HomeMy WebLinkAboutHydrology & Hydraulic Analysis 7/16/9811 \
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TRACTS 23066-5 & 23:67-2
County of` Riverside
Prepared For:
US, HOME
4371 Latham Street
Suite 204
Riverside, CA 92501
Prepared By:
HUNSAKER &ASSOCIATES IRVINE, INC.
Three Hughes
Irvine, CA 92618
(949) 583-1010
W.O.#: 1663-23067-2 P—f
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•
`•
HYDROLOGY
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HYDRAULIC
ANALYSIS
FOR
TRACTS 23066-5 & 23067-2
COUNTY OF RIVERSIDE
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CAS
ii PREPARED UNDER THE SUPERVISION OF:
7116/1
L. Pa aduan, R.C.E. 56820 Exp. 6/30/01 Date:
HUNSAKER & ASSOCIATES
R V 1 N E I N C .
PLANNING a ENGINEERING a SURVEYING
Three Hughes • Irvine, CA 92618
PH: (714) 583-1010 • FX: (714)583-0759
IRVINE RIVERSIDE - SAN DIEGO - LAS VEGAS
9
L.J
0
TABLE OF CONTENTS
SECTION TITLE
NUMBER
I. INTRODUCTION
A. PROJECT LOCATION
B. STUDY PURPOSE
C. PROJECT STAFF
D. VICINITY MAP
II. DISCUSSION
A. HYDROLOGY
B. HYDRAULICS
III. APPENDICIES
•
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U
is
I. INTRODUCTION
A. PROJECT LOCATION
The project is located in the County of Riverside.
B. STUDY PURPOSE
The purpose of this study is analyze the drainage facilities for Tract No.
23066-5 and 23067-2.
Ima.Z11113101IMMU y y
Hunsaker & Associates, Inc. engineering staff involved in this study include:
Patrick Pagaduan, R.C.E.
Steven Barnhart, R.C.E.
Ha To Chau, Hydrologist
Tu Trinh, Hydrologist
T,�a30 && -s, T eca30&7
• A VICINITY MAP
•
ti T,S,
VICINITY MAP
SITE
• II. DISCUSSION
•
A. HYDROLOGY
Tracts 23066-5 and 23067-2 are located in the County of Riverside (see attached
vicinity map for detail).
Tracts 23066-5 and 23067-2 are divided into five drainage areas, A, B, C, D, and
E.
Drainage area `A' contains an approximate area of 121.3 acres (97.7 acres of
undeveloped area and 23.6 acres of proposed area) and produces a runoff of
310.6cfs at node 340 in the 100 -year storm. The total storm collected at node 308
is 262.3cfs, in which, 209.8cfs produced from area designations Al to A5 and
52.5cfs accounted for debris in the flow.
Drainage area `B' contains an approximate area of 30.2 acres and produces a
runoff of 64.8cfs at node 240 in the 100 -year storm. Flow from area `B' drains to
an existing 48" RCP located in the southern part of Nighthawk Pass.
Drainage area `C' contains an approximate area of 25.4 acres and produces a
runoff of 68.7cfs at node 410 in the 100 -year storm. Flow from area `C' drains to
an existing 48" RCP located in the northern part of Nighthawk Pass.
Drainage area `D' contains an approximate area of 7.6 acres and produces a runoff
of 19.9cfs at node 520 in the 100 -year storm. Flow from area `D' drains to an
existing 42" RCP located in the southern part of Nighthawk Pass. This flow then
confluences with the flow produced from drainage area `B'.
•
•
III. APPENDICES
HYDROLOGY CALCULATIONS
AREAS"A" "B,> "C> «D„ «E„
HYDRAULIC CALCULATIONS
TRACT 23066-5 LINE "B"
TRACT 23067-2 LINES "N", "Z", "A", "B"
(C.I.P.P. ALTERNATIVE)
CATCH BASIN CALCULATIONSNELOCITY CURVES
REFERENCE PLANS
HYDROLOGY MAPS
0
Drainage area `E' contains an approximate area of 20.3 acres and produces a
runoff of 50.Ocfs at node 620 in the 100 -year storm. Flow from area `D' drains to
an existing 30" RCP located in Redhawk Parkway. This flow then confluences
with the flow produced from drainage area `A' and conveys to an existing 66"
R.C.P.
B. HYDRAULICS
Hydraulic Calculations are based upon the L.A. County Flood Control District
"Water Surface Pressure Gradient" (WSPGN) program. Hydraulic grade line
control used to analyze each line was taken from the ultimate developed flows as
shown on the reference plans. For purposes of this analysis, a 100 -year storm was
used.
• Hydraulic Calculations for the cast -in-place pipe (C.I.P.P.) alternative have also
been included in this report.
Catch Basin Calculations are approximated based on the Bureau of Public Roads
nomograph plots for flowby and sump basins. Depths of flow were taken from the
R.C.F.C. & W.C.D. Hydrology Manual velocity discharge curves County
Standard No. 104.
Reference Plans showing portions of the existing systems have been included
herein.
E
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HYDROLOGY CALCULATIONS
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0
AREA "A"
M
E
• Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 06/19/98
------------------------------------------------------------------------
Hydrology Study Control Information
------------------------------------------------------------------------
Hunsaker & Associates Irvine, Inc. - S/N 647
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity -duration curves data (Plate D-4.1)
For the [ Elsinore-Wildomar ] area used.
10 year storm 10 minute intensity = 2.320 (in./hr.)
10 year storm 60 minute intensity = 0.980 (in./hr.)
100 year storm 10 minute intensity = 3.540 (in./hr.)
100 year storm 60 minute intensity = 1.500 (in./hr.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.500 (in./hr.)
Slope of intensity duration curve = 0.4800
•
++f++++++++++++++++++T+++++++T++++++++++++++++++++++++++++++TT}...T.?T
Process from Point/Station 300.000 to Point/Station 302.000
**** INITIAL AREA EVALUATION ****
I
Initial area flow distance = 800.000(Ft.)
Top (of initial area) elevation = 1382.000(Ft.)
Bottom (of initial area) elevation = 1355.000(Ft.)
Difference in elevation = 27.000(Ft.)
Slope = 0.03375 s(percent)= 3.38
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.131 min.
Rainfall intensity = 2.906(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.866
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 92.20
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 20.896(CFS)
Total initial stream area = 8.300(11,c.)
Pervious area fraction = 1.000
I
Process from Point/Station 302.000 to Point/Station 304.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1355.000(Ft.)
End of natural channel elevation = 1320.000(Ft.)
Length of natural channel = 1300.000(Ft.)
Estimated mean flow rate at midpoint of channel = 54.001(C7S)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean channel flow = 6.49(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0269
Corrected/adjusted channel slope = 0.0269
Travel time = 3.34 min. TC = 18.47 min.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.863
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.500
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 92.20
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.641(In/Hr) for a 100.0 year storm
Subarea runoff = 59.947(CFS) for 26.300(Ac.)
Total runoff = 80.842(CFS) Total area = 34.600(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 304.000 to Point/Station 306.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1320.000(Ft.)
End of natural channel elevation = 1280.000(Ft.)
Length of natural channel = 1200.000(Ft.)
Estimated mean flow rate at midpoint of channel = 106.076(CFS)
Natural valley channel type used
L.A. County flood control district
Velocity = (7 + 8(q^.352)(slope^0
Velocity using mean channel flow =
formula for channel velocity:
5)
8.82(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0333
Corrected/adjusted channel slope = 0.0333
Travel time = 2.27 min. TC = 20.73 min.
-T,ea3o��-s, -7',ea3o�7
Adding area flow to channel
UNDEVELO27-D (poor cover) subarea
Runoff Coefficient = 0.864
Decimal fraction soil group A = 0.000
Decimal _`raction soil group B = 0.440
Decimal fraction soil group C = 0.440
Decimal fraction soil group D = 0.120
RI index for soil(AMC 3) = 92.70
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.498(In/Hr) for a 100.0 year storm
Subarea runoff = 46.603(CFS) for 21.600(Ac.)
Total runoff = 127.445(CFS) Total area = 56.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 306.000 to Point/Station 308.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1280.000(Ft.)
End of natural channel elevation = 1225.000(Ft.)
Length of natural channel = 2300.000(Ft.)
Estimated mean flow rate at midpoint of channel = 170.078(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q^.352)(slope^0.5)
Velocity using mean channel flow = 8.63(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0239
Corrected/adjusted channel slope = 0.0239
Travel time = 4.44 min. TC = 25.18 min.
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.871
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.170
Decimal fraction soil group C = 0.170
Decimal fraction soil group D = 0.660
RI index for soil(AMC 3) = 94.65
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.276(In/Hr) for a 100.0 year storm
Subarea runoff = 74.540(CFS) for 37.600(Ac.)
Total runoff = 201.985(CFS) Total area = 93.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 308.000 to Point/Station 308.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 93.800(Ac.)
Runoff from this stream = 201.985(CFS)
Time of concentration = 25.18 min.
1
�J
Rainfall intensity = 2.276(In/Hr)
++++++++T++++++T+T+1-m++++Y++YT+++++++++++++++T+++++++++++++....V++-T+
Process from Point/Station. 310.000 to Point/Station 308.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 640.000(Ft.)
Top (of initial area) elevation = 1290.000(Ft.)
Bottom (of initial area) elevation = 1225.000(Ft.)
Difference in elevation = 65.000(Ft.)
Slope = 0.10156 s(percent)= 10.16
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.102 min.
Rainfall intensity = 3.371(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.882
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.100
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.800
RI index for soil(AMC 3) = 95.04
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 11.594(CFS)
Total initial stream area = 3.900(Ac.)
Pervious area fraction = 1.000
Process from Point/Station 308.000 to Point/Station 308.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.900(Ac.)
Runoff from this stream = 11.594(CFS)
Time of concentration = 11.10 min.
Rainfall intensity = 3.371(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 201.965 25.16
2 11.594 11.10
Largest stream flow has longer time
Qp = 201.985 + sum of
Qb Ia/Ib
11.594 * 0.675 = 7.
Qp = 209.811
Total of 2 streams to confluence:
Flow rates before confluence point:
201.985 11.594
. Area of streams before confluence:
93.800 3.900
Results of confluence:
2.276
3.371
of concentration
W.
Total flow rate = 209.811(CFS)
• Time of concentration = 25:178 min.
Effective stream area after confluence = 97.700(Ac.)
+++++T++++++++++++T+T.++-+-+1+++++++++++++++++++++++Y+++++1}-1........
Process from Point/Station 308.000 to Point/Station 308.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 97.700(Ac.)
Runoff from this stream = 209.811(CFS)
Time of concentration = 25.18 min.
Rainfall intensity = 2.276(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++------++
Process from Point/Station 308.000 to Point/Station 308.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Rainfall intensity = 2.276(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 31 = 95.60
Pervious area fraction = 1.000; Impervious fraction = 0.000
User specified values are as follows:
TC = 25.18 min. Rain intensity = 2.28(In/Hr)
Total area = 0.00(Ac:) Total runoff = 52.45(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 308.000 to Point/Station 308.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.000(Ac.)
Runoff from this stream = 52.450(CFS)
Time of concentration = 25.18 min.
Rainfall intensity = 2.276(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1
209.811
25.18 2.276
2
52.450
25.18 2.276
Largest
stream
flow has longer or shorter time of concentration
QP =
209.811
+ sum of
Qa
Tb/Ta
Qp =
52.450
262.257
* 1.000 = 52.446
x
Total of 2 streams to confluence:
Flow rates before confluence point:
209.811 52.450
Area of streams before confluence:
97.700 0.000
Results of confluence:
Total flow rate = 262.257(CFS)
Time of concentration = 25.178 min.
Effective stream area after confluence = 97.700(Ac.)
Process from Point/Station 308.000 to Point/Station 320.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1225.00(Ft.)
Downstream point/station elevation = 1224.00(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 262.257(CFS)
Nearest computed pipe diameter = 60.00(In.)
Calculated individual pipe flow = 262.257(CFS)
Normal flow depth in pipe = 49.59(In.)
Flow top width inside pipe = 45.44(In.)
Critical Depth = 53.95(In.)
Pipe flow velocity = 15.12(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 25.29 min.
Process from Point/Station 320.000 to Point/Station 320.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 97.700(Ac.)
Runoff from this stream = 262.257(CFS)
Time of concentration = 25.29 min.
Rainfall intensity = 2.271(In/Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++1+.f.1+++
Process from Point/Station 100.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1050.000(Ft.)
Top (of initial area) elevation = 1305.300(Ft.)
Bottom (of initial area) elevation = 1275.500(Ft.)
Difference in elevation = 29.800(Ft.)
Slope = 0.02838 s(percent)= 2.84
TC = k(0.390)*((length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.851 min.
Rainfall intensity = 3.143(In/Hr) for a 100.0 year storm
. SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Im_cervious fraction = 0.500
Initial subarea runoff = 21.184(CFS)
Total initial stream area = 7.700(A.c.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 104.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1275.500(Ft.)
End of street segment elevation = 1243.900(Ft.)
Length of street segment = 600.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 5.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1) side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 2.000(Ft.)
,Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
.
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
26.824(CFS)
Depth of flow = 0.499(Ft.), Average velocity = 7.459(Ft/s)
Streecflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.626(Ft.)
Flow velocity = 7.46(Ft/s)
Travel time = 1.34 min. TC = 14.19 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction
= 0.500
Rainfall intensity = 2.997(In/Hr) for a 100.0
year storm
Subarea runoff = 10.741(CFS) for 4.100(Ac.)
Total runoff = 31.925(CFS) Total area =
11.800(Ac.
Street flow at end of street = 31.925(CFS)
Half street flow at end of street = 31.925(CFS)
Depth of flow = 0.529(Ft.), Average velocity = 7.607(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
Distance that curb overflow reaches into property =
1.17(Ft.)
Flow width (from curb towards crown)= 20.000(Ft.)
.
T+++++++AT+++++++++TT++++++T++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 120.000
**-* PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1243.90(Ft.)
Downstream point/station elevation = 1240.90(Ft.)
Pipe length = 450.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 31.925(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 31.925(CFS)
Normal flow depth in pipe = 23.44(In.)
Flow top width inside pipe = 24.80(In.)
Critical Depth = 23.09(In.)
Pipe flow velocity = 7.77(Ft/s)
Travel time through pipe = 0.97 min.
Time of concentration (TC) = 15.16 min.
++++++++=+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 120.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 11.800(Ac.)
Runoff from this stream = 31.925(CFS)
Time of concentration = 15.16 min.
Rainfall intensity = 2.903(In/Hr)
Process from Point/Station 106.000 to Point/Station 108.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1050.000(Ft.)
Top (of initial area) elevation = 1255.100(Ft.)
Bottom (of initial area) elevation = 1241.000(Ft.)
Difference in elevation = 14.100(Ft.)
Slope = 0.01343 s(percent)= 1.34
TC = k(0.390)*((length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.926 min.
Rainfall intensity = 2.925(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.860
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.500
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.500
RI index for soil(AMC 3) = 82.30
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 8.299(CFS)
Total initial stream area = 3.300(Ac.)
Pervious area fraction = 0.500
Process from Point/Station 106.000 to Point/Station 120.000
**** CONFLUENCE OF MINOR STREAMS ****
Process from Point/Station 112.000 to Point/Station 120.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 3
Stream flow area = 1.900(Ac.)
Runoff from this stream = 5.240(CFS)
Time of concentration = 12.67 min.
Rainfall intensity = 3.164(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
Along Main Stream number: 2 in normal stream number 2
31.925
Stream flow area = 3.300(Ac.)
2.903
Runoff from this stream = 8.299(CFS)
2
Time of concentration. = 14.93 min.
14.93
Rainfall intensity = 2.925(In/Hr)
+++++++++++++++++++++T++++L11+++++++++++++++++++++++++++++++++++TT+-++
5.240
Process from Point/Station 110.000 to Point/Station 112.000
3.164
**** INITIAL AREA EVALUATION ****
Largest
Initial area flow distance = 550.000(Ft.)
flow has longer
Top (of initial area) elevation = 1244.600(Ft.)
Bottom (of initial area) elevation = 1240.000(Ft.)
31.925
Difference in elevation = 4.600(Ft.)
Slope = 0.00836 s(percent)= 0.84
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Ia/Ib
Initial area time of concentration = 12.669 min.
.
Rainfall intensity = 3.164(In/Hr) for a 100.0 year storm
8.299
Qb
SINGLE FAMILY (1/4 Acre Lot)
8.238
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
* 0.918 =
Decimal fraction soil group B = 0.160
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.840
RI index for soil(A.MC 3) = 86.18
Pervious area fraction = 0.500; Impervious fraction = 0.500
.
Initial subarea runoff = 5.240(CFS)
Total initial stream area = 1.900(Ac.)
Pervious area fraction = 0.500
Process from Point/Station 112.000 to Point/Station 120.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 3
Stream flow area = 1.900(Ac.)
Runoff from this stream = 5.240(CFS)
Time of concentration = 12.67 min.
Rainfall intensity = 3.164(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1
31.925
15.16
2.903
2
8.299
14.93
2.925
3
5.240
12.67
3.164
Largest
stream
flow has longer
time of concentration
Qp -
31.925
+ sum of
Qb
Ia/Ib
.
8.299
Qb
* 0.993 =
Ia/Ib
8.238
5.240
* 0.918 =
4.608
Process from Point/Station 320.000 to Point/Station 320.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 17.000(Ac.)
Runoff from this stream = 44.971(CFS)
Time of concentration = 15.29 min.
Rainfall intensity = 2.891(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 262.257 25.29 2.271
2 44.971 15.29 2.891
Largest stream flow has longer time of concentration
Qp = 262.257 + sum of
Qb Ia/Ib
44.971 * 0.785 = 35.322
Qp = 297.580
Total of 2 main streams to confluence:
Flow rates before confluence point:
�ie a3066 -S, -Pe aid&7
Qp = 44 .971
Total of 3 streams to confluence:
Flow rates before confluence point:
31.925 8.299 5.240
Area of streams before confluence:
11.800 3.300 1.900
Results of confluence:
Total flow rate = 44.971(CFS)
Time of concentration = 15.157 min.
Effective stream area after confluence = 17.000(Ac.)
Process from Point/Station 120.000 to Point/Station 320.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1240.00(Ft.)
Downstream point/station elevation = 1238.00(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 44.971(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 44.971(CFS)
Normal flow depth in pipe = 22.83(In.)
Flow top width inside pipe = 19.52(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.54(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 15.29 min.
Process from Point/Station 320.000 to Point/Station 320.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 17.000(Ac.)
Runoff from this stream = 44.971(CFS)
Time of concentration = 15.29 min.
Rainfall intensity = 2.891(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 262.257 25.29 2.271
2 44.971 15.29 2.891
Largest stream flow has longer time of concentration
Qp = 262.257 + sum of
Qb Ia/Ib
44.971 * 0.785 = 35.322
Qp = 297.580
Total of 2 main streams to confluence:
Flow rates before confluence point:
�ie a3066 -S, -Pe aid&7
11
262.257
Area of screams
97.700
44.971
before confluence:
17.000
Results of confluence:
Total flow rate = 297.580(CFS)
Time of concentration = 25.288 min.
Effective stream area after confluence = 114.700(Ac.)
++++++T+++++++++'+....++"F++.T++++++++++++}+++++++++++++++++++++++l++-t+
Process from Point/Station 320.000 to Point/Station 330.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1238.00(Ft.)
Downstream point/station elevation = 1236.00(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Reauired pipe flow = 297.580(CFS)
Nearest computed pipe diameter = 48.00(In.)
Calculated individual pipe flow = 297.580(CFS)
Normal flow depth in pipe = 41.06(In.)
Flow top width inside pipe = 33.76(In.)
Critical depth could not be calculated.
Pipe flow velocity = 25.98(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 25.32 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-++
Process from Point/Station 330.000 to Point/Station 330.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 114.700(Ac.)
Runoff from this stream = 297.580(CFS)
Time of concentration = 25.32 min.
Rainfall intensity = 2.270(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 324.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 400.000(Ft.)
Top (of initial area) elevation = 1257.300(Ft.)
Bottom (of initial area) elevation = 1239.600(Ft.
Difference in elevation = 17.700(Ft.)
Slope = 0.04425 s(percent)= 4.43
TC = k(0.420)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.608 min.
Rainfall intensity = 3.809(In/Hr) for a 100
. SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
0 year storm
L(
Process from Point/Station 324.000 to Point/Station 329.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 2.700(Ac.)
Runoff from this stream = 9.004(CFS)
Time of concentration = 8.61 min.
Rainfall intensity = 3.809(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-r+-++
Process from Point/Station 326.000 to Point/Station 328.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 450.000(Ft.)
Top (of initial area) elevation = 1258.600(Ft.)
. Bottom (of initial area) elevation = 1239.600(Ft.
Difference in elevation = 19.000(Ft.)
Slope = 0.04222 s(percent)= 4.22
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.457 min.
Rainfall intensity = 3.842(In/Hr) for a 100
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
0 year storm
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 2.704(CFS)
Total initial stream area = 0.800(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++T+++++T+++++++++++++++++++++++++++++++++++1+++
Process from Point/Station 328.000 to Point/Station 328.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.800(Ac.)
Runoff from this stream = 2.704(CFS)
Time of concentration = 8.46 min.
. Rainfall intensity = 3.842(In/Hr)
Summary of stream data:
Decimal fraction soil group
3 =
0.000
Decimal fraction soil group
C =
0.000
Decimal fraction soil group
D =
1.000
RI index for soil(AMC 3) =
88.00
Pervious area fraction = 0.600;
Impervious fraction = 0.400
Initial subarea runoff =
9.004(CFS)
Total initial stream area =
2.700(Ac.)
Pervious area fraction = 0.600
Process from Point/Station 324.000 to Point/Station 329.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 2.700(Ac.)
Runoff from this stream = 9.004(CFS)
Time of concentration = 8.61 min.
Rainfall intensity = 3.809(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-r+-++
Process from Point/Station 326.000 to Point/Station 328.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 450.000(Ft.)
Top (of initial area) elevation = 1258.600(Ft.)
. Bottom (of initial area) elevation = 1239.600(Ft.
Difference in elevation = 19.000(Ft.)
Slope = 0.04222 s(percent)= 4.22
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.457 min.
Rainfall intensity = 3.842(In/Hr) for a 100
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
0 year storm
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 2.704(CFS)
Total initial stream area = 0.800(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++T+++++T+++++++++++++++++++++++++++++++++++1+++
Process from Point/Station 328.000 to Point/Station 328.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.800(Ac.)
Runoff from this stream = 2.704(CFS)
Time of concentration = 8.46 min.
. Rainfall intensity = 3.842(In/Hr)
Summary of stream data:
Total of 2 streams to confluence:
Flow rates before confluence point:
9.004 2.704
Area of streams before confluence:
2.700 0.800
Results of confluence:
Total flow rate = 11.685(CFS)
Time of concentration = 8.608 min.
Effective stream area after confluence = 3.500(Ac.)
Process from Point/Station 328.000 to Point/Station 320.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.500(Ac.)
Runoff from this stream = 11.685(CFS)
Time of concentration = 8.61 min.
Rainfall intensity = 3.809(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 297.580 25.32 2.270
2 11.685 8.61 3.809
Largest stream flow has longer time of concentration
Qp = 297.580 + sum of
Qb Ia/Ib
11.685 * 0.596 = 6.961
Qp = 304.541
Total of 2 main streams to confluence:
Flow rates before confluence point:
297.580 11.685
Area of streams before confluence:
114.700 3.500
Results of confluence:
Total flow rate = 304.541(CFS)
Time of concentration = 25.321 min.
Stream
Flow rate
TC
Rainfall Intensity
No.
(CFS)
(min)
(In/Hr)
1
9.004
8.61
3.809
2
2.704
8.46
3.842
Largest
stream flow
has longer
time of concentration
Qp =
9.004 + sum
of
Qb
Ia/Ib
2.704 *
0.992 =
2.681
Qp =
11.685
Total of 2 streams to confluence:
Flow rates before confluence point:
9.004 2.704
Area of streams before confluence:
2.700 0.800
Results of confluence:
Total flow rate = 11.685(CFS)
Time of concentration = 8.608 min.
Effective stream area after confluence = 3.500(Ac.)
Process from Point/Station 328.000 to Point/Station 320.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.500(Ac.)
Runoff from this stream = 11.685(CFS)
Time of concentration = 8.61 min.
Rainfall intensity = 3.809(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 297.580 25.32 2.270
2 11.685 8.61 3.809
Largest stream flow has longer time of concentration
Qp = 297.580 + sum of
Qb Ia/Ib
11.685 * 0.596 = 6.961
Qp = 304.541
Total of 2 main streams to confluence:
Flow rates before confluence point:
297.580 11.685
Area of streams before confluence:
114.700 3.500
Results of confluence:
Total flow rate = 304.541(CFS)
Time of concentration = 25.321 min.
0
Effective stream area after confluence = 118.200(Ac.)
+++++++++++++++++++---+++++++++++++++++++++++++++++++++++++++++++++T++
Process from Point/Station 330.000 to Point/Station 340.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1236.00(Ft.)
Downstream point/station elevation = 1212.00(Ft.)
Pipe length = 500.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Recuired pipe flow = 304.541(CFS)
Nearest computed pipe diameter = 48.00(in.)
Calculated individual pine flow = 304.541(CFS)
Normal flow depth in pipe = 38.02(In.)
Flow top width inside pipe = 38.96(In.)
Critical depth could not be calculated.
Pipe flow velocity = 28.53(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 25.61 min.
++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++T++
Process from Point/Station 340.000 to Point/Station 340.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 118.200(Ac.)
Runoff from this stream = 304.541(CFS)
Time of concentration = 25.61 min.
Rainfall intensity = 2.257(In/Hr)
Process from Point/Station 332.000 to Point/Station 334.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 850.000(Ft.)
