HomeMy WebLinkAboutHydrologyInterimDetentionBasinAsApproved(Nov.13,1996)
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HYDROLOGY AND HYDRAULICS REPORT
Paloma Del Sol
INTERIM DETENTION BASIN IN TRACT. 24182
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PREPARED FOR:
Newland Associates
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PREPARED BY:
KEITH INTERNATIONAL, INC.
22690 Cactus Avenue, Suite 300
Moreno Valley, California 92553
PREPARED UNDER THE SUPERVISION OF:
David Li-Wen Shen, P.E.
R.C.E. No. 44374
[IJ
NOVEMBER 1996
IN 30764.000
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I Letter Of Transmittal
KEITH INTERNATIONAL, INC.
22690 Cactus Avenue, Suite 300
Moreno Valley, CA 92553-9024
(909) 653-0234 fax (909) 653-5308
RF(;~!\IED
NOV 15 1996
CITY vi i ~lVitCULA
ENGINEERING DEPARTMENT
To:
RE:
PALOMA DEL SOL
TRACT 24182
INTERIM DETENTION BASIN
CITY OF TEMECULA
43174 BUSINESS PARK DR.
TEMECULA, CA. 92590
Date: 14-NOV.96 Job Number: 30764.000
Attention: MR. RON PARKS, P.E.
WE ARE SENDING YOU: (Xl Attached
( ) Under separate cover
Via CAL-OVERNIGHT
Copies Date
No. Description
2
1
MASS GRADING PLAN (BLUEPRINTS, 7 SHEETS)
HYDROLOGY AND HYDRAULICS REPORT.
THESE ARE TRANSMITTED as checked below:
(Xl For approval ( ) For your use ( ) As requested (X) For. review and comment
( ) Other
REMARKS:
COPY OF THE HYDROLOGY AND HYDRAULICS REPORT IS BEING SUBMITTED TO THE
FLOOD CONTROL FOR REVIEW AND COMMENT.
..
S~~~~
DAVID L.w. SHEN. P.E.
COpy TO: DEAN MEYER. VIA FAX
Addressee Copy
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EXECUTIVE SUMMARY
TABLE OF CONTENTS
PAGE NO
1
LIST OF TABLES
"A" SUMMARY OF ANALYSIS ...................................................................... 4
"B" VOLUME CALCULATIONS FOR "EXISTING BASIN" ............................. 5
"C" VOLUME CALCULATIONS FOR PROPOSED INTERIM BASIN .............. 6
"D" STAGE-DISCHARGE TABLE FOR "EXISTING BASIN" ......................... 7
"E" FLOWS OVER ROADWAY CALCULATIONS ......................................... 8
"F" STAGE-DISCHARGE TABLE FOR PROPOSED INTERIM BASIN ........... 9
"G" STAGE-DISCHARGE TABLE FOR "EXISTING BASIN" USING CRITICAL
DEPTH PLUS VELOCITY HEAD FOR ESTIMATION .............................. 10
"H" FLOWS OVER ROADWAY CALCULATIONS USING CRITICAL DEPTH... 11
"m CRITICAL DEPTH CALCULATIONS SUMMARy......................................... 12
EXHIBITS
"A" LOCATION MAP
"B" HYDROLOGYMAP
"C" SOll..S MAP (BACHELOR MTN. AND PECHANGA)
"D" OFFSITE "BASIN" TOPOGRAPillC MAP
"E" INTERIM DETENTION BASIN PLAN (SHEETS 4 THROUGH 7 OF 7)
"F" ROADWAY "WEIR" PROFll..E'
APPENDIX
"A" UNIT HYDRO GRAPH CALCULATIONS FOR OFFSITE AREA BASIN 1
100- YEAR 3-HOUR .......................................... ........... ................ ........... ....
100- YEAR 6-HOUR . ............................................... .............. ... ................ ...
100- YEAR 24-HOUR
27
31
35
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TABLE OF CONTENTS - CONTINUED
UNIT HYDROGRAPH CALCULATIONS FOR ONSITE AREA
100- YEAR 3-HOUR ............. ....................................................................... 41
IOO-YEAR 6-HOUR .................................................................................... 44
100- YEAR 24-HOUR .................................................................................... 47
ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1
IOO-YEAR 3-HOUR ..................................................................................... 52
COMBINE HYDROGRAPHS/ROUTING CALCULATIONS FOR ONSITE AND
OFFSITE FLOW AT POINT 2 - IOO-YEAR 3-HOUR ............................ 56
ROUTING CALCULATIONS FOR OFF SITE AREA FLOWS AT POINT 1
IOO-YEAR 6-HOUR .................................................................................... 61
COMBINE HYDROGRAPHS/ROUTING CALCULATIONS FOR ONSITE AND
OFFSITE FLOW AT POINT 2 - IOO-YEAR 6-HOUR ............................ 66
ROUTING CALCULATIONS FOR OFFSlTE AREA FLOWS AT POINT 1
IOO-YEAR 24-HOUR .................................................................................... 72
COMBINE HYDROGRAPHS/ROUTING CALCULATIONS FOR ONSITE AND
OFFSITEFLOW AT POINT 2 - IOO-YEAR24-HOUR .......................... 77
WSPG CALCULATIONS - LEFT PIPE OF DOUBLE 120" C.I.P.P. ............. 84
WSPG CALCULATIONS - 72" STUB-OUT
147
WSPG CALCULATIONS - 36" STUB-OUT
214
WSPG CALCULATIONS - 84" STUB-OUT
264
SPLIT FLOW ANALYSIS USING HEC-2 ...................................................... 292
EMERGENCY ESCAPE CALCULATIONS ................................................... 31 ')
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REFERENCE PLANS
"Assessment District No. 159 Storm Drain Plans, Butterfield Stage Road & De Portola
Road East", Project No. 7-0-410, Drawing No. 7-183, 11 sheets, rev. 11/3/93.
"Assessment District No. 159, Apis Road & Mahlon Vail Circle (Future Streets), Storm
Drain Plans", Project Nos. 7-0-048 & 7-0-049, Drawing No. 7-233, 5 sheets, dated 9/26/94.
"Assessment District No. 159, State Route 79 South, Storm Drain Plans, Line "M" & "S"
Stage II", Project Nos. 7-0-048 & 7-0-049, Drawing No. 7-245, 5 sheets, dated 12/14/95.
"County of Riverside Street Improvement Plans, Assessment District No. 159, Butterfield
Stage Road Phase I", W.O. Nos. 73-5009 & 68-8742, 22 sheets, "As-Built" dated 11/10/94.
"Highway 79 South", Caltrans Dist. 08, County Riv, Route 79, Post Miles 16.0/19.8,
Contract No. 350504, 122 sheets, dated 217/96.
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EXECUTIVE SUMMARY
This study is perfonned pursuant to Riverside County Flood Control and Water Conservation
District's letter dated September 23, 1996. This letter identified large off site flows from the east
side of the project, tributary to the northeast comer of the intersection of Butterfield Stage Road
and State Highway 79.
It is our understanding that the Assessment District 159 had planned to construct an interceptor
channel along the District's eastern boundary line to cut off this flow. The Paloma Del Sol project
has been designed with the assumption that this channel is in place. Presently there is money for
the design of said channel, but the construction funds has not been allocated.
Keith International, Inc. has been authorized by Newland Associates to review the existing
flooding condition and has developed a conceptual drainage plan to mitigate the flooding so that
development of Paloma Del Sol can proceed with minimal impact. The proposed plan will
provide protection to the developed sites within the project from flood hazard resulting from a
IOO-year flood. This flood protection will be provided in such a manner as to avoid any
significant adverse impact to other properties, including downstream properties. The proposed
plan will also assure that proposed construction within Paloma Del Sol does not exacerbate
existing conditions upstream of the project.
Subsequent to cursory review of preliminary hydrology and hydraulics calculations by the Flood
Control District, and agreement by the City to use the interim detention basin as an alternative
until the interceptor channel gets built by the A.D. 159, Keith International prepared the
construction plans for the interim detention basin.
This final report provides supporting calculations for the detention basin plan, and includes the
follwing:
. Hydrology calculations for the off site watershed area that impacts Tract 24182, under
existing condition, for the 100 year 3-, 6- and 24-hour.
. Hydraulics calculations to determine the capacity of the existing 72" and 36" stub-outs
that connect to the existing double 120" C.I.P.P. in Butterfield Stage Road.
. Routing calculations for flows leaving the "existing basin" formed by the construction of
Butterfield Stage Road and State Highway 79.
. Computation of the amount of flows that will overtop the roadway, Butterfield Stage
Road and State Highway 79, including the approximate split between said two streets.
. Combining of the offsite flows crossing Butterfield Stage Road and onsite flows reaching
Tract 24182.
. Routing of flows at the interim detention basin located at the southeast comer of Tract
24182.
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The analysis reviews the offsite watershed area in its existing condition only. It is noted that this
area falls within the Santa Margarita River Basin and will be subject to providing a detention basin
system so that no increase in runoff will result with any development. In the event that a
detention basin system is not required, it is anticipated that the off site area development will
include in its plan to provide drainage improvements so as not to further impact the adverse
flooding condition at the intersection of Butterfield Stage Road and State Highway 79.
Methodology used for this study follows the procedure contained in the Riverside County Flood
Control and Water Conservation District Hydrology Manual dated April 1978. Since watershed
area is larger than 500 acres, the syntheticunit hydrograph method was used. Printout for these
hydrographs and routing calculations are included under Appendices A through H.
The 100 year 3- and 6-hour point rainfall values shown on the isohyetal maps varies substantially
from the recording station data. Based on discussions with Flood Control staff, it was decided to
use 6" for the 24-hour duration and to utilize ratios to determine the 3- and 6-hour values. The
following ratios and rainfall values were used:
Duration
3-hour
6-hour
24- hour
Point Rainfall
2.28"
3.42"
6.00"
Ratio to 24-hour rainfall value
0.38
0.57
The soils group information was taken from the Hydrology Manual. Copy of the soils group map
is attached as Exhibit "C".
The stage-discharge rating hydraulics calculations for the 72" and 36" were performed using the
Los Angeles County Water Surface Pressure Gradient (WSPG) program. Results are summarized
in Table "D". It should be noted that the 36" is "inlet control" for the range of flows analyzed,
and the 72" is "inlet control" for flows less than about 205 cfs.. Detailed supporting calculations
are attached under Appendices I, J and K.
The stage-discharge rating for flow over the roadway was done using the weir fonnula, with
C=2.80. The split of flows between Butterfield Stage Road and State Highway 79 was prorated
based on flow area. Results of these calculations are tabulated in Table "E".
The stage-discharge rating for flow over the roadway was also checked against using the critical
depth plus velocity head. Results show that for the same depth a lower discharge is obtained by
using the "critical" in lieu of the "weir fonnula". This will cause more flows to escape through the
72" and 36" stub-outs and allow less flow to cross over the road. Therefore, the more
conservative results using the weir fonnula were used to complete the analysis. Results of the
critical depth calculations are summarized in Tables "G", "H" and "I".
The stage-discharge rating calculations for the interim detention basin outlet were also done using
W.S.P.G. program. It was assumed that the flows entering through the laterals remain constant.
Results are summarized in Table "F", with the supporting calculations in Appendix L.
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Volume calculations for the off site "existing basin", located at the northeast intersection of
Butterfield Stage Road and State Highway 79, were done using R.C.F.C.& W.C.D.'s
Topographic Map dated 1982. Field inspection indicated that this area has not changed
substantially from that date. Copy of this topographic map is attached as Exhibit "D".
Construction plans for the proposed interim detention basin is included as Exhibit "E". These
plans include the proposed stockpiles at the north side of the basin. It is anticipated that upon
design and construction ofa permanent drainage facility by Assessment District 159, the interim
basin will no longer be needed, and the stockpiles will be used to fill the basin and achieve the
grades per the approved Tentative Tract Map 24182.
A split flow analysis using HEC-2 was performed to check if all flows will enter Tract 24182 after
crossing Butterfield Stage Road. It should be noted that this is not a good model for the flow
condition, but would be a more conservative approach. Results show that most stormwater will
enter Tract 24182 just west of the intersection (near Cross-section 985). (See Appendix M).
The emergency escape for the detention basin is located at approximately 680' west of Butterfield
Stage Road on State Highway 79. If the 84" outlet pipe is completely plugged up, the 100 year
flow will exit through the emergency escape with a water surface elevation of approximately
1109.3. The 1000 year flowrate was approximated using a factor of 1.45 times the 100 year
flowrate, and its water surface elevation at the emergency escape is approximately 1109.7. (See
Appendix N).
Results of the analysis show that an interim detention basin as proposed will adequately protect
the project and downstream properties from this off site flow during a 100 year storm event. Key
outputs from the analysis, such as peak runoff, maximum water depth, etc. are summarized in
Table "A".
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TABLE "A"
SUMMARY OF ANALYSIS
100 YEAR STORM
Duration 3-HR 6-HR 24-HR
Peak Q trom Basin I (c.f.s.) 1907.9 2060.4 1129.0
Peak Outnow at Pt. 1 (c.f.s,) 1897.6 2042.4 1117,0
Max. Stage at Pt. 1 (ft.) 7.2 7.3 6.8
Max. W.S. Elevation at Pt. 1 1114.2 1114.3 1113.8
Max. Vol. detained at Pt. 1 (ac.ft.) 51.0 52.1 43.9
Peak Q over Butterfield Stage Road (c.f.s.) 1395.4 1495.3 763.4
Max. Depth Crossing Butterfield Stage Road (ft.) 1.9 2.0 1.5
Peak Q over SoH. 79 (c.t.s.) 221.0 263.3 82.4
Max. Depth Crossing S.H. 79 (ft.) 0.9 1.0 0.5
Peak Q trom On-Site (c.f.s.) 258.7 253.6 103.7
Combined Peak Q trom Onsite and Offsite (c.f.s.) 1432.7 1527.1 830.9
Peak Outnow at Pt. 2 (c.f.s.) 504.4 539.5 511.2
Max. Stage at Pt. 2 (ft.) 15.0 17.0 15.4
Max. W.S. Elevation at Pt. 2 1105.0 1107.0 1105.4
Max. Vol. detained at Pt. 2 (ac.ft.) 97.6 129.6 103.8
Max. height difference above S.H. 79 at RIW (ft.) 3.2 5.2 3.6
Note: Above analysis uses existing condition tor the offsite "Basin 1".
11/12/96
PAlOHYDXLS, summ
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TABLE "B"
VOLUME CALCULATION FOR
EXISTING "BASIN" EAST OF BUTTERFIELD STAGE ROAD
ELEVATION BASIN SURFACE INCR. INCR. ACCUM.
DEPTH AREA DEPTH VOLUME VOLUME
(FT,) (AC.) (FT.) (AC.-FT.) (AC.-FT.)
1107.0 0.0 0.00
1.00 0.18
1108.0 1.0 0.55 0.18
0.50 0.54
1108.50 1.5 1.71 0.72
0.50 1.13
1109.00 2.0 2.86 1.85
0.50 1.71
1109.50 2.5 4.02 3.56
0.50 2.29
1110.00 3.0 5.18 5.86
0.50 2.87
1110.50 3.5 6.33 8.73
0.50 3.45
1111.00 4.0 7.49 12.18
0.50 4.03
1111.50 4.5 8.64 16.21
0.50 4.61
1112.0 5.0 9.80 20.81
0.50 5.32
1112.50 5.5 11.50 26.13
0.50 6.17
1113.00 6.0 13.20 32.30
0.50 7.02
1113.50 6.5 14.90 39.32
0.50 7.87
1114.0 7.0 16.60 47.20
0.50 8.64
1114.50 7.5 17.95 55.83
0.50 9.31
1115.00 8.0 19.30 65.14
0.50 9.99
1115.50 8.5 20.65 75.13
0.50 10.66
1116.0 9.0 22.00 85.79
10/29/96
PALOHYD.XLS, vol
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TABLE "C"
VOLUME CALCULA nON FOR
PROPOSED DETENTION BASIN ON-SITE IN SE CORNER OF TRACT 24182
ELEVATION BASIN SURFACE INCR. INCR. ACCUM.
DEPTH AREA DEPTH VOLUME VOLUME
(FT.) (AC.) (FT.) (AC.oFT.) (AC.oFT.)
1090.1 0.0 0.00
4.87 5.50
1095.0 4.9 3.39 5.50
5.00 30.40
1100.00 9.9 9.25 35.90
5.00 59.51
1105.00 14.9 14.77 95.42
3.00 49.19
1108.00 17.9 18.08 144.61
2.00 36.91
1110.00 19.9 18.83 181.52
11/8/96
PALOHYDXLS, vol2
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TABLE "D"
STAGE - DISCHARGE TABLE
FOR EXISTING "BASIN" EAST OF BUTTERFIELD STAGE ROAD
ELEVATION BASIN 72" RCP 36" RCP ROADWAY TOTAL
DEPTH OUTFL.OW OUTFLOW WEIR CAPACITY
(FT.) (C.F.s.) (C.F.S.) (C.F.S.) (C.F.S.)
1107.0 0.0 0 0 0 0
1108.0 1.0 7 0 0 7
11 08.5 1.5 16 0 0 16
1109.0 2.0 28 0 0 28
1109.5 2.5 43 0 0 43
1110.0 3.0 60 0 0 60
1110.5 3.5 82 1 0 83
1111.0 4.0 104 5 0 109
1111.5 4.5 130 11 0 141
1112.0 5.0 157 19 0 176
1112.5 5.5 182 27 5 214
1113.0 6.0 205 36 98 339
1113.5 6.5 220 44 442 706
1114.0 7.0 225 51 1,133 1,409
1114.5 7.5 232 57 2,239 2,528
1115.0 8.0 238 63 4,286 4,587
1115.5 B.5 245 69 7,133 7,447
1 0/29/96
PALOHYDXLS, flow
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TABLE "E"
FLOW OVER ROADWAY CALCULATION
AT HIGHWAY 79/ BUTTERFIELD STAGE ROAD AREA AREA % AREA
Q= POR. Q POR.Q BUT.STG. S.H.79 BUT.STG.
ELEV. HEIGHT (H) LENGTH (L) 2.S'(U2)'H"'1.5 IN BUTT. IN S.H. 79 (S.F.) (S.F.)
(FT.) (FT.) (C.F.S.) (C.F.S.) (C.F.S.)
0.0 0.0
1112.4 0.1 20.0 0.9 0.9 0.0 8.09 100.00%
1112.5 0.2 37.5 4.7 4.7 0.0 16.19 100.00%
1112.6 0.3 55,0 12.7 12.7 0.0 24.28 100.00%
1112.7 0.4 70.0 24.8 24.8 0.0 32.37 100.00%
1112.8 0.5 85.0 42.1 42.1 0.0 40.47 100.00%
1112.9 0.6 102.5 66.7 66.7 0.0 48.56 100.00%
1113.0 0.7 ,120.0 98.4 98.4 0.0 56.65 100.00%
1113.1 0.8 137,5 137.7 137.7 0.0 64.74 100.00%
1113.2 0.9 155.0 185.3 185.3 0.0 72.84 100.00%
1113.3 1.0 182.5 255.5 255.5 0.0 80.9 0.0 100.00%
1113.4 1.1 210.0 339.2 333.7 5.5 114.4 1.9 98.38%
1113.5 1.2 240.0 441.7 420.2 21.5 138.07 7.05 95.14%
1113.6 1.3 270.0 560.3 520.9 39.4 161.74 12.22 92.98%
1113.7 1.4 295.0 684.1 625.5 58.7 185.41 17.39 91.43%
1113.8 1.5 320.0 823.0 742.9 80.2 209.08 22.56 90.26%
1113.9 1.6 342.5 970.4 867.1 103.3 232.75 27.73 89.35%
1114.0 1.7 365.0 1,132.6 1003.8 128.B 256.42 32.90 8B.63%
1114.1 1.8 385.0 1,301.7 1145.9 155.8 280.1 38.1 88.03%
1114.2 1.9 405.0 1,485.0 1282.0 202.9 315.69 49.97 86.33%
1114.3 2.0 427.5 l,692.B 1439.3 253.5 351.29 61.87 85.03% e--
1114.4 2.1 450.0 1,917.2 1610.2 307.0 386.9 73.8 B3.99%
1114.5 2.2 490.0 2,238.5 1827.4 411.1 435.49 97.97 81.63%
1114.6 2.3 530.0 2,588.2 2066.6 521.6 484.09 122.17 79.B5%
1114.7 2.4 570.0 2,967.0 2327.5 639.5 532.69 146.37 78.45%
1114.8 2.5 610.0 3,375.7 2609.9 765.8 581.29 170.57 77.31%
1114.9 2.6 650.0 3,815.1 2914.0 901.0 629.89 194.77 76.38%
1115.0 2.7 690.0 4,285.7 3240.0 1045.7 678.49 218.97 75.60%
1115.1 2.8 730.0 4,788.4 3588.3 1200.1 727.09 243.17 74.94%
1115.2 2.9 770.0 5,323.7 3959.1 1364.6 775.69 267.37 74.37%
1115.3 3.0 810.0 5,892.4 4352.8 1539.7 824.29 291.57 73.87%
1115.4 3.1 850.0 6,495.2 4769.7 1725.5 872.9 315.8 73.43%
1115.5 3.2 890.0 7,132.5 5210.3 1922.3 921.49 339.97 73.05%
10/29/96
PALOHYDXLS, weir
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10/29/96
PALOHYD.XLS, f1ow2
TABLE "F"
STAGE - DISCHARGE TABLE
FOR INTERIM DETENTION BASIN IN TRACT 24182
ELEVATION BASIN 84" RCP
DEPTH OUTFLOW
(FT.) (C.F.S.)
1090.1 0.0 0
1095.0 4.9 162
1100.0 9.9 417
1105.0 14.9 502
1110.0 19.9 592
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TABLE "G"
STAGE - DISCHARGE TABLE
FOR EXISTING .BASIN" EAST OF BUTTERFIELD STAGE ROAD
ELEVATION BASIN 72" RCP 36" RCP ROADWAY TOTAL
DEPTH OUTFLOW OUTFLOW WEIR' CAPACITY
(FT.) (C.F.S.) (C.F.S.) (C.F.S.) (C.F.S.)
1107.0 0.0 0 0 0 0
1108.0 1.0 7 0 0 7
1108.5 1.5 16 0 0 16
1109.0 2.0 28 0 0 28
1109.5 2.5 43 0 0 43
1110.0 3.0 60 0 0 60
1110.5 3.5 82 1 0 83
1111.0 4.0 104 5 0 109
1111.5 4.5 130 11 0 141
1112.0 5.0 157 19 0 176
1112.5 5.5 182 27 11 220
1113.0 6.0 205 36 B6 327
1113.5 6.5 220 44 320 584
1114.0 7.0 225 51 813 1,089
1114.5 7.5 232 57 1,688 1,977
1115.0 8.0 238 63 3,012 3,313
1115.5 8.5 245 69 4,475 4,789
, Usina critical depth olus velocitv head to estimate amount of flow over the roadway.
11/11/96
PALOHYD.XLS, f1ow_cr
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TABLE "H"
FLOW OVER ROADWAY CALCULATION
AT HIGHWAY 79/ BUTTERFIELD STAGE ROAD
USING CRITICAL DEPTH
POR. Q POR. Q AREA AREA % AREA
ELEV. HEIGHT (H) FLOWRATE (Q) IN BUTT. IN S.H. 79 BUT.STG. S.H.79 BUT.STG.
(FT.) (C.F.S.) (C.F,S.) (C.F.S.) (S.F.) (S.F.)
