = 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. )
' ++4}}++4++i++++}}}+++4++++++}+++}+++++ 1++++i+++♦+}+♦+++++♦4+♦+♦}♦}+♦++
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 O.SO
2 0.00 O.OD
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/6)
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: 01/04/08 F'ile:601loverall.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
i
---------------------------------------------- -------------------------
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 30 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(I6/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = I_300(In/)ir) '
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 1.000 to Point/Station 2.000
•••• INITIAL AREA EVALUATION ••••
BASIN H1
Initial area flow distance = 255.000IFt. )
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(percent)= 2 . 11
TC = k(0.300) • ( (length^3)/(elevation change) ]-0.2
Initial area time of concentration = 5.955 min.
Rainfall. intensity = 4.632(In/Hr) for a 1DO.O 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 soil(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(Ae.)
Pervious area fraction = 0.100
41......1......I.1.#4##.1N1....I...I♦..I.#.4♦.1♦...............I..I..
Process from Point/Station 2.000 to Point/-Station 3.600
•••• 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 = 0.368(CFS)
Given pipe size = 8.00(in. )
Calculated individual pipeflow = 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(Ft/5)
Travel time through pipe = 0.29min.
Time of concentration (TC) = 6.25 min'.
.I.##....I....♦....##................4.1..III,.....4.#11...#♦#♦........
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/5)
•••�••• 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)
Froude 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 = 0.111(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 ofchannel(s) = 1.801 (Ft/s)
+++44++++++++++++++4+++++4+++++++++44++}+4+4}+4a 4+.♦++++4++++++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 = I0.090(Ac.)
Runoff from this stream = 0.368(CFS)
Time of concentration = 6.73 min.
Rainfall intensity = 4.330(In/Hr)
+++++++++4++}+4++++4++++++++++«++++++4+++4 s++++44++}44++4+++++++++++4+
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) •((length-3)/(elevation change)-]^O.2
Initial area time-of concentration 11.745 min.
Rainfall intensity .3.18a(In/Hr). 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 8 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+44+}++++4+4+++4+4++++++444+++44+44+4++44+44++4+44+4}+4444++++}++i4+
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 = 3.362(CFS)
Time of concentration = 11.74 min.
Rainfall intensity = 3. 188(In/Hr)
Summary of stream. data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.368 6.73 4.330
2 3.362 11.74 3-1.88
Largest stream flow has longer time of concentration
op = 3.362 + sum of
Qb Ia/Ib
0.368 ` 0.736 = 0.271
Qp 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.)
- 44#4+++++++N+i+♦♦N•+h••+ •+•++.....4+f++++++++++4.t4++4+4++++++••+++
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 ••••••.•••• -
--
- Infocmation ,entered for subchannel 'number 1 "
Point number 'R' 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/s)
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
-ry ,
Riverside County Rational. Hydrology Program
CIVILCADD/CIVILDESIGN. Engineering Software, (c) 1969 - 2005 Version 1. 1
Rational Hydrology Study Date: 12/30/07 File:6011basinh2.out
-------------------------------------------------- --------------------
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
------------------------------------------------------------------------
, Rational Method Hydrology Program based on
Riverside County Flood Control S 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(ln/Hr) ..
10 year storm 60 minute intensity = 0.880(ln/Hr).
100 year storm 10 minute intensity = 3:480(dn/Hr.) -
100 year storm 60 minute intensity = 1.300(ln/Hr)
Storm event year = 2.0 -
Calculated rainfall intensity data:
I hour intensity = 0.586(ln/Hr)
Slope of intensity duration curve = 0.5500
+}++++++H+;++++..+++4+i+i++++++}♦++++++.1+I++4+++++i+++++++i+i
Process from Point/Station 1.000 to Point/Station 7.000
•••• INITIAL AREA EVALUATION ••••
Initial area flow distance = 15.000(Ft.)
Top (of 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) •1 (length^3)/(elevation change) ]^0.2
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 = 2.300(In/Hr) for a 2.0 year storm
UNDEVELOPCD (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
IOYR - 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 6 Water Conservation District ..
1978 hydrology manual . I ,
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++++++F++++++++++++♦++++4a+++++++1+++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 7.000
•••• INITIAL AREA EVALUATION ••••
Initial area flow distance .= 15-000(Ft. )
Top (of 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)• ( (length-3)/(elevation change) ]^0.2
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
Runoff Coefficient = 0.812
Decimal fraction soil group A = 0,000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = O.00D
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 = 0.224(CFS)
Total initial stream area = 0.080(Ac. )
Pervious area fraction = 1.000
End of computations, total study area = 0.08 (AC. )
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 2 .000
Area averaged RI index number = 78.0
APPENDIX B
POST-DEVELOPED
HYDROLOGY CALCULATIONS
PropD1_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 DI and D2
2YR - 1HR FLOWRATE
------------------------------------------------------------------------
aaaaaaaaa Hydrology Study Control Information aaaaaaaata
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/kr)
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:
i hour intensity - 0.586(in/Hr)
slope of intensity duration curve = 0.5500
++++++++++++++++++r+++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/station 1.000 to Point/Station 2.000
aaaa INITIAL AREA EVALUATION aaoa
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)a[(lengthA3)/(elevation change)]A0.2
Initial area time og concentration = 6. 503 min.