Top (of initial area) elevation = 1231.000(Ft.)
Bottom (of initial area) elevation = 1212.000(Ft.)
Difference in elevation = 19.000(Ft.)
Slope = 0.02235 s(percent)= 2.24
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.387 min.
Rainfall intensity = 3.199(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.845
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 4.323(CFS)
Total initial stream area = 1.600(Ac.)
Pervious area fraction = 0.500
0
-1.1. }..
Process from Point/Station 340.000 to Point/Station 340.000
***" CONFLUENCE OF MINOR STRE;uMS ****
Along Main Stream number:
Stream flow area = 1
Runoff from this scream =
Time of concentration =
Rainfall intensity =
1 in normal stream number 2
.600(Ac.)
4.323(CFS)
12.39 min.
3.199(In/Hr)
Process from Point/Station 336.000 to Point/Station 338.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 850.000(Ft.)
Top (of initial area) elevation = 1231.000(Ft.)
Bottom (of initial area) elevation = 1212.000(Ft.)
Difference in elevation = 19.000(Ft.)
Slope = 0.02235 s(percent)= 2.24
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.387 min.
Rainfall intensity = 3.199(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 4.202(CFS)
Total initial stream area = 1.500(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+..+.
Process from Point/Station 340.000 to Point/Station 340.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number:
Stream flow area = 1
Runoff from this stream =
Time of concentration =
Rainfall intensity =
Summary of stream data:
1 in normal stream number 3
.500(Ac.)
4.202(CFS)
12.39 min.
3.199(In/Hr)
Stream Flow rate TC Rainfall Intensity
No. (CES) (min) (In/Hr)
1 304.541 25.61 2.257
2 4.323 12.39 3.199
3 4.202 12.39 3.199
Largest stream flow has longer time of concentration
Qp = 304.541 + sum of
Qb Ia/Ib
4.323 * 0.706 = 3.050
Q4 I
4.202 0.706
6 = 2.965
Qp = 310.556
Total of 3 streams to confluence:
Flow rates before confluence point:
304.541 4.323 4.202
Area of streams before confluence:
118.200 1.600 1.500
Results of confluence:
Total flow rate = 310.556(CFS)
Time of concentration = 25.613 min.
Effective stream area after confluence = 121.300(Ac.)
End of computations, total study area = 121.30 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.905
Area averaged RI index number = 81.8
C�
AREA `B"
171
0
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version. 3.3
Ra_ional Hydrology Study Date: 06/10/98
------------------------------------------------------------------------
Hydrology Study Control Information **********
Hunsaker & Associates Irvine, Inc. - SIN 647
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360 (in./hr.)
10 year storm 60 minute intensity = 0.880 (in./hr.)
100 year storm 10 minute intensity = 3.480 (in./hr.)
100 year storm 60 minute intensity = 1.300 (in./hr.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (in./hr.)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++:++++r+T
Process from Point/Station 200.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 800.000(Ft.)
Top (of initial area) elevation = 1367.000(Ft.)
Bottom (of initial area) elevation = 1300.000(Ft.)
Difference in elevation = 67.000(Ft.)
Slope = 0.06375 s(percent)= 8.38
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.616 min.
Rainfall intensity = 3.065(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.882
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 95.60
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 13.522(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 1.000
-T?ec230&l0-S, 7�e93o(a7
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ T
Process from Point/Station 202.000 to Point/Station 204.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION *'**
Top of natural channel elevation = 1300.000(Ft.)
End of natural channel elevation = 1247.000(Ft.)
Length of natural channel = 650.000(Ft.)
Estimated mean flow rate at midpoint of channel = 25.015(C7S)
Natural mountain channel type used
L.A. County flood control district formula for channel velocity:
Velocity = 5.48(q^.33)(slope^.492)
Velocity using mean channel flow = 4.62(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0815
Corrected/adjusted channel slope = 0.0815
Travel time = 2.35 min. TC = 14.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 220.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1247.00(Ft.)
Downstream point/station elevation = 1239.00(Ft.)
Pipe length = 800.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 34.410(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 34.410(CFS)
Normal flow depth in pipe = 21.05(In.)
Flow top width inside pipe = 27.45(In.)
Critical Depth = 23.93(In.)
Pipe flow velocity = 9.36(Ft/s)
Travel time through pipe = 1.42 min.
Time of concentration (TC) = 16.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 220.000
**** CONFLUENCE OF MINOR STREAMS ****
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.881
Decimal fraction soil group A =
0.000
Decimal fraction soil group B =
0.000
Decimal fraction soil group C =
0.000
Decimal fraction soil group D =
1.000
RI index for soil(AMC 3) = 95.60
Pervious area fraction = 1.000;
Impervious fraction
= 0.000
Rainfall intensity = 2.791(In/Hr)
for a 100.0
year storm
Subarea runoff = 20.889(CFS)
for 8.500(Ac.)
Total runoff = 34.410(CFS)
Total area =
13.500(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 204.000 to Point/Station 220.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1247.00(Ft.)
Downstream point/station elevation = 1239.00(Ft.)
Pipe length = 800.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 34.410(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 34.410(CFS)
Normal flow depth in pipe = 21.05(In.)
Flow top width inside pipe = 27.45(In.)
Critical Depth = 23.93(In.)
Pipe flow velocity = 9.36(Ft/s)
Travel time through pipe = 1.42 min.
Time of concentration (TC) = 16.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 220.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 13.500(Ac.)
Runoff from this stream = 34.410(CFS)
Time of concentration = 16.39 min.
Rainfall intensity = 2.654(In/Hr)
+++++++++++++++++++++++++++L++++++++++++I++++++++++++++++++T++T+T+--++
Process from Point/Station 206.000 to Point/Station 208.000
**** INITIAL AREA EVALUATION ****
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 208.000 to Point/Station 220.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.600(Ac.)
Runoff from this stream = 11.382(CFS)
Time of concentration = 14.54 min.
Rainfall intensity = 2.835(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 212.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 900.000(Ft.)
Top (of initial area) elevation = 1265.400(Ft.)
Bottom (of initial area) elevation = 1253.500(Ft.)
Difference in elevation = 11.900(Ft.)
Slope = 0.01322 s(percent)= 1.32
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 19.077 min.
Rainfall intensity = 2.886(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Initial area flow distance = 950.000(Ft.)
Top (of initial area) elevation = 1265.400(Ft.)
Bottom (of initial area) elevation = 1253.500(Ft.)
Difference in elevation = 11.900(Ft.)
Slope = 0.01253 s(percent)= 1.25
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.541 min.
Rainfall intensity = 2.835(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
.
Initial subarea runoff = 11.382(CFS)
Total initial stream area = 4.600(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 208.000 to Point/Station 220.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.600(Ac.)
Runoff from this stream = 11.382(CFS)
Time of concentration = 14.54 min.
Rainfall intensity = 2.835(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 212.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 900.000(Ft.)
Top (of initial area) elevation = 1265.400(Ft.)
Bottom (of initial area) elevation = 1253.500(Ft.)
Difference in elevation = 11.900(Ft.)
Slope = 0.01322 s(percent)= 1.32
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 19.077 min.
Rainfall intensity = 2.886(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.873
. Decimal fraction soil group A = 0.000
Decimal fraction soil croup 3 = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction. = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 6.300(CFS)
Total initial stream area = 2.500(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-++
Process from Point/Station 212.000 to Point/Station 220.000
**** CONFLUENCE OF MINOR STREAMS ***'
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 2.500(Ac.)
Runoff from this stream = 6.300(CFS)
Time of concentration = 14.08 min.
Rainfall intensity = 2.886(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
•
1
2
34.410
11.382
16.39
14.54
2.654
2.835
3
6.300
14.08
2.886
Largest
stream
flow has longer time of
concentration
Qp =
34.410
+ sum of
Qb
Ia/Ib
11.382
* 0.936 = 10.658
Qb
Ia/Ib
6.300
* 0.920 = 5.796
Qp =
50.864
Total of 3 streams to confluence:
Flow rates before confluence point:
34.410 11.382 6.300
Area of streams before confluence:
13.500 4.600 2.500
Results of confluence:
Total flow rate = 50.864(CFS)
Time of concentration = 16.385 min.
Effective stream area after confluence = 20.600(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 230.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1239.00(Ft.)
Downstream point/station elevation = 1229.00(Ft.)
Pipe length = 700.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 50.864(CFS)
Process from Point/Station 230.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 20.600(Ac.)
Runoff from this stream = 50.864(CFS)
Time of concentration = 17.41 min.
Rainfall intensity = 2.567(In/Hr)
+++++++++++++++++++++=++++T+++++++++++++++++++++++++++++++++++++_:++++
Process from Point/Station 222.000 to Point/Station 224.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 550.000(Ft.)
Top (of initial area) elevation = 1236.700(Ft.)
Bottom (of initial area) elevation = 1229.000(Ft.)
Difference in elevation = 7.700(Ft.)
Slope = 0.01400 s(percent)= 1.40
TC = k(0.390)*[(1ength^3)/(elevation change)]^0.2
Initial area time of concentration = 11.428 min.
Rainfall intensity = 3.236(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 12.758(CFS)
Total initial stream area = 4.500(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 224.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.500(Ac.)
Runoff from this stream = 12.758(CFS)
Time of concentration = 11.43 min.
Rainfall intensity = 3.236(In/Hr)
Summary of stream data:
Nearest computed pipe
diameter =- 30.00(In.)
Calculated individual
pipe
flow 50.864(CFS)
Normal flow depth in
pipe =
25.73(In.)
Flow top width inside
pipe
= 20.95(In.)
Critical Depth = 27.73(In.)
Pipe flow velocity =
11.35(Ft/s)
Travel time through pipe
=
1.03 min.
Time of concentration
(TC)
= 17.41 min.
Process from Point/Station 230.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 20.600(Ac.)
Runoff from this stream = 50.864(CFS)
Time of concentration = 17.41 min.
Rainfall intensity = 2.567(In/Hr)
+++++++++++++++++++++=++++T+++++++++++++++++++++++++++++++++++++_:++++
Process from Point/Station 222.000 to Point/Station 224.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 550.000(Ft.)
Top (of initial area) elevation = 1236.700(Ft.)
Bottom (of initial area) elevation = 1229.000(Ft.)
Difference in elevation = 7.700(Ft.)
Slope = 0.01400 s(percent)= 1.40
TC = k(0.390)*[(1ength^3)/(elevation change)]^0.2
Initial area time of concentration = 11.428 min.
Rainfall intensity = 3.236(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 12.758(CFS)
Total initial stream area = 4.500(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 224.000 to Point/Station 230.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.500(Ac.)
Runoff from this stream = 12.758(CFS)
Time of concentration = 11.43 min.
Rainfall intensity = 3.236(In/Hr)
Summary of stream data:
Total of 2 streams to confluence:
Flow rates before confluence point:
50.864 12.758
Area of streams before confluence:
20.600 4.500
Results of confluence:
Total flow rate = 60.984(CFS)
Time of concentration = 17.414 min.
Effective stream area after confluence = 25.100(Ac.)
+++++++++++++++++++++T+++++++++++++++++++++++++++++++++++++++++++++•l+
Process from Point/Station 230.000 to Point/Station 240.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1229.00(Ft.)
is
Downstream point/station elevation = 1222.50(Ft.)
.Pipe length = 150.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 60.984(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 60.984(CFS)
Normal flow depth in pipe = 20.91(In.)
Flow top width inside pipe = 22.57(In.)
Critical depth could not be calculated.
Pipe flow velocity = 18.44(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 17.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 240.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 25.100(Ac.)
Runoff from this stream = 60.984(CFS)
Time of concentration = 17.55 min.
Rainfall intensity = 2.556(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 232.000 to Point/Station 234.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1100.000(Ft.)
Stream
Flow rate TC
Rainfall Intensity
No.
(CFS) (min)
(In/Hr)
1
50.864 17.41
2.567
2
12.758 11.43
3.236
Largest
stream flow has longer
time of concentration
Qp =
50.864 + sum of
Qb !a/Ib
12.758 0.793 =
10.120
Qp =
60.984
Total of 2 streams to confluence:
Flow rates before confluence point:
50.864 12.758
Area of streams before confluence:
20.600 4.500
Results of confluence:
Total flow rate = 60.984(CFS)
Time of concentration = 17.414 min.
Effective stream area after confluence = 25.100(Ac.)
+++++++++++++++++++++T+++++++++++++++++++++++++++++++++++++++++++++•l+
Process from Point/Station 230.000 to Point/Station 240.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1229.00(Ft.)
is
Downstream point/station elevation = 1222.50(Ft.)
.Pipe length = 150.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 60.984(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 60.984(CFS)
Normal flow depth in pipe = 20.91(In.)
Flow top width inside pipe = 22.57(In.)
Critical depth could not be calculated.
Pipe flow velocity = 18.44(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 17.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 240.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 25.100(Ac.)
Runoff from this stream = 60.984(CFS)
Time of concentration = 17.55 min.
Rainfall intensity = 2.556(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 232.000 to Point/Station 234.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1100.000(Ft.)
Top (of initial area) elevation = 1255.300(Ft.)
Bottom (of initial area) elevation = 1222.500(Ft.)
Difference in elevation = 32.800(Ft.)
Slope = 0.02982 s(percent)= 2.98
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.964 min.
Rainfall intensity = 3.019(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 8.977(CFS)
Total initial stream area = 3.400(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++11+++++TL++++++++++T1++++++++++++++++++?++T+T1....
Process from Point/Station 234.000 to Point/Station 240.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.400(Ac.)
Runoff from this stream = 8.977(CFS)
• Time of concentration = 12.96 min.
Rainfall intensity = 3.019(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 236.000 to Point/Station 238.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 650.000(Ft.)
Top (of initial area) elevation = 1238.500(Ft.)
Bottom (of initial area) elevation = 1222.500(Ft.)
Difference in elevation = 16.000(Ft.)
Slope = 0.02462 s(percent)= 2.46
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.914 min.
Rainfall intensity = 3.319(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.877
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 4.947(CFS)
Total initial stream area = 1.700(Ac.)
Pervious area fraction = 0.500
0 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++r++
0
0
Process from Point/S_ation 238.000 to Point/Station 240.000
*"** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.700(Ac.)
Runoff from this stream = 4.947(CFS)
Time of concentration = 10.91 min.
Rainfall intensity = 3.319(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 60.984 17.55 2.556
2 4.947 10.91 3.319
Largest stream flow has longer time of concentration
Qp = 60.984 + sum of
Qb Ia/Ib
4.947 * 0.770 = 3.809
Qp = 64.794
Total of 2 streams to confluence:
Flow rates before confluence point:
60.984 4.947
Area of streams before confluence:
25.100 1.700
Results of confluence:
Total flow rate = 64.794(CFS)
Time of concentration = 17.549 min.
Effective stream area after confluence =
End of computations, total study area =
The following figures may
26.800(Ac.)
30.20 (Ac
be used for a unit hydrograoh study of the same area.
Area averaged pervious area fraction(Ap) = 0.724
Area averaged RI index number = 81.3
0
0
AREA "C"
7-e;2,30&&-5, `7/e.93047
• Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESICN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 06/10/98
------------------------------------------------------------------------
********* Hydrology Study Control Information
------------------------------------------------------------------------
Hunsaker & Associates Irvine, Inc. - SIN 647
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity -duration curves data (Plate D-4.1)
For the [ Elsinore-Wildomar ] area used.
10 year storm 10 minute intensity = 2.320 (in./hr.)
10 year storm 60 minute intensity = 0.980 (in./hr.)
100 year storm 10 minute intensity = 3.540 (in./hr.)
100 year storm 60 minute intensity = 1.500 (in./hr.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.500 (in./hr.)
Slope of intensity duration curve = 0.4800
Process from Point/Station 400.000 to Point/Station 402.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 800.000(Ft.)
Top (of initial area) elevation = 1364.000(Ft.)
Bottom (of initial area) elevation = 1280.000(Ft.)
Difference in elevation = 84.000(Ft.)
Slope = 0.10500 s(percent)= 10.50
TC = k(0.530)*((length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.058 min.
Rainfall intensity = 3.240(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.400
Decimal fraction soil group C = 0.400
Decimal fraction soil group D = 0.200
RI index for soil(AMC 3) = 93.04
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 20.370(CFS)
• Total initial stream area = 7.200(Ac.)
Pervious area fraction = 1.000
Process from Point/Station 402.000 to Point/Station 404.000
**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION ****
Top of natural channel elevation = 1280.000(Ft.)
End of natural channel elevation = 1230.000(Ft.)
Length of natural channel = 1000.000(Ft.)
Estimated mean flow rate at midpoint of channel = 41.165(CFS)
Natural valley channel type used
L.A. County flood control district formula for channel velocity:
Velocity = (7 + 8(q-.352)(slope^0.5)
Velocity using mean channel flow = 8.19(Ft/s)
Correction to map slope used on extremely rugged channels with
drops and waterfalls (Plate D-6.2)
Normal channel slope = 0.0500
Corrected/adjusted channel slope = 0.0500
Travel time = 2.04 min. TC = 14.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 410.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1230.00(Ft.)
Downstream point/station elevation = 1228.00(Ft.)
Pipe length 175.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 59.142(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 59.142(CFS)
Normal flow depth in pipe = 28.69(In.)
Flow top width inside pipe = 22.25(In.)
Critical Depth = 29.73(In.)
Pipe flow velocity = 10.79(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 14.36 min.
Process from Point/Station 410.000 to Point/Station 410.000
**** CONFLUENCE OF MINOR STREAMS ****
Adding area flow to
channel
UNDEVELOPED (poor cover)
subarea
Runoff Coefficient =
0.877
Decimal fraction soil
group A =
0.000
Decimal fraction soil
group B =
0.200
Decimal fraction soil
group C =
0.200
Decimal fraction soil
group D =
0.600
RI index for soil(AMC
3) = 94.48
Pervious area fraction
= 1.000;
Impervious fraction
= 0.000
Rainfall intensity =
3.007(In/Hr)
for a 100.0
year storm
Subarea runoff =
38.772(CFS)
for 14.700(Ac.)
Total runoff = 59.142(CFS)
Total area =
21.900(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 410.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1230.00(Ft.)
Downstream point/station elevation = 1228.00(Ft.)
Pipe length 175.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 59.142(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 59.142(CFS)
Normal flow depth in pipe = 28.69(In.)
Flow top width inside pipe = 22.25(In.)
Critical Depth = 29.73(In.)
Pipe flow velocity = 10.79(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 14.36 min.
Process from Point/Station 410.000 to Point/Station 410.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 21.900(Ac.)
Runoff from this stream = 59.142(CFS)
Time of concentration = 14.36 min.
Rainfall intensity = 2.979(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++_++
Process from Point/Station 406.000 to Point/Station 408.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 800.000(Ft.)
Top (of initial area) elevation = 1340.000(Ft.)
Bottom (of initial area) elevation = 1245.000(Ft.)
Difference in elevation = 95.000(Ft.)
Slope = 0.11875 s(percent)= 11.88
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.765 min.
Rainfall intensity = 3.279(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 95.60
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 10.139(CFS)
Total initial stream area = 3.500(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 408.000 to Point/Station 410.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1245.00(Ft.)
Downstream point/station elevation = 1228.00(Ft.)
Pipe length = 525.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.139(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 10.139(CFS)
Normal flow depth in pipe = 10.84(In.)
Flow top width inside pipe = 13.43(In.)
Critical Depth = 14.24(In.)
Pipe flow velocity = 10.67(Ft/s)
Travel time through pipe = 0.82 min.
Time of concentration (TC) = 12.58 min.
++++++++++++++++++++++++++++++++++++++T+++++++++++++++++++++++T+L+T••1
Process from Point/Station 410.000 to Point/Station 410.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream
Stream flow area = 3.500(Ac.)
9
Runoff from this stream = 10.139(CFS)
Time of concentration = 12.58 min.
Rainfall intensity = 3.175(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min)
(In/Hr)
1 59.142 14.36 2.979
2 10.139 12.58 3.175
Largest stream flow has longer time of concentration
Qp = 59.142 + sum of
Qb Ia/Ib
10.139 0.938 = 9.515
QP = 68.657
Total of 2 streams to confluence:
Flow rates before confluence point:
59.142 10.139
Area of streams before confluence:
21.900 3.500
Results of confluence:
Total flow rate = 68.657(CFS)
Time of concentration = 14.364 min.
Effective stream area after confluence =
25.400(Ac.)
End of computations, total study area =
25.40 (Ac
The following figures may
be used for a unit hydrograph study of the
same area.
Area averaged pervious area fraction(Ap) =
1.000
Area averaged RI index number = 85.8
9
n
L_J
AREA "D"
u
0
q►
n
LJ
9
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 06/10/98
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Hunsaker & Associates Irvine, Inc. - SIN 647
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity -duration curves data (Plate D-4.1)
For the [ Elsinore-Wildomar ] area used.
10 year storm 10 minute intensity = 2.320 (in./hr.)
10 year storm 60 minute intensity = 0.980 (in./hr.)
100 year storm 10 minute intensity = 3.540 (in./hr.)
100 year storm 60 minute intensity = 1.500 (in./hr.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.500 (in./hr.)
Slope of intensity duration curve = 0.4800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 500.000 to Point/Station 502.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1000.000(Ft.)
Top (of initial area) elevation = 1252.000(Ft.)
Bottom (of initial area) elevation = 1235.500(Ft.
Difference in elevation = 16.500(Ft.)
Slope = 0.01650 s(percent)= 1.65
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 14.046 min.
Rainfall intensity = 3.011(In/Hr) for a 100
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
0 year storm
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 10.006(CFS)
Total initial stream area = 3.800(Ac.)
Pervious area fraction = 0.500
+++++++++++++++++++++++++++++L+++++++++++++++++++++++++++++++L+++++-+i
Process from Point/Station 502.000 to Point/Station 520.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1235.50(Ft.)
Downstream point/station elevation = 1234.20(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.006(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 10.006(CFS)
Normal flow depth in pipe = 12.59(In.)
Flow top width inside pipe = 16.51(In.)
Critical Depth = 14.64(In.)
Pipe flow velocity = 7.59(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 14.27 min.
++++++++++++++++++++++++++T+++++++++++++++++++++++++++++++++++++++TT++
Process from Point/Station 520.000 to Point/Station 520.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.800(Ac.)
Runoff from this stream = 10.006(CFS)
Time of concentration = 14.27 min.
Rainfall intensity = 2.989(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 504.000 to Point/Station 506.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 975.000(Ft.)
Top (of initial area) elevation = 1252.500(Ft.)
Bottom (of initial area) elevation = 1234.200(Ft.)
Difference in elevation = 18.300(Ft.)
Slope = 0.01877 s(percent)= 1.88
TC = k(0.390)*[(length^3)/(elevation change))^0.2
Initial area time of concentration = 13.551 min.
Rainfall intensity = 3.064(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 7.236(CFS)
Total initial stream area = 2.700(Ac.)
Pervious area fraction = 0.500
Process from Point/Station 506.000 to Point/Station 520.000
CJ
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number
Stream flow area = 2.700(Ac.)
Runoff from this stream = 7.236(CFS)
Time of concentration = 13.55 min.
Rainfall intensity = 3.064(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++.++
Process from Point/Station 508.000 to Point/Station 510.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 500.000(Ft.)
Top (of initial area) elevation = 1239.500(Ft.)
Bottom (of initial area) elevation = 1234.200(Ft.)
Difference in elevation = 5.300(Ft.)
Slope = 0.01060 s(percent)= 1.06
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.630 min.
Rainfall intensity = 3.297(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 3.179(CFS)
Total initial stream area = 1.100(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 520.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 1.100(Ac.)
Runoff from this stream = 3.179(CFS)
Time of concentration = 11.63 min.
Rainfall intensity = 3.297(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 10.006 14.27 2.989
2 7.236 13.55 3.064
3 3.179 11.63 3.297
Largest stream flow has longer time of concentration
QP = 10.006 + sum of
Qb Ia/Ib
7.236 * 0.976 = 7.060
Qb Ia/Ib
3.179 0.907 = 2.882
QP = 19.948
Total of 3 streams to confluence:
Flow rates before confluence point:
10.006 7.236 3.179
Area of streams before confluence:
3.800 2.700 1.100
Results of confluence:
Total flow rate = 19.998(CFS)
Time of concentration = 14.266 min.
Effective stream area after confluence =
End of computations, total study area =
The following figures may
7.600(Ac.)
7.60 (Ac
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 75.0
0
1
AREA "E"
0
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3
Rational Hydrology Study Date: 06/11/98
------------------------------------------------------------------------
+++++++++ Hydrology Study Control Information **********
------------------------------------------------------------------------
Hunsaker & Associates Irvine, Inc. - SIN 647
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity -duration curves data (Plate D-4.1)
For the [ Elsinore-Wildomar ] area used.
10 year storm 10 minute intensity = 2.320 (in./hr.)
10 year storm 60 minute intensity = 0.980 (in./hr.)
100 year storm 10 minute intensity = 3.540 (in./hr.)
100 year storm 60 minute intensity = 1.500 (in./hr.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.500 (in./hr.)
• Slope of intensity duration curve = 0.4800
Process from Point/Station 600.000 to Point/Station 602.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 950.000(Ft.)
Top (of initial area) elevation = 1293.300(Ft.)
Bottom (of initial area) elevation = 1278.500(Ft.)
Difference in elevation = 14.800(Ft.)
Slope = 0.01558 s(nercent)= 1.56
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.920 min.
Rainfall intensity = 3.024(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.871
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.100
Decimal fraction soil group C = 0.100
Decimal fraction soil group D = 0.800
RI index for soil(AMC 3) = 86.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 13.172(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 0.500
+T++++++L++++++++++++++++++++++++++++++++++++++++++++++++++++++++++T++
Process from Point/Station 602.000 to Point/Station 604.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 604.000 to Point/Station 620.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1254.60(Ft.)