1112.3 0.0 0.0 0.00 0.00
1112.4 0.1 5.7 5.7 0.0 8.09 0.00 100.00%
1112.5 0.2 10.9 10.9 0.0 16.19 0.00 100.00%
1112.6 0.3 16.2 16.2 0.0 24.28 0.00 100.00%
1112.7 0.4 21.4 21.4 0.0 32.37 0.00 100.00%
1112.8 0.5 38.6 38.6 0.0 40.47 0.00 100.00%
1112.9 0.6 58.4 58.4 0.0 48.56 0.00 100.00%
1113.0 0.7 86.1 86.1 0.0 56.65 0.00 100.00%
1113.1 0.8 118.7 118.7 0.0 64.74 0.00 100.00%
1113.2 0.9 160.4 160.4 0.0 72.84 0.00 100.00%
1113.3 1.0 202.1 202.1 0.0 80.93 0.00 100.00%
1113.4 1.1 259.5 255.3 4.2 114.40 1.88 98.38%
1113.5 1.2 319.9 304.4 15.5 138.07 7.05 95.14%
1113.6 1.3 393.5 365.9 27.6 161.74 12.22 92.98%
1113.7 1.4 478.1 437.1 41.0 185.41 17.39 91.43%
1113.8 1.5 575.9 519.8 56.1 209.08 22.56 90.26%
1113.9 1.6 687.2 614.1 73.2 232.75 27.73 89.35%
1114.0 1.7 813.2 720.8 92.5 256.42 32..90 88.63%
1114.1 1.8 957.0 842.5 114.5 280.09 38.07 88.03%
1114.2 1.9 1114.2 962.0 152.3 315.69 49.97 86.33%
1114.3 2.0 1287.5 1094.7 192.8 351.29 61.87 85.03%
1114.4 2.1 1478.1 1241.4 236.7 386.89 73.77 83.99%
1114.5 2.2 1687.9 1377.9 310.0 435.49 97.97 81.63%
1114.6 2.3 1917.2 1530.8 386.3 484.09 122.17 79.85%
1114.7 2.4 2169.3 1701.7 467.6 532.69 146.37 78.45%
1114.8 2.5 2435.3 1882.8 552.5 581.29 170.57 77.31%
1114.9 2.6 2729.4 2084.8 644.6 629.89 194.77 76.38%
1115.0 2.7 3035.0 2294.5 740,5 678.49 218.97 75.60%
1115.1 2.8 3340.6 2503.4 837.2 727.09 243.17 74.94%
1115.2 2,9 3646.2 2711,6 934,7 775.69 267.37 74.37%
1115.3 3.0 3951.9 2919.2 1032.6 824.29 291.57 73.87%
1115.4 3.1 4257.5 3126.5 1131.0 872.89 315.77 73.43%
1115.5 3.2 4563.1 3333.3 1229.8 921.49 339.97 73.05%
11/11/96
PALOHYD.XLS, crit
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TABLE "I"
CRITICAL DEPTH CALCULATIONS SUMMARY
a ELEV. @ Critical Depth Verit. Vel. Head Elev. +
Critical Depth (Feet) (ft.lsee.) (Feet) Vel. Head
0.0 1112.29 0.00 0.000 0.00 1112.29
21.5 1112.62 0.33 2.306 0.08 1112.70
52.2 1112.76 0.47 2.753 0.12 1112.88
104.2 1112.91 0.62 3.162 0.16 1113.07
203.2 1113.10 0.81 3.612 0.20 1113.30
307.9 1113.25 0.96 3.879 0.23 1113.48
409.1 1113.37 1.08 4.022 0.25 1113.62
500.8 1113.46 1.17 4.138 0.27 1113.73
604.7 1113.55 1.26 4.234 0.28 1113.83
712.2 1113.63 1.34 4.334 0.29 1113.92
802.7 1113.69 1.40 4.415 0.30 1113.99
1008.3 1113.81 1.52 4.580 0.33 1114.14
1206.2 1113.91 1.62 4.719 0.35 1114.26
1406.2 1114.00 1.71 4.845 0.36 1114.36
1625.5 1114.09 1.80 4.965 0.38 1114.47
2003.2 1114.23 1.94 5.123 0.41 1114.64
2511.9 1114.39 2.10 5.316 0.44 1114.83
3013.9 1114.53 2.24 5.461 0.46 1114.99
.
11/11/96
PALOHYD.XLS. erit
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================;;=RESULTS=OF=IRREGULAR=CHANNEL=ANALYSIS=;;=================
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECO~DS
============================================================================
(c) Copyright 1982-88 Advanced Engineering Software (aes)
Ver. 3.3A Release Date: 8/02/88 Senal # DE1721
Especially prepared for:
KEITH COMPANIES
SL.1f'PO~T\"-lG CI'\LCU LJ>.TIONS ~!a. C.12.tT"lcAL De-PTI-t
----------------------------------------------------------------------------
. ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 :
NODE NUMBER "X" COORDINATE "yo COORDINATE
1 0.00 1115.00
2 123~53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUB ChANNEL SLOPE(FEET/FEET) = 0.005980
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
. . . . . . . . . ~0~tAA~~~ (' ~ (6~ 1 t ~ ~ i .;. . . . . . ~ i: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLOW AREA(SOUARE FEET) = 9.34
SUB CHANNEL FLOW VELOCITY(FEET/SEC.) = 2.306
SUBCHANNEL FROUDE NUMBER = 1.000
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 56.54
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.17
TOTAL IRREGULAR CHANNEL FLOw(CFS) WANTED = 20.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 21.53
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION............................. 1112.62
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
. ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1:
NODE NUMBER "X" COORDINATE "yo COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUBCHANNEL SLOPE(FEET/FEET) = 0.005320
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 \~
. . . . . . . . . :.... ~ :.. :, ~ :. ... ~.. . ~.. :.. ,", ~ :.. :- :.. ~ . . . . . . . . ~ :... . :... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
SUBCHANNEL
FLOW AREA(SQUARE FEET) =
FLOW VELOCITV(FEET/SEC.) =
FROUDE NUMBER = 1.000
FLOW TOP-WIDTH(FEET) =
HVDRAULIC DEPTH(FEET) =
18.94
2.753
80.53
0.24
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED =
COMPUTED IRREGULAR CHANNEL FLOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
ELEVAT ION. . . . . . . . . . . . . . . . . . . . . . . . . . . ;.
50.00
52.15
WATER SURFACE
1112.76
NOTE: WATER SURFACE IS BELO~ EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
. ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1:
NODE NUMBER "X" COORDINATE "V" COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUBCHANNEL SLOPE(FEET/FEET) = 0.004850
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
. . . . . . . . . ~0 ~t~~ ~ ~ ~ t. ~ t 6~ i t ~ ~ I .;. . . . . i 6~ : ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLOW AREA(SOUARE FEET) = 32.96
SUBCHANNEL FLOW VELDCITV(FEET/SEC.) = 3.162
SUB CHANNEL FROUDE NUMBER = 1.000
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 106.23
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.31
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED =
COMPUTED IRREGULAR CHANNEL FLOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
ELE VA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
100.00
104.23
~ATER SURFACE
1112.91
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
. ENTERED INFORMATION FOR SUBCHANNEL NU~8ER 1:
NODE NUMBER "X" COORDINATE "V" COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
-, II C-' C~ . A 111':) Jl II
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I .........~~~~~~~~~f.~f~~l~~~l;~~~~;~~~~~~;.:......;~:;~.....................
SUBCHANNEL FLOw VELOCI1Y(FEET/SEC.) = 3.612
SUB CHANNEL FROuD~ NUMBER = 1.000
I SUBCHANNEL FLOW TOP-WIDTH(FEET) = 138.78
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.41
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8
9
SUBCHANNEL
SUBCHANNEL
653.53 1114.37
779.53 1115.00
SLOPE(FEET/FEET) = 0.004430
MANNINGS FRICTION FACTOR = 0.015000
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED =
COMPUTED IRREGULAR CHANNEL FLOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
EL E VA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
200.00
203.19
WATER SURFACE
1113.10
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
. ENTERED INFORMATION FOR S~BCHANNEL NU~BER 1:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUBCHANNEL SLOPE(FEET/FEET) = 0.004230
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
. . . . . . . . . ~ ~ ~t~~~ ~~ (' ~ (6 ~ 1 t ~ ~ I . ~. . . . . ~6': ~' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLOW AREA(SQUARE FEET) = 79.39
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.879
SUB CHANNEL FROUDE NUMBER = 1.000
SUB CHANNEL FLOW TOP-WIDTH(FEET) = 169.96
SUB CHANNEL HYDRAULIC DEPTH(FEET) = 0.47
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED =
COMPUTED IRREGULAR CHA~NEL FLOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
ELEVATION............................ .
300.00
307.91
WATER SURFACE
1113.25
NOTE: WATER SURFACE IS BELOW EXTRE~E
LEFT AND RIGHT BANK ELEVATIONS.
I ----------------------------------------------------------------------------
I ---------------------------------------------------------------------------- ~o
. ENTERED INFORMATION FOR SUB CHANNEL NUMBER 1 : v
NnDF NIJNRFR "X" COORDINATE "V" COORDINATE
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1
2
3
4
5
6
7
8
9
SUBCHANNEL
SUBCHANNEL
0.00 1115.00
123.53 1114.37
173.53 1114.07
267.53 1113.26
322.53 1112.29
417.53 1113.12
467.53 1113.44
653.53 1114.37
779.53 1115.00
SLOPE(FEET/FEET) = 0.004120
MANNINGS FRICTION FACTOR = 0.015000
. . . . . . . . . ~ 0At~~~~~ C . ~ C 6~ 1 t ~ ~ I .;. . . . . a 6~: i' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLOW AREA(SQUARE FEET) = 101.70
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.022
SUBCHANNEL FROUDE NUMBER = 0.999
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 202.13
SUB CHANNEL hYDRAULIC DEPTH(FEET) = 0.50
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED =
COMPUTED IRREGULAR CHANNEL FLOw(CFS) =
400.00
409.10
WATER SURFACE
1113.37
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
ELEVATION............................ .
NOTE: WATER SURFACE IS 8ELDW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
. ENTERED INFORMATION FOR SUB CHANNEL NUMBER 1:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SU8CHANNEL SLOPE(FEET/FEET) = 0.004050
I....... .... .~~~~~~~~~~.~~~~~~~~.~~~~~~~~.~~~~~~.~.~:~~~~~~..... ....... ......
SUBCHANNEL FLOW(CFS) = 500.8
SUBCHANNEL FLOW AREA(SQUARE FEET) = 121.03
I SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.138
SUBCHANNEL FROUDE NUMBER = 1.000
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 227.60
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.53
1============================================================================
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 500.00
COMPUTED IRREGULAR CHANNEL FLOw(CFS) = 500.81
I .ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
EL E VAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1113.46
I
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
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. ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUBCHANNEL SLOPE(FEET/FEET) = 0.003980
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
. . . . . . . . . ~GAfAA ~~~ (' ~ (6~ 1 f~ ~ l .;. . . . . g6~: ,. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLOW AREA(SOUARE FEET) = 142.81
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.234
SUBCHANNEL FROUDE NU~BER = 0.999
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 256.07
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.56
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 600.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 604.74
ESTIMATED IRREGuLAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION............................. 1113.55
NOTE: WATER SURFACE IS BELOW EXTRE~E
LEFT AND RIGHT BANK ELEVATIONS.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
. ENTERED INFORMATION FOR SuBCrlANNEL NUMBER 1:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1
2
3
4
5
6
7
8
9
SUBCHANNEL
SUBCHANNEL
0.00 1115.00
123.53 1114.37
173.53 1114.07
267.53 1113.26
322.53 1112.29
417.53 1113.12
467.53 1113.44
653.53 1114.37
779.53 1115.00
SLOPE(FEET/FEET) = 0.003920
MANNINGS FRICTION FACTOR = 0.015000
. . . . . . . . . ~GAfAA~ ~~ ( . ~ (6~ 1 f ~ ~ l .;. . . . . , i ~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUB CHANNEL FLOW AREA(SOUARE FEET) = 164.33
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.334
SUBCHANNEL FROUDE NUMBER = 0.999
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 281.38
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.58
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 700.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 712.15
1-'V
ELEVA T ION. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1113.63
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
1
2
3
4
5
6
7
8
9
SUBCHANNEL
SUBCHANNEL
0.00 1115.00
123.53 1114.37
173.53 1114.07
267.53 1113.26
322.53 1112.29
417.53 1113.12
467.53 1113.44
653.53 1114.37
779.53 1115.00
SLOPE(FEET/FEET) = 0.003880
MANNINGS FRICTION FACTOR = 0.015000
. . . . . . . . . ~0~tAA ~ ~ ~ C' ~C 6~! t~ ~ I .;. . . . . A 6~: ,. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLO~ AREA(SQUARE FEET) = 181.80
SUB CHANNEL FLOW VELOCITV(FEET/SEC.) = 4.415
SUBCHANNEL FROuDE NUMBER = 1.000
SUBCHANNEL FLOW TOP-WIDTH(FEET) =
SUBCHANNEL HVDRAULIC DEPTH(FEET) =
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED =
COMPUTED IRREGULAR CHANNEL FLOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
ELEVA T 1 ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
800.00
802.73
WATER SURFACE
1113.69
NOTE: WATER SURFACE IS BELOw EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
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I ------------:-ENTERED-INFORMATION-FOR-SUBCHANNEL-NUMBER--i-~----------------
NODE NUMBER "X" COORDINATE "V" COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUBChANNEL SLOPE(FEET/FEET) = 0.003790
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
. . . . . . . . . ~ 0~t~A~~~C' ~ C 6~ 1 f ~ ~ I .; . . . . i 66A: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLOW AREA(SOUARE FEET) = 220.16
SUBCHANNEL FLOW VELOCIiV(FEET/SEC.) = 4.580
SUBCHANNEL FROUDE NUMBER = 1.000
~~~~~~~~~~ ~~Q~.!PE:W!e!~~~~~!l..= ~3~~32
~
TOTAL IRREGULAR CHAN~EL FLOw(CFS) WANTED
COMPUTED IRREGULAR CHANNEL FLOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
EL EVAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1000.00
1008.28
WATER SURFACE
1113.81
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIO~S.
. ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 :
NODE NUMBER "X' COORDINATE "yo COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUBCHANNEL SLOPE(FEET/FEET) = 0.003715
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
. . . . . . . . . ~0~tA~~~ ~ C . ~ C 6 ~ 1 t ~ ~ l . ;. . . . i ~6~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLOW AREA(SOUARE FEET) = 255.61
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 4.719
SUBCHANNEL FROUDE NUMBER = 1.000
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 369.96
SU8CHANNEL HYDRAULIC DEPTH(FEET) = 0.69
I ============================================================================
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1200.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 1206.20
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ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
EL EVAT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1113.91
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
. ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUBCHANNEL SLOPE(FEET/FEET) = 0.003650
SUBCHANNFI MANNTNGS FRTrTTON FArTOR = O.01S0nn
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I........ 'Sl.IBCHANi..EL 'Fl.OWCCFS) .;... .i46i;:i...................................
SUBCHA~~EL FLOW ~REAISQUARE FEET) = 290.22
SUBCHANNEl FLOW VElOCITYIFEET/SEC.) = 4.845
SUBCHAN~El FROuDE ~UMBER = 1.000
I SUBCHANNEL FLOW TOP-WIDTHIFEET) = 398.43
SUBCHA~~El HYDRAULIC DEPTH(FEET) = 0.73
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TOTAL IRREGULAR CHANNEL FlOW(CFS) WANTED =
COMPUTED IRREGULAR CHA~~El FlOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
ElEVA T ION. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1400.00
1406.18
WATER SURFACE
1114.00
NOTE: WATER SURFACE IS BELOW EXTREME
lEFT AND RIGHT BANK ELEVATIONS.
I ----------------------------------------------------------------------------
I ------------:-ENTERED-INFORMATION-FOR-SUBCHANNEL-N0MBER--i-;----------------
NODE ~uMBER "X" COORDINATE "Y" COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUBChA~NEl SlOPE(FEET/FEET) = 0.003590
SUBCHANNEl MANNINGS FRICTION FACTOR = 0.D1500D
. . . . . . . . . S G~tHAN N ~L' F l. OW c tF S) .; . . . . i6 i~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUB CHANNEL FLOW AREAlSQUARE FEET) = 327.41
SUBCHANNEl FlDW VElOCITY(FEET/SEC.) = 4.965
SUBCHAN~El FROuDE NUMBER = 1.000
SUBCHANNEL FLOW TOP-WIDTHlFEET) =
SUBCHANNEl HYDRAULIC DEPTH(FEET) =
TOTAL IRREGULAR CHANNEL FlOWICFS) WANTED =
COMPUTED IRREGULAR CHANNEL FLOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
ELEVA T ION. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1600.00
1625.47
WATER SuRFACE
1114.09
NOTE: WATER SURFACE IS BELOW EXTREME
1_---------------------------------------------------------------------------
. ENTERED INFORMATION FOR SuBCHANNEl NUMBER 1:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
I
1
2
3
4
0.00
123.53
173.53
267.53
1115.00
1114.37
1114. D7
1113.26
2,-5
I
I
I
I
I........ 'Sl.lBCHANNEL 'FU,WCCFS) .;... .2C,03:2...................................
SUBCHANNEL FLO~ AREA(SQUARE FEET) = 390.99
I SUBCHANNEL FLO~ VELOCITY(FEET/SEC.) = 5.123
SUBChANNEL FROUDE NU~BER = 1.000
SUBCHANNEL FLOw TOP-~IDTH(FEET) = 479.38
SUBCHANNEL HYDRAULIC DEPTrl(FEET) = 0.82
I =========~~~~c=i~~~~~c~~=~~~~~~C=~C~~~~~~~=~~~~~~=:====~~~~~~~==============
COMPUTED IRREGULAR CHANNEL FLO~(CFS) = 2003.17
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
EL E VA T ION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1114.23
6
7
8
9
SUBCHANNEL
SUBCHANNEL
417.53 1113.12
467.53 1113.44
653.53 1114.37
779.53 1115.00
SLOPE(FEET/FEET) = 0.003510
MANNINGS FRICTION FACTOR = 0.015000
. ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 :
NODE NUMBER "X' COORDINATE "Y" COORDINATE
1 0.00 1115.00
2 123.53 1114.37
3 173.53 1114.07
4 267.53 1113.26
5 322.53 1112.29
6 417.53 1113.12
7 467.53 1113.44
8 653.53 1114.37
9 779.53 1115.00
SUBCHANNEL SLOPE(FEET/FEET) = 0.003431
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
I. . . . . . , . . SLIBCriAN NE L . F L C,W c US) . ;. . . . 25 ii : 9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLO~ AREA(SQUARE FEET) = 472.47
SUBCHANNEL FLOw VELOCITY(FEET/SEC.) = 5.316
SUBCHANNEL FROuDE NUMBER = 1.000
SUBCHANNEL FLOw TOP-wIDTH(FEET) = 538.75
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.88
I=========~~~~c=i~~~~~c~~=~~~~~~~=~~~~~~~~~=~~~~~~=:====~~~6~66==============
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 2511.86
I ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVAT ION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1114.39
I
----------------------------------------------------------------------------
I
I
I
I
I
I
I
NOTE: WATER SURFACE IS BELOw EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
-----.-----------------------------------------------------------------------
----------------------------------------------------------------------------
I
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
t.~
----------------------------------------------------------------------------
. !::"AI'Tr:-r..,..r.. T.,r-f"'.r\u"..-Tr.., ....r...... ,.., ....,..,'~.,.,..., ,........_.....
I
II
I
I
I
I
I
I
I
I
NODE NUMBER
1
2
3
4
5
6
7
8
9
SUBCHANNEL
SUBCHANNEL
"X"
COORDINATE
"Y"
COORDINATE
1115.00
1114.37
1114.07
1113.26
1112.29
1113.12
1113.44
1114.37
1115.00
0.00
123.53
173.53
267.53
322.53
417.53
467.53
653.53
779.53
SLOPE(FEET/FEET) ~ 0.003355
MANNINGS FRICTION FACTOR ~ 0.015000
. . . . . . . . . ~ ~~t~A~ ~~ ( . ~ (6~ 1 t~ ~ I .; . . . . ~ 6 i ~: ~. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBCHANNEL FLOW AREA(SOUARE FEET) ~ 551.86
SUBCHANNEL FLOW VELOCIiY(FEET/SEC.) ~ 5.461
SUB CHANNEL FROUDE NUMBER ~ 0.999
SUBCHANNEL FLOW TOP-WIDTH(FEET) ~ 594.26
SUBCHANNEL HYDRAULIC DEPTH(FEET) ~ 0.93
TOTAL IRREGuLAR CHANNEL FLOW(CFS) WANTED ~ 3000.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) ~ 3013.91
ESTIMATED IRREGuLAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION............................. 1114.53
NOTE: WATER SuRFACE IS BELOW EXTREME
I LEFT AND RIGHT BANK ELEVATIONS.
----------------------------------------------------------------------------
I
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11
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~ Hemet
.............................
.
I d Lake
~ Skinner
71 r Project
I Location
1t ~ Vail Lake
Riverside Co.
San Diego Co.
m
LOCATION MAP
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RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II
Cover Type (3)
NATURAL COVERS -
Barren
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
(Manzonita, ceanothus and scrub oak)
Chaparrel, Narrcwleaf
(Chamise and redshank)
Grass, Annual or Perennial
Quality of
Cover (2)
Poor
Fair
Good
Poor
Fair
Poor
Fair
Good
Meadows or Cienegas
(Areas with seasonally high water table,
principal vegetation is sod forming grass)
Poor
Fair
Good
Open Brush
(Soft wood shrubs - buckwheat, sage, etc.)
Poor
Fair _
Good
Woodland
(Coniferous or brcadleai trees predominate.
Canopy density is at least 50 percent)
Poor
Fair
Good
Woodland, Grass
(Coniferous or broadleaf trees with canopy
density from 20 to 50 percent)
URBAN COVERS -
Residential or Commercial Landscaping
(Lawn, shrubs, etco)
Turf
(Irrigated and mowed grass)
AGRICULTURAL COVERS -
Fallow
(Land plowed but not tilled or seeded)
RCFC a weD
HYDROLOGY NJANUAL
_A
Poor
Fair
Good
Good
Poor
Fair
Good
RUNOFF INDEX
FOR
PERVIOUS
Soil Group
ABC D
78 86 91 93
53 70 80 B5
40 63 75 Bl
31 57 .71 78
71 82
55 72
67 78
50 69
38 61
63 77
51 70
30 58
62 76 84
46- 66. 77
41 63 7!;i
88 91
81 B6
86 B9
7.9 B4
74 80
B5 B8
BO 84
72 7B
B8
B3 .
81
45 66 77 B3
36 60 73 79
28 55 70 77
57 73
44 65
33 5B
32 56
58 74
44 65
33 5B
82 86
77 82
72 79
69 75
83 87
77 82
72 79
76 B5 90 92
NUMBERS
AREAS
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RUNOFF INDEX NUl-lEERS CF :!YDROLOGIC SOIL-COVER CC~lPLEXES "OR PERVIOUS AREAS-AHC II
Cover Type (3)
Quali';:y of
Cover (2)
Soil Group
ABC 0
AGRICULTURAL COVERS (cont.) -
Legumes, Close seeded
(Alfalfa, swee~clover, timothy, etc.)
Poor
Good
66 77 B5 B9
58 72 81 85
Orchards, Deciduous
(Apples, apricots, pears, walnuts, etc.)
See Note 4
Orchards, Evergreen
(Citrus, avocados, etc.)
Poor
Fair
Good
57 73 B2 B6
44 65 77 B2
33 58 72 79
Pasture, Dryland
(Annual grasses)
Poor
Fair
Good
67 78 B6 89
50 69 79 B4
38 61 74 BO
Pasture, Irrigated
(Legumes and perennial grass)
Poor
Fair
Good
58 74 83 87
44 65 77 B2
33 5B 72 79
Row Crops
(Field crops - tomatoes, sugar beets, etc.)
Poor
Good
72 Bl B8 91
67 78 B5 B9
Small Grain
(Wheat, oats, barley,' etc.)
Poor
Good
65 76 B4 BB
63 75 83 87
Vineyard
See, Not;' 4
Notes:
1. All runoff index (RI) numbers are for Antecedent Moisture Condition
(AMC) II.
2. Quality of cover definitions:
Poor-Heavily grazed or regularly burned areas. Less than 50 per-
cent of the ground surface is pro~ected by plant cover or brush
and tree canopy.
Fair-Moderate cover with 50 percent to 75 percent of the ground sur-
face protected.
Good-Heavy or dense cover with more than 75 percent of the ground
surface protected.
3. See Plate C-2 for a detail~d description of cover types.
4. Use rJnoff index numbers based on ground cover type. See discussion
under "Cover T".lpe Descriptionsll on Plate C-2.
5. Reference Bibliography item 17.
RCFC a WCD
RUNOFF INDEX NUMBERS
FOR
PERVIOUS AREAS
:9
HYDROLOGY NJANUAL
"c
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ACTUAL I~PERVIOUS COVER
I
Land Use (1)
Range-Percent
Recommended Value
For Average
Conditions-Percent (2
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Natural or Agriculture
o - 10
o
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Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots
10 - 25
20.
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20,000 S. F. (~Acre) Lots
30 - 45
40
"
7,200 - 10,000 S. F. Lots.
45 - 55
50:
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Multiple Family Residential:
I
Condominiums
45 - 70
65
Apartments
65 - 90
BO
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Mobile Horne Park
60 - 85
75
I
Commercial, Downtown
Business or Industrial
80 -100
90
I
Notes:
I
1. Land use should be based on ultimate development of the watershed.
Long range master plans for the County and incorporated cities
should be reviewed to insure reasonable land use assumptions.
I
2. Recommended values are based on average conditions which may not
apply to a particular study area. The percentage impervious may
vary greatly even on comparable sized lots due to differences in
dwelling size, improvements, etc. Landscape practices should also
be considered as it is common in some areas to use ornamental grav-
els underlain by impervious plastic materials in place of lawns and
shrubs. A field investigation of a study area should always be made,
and a review of aerial photos, where available may assist in estimat-
ing the percentage of impervious cover in developed areas.
I
I
I
3. For typical horse ranch subdivisions increase impervious area 5 per-
cent over the values recommended in the table above.
I
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RCFC a WCD
IMPERVIOUS
FOR
DEVELOPED
COVER
HYDROLOGY NJANUAL
I
AREAS
20
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APPENDIX "A"
UNIT HYDRO GRAPH CALCULATIONS
FOR OFFSlTE AREA BASIN 1
IOO-YEAR 3-HOUR
IOO-YEAR 6-HOUR
100- YEAR 24-HOUR
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I
U nit
H Y d r 0 g rap h
A n a 1 y 5 i s
copyright (c) CIVILCADD/CIVILDESIGN, 1992, Version 2.4
I
Study date 09/26/96
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I
------------------------------------------------------------------------
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
--------------------------.7-----------------------------------------
Drainage Area; 2277.00 Acres = 3.558 Sq. Mi.
