HomeMy WebLinkAbout3190; San Marcos Creek Rancho Santa Fe Road; San Marcos Creek Rancho Santa Fe Road; 1998-05-01Hydrology Study for
San Marcos Creek at Rancho Santa Fe Road
Prepared for
Dokken Engineering
3914 Murphy Canyon Road, Suite A-153
San Diego, CA 92123
Prepared by
Howard H. Chang
May 1998
Howard H. Chang
Consultants P.O. Box 9492
Rancho Santa Fe, CA 92067
Hydraulic and Hydrologic Engineering
Erosion and Sedimentation
TEL: (619) 756-9050
FAX: (619) 756-9460
Howard H. Chang Consultants
Hydraulic, Hydrologic and Sedimentation Engineering
P.O. Box 9492
Rancho Santa Fe, CA 92067
(619)756-9050, 594-6380, FAX: (619)756-9460
April 17, 1998
Mr. Rick Liptak
Dokken Engineering
3914 Murphy Canyon Road, Suite A153
San Diego, CA 92123
Dear Rick:
Subject: Rancho Santa Fe Road Project
This is to transmit to you the completed report entitled "Hydrology Study for San Marcos
Creek at Rancho Santa Fe Road". Enclosed please find a unbound copy and a bound copy ofthe
report. The report contains the peak discharges as well as flood hydrographs.
The flood discharges of San Marcos Creek at Rancho Santa Fe Road are as follows
•m
Location 10-yr flood 25-yr flood 50-yr flood 100-yr flood
Rancho Santa Fe Road 7,520 10,800 14,000 16,500
Please let me know if you have any questions regardmg this matter.
Sincerely yours,
Howard H. Chang
Ph.D., P.E.
TABLE OF CONTENTS
Page Number
I. INTRODUCTION 1
II. HYDROLOGIC SIMULATION 2
Basin Area 3
Hydrologic Soil Group 3
Precipitation Zone Number 3
Antecedent Moisture Condition 4
Runoff Curve Number 4
Precipitation 4
Lag Time 5
Flood Routing Through Lake San Marcos 7
III. SIMULATION RESULTS 8
REFERENCES 10
LIST OF FIGURES AND FIGURES 10
APPENDIX A. INPUT/OUTPUT LISTINGS OF HEC-1 FOR THE 24-HR STORM
APPENDIX B. INPUT/OUTPUT LISTINGS OF HEC-1 FOR THE 6-HR STORM
Hydrology Study for
San Marcos Creek at Rancho Santa Fe Road
I. INTRODUCTION
The hydrology study was prepared to provide the discharges for floods of different
frequencies for San Marcos Creek at Rancho Santa Fe Road, see Fig. 1. The existing Rancho Santa
Fe Road Bridge on San Marcos Creek does not have an adequate capacity for passing the 100-yr
flood; therefore, this bridge will be replaced as a part of the Rancho Santa Fe Road improvement
project. Dokken Engineering is the prime contractor for the bridge and road improvement project
sponsored by the City ofCarlsbad. Howard H. Chang Consultants is a subcontractor to Dokken
Engineering responsible for the hydrology and bridge hydraulics.
A previous hydrology study for San Marcos Creek was made by the U. S. Army Corps of
Engineers in 1971. Peak flows for intermediate regional floods at various points of concentration
along the creek from the 1971 study are summarized in Table 1. The intermediate regional flood
is one that could occur about once in 100 years on the average. In other words, the intermediate
regional flood is equivalent to the 100-yr flood.
Table 1. Summary of intermediate regional floods obtained by the Corps of Engineers
Stream location Drainage area Intermediate regional flood
m Square miles cfs
Rancho Santa Fe Road 29.4 13,000
>m Discovery Street 23.0 12,000
•m
MM
State Highway 78 17.4 10,500
Upstream from east branch 11.3 7,400
Ohve Street 5.5 5,500
The hydrology study by the Corps of Engineers was made at a time before the master plan
of development for the region was not available. For this reason, the study was for the physical
conditions of the drainage basin existing at the time of study but it does not reflect the physical
conditions when the drainage basin is fiilly developed^
The proposed Rancho Santa Fe Road Bridge will serve the region for a long period of time
in the fiiture^ It is tiierefore necessary to design the bridge based on the ultimate 100-yr flood for tiie
fiilly developed conditions of the drainage basin for San Marcos Creek. This hydrology study was
made to detennine the ultimate flood discharges based on tiie master plan for fiiture development
in the drainage basin of the creek. The ultimate 100-yr flood discharge is expected to be greater than
the 1971 intermediate regional flood discharge by the Corps of Engineers.
The conditions for fiiture development is based on the report "Master Plan for Drainage for
the City of San Marcos", prepared by Fraser Engineering, dated January 1990. The uitimate
development includes new industry to be located along the Highway 78 corridor. This highway has
been widened to six lanes and it provides a convenient access to the Interstate 5 and Interstate 15
transportation routes. The ultimate development plan also inciudes new housing to be built in the
northem and southem areas of the City. The new State Umversity campus in the City of San Marcos
is also a part ofthe ultimate plan.