Downstream point/station elevation = 1243.00(Ft.)
Pipe length = 200.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.544(CFS)
Nearest computed pipe diameter = 18.00(In.)
• Calculated individual pipe flow = 19.544(CFS)
Normal flow depth in pipe = 11.88(In.)
Flow top width inside pipe = 17.05(In.)
Top of street segment elevation = 1278.500(Ft.)
End of street segment elevation = 1254.600(Ft.)
Length of street segment = 600.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 5.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
16.597(CFS)
Depth of flow = 0.452(Ft.), Average velocity = 5.971(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.288(Ft.)
Flow velocity = 5.97(Ft/s)
Travel time = 1.67 min. TC = 15.60 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.856
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.450
Decimal fraction soil group C = 0.450
Decimal fraction soil group D = 0.100
RI index for soil(AMC 3) = 81.00
Pervious area fraction = 0.500; Impervious fraction
= 0.500
Rainfall intensity = 2.864(In/Hr) for a 100.0
year storm
Subarea runoff = 6.372(CFS) for 2.600(Ac.)
Total runoff = 19.544(CFS) Total area =
7.600(Ac.)
Street flow at end of street = 19.544(CFS)
Half street flow at end of street = 19.544(CFS)
Depth of flow = 0.474(Ft.), Average velocity = 6.213(Ft/s)
Flow width (from curb towards crown)= 17.376(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 604.000 to Point/Station 620.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation = 1254.60(Ft.)
Downstream point/station elevation = 1243.00(Ft.)
Pipe length = 200.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.544(CFS)
Nearest computed pipe diameter = 18.00(In.)
• Calculated individual pipe flow = 19.544(CFS)
Normal flow depth in pipe = 11.88(In.)
Flow top width inside pipe = 17.05(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.80(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 15.81 min.
++++++++++1+++++++++1••++++++++++++++++++++++++++T ++++++++++++++1•T•••
Process from Point/Station 620.000 to Point/Station 620.000
**** CONFLUENCE OF M_?IN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 7.600(Ac.)
Runoff from this stream = 19.544(CFS)
Time of concentration - 15.61 min.
Rainfall intensity = 2.846(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 610.000 to Point/Station 612.000
**** INITIAL AREA EVALUATION ****
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 612.000 to Point/Station 612.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 3.200(Ac.)
Runoff from this stream = 8.720(CFS)
Time of concentration = 12.62 min.
Rainfall intensity = 3.170(In/Hr)
Process from Point/Station 614.000 to Point/Station 612.000
Initial area flow distance = 1100.000(Ft.)
Top (of initial area) elevation = 1280.500(Ft.)
Bottom (of initial area) elevation = 1243.000(Ft.)
Difference in elevation = 37.500(Ft.)
Slope = 0.03409 s(percent)= 3.41
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.621 min.
Rainfall intensity - 3.170(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.860
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.450
Decimal fraction soil group C = 0.450
Decimal fraction soil group D = 0.100
RI index for soil(AMC 3) = 81.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 8.720(CFS)
Total initial stream area = 3.200(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 612.000 to Point/Station 612.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 3.200(Ac.)
Runoff from this stream = 8.720(CFS)
Time of concentration = 12.62 min.
Rainfall intensity = 3.170(In/Hr)
Process from Point/Station 614.000 to Point/Station 612.000
•
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1100.000(Ft.)
Top (of initial area) elevation = 1293.300(Ft.)
Bottom (of initial area) elevation = 1243.000(Ft.)
Difference in elevation = 50.300(Ft.)
Slope = 0.04573 s(percent)= 4.57
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.901 min.
Rainfall intensity = 3.261(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.866
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.300
Decimal fraction soil group C = 0.300
Decimal fraction soil group D = 0.400
RI index for soil(AMC 3) = 83.50
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 8.758(CFS)
Total initial stream area = 3.100(Ac.)
Pervious area fraction = 0.500
0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++T+:_++
Process from Point/Station 612.000 to Point/Station 612.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.100(Ac.)
Runoff from this stream = 8.758(CFS)
Time of concentration = 11.90 min.
Rainfall intensity = 3.261(In/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 8.720 12.62
2 8.758 11.90
Largest stream flow has longer or
Qp = 8.758 + sum of
Qa Tb/Ta
8.720 * 0.943 = 8
Qp = 16.980
Rainfall Intensity
(In/Hr)
3.170
3.261
shorter time of concentration
223
Total of 2 streams to confluence:
Flow rates before confluence point:
8.720 8.758
Area of streams before confluence:
3.200 3.100
Results of confluence:
Total flow rate = 16.980(CFS)
Time of concentration = 11.901 min.
Effective stream area after confluence =
6.300(Ac.)
Process from Point/Station 620.000 to Point/Station 620.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 6.300(Ac.)
Runoff from this stream = 16.980(CFS)
Time of concentration = 11.90 min.
Rainfall intensity = 3.261(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 616.000 to Point/Station 618.000
++++ INITIAL AREA EVALUATION ****
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 618.000 to Point/Station 618.000
**** CONFLUENCE OF MINOR STREAMS '***
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 3.100(Ac.)
Runoff from this stream = 8.517(CFS)
Time of concentration = 12.89 min.
Rainfall intensity = 3.139(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 619.000 to Point/Station 618.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1200.000(Ft.)
Top (of initial area) elevation = 1293.300(Ft.)
Bottom (of initial area) elevation = 1243.000(Ft
Difference in elevation = 50.300(Ft.)
W
Initial area flow distance = 850.000(Ft.)
Top (of initial area) elevation = 1258.600(Ft.)
Bottom (of initial area) elevation = 1243.000(Ft.)
Difference in elevation = 15.600(Ft.)
Slope = 0.01835 s(oercent)= 1.84
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.885 min.
Rainfall intensity = 3.139(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 8.517(CFS)
Total initial stream area = 3.100(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 618.000 to Point/Station 618.000
**** CONFLUENCE OF MINOR STREAMS '***
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 3.100(Ac.)
Runoff from this stream = 8.517(CFS)
Time of concentration = 12.89 min.
Rainfall intensity = 3.139(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 619.000 to Point/Station 618.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 1200.000(Ft.)
Top (of initial area) elevation = 1293.300(Ft.)
Bottom (of initial area) elevation = 1243.000(Ft
Difference in elevation = 50.300(Ft.)
W
Slope = 0.04192 s(percent)= 4.19
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.539 min.
Rainfall intensity = 3.180(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 9.189(CFS)
Total initial stream area = 3.300(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++T+'++.++
Process from Point/Station 618.000 to Point/Station 618.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 3.300(Ac.)
Runoff from this stream = 9.189(CFS)
Time of concentration = 12.54 min.
Rainfall intensity = 3.180(In/Hr)
Summary of stream data:
.
Stream
Flow rate TC
Rainfall Intensity
No.
(CFS) (min)
(In/Hr)
1
8.517 12.89
3.139
2
9.189 12.54
3.180
Largest
stream flow has longer
or shorter time of concentration
Qp =
9.189 + sum of
Qa Tb/Ta
8.517 * 0.973 =
8.289
Qp =
17.478
Total of 2 streams to confluence:
Flow rates before confluence point:
8.517 9.189
Area of streams before confluence:
3.100 3.300
Results of confluence:
Total flow rate = 17.478(CFS)
Time of concentration = 12.539 min.
Effective stream area after confluence = 6.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 620.000 to Point/Station 620.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Ti,e A30(v&-S, -0flea30&7
Stream flow area = 6.400(Ac.)
• Runoff from this stream = 17.478(CFS)
Time of concentration = 12.54 min.
Rainfall intensity = 3.180(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 19.544 15.81 2.846
2 16.960 11.90 3.261
3 17.478 12.54 3.180
Largest stream flow has longer time of concentration
Qp = 19.544 + sum of
Qb Ia/Ib
16.980 * 0.873 = 14.818
Qb Ia/Ib
17.478 * 0.895 = 15.639
Qp = 50.002
Total of 3 main streams to confluence:
Flow rates before confluence point:
19.544 16.980 17.478
Area of streams before confluence:
7.600 6.300 6.400
. Results of confluence:
Total flow rate = 50.002(CFS)
Time of concentration = 15.806 min.
Effective stream area after confluence = 20.300(Ac.)
End of computations, total study area = 20.30 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.500
Area averaged RI index number = 70.0
0
HYDRAULIC CALCULATIONS
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 4:46:53
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 2.50
CD 2 4 1 1.50
CD 3 4 1 1.50
CD 4 4 1 2.50
CD 5 4 1 1.50
CD 6 4 1 2.50
CD 7 4 1 1.50
CD 8 4 1 1.50
CD 9 4 1 2.00
M-t�3 Lia - 'I Pjry-t-cr 2 S o (oG
0
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "B"
TRACT 23066
FILENAME: 23066B.WSN
PAGE NO 1
•
•
0
W S P G N
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT
NO
1
IS
A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W S ELEV
774.60
1233.55
1
1236.05
ELEMENT
NO
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IS
A REACH
"
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
791.22
1234.04
1
.013
.000
.000
.000
0
ELEMENT
NO
3
IS
A JUNCTION
'
*
• +
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
03
Q4
INVERT -3 INVERT
-4 PHI
3 PHI 4
796.11
1234.18
4 2
3 .013
4.60
3.20
1235.36 1235.36
83.90
81.00
RADIUS
ANGLE
.000
.000
ELEMENT
NO
4
IS
A REACH
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SECT
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RADIUS
ANGLE
ANG PT
MAN H
800.87
1234.48
4
.013
.000
.000
.000
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ELEMENT
NO
5
IS
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*
`
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
806.69
1234.85
4
.013
89.882
3.710
.000
0
ELEMENT
NO
6
IS
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U/S DATA
STATION
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SECT
N
RADIUS
ANGLE
ANG PT
MAN H
856.27
1238.01
4
.013
.000
.000
.000
0
ELEMENT
NO
7
IS
A JUNCTION
•
* *
*
*
+
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
03
Q4
INVERT -3 INVERT -4 PHI
3 PHI 4
856.27
1238.01
6 5
0 .013
10.50
.00
1238.97
.00 60.00
.00
RADIUS
ANGLE
.000
.000
THE ABOVE ELEMENT
CONTAINED AN
INVERT ELEV
WHICH WAS NOT GREATER
THAN THE
PREVIOUS INVERT ELEV -WARNING
THE ABOVE ELEMENT
CONTAINED AN
INVERT ELEV
WHICH WAS NOT GREATER
THAN THE
PREVIOUS INVERT ELEV -WARNING
ELEMENT
NO
8
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
886.81
1239.95
6
.013
.000
.000
.000
0
ELEMENT
NO
9
IS
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U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
941.75
1243.44
6
.013
45.001
69.950
.000
0
ELEMENT
NO
10
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3
Q4
INVERT -3 INVERT -4 PHI
3 PHI 4
946.41
1244.24
9 7
8 .013
7.40
12.50
1244.97 1244.97
46.20
60.00
RADIUS
ANGLE
.000
.000
0 0 0
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PAGE NO
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WATER SURFACE
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U/S DATA STATION
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ANG PT
MAN H
957.50
1244.70
9
.013
45.001
14.120
.000
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NO
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+
•
}
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1014.22
1247.03
9
.013
.000
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NO
13
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ANG PT
MAN H
1049.56
1248.49
9
.013
44.996
-45.000
.000
0
ELEMENT
NO
14
IS
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U/S DATA STATION
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N
RADIUS
ANGLE
ANG PT
MAN H
1067.69
1249.24
9
.013
.000
.000
.000
0
ELEMENT
NO
15
IS
A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
1067.69
1249.24
9
.00
`* WARNING 110.
2
"
- WATER SURFACE ELEVATION GIVEN
IS LESS
THAN
OR EQUALS
INVERT ELEVATION IN HDWKDS, W.S.ELEV
=
INV + DC
•
0
0
W S P
G N-
CIVILDESIGN Vers 7.1
PAGE
1
For: Hunsaker
6 Associates Irvine,
Inc.,
Irvine,
CA - SIN
647
WATER SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
4:46:59
HYDRAULICS FOR
LINE "B"
TRACT 23066
FILENAME: 23066B.WSN
.+xx..xx..xx++xxxxxxx++xx+x+x+.xxxx...++x++x+xx+x+x+xx.xxxxxxxxxx.+xxxx..+x++.+xx+++x+++++x+++x.xxxxxxxx+x+xxxx.x+.x.xxxx.xxxxx+++
I Invert I
Depth
I Water I
Q
Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight/l
Base Wt1
INo Wth
Station
I Elev I
(FT)
I Elev I
(CFS) I
(FPS)
Head I
Grd.El.l
Elev
I Depth
I Width
IDia.-FTlor
I.D.1
ZL
1Prs/Pip
-I-
L/Elem
-I-
ICh Slopel
-I-
-I-
I I
-I-
I
-I-
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I- -I-
NINorm Up
-I-
I "N" I
-I-
I
ZR
I-
IType
Ch
I
774.60
-I-
I
1233.55
1.400
I I
1234.950
I
50.0
17.67
I
4.851
1239.801
I
.00
I
2.300
I
2.48
I I
2.50
I
.00
.00
I
1
.0
16.62
-I-
.02948
-I-
-I-
-I-
-I-
-I-
.042183
-I-
.70
-I-
1.40
2.917
-I- -I-
1.556
-I-
.013
-I-
.00
1-
PIPE
791.22
-I-
I I
1234.04
-I-
1.373
I I
1235.413
I
50.0
18.11
I
5.090
1240.503
I
.00
I
2.300
I
2.49
I I
2.50
I
.00
.00
I
1
.0
JUNCT STR
.02863
-I-
-I-
-I-
-I-
-I-
.047967
-I-
.23
-I-
1.37
3.028
-I- -I-
-I-
.013
-I-
.00
I-
PIPE
796.11
-1-
I I
1234.18
1.175
I I
1235.355
I
42.2
18.62
I
5.384
1240.739
I
.00
I
2.174
I
2.50
I I
2.50
I
.00
.00
I
1
.0
4.76
-I-
.06301
-I-
-I-
-I-
-I-
-I-
.052080
-I-
.25
-I-
1.17
3.444
-I- -I-
1.115
-I-
.013
-I-
.00
1-
PIPE
800.87
-I-
I I
1234.48
1.179
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806.69
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PIPE
j
Q
V
W S P
G N-
CIVILDESIGN Vers 7.1
PAGE
2
For: Hunsaker
& Associates
Irvine, Inc.,
Irvine,
CA - SIN
647
WATER SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
4:46:59
HYDRAULICS FOR
LINE "B"
TRACT 23066
i
FILENAME:
23066B.WSN
_
I Invert I
Depth I
Water I
Q I
Vel
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1-
PIPE
r
0
W S P
G N- CIVILDESIGN Vers 7.1
PAGE
3
For: Hunsaker
6 Associates Irvine,
Inc.,
Irvine,
CA - SIN
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
4:46:59
HYDRAULICS FOR
LINE "B"
TRACT 23066
FILENAME: 23066B.WSN
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940.04
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1243.33
-I-
1.500
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1244.832
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31.7
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1.68
1.619
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1-
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941.15
-I-
I I
1243.44
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1.563
1 I
1245.003
1
31.7
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1.498
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1
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JUNCT
STR
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I
-I-
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.025817
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1.72
1.499
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PIPE
946.41
-I-
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1244.24
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I I
1244.937
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11.8
12.11
I
2.276
1247.213
I
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I
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I
1.91
I
2.00
I I
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1
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11.09
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I
-I-
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-I-
-I-
-I-
.039740
-I-
.44
-I-
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2.983
-I-
-I-
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-I-
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-I-
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1-
PIPE
957.50
-I-
I
1244.70
-I-
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I I
1245.399
I
11.8
12.06
I
2.260
1247.659
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2.00
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1
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2.968
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1245.77
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1246.474
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11.8
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2.187
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1247.03
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1247.763
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11.8
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.00
1-
PIPE
W S P
G N-
CIVILDESIGN
Vers 7.1
PAGE 4
For: Hunsaker
& Associates Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
4:46:59
HYDRAULICS
FOR
LINE "B"
TRACT 23066
FILENAME: 23066B.WSN
I Invert
Depth
I Water
Q I
Vel
Vel I
Energy
I Super
ICriticallFlow
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Station
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1.97
.04137
-I-
-I-
-I-
.012532
-I-
.02
-I-
.94
1.672
-I-
-I-
.691
-I-
.013
-I-
.00
1-
PIPE
1063.04
-I-
1249.05
-I-
.976
-I-
1250.026
-I-
11.8
7.73
.927
1250.953
.00
1.234
2.00
2.00
.00
.00
1 .0
1.56
.04137
I I
-I-
-I-
-I-
.011033
-I-
.02
-I-
.98
1.558
-I-
-I-
.691
-I-
.013
-I-
.00
1-
PIPE
1064.60
-I-
1249.11
-I-
1.015
-I-
I I
1250.127
-I-
I
11.8
7.37
I
.843
1250.970
I
.00
I
1.234
I
2.00
I
2.00
I
.00
I
.00
I
1 .0
1.19
.04137
-I-
-I-
-I-
.009718
-I-
.01
-I-
1.02
1.451
-I-
-I-
.691
-I-
.013
-I-
.00
1-
PIPE
W S P G N- CIVILDESIGN Vers 7.1 PAGE 5
For: Hunsaker d Associates Irvine, Inc., Irvine, CA - S/N 647
WATER SURFACE PROFILE LISTING Date: 7-15-1998 Time: 4:46:59
HYDRAULICS FOR LINE "B"
TRACT 23066
FILENAME: 23066B.WSN
Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL 1Prs/Pip
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
L/Elem ICh Slopel I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I I ZR IType Ch
++++aaxx»Ixxx>x»>I+a+a>»+al+a+a»»a»>I++>++++>a1+++>a aal+aa++xaxla+a»a»xx»I»aa»a»x1x»x++xxxlxxx»x»x+I+>+>x>»I>x>>+»I+» » I>+>a>a>
I I I I I I I I I I I I I
1065.78 1249.16 1.054 1250.215 11.8 7.02 .766 1250.981 .00 1.234 2.00 2.00 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
.87 .04137 .008567 .01 1.05 1.350 .691 .013 .00 PIPE
i I I I I I I I 1 I I I I
1066.66 1249.20 1.095 1250.292 11.8 6.70 .697 1250.989 .00 1.234 1.99 2.00 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
.60 .04137 .007560 .00 1.10 1.255 .691 .013 .00 PIPE
I I I I I I I I I I I I I
1067.26 1249.22 1.138 1250.360 11.8 6.39 .633 1250.994 .00 1.234 1.98 2.00 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
.33 .04137 .006679 .00 1.14 1.165 .691 .013 .00 PIPE
I I I I I I I I I I I I I
1067.59 1249.24 1.184 1250.420 11.8 6.09 .576 1250.996 .00 1.234 1.97 2.00 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
.10 .04137 .005904 .00 1.18 1.081 .691 .013 .00 PIPE
I I I I I I I I I I I I I
1067.69 1249.24 1.234 1250.474 11.8 5.80 .522 1250.996 .00 1.234 1.94 2.00 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
HYDRAULICS FOR LINE "B"
TRACT 23066
FILENAME: 23066B.WSN
t
774.60
.I
W
CH
E
R
778.22
781.84
785.46
789.07
792.69
I
W CH
E
JY
796.31
I
W C H
E
R
799.93
803.55
I
W S C H
E
R
807.17
I
W C H
E
R
810.78
814.40
618.02
I W
C H
E
R
821.64
825.26
828.88
832.49
836.11
839.73
843.35 I w C H e
R
846.97
850.59
854.20
857.82 I w C H E
JX
861.44 I w C H E
R
865.06
868.68 I w C H E
R
872.30
875.92
879.53
683.15
886.77
890.39
894.01
897.63
901.24
904.86
908.48
912.10
915.72
919.34
922.95
926.57
930.19
933.81
937.43
941.05
I W S C H E
I W S C H E
E
I W S C H
E
L
I WS C H E
I WS C H E
I W S C H E
I WS C H E
I WS C H E
t
R
R
R
R
R.
R
R
R
R
R
0
s
•
944.66
I
WS C H E
R
948.28
I
WSC H E
JX
951.90
I WS C H E
R
955.52
959.14
I W C H E
R
962.76
966.37
969.99
973.61
977.23
980.85
984.47
I W C H E
R
988.09
991.70
995.32
998.94
1002.56
1006.18
M
Q
R
R
R
R
R
R
R
R
1009.80
1013.41
r
1017.03
I WS C H E
1020.65
1029.27
1 _
1027.89
I WE C H E
1031.51
1035.12
O
1038.74
I WE C H E
1042.36
1045.98
I WS C H E
1049.60
1 W C H E
1053.22
1 W C HE
1056.33
I W C H
1060.45
I W C HE
O
1069.07
I W C H
.J
1067,69
I WC H
M
Q
R
R
R
R
R
R
R
R
1233.55 1235.32 1237.09 1238.86 1240.63 1242.40 1244.16 1245.93 1247.70 1249.47 1251.24
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
S - SUPER -ELEVATION
H = HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
0 0
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 4:33:42
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 1.50
LA<r--,a(, 11 B-
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "S-1"
TRACT 23066
FILENAME: 166B1.WSN
r
PAGE NO 1
0
•
0
W S P
G N
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT
CARD
LISTING
ELEMENT
NO
1 IS A
SYSTEM OUTLET '
U/S DATA STATION
INVERT
SECT
W S ELEV
.00
1235.36
1
1235.41
ELEMENT
NO
2 IS A
REACH '
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE ANG PT
MAN H
22.33
1236.86
1
.013
.000
.000 .000
0
ELEMENT
NO
3 IS A
SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
22.33
1236.86
1
.00
** WARNING NO.
2 *'
- WATER SURFACE ELEVATION GIVEN IS LESS
THAN
OR EQUALS
INVERT ELEVATION IN HDWKDS, W.S.ELEV
= INV + DC
W S P
G N-
CIVILDESIGN Vers 7.1
PAGE
1
For: Hunsaker
6 Associates Irvine,
Inc.,
Irvine,
CA - SIN
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
4:33:46
HYDRAULICS FOR
LINE "B-1"
TRACT 23066
FILENAME: 166B1.WSN
F
};diff/11111444114+f4t1f11tf
1f Yfii4Rtt4f111141f1frfYrf}RRR411t;1f
1f 4flfRlltf
tff11f1111141f44Y}444f4fff4Rif+>f#+Y41t}++1x
4t}Rfttlf
1 Invert 1
Depth
I Water I
Q I
Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight/1Base Wt1
INo Wth
Station
-I-
I Elev I
(FT)
I Elev I
(CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth
I Width
IDid.-FTlor
I.D.I
ZL
lPrs/Pip
L/Elem
-I-
ICh Slopel
-I-
-I-
-I-
I
-I-
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N" 1
-1-
1
ZR
I-
(Type
Ch
4#+YY}RRt1f111f11fIrR}f}}+fxlxf1fr11ff11fr+aal+f++R#}+}t+t;1}11f111ff1f1;ff11f111111f11f111ffYffr4f1+Ra#1rfYrY}R1fr+lflrf;fl
.00
-I-
I !