Length along longest watercourse = 26360.00 Ft.~
Length along longest watercourse measured to centroid
Length along longest watercourse = 4.992 Mi.
Length along longest watercourse. measured to centroid
Difference in elevation = 470.00 Ft._
,
Slope along watercourse '- -9L1426 Ft. IMi.
Average Manning's IN' = 0.030
Lag time = 0.779 Hr.
Lag time = 46.76 Min.
25% of lag time = 11.69 Min.
40% of lag time = 18.70 Min.
Unit time = 10.00 Min. /
Duration of storm = 3 Hour (5) /
I
The Kieth Companies, Moreno Valley Office - SiN
I
PASEO DEL SOL
OFFSITE AREA BASIN I
100 YEAR 3 HOUR STORM EVENT
FILE:\PASEO\AI00X3.UNl
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1\
i.'."':1
r..,;;;;>
\
~ I
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Area rainfall data:
Area (Acres) [1]
2277.00
Rainfall(In.) (2]
2.28"
Point rain. (area
Areal adjustment
Adjusted average
RI Infil. rate
(In/Hr)
0.394
0.268
0.221
0.153
averaged) = 2.280 (In.)
factor = 99.00 %
point rain = 2.257 (In.)
Impervious Adj. Infil.
(Dec.%) (In/Hr)
0.100 0.359
0.100 0.244
0.100 0.201
0.100 0.139
I
67.0
78.0
82.0
88.0
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Area averaged mean soil loss (F)
Minimum soil loss rate (In/Hr) =
(for 24 hour storm duration)
Soil low loss rate (decimal) =
( In/Hr)
0.097
I
0.900 ---
---------------------------------------------------------------------
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U nit H y d r 0 g rap h
Valley S-Curve
I
21
538
1:.--:'
Weighting [1 * 2]
5191.56
Rate Area%
(Dec. )
0.015
0.346
0.249
0.390
Sum (F) =
0.194'
12640.00 Ft./
2.394 Mi.
F
(In/Hr)
0.005
0.084
0.050
0.054
0.194
3-~-.tJ--
r,.:7 ~?, f__-
.,",v;.r
~
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--------------------------------------------------------------------
Unit Hydrograph Data
---------------------------------------------------------------------
Unit time period
(hrs)
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Time % of lag
Distribution
Graph %
Unit Hydrograph
cfs-hrs/in
---------------------------------------------------------------------
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1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
0.167
0.333
0.500
0.667
0.833
1.000
1.167
1.333
1.500
1.667
1. 833
2.000
2.167
2.333
2.500
2.667
2.833
3.000
3.167
3.333
3.500
3.667
3.833
4.000
4.167
4.333
4.500
4.667
4.833
5.000
5.167
5.333
5.500
5.667
5.833
6.000
6.167
6.333
21. 385
42.770
64.156
85.541
106.926
128.311
149.697
171.082
192.467
213.852
235.238
256.623
278.008
299.393
320.779
342.164
363.549
384.934
406.320
427.705
449.090
470.475
491.861
513.246
534.631
556.016
577.402
598.787
620.172
641. 557.
662.943
684.328
705.713
727.098
748.484
769.869
791.254
812.639
1. 917
5.809
10.179
14.042
15.124
11. 701
7.599
5.244
3.679
3.047
2.554
2.184
1. 940
1.666
1.419
1. 283
1.214
0.964
0.930
0.748
0.684
0.665
0.642
0.609
0.483
0.467
0.407
0.385
0.347
0.300
0.284
0.221
0.214
0.214
0.214
0.214
0.214
0.194
Sum = 100.00
44.0
133.3
233.6
322.2
347.1
268.5
174.4
120.3
84.4
69.9
58.6
50.1
44.5
38.2
32.6
29.4
27.9
22.1
21.3
17.2
15.7
15.3
14.7
14.0
11.1
10.7
9.3
8.8
8.0
6.9
6.5
5.1
4.9
4.9
4.9
4.9
4.9
4.5
Sum= 2294.8
-----------------------------------------------------------------------
Unit Time Pattern Storm Rain Loss rate (In. /Hr) Effective
(Hr. ) Percent (in. /hr.) Max I Low (in./hr.)
1 0.17 2.60 0.352 0.194 0.16
2 0.33 2.60 0.352 0.194 0.16
3 0.50 3.30 0.447 0.194 0.25
4 0.67 3.30 0.447 0.194 0.25
5 0.83 3.30 0.447 0.194 0.25
6 1. 00 3.40 0.460 0.194 0.27
7 1.17 4.40 0.596 0.194 0.40
8 1.33 4.20 0.569 0.194 0.37
9 1. 50 5.30 0.718 0.194 0.52
10 1. 67 5.10 0.691 0.194 0.50
11 1. 83 6.40 0.867 0.194 0.67
?!b ?"-
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12 2.00 5.90 0.799 0.194 0.61
13 2.17 7.30 0.989 0.194 0.79
14 2.33 8.50 1. 151 0.194 0.96
15 2.50 14.10 1.910 0.194 1.72
16 2.67 14.10 1.910 0.194 1. 72
17 2.83 3.80 0.515 0.194 0.32
18 3.00 2.40 0.325 0.194 0.13
Sum = 100.0 Sum = 10.1
Flood volume = Effective rainfall 1.68 (in. )
times area 2277 . 0 (Ac.)/12 = 317.9 Acre Feet
Total soil loss = 0.58 (In. )
Total soil loss = 110.403 Acre Feet
Total rainfall = 2.26(In. )
Flood volume = Effective rainfall 1. 68 (in. )
times area 2277.0000 (Ac. ) times 43560/12
= 13848471.3 Cubic Feet
Total soil loss = 4809156.3 Cubic Feet
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
3 - H 0 U R S TOR M
Run 0 f f H Y d r 0 g rap h
Hydrograph in 10
Minute intervals (CFS)
Time(h+m), Volume (AF)
Q (CFS ) 0
500.0
1000.0
1500.0
2000.0
I
------------------------------------------------------------- ---------
0+10 0.0959 6.96 Q I I
0+20 0.4822 28.05 Q I I
0+30 1.4349 69.17 VQ I I
0+40 3.2639 132.78 V Q I I
0+50 6.1541 209.83 V Q I I
1+ 0 10.0584 283.46 IV Q I I
1+10 14.9029 351.71 IV Q I I
1+20 20.6360 416.23 I V Q I I
1+30 27.3173 485.06 I V QI I
1+40 35.1439 568.21 I V IQ I
1+50 44.3222 666.34 I V I Q I
2+ 0 54.9613 772.40 I V I Q I
2+10 67.1706 886.39 I V I Q I I
2+20 81.1355 1013.86 I V Q' I
2+30 97.5221 1189.66 I I V I Q I
2+40 117.3990 1443.07 I I V I Q I
2+50 140.9955 1713.11 I I V I I Q
3+ 0 167.1681 1900.13 I I IV I Q
3+10 193.4481 1907.93 I I V I Q
3+20 216.4945 1673.17 I I V I Q
3+30 234.1837 1284.23 I I Q VI
3+40 247.0859 936.71 I Q I V
3+50 256.7128 698.91 I Q I I V
4+ 0 264.2645 548.25 Q I I V
4+10 270.5730 458.00 QI I I V
4+20 275.9678 391. 66 Q I I I V
4+30 280.6729 341.60 Q I I I V
4+40 284.7983 299.50 Q I I I V
4+50 288.4212 263.03 Q I I I V
5+ 0 291.6269 232.73 Q I I I V
5+10 294.5118 209.44 Q I I I V
5+20 297.0836 186.71 Q I I I V
5+30 299.3599 165.26 Q I I I V
1-4 171>
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5+40 301. 4092 148.78 I Q I I v 1
5+50 303.2361 132.63 I Q I I V I
6+ 0 304.9248 122.60 I Q I I V I
6+10 306.4957 114.05 I Q I I V I
6+20 307.9481 105.45 I Q I I V I
6+30 309.2500 94.52 IQ I I V 1
6+40 310.4048 83.83 IQ I I VI
6+50 311. 4475 75.70 IQ I I VI
7+ 0 312.3808 67.76 IQ I I VI
7+10 313.2257 61.34 IQ I I VI
7+20 313.9788 54.68 IQ I I VI
7+30 314.6451 48.37 Q 1 I VI
7+40 315.2339 42.75 Q I I VI
7+50 315.7460 37.18 Q I I VI
8+ 0 316.2127 33.89 Q I I VI
8+10 316.6311 30.37 Q I I VI
8+20 317.0071 27.30 Q I I VI
8+30 317.3284 23.33 Q I I VI
8+40 317.5804 18.29 Q I 1 VI
8+50 317.7163 9.87 Q I I VI
9+ 0 317.7449 2.07 Q I I VI
9+10 317.7529 0.58 Q I I V
-----------------------------------------------------------------------
3D
~o..
I
I
I
U nit
A n a 1 y s i s
H Y d r 0 g rap h
Copyright (c) CIVILCADD/CIVILDESIGN, 1992, Version 2.4
I
Study date 09/26/96
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I
------------------------------------------------------------------------
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
I
The Kieth Companies, Moreno Valley Office - SIN
538
---------------------------------------------------------------------
I
PASEO DEL SOL
OFFSITE AREA BASIN I
100 YEAR 6 HOUR STORM EVENT
FILE:\PASEO\A100X6.UNl
I
--------------------------------------------------------------------
Drainage Area = 2277.00 Acres 3.558 Sq. Mi.
Length along longest watercourse = 26360.00 Ft.
Length along longest watercourse measured to centroid =
Length along longest watercourse = 4.992 Mi.
Length along longest watercourse~.measured to centroid
Difference in elevation = -~.~470.00 -Ft:.
Slope along watercourse-94.1426 Ft. /Mi.
Average Manning's IN' = 0.030
Lag time = 0.779 Hr.'
Lag time = 46.76 Min.
25% of lag time = 11.69 Min.
40% of lag time = 18.70 Min.
Unit time = 10.00 Min.
Duration of storm = 6 Hour(s)
I
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Area rainfall data:
I
Area (Acres) [1]
2277 . 00
Rainfall(In.) [2]
3.42
Weighting[1*2]
7787.34
I
Point rain (area
Areal adjustment
Adjusted average
RI Infil. rate
(In/Hr)
0.394
0.268
0.221
0.153
Rate Area%
(Dec. )
0.015
0.346
0.249
0.390
Sum (F) =
0.194
averaged) = 3.420 (In.)
factor = 99.22 %
point rain = 3.393 (In.)
Impervious Adj. Infil.
(Dec.%) (In/Hr)
0.100 0.359
0.100 0.244
0.100 0.201
0.100 0.139
I
67.0
78.0
82.0
88.0
I
Area averaged-mean soil loss (F)
Minimum soil loss rate (In/Hr) =
(for 24 hour storm duration)
Soil low loss rate (decimal) =
(In/Hr)
0.097
I
0.900
---------------------------------------------------------------------
I
U nit H y d r 0 g rap h
Valley S-Curve
I
31
12640.00 Ft.
2.394 Mi.
F
( In/Hr)
0.005
0.084
0.050
0.054
0.194
b.,.(}
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Unit Hydrograph Data
Unit time period
(hrs)
1 0.167
2 0.333
3 0.500
4 0.667
5 0.833
6 1. 000
7 1. 167
8 1. 333
9 1. 500
10 1. 667
11 1. 833
12 2.000
13 2.167
14 2.333
15 2.500
16 2.667
17 2.833
18 3.000
19 3.167
20 3.333
21 3.500
22 3.667
23 3.833
24 4.000
25 4.167
26 4.333
27 4.500
28 4.667
29 4.833
30 5.000
31 5.167
32 5.333
33 5.500
34 5.667
35 5.833
36 6.000
37 6.167
38 6.333
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Unit Time
(Hr. )
1 0.17
2 0.33
3 0.50
4 0.67
5 0.83
6 1. 00
7 1.17
8 1. 33
9 1. 50
10 1. 67
11 1. 83
Pattern
Percent
1.10
1.20
1.30
1. 40
1. 40
1.50
1. 60
1. 60
1. 60
1. 60
1. 60
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Time % of lag
21.385
42.770
64.156
85.541
106.926
128.311
149.697
171. 082
192.467
213.852
235.238
256.623
278.008
299.393
320.779
342.164
363.549
384.934
406.320
427.705
449.090
470.475
491. 861
513.246
534.631
556.016
577.402
598.787
620.172
641. 557
662.943
684.328
705.713
727.098
748.484
769.869
791. 254
812.639
storm Rain
(in./hr. )
0.224
0.244
0.265
0.285
0.285
0.305
0.326
0.326
0.326
0.326
0.326
Distribution
Graph %
1. 917
5.809
10.179
14.042
15.124
11. 701
7.599
5.244
3.679
3.047
2.554
2.184
1. 940
1.666
1. 419
1.283
1. 214
0.964
0.930
0.748
0.684
0.665
0.642
0.609
0.483
0.467
0.407
0.385
0.347
0.300
0.284
0.221
0.214
0.214
0.214
0.214
0.214
0.194
Sum = 100.00
Loss rate(In./Hr)
Max I Low
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
3'L
Unit Hydrograph
cfs-hrs/in
44.0
133.3
233.6
322.2
347.1
268.5
174.4
120.3
84.4
69.9
58.6
50.1
44.5
38.2
32.6
29.4
27.9
22.1
21.3
17 .2
15.7
15.3
14.7
14.0
11.1
10.7
9.3
8.8
8.0
6.9
6.5
5.1
4.9
4.9
4.9
4.9
4.9
4.5
Sum= 2294.8
Effective
(in. /hr.)
0.03
0.05
0.07
0.09
0.09
0.11
0.13
0.13
0.13
0.13
0.13
~\
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2.00 1.70
2.17 1.70
2.33 1.80
2.50 1.80
2.67 1.80
2.83 2.00
3.00 2.00
3.17 2.10
3.33 2.20
3.50 2.50
3.67 2.80
3.83 3.00
4.00 3.20
4.17 3.50
4.33 3.90
4.50 4.20
4.67 4.50
4.83 4.80
5.00 5.10
5.17 6.70
5.33 8.10
5.50 10.30
5.67 2.80
5.83 1.10
6.00 0.50
Sum = 100.0
Flood volume = Effective rainfall
times area 2277.0 (Ac.)/12 =
Total soil loss = 1.15 (In.)
Total soil loss = 217.570 Acre Feet
Total rainfall = 3.39(In.)
Flood volume = Effective rainfall 2.25 (in.)
times area 2277.0000 (Ac.) times 43560/12
= 18569437.1 Cubic Feet
Total soil loss = 9477347.9 Cubic Feet
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
0.346
0.346
0.366
0.366
0.366
0.407
0.407
0.428
0.448
0.509
0.570
0.611
0.652
0.713
0.794
0.855
0.916
0.977
1. 038
1. 364
1. 649
2.097
0.570
0.224
0.102
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.194
0.15
0.15
0.17
0.17
0.17
0.21
0.21
0.23
0.25
0.32
0.38'
0.42
0.46
0.52
0.60
0.66
0.72
0.78
0.84
1.17
1.46
1. 90
0.38
0.03
0.01
13.5
0.092
Sum =
2.25 (in.)
426.3 Acre Feet
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
6 - H 0 U R S TOR M
Run 0 f f H Y d r 0 g rap h
Hydrograph in 10
Time (h+m) Volume (AF)
Q(CFS) 0
Minute intervals (CFS)
525.0
1050.0
1575.0
2100.0
0+10 0.0182 1. 32 Q
0+20 0.1038 6.22 Q
0+30 0.3357 16.84 Q
0+40 0.8160 34.87 Q
0+50 1.6330 59.32 VQ
1+ 0 2.8266 86.65 VQ
1+10 4.4049 114.59 V Q
1+20 6.3574 141. 75 V Q
1+30 8.6586 167.07 V Q
1+40 11.2828 190.51 V Q
1+50 14.1808 210.40 IV Q
2+ 0 17.2958 226.15 IV Q
2+10 20.5994 239.84 IV Q
2+20 24.0970 253.93 I V Q
2+30 27.8163 270.03 I V Q
33 1A1.-
I
I
2+40 31.7791 297.70 V Q I I
I 2+50 36.0023 306.60 V Q I I
3+ 0 40.5074 327.07 V Q I I
3+10 45.3192 349.34 V Q I I
3+20 50.4809 374.74 V Q I I
I 3+30 56.0715 405.87 V Q I I
3+40 62.1954 444.59 V Q I I
3+50 69.0053 494.40 V QI I
4+ 0 76.6822 557.34 V Q I
I 4+10 85.3889 632.11 V I Q I
4+20 95.2551 716.28 V I Q I
4+30 106.3842 807.97 VI Q I
4+40 118.8979 908.49 V Q I
I 4+50 132.9263 1018.46 I V QI
5+ 0 148.5648 1135.35 I V IQ
5+10 166.0145 1266.85 I V I Q
5+20 185.7594 1433.47 I V I Q
I 5+30 208.6973 1665.30 I VI Q
5+40 234.9951 1909.22 I V Q
5+50 263.3749 2060.37 I I V Q
6+ 0 291. 3747 2032.79 I I V Q I
I 6+10 315.9182 1781. 86 I I VI Q I
6+20 334.8386 1373.62 I I Q V I
6+30 348.6195 1000.49 I QI IV I
I 6+40 359.0100 754.35 I Q I I V I
6+50 367.2455 597.89 IQ I I V I
7+ 0 374.1727 502.92 QI I I V I
7+10 380.1399 433.22 Q I I I V I
I 7+20 385.3461 377.97 Q I I I V I
7+30 389.9264 332.53 Q I I V I
7+40 393.9526 292.30 Q I I V I
7+50 397.5178 258.83 Q I I V I
I 8+ 0 400.7112 231. 84 Q I I V ,
8+10 403.5803 208.29 Q I I V I
8+20 406.1075 183.47 Q I I V I
8+30 408.3871 165.50 Q I I V I
I 8+40 410.4207 147.64 Q I I V I
8+50 412.2805 135.02 Q I I V I
9+ 0 414.0021 124.99 Q I I VI
9+10 415.5765 114.30 I Q I I VI
I 9+20 416.9954 103.01 IQ I VI
9+30 418.2464 90.83 IQ I VI
9+40 419.3794 82.25 IQ I VI
I 9+50 420.3947 73.71 IQ I VI
10+ 0 421. 3069 66.23 IQ I VI
10+10 422.1185 58.92 IQ VI
10+20 422.8329 51. 87 Q VI
I 10+30 423.4646 45.86 Q VI
10+40 424.0119 39.73 Q VI
10+50 424.5023 35.60 Q VI
11+ 0 424.9420 31. 92 Q VI
I 11+10 425.3281 28.03 Q VI
11+20 425.6552 23.74 Q VI
11+30 425.9014 17.87 Q VI
11+40 426.0464 10.53 Q VI
I 11+50 426.0723 1. 87 Q VI
12+ 0 426.0748 0.18 Q VI
12+10 426.0754 0.05 Q VI
-----------------------------------------------------------------------
I
I .34 A:;
I
I
I
U nit
H Y d r 0 g rap h
A n a 1 y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1992, Version 2.4
I
Study date 09/26/96
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I
I
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Drainage Area = 2277.00 Acres = 3.558 Sq. Mi.
Length along longest watercourse = 26360.00 Ft.
Length along longest watercourse measured to centroid =
Length along longest watercourse = 4.992 Mi.
Length along longest watercourse measured to centroid
Difference in elevation = 470.00 Ft.
Slope along watercourse 94.1426 Ft./Mi.
Average Manning's IN' = 0.030
Lag time = 0.779 Hr.
Lag time = 46.76 Min.
25% of lag time = 11.69 Min.
40% of lag time = 18.70 Min.
Unit time = 15.00 Min.
Duration of storm = 24 Hour(s)
The Kieth Companies, Moreno Valley Office - SiN
I
PASEO DEL SOL
OFFSITE AREA BASIN I
100 YEAR 24 HOUR STORM EVENT
FILE:\PASEO\AI0024.UN1
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I
I
Area rainfall data:
I
Area (Acres) [1 ]
2277 .00
Rainfall(In.) [2]
6.00
I
Point rain (area
Areal adjustment
Adjusted average
RI Infil. rate
(In/Hr)
0.394
0.268
0.221
0.153
averaged) = 6.000 (In.)
factor = 99.56 %
point rain = 5.973 (In.)
Impervious Adj. Infil.
(Dec.%) (In/Hr)
0.100 0.359
0.100 0.244
0.100 0.201
0.100 0.139
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67.0
78.0
82.0
88.0
Area averaged mean soil loss (F)
Minimum soil loss rate (In/Hr) =
(for 24 hour storm duration)
Soil low loss rate (decimal) =
(In/Hr) =
0.097
I
0.900
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U nit H y d r 0 g rap h
Valley S-Curve
I
35
538
Weighting[1*2]
13662.00
Rate Area%
(Dec. )
0.015
0.346
0.249
0.390
Sum (F) =
0.194
12640.00 Ft.
2.394 Mi.
F
(In/Hr)
0.005
0.084
0.050
0.054
0.194
A~
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--------------------------------------------------------------------
Unit Hydrograph Data
---------------------------------------------------------------------
Unit time period
lhrs)
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Time % of lag
Distribution
Graph %
Unit Hydrograph
cfs-hrs/in
---------------------------------------------------------------------
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
0.250
0.500
0.750
1. 000
1. 250
1. 500
1. 750
2.000
2.250
2.500
2.750
3.000
3.250
3.500
3.750
4.000
4.250
4.500
4.750
5.000
5.250
5.500
5.750
6.000
6.250
32.078
64.156
96.234
128.311
160.389
192.467
224.545
256.623
288.701
320.779
352.857
384.934
417.012
449.090
481.168
513.246
545.324
577.402
609.480
641. 557
673.635
705.713
737,791
769.869
801. 947
3.177
12.012
20.589
20.306
11. 678
6.664
4.570
3.554
2.897
2.313
1. 947
1. 624
1. 357
1. 069
0.996
0.940
0.750
0.659
0.573
0.481
0.414
0.325
0.321
0.321
0.462
Sum = 100.00
72.9
275.6
472.5
466.0
268.0
152.9
104.9
81. 6
66.5
53.1
44.7
37.3
31.1
24.5
22.9
21. 6
17.2
15.1
13.2
11. 0
9.5
7.5
7.4
7.4
10.6
Sum= 2294.8
-----------------------------------------------------------------------
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Unit Time
(Hr. )
1 0.25
2 0.50
3 0.75
4 1. 00
5 1. 25
6 1. 50
7 1. 75
8 2.00
9 2.25
10 2.50
11 2.75
12 3.00
13 3.25
14 3.50
15 3.75
16 4.00
17 4.25
18 4.50
19 4.75
20 5.00
21 5.25
22 5.50
23 5.75
24 6.00
Pattern
Percent
0.20
0.30
0.30
0.40
0.30
0.30
0.30
0.40
0.40
0.40
0.50
0.50
0.50
0.50
0.50
0.60
0.60
0.70
0.70
0.80
0.60
0.70
0.80
0.80
Storm Rain
(in./hr.)
0.048
0.072
0.072
0.096
0.072
0.072
0.072
0.096
0.096
0.096
0.119
0.119
0.119
0.119
0.119
0.143
0.143
0.167
0.167
0.191
0.143
0.167
0.191
0.191
Loss ratelln./Hr)
Max I
0.342
0.339
0.335
0.331
0.327
0.323
0.319
0.315
0.311
0.308
0.304
0.300
0.296
0.293
0.289
0.285
0.282
0.278
0.275
0.271
0.268
0.264
0.261
0.257
3lP
Low
0.043
0.065
0.065
0.086
0.065
0.065
0.065
0.086
0.086
0.086
0.108
0.108
0.108
0.108
0.108
0.129
0.129
0.151
0.151
0.172
0.129
0.151
0.172
0.172
Effective
lin. /hr.)