II. HYDROLOGIC SIMULATION
The flood discharges for San Marcos Creek were determined based on hydrologic simulation
using infonnation on the rainfall and physical characteristics of the drainage basin. The Soil
Conservation Service (SCS) unit hydrograph method was used herein. The hydrology study was
guided by the National Engineering Handbook, Section 4 - Hydrology by the Soil Conservation
Service (1972), USDA and the Hydrology Manual of the County of San Diego, updated in 1985 and
1993. The San Diego County hydrology manual is also based on the SCS method, but it has certain
usefiil information specific to this semi-arid area. The HEC-1 computer model developed by the U.
S. Army Corps of Engineers, which employs the SCS method, was the principal tool for this study.
m
The drainage subbasins as selected in this study are shown in Fig. 1. The points of concentration
are at the respective subbasin outlets. The data for HEC-1 model was set up to generate inflow
hydrographs of floods discharges at these points of concentration.
Hydrologic parameters for the drainage basin, including tiie basin area, CN number, lag time,
precipitation, AMC, roughness coefficient, etc. were selected as detailed beiow. The flood
hydrograph generated for a subbasin was routed downstream tiirough tiie natural drainage paths; it
was superimposed with other hydrographs at the confluences.
Forthe purpose of hydrological computation, certain basin characteristics are required. Such
characteristics include basin area, Antecedent Moisture Condition (AMC), precipitation, SCS curve
number (CN), lag time, etc. Methods for obtaining such characteristics are described below
separately. The measured and selected parameters for the drainage basin are summarized in Tables
2, 3, 4 and 5.
Basin Area - The total drainage basin upstream of Rancho Santa Fe Road divided into six
subbasins: A, B, C, D, E and F, as shown in Fig. 1. The area of each subbasin was measured directly
from the drainage basin map. In this case, the USGS map with the scale of 1" — 2,000' was used for
area measurements.
Hydrologic Soil Groups - The hydrologic soil type for the subbasins were obtained from
the Design and Procedure Manual (earlier edition) published by the County of San Diego. Types
D soil is the dominate hydrologic soil type for the higher areas of the basin and Type C is the
dominate type for alluvial valleys. Normally, each subbasin has more than one hydrologic soil
group. The estimated fractions of different soil groups were used in the selection of the CN values.
The CN values so obtained are for the AMC of 2. Adjustment of CN for other AMCs was based on
the information shown in Table I-A-5 ofthe Hydrology Manual.
Precipitation Zone Number (PZN) - This value for a subbasin was obtained from Fig. I-A-
23 of the Coimty Hydrology Manual. The coastal line has the PZN value of 1. Subbasins in the
study area have PZN values ranging from 1.4 to 2.0.
Antecedent Moisture Condition (AMC) - The AMCs for different floods were computed
based on the Precipitation Zone Number (PZN) given in Fig. I-A-23 of the San Diego County
Hydrology Manual.
Runoff Curve Number (CN) - In the SCS mettiod for runoff estimation, the CN value was
used. Table I-A-1 of the Hydrology Manual lists the CN values related to land use, land treatment
or practice, hydrologic condition, and soil type. The CN values for the AMC of 2 are listed in the
manual. Adjustment to other AMCs was based on the information shown in Table I-A-5 ofthe
manual.
Precipitation - The precipitation in inches for each subbasin was obtained from the
precipitation map in the Hydrology Manual. Precipitation was distributed in accordance with the
Type B distribution curve. The 6-hr and 24-hr storms were used separately in this study. The results
obtained based on these storms were compared and the larger values were adopted. For small basins,
the 6-hour storm normally produces higher runoff discharges than does the 24-hour storm.
Table 2. Summary of basin characteristics for San Marcos Creek
Subbasin Area n AE L Lc Lag
sq. mi ft miles miles hours
A 5.0 0.035 780 2.9 1.3 0.48
-mm B 5.8 0.03 800 4.7 2.4 0.68
C 7.2 0.035 350 5.0 2.5 0.83
D 5.5 0.03 500 3.3 1.7 0.53
•MD
E 4.6 0.03 460 4.5 2.2 0.71
F 1.9 0.035 870 1.9 0.8 0.31 «• Total 30.0
Table 3. Selection of CN values for the subbasins for AMC=2
Subbasin Soil type Land use Hydrologic
conditions
CN Weighted
CNfor
AMC=2
A CD Medium density residential NA 87
82
A CD
Open brush Fair, good 78 82
B CD Medium density residential NA 86
82
B CD
Open brush Fair, good 78
82
B CD
High density residential NA 88 82
C C,D Medium density residential NA 86
82
C C,D
Open brush Fair, good 78
82
C C,D
High density residential,
industrial NA 88
82
D C Medium density residential NA 86
82
D C
Open brush Good 76 82
D C
High density residential,
industrial NA 88
82
E CD Open bmsh Fair 83
84
E CD
Medium and high density
residential NA 87
84
F
CD
Open brush Fair 84
86
F
CD
Medium and high density
residential NA 88
86
Lag Time - Lag is defined as the time in hours from the center of mass of the excess rainfall
to the peak discharge, it is an empirical expression of the physical characteristics ofa drainage area
in terms of time. The lag time relationship is based on criteria developed by the U. S. Army Crops
of Engineers which is also adopted by the County of San Diego as given in its Hydrology Manual.