1235.36
-I-
.594
I I
1235.954
I
7.0
10.74
I
1.791
1237.746
I
.00
I
1.024
I
1.47
I I
1.50
I
.00
.00
I
1
.0
1.23
.06717
-I-
-I-
-I-
-I-
-I-
.039904
-I-
.05
-I-
.59
-I-
2.840
-I-
.519
-I-
.013
-I-
.00
1-
PIPE
1.23
-I-
1 I
1235.44
-I-
.599
I I
1236.042
I
7.0
10.63
I
1.753
1237.795
I
.00
I
1.024
I
1.47
I I
1.50
I
.00
.00
I
1
.0
4.57
.06717
-I-
-I-
-I-
-I-
-I-
.036890
-I-
.17
-I-
.60
-I-
2.796
-I-
.519
-I-
.013
-I-
.00
1-
PIPE
5.80
-I-
I I
1235.75
-I-
.620
-I-
I I
1236.370
-I-
I
7.0
10.13
I
1.594
1237.963
I
.00
I
1.024
I
1.48
I I
1.50
I
.00
.00
I
1
.0
3.50
.06717
I
-I-
-I-
-I-
.032377
-I-
.11
-I-
.62
-I-
2.610
-I-
.519
-I-
.013
-I-
.00
1-
PIPE
9.30
-I-
I
1235.98
-I-
.643
I I
1236.628
I
7.0
9.66
I
1.449
1238.077
I
.00
I
1.024
I
1.48
I I
1.50
I
.00
.00
I
1
.0
2.78
.06717
-I-
-I-
-I-
-I-
-I-
.028450
-I-
.08
-I-
.64
-I-
2.436
-I-
.519
-I-
.013
-I-
.00
1-
PIPE
12.08
1236.17
.667
1236.839
7.0
9.21
1.311
1238.156
.00
1.024
1.49
1.50
.00
.00
1
.0
2.25
.06717
.025010
.06
.67
2.273
.519
.013
.00
PIPE
14.33
-I-
I I
1236.32
-I-
.692
I i
1237.015
I
7.0
8.78
I
1.197
1238.212
I
.00
I
1.024
I
1.50
I I
1.50
I
.00
.00
I
1
.0
1.83
.06717
-I-
-I-
-I-
-I-
-I-
.021996
-I-
.04
-I-
.69
-I-
2.120
-I-
.519
-I-
.013
-I-
.00
1-
PIPE
16.16
-I-
I I
1236.45
-I-
.716
-I-
I I
1237.164
I
7.0
8.37
I
1.088
1238.252
I
.00
I
1.024
I
1.50
I i
1.50
I
.00
.00
I
1
.0
1.50
.06717
-I-
-I-
-I-
-I-
.019353
-I-
.03
-I-
.72
-I-
1.975
-I-
.519
-I-
.013
-I-
.00
1-
PIPE
17.67
-1-
i I
1236.55
-I-
.745
I 1
1237.292
I
7.0
7.98
I
.990
1238.281
I
.00
I
1.024
I
1.50
I I
1.50
I
.00
.00
I
1
.0
1.22
.06717
-I-
-I-
-1-
-I-
-I-
.017043
-I-
.02
-I-
.75
-I-
1.840
-I-
.519
-I-
.013
-I-
.00
1-
PIPE
18.88
-I-
I I
1236.63
-I-
.774
I I
1237.403
I
7.0
7.61
I
.900
1238.302
I
.00
I
1.024
I
1.50
I I
1.50
I
.00
.00
I
1
.0
.99
.06717
-I-
-I-
-i-
-I-
-1-
,015024
-I-
.01
-I-
.77
-I-
1.713
-I-
.519
-I-
.013
-I-
.00
1-
PIPE
W
S P G N-
CIVILDESIGN Vers 7.1
PAGE 2
For: Hunsaker
6 Associates
Irvine,
Inc., Irvine,
CA - SIN
647
WATER
SURFACE PROFILE LISTING
Date: 7-15-1998
Time:
4:33:46
HYDRAULICS FOR
LINE
"B-1"
TRACT 23066
FILENAME: 166B1.WSN
ww++wawaawxw+w++awwwxwwra+a+aaawwaaw++r++a+a+aawwwxwwwwwwwwwaa+a+a+a+aawxwxwaaaaxwrwwwwrrwaw++++aa+++waaaa+a+++aaaxaaawx+axaaaawxa
I Invert I
Depth I Water I
Q
I Vel
Vel I Energy
I Super ICriticall
Flow ToplHeight/IBase Wt1
INo Wth
Station
-I-
I Elev I
-I-
(FT) I Elev I
(CFS)
I (FPS)
Head I Grd.El.l
Elev I
Depth
I Width
IDia.-FTlor I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope[
-I- -I-
I I
-I- -I-
I
-I- -I-
SF Avel HF
-I- -I-
ISE DpthlFroude NINorm
-I-
Dp
-I- -I-
I "N" I I
ZR
I-
IType Ch
+awawwwwwlaaaaaxxxlwwwxr+arlaaaaxaawwlwxxwwrxr+law++++alaxwwxwwwlwwwww++++1++r+++ala++aaaaalaaxaaaaalaaaax+axxxaxxxlrrr+alaaaaaaa
I
19.88
-I-
I
1236.70
-I-
I I
.804 1237.499
7.0
I
7.26
I
.818 1238.317
I I
.00
1.024
I
1.50
I I I
1.50 .00
.00
I
1 .0
.80
.06717
-I- -I-
-I- -I-
-I- -I-
.013248 .01
-I-
.80
-I-
1.593
-I-
.519
-I- -I-
.013
.00
I-
PIPE
20.68
-I-
I I
1236.75
-I-
I I
.835 1237.584
7.0
I
6.92
I
.743 1238.328
I I
.00
1.024
I
1.49
I I I
1.50 .00
.00
I
1 .0
.62
.06717
I
-I- -I-
-I- -I-
-I- -I-
.011693 .01
-I-
.84
-I-
1.480
-I-
.519
-I- -i-
.013
.00
I-
PIPE
21.30
-I-
I
1236.79
-I-
I I
.868 1237.659
-I- -I-
7.0
I
6.60
-i- -I-
I
.676 1238.335
i I
.00
1.024
I
1.48
I I I
1.50 .00
.00
i
1 .0
.47
.06717
I
-I- -I-
.010334 .00
-I-
.97
-I-
1.374
.519
-I- -I- -I-
.013
.00
i-
PIPE
21.77
-1-
I
1236.82
-I-
I I
.903 1237.725
-I- -I-
7.0
I
6.29
I
.614 1238.340
i I
.00
1.024
I
1.47
I I I
1.50 .00
.00
I
1 .0
.31
.06717
-I- -I-
-I- -I-
.009151 .00
-I-
.90
-I-
1.273
.519
-I- -I- -I-
.013
.00
I-
PIPE
22.08
-I-
I I
1236.84
-I-
I I
.941 1237.784
-I- -I-
7.0
I
6.00
I
.559 1238.343
I I
.00
1.024
I
1.45
I I I
1.50 .00
.00
I
1 .0'
.20
.06717
-I- -I-
-1- -I-
.008115 .00
-I-
.94
-I-
1.178
.519
-I- -I- -I-
.013
.00
I-
PIPE
22.28
-I-
I I
1236.86
-I-
I I
.980 1237.836
7.0
I
5.72
I
.508 1238.344
I I
.00
1.024
I
1.43
I I I
1.50 .00
.00
I
1 .0
.05
.06717
I
-I- -I-
-I- -I-
-I- -I-
.007201 .00
-I-
.98
-I-
1.088
.519
-I- -I- -I-
.013
.00
I-
PIPE
22.33
-I-
I
1236.86
-I-
I I
1.024 1237.884
-I- -I-
7.0
I
5.45
-I- -I-
I
.461 1238.345
-I- -I-
I I
.00
-I-
1.024
-I-
I
1.40
I I I
1.50 .00
-I- -I- -I-
.00
I
1 .0
I-
HYDRAULICS FOR LINE "0-1"
TRACT 23066
FILENAME: 166B1.WSN
.00
.I
W
C
H
E R
.46
.91
1.37
I
W
C
H E R
1.82
2.28
2.73
3.19
3.65
4.10
4.56
5.01
5.47
9 . 0
5.92
6.38
6.84
7.29
7.75
8.20
8.66
9.11
9.57
10.03
10.48
10.94
11.39
11.85
12.30
12.76
13.22
I
I
I
W
W
C
W
C
10
H
H
H
E
L
E
R
R
R
13.67
14. 13
J
14.58 I W C H E R
15.04
15.49
15.95
16.41 I W C H E R
16.86
17.32
17.77 I W C H E R
18.23
18.68
19.14 I W C H E R
19.60
20.05 I W C H E R
20.51
20.96 I W C H E R
21.42 I W C H E R
21.87 I W C HE R
22.33 I W C H R
1235.36 1235.66 1235.96 1236.26 1236.56 1236.86 1237.16 1237.96 1237.76 1238.06 1238.36
N 0 T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
S = SUPER -ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
I
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 4:36: 3
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 1.50
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "B-2"
TRACT 23066
FILENAME: 166B2.WSN
P
PAGE NO 1
W S P
G N
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT
CARD LISTING
ELEMENT
NO
1 IS A
SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
.00
1235.36
1
1235.41
ELEMENT
NO
2 IS A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE ANG PT
MAN H
14.47
1235.50
1
.013
.000
.000 .000
0
ELEMENT
NO
3 IS A
SYSTEM HEADWORKS
'
U/S DATA STATION
INVERT
SECT
W S ELEV
14.47
1235.50
1
.00
** WARNING NO.
2 ** -
WATER SURFACE ELEVATION GIVEN IS LESS
THAN OR EQUALS
INVERT ELEVATION IN HDWKDS, W.S.ELEV
= INV + DC
W
S P
G N- CIVILDESIGN Vers 7.1
PAGE 1
For: Hunsaker
b Associates
Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
4:36: 8
HYDRAULICS FOR
LINE
"B-2"
TRACT 23066
FILENAME: 166B2.WSN
+
♦++++++++xxxxaaaxxxxx♦axxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx•xxxxxxxxxxx+x++aa+aaaxaa+aaaaxxxxxxxxxx+xxxxxxxx+xx+++axxa+aa++
Invert I
Depth I Water I
Q
I
Vel
Vel I
Energy
I Super
ICriticall
Flow ToplHeight/IBase
Wt1
INo Wth
Station
Elev I
(FT) I Elev I
(CFS)
I
(FPS)
Head I
Grd.El.l
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I Depth I
Width
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ZL
IPrs/Pip
-I-
L/Eleni
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1 I
-I-
1
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-I-
SF Avel
-I-
HF
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ZR
I-
(Type Ch
xxx+++xxxlxxxxxxx+l+xx+x++x+x++xxx++I
xx
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4.8
I
5.50
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1.50
I I I
1.50 .00
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1 .0
3.85
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.00968
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-I-
.03
-I-
.74
-I-
1.272
-I-
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-I- -I-
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1-
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3.85
I I
1235.40
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.750 1236.147
4.8
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1236.605
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.75
-I-
1.247
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.718
-I- -I-
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1-
PIPE
11.29
I I
1235.47
I I
.778 1236.247
4.8
I
5.18
I
.416
1236.664
I
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I I
.842
1.50
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1.50 .00
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1 .0
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-I-
.02
-I-
.78
-I-
1.160
-I-
.716
-I- -I-
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1-
PIPE
13.77
I I
1235.49
I I
.809 1236.302
4.8
I
4.94
I
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1236.681
I
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I I
.842
1.50
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1.50 .00
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-I- -I-
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.006091
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1.079
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-I- -I-
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1-
PIPE
14.47
I I
1235.50
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I I
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-I- -I-
4.8
I
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4.70
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.892
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1.99
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I I I
1.50 .00
-I- -I-
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I
' .0
I-
HYDRAULICS FOR LINE "B-2"
TRACT 23066
FILENAME: 166B2.WSN
00 I
30
59
89
1.77
2.07
2.36
2.66
2.95
3.25
3.54
W C E H R
3.84
I
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4.13
4.43
4.72
5.02
5.32
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N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
S = SUPER -ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
0 9 0
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 4:39:26
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 1.50
11cn - u t, 6 _ 3„
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE ^B-3^
TRACT 23066
FILENAME: 166B3.WSN
P
PAGE NO 1
W S P
G N
PAGE NO
2
WATER SURFACE
PROFILE -
ELEMENT
CARD LISTING
ELEMENT
NO
1 IS A
SYSTEM OUTLET "
U/S DATA STATION
INVERT
SECT
W S ELEV
.00
1238.97
1
1239.30
ELEMENT
NO
2 IS A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE ANG PT
MAN H
26.88
1293.32
1
.013
.000
.000 .000
0
ELEMENT
NO
3 IS A
SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
26.88
1293.32
1
.00
"* WARNING NO.
2 **
- WATER SURFACE ELEVATION GIVEN
IS LESS
THAN OR EQUALS
INVERT ELEVATION IN HDWKDS, W.S.ELEV
= INV + DC
W
S P
G N-
CIVILDESIGN Vers 7.1
PAGE
1
For: Hunsaker
6 Associates
Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
4:39:30
HYDRAULICS FOR
LINE
"B-3"
TRACT 23066
FILENAME:
166B3.WSN
+xaax+♦xa+xxrrrrsxaaaaaaxrxrrrraaxrrrraa+aa+xa+rrrrrrrraraaaaaaa+aa+aaa++a++aa+aaaa+xx++x+xaxaxrrxarxrx+ax
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as
a+xa++a
Invert I
Depth I
Water I
Q
I
Vel
Vel I
Energy
I Super ICriticall
Flow ToplHeight/IBase
Wt1
INo Wth
Station
I Elev I
-I- -I-
(FT) I
Elev I
(CFS)
I
(FPS)
Head I
Grd.E1.1
Elev I
Depth
I Width
IDia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slopel
-I-
I
-I-
I
-I-
I
-I-
-1-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
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NINorm
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Up
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I "N" I
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I
ZR
I-
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1239.557
10.5
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16.37
I
4.159
1243.717
I I
.00
1.245
I
1.46
I I
1.50
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1
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-I-
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-I-
.34
-I-
.59
4.358
-I-
-I-
.510
-I-
.013
-I-
.00
1-
PIPE
3.72
I I
1239.57
-I- -I-
I
,602
-I-
I
1240.173
-I-
10.5
I
15.80
I
3.877
1244.051
I I
.00
1.245
I
1.47
I i
1.50
I
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.00
I
1
.0
4.09
.16183
i
-I-
-I-
-I-
.081032
-I-
.33
-I-
.60
4.143
-I-
-I-
.510
-I-
.013
-I-
.00
1-
PIPE
7.81
I
1240.23
-I- -I-
I
.624
I
1240.857
10.5
I
15.07
I
3.525
1244.382
I I
.00
1.245
I
1.40
I I
1.50
I
.00
.00
I
1
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3.28
.16183
I
-I-
-I-
-I-
-I-
-I-
.071158
-I-
.23
-I-
.62
3.868
-I-
-f-
.510
-I-
.013
-I-
.00
1-
PIPE
11.09
I
1240.76
-I- -I-
.647
-I-
I I
1241.411
10.5
I
14.37
I
3.204
1244.616
I I
.00
1.245
I
1.49
I I
1.50
I
.00
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I
1
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2.69
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-I-
-I-
-I-
-I-
.062519
-I-
.17
-i-
.65
3.609
-I-
-I-
.510
-I-
.013
-I-
.00
1-
PIPE
13.78
1241.20
.671
1241.871
10.5
13.70
2.913
1244.784
.00
1.245
1.49
1.50
.00
.00
1
.0
2.24
.16183
.054953
.12
.67
3.367
.510
.013
.00
PIPE
16.02
I I
1241.56
-I-
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I I
1242.259
10.5
I
13.06
I
2.648
1244.907
i I
.00
1.245
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1 I
1.50
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1
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-I-
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.70
3.139
-I-
-I-
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1-
PIPE
17.91
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1241.87
-I- -I-
.723
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1242.591
-I-
10.5
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12.45
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2.926
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-I-
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1-
PIPE
19.51
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1 I
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2.725
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-I-
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1-
PIPE
20.88
I I
1242.35
-I- -I-
.779
I I
1243.128
10.5
I
11.32
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1
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2.536
-I-
-I-
.510
-I-
.013
-I-
.00
1-
PIPE
•
0
0
W
S P
G N- CIVILDESIGN
Vers 7.1
PAGE 2
For: Hunsaker
6 Associates
Irvine,
Inc., Irvine,
CA - SIN
647
WATER
SURFACE PROFILE LISTING
Date: 7-15-1998
Time:
4:39:30
HYDRAULICS FOR
LINE
"B-3"
TRACT 23066
FILENAME: 166B3.WSN
rrrrrwrrxxwwrrww+rr+w+a++a++a+aaaa++aa++a+a+w+a+w++++a++++wrrrrrrxrrx+a++++rrr+rrrrwrww+wxw++w++a+rrrrrwx+++++wxwxwxx+++x++++xwxaa
I Invert I
Depth
I Water I
Q
I
Vel
Vel I Energy I
Super
CriticallFlow
ToplHeight/IBase
Wtl
INo Wth
Station
I Elev I
(FT)
I Elev I
(CFS)
I
(FPS)
Head I Grd.E1.1
Elev I
Depth I
Width
IDia.-FTlor
I.D.1
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slopel
-I-
-I-
1 1
-I-
1
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-I- -I-
SF Avel HF ISE
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Up
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I
ZR
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(Type Ch
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I
22.05
I I
1242.54
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I I
1243.348
10.5
I
10.79
I I
1.809 1245.157
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1.245
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1.50
I I
1.50
-I-
I
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1.00
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-I-
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1-
PIPE
I
23.05
I I
1242.70
.841
I I
1243.541
10.5
I
10.29
I I
1.644 1245.186
I
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1.245
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1.49
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1.50
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.16183
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23.91
I I
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10.5
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9.81
I I
1.495 1245.208
I
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1.245
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1.50
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-I-
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2.033
.510
.013
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PIPE
I
24.63
I I
1242.96
.910
I I
1243.865
10.5
I
9.36
I I
1.359 1245.224
I
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1.47
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1.50
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1
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-I-
-I-
-I-
-I- -I-
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1.884
-I-
.510
.013
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PIPE
25.23
I I
1243.05
.948
I I
1244.001
10.5
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8.92
I I
1.235 1245.236
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25.73
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1244.122
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I
26.14
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1244.231
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1.021 1245.252
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1.03
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26.45
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1244.328
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7.73
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26.68
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1.50
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PIPE
T
W S P G N- CIVILDESIGN vers 7.1 PAGE 3
For: Hunsaker 5 Associates Irvine, Inc., Irvine, CA - SIN 647
WATER SURFACE PROFILE LISTING Date: 7-15-1998 Time: 4:39:30
HYDRAULICS FOR LINE "B-3"
TRACT 23066 i
FILENAME: 166B3.WSN
++++w++++++xxxxxxxx+w+ww+x+..+w+w++xx x:xxwwwww+w+ww++w+++++w+++++++xx+xx+xx++x++w++x+++++++xxxxxxxwxxwxxxxwxw+w+w+w+w++++++++rwwxw
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HYDRAULICS FOR LINE "B-3"
TRACT 23066
FILENAME: 166B3.WSN
I W C H
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0 0
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7.13
7.68
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N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
S - SUPER -ELEVATION
H - HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
0 • 0
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 4:41:51
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 1.50
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "B-4"
TRACT 23066
FILENAME: 166B4.WSN
r
PAGE NO 1
W S P G N PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT W S ELEV
.00 1244.97 1 1245.00
ELEMENT NO 2 IS A REACH
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28,91 1247.00 1 .013 •000 .000 .000 0
ELEMENT NO 3 IS A SYSTEM HEADWORKS
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WARNING NO. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
I
W W
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W S
P G N-
CIVILDESIGN Vers 7.1
PAGE
1
For: Hunsaker
6 Associates
Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
4:41:55
HYDRAULICS FOR
LINE "B
-4 -
TRACT 23066
FILENAME: 166B4.WSN
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W
S P
G N- CIVILDESIGN Vers 7.1
PAGE 2
For:
Hunsaker
6 Associates
Irvine, Inc., Irvine,
CA - S/N
647
WATER
SURFACE PROFILE LISTING
Date: 7-15-1998
Time:
4:41:55
HYDRAULICS FOR
LINE
"B-4"
TRACT 23066
FILENAME:
166B4.WSN
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HYDRAULICS FOR LINE "B -4 -
TRACT 23066
FILENAME: 166B4.WSN
.00 I W C H
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1.77
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1244.97 1245.33 1245.68 1246.04 1246.40 1246.75 1247.11 1247.47 1247.82 1248.18 1248.54
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
S = SUPER -ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 4:44:24
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 1.50
LA,iT-mat... 5-.S ,
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "B-5"
TRACT 23066
FILENAME: 166B5.WSN
0
PAGE NO 1
0
i
0
W S P
G N
PAGE NO 2
WATER SURFACE
PROFILE -
ELEMENT
CARD
LISTING
ELEMENT
NO
1
IS A
SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
.00
1244.97
1
1245.00
ELEMENT
NO
2
IS A
REACH
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SECT
N
RADIUS
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1
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15.59
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** WARNING NO.