0.00
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.02
0.02
0.02
0.01
0.02
0.02
0.02
A~
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25 6.25 '0.90 0.215 0.254 0.194 0.02
I 26 6.50 0.90 0.215 0.250 0.194 0.02
27 6.75 1. 00 0.239 0.247 0.215 0.02
28 7.00 1. 00 0.239 0.244 0.215 0.02
29 7.25 1.00 0.239 0.240 0.215 0.02
I 30 7.50 1.10 0.263 0.237 0.03
31 7.75 1.20 0.287 0.234 0.05
32 8.00 1.30 0.311 0.231 0.08
33 8.25 1. 50 0.358 0.227 0.13
I 34 8.50 1.50 0.358 0.224 0.13
35 8.75 1. 60 0.382 0.221 0.16
36 9.00 1. 70 0.406 0.218 0.19
37 9.25 1. 90 0.454 0.215 0.24
I 38 9.50 2.00 0.478 0.212 0.27
39 9.75 2.10 0.502 0.209 0.29
40 10.00 2.20 0.526 0.206 0.32
41 10.25 1. 50 0.358 0.203 0.16
I 42 10.50 1.50 0.358 0.200 0.16
43 10.75 2.00 0.478 0.197 0.28
44 11. 00 2.00 0.478 0.194 0.28
45 11. 25 1. 90 0.454 0.191 0.26
I 46 11. 50 1. 90 0.454 0.188 0.27
47 11. 75 1. 70 0.406 0.186 0.22
48 12.00 1. 80 0.430 0.183 0.25
I 49 12.25 2.50 0.597 0.180 0.42
50 12.50 2.60 0.621 0.177 0.44
51 12.75 2.80 0.669 0.175 0.49
52 13.00 2.90 0.693 0.172 0.52
I 53 13.25 3.40 0.812 0.170 0.64
54 13.50 3.40 0.812 0.167 0.65
55 13.75 2.30 0.550 0.164 0.39
56 14.00 2.30 0.550 0.162 0.39
I 57 14.25 2.70 0.645 0.159 0.49
58 14.50 2.60 0.621 0.157 0.46
59 14.75 2.60 0.621 0.155 0.47
60 15.00 2.50 0.597 0.152 0.45
I 61 15.25 2.40 0.573 0.150 0.42
62 15.50 2.30 0.550 0.148 0.40
63 15.75 1. 90 0.454 0.145 0.31
64 16.00 1. 90 0.454 0.143 0.31
I 65 16.25 0.40 0.096 0.141 0.086 0.01
66 16.50 0.40 0.096 0.139 0.086 0.01
67 16.75 0.30 0.072 0.137 0.065 0.01
I 68 17.00 0.30 0.072 0.135 0.065 0.01
69 17.25 0.50 0.119 0.133 0.108 0.01
70 17.50 0.50 0.119 0.131 0.108 0.01
71 17.75 0.50 0.119 0.129 0.108 0.01
I 72 18.00 0.40 0.096 0.127 0.086 0.01
73 18.25 0.40 0.096 0.125 0.086 0.01
74 18.50 0.40 0.096 0.123 0.086 0.01
75 18.75 0.30 0.072 0.121 0.065 0.01
I 76 19.00 0.20 0.048 0.120 0.043 0.00
77 19.25 0.30 0.072 0.118 0.065 0.01
78 19.50 0.40 0.096 0.116 0.086 0.01
79 19.75 0.30 0.072 0.115 0.065 0.01
I 80 20.00 0.20 0.048 0.113 0.043 0.00
81 20.25 0.30 0.072 0.112 0.065 0.01
82 20.50 0.30 0.072 0.110 0.065 0.01
83 20.75 0.30 0.072 0.109 0.065 0.01
I 84 21. 00 0.20 0.048 0.107 0.043 0.00
85 21. 25 0.30 0.072 0.106 0.065 0.01
I 31 ~
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86 21. 50 0.20 0.048 0.105 0.043 0.00
87 21. 75 0.30 0.072 0.104 0.065 0.01
88 22.00 0.20 0.048 0.103 0.043 0.00
89 22.25 0.30 0.072 0.102 0.065 0.01
90 22.50 0.20 0.048 0.101 0.043 0.00
91 22.75 0.20 0.048 0.100 0.043 0.00
92 23.00 0.20 0.048 0.099 0.043 0.00
93 23.25 0.20 0.048 0.098 0.043 0.00
94 23.50 0.20 0.048 0.098 0.043 0.00
95 23.75 0.20 0.048 0.097 0.043 0.00
96 24.00 0.20 0.048 0.097 0.043 0.00
Sum = 100.0 Sum 11. 6
Flood volume = Effective rainfall 2.91 (in. )
times area 2277 . 0 (Ac.)/12 = 552.3 Acre Feet
Total soil loss = 3.06 (In. )
Total soil loss = 581.146 Acre Feet
Total rainfall = 5.97 (In.)
Flood volume = Effective rainfall 2.91 (in. )
times area 2277.0000 (Ac.) times 43560/12
= 24057808.3 Cubic Feet
Total soil loss = 25314698.2 Cubic Feet
--------------------------------------------------------------------
--------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H 0 U R S TOR M
Run 0 f f H Y d r 0 9 rap h
--------------------------------------------------------------------
Hydrograph in 15
Minute intervals (CFS)
--------------------------------------------------------------------
Tirne{h+m) Volume (AF)
Q (CFS) 0
300.0
600.0
900.0
1200.0
-----------------------------------------------------------------------
0+15
0+30
0+45
1+ 0
1+15
1+30
1+45
2+ 0
2+15
2+30
2+45
3+ 0
3+15
3+30
3+45
4+ 0
4+15
4+30
4+45
5+ 0
5+15
5+30
5+45
6+ 0
6+15
6+30
6+45
7+ 0
7+15
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0.0072
0.0452
0.1435
0.3147
0.5453
0.8141
1.1004
1. 3937
1.7056
2.0469
2.4208
2.8266
3.2675
3.7402
4.2332
4.7436
5.2778
5.8475
6.4609
7.1201
7.8211
8.5442
9.2761
10.0237
10.8121
11.6482
12.5315
13.4645
14.4428
0.35 Q
1. 84 Q
4.76 Q
8.29 Q
11.16 Q
13.01 Q
13.86 Q
14.20 Q
15.09 Q
16.52 Q
18.09 Q
19.64 Q
21. 34 Q
22.88 Q
23.86 Q
24.70 Q
25.86 Q
27.57 Q
,29.69 Q
31. 91 VQ
33.93 VQ
35.00 VQ
35.42 VQ
36.18 VQ
38.16 VQ
40.47 vQ
42.75 VQ
45.16 VQ
47.35 Q
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38
1ft"!
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7+30 15.4624 49.35 IQ I I I
I 7+45 16.5583 53.04 IQ I I I
8+ 0 17.8849 64.21 IVQ I I I
8+15 19.7385 89.71 IVQ I I I
8+30 22.4342 130.47 V Q I I I
I 8+45 26.1124 178.03 V Q I I I
9+ 0 30.7537 224.64 V Q I I I
9+15 36.3558 271.14 V QI I I
9+30 43.1027 326.55 V Q I I
I 9+45 51.1597 389.96 V I Q I I
10+ 0 60.5639 455.16 V I Q I I
10+15 70.9562 502.99 V I Q I I
10+30 81. 4635 508.55 V I Q I I
I 10+45 91.3460 478.31 V I Q I I
11+ 0 100.8978 462.31 V I Q I I
11+15 111.1244 494.96 V I Q I I
11+30 122.2363 537.82 VI Q I I
I 11+45 133.6962 554.66 VI Q I I
12+ 0 145.1023 552.06 V Q I I
12+15 156.6123 557.08 V Q I I
I 12+30 169.0877 603.81 IV Q I
12+45 183.5697 700.93 I V I Q I I
13+ 0 200.3723 813.25 I V I Q I I
13+15 219.2664 914.47 I V I Q I
I 13+30 240.3477 1020.33 I V I I Q I
13+45 263.2754 1109.70 I VI I Q I
14+ 0 286.6015 1128.98 I V I Q I
14+15 308.7510 1072.03 I I V I Q I
I 14+30 329.7325 1015.51 I I V I Q I
14+45 350.7256 1016.06 I I V I Q I
15+ 0 372 :1003 1034.54 I I V I Q I
15+15 393.5132 1036.38 I I V I Q I
I 15+30 414.6504 1023.04 I I V Q I
15+45 435.1742 993.35 I I V Q I
16+ 0 454.6962 944.86 I I IQV I
16+15 472.5032 861.86 I I Q I V I
I 16+30 487.5424 727.90 I I Q I V I
16+45 499.0603 557.46 I Q I I V I
17+ 0 507.3198 399.76 I Q I I V I
I 17+15 513.6366 305.73 Q I I V I
17+30 518.7899 249 . 42 Q I I I V I
17+45 523.1588 211. 46 Q I I I V I
18+ 0 526.9370 182.86 Q I I V I
I 18+15 530.2178 158.80 Q I I V I
18+30 533.0535 137.25 Q I I V I
18+45 535.5069 118.74 Q I I V I
19+ 0 537.6322 102.87 Q I I VI
I 19+15 539.4632 88.62 Q I VI
19+30 541. 0225 75.47 Q I VI
19+45 542.3412 63.83 Q I VI
20+ 0 543.5024 56.20 Q I VI
I 20+15 544.5273 49.61 Q I VI
20+30 545.4003 42.25 Q I VI
20+45 546.1563 36.59 Q I VI
21+ 0 546.8201 32.13 Q I VI
I 21+15 547.3957 27.86 Q I VI
21+30 547.8930 24.07 Q I VI
21+45 548.3138 20.37 Q I VI
I 22+ 0 548.6850 17.97 Q I VI
22+15 548.9856 14.55 Q I VI
22+30 549.2839 14.44 Q I VI
I 39 A."tJ
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22+45 549.5746 14.07 Q I VI
23+ 0 549.8548 13.56 Q I VI
23+15 550.1200 12.83 Q I VI
23+30 550.3744 12.32 Q I VI
23+45 550.6228 12.02 Q I VI
24+ 0 550.8667 11. 81 Q I VI
24+15 551.1005 11. 32 Q I VI
24+30 551.3042 9.86 Q I VI
24+45 551. 4589 7.49 Q I VI
25+ 0 551.5660 5.18 Q I VI
25+15 551.6458 3.86 Q I VI
25+30 551.7095 3.09 Q I VI
25+45 551. 7615 2.51 Q I VI
26+ 0 551.8045 2.08 Q I VI
26+15 551. 8407 1. 75 Q I VI
26+30 551. 8709 1.47 Q I VI
26+45 551. 8963 1.23 Q I VI
27+ 0 551. 9172 1. 01 Q I VI
27+15 551. 9351 0.87 Q I VI
27+30 551.9500 0.72 Q I VI
27-1-45 551. 9628 0.62 Q I VI
28+ 0 551. 9729 0.49 Q I VI
28+15 551. 9814 0.42 Q I VI
28+30 551.9880 0.32 Q I VI
28+45 551.9933 0.25 Q I VI
29+ 0 551. 9975 0.20 Q I VI
29+15 552.0007 0.16 Q I VI
29+30 552.0032 0.12 Q I VI
29+45 552.0050 0.09 Q I VI
30+ 0 552.0060 0.05 Q I VI
-----------------------------------------------------------------------
40
Ao....
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~ ~
APPENDIX "B"
UNIT HYDROGRAPH CALCULATIONS
FOR ONSITE AREA
100- YEAR 3-HOUR
100-YEAR 6-HOUR
100- YEAR 24-HOUR
[ii] r-.
II
~
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U nit
Analysis
H Y d r 0 g rap h
Copyright (c) CIVILCADD/CIVILDESIGN, 1992, Version 2.4
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Study date 09/30/96
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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------------------------------------------------------------------------
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
I
The Kieth Companies, Moreno Valley Office - SIN
538
---------------------------------------------------------------------
I
PASEO DEL SOL
WATERSHED AREA TO LINE "S" AT HIGHWAY 79
100 YEAR 3 HOUR STORM EVENT
FILE:\PASEO\821003.UN1
I
--------------------------------------------------------------------
Drainage Area = 164.90 Acres = 0.258 Sq. Mi.
Length along longest watercourse 5420.00 Ft.
Length along longest watercourse measured to centroid
Length along longest watercourse = 1.027 Mi.
Length along longest watercourse measured to centroid =
Difference in elevation 196.00 Ft.
Slope along watercourse = 190.9373 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.108 Hr.
Lag time = 6.49 Min.
25% of lag time = 1.62 Min.
40% of lag time = 2.60 Min.
Unit time = 10.00 Min.
Duration of storm = 3 Hour(s)
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Area rainfall data:
I
Area (Acres) [lJ
164.90
Rainfalllln.) [2J
2.28
Weighting[1*2J
375.97
I
Point rain (area
Areal adjustment
Adjusted average
RI Infil. rate
(In/Hr)
69.0 0.373
Rate Area%
(Dec. )
1. 000
Sum (F) =
0.205
averaged) = 2.280 (In.)
factor = 99.93 %
point rain = 2.278 (In.)
Impervious Adj. Infil.
(Dec.%) (In/Hr)
0.500 0.205
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Area averaged mean soil loss (F)
Minimum soil loss rate (In/Hr) =
(for 24 hour storm duration)
Soil low loss rate (decimal) =
0.900
---------------------------------------------------------------------
(In/Hr) =
0.103
I
U nit H y d r 0 g rap h
Valley S-Curve
--------------------------------------------------------------------
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Unit Hydrograph Data
---------------------------------------------------------------------
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41
3000.00 Ft.
0.568 Mi.
F
(In/Hr)
0.205
0.205
"5\
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Unit time period
(hrsJ
Time % of lag
Distribution
Graph %
---------------------------------------------------------------------
Unit Hydrograph
cfs-hrs/in
1 0.167 154.132 34.160 56.8
2 0.333 308.263 46.705 77.6
3 0.500 462.395 10.946 18.2
4 0.667 616.526 4.759 7.9
5 0.833 770.658 2.351 3.9
6 1. 000 924.789 1. 079 1.8
Sum = 100.00 Sum= 166.2
-----------------------------------------------------------------------
Unit Time Pattern
(Hr.) Percent
0.17 2.60
0.33 2.60
0.50 3.30
0.67 3.30
0.83 3.30
1.00 3.40
1.17 4.40
1.33 4.20
1.50 5.30
1.67 5.10
1.83 6.40
2.00 5.90
2.17 7.30
2.33 8.50
2.50 14.10
2.67 14.10
2.83 3.80
3.00 2.40
Sum = 100.0
Flood volume = Effective rainfall
times area 164.9 (Ac.J/12 =
Total soil loss = 0.62 ("In.)
Total soil loss = 8.453 Acre Feet
Total rainfall = 2.28(In.)
Flood volume = Effective rainfall 1.66 (in.)
times area 164.9000 (Ac.) times 43560/12
= 995590.9 Cubic Feet
Total soil loss = 368202.8 Cubic Feet
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1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
Storm Rain
(in./hr.J
0.355
0.355
0,451
0.451
0.451
0.465
0.601
0.574
0.725
0.697
0.875
0.807
0.998
1.162
1. 927
1. 927
0.519
0.328
Loss rate(In./HrJ
Max I Low
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
Sum =
1.66 (in.)
22.9 Acre Feet
Effective
(in. /hr.)
0.15
0.15
0.25
0.25
0.25
0.26
0.40
0.37
0.52
0.49
0.67
0.60
0.79
0.96
1.72
1. 72
0.31
0.12
10.0
--------------------------------------------------------------------
--------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
3 - H 0 U R S TOR M
Run 0 f f H Y d r 0 g rap h
--------------------------------------------------------------------
Hydrograph in 10
Minute intervals (CFS)
Time (h+m) Volume (AFJ
--------------------------------------------------------------------
300.0
Q(CFS) 0
75.0
150.0
225.0
-----------------------------------------------------------------------
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0+10
0+20
0+30
0+40
0+50
1+ 0
1+10
0.1176
0.3960
0.7868
1. 2964
1.8381
2.4045
3.0976
8.54
20,21
28.38
36.99
39.32
41.13
50.32
VQ
V Q
IV Q
I V Q
I V Q
I VQ
I VQ
42-
-5-z..
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1+20 3.9213 59.80 I VQ I I I I
1+30 4.8691 68.81 I VQI I I I
1+40 5.9650 79.57 I Q I I I
1+50 7.2131 90.61 I I Q I I I
2+ 0 8.6092 101. 35 I I Q V I I I
2+10 10.1308 110.47 I I Q V I I I
2+20 11. 9897 134.96 I I Q V I I
2+30 14.6721 194.74 I I I Q I I
2+40 18.2355 258.71 I I I IV Q I
2+50 20.9163 194.62 I I I Q I V J
3+ 0 22.0389 81.51 I Q I I V I
3+10 22.5532 37.34 I Q I I J VI
3+20 22.7535 14.54 IQ I I I VI
3+30 22.8264 5.29 Q I I I VI
3+40 22.8408 1. 04 Q I I I VI
3+50 22.8438 0.22 Q I I I V
-----------------------------------------------------------------------
43
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U nit
H Y d r 0 g rap h
A n a 1 y s i s
Copyr~ght (c) CIVILCADD/CIVILDESIGN, 1992, Version 2.4
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study date 09130196
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Drainage Area = 164.90 Acres 0.258 Sq. Mi.
Length along longest watercourse 5420.00 Ft.
Length along longest watercourse measured to centroid
Length along longest watercourse = 1.027 Mi.
Length along longest watercourse measured to centroid
Difference in elevation 196.00 Ft.
Slope along watercourse 190.9373 Ft./Mi.
Average Manning's IN' = 0.015
Lag time = 0.108 Hr.
Lag time = 6.49 Min.
25% of lag time = 1.62 Min.
40% of lag time = 2.60 Min.
Unit time = 10.00 Min.
Duration of storm = 6 Hour(s)
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The Kieth Companies, Moreno Valley Office - SiN
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PASEO DEL SOL
WATERSHED AREA TO LINE "s" AT HIGHWAY 79
100 YEAR 6 HOUR STORM EVENT
FILE:\PASEO\821006.UNl
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Area rainfall data:
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Area (Acres I [1 J
164.90
Rainfall (In.) [2J
3.42
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Point rain (area
Areal adjustment
Adjusted average
RI Infil. rate
(In/Hrl
69.0 0.373
averaged) = 3.420 (In.)
factor = 99.94 %
point rain = 3.418 (In.)
Impervious Adj. Infil.
(Dec.%) (In/Hr)
0.500 0.205
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Area averaged mean soil loss (F)
Minimum soil loss rate (In/Hr) =
(for 24 hour storm duration)
Soil low loss rate (decimal) =
0.900
(In/Hr)
0.103
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U nit H y d r 0 g rap h
Valley S-Curve
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Unit Hydrograph Data
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44
538
Weighting[1*2J
563.96
Rate Area%
(Dec. )
1.000
Sum IF) =
0.205
3000.00 Ft.
0.568 Mi.
F
( In/Hr)
0.205
0.205
'5A.
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.
.
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Unit time period
(hrs)
Time % of lag
Distribution
Graph %
---------------------------------------------------------------------
Unit Hydrograph
cfs-hrs/in
1
2
3
4
5
6
0.167
0.333
0.500
0.667
0.833
1. 000
154.132
308.263
462.395
616.526
770.658
924.789
34.160
46.705
10.946
4.759
2.351
1. 079
Sum = 100.00
Sum=
56.8
77.6
18.2
7.9
3.9
1.8
166.2
-----------------------------------------------------------------------
Storm Rain
(in./hr.)
0.226
0.246
0.267
0.287
0.287
0.308
0.328
0.328
0.328
0.328
0.328
0.349
0.349
0.369
0.369
0.369
0.410
0.410
0.431
0.451
0.513
0.574
0.615
0.656
0.7l8
0.800
0.861
0.923
0.984
1. 046
1.374
1. 661
2.112
0.574
0.226
0.103
Loss rate(In./Hr)
Max I Low
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
0.205
Unit Time Pattern
(Hr. ) Percent
0.17 1.10
0.33 1.20
0.50 1.30
0.67 1.40
0.83 1.40
1.00 1.50
1. 17 1. 60
1.33 1.60
1.50 1.60
1. 67 1. 60
1.83 1.60
2.00 1.70
2.17 1.70
2.33 1.80
2.50 1.80
2.67 1.80
2.83 2.00
3. 00 2.00
3.17 2.10
3.33 2.20
3.50 2.50
3.67 2.80
3.83 3.00
4.00 3.20
4.17 3.50
4.33 3.90
4.50 4.20
4.67 4.50
4.83 4.80
5.00 5.10
5.17 6.70
5.33 8.10
5.50 10.30
5.67 2.80
5.83 1.10
6.00 0.50
Sum = 100.0
Flood volume = Effective rainfall
times area 164.9 (Ac.)/12 =
Total soil loss = 1.21 (In.)
Total soil loss = 16.647 Acre Feet
Total rainfall 3.42(In.)
Flood volume = Effective rainfall 2.21 (in.)
times area 164.9000 (Ac.) times 43560/12
1320950.1 Cubic Feet
Total soil loss = 725157.0 Cubic Feet
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
0.092
Sum
2.21 (in.)
30.3 Acre Feet
45
Effective
(in. /hr.)
0.02
0.04
0.06
0.08
0.08
0.10
0.12
0.12
0.12
0.12
0.12
0.14
0.14
0.16
0.16
0.16
0.21
0.21
0.23
0.25
0.31
0.37
0.41
0.45
0.51
0.59
0.66
0.72
0.78
0.84
1.17
1.46
1. 91
0.37
0.02
0.01
13.2
?"5
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--------------------------------------------------------------------
--------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
6 - H 0 U R 5 TOR M
Run 0 f f H Y d r 0 9 rap h
--------------------------------------------------------------------
Hydrograph in 10
Minute intervals (CFS)
--------------------------------------------------------------------
Time (h+m) Vo1urne(AF)
Q(CFS) 0
75.0
150.0
225.0
300.0
-----------------------------------------------------------------------
0+10
0+20
0+30
0+40
0+50
1+ 0
1+10
1+20
1+30
1+40
1+50
2+ 0
2+10
2+20
2+30
2+40
2+50
3+ 0
3+10
3+20'
3+30
3+40
3+50
4+ 0
4+10
4+20
4+30
4+40
4+50
5+ 0
5+10
5+20
5+30
5+40
5+50
6+ 0
6+10
6+20
6+30
6+40
6+50
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0.0161
0.0702
0.1673
0.3099
0.4828
0.6808
0.9205
1.1890
1. 4653
1. 7450
2.0262
2.3240
2.6438
2.9847
3.3498
3.7211
4.1272
4.5783
5.0562
5.5765
6.1742
6.8942
7.7308
8.6671
9.7161
10.9146
12.2725
13.7748
15.4197
17.2065
19.3431
22.0820
25.5745
28.4590
29.5900
30.0275
30.2225
30.2942
30.3056
30.3066
30.3069
1.17
3.93
7.06
10.35
12.56
14.37
17.41
19.49
20.06
20.30
20.42
21. 62
23.21
24.75
26.50
26.96
29.48
32.75
34.70
37.78
43.39
52.27
60.74
67.97
76.16
87.01
98.59
109.07
119.42
129.72
155.12
198.84
253.55
209.42
82.11
31. 76
14,15
5.21
0.82
0.08
0.02
Q I I
Q I I
Q I I
VQ I I
VQ I I
VQ I I
IVQ I I
IVQ I I
IVQ I I
I Q I I
I Q I I
I QV I I
I Q I
I Q I
I QV I
I QV I
I Q V I
I Q V I
I Q V I
I Q V I
I Q V I
I Q VI
I Q V
Q V
Q V
IQ V
I Q V
I Q V
I Q V
I Q I V
I Q
I I
I I
I I
Q I
Q I I
Q I I
Q I I
Q I I
Q I I
Q I I
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Q VI
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Q
V
V
V
VI
VI
VI
VI
VI
-----------------------------------------------------------------------
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4LD
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U nit
A n a 1 y s i s
H Y d r 0 g rap h
Copyright (c) CIVILCADD/cIVILDESIGN, 1992, Version 2.4
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Study date 09/30/96
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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------------------------------------------------------------------------
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
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The Kieth Companies, Moreno Valley Office - SIN
538
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PASEO DEL SOL
WATERSHED AREA TO LINE "S" AT HIGHWAY 79
100 YEAR 24 HOUR STORM EVENT
FILE:\PASEO\821024.UNl
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Drainage Area = 164.90 Acres 0.258 Sq. Mi.
Length along longest watercourse = 5420.00 Ft.
Length along longest watercourse measured to centroid
Length along longest watercourse 1.027 Mi.
Length along longest watercourse measured to centroid =
Difference in elevation 196.00 Ft.
Slope along watercourse = 190.9373 Ft./Mi.
Average Manning's IN1 = 0.015
Lag time = 0.108 Hr.
Lag time = 6.49 Min.
25% of lag time = 1.62 Min.
40% of lag time = 2.60 M~n.
Unit time = 15.00 Min.
Duration of storm = 24 Hour{s)
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Area rainfall data:
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Area (Acres) [1]
164.90
Rainfall(In.) [2J
6.00
Weighting[1*2J
989.40
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Point rain (area
Areal adjustment
Adjusted average
RI Infil. rate
(In/Hr)
69.0 0.373
Rate Area%
(Dec.)
1. 000
Sum (F) =
0.205
averaged) = 6.000 (In.)
factor = 99.97 %
point rain = 5.998 (In.)
Impervious Adj. Infil.
(Dec.!) (In/Hr)
0.500 0.205
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Area averaged mean soil loss (F)
Minimum soil loss rate (In/Hr) =
(for 24 hour storm duration)
Soil low loss rate (decimal) =
0.900
---------------------------------------------------------------------
( In/Hr)
0.103
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U nit H y d r 0 g rap h
Valley S-Curve
--------------------------------------------------------------------
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Unit Hydrograph Data
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41 .
3000.00 Ft.
0.568 Mi.
F
(In/Hr)
0.205
0.205
Si
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Uni:. time period
(hrs)
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Uni t Tir..e
(Hr. )
1 0.25
2 0.50
3 0.75
4 1. 00
5 1. 25
6 1. 50
7 1.75
8 2.00
9 2.25
10 2.50
11 2.75
12 3.00
13 3.25
14 3.50
15 3.75
16 4.00
17 4.25
18 4.50
19 4.75
20 5.00
21 5.25
22 5.50
23 5.75
24 6.00
25 6.25
26 6.50
27 6.75
28 7.00
29 7.25
30 7.50
31 7.75
32 8.00
33 8.25
34 8.50
35 8.75
36 9.00
37 9.25
38 9.50
39 9.75
40 10.00
41 10.25
42 10.50
43 10.75
44 11. 00
45 11.25
46 11.50
47 11.75
48 12.00
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1
2
3
4
0.250
0.500
0,750
1. 000
Pattern
Percent
0.20
0.30
0.30
0.40
0.30
0.30
0.30
0.40
0.40
0.40
0.50
0.50
0.50
0.50
0.50
0.60
0.60
0.70
0.70
0.80
0.60
0.70
0.80
0.80
0.90
0.90
1. 00
1. 00
1. 00
1.10
1.20
1. 30
1. 50
1. 50
1. 60
1. 70
1. 90
2.00
2.10
2.20
1. 50
1. 50
2.00
2.00
1. 90
1. 90
1. 70
1. 80
Time % of lag
231.197
462.395
693.592
924.789
storm Rain
(in. /hr.)