Rainfall intensity = 1.991(In/Hr) for a 2.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.851
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
Page 1
PropD3_2.out
Initial subarea runoff = 0.915(CFS)
Total initial stream area = 0.540(AC.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
a aaa NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION +aoa
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 = 0.000
Rainfall intensity = 1.789(in/Hr) for a 2.0 year storm
Subarea runoff = 0.087(CFS) for 0.080(AC.)
Total runoff = 1.002(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 - S8.8
Page 2
r
PropD1_D2_10.Out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering software,(c) 1989 - 2005 Version 7.1
Rational Hydrology study Date: 06/09/12
------------------------------------------------------------------------
aaaaaaava Hydrology Study Control Information avvvavnvva
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.;Condi�tion = 1
standard intensity-duration curves data (Plate D-4.1)
For. "the [ Murrieta,Tmc.Rnch caNOrco ] area Used.
10 year storm 10 minute intensity 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(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 = 0.5560
Process from Point/station 1.000 to "Point/Station 2.000
a atrtr INITIAL AREA EVALUATION verve
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)a[(lengthA3)/(elevation change)]A0.2
initial area time of concentration = 6.503 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 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 = 1.388(cFS)
Total initial stream area = 0.540(Ac.)
Pervious area fraction= 0.100
Page 3
PropDl_D2_10.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
a ran NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION sane
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)(slopeAO.5)
velocity using mean channel flow = 1.55(Ft/5)
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 = 0.600
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
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(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 4
PropDLD2_100.out
Riverside County Rational Hydrology Program
CIVILCADD/C IVI LDE SIGN Engineering Software, (c) 1989 - 2005 Version 7.1
Rational Hydrology Study Date: 06/09/12
------------------------------------------------------------------------
]444G8tr80 Hydrology study Control Information 44trtratretrtr4
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
Process from Point/Station 1.000 to Point/Station 2.000
g44tr INITIAL AREA EVALUATION ****
Initial area flow distance = 20S.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 e = 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 = 2.070(CFS)
Total initial stream area = 0.540(Ac.)
Pervious area fraction - 0.100
Page 5
J
PropD1_D2_100.out
Process from Point/Station 2.000 to Point/Station 3.000
aaaa NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION aaaa
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 off channel = 2.223(CKs)
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 = 1.68(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
J
PropD3_2.out
Riverside County Rational Hydrology Program
C IVILCADD/CIVI LDE SIGN Engineering Software,(c) 1989 - 2005 version 7.1
Rational Hydrology Study Date: 06/09/12
------------------------------------------------------------------------
GATEWAY PLAZA
DEVELOPED CONDITION D3
2YR - 1HR FLOWRATE
------------------------------------------------------------------------
aaonacnao Hydrology Study Control Information enanaaaaoa
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 CANorco ] area used.
10 year storm 10 minute intensity .= 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(in/Hr)
Storm event year 2.0
Calculated rainfall intensity data:
1 hour intensity 0.586(In/Hr)
Slope of intensity duration curve = O.5S00
Process from Point/station 4.000 to Point/Station 5.000
aeac INITIAL AREA EVALUATION Q°°"
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 of concentration - 5.435 min.
Rainfall intensity = 2.197(in/Hr) for a 2.0 year storm
COMMERCIAL subarea type
Runoff Coefficient 0.853
Decimal fraction soil group 4 = 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 = 1.069(CFS)
Page 7
a
PropD3_2.out
_ Total initial stream area = 0.570(nc.)
Pervious area fraction = 0.100
End of computations, total study area = 0. 57 (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 = 56.0
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 (P1ate,D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area. used.
10 'year storm 10 minute intensity. = 2.360(In/He)
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
++++++++r++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++
Process from Point/station 4.000 to Point/Station 5.000
<r»e 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 of concentration = 5.435 min.
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 9) = 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 aI 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 avvvnvvvvti
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. I 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/yr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
+++++++++r++++++++++++++++++++++a+++++++++++++++++++++++++++++++++++++
Process from Point/station 4.000 to Point/Station 5.000
INITIAL AREA EVALUATION avva
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 of 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 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 = 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
Propn3_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 S6.0
Page 12
r
HYDROLOGY MAP APPENDIX C
sTmu C®NDM®N PRE-DEVELOPED HYDROLOGY MAP
e
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r I i. �p I 7
l n I m.3<t I ,'h
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4/
I DROLOGY MAP APPENDIX D
DEVELOPED CONDMON POST-DEVELOPED HYDROLOGY MAP
e
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I III g I a54 0.80 I 0.57 0.86
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