2
"
- WATER SURFACE ELEVATION GIVEN
IS LESS
THAN
OR EQUALS
INVERT ELEVATION IN HDWKDS, W.S.ELEV
- INV + DC
W S P G N- CIVILDESIGN Vers 7.1 PAGE 1
For: Hunsaker S Associates Irvine, Inc., Irvine, CA - SIN 647
WATER SURFACE PROFILE LISTING Date: 7-15-1998 Time: 4:44:30
HYDRAULICS FOR LINE "B-5"
TRACT 23066
FILENAME: 166B5.WSN
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9.15 -.02117 .015762 .14 1.14 1.445 1.032 .013 .00 PIPE
I I I I I I I I I I I I I
9.15 1245.16 1.194 1246.358 12.5 8.29 1.066 1247.424 .00 1.334 1.21 1.50 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- 1-
4.92 .02117 .014284 .07 1.19 1.307 1.032 .013 .00 PIPE
I I I I I I I I I I I I I
14.08 1245.27 1.257 1246.525 12.5 7.90 .969 1247.494 .00 1.334 1.11 1.50 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- 1-
1.51 .02117 .013105 .02 1.26 1.164 1.032 .013 .00 PIPE
I I I I I I I I I I I I I
15.59 1245.30 1.334 1246.634 12.5 7.53 .880 1247.514 .00 1.334 .94 1.50 .00 .00 1 .0
-I- -I- -I- -I- -I- _ -I- -I- -I- -I- -I- -I- -I- -I- I-
HYDRAULICS FOR LINE "B-5"
TRACT 23066
FILENAME: 166B5.WSN
.00 I
.32
.64
.95
1.27
1.59
1.91
2.23
2.55
2.86
3.18
3.50
3.82
W C H
E R
4.14
4.45
4.77
5.09
5.41
5.73
6.05
6.36
6.68
7.00
7.32
7.64
7.95
6.27
r
8.59
8.91
9.23 I W C H E R
s s •
9.54
9.86
10.18
10.50
10.82
11.14
11.45
11.77
12.09
12.41
12.73
13.04
13.36
13.68
14.00
14.32 I W C H E R
14.64
14.95
15.27
r
15.59 I W H E. R
1244.97 1245.22 1245.48 1245.73 1245.99 1246.24 1246.50 1246.75 1247.01 1247.26 1247.51
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
S - SUPER -ELEVATION
H - HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
CO 1 4 1 4.00
CD 2 4 1 1.50
CD 3 4 1 3.00
W S P G N
- EDIT LISTING -
Version 7.0
Date: 7-15-1998 Time:11: 9:21
WATER SURFACE
PROFILE - CHANNEL
DEFINITION LISTING
PAGE 1
CARD SECT CHN NO.OF AVE PIER
HEIGHT 1 BASE
ZL ZR INV
Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH
DIAMETER WIDTH
DROP
CO 1 4 1 4.00
CD 2 4 1 1.50
CD 3 4 1 3.00
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "N"
TRACT 23067
FILENAME: 23067N.WSN
PAGE NO 1
s • •
W S P G N
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * '
U/S DATA STATION INVERT SECT
4729.44 1219.30 1
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N
4767.03 1219.48 1 .013
ELEMENT NO 3 IS A REACH
U/S DATA STATION INVERT SECT N
4779.93 1219.54 1 .013
ELEMENT NO 4 IS A REACH '
U/S DATA STATION INVERT SECT N
4856.12 1219.90 1 .013
ELEMENT NO 5 IS A JUNCTION
PAGE NO 2
W S ELEV
1221.50
RADIUS
ANGLE
ANG PT
MAN H
.000
.000
.000
1
RADIUS
ANGLE
ANG PT
MAN H
44.967
-16.430
.000
0
RADIUS
ANGLE
ANG PT
MAN H
.000
.000
.000
0
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
4860.78 1220.92 3 2 0 .013 9.60 .00 1221.22 .00 30.00 .00
* *
RADIUS ANGLE ELEMENT NO 6 IS A REACH .000 .000
*
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT
9A
4877.02 1221.62 3 . .013 .000 .000 .000
�) ELEMENT NO 7 IS A REACH
�
" U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT
6AT 4887.74 1222.08 3 .013 44.965 13.660 .000
O ELEMENT NO 8 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT
�1 4979.57 1226.05* 3 * .013 .000 .000 .000
{1 ELEMENT NO 9 IS A REACH '
(1 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT
VV 4987.92 1226.41 3 .013 134.768 -3.550 .000
ELEMENT NO 10 IS A REACH * `
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT
5050.64 1229.12 3 .013 .000 .000 .000
ELEMENT NO 11 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W S ELEV
5050.64 1229.12 3 .00
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
O
J
MAN H
0
MAN H
0
MAN H
0
MAN H
0
MAN H
0
W S P
G N-
CIVILDESIGN Vers 7.1
PAGE
1
For: Hunsaker
6 Associates
Irvine, Inc.,
Irvine,
CA - SIN
647
WATER SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:11:
9:41
HYDRAULICS FOR
LINE "N"
TRACT 23067
FILENAME: 23067N.WSN
.+a a+aa+aa
aaa+a a+++++++++++aaa+a.aa+++++aaa
aaa+aaaa+aaa.a+a+++++++++++++++a+aaa••aaa•aaaaaaaaaaa++a+++•++++++++++aa++++a.a+++++aaa
AR Used
I Invert I
Depth
1 Water
Q I
Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight/1Base Wti
[No Wth
Station
-I-
I Elev I
(FT)
I Elev I
(CFS) I
(FPS)
Head I
Grd.EI.I
Elev
1 Depth
I Width
IDia.-FTlor
I.D.I
ZL
IPrs/Pip
L/Elem
-I-
ICh Slopel
-I-
-I-
I I
-I-
I
-I- -i-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Up
-I-
I "N" I
-I-
I
ZR
I-
(Type
Ch
I
4729.44
-I-
I
1219.30
1.748
I I
1221.048
I
68.7
13.02
I
2.632
1223.680
I
.00
I
2.504
I
3.97
I I
4.00
I
.00
.00
I
1
.0
1.52
-I-
.00479
-I-
-I-
-I-
-I- -I-
.014715
-I-
.02
-I-
1.75
-I-
1.990
-I-
2.445
-I-
.013
-I-
.00
1-
PIPE
4730.96
-I-
I I
1219.31
-I-
1.742
-I-
I I
1221.049
I
68.7
13.07
I
2.653
1223.702
I
.00
I
2.504
I
3.97
I I
4.00
I
.00
.00
I
1
.0
18.43
.00479
-I-
-I-
-I- -I-
.015814
-I-
.29
-I-
1.74
-I-
2.001
-I-
2.445
-I-
.013
-I-
.00
1-
PIPE
4749.39
I i
1219.40
1.680
I I
1221.076
I
68.7
13.71
I
2.918
1223.994
I
.00
I
2.504
I
3.95
I I
4.00
I
.00
.00
I
1
.0
17.64
.00479
.018010
.32
1.68
2.144
2.445
.013
.00
PIPE
4767.03
-I-
I I
1219.48
-I-
1.622
-I-
I I
1221.102
I
68.7
14.38
I
3.210
1224.311
I
.56
I
2.504
I
3.93
I I
4.00
I
.00
.00
I
1
.0 _
12.90
.00466
-I-
-I-
-I- -i-
.020212
-I-
.26
-I-
2.18
-I-
2.297
2.468
-I- -I-
.013
-I-
.00
1-
PIPE
4779.93
1219.54
1.577
1221.117
68.7
14.92
3.458
1224.575
.00
2.504
3.91
4.00
.00
.00
1
.0
2.45
.00472
.021465
.05
1.58
2.423
2.456
.013
.00
PIPE
4782.38
-I-
I I
1219.55
-I-
1.568
I I
1221.120
i
68.7
15.04
I
3.511
1224.630
1
.00
1
2.504
I
3.91
I I
4.00
I
.00
.00
I
1
.0
16.02
.00472
-I-
-I-
-I-
-I- -I-
.023203
-I-
.37
-I-
1.57
-I-
2.450
2.456
-I- -1-
.013
-I-
.00
1-
PIPE
4798.40
-I-
I I
1219.63
-I-
1.513
I I
1221.140
I
68.7
15.77
I
3.862
1225.002
I
.00
I
2.504
I
3.88
I I
4.00
I
.00
.00
I
1
.0
15.38
.00472
-I-
-I-
-I-
-I- -I-
.026455
-I-
.41
-I-
1.51
-I-
2.623
2.456
-I- -I-
.013
-I-
.00
1-
PIPE
4613.78
-I-
i I
1219.70
-I-
1.461
-I-
I i
1221.161
I
666.7
16.54
4.248
1225.409
I
.00
I
2.504
1
3.85
I I
4.00
I
.00
.00
I
1
.0
14.69
.00472
-I-
-I-
-I- -I-
.030169
-I-
.44
-I-
1.46
-I-
2.807
2.456
-I- -I-
.013
-I-
.00
1-
PIPE
4828.47
-I-
I I
1219.77
-I-
1.410
-I-
I I
1221.179
I
68.7
17.35
I
4.673
1225.852
i
.00
I
2.504
I
3.82
I I
4.00
I
.00
.00
1
1
.0
14.12
.00472
-I-
-I-
-I- -I-
.034416
-I-
.49
-I-
1.41
-I-
3.003
2.456
-I- -I-
.013
-I-
.00
1-
PIPE
• 10
W S P
G N-
CIVILDESIGN Vers 7.1
PAGE
2
For: Hunsaker
6 Associates Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:ll:
9:41
HYDRAULICS FOR
LINE "N"
TRACT 23067
FILENAME: 23067N.WSN
xaxxx+>a>+>+xxwxxxxxx+++»>++>xwwx+++>++++>x+xxxwxxxxxxxxxx++>+>w++>a»+axwxw+wwxxwwxxxxxxxwwwxxwxxx+>xxxxxxxwwxxwwwxxwwa>+>++x+>x
AR Used
I Invert I
Depth
I Water I
Q I
Vel
Vel
I Energy
I Super
ICriticallFlow
ToplHeight/IBase
Wt1
INo Wth
Station
-I-
I Elev I
(FT)
I Elev I
(CFS) I
(FPS)
Head
I Grd.E1.1
Elev
I Depth
I Width
IDia.-FTIor
I.D.I
ZL
IPrs/Pip
L/Elem
-I-
ICh Slopel
-I-
-I-
I
-I-
-I-
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Up
-I-
I "N"
-I-
I I
ZR
I-
(Type
Ch
>+++>x wwxxw
x+x++>I++>+++wxxxxxx
I I
x++>I+a++>xa>al+x+xxxwxwxwxx+>Ix++>+>+s+I+>++>+w>+>xa+w+Ixxxw+xxw+xxxxwx>xxwxxxlxxxwwlx»
»+>
4842.59
1219.84
1.362
I I
1221.196
I
68.7
18.19
5.140
I
1226.338
i
.00
I
2.504
I
3.79
I
4.00
I I
.00
.00
I
1
.0
13.53
.00472
.039281
.53
1.36
3.213
2.456
.013
.00
PIPE
4856.12
-I-
I I
1219.90
-I-
1.316
I I
1221.216
I
68.7
19.08
5.654
I
1226.870
i
.00
I
2.504
I
3.76
I
4.00
I I
.00
.00
I
1
.0
JUNCT
STR
.21890
I
-I-
-I-
-I-
-I-
-I-
.040535
-I-
.19
-I-
1.32
3.436
-1-
-i-
-I-
.013
-I-
.00
I-
PIPE
4860.78
-I-
I
1220.92
-I-
1.406
-I-
I I
1222.327
I
59.1
18.16
5.123
I
1227.449
I
.00
I
2.485
I
2.99
I
3.00
I I
.00
.00
I
1
.0
16.24
.04310
-I-
-I-
-I-
-I-
.038801
-I-
.63
-I-
1.41
3.070
-I-
-I-
1.369
-I-
.013
-I-
.00
1-
PIPE
4877.02
-I-
I I
1221.62
-I-
1.415
-I-
I I
1223.035
I
59.1
18.03
5.046
I
1228.081
I
.67
I
2.485
I
3.00
I
3.00
I I
.00
.00
I
1
.0
10.72
.04291
-I-
-I-
-I-
-I-
.038129
-I-
.41
-I-
2.09
3.036
-I-
-I-
1.371
-I-
.013
-I-
.00
1-
PIPE
4887.74
-I-
1 I
1222.08
-I-
1.421
I I
1223.501
I
59.1
17.93
4.992
I
1228.492
I
.00
I
2.485
I
3.00
I
3.00
I I
.00
.00
I
1
.0
26.29
.04323
I
-I-
-I-
-I-
-I-
-I-
.036890
-I-
.97
-I-
1.42
3.012
-I-
-I-
1.368
-I-
.013
-I-
.00
1-
PIPE
4914.03
-I-
I
1223.22
-I-
1.441
-I-
I I
1224.658
I
59.1
17.59
4.803
I
1229.461
I
.00
I
2.485
I
3.00
I
3.00
I I
.00
.00
I
1
.0
40.38
.04323
-I-
-I-
-I-
-I-
.033781
-I-
1.36
-I-
1.44
2.927
-I-
-I-
1.368
-I-
.013
-I-
.00
1-
PIPE
4954.41
-I-
I I
1224.96
-I-
1.496
-I-
I I
1226.458
I
59.1
16.77
4.367
I
1230.825
I
.00
I
2.485
I
3.00
I
3.00
I I
.00
.00
I
1
.0
25.16
.04323
-I-
-I-
-I-
-I-
.029756
-I-
.75
-I-
1.50
2.727
-I-
-I-
1.368
-I-
.013
-I-
.00
1-
PIPE
4979.57
-I-
I I
1226.05
-I-
1.554
-I-
I I
1227.604
-I-
I
59.1
15.99
3.970
I
1231.574
I
.18
I
2.485
I
3.00
I
3.00
I I
.00
.00
I
1
.0
8.35
.04311
I I
-I-
-I-
-I-
.027150
-I-
.23
-I-
1.73
2.538
-I-
-I-
1.369
-I-
.013
-I-
.00
1-
PIPE
4987.92
-I-
1226.41
-I-
1.579
-I-
I I
1227.989
I
59.1
15.67
3.812
I
1231.801
I
.00
I
2.485
I
3.00
I
3.00
I I
.00
.00
I
1
.0
10.23
.04321
-I-
-I-
-I-
-I-
.025424
-I-
.26
-I-
1.58
2.461
-I-
-I-
1.368
-I-
.013
-I-
.00
1-
PIPE
W S
P G N- CIVILDESIGN Vers 7.1
PAGE
3
For: Hunsaker
6 Associates
Irvine,
Inc.,
Irvine,
CA - SIN
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:11:
9:41
HYDRAULICS FOR
LINE "N"
TRACT 23067
FILENAME: 23067N.WSN
x++a++x++x++++++axxx+++++++x++ax+xa+++++++xxx+♦aa+a+++a++++x++xx+++++++a+xaax++x+xa+a+x4444+++++a+aax+xa+:+xxxax++x+++++++xxxaa+++
AR Used
I Invert I
Depth
I Water I
Q
I Vel
Vel I
Energy
I Super ICriticallFlow
ToplHeight/IRase Wtl
INo Wth
Station
-I-
I Elev I
-I-
(FT)
-I-
Elev I
(CFS)
I (FPS)
Head I
Grd.El.l
Elev I
Depth
I Width
1Did.-FTlor
I.D.1
ZL
IPrs/Pip
L/Eleni
ICh Slopel
-I-
II
-I-
-I-
I
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N" I
-I-
I
ZR
I-
IType
Ch
+++a++a++I+++++++xlxaa+++++I
I I
+x xa+4444144+a++aaxlxxxx
I
a+alga++++++I++++aax+al+++r+++I+a++++++Ixaaxxa
aalax+a++a+aa++++I++++alx++ax
xx
4998.15
-I-
1226.85
-I-
1.617
-I-
I
1228.469
59.1
I
15.21
I
3.592
1232.061
I I
.00
2.485
I
2.99
I I
3.00
I
.00
.00
I
1
.0
13.03
.04321
I I
-I-
-I-
-I-
-I-
.022989
-I-
.30
-I-
1.62
2.351
-I-
-I-
1.368
-I-
.013
-I-
.00
1-
PIPE
5011.19
-I-
1227.42
-I-
1.680
-I-
I I
1229.095
-I-
59.1
I
14.50
I
3.265
1232.361
I I
.00
2.485
I
2.98
I I
3.00
I
.00
.00
I
1
.0
10.03
.04321
I I
-I-
-I-
-I-
.020298
-I-
.20
-I-
1.68
2.185
-I-
-I-
1.368
-I-
.013
-I-
.00
1-
PIPE
5021.22
-I-
1227.85
-I-
1.747
-I-
I I
1229.596
-I-
59.1
I
13.83
I
2.968
1232.564
I I
.00
2.485
I
2.96
I I
3.00
I
.00
.00
I
1
.0
7.87
.04321
I I
-I-
-1-
-I-
.017947
-I-
.14
-I-
1.75
2.027
-I-
1.368
-I- -I-
.013
-I-
.00
1-
PIPE
5029.09
-I-
1228.19
-I-
1.818
-I-
I I
1230.007
-I-
59.1
I
13.18
I
2.699
1232.706
I I
.00
2.485
I
2.93
I I
3.00
I
.00
.00
I
1
.0
6.24
.04321
-I-
-I-
-I-
.015891
-I-
.10
-I-
1.82
1.879
-I-
1.368
-I- -I-
.013
-I-
.00
1-
PI -PE
5035.33
1228.46
1.693
1230.351
59.1
12.57
2.453
1232.805
.00
2.485
2.90
3.00
.00
.00
1
.0 '
4.91
.04321
I I
I
.014094
.07
1.89
1.738
1.368
.013
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PIPE
5040.24
-I-
1228.67
-I-
1.973
-I-
I
1230.644
59.1
I
11.98
1
2.230
1232.874
I I
.00
2.485
I
2.85
I I
3.00
I
.00
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I
1
.0
3.81
.04321
I I
-I-
-I-
-1-
-I-
.012527
-I-
.05
-I-
1.97
1.605
-I-
1.368
-I- -I-
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-I-
.00
1-
PIPE
5044.05
-I-
1228.83
-I-
2.059
-I-
i I
1230.894
-I-
59.1
I
11.43
I
2.027
1232.922
I I
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2.485
I
2.78
I I
3.00
I
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I
1
.0
2.88
.04321
I
-I-
-I-
-I-
.011164
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-I-
2.06
1.477
-I-
1.368
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1-
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5046.93
-I-
I
1228.96
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2.151
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I I
1231.111
59.1
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10.85
I
1.843
1232.954
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2.485
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2.70
I I
3.Q0
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1
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2.03
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2.15
1.355
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1.368
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1-
PIPE
5048.96
I I
1229.05
2.251
I I
1231.298
59.1
I
10.39
I
1.676
1232.974
I I
.00
2.485
I
2.60
I I
3.00
I
.00
.00
I
1
.0
1.27
.04321
.008962
.01
2.25
1.237
1.366
.013
.00
PIPE
W S P
G N- CIVILDESIGN
Vers 7.1
PAGE 4
For: Hunsaker
6 Associates Irvine, Inc.,
Irvine, CA - SIN
647
WATER SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:11:
9:41
HYDRAULICS FOR
LINE "N"
TRACT 23067
FILENAME: 23067N.WSN
AR Used
I Invert I
Depth I Water I
Q I
Vel Vel I
Energy I Super
CriticallFlow ToplHeight/lBase Wtl
INo Wth
Station
I Elev I
-I- -I-
(FT) I Elev I
-I-
(CFS) I
(FPS) Head I
Grd.EI.l Elev
I Depth I Width
IDia.-FTlor I.D.)
ZL
1Pr9/Pip
L/Elem
ICh Slopel
-I-
I I
-I-
I
-I- -I-
SF Avel
-I- -I-
HF ISE DpthlFroude
-I- -I-
NINorm Dp
-1- -I-
I "N" I I
ZR
I-
(Type Ch
I
5050.22
I
1229.10
-I- -I-
I I
2.360 1231.462
I
59.1
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9.90 1.523
I
1232.985 .00
I I
2.485 2.46
I I I
3.00 .00
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I
1 .0
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.04321
-I- -I-
-I-
-I- -I-
.008100
-I- -I-
.00 2.36
-I- -I-
1.120 1.368
-I- -I-
.013
.00
I-
PIPE
5050.64
I I
1229.12
-I- -I-
I I
2.485 1231.605
-I- -I-
I
59.1
-I-
I
9.44 1.384
-I- -I-
I
1232.989 .00
-I- -I-
I I
2.485 2.26
-I- -I-
I I 1
3.00 .00
-I- -I-
.00
1
1 .0
I-
0 0 0
HYDRAULICS FOR LINE "N"
TRACT 23067
FILENAME: 23067N.WSN
4729.44 .I
W C H E R
4735.08 .I
w C H E R
4740.71
4746.35
4751.98 .I
W C H E R
4757.62
4763.25
4768.89 I
W S C H E R
4774.52
4780.16 I
w C H E R
4785.79 I
W C H E R
4791.43
4797.06
4802.70
I w C
H E
R
4808.33
y
4813.97
I w C
H E
R
4819.60
4825.24
4830.87
I w C
H E
R
4836.51
4842.14
4847.78
I w C
H E
R
4853.41
4859.05
I w C
H E
SX
4864.68
I w
C H E
R
4870.32
4875.95
4881.59
I
w S C H E
R
4887.22
4892.86
1
w C H E
R
s 0 0
4898.49
4904.13
4909.76
4915.40 I W C H E R
4921.03
4926.67
4932.30
4937.94
4943.57
4949.21
4954.84 I W C H E R
4960.48
4966.11
4971.75
4977.38
4983.02 I WS C H E R
4988.65 I W C H E R
4994.29
4999.92
I W C H E R
5005.56
,
5011.19
I W C H E R
5016.83
5022.46
I W C H E R
`
5028.10
W5033.73
I W C H E R
O5039.37
I W C H E R
A
5045.00
I W C H E R
5050.64
I W C H E R
�1-
V
1219.30 1220.67 1222.04 1223.41 1224.7B
1226.14 1227.51 1228.88 1230.25 1231.62 1232.99
N O T E S
i�
1. GLOSSARY
�j
I - INVERT ELEVATION
f"
C - CRITICAL DEPTH
w
W - WATER SURFACE ELEVATION
S - SUPER -ELEVATION
O
H - HEIGHT OF CHANNEL
^
_
E - ENERGY GRADE LINE
o
X - CURVES CROSSING OVER
_V[
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time:11:20:95
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(9) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 9 1 1.50
n
L.QrT—a.z.s.L— 0-1
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "N-1"
TRACT 23067
FILENAME: 1663NA.WSN
PAGE NO 1
0 0
W S P G N PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT W S ELEV
104.00 1221.22 1 1222.33
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
109.77 1221.34 1 .013 .000 .000 .000 0
ELEMENT NO 3 IS A REACH '
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
127.97 1221.70 1 .013 22.503 -46.340 .000 0
ELEMENT NO 4 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
162.52 1222.39 1 .013 .000 .000 .000 0
ELEMENT NO 5 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
256.41 1224.27 1 .013 506.068 10.630 .000 0
ELEMENT NO 6 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W S ELEV
256.41 1224.27 1 .00
** WARNING NO. 2 '* - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
W S P G N- CIVILDESIGN Vers 7.1 PAGE 1
For: Hunsaker 6 Associates Irvine, Inc., Irvine, CA - S/N 647
WATER SURFACE PROFILE LISTING Date: 7-15-1998 Time:11:20:54
HYDRAULICS FOR LINE "N-1"
TRACT 23067
FILENAME: 1663NA.WSN
AR Used I Invert I Depth I Water I Q I Vel Vel I Energy I Super CriticallFlow ToplHeight/]Base Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.] ZL IPYs/Pip:
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
L/Elem ICh Slopel I SF Ave] HF ISE DpthlFroude NINorm Up I "N" I I ZR ]Type Ch
I I I I I I I I I I I I I
104.00 1221.22 .907 1222.127 10.1 9.04 1.268 1223.396 .00 1.224 1.47 1.50 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
5.77 .02080 .019924 .11 .91 1.825 .896 .013 .00 PIPE
I I I I I I I I I I I I I
109.77 1221.34 .909 1222.249 10.1 9.01 1.261 1223.510 .16 1.224 1.47 1.50 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- 1-
18.20 .01978 .019853 .36 1.07 1.816 .910 .013 .00 PIPE
I I I I I I I I I I I I I
127.97 1221.70 .909 1222.609 10.1 9.01 1.261 1223.870 .00 1.224 1.47 1.50 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- 1-
34.55 .01997 .019743 .68 .91 1.816 .907 .013 .00 PIPE
I I I I I I I I I I I I I
162.52 1222.39 .913 1223.303 10.1 8.97 1.250 1224.553 .01 1.224 1.46 1.50 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- 1-
44.58 .02002 .018922 ,84 ,92 1.604 .907 .013 .00 PIPE
I I I I I I I i I I I I I
207.10 1223.28 .935 1224.218 10.1 8.71 1.179 1225.397 .01 1.224 1.45 1,50 .00 .00 1 .0
-I-
24.02
-I-
.02002
-I- -I-
-I-
-I-
-I-
.017185
-I-
.41
-I-
.94
-I-
1.720
-I-
.907
-I- -I-
.013
.00
1-
PIPE
231.13
-I-
I I
1223.76
-I-
I I
.974 1224.738
-I-
I
10.1
8.31
I
1.072
1225.810
I I
.01
1.224
I
1.43
I I I
1.50 .00
.00
I
1 .0
11.65
.02002
-I-
-I-
-I-
-I-
.015262
-I-
.18
-I-
.98
-I-
1.589
-I-
.907
-I- -I-
.013
.00
1-
PIPE
242.77
I I
1224.00
I I
1.016 1225.013
I
10.1
7.92
I
.974
1225.987
I I
.01
1.224
I
1.40
I I I
1.50 .00
.00
I
1 .0
-I-
6.77
-I-
.02002
-1- -I-
-I-
-I-
-I-
.013589
-I-
.09
-I-
1.02
-I-
1.464
-I-
.907
-I- -I-
.013
.00
1-
PIPE
249.55
-I-
I I
1224.13
I I
1.061 1225.194
I
10.1
7.55
I
.886
1226.079
I I
.00
1.224
I
1.36
I I I
1.50 .00
.00
I
1 .0
4.00
-I-
.02002
-I- -I-
-I-
-I-
-I-
.012137
-I-
.05
-I-
1.07
-I-
1.345
-I-
.907
-I- -I-
.013
.00
1-
PIPE
253.55
I I
1224.21
I I
1.110 1225.323
I
10.1
7.20
I
.805
1226.128
I I
.00
1.224
I
1.32
I I I
1.50 .00
.00
I
1 .0
-I-
2.21
-I-
.02002
-I- -I-
-i-
-I-
-I-
.010884
-I-
.02
-I-
1.11
-I-
1.229
-I-
.907
-I- -I-
.013
.00
1-
PIPE
W S P
G N-
CIVILDESIGN Vers 7.1
PAGE 2
For: Hunsaker
S Associates Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:11:20:54
HYDRAULICS FOR
LINE "N -1
-
TRACT 23067
FILENAME: 1663NA.WSN
AR Used
I Invert I
Depth I Water I
4 I
Vel
Vel I
Energy
I Super ICritrcallFlow
ToplHeight/IBase Wt1
INo Wth
Station
I Elev I
(FT) I Elev I
(CFS) I
(FPS)
Head I
Grd.El.l
Elev I
Depth
I Width
IDia.-FTlor I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slopel
(
SF Avel
HF
ISE DpthlFroude
NlNorm
Up
I "N" I I
ZR
(Type Ch '
I
255.76
-I-
1224.26
I I
1.163 1225.420
I
10.1
6.87
I
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1226.152
I I
.00
1.224
i
1.25
I I I
1.50 .00
.00
I
1 .0 `
.65
-I-
.02002
-I- -I-
-I-
-1-
-I-
.009812
-I-
.01
-I-
1.17
-I-
1.11E
-I-
.907
-I- -I-
.013
.00
1-
PIPE
256.41
-I-
I I
1224.27
-I-
I I
1.224 1225.494
-I- -I-
I
10.1
. -I-
6.54
-I-
I
.665
-I-
1226.159
-I-
1 I
.00
-I-
1.224
-I-
I
1.16
-I-
I I 1
1.50 .00
-I- -I-
.00
1
1 .0
I-
HYDRAULICS FOR LINE "N-1"
TRACT 23067
FILENAME: 1663NA.WSN
109.00
.I
W
C
H
107.11
110.22
I
W
S
C
H
113.33
116.99
119.55
122.66
125.77
128.88
I
W
C H
131.99
135.10
138.21
191.32
F,
E
E
R
R
R
144.44
147.55
150.66
153.77
156.88
159.99
163.10
I
W
C
H E
166.21
169.32
172.43
175.54
178.65
181.76
184.87
187.98
191.09
194.20
R
197.31
200.42
203.53
206.64
209.75 I W C H E R
212.86
215.97
219.09
222.20
225.31
228.42
231.53 I W C H E R
234.64
237.75
240.86
243.97 I W C H E R
247.08
250.19 I W C H E R
1
4
G
NJ
253.30
256.41
I
W C H E. R
1221.22 1221.71 1222.21 1222.70 1223.20 1223.69 1224.18 1224.66 1225.17 1225.67 1226.16
N O T E S
1. GLOSSARY
I INVERT ELEVATION
C CRITICAL DEPTH
W WATER SURFACE ELEVATION
S SUPER -ELEVATION
H HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR P0II7TS AT A JUMP MAY NOT BE PLOTTED EXACTLY
9
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time:12:12:50
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 3.50
CD 2 4 1 1.50
CD 3 4 1 1.50
CD 4 4 1 2.00
ML.iQ L(NE "Z„
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "Z"
TRACT 23067
FILENAME: 23067Z.WSN
r
PAGE NO 1
W S P G
N
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT
NO
1
IS
A SYSTEM OUTLET '
U/S DATA
STATION
INVERT
SECT
W S ELEV
6193.89
1219.11
1
1220.00
ELEMENT
NO
2
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6198.36
1219.33
1
.013
.000
.000
.000
0
ELEMENT
NO
3
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6205.09
1219.67
1
.013
44.942
-8.580
.000
0
ELEMENT
NO
4
IS
A REACH
*
*
*
'
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6256.77
1222.25
1
.013
.000
.000
.000
0
ELEMENT
NO
5
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2
N
Q3
Q4 INVERT -3 INVERT -4 PHI
3 PHI 4
6261.43
1223.99
4 2
3
.013
6.90
3.00 1223.84 1224.05 62.80
51.20
RADIUS
ANGLE
.000
.000
ELEMENT
NO
6
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6265.80
1224.08
4
.013
25.036
10.000
.000
0
ELEMENT
NO
7
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6319.80
1225.18
4
.013
.000
.000
.000
0
ELEMENT
NO
8
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6343.36
1225.66
4
.013
44.996
-30.000
.000
0
ELEMENT
NO
9
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
6359.73
1226.00
4
.013
.000
.000
.000
0
ELEMENT
NO
10
IS
A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
W S ELEV
6359.73
1226.00
4
.00
'* WARNING NO. 2 '* - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWKDS, W.S.ELEV - INV + DC
r
0 0 0
W S P
G N- CIVILDESIGN Vers 7.1
PAGE
1
For: Hunsaker
6 Associates
Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:12:13:
2
HYDRAULICS FOR
LINE "Z"
TRACT 23067
FILENAME: 23067Z.WSN
YYf#}##}h#ihh£i44fYi}#4#41RYY1+4#i4#+#4++f4##f#44#fhYff#i#i4f4f}+44}f}##}4}f#hhh{h{Y#ifh#R#Y#RihiFfY#iii#Y##h##h}FiR£#F}4if
iT11Mh4
AR Used
I Invert I
Depth
I Water I
Q I
Vel
Vel
I Energy
I Super
ICriticall
Flow ToplHeight/1Base WtI
[No Wth
Station
-I-
I Elev I
-I-
(FT)
I Elev I
(CFS) I
(FPS)
Head
I Grd.El.l
Elev
I Depth
I
Width
Dla.-FTlor
I.D.I
ZL
IPrs/Pip
L/Elem
ICh Slopel
-I-
-I-
I I
-I-
I
-I-
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Up
-I-
I "N" I
-I-
I ZR
I-
(Type
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W S P
G N- CIVILDESIGN Vers 7.1
PAGE
2
For: Hunsaker
a Associates
Irvine,
Inc.,
Irvine,
CA - S/:7
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:12:13:
2
HYDRAULICS FOR
LINE "Z"
TRACT 23067
FILENAME: 23067Z.WSN
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N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
S = SUPER -ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY'
0 0 0
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time:12:11: 4
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 1.50
TE-cLA L *Z
-1
"
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
W'S P G N PAGE NO 1
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "Z-1"
TRACT 23067
HEADING LINE NO 3 IS -
FILENAME: 1663Z1.WSN
i
W S P G N
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
.00 1223.89 1
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N
25.96 1228.30 1 .013
ELEMENT NO 3 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
25.96 1228.30 1
W S ELEV
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RADIUS ANGLE
.000 .000
W S ELEV
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PAGE NO 2
ANG PT MAN H
.000 0
" WARNING NO. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWRDS, W.S.ELEV - INV + DC
r
W S
P G N- CIVILDESIGN
Vers 7.1
PAGE 1
For: Hunsakec
6 Associates
Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:12:11:12
HYDRAULICS FOR
LINE "Z-1"
TRACT 23067
FILENAME: 1663Z1.WSN
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10.75
-I-
I
1.796
1229.659
I
.00
I
1.039
I
1.47
I I
1.50
I
.00
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I
1 .0
1.05
.17181
-I-
.037348
-I-
.04
-I-
.61
2.810
-I-
-I-
.413
-I-
.013
-I-
.00
1-
PIPE
W
N-
W S P
G N- CIVILDESIGN Vers 7.1
PAGE
2
For: Hunsaker
6 Associates
Irvine, Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:12:11:12
HYDRAULICS FOR
LINE "Z-1"
TRACT 23067
FILENAME: 1663Z1.WSN
ar++++ra+aaaaaaarraaa+++r+++raarra++a+++++aa+raar+++aaaaaaraaaaaaarra+raaaaa+++a+a+♦++a+++araraaaaaaaraaa+aaraaaraa
as
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AR Used
I Invert I
Depth I
Water I
Q I
Vel
vel I
Energy
I Super
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ToplHeight/IBase
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Station
-I-
I Elev I
-I-
(FT) I
-I-
Elev I
(CFS) I
(FPS)
Head I
Grd.El.l
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I Depth
I Width IDia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem
1Ch Slopes
I
-I-
-I-
I
-I-
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SF Avel
-I-
HF
-I-
ISE DpthlFroude
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Up I
-I-
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I
ZR
I-
IType
Ch
++.+araaalaa+a+ra+Iaaa+aaa++++++aasa
I I
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asaaarl
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+•raraaaaaal+aaaala+a++++
20.94
-I-
1227.44
-I-
I
.628
I
1228.066
I
7.2
10.25
I
1.633
1229.698
I
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I
1.039
I I
1.40
I
1.50
I
.00
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I
1
.0
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.17181
-I-
-I-
-I-
-I-
-I-
.032793
-I-
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-I-
.63
-I-
2.623
-I-
.413
-I-
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-I-
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PIPE
21.84
-I-
1 I
1227.59
-I-
I
.651
I
1228.244
I
7.2
9.78
I
1.484
1229.728
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I I
1.49
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I I
-I-
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-I-
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-I-
.65
-I-
2.448
-I-
.413
-I-
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I-
PIPE
22.62
-I-
1227.73
-I-
I
.675
I
1228.401
I
7.2
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I
1.349
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1
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-I-
2.283
-I-
.413
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PIPE
23.28
-I-
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1227.84
-I-
I
.700
-I-
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1228.540
-I-
I
7.2
0.89
I
1.227
1229.767
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1
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.17181
I
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,022274
-I-
.01
-I-
.70
-I-
2.129
-I-
.413
-I-
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-I-
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I-
PIPE
23.85
I
1227.94
I
.727
I
1228.664
I
7.2
8.47
I
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1229.780
I
.00
I
1.039
I I
1.50
I
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I
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1
.v.