0.048
0.072
0.072
0.096
0.072
0.072
0.072
0.096
0.096
0.096
0.120
0.120
0.120
0.120
0.120
0.144
0.144
0.168
0.168
0.192
0.144
0.168
0.192
0.192
0.216
0.216
0.240
0.240
0.240
0.264
0.288
0.312
0.360
0.360
0.384
0.408
0.456
0.480
0.504
0.528
0.360
0.360
0.480
0.480
0.456
0.456
0.408
0.432
Distribution
Graph %
48.321
41. 250
7.650
2.779
Sum = 100.00
Loss rate(In./Hr)
Max I
0.362
0.358
0.354
0.350
0.345
0.341
0.337
0.333
0.329
0.325
0.321
0.317
0.313
0.309
0.306
0.302
0.298
0.294
0.290
0.287
0.283
0.279
0.275
0.272
0.268
0.265
0.261
0.258
0.254
0.251
0.247
0.244
0.240
0.237
0.234
0.230
0.227
0.224
0.221
0.218
0.214
0.211
0.208
0.205
0.202
0.199
0.196
0.193
tB
Low
0.043
0.065
0.065
0.086
0.065
0.065
0.065
0.086
0.086
0.086
0.108
0.108
0.108
0.108
0.108
0.130
0.130
0.151
0.151
0.173
0.130
0.151
0.173
0.173
0.194
0.194
0.216
0.216
0.216
Sum=
Unit Hydrograph
cfs-hrs/in
80.3
68.6
12.7
4.6
166.2
Effecti ve
(in. /hr.)
0.00
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.02
0.02
0.02
0.01
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.01
0.04
0.07
0.12
0.12
0.15
0.18
0.23
0.26
0.28
0.31
0.15
0.15
0.27
0.27
0.25
0.26
0.21
0.24
~"?,
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12.25 2.50
12.50 2.60
12.75 2.80
13.00 2.90
13.25 3.40
13.50 3.40
13.75 2.30
14.00 2.30
14.25 2.70
14.50 2.60
14.75 2.60
15.00 2.50
15.25 2.40
15.50 2.30
15.75 1.90
16.00 1. 90
16.25 0.40
16.50 0.40
16.75 0,30
17.00 0.30
17.25 0.50
17 ,50 0.50
17.75 0.50
18.00 0.40
18.25 0.40
18.50 0.40
18.75 0.30
19.00 0.20
19.25 0.30
19.50 0.40
19.75 0.30
20.00 0.20
20.25 0.30
20.50 0.30
20.75 0.30
21.00 0.20
21.25 0.30
21.50 0.20
21. 75 0.30
22.00 0.20
22.25 0.30
22.50 0.20
22.75 0.20
23.00 0.20
23.25 0.20
23.50 0.20
23.75 0,20
24.00 0.20
Sum = 100.0
Flood volume = Effective rainfall
times area 164.9 (Ac.) /12 =
Total soil loss = 3.16 (In.)
Total soil loss = 43.455 Acre Feet
Total rainfall = 6.00 (In. )
Flood volume = Effective rainfall 2.84 (in.)
times area 164.9000 (Ac.) times 43560/12
1697451.2 Cubic Feet
Total soil loss = 1892914.1 Cubic Feet
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
92
83
84
85
86
87
88
89
90
91
92
93
94
95
96
0,600
0.624
0.672
0.696
0.816
0.816
0.552
0.552
0.648
0.624
0.624
0.600
0.576
0.552
0.456
0.456
0.096
0.096
0.072
0.072
0.120
0.120
0.120
0.096
0.096
0.096
0.072
0.048
0.072
0.096
0.072
0.048
0.072
0.072
0.072
0.048
0.072
0.048
0.072
0.048
0.072
0.048
0.048
0.048
0.048
0.048
0.048
0.048
0.190
0.188
0.185
0.182
0.179
0.177
0.174
0.171
0.169
0.166
0.163
0.161
0.159
0.156
0.154
0.151
0.149
0.147
0.145
0.142
0.140
0.138
0.136
0.134
0.132
0.130
0.128
0.126
0.125
0.123
0.121
0.120
0.118
0.116
0.115
0.114
0.112
0.111
0.110
0.109
0.108
0.107
0.106
0.105
0.104
0.103
0.103
0.103
0.086
0.086
0.065
0.065
0.108
0.108
0.108
0.086
0,086
0.086
0.065
0.043
0.065
0.086
0.065
0.043
0.065
0.065
0.065
0.043
0.065
0.043
0.065
0.043
0.065
0.043
0.043
0.043
0.043
0.043
0.043
0.043
Sum =
2.84 (in.)
39.0 Acre Feet
0.41
0.44
0.49
0.51
0.64
0.64
0.38
0.38
0.48
0.46
0.46
0.44
0.42
0.40
0.30
0.30
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.00
0.01
0.01
0.01
0.00
0.01
0.01
0.01
0.00
0.01
0,00
0.01
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
11. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
ft)
"S'\
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24 - H 0 U R S TOR M
Run 0 f f H Y d r 0 g rap h
--------------------------------------------------------------------
Hydrograph in 15 Minute intervals ICFSI
--------------------------------------------------------------------
Timelh+ml Volume (AFI
QICFS) 0
50.0
100.0
150.0
200.0
-----------------------------------------------------------------------
0+15
0+30
0+45
1+ 0
1+15
1+30
1+45
2+ 0
2+15
2+30
2+45
3+ 0
3+15
3+30
3+45
4+ 0
4+15
4+30
4+45
5+ 0
5+15
5+30
5+45
6+ 0
6+15
6+30
6+45
7+ 0
7+15
7+30
7+45
8+ 0
8+15
8+30
8+45
9+ 0
9+15
9+30
9+45
10+ 0
10+15
10+30
10+45
11+ 0
11+15
11+30
11+45
12+ 0
12+15
12+30
12+45
13+ 0
13+15
0.0080
0.0267
0.0501
0.0786
0.1067
0.1320
0.1570
0.1857
0.2178
0.2505
0.2874
0.3277
0.3687
0.4099
0.4511
0.4963
0.5448
0.5980
0.6548
0.7162
0.7733
0.8282
0.8895
0.9543
1. 0239
1. 0972
1.1751
1.2566
1.3388
1.4034
1.4983
1. 6748
1. 9815
i.3763
2.8372
3.3879
4.0698
4.8792
5.7883
6.7931
7.5727
8.1337
8.8626
9.7558
10.6512
11. 5344
12.3419
13.1290
14.2262
15.6126
17.1688
18.8647
20,8180
0.39
0.91
1.13
1.38
1.36
1.23
1.21
1.39
1. 55
1.58
1. 79
1. 95
1. 98
1. 99
1. 99
2.19
2.35
2.57
2.75
2.97
2.76
2.66
2.96
3.14
3.37
3.55
3.77
3.95
3.98
3.13
4.60
8.54
14.84
19.11
22.31
26.65
33.00
39.17
44.00
48.63
37.73
27.15
35.28
43.23
43.34
42.75
39.08
38.10
53.10
67.10
75.32
82.08
94.54
Q I I
Q I I
Q I I
Q I I
Q I I
Q I I
Q I I
Q I /
Q I I
Q I I
Q I I
Q I I
Q I /
Q I I
Q I /
Q I I
Q I I
Q I I
Q / I
Q I I
Q I I
Q I I
Q I I
Q I /
QV I I
QV I I
QV I I
QV I I
QV I I
QV I /
QV / I
IQ I I
I Q I /
/ VQ / I
/ V Q I I
I V Q I I
/ V Q / I
I V Q I I
I V Q I I
/ V Q/ I
I Q I I
I Q V I I
I Q VI I
I Q V I
I Q V I
/ Q /V I
I Q I V I
I Q I V /
I Q V I
I I Q V I
I I Q V I
/ I Q VI
I I Q V
50
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13+30 22.9615 103.75 I I Q V I 1
I 13+45 24.7103 84.64 I I Q I V I I
14+ 0 26.1058 67.54 I I Q I V I I
14+15 27.6003 72.33 I I Q I VI I
14+30 29.1746 76.20 I I Q I VI I
I 14+45 30.7490 76.20 I I Q I V I
15+ 0 32.2951 74.83 I I Q 1 I V I
15+15 33.7736 71. 56 I I Q I I V I
15+30 35.1805 68.09 I I Q I I V I
I 15+45 36.3938 58.73 I IQ I I V I
16+ 0 37.4708 52.13 I Q I I VI
16+15 38.0352 27.31 I Q I I I VI
16+30 38.1735 6.70 IQ I I I VI
I 16+45 38.2306 2.76 Q I I I VI
17+ 0 38.2562 1.24 Q' I I I VI
17+15 38.2891 1. 59 Q I I I VI
17+30 38.3286 1. 91 Q I I I VI
I 17+45 38.3693 1. 97 Q I I I VI
18+ 0 38.4065 1. 80 Q I I I VI
18+15 38.4403 1. 64 Q I I I VI
I 18+30 38.4735 1. 61 Q I I I VI
18+45 38.5025 1.40 Q I I I VI
19+ 0 38.5241 1. 05 Q I I I VI
19+15 38.5456 1. 04 Q I I I VI
I 19+30 38.5737 1.36 Q I I I VI
19+45 38.6016 1.35 Q I I I VI
20+ 0 38.6229 1. 03 Q I I I VI
20+15 38.6445 1. 04 Q I I I VI
I 20+30 38.6686 1.17 Q I I I VI
20+45 38.6930 1.19 Q I I I VI
21+ 0 38.7138 1. 00 Q I I I vI
21+15 38.7351 1. 03 Q I I I VI
I 21+30 38.7552 0.97 Q I' I I vI
21+45 38.7763 1. 02 Q I I I vI
22+ 0 38.7964 0.97 Q I I I VI
22+15 38.8175 1. 02 Q I I I VI
I 22+30 38.8376 0.97 Q I I I VI
22+45 38.8547 0.83 Q I I I VI
23+ 0 38.8714 0.81 Q I I I VI
23+15 38.8879 0.80 Q I I I VI
I 23+30 38.9043 0.80 Q I I I VI
23+45 38.9208 0.80 Q I I I VI
24+ 0 38.9373 0.80 Q I I I VI
24+15 38.9458 0.41 Q I I I VI
I 24+30 38.9475 0.08 Q I I I VI
24+45 38.9480 0.02 Q I I I VI
-----------------------------------------------------------------------
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~ ~
APPENDIX "e"
ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1
IOO-YEAR 3-HOUR
(.-J fi"
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(gv
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FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1991
Study date; 10/29/96
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PASEO DEL SOL
ROUTE OFFSITE AREA BASIN I
100 YEAR 3 HOUR STORM EVENT
FILE:\PASEO\RAX3.HYD
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The Kieth Companies, Moreno Valley Office - SiN 538
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********************* HYDROGRAPH INFORMATION **********************
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From study/file name: AIOOX3.rte
****************************HYDROGRAPH DATA*.*..**...*.*.**.*...**.***.
Number of intervals = 55
Time interval = 10.0 (Min.)
Maximum/Peak flow rate = 1907.9 (CFS)
Total volume = 317.75 (Ac.Ft)
Status of hydrographs being held in storage
stream 1 stream 2 stream 3 stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** RETARDING BASIN ROUTING ****
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User entry of depth-out flow-storage data
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Total number of inflow hydrograph intervals = 55
Hydrograph time unit = 10.000 (Min.)
Initial depth in storage basin = O.OO(Ft.)
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Initial basin depth =
Initial basin storage =
Initial basin outflow =
0.00 (Ft.)
0.00 (Ac.Ft)
0.00 (CFS)
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Depth vs. Storage and
Basin Depth Storage
(Ft.) (Ac. Ft)
Depth vs. Discharge data:
Outflow (S-0*dt/2)
(CFS) (Ac.Ft)
(S+0*dt/2)
(Ac.Ft)
I
0.000 0.000 0.000 0.000 0.000
1. 000 0.180 7.000 0.132 0.228
1. 500 0.720 16.000 0.610 0.830
2.000 1. 850 28.000 1. 657 2.043
2.500 3.560 43.000 3.264 3.856
3.000 5.860 60.000 5.447 6.273
3.500 8.730 83.000 8.158 9.302
4.000 12.180 109.000 11.429 12.931
5'2. (,3
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4.500
5.000
5.500
6.000
6.500
7.000
7.500
8.000
8.500
16.210
20.810
26.130
32.300
39.320
47.200
55.830
65.140
75.130
141. 000
176.000
214.000
339.000
706.000
1409.000
2528.000
4587.000
7447.000
15.239
19.598
24.656
29.965
34.458
37.496
38.420
33.549
23.842
17.181
22.022
27.604
34.635
44.182
56.904
73.240
96.731
126.418
--------------------------------------------------------------------
Hydrograph Detention Basin Routing
---------------------------------------------------------------------
Graph values: 111= unit inflow; 'O'=outflow at time shown
Time
(Hours)
0.167
0.333
0.500
0.667
0.833
1. 000
1. 167
1. 333
1. 500
1. 667
1. 833
2.000
2.167
2.333
2.500
2.667
2.833
3.000
3.167
3.333
3.500
3.667
3.833
4.000
4.167
4.333
4.500
4.667
4.833
5.000
5.167
5.333
5.500
5.667
5.833
6.000
6.167
6.333
6.500
6.667
6.833
7.000
7.167
7.333
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Inflow
(CFS)
7.0
28.0
69.2
132.8
209.8
283.5
351. 7
416.2
485.1
568.2
666.3
772.4
886.4
i013.9
1189.7
1443.1
1713.1
1900.1
1907.9
1673.2
1284.2
936.7
698.9
548.3
458.0
391.7
341.6
299.5
263.0
232.7
209.4
186.7
165.3
148.8
132.6
122.6
114.0
105.4
94.5
83.8
75.7
67.8
61. 3
54.7
Outflow
(CFS)
1.5
7.6
16.0
27.6
43.9
63.8
89.9
119.5
153.3
189.6
255.1
403.4
629.0
839.7
1039.2
1250.2
1521.5
1790.5
1897.6
1796.6
1496.7
1185.8
905.7
695.5
593.7
504.3
431. 4
372.7
332.2
311. 5
289.4
267.0
244.7
223.3
209.8
202.1
194.2
186.3
178.2
169.5
160.6
151. 7
143.0
134.3
Storage
(Ae.Ft)
0.038
0.216
0.723
1.813
3.681
6.336
9.651
13.498
17.827
22.719
28.158
33.532
37.846
40.819
43.055
45.420
48.068
50.142
50.968
50.189
47.876
44.698
41.558
39.120
37.171
35.461
34.067
32.945
31. 964
30.945
29.852
28.748
27.647
26.587
25.543
24.464
23.364
22.254
21.121
19.955
18.780
17.618
16.477
15.366
477.0
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1
1
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II
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o I I
I 0
.1
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1
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1
1
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II 0
IIO
I 0
I 01
IO I
IO I
I 0 I
IO 1
IO 1
I 0 1
IO I
IO I
I IO I
II 0 I
II 0 I
I IO I
1 IO I
I IO I
IIO I
I IO I
I 0 I
.0
o
o
OI
o I
o I
10 I
10 I
I 0 I
I 0
I 0
1 0
1
.53
954.0
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1
1
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1
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I I
o II
10 I
I 0
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II 0
01
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1
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Depth
1907.9 (Ft.)
0.2
1.0
1.5
2.0
2.5
3.1
3.6
4.2
4.7
5.2
5.7
6.1
6.4
6.6
6.7
6.9
7.1
7.2
7.2
7.2
7.0
6.8
6.6
6.5
6.3
6.2
6.1
6.0
6.0
5.9
5.8
5.7
5.6
5.5
5.4
5.3
5.2
5.1
5.0
4.9
4.8
4.7
4.5
4.4
1430.9
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1
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o I
o
OI
01
I 0 1
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7.500
7.667
7.833
8.000
8.167
8.333
8.500
8.667
8.833
9.000,
9.167
9.333
9.500
9.667
9.833
10.000
10.167
10.333
10.500
10.667
10.833
11.000
11.167
11.333
11.500
11.667
11. 833
12.000
12.167
12.333
12.500
12.667
12.833
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.1
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48.4
42.7
37.2
33.9
30.4
27.3
23.3
18.3
9.9
2.1
0.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
125.7
117.4
109.4
102.1
95.2
88.6
82.3
75.9
6'9.4
62.8
56.6
51.2
46.2
41.5
36.8
32.6
28.9
25.1
21.7
18.7
16.2
12.9
10.3
8.2
5.9
3.4
2.0
1.1
0.7
0.4
0.2
0.1
0.1
14.285
13.238
12.227
11. 260
10.344
9.476
8.647
7.844
7.037
6.209
5.404
4.666
3.995
3.391
2.852
2.374
1. 950
1.579
1. 256
0.978
0.737
0.537
0.377
0.250
0.153
0.088
0.051
0.029
0.017
0.010
0.006
0.003
0.002
I 0
IO
IO
IO
IO
IO
IO
IO
IO
IO
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
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4.3
4.1
4.0
3.9
3.7
3.6
3.5
3.3
3.2
3.1
2.9
2.7
2.6
2.5
2.3
2.2
2.0
1.9
1.7
1.6
1.5
1.3
1.2
1.1
0.8
0.5
0.3
0.2
0.1
0.1
0.0
0.0
0.0
****************************HYDROGRAPH DATA****************************
I
I
Number of intervals = 77
Time interval = 10.0 (Min.)
Maximum/Peak flow rate = 1897.6 (CFS)
Total volume = 317.75 (Ac.Ft)
status of hydrographs being held in storage
Stream 1 Stream 2 stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Peak (CFS)
Vol (Ae.Ft)
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***********************************************************************
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54-
(,~
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, 100 YEAR - 3 HOUR STORM
AMOUNT OF FLOW CROSSING BUTTERFIELD STAGE ROAD
ENTERING SOUTHERLY PORTION OF TRACT 24182
OUTFLOW PER AMOUNT AMOUNT AMOUNT AMOUNT AMOUNT
TIME HYDROGRAPH DEPTH THRU 72" THRU 36" OVER ACROSS ACROSS
(HOURS) (C.F.S.) (FT.) (C.F.S.) (C.F.S.) ROADWAY BUT. STG. S.H.79
(C.F.S.) (C.F.S.) (C.F.S.)
0.167 1.5 0.2 1.5 0.0 0.0
0.333 7.6 1.0 7.6 0.0 0.0
0.500 16.0 1.5 16.0 0.0 0.0
0.667 27.6 2.0 27.6 0.0 0.0
0.833 43.9 2.5 43.9 0,0 0.0
1.000 63.8 3.1 63.7 0.1 0.0
1.167 89.9 3.6 87.4 2.5 0.0
1.333 119.5 4.2 113.1 6.4 0.0
1.500 153.3 4.7 139.6 13.7 0.0 0.0 0.0
1.667 189.6 5.2 167.0 22.2 0.4 0.4 0.0
1.833 255.1 .5.7 191.2 30.6 33.3 33.3 0.0
2.000 403.4 6.1 208.0 37.6 157.8 157.8 0.0
2.167 629.0 6.4 217.0 42.4 369.6 363.6 6.0
2.333 839.7 6.6 221.0 45.4 573.3 533.1 40.2
2.500 1039.2 6.7 222.0 46.8 770.4 704.4 66.0
2.667 1250.2 6.9 224.0 49.6 976.6 872.6 104.0
2.833 1521.5 7.1 226.4 51.0 1244.1 1095.2 148.9
3.000 1790.5 7.2 227.8 53.4 1509.3 1303.0 206.3
3.167 1B97.6 7.2 227.B 53.4 1616.4 1395.4 221.0
3.333 1796.6 7.2 227,8 53.4 1515.4 1308.2 207.2
3.500 1496.7 7.0 225.0 51.0 1220.7 1081.9 138.8
3.667 1185.8 6.8 223.0 48.2 914.6 825.5 89.1
3.833 905.7 6.6 221.0 45.4 639.3 594.4 44.9
4.000 695.5 6.5 220.0 44.0 431.5 410.5 21.0
4.167 593.7 6.3 214.0 40.8 338.9 338.9 0.0
4.333 504.3 6.2 211.0 39.2 254.1 254.1 0.0
4.500 431.4 6.1 208.0 37.6 185.8 185.8 0.0
4.667 372.7 6.0 205.0 36.0 131.7 131.7 0.0
4.833 332.2 6.0 205.0 36,0 91.2 91,2 0.0
5.000 311.5 5.9 200.4 34.2 76.9 76.9 0.0
5.167 289.4 5.8 195.8 32.4 61.2 61.2 0.0
5.333 267.0 5.7 191.2 30.6 45.2 45.2 0.0
5.500 244.7 5.6 186.6 28.8 29.3 29.3 0.0
5.667 223.3 5.5 182.0 27.0 14.3 14.3 0.0
5.833 209.B 5.4 177.0 25.4 7.4 7.4 0.0
6.000 202.1 5.3 172.0 23.8 6.3 6.3 0.0
6.167 194.2 5.2 167.0 22.2 5.0 5.0 0.0
6.333 186.3 5.1 162.0 20.6 3.7 3.7 0.0
6.500 178.2 5.0 158.5 19.7 0.0 0.0 0.0
6.667 169.5 4.9 151.9 17.6 0.0 0.0 0.0
6.833 160.6 4.8 145.5 15.1 0.0 0.0 0.0
7.000 151.7 4.7 138.5 13.2 0.0 0.0 0.0
7.167 143.0 4.5 131.5 11.5 0.0 0.0 0.0
7.333 134.3 4.4 124.6 9.7 0.0 0.0 0.0
7.500 125.7 4.3 118.1 7.6 0.0 0.0 0.0
10/29/96
PALOHYDXLS, out_3
5S
~
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~ ~
APPENDIX "0"
COMBINE HYDROGRAPHSIROUTING CALCULATIONS
FOR ONSITE AND OFFSITE FLOW AT POINT 2
100-YEAR 3-HOUR
~ ~
~\.
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FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1991
Study date: 11/08/96
I
I
PASEO DEL SOL
INTERIM DETENTION BASIN DESIGN WITHIN PORTION OF TRACT 24182
100 YEAR 3 HOUR STORM EVENT
FILE:\PASEO\R82X3.HYD
I
The Kieth Companies, Moreno Valley Office - SIN 538
I
**..*............._-- HYDROGRAPH INFORMATION **********************
I
From study/file name:
********************** Hydrograph
From manual
offx3.rte
Information ************************
input hydrograph
I
****************************HYDROGRAPH DATA-wk-------------**----------
Number of intervals = 40
Time interval = 10.0 (Min.)
Maximum/Peak flow rate = 1395.4 (CFS)
Total volume = 164.33 (Ae.Ft)
Status of hydrographs being held in storage
stream 1 Stream 2 Stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Peak (CFS)
Vol (Ae.Ft)
I
***********************************************************************
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I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** PRINT CURRENT HYDROGRAPH ****
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
PRINT OF STORM
Run 0 f f H Y d r 0 g rap h
I
Hydrograph in 10
Minute intervals (CFS)
Time (h+m) Volume(Ac.Ft)
Q (CFS) 0
348.9
697.7
1046.6
1395.4
I
1+ 0 0.0000 0.00 Q I I I
1+10 0.0000 0.00 Q I I I
1+20 0.0000 0.00 Q I I I
1+30 0.0000 0.00 Q I I I
1+40 0.0055 0.40 Q I I I
1+50 0.4642 33.30 Q I I I
2+ 0 2.6377 157.80 V Q I I I
2+10 7.6460 363.60 V Q I I
2+20 14.9890 533.10 I V I Q I I
2+30 24.6915 704.40 I V I Q I
2+40 36.7107 872.60 I V I I Q I
2+50 51. 7961 1095.20 I V I IQ
3+ 0 69.7438 1303.00 I V I I Q
510 (,~
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3+10 88.9642 1395.40 I V I Q
3+20 106.9835 1308.20 I V I Q I
3+30 121. 8857 1081. 90 I VIQ I
3+40 133.2562 825.50 I Q V I
3+50 141..4435 594.40 I Q V I
4+ 0 147.0978 410.50 IQ V I
4+10 151. 7658 338.90 QI V I
4+20 155.2658 254.10 Q V I
4+30 157.8251 185.80 Q V I
4+40 159.6391 131.70 Q V I
4+50 160.8953 91. 20 Q VI
5+ 0 161. 9545 76.90 Q VI
5+10 162.7975 61. 20 Q VI
5+20 163.4201 45.20 Q VI
5+30 163.8237 29.30 Q VI
5+40 164.0207 14.30 Q VI
5+50 164.1226 7.40 Q VI
6+ 0 164.2094 6.30 Q VI
6+10 164.2782 5.00 Q VI
6+20 164.3292 3.70 Q V
6+30 164.3292 0.00 Q V
--------------------------------------------------------------- -------
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****************************HYDROGRAPH DATA-*---***--****---*--*****-*-
Number of intervals = 40
Time interval = 10.0 (Min.)
Maximum/Peak flow rate = 1395.4 (CFS)
Total volume = 164.33 (Ac.Ft)
status of hydrographs being held in storage
Stream 1 stream 2 stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Peak (CFS)
Vol lAc. Ft)
I
I
***********************************************************************
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I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** ADD/COMBINE/RECOVER HYDROGRAPHS ****
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********************* HYDROGRAPH INFORMATION **********************
I
From study/file name: 821003.rte
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
P R I N T
Runoff
OF STORM
H Y d r 0 g rap h
I
Hydrograph in 10
Minute intervals (eFS)
I
Time (h+m) Add q(CFS) Tot. Q
o
358.2
716.4
1074.6
1432.7
I
0+10 8.5373 8.54 Q
0+20 20.2099 20.21 Q
0+30 28.3779 28.38 Q
0+40 36.9946 36.99 IQ
0+50 39.3229 39.32 IQ
1+ 0 41.1253 41. 13 IQ
1+10 50.3208 50.32 IQ
1+20 59.7995 59.80 IQ
1+30 68.8088 68.81 IQ
61 (tf\.
I
I
I
I
I
1+40 79.5656 79.97 I Q I I
1+50 90.6100 123.91 I qQ I I
2+ 0 101. 3536 259.15 I q Q I I
2+10 110.4681 474.07 I q Q I I
2+20 134.9604 668.06 I q Q I I
2+30 194.7384 899.14 I q Q I I
2+40 258.7068 1131. 31 I q IQ I
2+50 194.6215 1289.82 I q I Q I
3+ 0 81. 5061 1384.51 I q I Q I
3+10 37.3376 1432.74 Iq I Q
3+20 14.5421 1322.74 q I Q I
3+30 5.2891 1087.19 q Q I
3+40 1. 0443 826.54 q Q I
3+50 0.2206 594.62 q Q I
4+ 0 0.0000 410.50 q Q I
4+10 0.0000 338.90 q Q I
4+20 0.0000 254.10 q Q I I
4+30 0.0000 185.80 q Q I I
4+40 0.0000 131. 70 q Q I I
4+50 0.0000 91. 20 q Q I I
5+ 0 0.0000 76.90 q Q I I
5+10 0.0000 61. 20 qQ I I
5+20 0.0000 45.20 qQ I I
5+30 0.0000 29.30 Q I I
5+40 0.0000 14.30 Q I I
5+50 0.0000 7.40 Q I I
6+ 0 0.0000 6.30 Q I I
6+10 0.0000 5.00 Q I I
6+20 0.0000 3.70 Q I I
6+30 0.0000 0.00 Q I I
6+40 0.0000 0.00 Q I I
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1
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I
****************************HYDROGRAPH DATA****************************
Number of intervals = 40
Time interval = 10.0 (Min.)
Maximum/Peak flow rate = 1432.7 (CFS)
Total volume = 187.17 (Ac.Ft)
Status of hydro graphs being held in storage
Stream 1 stream 2 Stream 3 Stream 4 Stream 5
0,000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Peak (CFS)
Vol (Ac.Ft)
I
I
***********************************************************************
I
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I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/station 4.000
**** RETARDING BASIN ROUTING ****
User entry of depth-outflow-storage data
I
Total number of inflow hydro graph intervals = 40
Hydrograph time unit = 10.000 (Min.)
Initial depth in storage basin = O.OO(Ft.)
I
Initial basin depth =
Initial basin storage
Initial basin outflow =
0.00 (Ft.)
0.00 (Ac. Ft)
0.00 (CFS)
I
C:;/b
"'\.0
I
I
I
I
Depth vs. Storage and
Basin Depth Storage
(Ft.) (Ae. Ft)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
0.000
4.900
9.900
14.900
17.900
19.900
0.000
5.500
35.900
95.400
144.600
181. 500
Depth vs. Discharge data:
Outflow (S-0*dt/2)
(CFS) (Ac.Ft)
(S+0*dt/2)
(Ac.Ft)
0.000
162.000
417.000
502.000
556.000
592.000
0.000
4.384
33.028
91.943
140.771
177.423
Hydrograph Detention Basin Routing
0.000
6.616
38.772
98.857
148.429
185.577
Graph values: '1'= unit inflow; 'O'=outflow at time shown
Time
(Hours)
0.167
0.333
0.500
0.667
0.833
1. 000
1.167
1. 333
1. 500
1.667
1. 833
2.000
2.167
2.333
2.500
2.667
2.833
3.000
3.167
3.333
3.500
3.667
3.833
4.000
4.167
4.333
4.500
4.667
4.833
5.000
5.167
5.333
5.500
5.667
5.833
6.000
6.167
6.333
6.500
6.667
6.833
Inflow
(CFS)
8.5
20.2
28,4
37.0
39.3
41.1
50.3
59.8
68.8
80.0
123.9
259.2
474.1
668.1
899.1
1131.3
1289.8
1384.5
1432.7
1322.7
1087.2
826.5
594.6
410.5
338.9
254.1
185.8
131.7
91.2
76.9
61.2
45.2
29.3
14 .3
7.4
6.3
5.0
3.7
0.0
0.0
0.0
Outflow
(eFS)
1.4
5.8
12.0
19.0
25.5
30.4
35.6
42.2
49.6
58.0
72.8
112.9
173.8
217.2
279.1
359.5
423.3
441.1
460.0
477.9
492.0
501.1
504.4
504.4
502.5
498.6
493.2
486.6
479.3
471.6
463.8
455.8
447.6
439.3
431. 0
422.7
403.5
359.9
320.8
285.8
254.6
Storage
(Ae.Ft)
0.049
0.197
0.409
0.645
0.865
1. 034
1. 209
1. 431
1. 685
1. 968
2.472
3.831
6.907
12.080
19.456
29.042
40.325
52.790
65.986
78.504
88.422
94.762
97.625
97.599
95.826
93.016
89.215
84.654
79.536
74.144
68.653
63.053
57.344
51.535
45.691
39.906
34.293
29.095
24.432
20.255
16.534
.0
o
o
o
o
o
o
01
01
10
10
101
I 0
I 0
I 0
1
1
I
I
I
I
I
I
I
I
I
I
I
I I
I I
II
II
II
I
I
I
I
I
I
I
I
I
358.2
I
I
I
I
I
1
I
I
I
1
I
I I
I I
I
o I
o
10
10
I 0
I 0
I 0
I 0
101
I I 0
II 0
I I 0
I I 0
I 0
I 0
I 0
I 0
I 0
10
10
10
10
10
o
01
o I
o I
5'1
716.4
I
I
I
I
I
I
I
I
I
I
I
I
I
I I
I I
I
I
I
I
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I
I I
I
I
I
1
I
I
I
I
I
I
I
I
I
I
I
1
I
I
I
1074.6
I
I
I
I
I
1
I
I
I
I
I
I
I
I
I
II
I I
I
I
I I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
I
I
1
I
I
1
Depth
1432.7 (Ft.)
I 0.0
I 0.2
I 0.4
I 0.6
I 0.8
I 0.9
1 1.1
I 1.3
I 1. 5
I. 1.8
I 2.2
I 3.4
I 5.1
I 6.0
I 7.2
1 8.8
I 10.3
I 1 11. 3
I 12.4
I 13.5
I 14.3
I 14.8
I 15.0
I 15.0
1 14.9
I 14.7
I 14.4
I 14.0
I 13.6
1 13.1
I 12.7
I 12.2
1 11. 7
I 11.2
I 10.7
I 10.2
I 9.6
I 8.8
I 8.0
I 7.3
I 6.7
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
I
I
I
I
7.000 0.0 226.7 13 .219 I 0 J I 6.2
7.167 0.0 202.0 10.266 I 0 I I 5.7
7.333 0.0 179.9 7.636 I 0 I I 5.3
7.500 0.0 156.6 5.318 I 0 J I 4.7
7.667 0.0 103.8 3.524 I 0 I I 3.1
7.833 0.0 68.8 2.336 10 J I 2.1
8.000 0.0 45.6 1. 548 10 I J 1.4
8.167 0.0 30.2 1. 026 0 I I 0.9
8.333 0.0 20.0 0.680 0 I I 0.6
8.500 0.0 13.3 0.451 0 I. I 0.4
8.667 0.0 8.8 0.299 0 I I 0.3
8.833 0.0 5.8 0.198 0 J I 0.2
9.000 0.0 3.9 0.131 0 I J 0.1
9.167 0.0 2.6 0.087 0 I I 0.1
9.333 0.0 1.7 0.058 0 J I 0.1
9.500 0.0 1.1 0.038 0 I I 0.0
9.667 0.0 0.7 0.025 0 I I 0.0
9.833 0.0 0.5 0.017 0 I I 0.0
10.000 0.0 0.3 0.011 0 I J 0.0
****************************HYDROGRAPH DATA*******************.********
Number of intervals ~ 60
Time interval = 10.0 IMin.)
Maximum/Peak flow rate = 504.4 (CFS)
Total volume ~ 187.16 (Ae.Ft)
Status of hydrographs being held in storage
Stream 1 stream 2 Stream 3 Stream 4 Stream. 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol IAe.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
(PO
,,\1--
I
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II
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II
~ ~
,
APPENDIX "E"
ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1
100- YEAR 6-HOUR
. .
. fi"
1
'l'P
I
I
I
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1991
Study date: 10/10/96
I
I I
I
PASEO DEL SOL
ROUTE OFFSITE AREA BASIN I
100 YEAR 6 HOUR STORM EVENT
FILE:\PASEO\RAX6.HYD
The Kieth Companies, Moreno Valley Office - SiN 538
I
********************* HYDROGRAPH INFORMATION **********************
I
From study/file name: AIOOX6.rte
****************************HYDROGRAPH DATA*******************--*****-*
Number of intervals = 73
Time interval =. 10.0 (Min.)
Maximum/Peak flow rate = 2060.4 (CFS)
Total volume = 426.08 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 stream 2 stream 3 stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
'Peak (CFS)
Vol (Ac.Ft)
I
I
***********************************************************************
I
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** RETARDING BASIN ROUTING ****
I
User entry of depth-out flow-storage data
I
Total number of inflow hydrograph intervals = 73
Hydrograph time unit = 10.000 (Min.)
Initial depth in storage basin = O.OO(Ft.)
1
Initial basin depth =
Initial basin storage =
Initial basin outflow =
0.00 (Ft.)
0.00 (Ae.Ft)
0.00 (CFS)
I
Depth vs. Storage and
Basin Depth Storage
(Ft.) lAc. Ft)
Depth vs. Discharge data:
Outflow (S-0*dt/2)
(CFS) (Ae.Ft)
IS+0*dt/2 )
(Ae.Ft)
I
0.000 0.000 0.000 0.000 0.000
1. 000 0.180 7.000 0.132 0.228
1.~OO 0.720 16.000 0.610 0.830
2.000 1.850 28.000 1. 657 2.043
2.500 3.560 43.000 3.264 3.856
3.000 5.860 60.000 5.447 6.273
3.500 8.730 83.000 8.158 9.302
4.000 12.180 109.000 11.429 12.931
bl
,<\
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I
I
I
I
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I
I
I
I
I
1
I
I
I
I
I
4.500
5.000
5.500
6.000
6.500
7.000
7.500
8.000
8.500
16.210
20.810
26.130
32.300
39. 320
47.200
55.830
65.140
75.130
141. 000
176.000
214.000
339.000
706.000
1409.000
2528.000
4587.000
7447.000
15.239
19.598
24.656
29.965
34.458
37.496
38.420
33.549
23.842
Hydrograph Detention Basin Routing
17 .181
22.022
27.604
34.635
44.182
56.904
73.240
96.731
126.418
Graph values: '11= unit inflow; 'Q'=outflow at time shown
Time
(Hours)
0.167
0.333
0.500
0.667
0.833
1. 000
1.167
1. 333
1. 500
1. 667
1. 833
2.000
2.167
2.333
2.500
2.667
2.833
3.000
3.167
3.333
3.500
3.667
3.833
4.000
4.167
4.333
4.500
4.667
4.833
5.000
5.167
5.333
5.500
5.667
5.833
6.000
6.167
6.333
6.500
6.667
6.833
7.000
7.167
7.333
Inflow
(CFS)
1.3
6.2
16,8
34,9
59.3
86.7
114.6
141. 8
167.1
190.5
210.4
226.2
239..8
253.9
270.0
287.7
306.6
327.1
349.3
374.7
405.9
444.6
494.4
557.3
632.1
716.3
808.0
908.5
1018.5
1135.4
1266.9
1433.5
1665.3
1909.2
2060.4
2032.8
1781.9
1373.6
1000.5
754.4
597.9
502.9
433.2
378.0
Outflow
(CFS)
0.3
1.8
5.9
10.6
17.4
25.0
34.1
44.5
55.2
67.7
81. 6
95.2
108.8
123.1
137.5
151. 7
166.2
180.9
195.6
211.2
250.7
293.4
336.5
433.9
519.1
601. 2
686.4
808.6
926.5
1041.0
1162.9
1305.4
1510.8
1771. 6
1972.7
2042 . 4
1915.0
1596.8
1248.6
966.1
745.4
630.2
544.3
470.9
Storage
(Ac.Ft)
0.007
0.045
0.151
0.394
0.850
1. 564
2.543
3.767
5.207
6.824
8.556
10.345
12.150
13.954
15.768
17.617
19.521
21. 494
23.560
25.744
27.939
30.050
32.178
34.115
35.744
37.315
38.945
40.470
41. 792
43.075
44.441
46.039
47.985
49.997
51.548
52.085
51.102
48.648
45.402
42.235
39.761
37.869
36.228
34.823
.0 515.1 1030.2
o I
o I
o I
o I
o I
OI I
OI I
o I I
o I I
10I I
10 I I
10 I I
10 I I
10 I. I
I 0 I I
I 0 I I
I 0 I I
I 0 I I
I 0 I I
I 0 I 1
I 0 I I
I 0 I I I
I 0 I I I
I 0 I I
I OI I
I 10 I I
I I 0 I I
I I 0 I I
I I OI I
I I OI
I I I OI
I 1 I 0
I I I
I I I
I I I
I I I
I I I
I 1 I I
I I II 0
I I I 01
I I I 0 I
I II 0 I
I I 0 I
I I 01 I
fp1-
1545.3
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
o
I
I
I
1
I
I
Depth
2060.4 (Ft.)
I 0.0
I 0.3
I 0.8
I 1.2
I 1.6
I 1. 9
I 2.2
1 2.5
I 2.9
I 3.2
I 3.5
I 3.7
I 4.0
I 4.2
I 4.4
I 4.7
I 4.9
I 5.1
I 5.3
I 5.5
I 5.6
I 5.8
I 6.0
I 6.1
I 6.2
I 6.4
I 6.5
I 6.6
I 6.7
I 6.7
I 6.8
I 6.9
I 7.0
I 7.2
o I 7.3
01 7.3
I 7.2
I 7.1
I 6.9
I 6.7
I 6.5
I 6.4
I 6.3
I 6.2
o I
I 0
"1'5
I
I
7.500 332.5 409.7 33.652 IO 6.1
I 7.667 292.3 358.2 32.667 IO 6.0
7.833 258.8 327.6 31. 739 IO 6.0
8.000 231. 8 307.5 30.744 IO 5.9
8.167 208.3 286.1 29.688 IO 5.8
I 8.333 183.5 264.0 28.598 I 0 5.7
8.500 165.5 242.1 27.516 IO 5.6
8.667 147.6 221.1 26.482 IO 5.5
I 8.833 135.0 209.2 25.465 IO 5.4
9.000 125.0 201. 8 24.424 I 0 5.3
9.167 114.3 194.1 23.346 I 0 5.2
9.333 103.0 186.1 22.224 IO 5.1
I 9.500 90.8 177.7 21. 053 IO 5.0
9.667 82.2 168.8 19.859 IO 4.9
9.833 73.7 159.7 18.670 IO 4.8
10.000 66.2 150.8 17.496 IIO 4,6
I 10.167 58.9 142.0 16.341 I 0 4.5
10.333 51. 9 133.1 15.210 I 0 4.4
10.500 45.9 124.3 14.110 IO 4.2
10.667 39.7 115.9 13.046 IO 4.1
I 10.833 35.6 107.8 12.024 IO I 4.0
11. 000 31. 9 100.5 11. 054 IO I 3.8
11.167 28.0 93.6 10.130 IO I 3.7
11. 333 23.7 86.9 9.244 IO I I 3.6
I 11.500 17.9 80.2 8.380 IO I I 3.4
11. 667 10.5 73.3 7.519 IO I I I 3.3
11.833 1.9 66.3 6.643 IO I I I 3.1
12.000 0.2 59.5 5.791 0 I I 1 3.0
I 12.167 0.0 53.7 5.013 0 I I I 2.8
12.333 0.0 48.5 4.309 0 I I I 2.7
12.500 0.0 43.8 3.673 0 I I I 2.5
12.667 0.0 39.0 3.102 0 I I I 2.4
I 12.833 0.0 34.5 2.596 0 I I I 2.2
13.000 0.0 30.6 2.147 0 I I I 2.1
13,167 0.0 26.9 1.751 0 I I I 2.0
I 13.333 0.0 23.3 1.405 0 I I I 1.8
13.500 0.0 20.1 1.106 0 I I 1 1.7
13.667 0.0 17.4 0.848 0 I I I 1.6
13.833 0.0 14.5 0.629 0 I I I 1.4
I 14.000 0.0 11.5 0.450 0 I I I 1.2
14.167 0.0 9.1 0.308 0 I I I 1.1
14.333 0.0 7.3 0.195 0 I I I 1.0
14.500 0.0 4.5 0.114 0 I I I 0.6
I 14.667 0.0 2.6 0.066 0 I I I 0.4
14.833 0.0 1.5 0.038 0 I I I 0.2
15,000 0.0 0.9 0.022 0 I I I 0.1
15.167 0.0 0.5 0.013 0 I I I 0.1
I 15.333 0.0 0.3 0.007 0 I I I 0.0
15.500 0.0 0.2 0.004 0 I I I 0.0
15.667 0.0 0.1 0.002 0 I I I 0.0
I ****************************HYDROGRAPH DATA***********-***************.
Number of intervals = 94
Time interval = 10.0 (Min. )
Maximum/Peak flow rate = 2042.4 (CFS)
I Total volume = 426.07 (Ae.Ft)
status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 stream 4 Stream 5
I Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ae.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
I &3
1"
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1
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(,,4-
11
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100 YEAR - 6 HOUR STORM
AMOUNT OF FLOW CROSSING BUTTERFIELD STAGE ROAD
ENTERING SOUTHERLY PORTION OF TRACT 241 B2
OUTFLOW PER I I AMOUNT ! AMOUNT I AMOUNT , AMOUNT I AMOUNT
,
TIME HYDROGRAPH I DEPTH I THRU 72" I THRU 36" I OVER ! ACROSS 1 ACROSS
(HOURS) (C.F.S.) I (FT.) I (C.F.S.) I (C.F.S.) ROADWAY 1 BUT, STG. SoH. 79
,
I I (C.F.S.) I (C.F.S.) (C.F.S.)
I I
3.000, 180.9 5.1 162.0 18.9 0.01 0.0 0.0
3.167, 195.6 5.3 172.0 23.6 0.0 0.0 0.0
3.333 ; 211.2 5.5 182.0 27.0 2.2 2.2 0.0
3.500, 250.7 5.6 186.0 28.8 35.9 35.9 0.0
3.667 . 293.4 5.8 195.8 32.4 65.2 I 65.2 0.0
3.833 " 336.5 6.0 205.0 36.0 95.5 95.5 0.0
4.000 : 433.9 6.1 208.0 37.6 188.3 188.3 0.0
4.167, 519.1 6.2 211.0 39.2 268.9 264.5 4.4
4.333, 601.2 6.4 217.0 42.4 341.8 I 325.2 16.6
4.500, 686.4 6.5 I 220.0 44.0 422.4 I 392.7 29.7
4.667 808.6 6.6 221.0 I 45.4 542.2 I 495.7 46.5
4.833 926.5 6.7 222.0 I 46.8 657.7 I 601.3 56.4
5.000 . 1041.0 6.7 222.0 46.8 772.2 I 697.0 75.2
5.167 1162.9 6.8 223.0 48.2 891.7 796.7 95.0
5.333 1305.4 6.91 224.0 49.6 1031.8 914.5 117.3
5.500 . 1510.8 7.0 225.0 51.0 1234.8 1087.0 147.8
5.667 1771.6 7.2 227.8 53.4 1490.4 I 1286.7 203.7
5.833 1972.7 7.3 229.2 54.6 1688.9 1436.1 252.8
6.000 2042.4 7.3 229.2 54.6 1758.6 1495.3 263.3
6.167 1915.0 7.2 1 227.B 53.4 1633.8 I 1389.2 244.6
6.333 1596.8 7.1 I 226.4 52.2 1318.2 1160.4 157.8
6.500 1248.6 6.9 224.0 49.6 975.0 871.2 103.8
6.667 ' 966.1 6.7 222.0 46.8 697.3 637.5 59.8
6.833 745.4 6.5 220.0 44.0 481.4 447.6 33.8
7.000 630.2 6.4 217.0 42.4 370.B 352.8 18.0
7.167 544.3 6.3 214.0 40.8 289.5 284.8 4.7
7.333 470.9 6.2 211.0 39.2 220.7 I 220.7 0.0
7.500 409.7 6.1 208.0 37.6 164.1 I 164.1 0.0
7.667 358.2 6.0 205.0 36.0 117.21 117.2 0.0
7.833 327.6 6.0 205.0 36.0 86.6 86.6 0.0
8.000 . 307.5 5.9 200.4 34.2 72.9 72.9 0.0
8.167 286.1 5.8 195.8 32.4 57.9 57.9 0.0
8.333. 264.0 5.7 191.2 30.6 42.2 I 42.2 0.0
8.500. 242.1 5.6 186.6 28.8 26.7 26.7 0.0
8.667 . 221.1 5.5 182.0 27.0 12.1 12.1 0.0
8.833, 209.2 5.4 178.5 25.4 5.3 5.3 0.0
9.000, 201.8 5.3 177.3 24.5 0.0 0.0 0.0
9.167 : 194.1 5.2 170.2 23.9 0.0 0.0 0.0
9.333 : 186.1 5.1 164.6 21.5 0.0 0.0 0.0
9.500 I 177.7 5.0 158.1 19.6 0.0 0.0 0.0
9.667 ' 168.8 4.9 151.4 17.4 0.0 0.0 0.0
9.833. 159.7 4.8 144.9 14.8 0.0 0.0 0.0
10.000 150.8 4.6 137.4 13.4 0.0 0.0 0.0
10/10/96
PALOHYDXLS, ou'-6
fD5
1/6
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APPENDIX "P"
COMBINE HYDROGRAPHS/ROUTING CALCULATIONS
FOR ONSITE AND OFF SITE FLOW AT POINT 2
100- YEAR 6-HOUR
fil fi
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FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1991
Study date: 11/07/96
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PASEO DEL SOL
INTERIM DETENTION BASIN DESIGN WITHIN PORTION OF TRACT 24182
100 YEAR 6 HOUR STORM EVENT
FILE:\PASEO\R82X6.HYD
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The Kieth Companies, Moreno Valley Office - SiN 538
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********************* HYOROGRAPH INFORMATION **********************
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From study/file name:
********************** Hydrograph
From manual
OFFX6. rte
Information ************************
input hydrograph
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****************************HYOROGRAPH DATA--***************-*-*-******
Number of intervals = 56
Time interval = 10.0 (Min.)
Maximum/Peak flow rate = 1495.3 (CFS)
Total volume = 222,16 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Peak (CFS)
Vol (Ac.Ft)
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***********************************************************************
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** PRINT CURRENT HYDROGRAPH ****
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
P R I N T 0 F S TOR M
Run 0 f f H Y d r 0 9 rap h
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Hydrograph in 10
Minute intervals (CFS)
Time (h+m) Volume (Ac.Ft)
Q(CFS) 0
373.8
747.7
1121. 5
1495.3
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3+10 0.0000 0.00 Q I I
3+20 0.0303 2.20 Q I I
3+30 0.5248 35.90 Q I I
3+40 1. 4229 65.20 VQ I I
3+50 2.7383 95.50 V Q I I
4+ 0 5 . 3320 188.30 V Q I I
4+10 8.9752 264.50 IV Q I I
4+20 13.4545 325.20 I V Q I I
4+30 18.8636 392.70 I V Q I
4+40 25.6915 495.70 I v I Q I
4+50 33.9738 601. 30 I V I Q I
5+ 0 43.5744 697.00 I V I Q I
5+10 54.5482 796.70 I VI IQ
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5+20
5+30
5+40
5+50
6+ 0
6+10
6+20
6+30
6+40
6+50
7+ 0
7+10
7+20
7+30
7+40
7+50
8+ 0
8+10
8+20
8+30
8+40
8+50
9+ 0
9+10
9+20
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67.1446
82. 11 71
99.8402
119.6212
140.2176
159.3526
175.3361
187.3361
196.1171
202.2824
207.1419
211. 0647
214.1047
216.3650
217.9793
219.1722
220.1763
220.9738
221. 5551
221. 9229
222.0895
222.1625
222.1625
222.1625
222.1625
914.50
1087.00
1286.70
1436.10
1495.30
1389.20
1160.40
871. 20
637.50
447.60
352.80
284.80
220.70
164.10
117.20
86.60
72.90
57.90
42.20
26.70
12.10
5.30
0.00
0.00
0.00
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
Q
v
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Q
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VI
VI
VI
VI
VI
VI
VI
VI
V
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****************************HYDROGRAPH DATA****---****-*******._--**---
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Number of intervals = 56
Time interval = 10.0 (Min.)