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,019615
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1.984
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24.33
-I-
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1228.02
-I-
I
.755
-I-
I
1228.775
-I-
I
7.2
8.08
I
1.014
1229.789
I
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I I
1.50
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1
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-I-
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1.947
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PIPE
24.74
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1228.09
-i-
I
.784
-I-
I
1228.874
-I-
I
7.2
7.70
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1229.796
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1
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1.719
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-1-
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-I-
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PIPE
25.08
-I-
1228.15
-I-
.914
i I
1228.963
i
7.2
7.35
I
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1229.801
I
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1.49
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-I-
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-i-
1.598
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PIPE
25.36
-I-
I I
1228.20
-I-
.846
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1229.043
I
7.2
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1.49
I
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-I-
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-I-
1.485
-I-
.413
-I-
.013
-I-
.00
I-
PIPE
W S P G N-
CIVILDESIGN Vers 7.1
PAGE 3
For: Hunsaker
6 Associates Irvine,
Inc., Irvine,
CA - SIN
647
WATER
SURFACE PROFILE LISTING
Date: 7-15-1998
Time:12:11:12
HYDRAULICS FOR
LINE "Z-1"
TRACT 23067
FILENAME: 1663Z1.WSN
a+a+♦raaxxa++aa++a
aaa+a+++aa+axa+a+asaa.axxxxa++a+a+a+a+xaaxraxx+++x+xx+++a+aa++.+aaa+axxaa+aaaaaxa.+a++a++a++++++.+aaaaaa+a+++a+a
AR Used
I Invert I
Depth I Water I
Q I Vel
Vel I Energy
I Super
ICriticallFlow
ToplHeight/l
Base Wtl
INo Wth
Station
-I-
I Elev I
-I-
(FT) I Elev I
(CFS) I (FPS)
Head I Grd.EI.l
Elev
I Depth
I Width
IDia.-FTlor I.D.I
ZL
IPrS/Pip
L/Elem
Ch Slopel
-I- -I-
I I
-I- -I-
I
-I- -I-
SF Avel HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Up
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I "N" I I
ZR
I-
(Type Ch
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I I
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I
as
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25.58
-I-
1228.23
-I-
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.880 1229.115
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I
7.2 6.68
I
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I
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1.039
I
1.48
I I I
1.50 .00
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I
1 .0
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.17181
-I-
-I- -I-
-I- -I-
.010495 .00
-I-
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-I-
1.377
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.013
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I-
PIPE
25.75
-I-
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1228.26
-I-
I I
.916 1229.180
I
7.2 6.37
I
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I
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I
1.46
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1.50 .00
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-I- -I-
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.009296 .00
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1.276
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.013
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I-
PIPE
25.87
-I-
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1228.28
-I-
I I
.954 1229.238
-I- -I-
I
7.2 6.07
I
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I
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.008246 .00
-I-
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-I-
1.180
-I-
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I-
PIPE
25.94
-I-
I I
1228.30
-I-
I I
.994 1229.291
I
7.2 5.79
I
.520 1229.811
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1.039
I
1.42
I I I
1.50 .00
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1 .0
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I
-I- -I-
-I- -I-
-I- -I-
.007323 .00
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-I-
1.089
-I-
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-I- -I-
.013
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i-
PIPE
25.96
-I-
I
1228.30
-I-
I I
1.039 1229.339
-I- -I-
I
7.2 5.51
-I- -I-
I
.472 1229.811
-I- -I-
I
.00
-I-
I
1.039
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I
1.38
-I-
I I I
1.50 .00
-I- -I-
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I
1 .0
I-
i • •
HYDRAULICS FOR LINE "Z-1"
TRACT 23067
FILENAME: 1663Z1.WSN
.00 ,I W C H E R
.53
1.06
1.59
2.12
2.65
3.18
3.71
4.24 I W C H E R
4.77
5.30
5.83
6.36
6.89
7.42
7.95
8.48
9.01
9.54
10.07
10.60
11.13
11.66
12.19
12.72
13.24
13.77
14.30
14.83
15.36
I
C H
W C H
I W C H
P
E
E
R
R
R
LJ
15.89
16.42
16.95
17.48
18.01
16.54
19.07
19.60
20.13
20.66
21.19
21.72
22.25
22.78
23.31
23.84
24.37
24.90
0
I W C H
I W C H
I W C H
I W C H
I W C H
9
E
R
R
E R
E R
E R
I
W
C
H
E R
I
W
C
H
E R
I
W
C
H E R
I W C H E R
I W C H E R
25.43
I W C H E. R
25.96 I v W C H E. R
1223.84 1224.44 1225.03 1225.63 1226.23 1226.83 1227.42 1228.02 1228.62 1229.21 1229.81
N O T E S
1. GLOSSARY
I - INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
S - SUPER -ELEVATION
H - HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 1:32:51
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 3.00
CD 2 4 1 1.50
CD 3 4 1 1.50
CD 4 4 1 3.00
CD 5 4 1 1.50
CD 6 4 1 2.50
CD 7 4 1 1.50
CD 8 4 1 1.50
CD 9 4 1 2.50
MA,ia Lihle tea„
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
W S P G N PAGE NO 1
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "A"
TRACT 23067
HEADING LINE NO 3 IS -
FILENAME: 23067A.WSN
v
W S P G N
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 11 IS A REACH `
U/S DATA STATION INVERT SECT N
804.76 1224.18 6 .013
ELEMENT NO 12 IS A REACH
U/S DATA STATION INVERT SECT N
941.14 1226.36 6 .013
ELEMENT NO 13 IS A REACH
U/S DATA STATION INVERT SECT N
995.48 1227.23 6 .013
ELEMENT NO 14 IS A JUNCTION * `
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N
1000.14 1227.31 9 7 8 .013
ELEMENT NO 15 IS A REACH
U/S DATA STATION INVERT SECT
1096.03 1229.08 9
ELEMENT NO 16 IS A REACH
U/S DATA STATION INVERT SECT
1188.96 1230.79 9
ELEMENT NO 11 IS A REACH
U/S DATA STATION INVERT SECT
1302.33 1232.87 9
ELEMENT NO 18 IS A REACH
U/S DATA STATION INVERT SECT
1602.33 1238.39 9
ELEMENT NO 19 IS A REACH
U/S DATA STATION INVERT SECT
1668.26 1239.60 9
ELEMENT NO 20 IS A REACH
U/S DATA STATION INVERT SECT
1734.76 1240.83 9
ELEMENT NO 21 IS A REACH
U/S DATA STATION INVERT SECT
1786.03 1241.77 9
ELEMENT NO 22 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
1786.03 1241.77 9
N
013
N
013
N
013
N
013
N
013
N
013
N
013
Q3
5.90
PAGE NO 3
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 1
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT MAN H
35.396 -87.960 .000 0
Q4 INVERT±3 INVERT -4 PHI *3 PHI 4
10.60 1228.52 1228.52 49.10 60.00
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT MAN H
1994.192 -2.670 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 1
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 1
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT MAN H
109.993 34.640 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
W S ELEV
.00
W S P G N
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 11 IS A REACH
U/S DATA STATION INVERT SECT N
804.76 1224.18 6 .013
ELEMENT NO 12 IS A REACH * • '
U/S DATA STATION INVERT SECT N
941.14 1226.36 6 .013
ELEMENT NO 13 IS A REACH
U/S DATA STATION INVERT SECT N
995.48 1227.23 6 .013
ELEMENT NO 14 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3
1000.14 1227.31 9 7 8 .013 5.90
ELEMENT NO 15 IS A REACH
U/S DATA STATION INVERT SECT
1096.03 1229.06 9
ELEMENT NO 16 IS A REACH
U/S DATA STATION INVERT SECT
1188.96 1230.79 9
ELEMENT NO 17 IS A REACH
U/S DATA STATION INVERT SECT
1302.33 1232.87 9
ELEMENT NO 18 IS A REACH
U/S DATA STATION INVERT SECT
1602.33 1238.39 9
ELEMENT NO 19 IS A REACH
U/S DATA STATION INVERT SECT
1668.26 1239.60 9
ELEMENT NO 20 IS A REACH * '
U/S DATA STATION INVERT SECT
1734.76 1240.83 9
ELEMENT NO 21 IS A REACH • '
U/S DATA STATION INVERT SECT
1786.03 1241.77 9
ELEMENT NO 22 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
1786.03 1241.77 9
N
013
PAGE NO 3
RADIUS ANGLE ANG PT
i .000 .000 .000
RADIUS ANGLE ANG PT
.000 .000 .000
RADIUS ANGLE ANG PT
35.396 -87.960 .000
Q4 INVERT -3 INVERT -4 PHI•3 PHI 4
10.60 1228.52 1228.52 49.10 60.00
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT
.000 .000 .000
N
RADIUS
ANGLE
ANG PT
013
1994.192
-2.670
.000
N
RADIUS
ANGLE
ANG PT
013
.000
.000
.000
N
RADIUS
ANGLE
ANG PT
013
.000
.000
.000
MAN H
1
MAN H
0
MAN H
0
MAN H
0
MAN H
0
MAN H
1
MAN H
i
N
RADIUS
ANGLE
APG PT
MAN H
.013
.000
.000
.000
0
N
RADIUS
ANGLE
ANG PT
MAN H
.013
109.993
34.640
.000
0
N
RADIUS
ANGLE
ANG PT
MAN H
.013
.000
.000
.000
0
W S ELEV
.00
W
S P G N
PAGE
NO 4
WATER SURFACE PROFILE
- ELEMENT CARD
LISTING
" WARNING NO. 2 **
- WATER SURFACE ELEVATION GIVEN IS
LESS THAN
OR EQUALS
INVERT
ELEVATION
IN HDWKDS, W.S.ELEV
= INV
+ DC
W S P
G N-
CIVILDESIGN
Vers 7.1
PAGE
1
For: Hunsaker
b Associates
Irvine,
Inc.,
Irvine,
CA - SIN
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
1:32:57
HYDRAULICS FOR
LINE "A"
TRACT 23067
FILENAME: 23067A.WSN
..*.,wwwwwxwwwwww
w..
ww.ww ww wwwww.ww wwwwwwwwwxwxwwwwwww
wwwww.wwwwwwwwww.xwww.www
wwwwww
wwwwww.x.+.*..:
........................
......
AR Used
I Invert I
Depth I Water I
Q I
Vel
Vel
I Energy
I Super
ICriticallFlow
ToplHeight/1Base
Wtl
[No Wth
Station
-I-
I Elev I
-I-
(FT) I Elev I
(CFS) I
(FPS)
Head
I Grd.El.1
Elev
I Depth
I Width
IDia.-FTlor
I.D.I
ZL
IPrs/Pip
L/Elem
ICh Slopel
-I- -I-
I I
-I-
I
-I-
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Up
-I-
I "N" I
-I-
I
ZR
I-
IType Ch
xxwwwwwwwlwxwwwwwwlxwwwwww+Iwwwwwwwwwlwwwwxw+w+Iww+wwwwlwwww+*+wwwwwwwwwwlwwwwwwwwxxxwwww
I I
I I
w+www+wwl+wwxwwwwwxwxwxxxwxxlw..
ww ww
109.40
-I-
1211.69
-I-
1.928 1213.618
-I- -I-
I
64.8
13.50
2.830
I
1216.448
I
.00
I
2.502
I
2.88
I I
3.00
I
.00
.00
I
1 .0
14.71
.01972
-I-
-I-
-I-
.016820
-I-
.25
-I-
1.93
1.841
-I-
-I-
1.835
-I-
.013
-I-
.00
1-
PIPE
124.11
-I-
I I
1211.98
-I-
I I
1.946 1213.926
-I- -I-
I
64.8
13.35
2.769
1
1216.695
.36
I
2.582
I
2.86
I
3.00
I
.00
.00
1
1 .0
11.88
.02010
I
-I-
-I-
-I-
.016350
-I-
.19
-I-
2.31
1.808
-I-
-I-
1.824
-I-
.013
-I-
.00
1-
PIPE
135.99
-I-
I
1212.22
-I-
I I
1.966 1214.185
I
64.8
13.20
2.704
I
1216.889
I
.35
2.582
I
2.85
I I
3.00
I
.00
.00
1
1 .0
32.90
.02010
I
-I- -I-
-I-
-I-
-I-
.015219
-I-
.50
-I-
2.32
1.772
-I-
-I-
1.824
-I-
.013
-I-
.00
1-
PIPE
168.89
I
1212.88
I I
2.051 1214.931
I
64.8
12.58
2.458
I
1217.390
I
.00
I
2.582
I
2.79
I I
3.00
I
.00
.00
I
1 .0
JUNCT STR
.01931
I
.016614
.08
2.05
1.632
.013
.00
PIPE
173.55
-I-
I
1212.97
-I-
I I
1.789 1214.758
I
61.0
13.88
2.992
I
1217.750
I
.00
I
2.519
I
2.94
I I
3.00
I
.00
.00
I
1 .0
47.18
.02002
I
-I- -I-
-I-
-I-
-I-
.018519
-I-
.87
-I-
1.79
2.002
-I-
-I-
1.756
-I-
.013
-I-
.00
1-
PIPE
220.73
-I-
I
1213.91
-I-
I I
1.812 1215.726
-I- -I-
I
61.0
-I-
13.66
2.898
I
1218.625
I
.00
I
2.519
I
2.93
I I
3.00
I
.00
.00
I
1 .0
64.72
.02002
I I
I
-I-
-I-
.017108
-I-
1.11
-I-
1.81
1.952
-I-
-I-
1.756
-I-
.013
-I-
.00
1-
PIPE
285.45
-I-
1215.21
-I-
I
1.887 1217.097
-I-
I
61.0
13.03
2.635
I
1219.732
I
.71
I
2.519
I
2.90
I I
3.00
I
.00
.00
I
1 .0
33.77
.01984
I
-I-
-I-
-I-
-I-
.015191
-I-
.51
-I-
2.60
1.806
-I-
-I-
1.761
-I-
.013
-I-
.00
1-
PIPE
319.22
-I-
I
1215.88
-I-
I I
1.965 1217.845
-I- -I-
I
61.0
-I-
12.43
-I-
2.400
-I-
I
1220.245
I
.00
I
2.519
I
2.85
I I
3.00
I
.00
.00
I
1 .0
JUNCT STR
.12875
I I
.015165
-I-
.07
-I-
1.96
1.671
-I-
-I-
-I-
.013
-i-
.00
I-
PIPE
323.88
-I-
1216.48
-I-
I I
2.006 1218.466
-I-
I
50.9
12.06
2.257
I
1220.743
I
.00
I
2.311
I
1.99
I I
2.50
I
.00
.00
I
1 .0
91.10
.01602
-I-
-I-
-I-
-I-
.016024
-I-
1.46
-I-
2.01
1.459
-I-
-I-
2.006
-I-
.013
-I-
.00
1-
PIPE
W S P
G N- CIVILDESIGN Vers 7.1
PAGE 2
For:
Hunsaker
6 Associates
Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
1:32:57
HYDRAULICS
FOR
LINE "A"
TRACT 23067
FILENAME:
23067A.WSN
r
xxx.wwrr+wrrawxxxxrxrw+...a..wx+w
wxr.xxrr.wr...+...
xxrxx
r+xxr+wrxraxrxa
wr rw
rrawrr+wx..
aw xr+x.aarr.wwr.xrr+.xraax.aawr+r
r.a..a....+
AR Used
I Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super ICriticallFlov
ToplHeight/IBase
Wtl
INo Wth
Station
I Elev I
(FT) I
E1ev I
(CFS) I
(FPS)
Head I
Grd.E1.1
-I-
E1ev I
-I-
Depth I
-I-
Width IDia.-FTIor
-I-
-I-
I.D.1
-I-
ZL
IPrs/Pap
I-
-I-
L/Elem
-I-
ICh Slopel
-I-
-I-
-I-
-I-
-I-
SF Avel
HF ISE
DpthlFroude
NlNorm
Dp I
"N" I
I
ZR
[Type Ch
rrx..rr.wlrrxwrxxxlrwr.rxaal..rw.r.xrlxr.a+r..alra+xrr+lr.+rrrwrlrxwrxa+r+Iwxa+rrrl«x«.wxr+Ixraxrx+xlaw..+ara+rrrwxl.wrx+.aaa
rxa
414.98
I I
1217.94
I
2.006
I
1219.945
I
50.9
12.06
I
2.257
I
1222.202
I
.00
I
2.311
-I-
I
1.99
-1-
I
2.50
-I-
I
.00
-I-
.00
I
1 .0
1-
187.35
-I-
-I-
.01602
-I-
-I-
-I-
-I-
-I-
.015994
-I-
3.00
-I-
2.01
1.459
2.006
.013
I
I
.00
PIPE
I
602.33
I I
1220.94
I
2.010
I
1222.950
I
50.9
12.03
I
2.249
I
1225.199
I
.00
I
2.311
-I-
I
1.99
-I-
2.50
-I-
.00
-I-
.00
1 .0
1-
35.11
-I-
-I-
.01595
-I-
-I-
-I-
-I-
-I-
.015971
-I-
.56
-I-
2.01
1.453
2.011
I
.013
I
I
.00
PIPE
I
637.44
I I
1221.50
I
2.009
I
1223.509
I
50.9
12.04
I
2.251
I
1225.760
I
.08
I
2.311
-I-
1.99
-I-
2.50
-I-
.00
-I-
.00
1 .0
1-
162.66
-I-
-I-
.01598
-I-
-I-
-I-
-I-
-I-
.016005
-I-
2.60
-I-
2.09
1.454
2.009
I
.013
1
.00
PIPE
I
800.10
I I
1224.10
I
2.005
I
1226.105
I
50.9
12.06
I
2.258
1228.364
I I
.00
-I-
I
2.311
-I-
1.99
-I-
I
2.50
-I-
.00
-I-
.00
1 .0
1-
4.66
-I-
-I-
.01718
-I-
-I-
-I-
-I-
-I-
.015999
-I-
.07
2.01
1.460
1.939
.013
I I
.00
I
PIPE
I
604.76
1 I
1224.18
2.010
I I
1226.190
I
50.9
12.04
2.249
I
1228.439
I I
.00
I
2.311
1.99
2.50
.00
.00
1 .0
136.38
.01598
.015496
2.11
2.01
1.453
2.009
.013
I I
.00
I
PIPE
I
941.14
I I
1226.36
2.078
I I
1228.438
50.9
I
11.67
2.115
I
1230.553
-I-
I
.22
-I-
I
2.311
-I-
I
1.87
-I-
2.50
-I-
.00
-I-
.00
1 .0
1-
39.28
-I-
-I-
.01601
-I-
-I-
-I-
-I-
-I-
.014573
.57
2.30
1.347
2.007
.013
I I
.00
I
PIPE
I
980.42
I
1226.99
I
2.165
I I
1229.154
50.9
I
11.27
1.971
I
1231.125
-I-
I
.19
-I-
I
2.311
-I-
I
1.70
-I-
2.50
-I-
.00
-I-
.00
1 .0
1-
15.06
-I-
-I-
.01601
-I-
-I-
-I-
-I-
-I-
.013732
.21
2.35
1.219
2.007
.013
i I
.00
I
PIPE
I
995.48
I
1227.23
I
2.311
I I
1229.541
50.9
I
10.74
-I-
1.791
I
1231.332
-I-
I
.00
-I-
I
2.311
-I-
I
1.32
-I-
2.50
-I-
.00
-I-
.00
1 .0
I-
JUNCT
-I- -I-
STR .01718
-I-
-I-
-I-
-I-
.010189
.05
2.31
.999
.013
I I
.00
I
PIPE
I
1000.19
I
1227.31
I
3.958
I I
1231.268
34.;
I
7.01
.763
I
1232.031
-I-
I
.00
-I-
I
1.993
-I-
I
.00
-I-
2.50
-I-
.00
-I-
.00
1 .0
1-
95.89
-I-
-I-
.01846
-I-
-I-
-I-
-I-
-I-
.007034
.67
3.96
.000
1.421
.013
.00
PIPE
9
W S
P G N- CIVILDESIGN Vers 7.1
PAGE
3
For: Hunsaker
6 Associates
Irvine,
Inc.,
Irvine,
CA - SIN
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
1:32:57
HYDRAULICS FOR
LINE "A"
TRACT 23067
FILENAME: 23067A.WSN
as++a«wwrw+++a++++«www.+w++w+xaxww+++++++axaxxwwraa+w+w++x«xaawwwwxw«w«waaw+w+++++axaxa+a+++a+x+aaxa«x«xxrwax«ww+++++++x++w++x
xxaa
AR Used
I Invert I
Depth I Water
Q
Vel
Vel I
Energy
I Super ICriticallFlow
ToplHeight/IBase
Wt1
INo Wth
Station
-I-
I Elev I
(FT) I Elev I
(CFS)
I (FPS)
Head I
Grd.EI.l
Elev I
Depth
I Width
IDia.-FTIor
I.D.I
ZL
lPrs/Pip
L/Elem
-I-
ICh Slopel
-I- -I-
I I
-I-
-I-
I
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
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-I-
Up
-I-
I "N"
-I-
I I
ZR
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IType
Ch
+++++ax awwwwww++al«wx«www+I++++a++awl
I
xxwwx+wa+Iwaa+a+ala+w+wx«alx«wrww++wl+a+++a+I++++x«x«Ixaxaxxxwlwwwwa+wl++++ax+l++++xx+++++•
1096.03
-I-
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1229.08
I I
2.862 1231.942
34.4
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1232.705
I I
.00
1.993
I
.00
I
2.50
I I
.00
.00
I
1
.0
16.73
-I-
.01840
-I- -I-
-I-
-I-
-I-
.007034
-I-
.12
-I-
.00
-I-
.000
-I-
1.422
-I-
.013
-I-
.00
1-
PIPE
1112.76
I I
1229.39
I I
2.678 1232.066
34.4
I
7.01
i
.763
1232.828
I I
.00
1.993
I
.00
I
2.50
I I
.00
.00
I
1
.0
HYDRAULIC
JUMP
1112.76
-I-
I I
1229.39
I I
1.422 1230.810
34.4
I
11.93
I
2.211
1233.021
I I
.01
1.993
I
2.48
I
2.50
I I
.00
.00
I
1
.0
76.20
-I-
.01840
-I- -I-
-I-
-I-
-I-
.018387
-I-
1.40
-I-
1.43
-I-
1.949
-I-
1.422
-I-
.013
-I-
.00
1-
PIPE
1188.96
-I-
I I
1230.79
-I-
I I
1.423 1232.213
-I-
34.4
I
11.92
I
2.207
1234.420
I I
.00
1.993
I
2.48
I
2.50
I I
.00
.00
I
1
.0
43.88
.01835
-I-
-I-
-I-
-I-
.018367
-I-
.81
-I-
1.42
-I-
1.946
-I-
1.423
-I-
.013
-I-
.00
1-
PIPE
1232.84
I I
1231.60
I I
1.423 1233.018
34.4
I
11.92
I
2.207
1235.225
I I
.00
1.993
I
2.48
I
2.50
I I
.00
.00
I
1
.0.