Maximum/Peak flow rate = 1495.3 (CFS)
Total volume = 222.16 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Peak (CFS)
Vol (Ac.Ft)
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***********************************************************************
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** ADD/COMBINE/RECOVER HYDRO GRAPHS ****
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********************* HYDROGRAPH INFORMATION **********************
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From study/file name: 821006.rte
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
P R I N T 0 F S TOR M
Run 0 f f H Y d r 0 g rap h
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Hydrograph in 10
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Time (h+m) Add q(CFS) Tot. Q
o
Minute intervals (CFS)
381.8
763.5
1145.3
-----------------------------------------------------------------------
1527.1
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0+10
0+20
0+30
0+40
0+50
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1.1667
3.9262
7.0562
10.3479
12.5553
1.17 Q
3.93 Q
7.06 Q
10.35 Q
12.56 Q
(p1
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1+ 0 14.3718 14.37 Q
I 1+10 17.4070 17.41 Q
1+20 19.4888 19.49 Q
1+30 20.0608 20.06 Q
1+40 20.3031 20.30 Q
I 1+50 20.4200 20.42 Q
2+ 0 21. 6210 '21.62 Q
2+10 23.2129 23.21 Q
I 2+20 24.7502 24.75 Q
2+30 26.5042 26.50 Q
2+40 26.9574 26.96 Q
2+50 29.4849 29.48 Q
I 3+ 0 32.7487 32.75 Q
3+10 34.6959 34.70 Q
3+20 37.7763 39.98 qQ
3+30 43.3943 79.29 IqQ
I 3+40 52.2714 117.47 Iq Q
3+50 60.7369 156.24 Iq Q
4+ 0 67.9718 256.27 Iq Q I
4+10 76.1581 340.66 Iq Q 1
I 4+20 . 87.0119 412.21 1 q Q I
4+30 98.5861 491. 29 1 q I Q 1 I
4+40 109.0671 604.77 1 q 1 Q 1 1
4+50 119.4173 720.72 1 q 1 Q 1 1
I 5+ 0 129.7221 826.72 1 q 1 Q 1 1
5+10 155.1191 951.82 I q 1 Q 1 1
5+20 198.8445 1113.34 1 q 1 QI 1
5+30 253.5504 1340.55 1 q 1 I I Q 1
I 5+40 209.4198 1496.12 I q 1 1 I QI
5+50 82.1104 1518.21 1 q I 1 1 QI
6+ 0, 31. 7627 1527.06 q 1 1 1 Q
6+10 14.1517 1403.35 q 1 I 1 Q 1
I 6+20 5.2105 1165.61 q I 1 Q I
6+30 0.8232 872.02 q 1 1 Q 1 1
6+40 0.0769 637.58 q 1 Q I I 1
I 6+50 0.0184 447.62 q IQ I 1 1
7+ 0 0.0000 352.80 q QI 1 1 I
7+10 0.0000 284.80 q Q 1 1 1 1
7+20 0.0000 220.70 q Q I 1 1 1
I 7+30 0.0000 164.10 q Q I 1 1 I
7+40 0.0000 117.20 q Q 1 I 1 I
7+50 0.0000 86.60 q Q 1 1 I 1
8+ 0 0.0000 72.90 qQ I 1 I 1
I 8+10 0.0000 57.90 qQ 1 I 1 I
8+20 0.0000 42.20 qQ 1 I I 1
8+30 0.0000 26.70 Q 1 1 1 1
8+40 0.0000 12.10 Q I 1 1 1
I 8+50 0.0000 5.30 Q I I 1 1
9+ 0 0.0000 0.00 Q 1 I I 1
9+10 0.0000 0.00 Q 1 1 1 1
9+20 0.0000 0.00 Q I 1 1 1
I -----------------------------------------------------------------------
****************************HYDROGRAPH DATA*****************.**********
Number of intervals = 56
Time interval = 10.0 (Min. )
I Maximum/Peak flow rate = 1527.1 (CFS)
Total volume = 252.47 (Ac.Ft)
status of hydrographs being held in storage
I Stream 1 Stream 2 Stream 3 stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
I 0'0
~z.-
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***********************************************************************
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** RETARDING BASIN ROUTING .***
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User entry of depth-outflow-storage data
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Total number of inflow hydro graph intervals = 56
Hydrograph time unit = 10.000 (Min.)
Initial depth in storage basin = O.OO(Ft.)
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Initial basin depth =
Initial basin storage =
Initial basin outflow =
0.00 (Ft.)
0.00 (Ac. Ft)
0.00 (CFS)
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Depth vs. Storage and
Basin Depth Storage
(Ft.) (Ac.Ft)
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0.000
4.900
9.900
14.900
17.900
19.900
0.000
5.500
35.900
95.400
144.600
181. 500
Depth vs. Discharge data:
Outflow (S-0*dt/2)
(CFSI (Ac.Ft)
0.000
162.000
417.000
502.000
556.000
592.000
0.000
4.384
33.028
91.943
140.771
177.423
(S+0*dt/2 )
(Ac.Ft)
Hydrograph Detention Basin Routing
0.000
6.616
38.772
98.857
148.429
185.577
Graph values: 'It= unit inflow; .Ol=outflow at time shown
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Time
(Hours)
0.167
0.333
0.500
0.667
0.833
1.000
1.167
1. 333
1. 500
1.667
1. 833
2.000
2.167
2.333
2.500
2.667
2.833
3.000
3.167
3.333
3.500
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Inflow
(CFS)
1.2
3.9
7.1
10.3
12.6
14.4
17.4
19.5
20.1
20.3
20.4
21. 6
23.2
24.8
26.5
27.0
29.5
32.7
34.7
40.0
79.3
Outflow
(CFS)
0.2
1.0
2.5
4.6
6.9
9.1
11. 4
13.8
15.8
17.3
18.3
19.2
20.3
21.5
22.9
24.2
25.6
27.4
29.6
32.2
41. 4
Storage
(Ac.Ft) .0
0.007 0
0.034 0
0.085 0
0.156 0
0.235 0
0.310 0
0.387 0
0.468 0
0.536 0
0.587 0
0.622 0
0.653 0
0.689 0
0.731 0
0.778 0
0.822 0
0.868 0
0.931 0
1. 003 0
1. 093 0
1. 407 01
381. 8
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b1
763.5
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1145.3
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Depth
1527.1 (Ft.)
I 0.0,
I 0.0
I 0.1
I 0.1
I 0.2
I 0.3
0.3
0.4
0.5
0.5
0.6
0.6
0.6
0.7
0.7
0.7
0.8
0.8
0.9
1.0
1.3
~;
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3.667 117.5 60.6 2.059 101 I I I 1.8
I 3.833 156.2 86.4 2.932 10 I I I I 2.6
4.000 256.3 126.8 4.305 I 0 I I I I 3.8
4.167 340.7 169.3 6.376 I 0 II I I 5.0
4.333 412.2 192.0 9.073 I 0 I I I 5.5
I 4.500 491. 3 220.3 12.456 I 0 I I I I 6.0
4.667 604.8 256.1 16.723 I 0 I I I I 6.7
4.833 720.7 300.6 22.017 I 0 I I I I 7.6
I 5.000 826.7 352.2 28.179 I 01 I I I 8.6
5.167 951. 8 410.9 35.172 I 0 I I I 9.8
5.333 1113.3 428.0 43.617 I 0 II I 10.5
5.500 1340.6 443.6 54.515 I 10 I I I 11.5
I 5.667 1496.1 462.6 67 . 810 I 10 I I II 12.6
5.833 1518.2 482.9 82.058 I I 0 I I II 13.8
6.000 1527.1 502.9 96.241 I I 0 I I I 15.0
6.167 1403.4 517.4 109.396 I I 0 I I I 15.8
I 6.333 1165.6 528.9 119.883 I I 0 I I 16.4
6.500 872.0 536.2 126.581 I I 0 I I I 16.8
6.667 637.6 539.5 129.570 I I o I I 17.0
6.833 447.6 539.5 129.612 I II 0 I 17.0
I 7.000 352.8 537.5 127.707 I II 0 I 16.9
7.167 284.8 534.2 124.718 I I I 0 I 16.7
7.333 220.7 530.0 120.870 I I I 0 I 16.5
7.500 164.1 524.9 116.256 I I I 0 I 16.2
I 7.667 117.2 519.1 111. 003 I I I 0 I 15.9
7.833 86.6 512.9 105.299 I I I 0 I 15.5
8.000 72.9 506.4 99.378 II I 0 I 15.1
8.167 57.9 499.1 93.354 II I 0 I 14.7
I 8.333 42.2 490.3 87.230 I I 0 I 14.2
8.500 26.7 481.4 81.012 I I 0 I I 13.7
8.667 12.1 472.4 74.709 I 10 I I 13.2
8.833 5.3 463.4 68.384 I 10 I I I 12.6
I 9.000 0.0 454.4 62.099 I 10 I I I 12.1
9.167 0.0 445.6 55.901 I 10 I I I 11. 6
9.333 0.0 436.9 49.823 I 10 I I I 11.1
I 9.500 0.0 428.4 43.864 I 0 I I I 10.6
9.667 0.0 420.0 38.021 I 0 I 1 1 10.1
9.833 0.0 388.1 32.455 I 0 I I I 9.3
10.000 0.0 345.7 27.402 I 01 I I I 8.5
I 10.167 0.0 308.0 22.900 I 0 I I 1 I 7.8
10.333 0.0 274.3 18.890 I 0 I I I I 7.1
10.500 0.0 244.4 15.318 I 0 I I 1 I 6.5
10.667 0.0 217.7 12.136 I 0 I I I I 6.0
I 10.833 0.0 193.9 9.301 I 0 I I I I 5.5
11.000 0.0 172.7 6.777 I 0 I I I I 5.1
11. 167 0.0 136.8 4.645 I 0 I I I I 4.1
11. 333 0.0 90.7 3.078 10 1 I I I 2.7
I 11. 500 0.0 60.1 2.040 10 I I I I 1.8
11. 667 0.0 39.8 1. 352 0 I I I I 1.2
11.833 0.0 26.4 0.896 0 I I I I 0.8
12.000 0.0 17.5 0.594 0 I I I I 0.5
I 12.167 0.0 11. 6 0.393 0 I I I I 0.4
12.333 0.0 7.7 0.261 0 I I I I 0.2
12.500 0.0 5.1 0.173 0 I I I I 0.2
12.667 0.0 3.4 0.115 0 I I I 1 0.1
I 12.833 0.0 2.2 0.076 0 I I I 1 0.1
13.000 0.0 1.5 0.050 0 I I I I 0.0
13.167 0.0 1.0 0.033 0 I I I I 0.0
I 13.333 0.0 0.7 0.022 0 I I , I 0.0
13.500 0.0 0.4 0.015 0 I I I I 0.0
13.667 0.0 0.3 0.010 0 I I I I 0.0
I '70 .ty\.
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****************************HYDROGRAPH DATA-.*...---.-.-----.-------.-.
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Number of intervals = 82
Time interval = 10.0 (Min.)
Maximum/Peak flow rate 539.5 (CFS)
Total volume = 252.46 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
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Peak (CFS)
Vol (Ac.Ft)
*********************************************...******************.*.*.
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APPENDIX "G"
ROUTING CALCULATIONS FOR OFFSITE AREA FLOWS AT POINT 1
100- YEAR 24-HOUR
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FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1991
Study date: 10/29/96
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PASEO DEL SOL
ROUTE OFFSITE AREA BASIN I
100 YEAR 24 HOUR STORM EVENT
FILE:\PASEO\RAX24.HYD
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The Kieth Companies, Moreno Valley Office - SiN 538
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********************* HYDROGRAPH INFORMATION **********************
From study/file name: A10024.rte
****************************HYDROGRAPH DATA****************************
I
Number of intervals = 120
Time interval = 15.0 (Min.)
Maximum/Peak flow rate = 1129.0 (CFS)
Total volume = 552.01 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0,000
I
Peak (CFS)
Vol (Ac.Ft)
I
***********************************************************************
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** RETARDING BASIN ROUTING ****
I
User entry of depth-outflow-storage data
I
Total number of inflow hydrograph intervals = 120
Hydrograph time unit = 15.000 (Min.)
Initial depth in storage basin = O.OO(Ft.)
I
Initial basin depth =
Initial basin storage =
Initial basin outflow =
0.00 (Ft.)
0.00 (Ae.Ft)
0.00 (CFS)
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Depth vs. storage and
Basin Depth storage
(Ft.) (Ae.Ft)
Depth V5. Discharge data:
Outflow {S-0*dt/21
(CFS) (Ae.Ft)
(S+0*dt/2)
(Ae.Ft)
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0.000 0.000 0.000 0.000 0.000
1. 000 0.180 7.000 0.108 0.252
1. 500 0.720 16.000 0.555 0.885
2.000 1. 850 28.000 1. 561 2.139
2.500 3.560 43.000 3.116 4.004
3.000 5.860 60.000 5.240 6.480
3.500 8.730 83.000 7.873 9.587
4.000 12.180 109.000 11. 054 13.306
17- ~1
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4.500
5.000
5.500
6.000
6.500
7.000
7.500
8.000
8.500
16.210
20.810
26.130
.32.300
39.320
47.200
55.830
65.140
75.130
141.000
176.000
214.000
339.000
706.000
1409.000
2528.000
4587.000
7447.000
14.753
18.992
23.919
28.798
32.027
32.644
29.714
17.754
-1. 802
Hydrograph Detention Basin Routing
17.667
22.628
28.341
35.802
46.613
61. 756
81. 946
112.526
152.062
Graph values: 'II: unit inflow; 'O'=outflow at time shown
Time
(Hours)
0.250
0.500
0.750
1. 000
1.250
1. 500
1. 750
2.000
2.250
2.500
2.750
3.000
3.250
3.500
3.750
4.000
4.250
4.500
4.750
5.000
5.250
5.500
5.750
6.000
6.250
6.500
6.750
7.000
7.250
7.500
7.750
8.000
8.250
8.500
8.750
9.000
9.250
9.500
9.750
10.000
10.250
10.500
10.750
11. 000
I
I
I
I
I
I
I
I
I
I
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I
Inflow
(CFS)
0.3
1.8
4.8
8.3
11.2
13.0
13.9
14.2
15.1
16.5
18.1
19.6
21. 3
22.9
23.9
24.7
25.9
27.6
29.7
31. 9
33.9
35.0
35.4
36.2
38.2
40.5
42.8
45.2
47.4
49.3
53.0
64.2
89.7
130.5
178.0
224.6
271.1
326.6
390.0
455.2
503.0
508.6
478.3
462.3
Outflow
(CFS)
0.1
0.7
2.2
4.7
7.3
8.7
10.1
11.2
12.2
13.3
14.5
15.8
16.8
17.8
18.9
20.0
21. 0
22.2
23.4
24.9
26.5
28.0
29.2
30.3
31. 5
32.8
34.2
35.9
37.6
39.4
41.3
44.0
48.7
57.4
72.0
91. 3
114.2
142.1
173.6
208.0
292.7
394.6
463.9
468.4
Storage
(Ac.Ft)
0.003
0.017
0.056
0.120
0.197
0.282
0.365
0.435
0.495
0.558
0.628
0.706
0.793
0.892
0.995
1. 095
1.194
1. 300
1. 420
1. 557
1.707
1.855
1. 991
2.116
2.245
2.394
2.561
2.745
2.942
3.146
3.370
3.700
4.332
5.510
7.360
9.832
12.831
16.358
20.498
25.287
30.013
33.363
34.689
34.775
.0
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
01
01
01
01
01
10
10
10
10
10
101
10 I
I 0 I
I 0
I 0
I 0
I 0
I 0
I
I
1
1
282.2
I
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I
I
I
I
I
1
I
I
I
1
I
I
I
I
I
1
I
I
I
I
I
I
1
1
I
I
1
I
I
I
I
1
I I
II
II
1 I
I I
o
I 0
I
I
1'!J
564.5
I
I
1
I
I
I
I
I
1
I
I
I
I
I
I
I
I
I
I
I
I
I
o
o
846.7
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
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I
I
I
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I
I
I
I
I
I
I
I
I
I
I
I
Depth
1129.0 (Ft.)
1 0.0
I 0.1
I 0.3
I 0.7
I 1. 0
I 1.1
1 1.2
I 1.2
I 1.3
I 1.3
I 1.4
I 1.5
I 1.5
I 1.6
I 1.6
I 1.7
I 1.7
I 1.8
I 1.8
I 1. 9
I 1.9
I 2.0
I 2.0
I 2.1
I 2.1
I 2.2
I 2.2
I 2.3
I 2.3
I 2.4
I 2.4
I 2.5
I 2.7
I 2.9
I 3.3
I 3.7
I 4.1
I 4.5
I 5.0
I 5.4
I 5.8
I 6.1
I 6.2
I 6.2
~tg,
I
I
11.250 495.0 475.6 34.912 OI I I I 6.2
I 11.500 537.8 504.2 35.460 OIl I I 6.2
11. 750 554.7 533.7 36.024 01 1 I 6.3
12.000 552.1 547.5 36.288 01 I 1 6.3
12.250 557.1 552.5 36.383 01 I I 6.3
I 12.500 603,8 572.1 36.758 OI I I 6.3
12.750 700.9 628.4 37.836 10 I 1 I 6.4
13.000 813.2 723.3 39.514 I 0 II 1 6;5
I 13.250 914.5 858.1 41. 025 I OI 1 6.6
13.500 1020.3 962.9 42.200 1 I OI I 6.7
13.750 1109.7 1060.9 43.298 I 1 OIl 6.8
14.000 1129.0 1117.0 43.926 I I OI 6.8
I 14.250 1072.0 1101.2 43.750 I 1 IOI 6.8
14.500 1015.5 1046.1 43.132 1 I IO I 6.7
14.750 1016.1 1017.0 42.806 I 1 0 I 6.7
15.000 1034.5 1025.0 42.895 I I 0 I 6.7
I 15.250 1036.4 1035.0 43.008 1 I 0 1 6.7
15.500 1023.0 1029.9 42.951 I I IO I 6.7
15.750 993.4 1009.1 42.717 I 1 I 0 I 6,7
16.000 944.9 970.7 42.287 I I 1 IO I 6.7
I 16.250 861. 9 906.1 41.563 1 I I IO I 6.6
16.500 727.9 799.4 40 . 367 I I I I 0 I I 6.6
16.750 557.5 664.4 38.524 I I II 0 1 I 6.4
17.000 399.8 534.1 36.032 I I I 01 I 1 6.3
I 17.250 305.7 406.9 33,599 I I 0 I I I 6.1
17.500 249.4 327.7 31. 745 I IIO I I , 6.0
17.750 211. 5 294.1 30.082 I I 0 I I I 5.8
18.000 182.9 260.5 28.426 I I 01 I I , 5.7
I 18.250 158.8 229.5 26.894 I I 0 I I I I 5.6
18.500 137.2 208.9 25.423 I I 0 I I I I 5.4
18.750 118.7 197.8 23.865 I I 0 I , I I 5.3
19.000 102.9 185.9 22.191 I I 0 I I I I 5.1
I 19.250 88.6 173.3 20.458 I I 0 I I I I 5.0
19.500 75.5 160.0 18.710 I I 0 1 I I I 4.8
19.750 63.8 146.8 16.979 II 0 I I I I 4.6
20.000 56.2 133.9 15.318 I I 0 I I I I 4.4
I 20.250 49.6 121. 6 13.771 I I 0 I I I I 4.2
20.500 42.3 110.2 12.326 I I 0 I I I I 4.0
20.750 36.6 99.9 10.970 IIO I I I I 3.8
I 21. 000 32.1 90.4 9.714 I 0 I I I 1 3.6
21.250 27.9 81. 6 8.557 I 0 I I 1 I 3.5
21. 500 24.1 73.1 7,495 I 0 I I I I 3.3
21. 750 20.4 65.3 6.524 IO I I I I 3.1
I 22.000 18.0 58,4 5.642 IO I I I I 3.0
22.250 14.5 52.4 4.833 IO I I I 2.8
22.500 14.4 47.0 4.105 IO I I 2.6
22.750 14.1 42.3 3.477 IO I 1 2.5
I 23.000 13.6 37.5 2.938 IO I I 2.3
23.250 12.8 33.5 2.477 0 I I 2.2
23.500 12.3 30.0 2.081 0 I I 2.1
23.750 12.0 26.9 1. 744 0 I I 2.0
I 24.000 11. 8 23.9 1. 466 0 I I 1.8
24.250 11. 3 21. 5 1. 2 35 0 I I 1.7
24.500 9.9 19.3 1. 033 0 I I 1.6
24.750 7.5 17.2 0.835 0 I I 1.6
I 25.000 5.2 14.6 0.637 0 I I 1.4
25.250 3.9 11. 6 0.459 0 I I 1.3
25.500 3.1 9.2 0.315 0 I I 1.1
25.750 2.5 7.4 0.201 0 I I 1.0
I 26.000 2.1 4.8 0.123 0 I I 0.7
26.250 1.8 3.1 0.081 0 I I 0.4
I 14 ~
26.500 1.5 2.3 0.058 0 I 0.3
26.750 1.2 1.7 0.045 0 I 0.2
27.000 1.0 1.4 0.036 0 I 0.2
27.250 0.9 1.1 0.029 0 I 0.2
27.500 0.7 0.9 0.024 0 I 0.1
27.750 0.6 0.8 0.020 0 I 0.1
28.000 0.5 0.7 0.017 0 I 0.1
28.250 0.4 0.5 0.014 0 I 0.1
28.500 0.3 0.4 0.011 0 I 0.1
28.750 0.3 0.4 0.009 0 I 0.1
29.000 0.2 0.3 0.007 0 I 0.0
29.250 0.2 0.2 0.006 0 I 0.0
29.500 0.1 0.2 0.004 0 I 0.0
29.750 0.1 0.1 0.003 0 I 0.0
30.000 0.1 0.1 0.002 0 I 0.0
30.250 0.0 0.1 0.001 0 I 0.0
****************************HYDROGRAPH DATA---**--**********-------*-*-
Number of intervals; 121
Time interval; 15.0 (Min.)
Maximum/Peak flow rate; 1117.0 (CFS)
Total volume; 552.01 (Ac.Ft)
Status of hydrographs being held in storage
stream 1 Stream 2 Stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
II
I
I
I
I
I
I
I
I
Peak (CFS)
Vol (Ac.Ft)
***********************************************************************
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15
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100 YEAR - 24 HOUR STORM
AMOUNT OF FLOW CROSSING BUTTERFIELD STAGE ROAD
ENTERING SOUTHERLY PORTION OF TRACT 24182
OUTFLOW PER AMOUNT AMOUNT AMOUNT AMOUNT AMOUNT
TIME HYDROGRAPH DEPTH THRU 72" THRU 36" OVER ACROSS ACROSS
(HOURS) (C.F.S.) (FT.) (C.F.S,) (C.F.S.) ROADWAY BUT. STG. SoH. 79
(C.F.S.) (C.F.S.) (C.F.S.)