69.49
.01835
.018387
1.28
1.42
1.946
1.423
.013
.00
PIPE
1302.33
-I-
I I
1232.87
-I-
I I
1.422 1234.292
-I-
34.4
I
11.93
I
2.211
1236.503
I I
.00
1.993
I
2.48
I
2.50
I I
.00
.00
I
1
.0
159.94
.01840
-I-
-I-
-I-
-I-
.018408
-I-
2.94
-I-
1.42
-I-
1.949
-I-
1.422
-I-
.013
-I-
.00
1-
PIPE
1462.27
-I-
I I
1235.81
-I-
I I
1.422 1237.235
-I- -I-
34.4
I
11.93
I
2.211
1239.446
I I
.00
1.993
I
2.48
I
2.50
I I
.00
.00
I
1
.0
140.06
.01840
I I
-I-
-I-
-I-
.018149
-I-
2.54
-I-
1.42
-I-
1.949
-I-
1.422
-I-
.013
-I-
.00
1-
PIPE
1602.33
-I-
1238.39
-I-
I I
1.435 1239.825
34.4
I
11.80
I
2.163
1241.988
I I
.00
1.993
I
2.47
I
2.50
I I
.00
.00
I
1
.0
65.93
.01835
I
-I- -I-
-I-
-I-
-I-
.017455
-I-
1.15
-I-
1.43
-I-
1.916
-I-
1.423
-I-
.013
-I-
.00
1-
PIPE
1668.26
-I-
I
1239.60
-I-
I I
1.458 1241.058
34.4
I
11.58
I
2.081
1243.139
I I
.09
1.993
I
2.47
I
2.50
I I
.00
.00
I
1
.0
28.27
.01850
-I- -I-
-I-
-I-
-I-
.016628
-I-
.47
-I-
1.55
-I-
1.858
-I-
1.420
-I-
.013
-i-
.00
1-
PIPE
W S P
G N- CIVILDESIGN Vers 7.1
PAGE 4
For: Hunsaker
S Associates Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
1:32:57
HYDRAULICS FOR
LINE "A"
TRACT 23067
FILENAME: 23067A.WSN
r
- axxaxaxrxrxrxraxrxxxxaxx+xx+.+r.+x+x+rxxx+r++x+.++rxaxx.xaxrxrarxxarrxrax+x
+.r+xax.r.rraraxaxaxa.rax.xrr.+xaxar+a.r+xar..x.r.r.xa.
AR Used
I Invert I
Depth I Water I
0 I
Vel
Vel I
Energy I
Super ICriticallFlow
Topl
Height/lease Wtl
INo Wth
Station
I Elev I
(FT) I Elev I
(CFS) I
(FPS)
-I-
Head I
-I-
Grd.El.l
-I-
Elev I
-I-
Depth I
-I-
Width
-I-
IDia.-FTlor I.D.I
-I- -I-
ZL
IPrs/Pip
I-
-I-
L/Elem
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ICh Slopel
-i- -I-
1 I
-I-
I
SF Avel
HF ISE
DpthlFroude
NINorm
Dp
I "N" I I
ZR
ITYpe Ch
rxx.xaxrxlxx+xxxrxlxx.xxax.Ixax.x.+.+xx+..+x+r.+xxx.alxx+xxxxalxxaxaxaxxlraxxaxxlxr+x+r.al...x.x.xlxrax.x+I.xx+r.xl.xar.l.axx.xr
1696.53
I I
1240.12
I I
1.480 1241.603
I
34.4
11.37
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2.006
I
1243.609
I
.09
I
1.993
2.46
I I I
2.50 .00
-I- -I-
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I
1 .0
38.23
-I-
-I-
.01850
-I- -i-
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-I-
.015305
-I-
.59
-I-
1.57
-I-
1.805
-I-
1.420
.013
.00
1-
PIPE
1734.76
I I
1240.83
I I
1.541 1242.370
I
34.4
10.84
I
1.824
I
1244.194
I
.00
I
1.993
2.43
I I I
2.50 .00
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1 .0
18.66
.01834
.013677
.26
1.54
1.672
1.424
1013
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1753.42
-I-
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1241.17
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1.594 1242.766
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34.4
10.41
1
1.683
1
1244.449
1
.00
1.993
1
2.40
1 I
2.50 .00
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1 .0
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-I- -I-
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-I-
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1.59
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1.564
-I-
1.424
-I- -I-
.013
.00
1-
PIPE
1767.39
I
1241.43
I I I
1.662 1243.090
I
34.4
9.93
1.530
I
1244.620
I I
.00
1.993
I
2.36
I I
2.50 .00
I
.00
I
1 .0
9.02
.01834
.010898
.10
1.66
1.443
1.424
.G13
.00
PIPE
1776.41
1241.59
1.734 1243.328
34.4
9.46
1.391
1244.718
.00
1.993
2.30
2.5C .00
.00
1 .0 -
5.62
.01834
.009716
.05
1.73
1.328
1.424
.013
.00
PIPE
1782.02
I
1241.70
I i I
1.812 1243.509
I
34.4
9.02
1.264
I
1244.773
I I
.00
1.993
I
2.23
I I
2.50 .00
I
.00
I
1 .0
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-I-
-I-
.01834
-I- -I-
-I-
-I-
-I-
.008696
-I-
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1.81
-I-
1.217
1.424
-I- -I- -i-
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.00
1-
PIPE
1785.02
I
1241.75
I I I
1.898 1243.650
I
34.4
8.60
1.149
I
1244.799
I I
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1.993
I
2.14
I I
2.50 .00
I
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I
1 .0
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-I-
.01834
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-I-
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.007819
-I-
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-1-
1.90
-I-
1.109
1.424
-I- -i- -I-
.013
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1-
PIPE
1786.03
I
1241.77
-I- -I-
I I I
1.993 1243.763
-I- -I-
I
34.4
-I-
8.20
-I-
1.044
-I-
I
1244.807
-I-
t
.00
-I-
I
1.993
-I-
I
2.01
I I
2.50 .00
-I- -I- -I-
I
.00
I
1 .0
I-
• i S
HYDRAULICS FOR LINE "A"
TRACT 23067
FILENAME: 23067A.WSN
109.40
.I W C H E
R
133.70
.I WSCH E
R
158.00
I WSCH E
R
182.30
I W CH E
JX
206.60
I W CH E
R
230.89
I W CH E
R
255.19
279.49
303.79
I w SH E
R
328.09
I W CH E
JX
352.39
I WCH E
R
376.69
400.99
425.29 I WCH E
449.59
473.88
498.18
522.48
546.78
511.08
595.38
619.68 T WH E
643.98 I '.'ICH E
668.28
:WNW1.I
716.87
741.17
765.47
789.77
814.07 I NCH E
E
R
R
R
R
ai
O
Q�
V
W
O
s s s
838.37
I WCH E
R
862.67
886.97
911.27
935.57
959.86
I WH
E
R
984.16
I WH
E
R
1006.46
I WH
E
JX
1032.76
I CH
W E
R
1057.06
1081.36
1105.66
I
C HW E
R
1129.96
I
CHW E
R
1154.26
I
W CH E
R
1178.56
1202.85
I W C H E
R
1227.15
1251.45
1275.75
1300.05
1324.35
1348.65
1372.95
1397.25
1421.55
1445.84
1470.14
1494.44
1518.74
1543.04
1567.34
1591.64
1615.94
1640.24
1664.54
I w CH E
F
I WC H E
R
R
I WC H E R
I W C H E R
1211.69 1215.00 1218.31 1221.63 1224.94 1228.25 1231.56 1234.87 1238.18 1241.50 1244.81
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C - CRITICAL DEPTH
W = WATER SURFACE ELEVATION
S - SUPER -ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
8 - BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
1688.83
I W CH E
R
1713.13
_
I WC H E
R
1737.43
1 W CH E
R
1761.73
I W CH E
R
1786.03
I WC H E
R
1211.69 1215.00 1218.31 1221.63 1224.94 1228.25 1231.56 1234.87 1238.18 1241.50 1244.81
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C - CRITICAL DEPTH
W = WATER SURFACE ELEVATION
S - SUPER -ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
8 - BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 1:39: 2
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(9) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 1.50
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "A-1"
TRACT 23067
FILENAME: 1663A1.WSN
PAGE NO 1
W S P
G N
PAGE NO
2
WATER SURFACE
PROFILE -
ELEMENT
CARD
LISTING
ELEMENT
NO
1 IS A
SYSTEM OUTLET
*
'
U/S DATA STATION
INVERT
SECT
W S ELEV
.00
1214.42
1
1214.93
ELEMENT
NO
2 IS A
REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE ANG PT
MAN H
19.68
1216.94
1
.013
.000
.000 .000
0
ELEMENT
NO
3 IS A
SYSTEM HEADWORKS
*
'
U/S DATA STATION
INVERT
SECT
W S ELEV
19.68
1216.94
1
.00
*' WARNING NO.
2 *'
- WATER SURFACE ELEVATION GIVEN
IS LESS
THAN
OR EQUALS
INVERT ELEVATION IN HDWKDS, W.S.ELEV
= INV + DC
W S P
G N- CIVILDESIGN Vers 7.1
PAGE
1
For:
Hunsaker
6 ASSOCiates
Irvine,
Inc.,
Irvine,
CA - SIN
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
1:39:
8
HYDRAULICS
FOR
LINE "A-1"
TRACT
23067
FILENAME:
1663A1.WSN
'
AR Used
I Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy
I Super ICriticallFlow
ToplHeight/lBase
Wtl
INo Wth
Station
-I-
I Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
GLd.El.1
Elev I
Depth
I Width
IDia.-FTlor
I.D.1
ZL
1Pr5/Pip
L/Elem
-I-
ICh Slopel
-i-
I
-I-
I
-I-
I
-I-
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Up
-I-
I "N" I
-I-
I
ZR
I-
(Type
Ch
+++++++++I++++rrr+Ir+r++++rl++++r++++lrr+rrrrrrl++rr+rrr++rrr++Irrrr•+rr+Irrrrrrrlrrrrrrrrlrrrrrr+rlrrrrrrrlrrrrrrrlr++++1+++++++
.00
I I
1214.42
I
.418
I
1214.838
I
5.0
12.42
I
2.396
1217.235
I I
.00
.860
I
1.35
1 I
1.50
I
.00
.00
I
1
.0
.07
-I-
-I-
.12804
-I-
-I-
-1-
-I-
-I-
.078339
-I-
.01
-i-
.42
-I-
4.002
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.369
-I-
.013
-i-
.00
I-
PIPE
.07
I i
1214.43
I
.418
1
1214.847
I
5.0
12.39
I
2.385
1217.232
I I
.00
.860
I
1.35
I I
1.50
I
.00
.00
I
1
.0
3.66
-1-
-I-
.12804
-I-
-I-
-I-
-I-
-I-
.073179
-I-
.27
-I-
.42
-I-
3.988
-I-
.369
-I-
.013
-I-
.00
1-
PIPE
3.75
I I
1214.90
I
.433
I
1215.333
I
5.0
11.82
I
2.168
1217.501
I I
.00
.860
I
1.36
I I
1.50
I
.00
.00
I
1
.0
2.85
-I-
-I-
.12804
-i-
-I-
-I-
-I-
-I-
.064073
-I-
.16
-I-
.43
-I-
3.732
-I-
.369
-I-
.013
-I-
.00
1-
PIPE
6.59
I I
1215.26
I
.440
I
1215.713
I
5.0
11.27
I
1.971
1217.683
I I
.00
.860
I
1.37
I I
1.50
i
.00
.00
I
1
.0
2.27
-I-
-i-
.12804
-I-
-I-
-I-
-I-
-I-
.056101
-I-
.13
-I-
.45
-I-
3.492
-I-
.369
-I-
.013
-I-
.00
1-
PIPE
8.86
I I
1215.55
I
.464
I
1216.019
I
5.0
10.74
I
1.792
1217.811
I I
.00
.860
I
1.39
I I
1.50
.00
I
.00
I
1
..0
1.86
.12604
.049128
.09
.46
3.267
.369
.013
.00
PIPE
10.72
I I
1215.79
I
.480
I
1216.273
I
5.0
10.24
I
1.629
1217.902
I I
.00
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I
1.40
I I
1.50
.00
I
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I
1
.0
1.54
-I-
-I-
.12804
-I-
-1-
-I-
-l-
-I-
.043020
-I-
.07
-I-
.48
-I-
3.056
-I-
.369
-I-
.013
-I-
.00
1-
PIPE
12.26
I I
1215.99
I
.497
I
1216.488
I
5.0
9.77
I
1.481
1217.968
I I
.00
.860
I
1.41
I I
1.50
.00
i
.00
I
1
.0
1.29
-I-
-I-
.12804
-I-
-I-
-I-
-I-
-I-
.037702
-I-
.05
-I-
.50
-I-
2.858
-I-
.369
-I-
.013
-I-
.00
1-
PIPE
13.55
1216.16
.515
1216.671
5.0
9.31
1.346
1218.017
.00
.860
1.42
1.50
.00
.00
1
.0
1.10
-I-
-I-
.12804
-I-
-I-
-i-
-I-
-I-
.033043
-I-
.04
-I-
.52
-I-
2.672
-I-
.369
-I-
.013
-I-
.00
1-
PIPE
14.65
I I
1216.30
I
.533
I
1216.829
I
5.0
6.88
I
1.224
1218.053
I I
.00
.860
i
1.44
I I
1.50
.00
I
.00
I
1
.0
-I-
.93
-I-
.12804
-I-
-I-
-I-
-I-
-I-
.028957
-I-
.03
-I-
.53
-I-
2.498
-I-
.369
-I-
.013
-1-
.00
1-
PIPE
W S P
G N-
CIVILDESIGN Vers 7.1
PAGE
2
For: Hunsaker
6 Associates Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
1:39: 8
HYDRAULICS FOR
LINE "A-1"
TRACT 23067
FILENAME: 1663A1.WSN
AR Used
I Invert I
Depth
I Water I
Q I
Vel
Vel
I Energy
I Super
ICriticallFlow
ToplHeight/lease Wt1
No Wth
Station
Elev
(FT)
Elev
(CFS) I
(FPS)
Head
I Grd.E1.1
Elev
I Depth I
Width
IDia.-FTIOr
I.D.1
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slopel
-I-
-I-
I
-I-
I
-I-
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINorm
Up
-I- -I-
I "N" I
-I-
I
ZR
I-
IType Ch
15.58
-I-
I I
1216.42
.552
I I
1216.968
I
5.0
8.46
1.112
I
1210.080
I
.00
I I
.860
1.45
I I
1.50
I
.00
.00
I
1 .0
.79
-I-
.12804
-I-
-I-
-I-
-I-
-I-
.025394
-I-
.02
-I-
.55
-I-
2.334
.369
-I- -I-
.013
-I-
.00
1-
PIPE
16.37
-I-
I I
1216.52
.572
I I
1217.089
I
5.0
8.07
1.011
I
1218.100
I
.00
I I
.860
1.46
I I
1.50
I
.00
.00
I
1 .0
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-I-
.12804
-I-
-i-
-I-
-I-
-I-
.022269
-I-
.02
-I-
.57
-I-
2.181
.369
-i- -I-
.013
-I-
.00
1-
PIPE
17.06
-I-
I I
1216.60
-I-
.592
I I
1217.196
I
5.0
7.69
.919
I
1218.115
I
.00
I I
.860
1.47
I I
1.50
I
.00
.00
I
1 .0
.57
.12804
-I-
-I-
-I-
-I-
-I-
.019538
-I-
.01
-I-
.59
-I-
2.037
.369
-I- -I-
.013
-I-
.00
1-
PIPE
17.62
-I-
I I
1216.68
.614
1217.291
5.0
7.34
.836
1
1218.126
I
.00
I
.860
1.48
1.50
1
.00
.00
1
1 .0
.48
-I-
.12804
-I-
-I-
-I-
-I-
-I-
.017163
-I-
.01
-I-
.61
-I-
1.902
.369
-I- -I-
.013
-t-
.00
1-
PIPE
18.10
-I-
i I
1216.74
-I-
.637
I I
1217.375
i
5.0
7.00
.760
I
1218.135
I
.00
I
.860
I
1.48
I I
1.50
I
.00
.00
I
1 .0
.41
.12804
-I-
-I-
-I-
-I-
-I-
.015076
-I-
.01
-I-
.64
-I-
1.776
.369
-I- -I-
.013
-I-
.00
1-
PIPE
18.51
-I-
I I
1216.79
.660
I I
1217.450
I
5.0
6.67
.691
I
1218.141
I
.00
I
.860
I
1.49
I I
1.50
I
.00
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I
1 .0
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-I-
.12804
-I-
-I-
-I-
-1-
-I-
.013247
-I-
.00
-I-
.66
-I-
1.657
.369
-t- -I-
.013
-I-
.00
1-
PIPE
18.84
-I-
I I
1216.83
-I-
.685
-I-
I I
1217.517
-I-
I
5.0
6.36
.628
I
1218.145
I
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I
1.49
I I
1.50
I
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1 .0
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I I
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-I-
1.545
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-I-
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1-
PIPE
19.11
-I-
1216.87
-I-
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-I-
I I
1217.577
-I-
I
5.0
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6.06
-I-
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I
1218.148
I
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I
1.50
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1.50
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-I-
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1.440
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1-
PIPE
19.32
-I-
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1216.89
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-I-
I I
1217.631
I
5.0
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1218.151
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1.50
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1.342
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-I- -I-
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-I-
.00
1-
PIPE
W S
P G N- CIVILDESIGN Vers 7.1
PAGE 3
For: Hunsaker
d Associates
Irvine, Inc.,
Irvine,
CA - S/N
647
WATER SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
1:39: 8
HYDRAULICS FOR
LINE "A-1"
TRACT 23067
FILENAME: 1663A1.WSN
'
»+#411#ffff44t#44##Ff==1f
#111#f###4#4#Yf#f######>4>t}}#4#}4tf#t44f###44#14}##4}#1#411#f
44ffif#44##44
##f#i#if>#4f#iff>f4>#f4111fff
AR Used
I Invert I
Depth I Water I
Q
I Vel Vel I
Energy
I Super ICriticallFlow
ToplHeight/lBase
Wtl
INo Wth
Station
I Elev I
(FT) I Elev I
(CFS)
I (FPS) Head I
Grd.El.l
Elev I
Depth I
Width
IDia.-FTlor I.D.I
-I- -I-
ZL
1Prs/Pip
-I-
L/Elem
-I-
ICh Slopel
-I- -I-
I I
-I-
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I SF Avel
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HF
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ISE DpthlFroude
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NINorm
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Up
I "N" I I
ZR
I-
(Type Ch
1.1 ,...,.I..>..f.+1
.f af.1+1.#.1114+1111#f.f1f11.1ff>fi1=if
if.ff1.11111#if1>1f.=f=1>..=a>=1f>=>==4411=411111#114+1111+..111,11
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19.49
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1218.152
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1.50
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1.50 .00
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-I- -I-
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-I-
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-I-
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-I-
1.249
-I-
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-I- -I-
.013
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1-
PIPE
19.59
I I
1216.93
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5.0
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5.26 .429
1218.153
I I
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1
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1.50
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1.50 .00
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.007009
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-I-
1.162
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1-
PIPE
19.666
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1216.94
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5.0
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1218.153
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1.080
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1-
PIPE
19.68
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1216.94
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5.0
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1.50 .00
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1 .0
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s 0 •
W S
P G N-
CIVILDESIGN Vers 7.1
PAGE
1
For: Hunsaker
S Associates
Irvine,
Inc.,
Irvine,
CA - S/N
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
3:33:47
HYDRAULICS FOR
LINE "B-2"
TRACT 23067
FILENAME: 1663B2.WSN
I Invert 1
Depth I Water I
Q
I Vel
Vel I
Energy
1 Super ICriticall
Flow ToplHeight/1Base
Wtl
INo Wth
Station
I Elev I
(FT) I Elev I
(CFS)
I (FPS)
Head I
Grd.El.l
Elev I
Depth
I Width
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I.D.1
ZL
lPrs/Pip
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ICh Slopel
-I- -I-
I I
-I-
-I-
I
-I-
SF Avel
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HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Up
-I-
I "N" I
-I-
I
ZR
I-
(Type
Ch
I I
I I
103.89
1221.90
1.439 1223.339
45.0
I
15.38
I
3.673
1227.012
I I
.00
2.225
I
2.47
I I
2.50
I
.00
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I
1
.0
14.85
-I-
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.03992
-I- -I-
-I-
-I-
-I-
.029313
-I-
.44
-I-
1.44
2.491
-I-
-I-
1.322
-I-
.013
-I-
.00
1-
PIPE
118.74
-I-
I I
1222.49
-I-
I I
1.471 1223.964
45.0
I
14.98
I
3.484
1227.447
I I
.00
2.225
I
2.46
I I
2.50
I
.00
.00
I
1
.0
19.39
.03992
I
-I- -I-
-I-
-I-
-I-
.026684
-I-
.52
-I-
1.47
2.389
-I-
-I-
1.322
-I-
.013
-I-
.00
1-
PIPE
138.13
-I-
1
1223.27
I I
1.531 1224.798
45.0
I
14.28
I
3.167
1227.965
I I
.00
2.225
I
2.44
i I
2.50
I
.00
.00
I
1
.0
13.81
-I-
.03992
-I- -i-
-I-
-I-
-I-
.023633
-I-
.33
-I-
1.53
2.213
-I-
-I-
1.322
-I-
.013
-I-
.00
1-
PIPE
151.94
-I-
I I
1223.82
-I-
I I
1.594 1225.412
45.0
I
13.62
I
2.879
1228.291
I I
.00
2.225
I
2.40
I I
2.50
I
.00
.00
I
1
.0
10.22
.03992
-I- -I-
-I-
-I-
-I-
.020969
-I-
.21
-I-
1.59
2.046
-I-
-I-
1.322
-I-
.013
-I-
.00
1-
PIPE
162.16
-I-
I I
1224.23
-I-
I I
1.662 1225.888
-I- -I-
45.0
I
12.98
I
2.617
1228.506
I I
.00
2.225
I
2.36
I I
2.50
I
.00
.00
I
1
.0
7.80
.03992
-I-
-I-
-I-
.018646
-I-
.15
-I-
1.66
1.868
-I-
-I-
1.322
-I-
.013
-I-
.00
1-
PIPE
169.96
-I-
I I
1224.54
-I-
I I
1.734 1226.272
-I-
45.0
I
12.38
I
2.379
1228.651
I I
.00
2.225
I
2.30
I I
2.50
I
.00
.00
I
1
.0
5.94
.03992
-I-
-I-
-I-
-I-
.016623
-I-
.10
-I-
1.73
1.737
-I-
-I-
1.322
-I-
.013
-I-
.00
1-
PIPE
175.90
-I-
I I
1224.77
-1-
I I
1.812 1226.587
-I- -I-
45.0
-I-
I
11.80
I
2.163
1228.750
I I
.00
2.225
I
2.23
I I
2.50
I
.00
.00
I
1
.0
4.42
.03992
-i-
-I-
.014879
-I-
.07
-I-
1.81
1.592
-I-
-I-
1.322
-I-
.013
-I-
.00
1-
PIPE
180.31
-I-
I I
1224.95
-I-
I I
1.898 1226.849
-I-
45.0
I
11.25
I
1.966
1228.815
I I
.00
2.225
I
2.14
I I
2.50
I
.00
.00
I
1
.0
3.19
.03992
-I-
-I-
-I-
-I-
.013385
-I-
.04
-I-
1.90
1.450
-I-
-I-
1.322
-I-
.013
-I-
.00
1-
PIPE
183.51
-I-
I I
1225.08
-I-
I I
1.992 1227.071
-I- -I-
45.0
-I-
I
10.73
-I-
I
1.788
-I-
1228.858
i I
.00
2.225
I
2.01
I I
2.50
I
.00
.00
I
1
.0
2.03
.03992
.012127
-I-
.02
-I-
1.99
1.310
-I-
-I-
1.322
-I-
.013
-I-
.00
1-
PIPE
W S P G N
PAGE NO
3
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT NO
11
IS
A REACH
*
'
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
883.50
1237.69
6
.013
.000
.000
.000
0
ELEMENT NO
12
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
918.84
1237.83
6
.013
44.996
45.000
.000
0
ELEMENT NO
13
IS
A REACH
'
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
937.59
1237.91
6
.013
.000
.000
.000
0
ELEMENT NO
14
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3
Q4
INVERT -3 INVERT -4 PHI
3 PHI 4
937.59
1237.91
8 7
0 .013
5.70
.00
1238.45
.00 75.00
.00
RADIUS
ANGLE
.000
.000
THE ABOVE ELEMENT
CONTAINED AN
INVERT ELEV
WHICH
WAS NOT GREATER
THAN THE
PREVIOUS
INVERT ELEV
-WARNING
THE ABOVE ELEMENT
CONTAINED AN
INVERT ELEV
WHICH
WAS NOT GREATER
THAN THE
PREVIOUS
INVERT ELEV
-WARNING
ELEMENT NO
15
IS
A REACH
*
`
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
976.57
1238.05
8
.013
.000
.000
.000
0
ELEMENT NO
16
IS
A SYSTEM HEADWORKS
*
'
U/S DATA
STATION
INVERT
SECT
W
S ELEV
976.57
1238.05
6
.00
** WARNING
NO.