9.500 142.1 4.5 131.0 11.1 0.0 0.0
9.750 173.6 5.0 155.5 18.1 0.0 0.0
10.000 208.0 5.4 177.0 25.4 5.6 5.6
10.250 292.7 5.8 195.8 32.4 64.5 64.5
10.500 394.6 6.1 208.0 37.6 149.0 149.0
10.750 463.9 6.2 211.0 39.2 213.7 213.7
11.000 468.4 6.2 211,0 39.2 218.2 218.2
11.250 475.6 6.2 211.0 39.2 225.4 225.4
11.500 504.2 6.2 211.0 39.2 254.0 254.0
11.750 533.7 6.3 214.0 40.8 278.9 278.9
12.000 547.5 6.3 214.0 40.8 292.7 292.7
12.250 552.5 6.3 214.0 40.8 297.7 297.7
12.500 572.1 6.3 214.0 40.8 317.3 317.3 0.0
12.750 628.4 6.4 217.0 42.4 369.0 363.0 6.0
13.000 723.3 6.5 220.0 44.0 459.3 437.0 22.3
13.250 858.1 6.6 221.0 45.4 591.7 550.2 41.5
13.500 962.9 6.7 222.0 46.8 694.1 634.6 59.5
13.750 1060.9 6.8 223.0 46.8 791.1 714.0 77.1
14.000 1117 .0 6.8 223.0 48.2 845.8 763.4 82.4
14.250 1101.2 6.8 223.0 48.2 830.0 749.2 80.8
14.500 1046.1 6.7 222.0 46.8 777.3 710.7 66.6
14.750 1017.0 6.7 222.0 46.8 748.2 684.1 64.1
15.000 1025.0 6.7 222.0 46.8 756.2 691.4 64.8
15.250 1035.0 6.7 222.0 46.8 766.2 700.5 65.7
15.500 1029.9 6.7 222.0 46.8 761.1 695.9 65.2
15.750 1009.1 6.7 222.0 46.8 740.3 676.9 63.4
16.000 970.7 6.7 222.0 46.8 701.9 641.7 60.2
16.250 906.1 6.6 221.0 45.4 639.7 594.8 44.9
16.500 799.4 6.6 221.0 45.4 533.0 495.6 37.4
16.750 664.4 6.4 217.0 42.4 405.0 398.4 6.6
17.000 534.1 6.3 214.0 40.8 279.3 279.3 0.0
17.250 406.9 6.1 208.0 37.6 161.3 161.3 0.0
17.500 327.7 6.0 205,0 36.0 86.7 86.7 0.0
17.750 294.1 5.8 195.8 32.4 65.9 65.9 0.0
18.000 260.5 5.7 191.2 30.6 38.7 38.7 0.0
18.250 229.5 5.6 186.6 28.8 14.1 14.1 0.0
18.500 208.9 5.4 177.0 25.4 6.5 6.5 0.0
18.750 197.8 5.3 172.0 23.8 2.0 2.0 0.0
19.000 185.9 5.1 162.0 20.6 3.3 3.3 0.0
19.250 173.3 5.0 155.5 17.8 0.0 0.0 0.0
19.500 160.0 4.B 144.7 15.3 0.0 0.0 0.0
10/29/96
PALOHYD.XLS.out_24
710
0.\
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~ ~
APPENDIX "H"
COMBINE HYDROGRAPHS/ROUTING CALCULATIONS
FOR ONSITE AND OFFSITE FLOW AT POINT 2
IOO-YEAR 24-HOUR
111 ~
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C\oz.-
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FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (cl CIVILCADD/CIVILDESIGN, 1991
Study date: 11/08/96
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PASEO DEL SOL
INTERIM DETENTION BASIN DESIGN WITHIN PORTION OF TRACT 24182
100 YEAR 24 HOUR STORM EVENT
FILE:\PASEO\R82X24.HYD
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The Kieth Companies, Moreno Valley Office - SIN 538
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********************* HYDROGRAPH INFORMATION **********************
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From study/file name: offx24.rte
********************** Hydrograph Information ************************
From manual input hydrograph
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****************************HYDROGRAPH DATA****************************
Number of intervals = 78
Time interval = 15,0 (Min.)
Maximum/Peak flow rate = 763.4 (CFS)
Total volume = 278.43 IAc.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Peak (CFS)
Vol IAc.Ft)
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***********************************************************************
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** PRINT CURRENT HYDROGRAPH ****
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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P R I N T
Run 0 f f
o F S TOR M
H Y d r 0 9 rap h
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Hydrograph in 15
Minute intervals (CFS)
Time (h+m) Volume(Ac.Ft)
Q (CFS ) 0
190.9
381.7
572.6
763.4
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9+30 0.0000 0.00 Q I
9+45 0.0000 0.00 Q I
10+ 0 0.1157 5.60 Q I
10+15 1. 4483 64.50 V Q I
10+30 4.5269 149.00 V Q I
10+45 8.9421 213.70 V IQ
11+0 13.4504 218.20 IV IQ
11+15 18.1074 225.40 IV IQ
11+30 23.3554 254.00 I V I Q
11+45 29.1178 278.90 I V I Q
12+ 0 35.1653 292.70 I V I Q
12+15 41. 3161 297.70 I V I Q
12+30 47.8719 317.30 I V I Q
-n C0
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****************************HYDROGRAPH DATA****************************
Number of intervals = 78
Time interval = 15.0 (Min.)
Maximum/Peak flow rate = 763.4 (CFS)
Total volume = 278.43 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
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12+45
13+ 0
13+15
13+30
13+45
14+ 0
14+15
14+30
14+45
15+ 0
15+15
15+30
15+45
16+ 0
16+15
16+30
16+45
17+ 0
17+15
17+30
17+45
18+ 0
18+15
18+30
18+45
19+ 0
19+15
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55.3719
64.4008
75.7686
88.8802
103.6322
119.4050
134.8843
149.5682
163.7025
177.9876
192.4607
206.8388
220.8244
234.0826
246.3719
256.6116
264.8430
270.6136
273.9463
275.7376
277.0992
277.8988
278.1901
278.3244
278.3657
278.4339
278.4339
Peak (CFS)
Vol (Ac.Ft)
363.00
437.00
550.20
634.60
714.00
763.40
749.20
710.70
684.10
691. 40
700.50
695.90
676.90
641.70
594.80
495 . 60
398.40
279.30
161. 30
86.70
65.90
38.70
14.10
6.50
2.00
3.30
0.00
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Q
Q
Q
Q
Q
v I
VI
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IV
QI
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IQ
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Q I
Q I
Q
QI
Q I
Q I
Q I
Q I
Q I
Q I
Q I
V I
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VI
VI
VI
VI
VI
VI
VI
VI
VI
VI
VI
***********************************************************************
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Q
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** ADD/COMBINE/RECOVER HYDROGRAPHS ****
********************* HYDROGRAPH INFORMATION **********************
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From study/file name: 821024.rte
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
P R I N T 0 F S TOR M
Run 0 f f H Y d r 0 g rap h
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Hydrograph in 15
Time (h+m) Add q(CFS) Tot. Q
Minute intervals (CFS)
o
207.7
415.5
623.2
-----------------------------------------------------------------------
830.9
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0+15
0+30
0+45
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0.3853
0.9069
1. 1324
0.39 Q
0.91 Q
1.13 Q
11)
CV\.
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1+ 0 1. 3778 1.38 Q I I I
I 1+15 1. 3606 1. 36 Q I I I
1+30 1. 2267 1.23 Q I I I
1+45 1. 2 07 3 1.21 Q I I I
2+ 0 1.3888 1.39 Q I I I
I 2+15 1. 5533 1.55 Q I I I
2+30 1.5838 1.58 Q I I I
2+45 1. 7876 1. 79 Q I . I I
3+ 0 1. 9520 1. 95 Q I I
I 3+15 1. 9825 1. 98 Q I I
3+30 1. 9936 1.99 Q I I
3+45 1. 9936 1. 99 Q I I
I 4+ 0 2.1863 2.19 Q I I
4+15 2.3508 2.35 Q I I
4+30 2.5739 2.57 Q I I
4+45 2.7495 2.75 Q I I
I 5+ 0 2.9726 2.97 Q I I
5+15 2.7629 2.76 Q I I
5+30 2.6571 2.66 Q I I
5+45 2.9643 2.96 Q I I
I 6+ 0 3.1371 3.14 Q I I I
6+15 3.3714 3.37 Q I I I I
6+30 3.5469 3.55 Q I I I I
6+45 3.7701 3.77 Q I I I I
I 7+ 0 3.9456 3.95 Q I I I I
7+15 3.9762 3.98 Q I I I I
7+30 3.1271 3.13 Q I I I I
7+45 4.5956 4.60 Q I I I I
I 8+ 0 8.5402 8.54 Q I I I I
8+15 14.8427 14.84 Q I I I I
8+30 19.1081 19.11 Q I I I I
8+45 22.3108 22.31 IQ I I I I
I 9+ 0 26.6541 26.65 IQ I I I I
9+15 33.0026 33.00 IQ I I I I
9+30 39.1750 39.17 IQ I I I I
9+45 44.0026 44.00 I Q I I I I
I 10+ 0 48.6311 54.23 I Q I I I I
10+15 37.7303 102.23 q Q I I I I
10+30 27.1532 17 6.15 q Q I I I I
I 10+45 35.2771 248.98 q IQ I I I
11+ 0 43.2348 261. 43 q I Q I I I
11+15 43.3379 268.74 q I Q I I I
11+30 42.7465 296.75 q I Q I I I
I 11+45 39.0821 317.98 q I Q I I I
12+ 0 38.0970 330.80 q I Q' I I I
12+15 53.1014 350.80 q I Q I I I
12+30 67.1021 384.40 q I Q I I I
I 12+45 75.3183 438.32 q I IQ I I
13+ 0 82.0816 519.08 q I I Q I I
13+15 94.5414 644.74 q I I IQ I
13+30 103.7467 738.35 q I I I Q I
I 13+45 84.6388 798.64 q I I I Q I
14+ 0 67.5444 830.94 q I I I Q
14+15 72.3333 821. 53 q I I I QI
14+30 76.1983 786.90 q I I I Q I
I 14+45 76.1993 760.30 q I I I Q I
15+ 0 74.8305 766.23 q I I I Q I
15+15 71. 5617 772.06 q I I I Q I
15+30 68.0924 763.99 q I I I Q I
I 15+45 58.7260 735.63 q I I I Q I
16+ 0 52.1257 693.83 q I I I Q I
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16+15 27.3148 622.11 Iq I QI
16+30 6.6956 502.30 q I Q
16+45 2.7643 401.16 q QI
17+ 0 1.2378 280.54 q Q
17+15 1. 5926 162.89 q Q
17+30 1. 9104 88.61 q Q
17+45 1.9715 67.87 q Q
18+ 0 1.8010 40.50 qQ
18+15 1. 6365 15.74 Q
18+30 1.6060 8.11 Q
18+45 1.4022 3.40 Q
19+ 0 1. 0451 4.35 Q
19+15 1. 0428 1. 04 Q
19+30 1.3583 1.36 Q
19+45 1.3496 1.35 Q
20+ 0 1. 0340 1. 03 Q
20+15 1. 0428 1. 04 Q
20+30 1.1657 1.17 Q
20+45 1.1851 1.19 Q I
21+ 0 1,0035 1. 00 Q I
21+15 1. 0317 1. 03 Q I
21+30 0.9730 0.97 Q I
21+45 1. 0206 1. 02 Q I
22+ 0 0.9730 0.97 Q I
22+15 1. 0206 1.02 Q I
22+30 0.9730 0.97 Q I
22+45 0.8280 0.83 Q I
23+ 0 0.8085 0.81 Q I
23+15 0.7974 0.80 Q I
23+30 0.7974 0.80 Q I
23+45 0.7974 0.80 .Q I
24+ O. 0.7974 0.80 Q I
24+15 0.4121 0.41 Q I
24+30 0.0832 0.08 Q I
24+45 0.0222 0.02 Q I
-----------------------------------------------------------------------
****************************HYDROGRAPH DATA****************************
Number of intervals = 99
Time interval = 15.0 (Min.)
Maximum/Peak flow rate = 830.9 (CFS)
Tota1.volume = 317.38 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
**** RETARDING BASIN ROUTING ****
User entry of depth-outflow-storage data
Total number of inflow hydrograph intervals = 99
Hydrograph time unit = 15.000 (Min.)
Initial depth in storage basin = O.OO(Ft.)
&0
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Initial basin depth =
Initial basin storage =
Initial basin outflow =
0.00 (Ft.)
0.00 (Ac.Ft)
0.00 (CFS)
Depth vs. storage and
Basin Depth Storage
(Ft.) (Ac.Ft)
Depth vs. Discharge data:
Outflow (S-0*dt/2)
(CFS) (Ac.Ft)
(S+0*dt/2)
(Ac.Ft)
0.000 0.000 0.000 0.000 0.000
4.900 5.500 162.000 3.826 7.174
9.900 35.900 417.000 31. 592 40.208
14.900 95.400 502.000 90.214 100.586
17.900 144.600 556.000 138.856 150.344
19.900 181. 500 592.000 175.384 187.616
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--------------------------------------------------------------------
Hydrograph Detention Basin Routing
---------------------------------------------------------------------
Graph values: '1'= unit inflow; 'O'=outflow at time shown
---------------------------------------------------------------------
Time Inflow Outflow Storage Depth
(Hours) (CFS) (CFS) (Ac.Ft) .0 207.7 415.5 623.2 830.9 (Ft. )
0.250 0.4 0.1 0.003 0 I I I I 0.0
0.500 0.9 0.3 0.012 0 I I I I 0.0
0.750 1.1 0.7 0.022 0 I I I I 0.0
1. 000 1.4 0.9 0.032 0 I I I I 0.0
1. 250 1.4 1.1 0.039 0 I I I I 0.0
1. 500 1.2 1.2 0.041 0 I I I I 0.0
1. 750 1.2 1.2 0.041 0 I I I I 0.0
2.000 1.4 1.3 0.043 0 I I I I 0.0
2.250 1.6 1.4 0.046 0 I I I I 0.0
2.500 1.6 1.5 0.049 0 I I I I 0.0
2.750 1.8 1.6 0.053 0 I I I I 0.0
3.000 2.0 1.7 0.058 0 I I I I 0.1
3.250 2.0 1.8 0.062 0 I I I I 0.1
3.500 2.0 1.9 0.065 0 I I 0.1
3.750 2.0 1.9 0.066 0 I I 0.1
4.000 2.2 2.0 0.068 0 I I 0.1
4.250 2.4 2.1 0.072 0 I I 0.1
4.500 2.6 2.3 0.078 0 I I 0.1
4.750 2.7 2.5 0.084 0 I I 0.1
5.000 3.0 2.6 0.090 0 I I 0.1
5.250 2.8 2.8 0.093 0 I I 0.1
5.500 2.7 2.7 0.093 0 I I 0.1
5.750 3.0 2.8 0.094 0 I I 0.1
6.000 3.1 2.9 0.098 0 I I 0.1
6.250 3.4 3.1 0.104 0 I I 0.1
6.500 3.5 3.2 0.110 0 I I 0.1
6.750 3.8 3.4 0.117 0 I I 0.1
7.000 3.9 3.6 0.123 0 I I 0.1
7.250 4.0 3.8 0.129 0 I I 0.1
7.500 3.1 3.7 0.125 0 I I 0.1
7.750 4.6 3.8 0.128 0 I I 0.1
8.000 8.5 5.1 0.172 0 I I 0.2
8.250 14.8 8.2 0.277 0 I I 0.2
8.500 19.1 12.3 0.417 0 I I 0.4
8.750 22.3 16.2 0.550 0 I I 0.5
9.000 26.7 20.1 0.681 01 I I 0.6
9.250 33.0 24.6 0.836 01 I I 0.7
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9.500 39.2 30.0 1. 018 10 I I I 0.9
I 9.750 44.0 35.4 1. 202 10 I I I 1.1
10.000 54.2 41.8 1.419 101 I I I 1.3
10.250 102.2 58.8 1. 996 I 01 I I I 1.8
10.500 176.2 96.3 3.270 I 0 I I I I 2.9
I 10.750 249.0 150.6 5.111 I 0 II I I 4.6
11.000 261. 4 174.8 7.023 I 0 I I I I 5.2
11.250 268.7 189.2 8.740 I 01 I I I 5.4
I 11. 500 296.7 204.1 10.519 I 01 I I I 5.7
11.750 318.0 220.6 12.483 I 0 I I I 6.0
12.000 330.8 237.1 14.457 I 10 I I I 6.4
12.250 350.8 253.7 16.428 I 10 I I I 6.7
I 12.500 384.4 271. 8 18.594 I I 0 I I I 7.1
12.750 438.3 294.1 21.247 I I 0 I I 7.5
13.000 519.1 323.5 24.757 I I 0 I I I 8.1
13.250 644.7 364.7 29.670 I I 0 I I I 8.9
I 13.500 738.3 416.9 35.884 I I 0 I I I 9.9
13.750 798.6 427.2 43.042 I 1 0 I I I 10.5
14.000 830.9 438.5 50.933 I I 0 I I 11.2
14.250 821. 5 449.8 58.828 I I 10 I II 11.8
I 14.500 786.9 460.1 66.046 I I 10 I I I 12.4
14.750 760.3 469.2 72 . 429 I I I 0 I I I 13.0
15.000 766.2 477.7 78.417 I I I 0 I I I 13.5
15.250 772.1 486.2 84.350 I I I 0 I I I 14.0
I 15.500 764.0 494.4 90.088 I I I 0 I I I 14.5
15.750 735.6 501. 8 95.288 I I I 0 I I I 14.9
16.000 693.8 506.7 99.637 I I I 0 I I I 15.2
16.250 622.1 510.0 102.728 I I I 0 II I 15.3
I 16.500 502.3 511. 2 103.794 I I I 0 I I 15.4
16.750 401. 2 509.9 102.579 I I II 0 I I 15.3
.17.000 280.5 506.1 99.126 I I I I 0 I I 15.1
17.250 162.9 499.0 93.323 I I I I 0 I I 14.7
I 17.500 88.6 488.2 85.723 I I I I 0 I I 14.1
17.750 67.9 476.3 77.376 I I I I 0 I I 13.4
18.000 40.5 464.0 68.783 II I 10 I I 12.7
I 18.250 15.7 451. 3 59.908 I 1 10 I I 11.9
18.500 8.1 438.5 50. 962 I I 0 I I 11.2
18.750 3.4 425.9 42.151 I I 0 I I 10.4
19.000 4.3 398.7 33.713 I I 01 I I 9.5
I 19.250 1.0 335.5 26.184 I I 0 I I 8.3
19.500 1.4 282.2 19.828 I I 0 I I 7.3
19.750 1.3 237.4 14.488 I 10 I I 6.4
20.000 1.0 199.7 9.997 I 01 I I 5.6
I 20.250 1.0 168.0 6.219 I 0 I I I 5.0
20.500 1.2 101. 8 3.455 I 0 I I I 3.1
20.750 1.2 54.8 1. 862 I 0 I I I 1.7
21.000 1.0 29.8 1. 010 10 I I 1 0.9
I 21.250 1.0 16.3 0.555 0 I I I 0.5
21. 500 1.0 9.2 0.312 0 I I I 0.3
21. 750 1.0 5.4 0.182 0 I I I 0.2
22.000 1.0 3.3 0.113 0 I I I 0.1
I 22.250 1.0 2.2 0.076 0 I I I 0.1
22.500 1.0 1.7 0.056 0 I I I 0.1
22.750 0.8 1.3 0.044 0 I I I 0.0
23.000 0.8 1.1 0.037 0 I I I 0.0
I 23.250 0.8 0.9 0.032 0 I I I 0.0
23.500 0.8 0.9 0.030 0 I I I 0.0
23.750 0.8 0.8 0.029 0 I I I 0.0
I 24.000 0.8 0.8 0.028 0 I I I 0.0
24.250 0.4 0.7 0.024 0 I I I 0.0
24.500 0.1 0.5 0.017 0 I I I 0.0
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25.000
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****************************HYDROGRAPH DATA-*-*-*..*-_._----_._--_.._--
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Number of intervals = 100
Time interval = 15.0 (Min.)
Maximum/Peak flow rate = 511.2 (CFS)
Total volume = 317.38 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 stream 2 stream 3 Stream 4 Stream 5
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Peak (CFS)
Vol (Ac.Ftl
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*********************************************************...***********
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WSPG CALCULATIONS - 36" STUB-OUT
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I
ELEVATION
:.
i . 113 116 119 122 125 128
5
.
I 7
I
I 10 f
I
I
I I
I
12 I
I 5 I
I
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I I
15 I
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I 17
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I 20
I
22
I
I 25
1 SECTION : 1325
I INTERIM 100 YEAR FLOW INTO TRACT 24182
~,?'7
I
ELEVATION
II
I I 113 116 119 122 125 128
5
I
I 7
I
I 10 if
I
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I I
I
12 I
I 5 I
1
! I
I I
15 (
I
I "
I 17
1
I 20
I
22
I
I 25
I SECTION : 1275
I INTERIM 100 YEAR FLOW INTO TRACT 24182 ?;?A.
II
ELEVATION
I
I 112 115 118 121 124 127
5
I
I 7
I
I 10 ,
I
12
I 5
I ! 15
I
I 17
I
I 20
I
22
I
I 25
I SECTION : 1200
I INTERIM 100 YEAR FLOW INTO, TRACT 24182 ~'?5
I
ELEVATION
1
I 112 115 118 121 124 127
5
I
I 7
I
10 ,
I I
I
I I
I
12 I
I ~ I
I
i I
I I
15 I
*
I
I 17
I
I 20
I
22
I
I 25
I SECTION : 1150
I INTERIM 100 YEAR FLOW INTO TRACT 24182 ?JY
--------
I
ELEVATION
I
I 110 113 116 119 122 125
5
I
I 7
I
10
I
I
12
I 5
!
I 15
I
I 17
I
I 20
I
22
I
I 25
I SECTION : 985
I INTERIM 100 YEAR FLOW INTO TRACT 24182 ";)~
I
ELEVATION
I
I 110 113 116 119 122 125
5
I
I 7
I
10 ,
I
I 12
I i s
I 15
I
I
I 17
I
I 20
I
22
I
I 25
I SECTION : 885
I INTERIM 100 YEAR FLOW INTO TRACT 24182 ?'1j..
I
I
1
1
I
1
1
I
I
,I
1
I
I
I
I
, 1
1
I
I
~ ~
APPENDIX "N"
EMERGENCY ESCAPE CALCULATIONS
-
~ ~
I 'f
p
0' 155' IDS' 100'
L
~ ~
C!o
~
~ ~O
~ '0
':>0
I
I.
I
I
I
I
I
1
I
I
I
I
I
I
1
I
I
I
I
EN\e.R.GENCY ESCAPES
LOCATED ON S,H.'''} AT "'rpll.oY>.
680' w. Of 6urrERFIt:LD S1I\6t: RD
U7e we IR.. 'FoR.t'1IJL A )
Q :=. 2.8 (Liz.) (J-Ilh
@,
~
(!
(3ft.
Q ~ 2.8 ?JOO/Z) (2.0) ~
~ ::. 2.8 (355/z)(Z.5)Jh;;
~ ==- 2.8 (4-Z0/Z)(3.0)3!z =-
//88 CFS
/%5 as
3055 C.Fs
I 101.0
IIO'!.5
11/0.0
e..IOO:=' 15'2.7, { CFs -> (W5E ~ /10'1.2)
f:X 1000 ~ J.4-5)<. (Y./oo =- ZZ /4 cF7 - (W5e:=. /10 <rJD ')
t~t. C.i.rTlcM Oel'rl-\- ;
&.l()') =' IS> "1./. I ,(-<, de.::- U-z.' Vv::- 7."3 Frs
w <;t:;::' \ 10 -, + \. '61.. 1"" (?,:;~ }i"l8 = 110 9. ~
&1000 ==- 7.1.14 c.f<> ~"'''' l.r:>' 1Jc..= ~.II fOP,>
IJJSe:= 1101 t Z.ls+ (~.II)/"l.o::::: 110"1.1
lOP of' ~-eF!-""~. \110.0 /ov-
3\~
?If'
I
I
I
I
I
I
1------------;-ENTERED-INFoRMATloN-FoR-suBcHANNEL-NuMBER--l-~----------------
NODE NUMBER "X" COORDINATE "Y" COORDINATE
============================================================================
.. RESULTS OF IRREGULAR CHANNEL ANALYSIS ..
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
============================================================================
(c) Copyr;gnt 1982-88 Advanced Eng;neer;nq Software (aes)
Ver. 3.3A Release Date: 8/02788 Serial # DE1721
Espec;ally prepared for:
KEITH COMPANIES
1
2
3
4
5
SUBCHANNEL
SUBC~ANNEL
0.00 1110.00
60.00 1107.00
215.00 1108.00
320.00 1109.00
420.00 1110.00
SLOPE(FEET/FEET) = 0.013190
MANNINGS FRICTION FACTOR = 0.030000
. . . . . . . . . ~0~t~A~ ~ ~C' ~ C6~ 1 t~ ~ i . ;. . . . i ~ a 6: i' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SVBCHANNEL FLOW AREA(SOUARE FEET) = 273.52
SUBCHANNEL FLOW VELOCliY(FEET/SEC.) = 5.631
SUBCHANNEL FROUDE NUMBER = 1.000
SUBCHANNEL FLOW TOP-WIDTH(FEET) =
SUBCHANNEL HYDRAULIC DEPTH(FEET) =
----------------------------------------------------------------------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED =
COMPUTED IRREGULAR CHANNEL FLOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
ELEVA T I ON. . . . . . ..... . .. . . . . . . . . . . ... . .
1527.10
1540.05
WATER SURFACE
1108.82
NOTE: WATER SuRFACE IS BELOw EXTREME
I----------~-----------------------------------------------------------------
. ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1:
NODE NUMBER "X" COORDINATE "yo COORDINATE
I
I
1.........~~~~~~~~~f.tf~~l~~~l;~~~~;~~~~~~;.:.....;~~:~;.....................
SUBCHANNEL FLOW VELOCliY(FEET/SEC.) = 6.105
SUBCHANNEL FROUDE NUMBER = 1.000 ~
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 315.85 ~~
Il_________~~~~::::~~_:~~~:~~~~_~~:::~:~~:~_:____~~~~_________________________
1
2
3
4
5
SUBCHANNEL
SUBCHANNEL
0.00
60.00
215.00
320.00
420.00
SLOPE(FEET/FEET) = 0.012500
MANNINGS FRICTION FACTOR = 0.030000
1110.00
1107.00
1108.00
1109.00
1110.00
,~~
I
I
1
I
1
1----------------------------------------------------------------------------
1
1
I
I
1
1
I
1
, 1
I
II
I
I
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED =
COMPUTED IRREGULAR CHANNEL FLOW(CFS) =
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH
E LEVA T I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2214.00
2232.51
WATER SURFACE
1109.13
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
?/A.1o
31.1