2 "
- WATER SURFACE ELEVATION
GIVEN
IS LESS THAN
OR EQUALS
INVERT
ELEVATION IN
HDWKDS, W.S.ELEV
= INV
+ DC
W S P G
N
PAGE NO
2
WATER SURFACE
PROFILE -
ELEMENT CARD LISTING
ELEMENT
NO
1
IS
A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W S ELEV
103.89
1221.90
1
1224.70
ELEMENT
NO
2
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
186.30
1225.19
1
.013
.000
.000
.000
0
ELEMENT
NO
3
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2
N
Q3
Q4
INVERT -3 INVERT -4 PHI
3 PHI 4
190.96
1225.88
4 2
3
.013
8.00
5.20
1226.91 1226.91 60.00
58.90
RADIUS
ANGLE
.000
.000
ELEMENT
NO
4
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
216.18
1226.01
4
.013
.000
.000
.000
0
ELEMENT
NO
5
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
284.75
1226.35
4
.013
44.998
-87.310
.000
0
ELEMENT
NO
6
IS
A REACH
'
U/S DATA
STATIO14
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
402.33
1226.94
4
.013
.000
.000
.000
1
ELEMENT
NO
7
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
540.66
1227.63
4
.013
.000
.000
.000
0
ELEMENT
NO
8
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
606.71
1227.96
4
.013
109.979
34.410
.000
0
'ELEMENT
NO
9
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2
N
Q3
04
INVERT -3 INVERT -4 PHI
3 PHI 4
611.37
1228.49
6 5
0
.013
10.20
.00
1229.35
.00 45.00
.00
RADIUS
ANGLE
.000
.000
ELEMENT
NO
10
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
681.46
1230.86
6
.013
109.994
36.510
.000
0
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LINE "B-2"
TRACT 23067
FILENAME: 1663B2.WSN
PAGE NO 1
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 3:33:40
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 2.50
CD 2 4 1 1.50
CD 3 4 1 1.50
CD 4 4 1 2.50
CD 5 4 1 1.50
CD 6 4 1 2.00
CD 7 4 1 1.50
CD 8 4 1 2.00
r/
LarE,Ln,L - 2 i7i ar-T Z 3Oc� 1
12.68
I
W
C
E
H R
12.95
I
W
C
E
H R
r
13.22
I
W
C
E
H R
13.49
I
W C
E
H R
13.76
i
W C
E
H R
14.03
I
W C
E
H R
14.30
I
W C
E
H R
1228.84 1229.31 1229.79 1230.26 1230.73 1231.21 1231.68 1232.15 1232.62 1233.10 1233.57
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
S = SUPER -ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
0 0 0
8.09
8.36
8.63
8.90
I
W
C
H
E
A
9.17
9.44
9.71
I
W
C
H
E
R
9.98
10.25
I
W
C
H E
R
10.52
10.79
11.06
I
W
C
HE
R
11.33
11.60
I
W
C
E H
R
11.87
I
W
C
E H
R
12.14
12.41
I
W
C
E
H R
I
s
w
V
3.51
3.78
4.05
4.32
4.59
4.86
5.13
I
W
C
H
5.40
5.67
5.94
6.21
6.48
I
w
C
6.75
7.02
7.28
7.55
7.82
1
W
C
E
H E
H E
r
R
R
tl
416.39
440.00
463.62
487.23
510.85
534.46 I WH E R
V
o `
558.08 ,
N
581.69
O605.30 I WH E R
628.92
f 652.53 I WH E R
\� 676.15
699.76 ,
723.38 I WH E R
746.99
770.61
^ 794.22
0
817.84
I WH E
841.45
I WH E
865.06
I WH E
888.68
912.29
935.91
959.52
I WH
E
983.14
1006.75
I WH
E
1030.37
I CH
W E
1053.96
1077.59
1101.21
I
C HW E
1124.8^_
1148.44
I
C H E
1172.05
I
WC H E
1195.67
I WC ti E
k
R
R
R
JX
R
R
R
R
R
0
1219.28
1242.90
1266.51
1290.13
1313.74
1337.35
1360.97
1384.58
1408.20
1431.81
1455.43
1479.04
1502.66
1526.27
1549.89
1573.50
1597.11
1620.73
I WC H E
R
I WC H E R
I WC H E R
1644 .34
1667.96
1691.57
1715.19
1738.80
1762.42
1786.03
I WSCH E R
I WC H E R
I W CH E R
I WCH E R
I WC H E R
1211.69 1215.00 1218.31 1221.63 1224.94 1228.25 1231.56 1234.87 1238.18 1241.50 1244.81
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
S - SUPER -ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
W S P G N - EDIT LISTING - Version 7.0 Date: 7-15-1998 Time: 6:54:50
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
CD 1 4 1 2.50
CD 2 4 1 1.50
CD 3 4 1 1.50
CD 4 4 1 2.50
CD 5 4 1 1.50
CD 6 4 1 2.00
CD 7 4 1 1.50
CD 8 4 1 2.00
�Z� P
Llama F' -2
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
W S P G N
WATER SURFACE PROFILE - TITLE CARD LISTING
HYDRAULICS FOR LIN£ "B-2"
TRACT 23067
FILENAME: 1663B2.WSN
t
PAGE NO 1
•
•
i
W S P G
N
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT
NO
1
IS
A SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W S ELEV
103.89
1221.90
1
1224.70
ELEMENT
NO
2
IS
A REACH
*
+
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
186.30
1225.19
1
.014
.000
.000
.000
0
ELEMENT
NO
3
IS
A JUNCTION
*
*
*
*
*
*
`
U/S DATA
STATION
INVERT
SECT LAT-1
LAT-2 N
Q3
Q4
INVERT-3 INVERT-4 PHI
3 PHI 4
190.96
1225.88.
4 2
3 .014
8.00
5.20
1226.91 1226.91 60.00
58.90
RADIUS
ANGLE
.000
.000
ELEMENT
NO
4
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
216.18
1226.01
4
.014
.000
.000
.000
0
ELEMENT
NO
5
IS
A REACH
`
•
*
_
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
284.75
1226.35
4
.014
44.998
-87.310
.000
0
ELEMENT
NO
6
IS
A REACH
`
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
402.33
1226.94
4
.014
.000
.000
.000
1
ELEMENT
NO
7
IS
A REACH
•
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
540.66
1227.63
4
.014
.000
.000
.000
0
ELEMENT
NO
8
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
606.11
1227.96
4
.014
109.979
34.410
.000
0
ELEMENT
NO
9
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT-1
LAT-2 N
Q3
Q4
INVERT-3 INVERT-4 PHI
3 PHI 4
611.37
1228.49
6 5
0 .013
10.20
.00
1229.35
.00 45.00
.00
RADIUS
ANGLE
.000
.000
ELEMENT
NO
10
IS
A REACH
*
+
+
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
681.46
1230.86
6
.013
109.994
36.510
.000
0
W S P G N
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 11 IS A REACH + + +
PAGE NO 3
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
883.50 1237.69 6 .013 .000 .000 .000 0
ELEMENT NO 12 IS A REACH • +
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
918.84 1237.83 6 .013 44.996 45.000 .000 0
ELEMENT NO 13 IS A REACH '
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
937.59 1237.91 6 .013 .000 .000 .000 0
ELEMENT NO 14 IS A JUNCTION ' • ' + + + +
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4
937.59 1237.91 8 7 0 .013 5.70 .00 1238.45 .00 75.00 .00
RADIUS ANGLE
.000 .000
THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
ELEMENT NO 15 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
976.57 1238.05 8 .013 .000 .000 .000 0
ELEMENT NO 16 IS A SYSTEM HEADWORKS '
U/S DATA STATION INVERT SECT W S ELEV
976.57 1238.05 8 .00
'* WARNING NO. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
0 0
0
W S
P G N- CIVILDESIGN Vers 7.1
PAGE
1
For: Hunsaker
s Associates
Irvine,
Inc.,
Irvine,
CA - SIN
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
6:54:56
HYDRAULICS FOR
LINE "B-2"
TRACT 23067
FILENAME: 1663B2.WSN
r++++xxxrrrrr+++++++++xxxrr+++++xxr++xr
xrrr+r+++++rrrrrrrrrxrrrr+xrxxxxxxxrxrrrrrrrrrrrxrrxrxxrxxrr+++++++++++++rx+xrx+++++++++++r
I Invert I
Depth I Water I
4
Vel
Vel I
Energy
I Super CriticallFlow
ToplHeight/IBase Wtl
INo Wth
Station
-I-
I Elev I
(FT) I Elev I
(CFS)
I (FPS)
Head I
Grd.El.l
Elev I
Depth
I Width
IDia.-FTlor
I.D.I
ZL
IPrs/Pip
L/Elem
-I-
ICh Slopel
-I- -I-
I I
-I-
-I-
I
-I-
SF Avel
-I-
HF
-I- -I-
ISE DpthlFroude NINorm
-I-
Dp
-I-
I "N"
-I-
ZR
I-
]Type
Ch
I
103.89
I
1221.90
I I
1.477 1223.377
45.0
I
14.90
I
3.449
1226.826
I I
.00
2.225
I
2.46
I I
2.50
I
.00
.00
I
1
.0
24.90
.03992
.030736
.77
1.48
2.370
1.383
.014
.00
PIPE
128.79
-I-
I I
1222.89
-I-
I I
1.531 1224.425
-I-
45.0
I
14.28
I
3.167
1227.592
I I
.00
2.225
I
2.44
I I
2.50
I
.00
.00
I
1
.0
17.98
.03992
-I-
-I-
-I-
-I-
.027409
-I-
.49
-I-
1.53
-I-
2.213
1.383
-I- -I-
.014
-I-
.00
1-
PIPE
146.76
-I-
I I
1223.61
I I
1.594 1225.206
45.0
I
13.62
I
2.879
1228,085
I I
.00
2.225
I
2.40
I I
2.50
I
.00
.00
I
1
.0
12.42
-I-
.03992
-I- -I-
-I-
-I-
-I-
.024319
-I-
.30
-I-
1.59
-I-
2.046
1.383
-I- -I-
.014
-I-
.00
1-
PIPE
159.18
-i-
I I
1224.11
-I-
I I
1.662 1225.770
45.0
I
12.98
I
2.617
1228.387
I I
.00
2.225
I
2.36
I I
2.50
I
.00
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I
1
.0
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.03992
-I- -I-
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-I-
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-I-
1.66
-I-
1.888
1.383
-I- -I-
.014
-I-
.00
1-
PIPE
168.25
-I-
I I
1224.47
-I-
I I
1.734 1226.204
-I-
45.0
I
12.38
I
2.379
1228.583
I I
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2.225
I
2.30
I I
2.50
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1
.0
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.03992
-I-
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-I-
1.73
-I-
1.737
1.383
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1-
PIPE
174.95
-I-
I I
1224.74
-I-
I I
1.812 1226.549
-I-
45.0
I
11.80
I
2.163
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2.225
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1
.0
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I
-I-
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-I-
1.81
-I-
1.592
1.383
-I- -I-
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-I-
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1-
PIPE
179.83
I
1224.93
I I
1.898 1226.830
45.0
I
11.25
I
1.966
1228.796
I I
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2.225
I
2.14
I I
2.50
I
.00
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I
1
.0
3.47
.03992
.015524
.05
1.90
1.450
1.383
.014
.00
PIPE
183.31
-I-
I I
1225.07
-I-
I I
1.992 1227.063
-I- -I-
45.0
-I-
I
10.73
-I-
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1.788
1228.850
I I
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2.225
I
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I I
2.50
I
.00
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I
1
.0
2.19
.03992
-I-
.014065
-I-
.03
-I-
1.99
-I-
1.310
1.383
-I- -I-
.014
-I-
.00
1-
PIPE
185.49
-I-
I I
1225.16
-I-
I I
2.098 1227.256
-I- -I-
45.0
I
10.23
-I-
I
1.625
-I-
1228.881
I I
.00
2.225
I
1.84
I I
2.50
I
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I
1
.0
.81
.03992
-I-
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-1-
.01
-I-
2.10
-I-
1.165
1.383
-I- -I-
.014
-I-
.00
1-
PIPE
W S P
G N- CIVILDESIGN Vers 7.1
PAGE
2
For: Hunsaker
S Associates Irvine, Inc.,
Irvine,
CA - SIN
647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
6:54:56
HYDRAULICS FOR
LINE "B-2"
TRACT 23067
FILENAME: 1663B2.WSN
»rrr>rr>rrrrrrrwxxxw
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I Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
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Flow
ToplHeight/IBase
Wt1
INo Wth
Station
I Elev I
(FT) I
Elev I
(CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth
I Width
IDia.-FTlor
I.D.1
ZL
1PLS/Pip
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L/Elem
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ICh Slopel
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PIPE
190.96
I I
1225.88
I
2.929
I
1228.809
I
31.8
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I
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1229.460
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I
1.920
I
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I I
2.50
i
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I
1
.0
-I-
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-I-
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-I-
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-I-
.18
-I-
2.93
-I-
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2.500
-I-
-I-
.014
-I-
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1-
PIPE
216.18
I I
1226.01
I
2.974
I
1228.984
I
31.8
6.48
I
.652
I
1229.636
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I
1.920
I
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I
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I
1
.0
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.00496
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.00
PIPE
284.75
i I
1226.35
I
3.241
I
1229.591
I
31.8
6.48
I
.652
I
1230.242
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I
1.920
I
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I I
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I
1
.0
117.58
.00502
.006971
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3.24
.000
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.00
PIPE
402.33
I I
1226.94
3.503
I 1
1230.443
I
31.8
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I
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I
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.0
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PIPE
540.66
I I
1227.63
3.777
I I
1231.407
I
31.8
6.48
I
.652
I
1232.059
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1
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1-
PIPE
606.71
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1227.96
3.988
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PIPE
611.37
I I
1228.49
3.616
I I
1232.106
I
21.6
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.0
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1-
PIPE
654.72
I I
1229.96
2.603
I I
1232.559
I
21.6
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I
.734
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1
1.662
I
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I I
2.00
.00
I
.00
I
1
.0
HYDRAULIC
JUMP
W S P
G N-
CIVILDESIGN
Vers 7.1
PAGE
3
For: Hunsaker
6 Associates
Irvine,
Inc.,
Irvine,
CA - SIN
647
WATER SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
6:54:56
HYDRAULICS FOR
LINE "B-2"
TRACT 23067
FILENAME: 1663B2.WSN
I Invert I
Depth I Water
O I
Vel
Vel
I Energy
I Super ICriticallFlow
ToplHeight/lBase
Wtl
INo Wth
Station
I Elev I
(FT) I Elev I
(CFS) I
(FPS)
Head
I Grd.EI.I
Elev I
Depth
I Width
IDia.-FTIOY
I.D.I
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slopel
-I- -I-
I I
-I-
I
-I-
-1-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINOrm
-I-
Up
-I-
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-I-
I I
ZR
I-
(Type
Ch
654.72
1229.96
1.023 1230.979
21.6
13.36
2.770
1233.749
.10
1.662
2.00
2.00
.00
.00
1
.0
-I-
26.74
-I-
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-I- -I-
-I-
-I-
-I-
.033614
-I-
.90
-I-
1.12
-I-
2.617
-I-
1.023
-I-
.013
-I-
.00
1-
PIPE
681.46
1230.86
1.026 1231.885
21.6
13.32
2.754
1234.639
.00
1.662
2.00
2.00
.00
.00
1
.0
75.38
.03381
.032712
2.47
1.03
2.606
1.023
.013
.00
PIPE
756.84
I I
1233.41
I I
1.040 1234.448
I
21.6
13.08
2.657
I
1237.106
I I
.00
1.662
I
2.00
I
2.00
I I
.00-
.00
I
1
.0
53.61
.03381
.030045
1,61
1.04
2.536
1.023
.013
.00
PIPE
810.45
I I
1235.22
I I
- 1.080 1236.300
I
21.6
12.47
2.416
I
1238.716
I I
.00
1.662
I
1.99
I
2.00
I I
.00
.00
I
1
.0
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,026507
.64
1.08
2.358
1.023
.013
.00
PIPE
834.65
I I
1236.04
I I
1.123 1237.161
I
21.6
11.89
2.196
I
1239.358
I I
.00
1.662
I
1.98
I
2.00
I I
.00
.00
I
1
.0
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1.12
2.191
1.023
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PIPE
849.62
I I
1236.54
I I
1.167 1237.712
I
21.6
11.34
1.997
I
1239.708
I I
.00
1.662
I
1.97
I
2.00
I I
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I
1
.0
10.18
.03381
.020695
.21
1.17
2.033
1.023
.013
.00
PIPE
859.80
I I
1236.89
I I
1.215 1238.104
I
21.6
10.81
1.815
I
1239.919
I I
-00
1.662
I
1.95
I
2.00
I I
.00
.00
I
1
.0
7.43
.03381
.018328
.14
1.22
1.884
1.023
.013
.00
PIPE
867.23
1237.14
1.265 1238.405
21.6
10.31
1.-650
1240.055
.00
1.662
1.93
2.00
.00
.00
1
.0
-I-
5.53
-I-
.03381
-I- -I-
-I-
-I-
-I-
.016253
-I-
.09
-I-
1.27
-I-
1.743
-I-
1.023
-I-
.013
-I-
.00
1-
PIPE
872.76
I I
1237.33
I I
.1.318 1238.645
I
21.6
9.83
1.500
I
1240.145
I I
.00
1.662
I
1.90
I
2.00
I I
.00
.00
I
1
.0
-I-
4.05
-I-
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-I- -I-
-I-
-I-
-I-
.014448
-I-
.06
-I-
1.32
-I-
1.609
-I-
1.023
-I-
.013
-I-
.00
1-
PIPE
W S
P G N- CIVILDESIGN Vers 7.1
PAGE
4
For: Hunsaker
6 Associates
Irvine,
Inc.,
Irvine,
CA - S/N 647
WATER
SURFACE
PROFILE LISTING
Date: 7-15-1998
Time:
6:54:56
HYDRAULICS FOR
LINE "B-2"
TRACT 23067
H
FILENAME: 1663 B2.WSN
r+++r+rrrrrrrrrr+++++♦rrrrrr++rr+♦rrrrr+++++++++rrr+r♦rrrrrrrrrrrrrrrrrrrr+rrrrr+rr+rrr++r+r++++rrrr++rrrrrrrrrrrr++++++++++++++rr
I Invert I
Depth I Water I
Q
I Vel
Vel I
Energy
I Super
CriticallFlow
ToplHeight/lBase
Wtl
INo Wth
Station
-I-
I Elev I
(FT) I Elev I
(CFS)
I (FPS)
Head I
Grd.El.l
Elev
I Depth
I Width
Dia.-FTlor
I.D.I
ZL
IPrs/Pip
L/Elem
-I-
ICh Slopel
-I- -I-
I I
-I-
-I-
I
-I-
SF Avel
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876.81
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1237.46
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1.376 1238.840
21.6
I
9.37
I
1.364
1240.203
I
.00
I
1.662
I
1.85
I
2.00
I I
.00
.00
I
1
.0
3.01
-I-
.03381
-I- -i-
-1-
-I-
-I-
.012877
-I-
.04
-I-
1.38
-I-
1.481
1.023
-I- -I-
.013
-I-
.00
1-
PIPE
879.82
-I-
I I
1237.57
-I-
I I
1.437 1239.003
-I-
21.6
I
8.94
I
1.240
1240.242
I
.00
I
1.662
I
1.80
I
2.00
I I
.00
.00
I
1
.0
2.05
.03381
-I-
-I-
-I-
-I-
.011512
-I-
.02
-I-
1.44
-I-
1.358
1.023
-I- -I-
.013
-I-
.00
1-
PIPE
881.87
-I-
I I
1237.63
-I-
I I
1.504 1239.139
-I- -I-
21.6
I
8.52
I
1.127
1240.266
I
.00
I
1.662
I
1.73
I
2.00
I I
.00
.00
I
1
.0
1.21
.03381
-I-
-I-
-I-
.010344
-I-
.01
-I-
1.50
-I-
1.239
1.023
-I- -I-
.013
-I-
.00
1-
PIPE
883.08
-I-
I I
1237.68
-I-
I I
1.578 1239.254
-I- -I-
21.6
-I-
I
8.12
I
1.025
1240.278
I
.00
I
1.662
I
1.63
I
2.00
I I
.00
.00
i
1
.0
.42
.03381
-I-
-I-
.009353
-I-
.00
-I-
1.58
-I-
1.121
1.023
-I- -I-
.013
-I-
.00
1-
PIPE
883.50
-I-
I I
1237.69
-I-
I I
1.662 1239.352
-I- -I-
21.6
I
7.74
I
.930
1240.282
I
.06
I
1.662
I
1.50
I
2.00
I I
.00
.00
I
1
.0
2.51
.00396
-I-
-I-
-I-
.008552
-I-
.02
-I-
1.72
-I-
1.000
2.000
-I- -i-
.013
-I-
.00
1-
PIPE
686.01
-I-
I I
1237.70
-I-
i I
1.758 1239.458
-t-
21.6
I
7.36
I
.846
1240.304
I
.05
I
1.662
I
1.30
I
2.00
I I
.00
.00
I
1
.0
12.28
.00396
-i-
-I-
-I-
-I-
.008042
-I-
.10
-I-
1.81
-I-
.868
2.000
-I- -I-
.013
-I-
.00
1-
PIPE
898.29
-I-
I I
1237.75
-I-
I I
1.885 1239.634
-I- -I-
21.6
I
7.04
I
.769
1240.403
I
.03
I
1.662
I
.93
I
2.00
I I
.00
.00
I
1
.0
18.76
.00396
I I
-I-
-I-
-I-
.008227
-I-
.15
-I-
1.92
-I-
.683
2.000
-I- -I-
.013
-I-
.00
1-
PIPE
917.05
-I-
1237.82
-I-
I I
2.000 1239.823
-I-
21.6
I
6.88
I
.734
1240.557
I
2.00
I
1.662
I
.00
I
2.00
I I
.00
.00
I
1
.0
1.79
.00396
-I-
-I-
-I-
-I-
.008845
-I-
.02
-I-
2.00
-I-
.000
2.000
-I- -I-
.013
-I-
.00
1-
PIPE
918.84
I I
1237.83
I I
2.033 1239.863
21.E
1
6.88
I
.734
1240.597
I
.00
I
1.662
I
.00
I
2.00
I I
.00
.00
I
1
.0
18.75
.00427
.009117
.17
2.03
.000
2.000
.013
.00
PIPE
W S P G N- CIVILDESIGN Vers 7.1 PAGE 5
For: Hunsaker 6 Associates Irvine, Inc., Irvine, CA - SIN 647
WATER SURFACE PROFILE LISTING Date: 7-15-1998 Time: 6:54:56
HYDRAULICS FOR LINE "B-2"
TRACT 23067
FILENAME: 1663B2.WSN
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I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticall Flow ToplHeight/IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
L/Elem ICh Slopel I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I I ZR (Type Ch
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I I i I I I I I I I I I I
937.59 1237.91 2.123 1240.033 21.6 6.88 .734 1240.768 .00 1.662 .00 2.00 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
JUNCT STIR .00000 .007028 .00 2.12 .000 .013 .00 PIPE
I I I i I I I I I I I I I
937.59 1237.91 2.749 1240.659 15.9 5.06 .398 1241.057 .00 1.438 .00 2.00 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
38.98 .00359 - .004940 .19 2.75 .000 2.000 .013 .00 PIPE
I I I I I I I I I I I I I
976.57 1238.05 2.802 1240.852 15.9 5.06 .398 1241.249 .00 1.438 .00 2.00 .00 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
103.89
115.22
126.56
137.89
149.22
160.56
171.89
163.22
194.56
205.89
217.23
228.56
239.89
HYDRAULICS FOR LINE "B-2"
TRACT 23067
FILENAME: 1663B2.WSN
I W CH E
I W C H E
I W CH E
I W C H E
I W C H E
I W CH E
I W CH E
I WC H E
I WCH E
I WH E
I C H W E
R
R
R
R
R
R
R
R
R
ix
R
s • s
251.23
I
C
H W
£
R
262.56
273.89
285.23
I
C
H
W
E
R
296.56
307.89
319.23
330.56
341.89
353.23
364.56
375.89
387.23
398.56
409.89
I
C
H
W
E
R
421.23
432.56
443.90
455.23
466.56
477.90
489.23
500.56
511.90
523.23
534.56
545.90
602.56
I
C
H
W E
557.23
613.90
I
568.56
W
E
625.23
579.90
591.23
602.56
613.90
I
C H
W
E
625.23
I
C H
W
E
R
JX
0 0 0
636.56
697.90
659.23
670.57
681.90
693.23
709.57
715.90
727.23
738.57
799.90
761.23
772.57
783.90
795.23
806.57
817.90
829.23
I
CH
W E
I WS
CH
E
I
W
C H
E
I W CH E
I W C H E
R
R
R
R
R
840.57 I
W C H E R
851.90
I W' CH E R
863.23
I W CH E R
874.57
I W C H E R
885.90
I W C H E R
897.24
I W CH E R
908.57
I WC H E R
919.90
I W H E R
931.24
I WCH E R
942.57
I WH E R
953.90
I WH E R
965.24
I CWH E R
976.57
I C H E R
1221.90 1223.83 1225.77 1227.70 1229.64 1231.57 1233.51 1235.44 1237.38 1239.31 1241.25
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
0 • i
C - CRITICAL DEPTH
W - WATER SURFACE ELEVATION
S - SUPER -ELEVATION
H - HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X - CURVES CROSSING OVER
B - BRIDGE ENTRANCE OR EXIT
Y - WALL ENTRANCE OR EXIT
STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
REFERENCE PLANS