Lag (hours)
/L*Le\m
= 24n ( 1 (1)
iiiwil where n = Basin factor, representing a measure of overall basin roughness;
m = 0.38, a constant;
L - Length of the longest water course;
Lc = Length along longest course in miles, measured upstream to the point opposite
the center of area;
S = Overall slope, in feet per mile, ofthe longest water course.
Table 4. Summary of basin characteristics for San Marcos Creek
Subbasin Soil type PZN AMC CN Subbasin Soil type PZN
100-yr 10-yr 100-yr 10-yr
A CD 2.0 3.0 2.5 92 88
B CD 1.8 2.8 2.3 90 87
C C,D 1.8 2.8 2.3 90 87
D C 1.6 2.6 2.1 88 83
E C,D 1.5 2.5 2.0 89 84
F D 1.4 2.4 1.9 89 85
Table 5. Summary of basin characteristics for San Marcos Creek
Subbasin 6-hr. Precip., in 24-hr Precip., in. Subbasin
100-yr 10-yr 100-yr 10-yr
A 3.5 2.4 6.0 4.0
B 3.4 2.3 6.0 3.8
C 3.4 2.3 5.8 3.7
m0 D 3.3 2.2 5.5 3.5
E 3.2 2.1 5.4 3.5
UMI
F 3.0 2.1 5.3 3.4
•m
Flooding Routing Through Lake San Marcos - As the flood water travels through Lake
San Marcos, the flow rate is modified by the lake due to the fact ttiat a part of the water will be stored
in the lake as the lake level changes. In order to consider the storage effects due to the lake, each
flood is routed through the lake based on the storage routing routine in the HEC-1 model. The lake
and spillway characteristics are required in flood routing. Such information were provided by the
Office of Emergency Services, State ofCalifornia.
The storage volume of the lake is described by the surface area versus elevation relationship
given in Table 6; it is also shown in Fig. 2.
Table 6. Surface area - stage relation for Lake San Marcos
Lake level, feet Surface area, acres
455 0
460 1.04
465 2.03
470 3.40
475 6.40
480 11.19
485 19.62
490 36.97
495 59.90
496 63.20
500 70.16
The configuration ofthe spillway has the following features:
Spillway crest elevation: 493.5 feet
Length of spillway (dimension perpendicular to flow): 256 feet from spillway crest to
elevation 498.5; 284 feet above elevation 498.5 feet
Spillway side slope: vertical
The rating curve for the spillway is given in Table 7; it is also shown in Fig. 3.
Table 7. Discharge - stage relation for the spillway
Lake level, feet Discharge, cfs
493.5 0
494.5 736
495.5 2165
496.5 4,137
497.5 6,698
498.5 9,871
499.5 13,464
500.5 17,433
501.5 21,478
m. SIMULATION RESULTS
Input/output listings of HEC-1 simulation based on the 24-hr storm are included in Appendix
A ofthe report, those based on the 6-hr storm are given in Appendix B. Simulated peak flows for the
100-yr flood are summarized in Table 8 and those for the 10-yr flood are summarized in Table 9.
The 100-yr fiood discharges are also compared with those by the Corps of Engineers. It can be seen
tiiat discharges obtained in this smdy are generally higher than the corresponding ones by the Corps
8
but with some exceptions.
Table 8. Summary of peak flows for 100-year flood in cfs
Location Based on 6-
hr storm
Based on 24-
hr storm
Adopted Corps
study
Twin Oaks Ranch 4,815 3,274 4,800
Upstream from east branch 7,266 6,801 7,300 7,400
Downstream of east branch 11,692 10,847 11,700
Discovery Street 14,842 13,724 14,900 12,000
Lake inflow 17,471 16,072 17,500
Lake outflow 15,552 15,700 15,700
Rancho Santa Fe Road 16,058 16,425 16,500 13,000
Table 9. Summary of peak flows for 10-year flood in cfs
m
Location Based on 6-hr storm Based on 24-hr storm Adopted
Twin Oaks Ranch 2,242 1,813 2,250
Upstream from east branch 3,022 3,086 3,100
Downstream of east branch 5,048 5,170 5,200
Discovery Street 6,112 6,426 6,450
Lake inflow 7,046 7,542 7,550
Lake outflow 5,736 7,224 7,220
Rancho Santa Fe Road 5,971 7,515 7,520
m Hydrographs for these floods are also included in the input/output listings of HEC-l. These
hydrographs have short durations with flood discharge rising and falling rapidly as is characteristic
ofthe semi-arid region. A statistical analysis was made to determine the peak discharges for floods
of other retum periods. It was assumed that flood discharges of the stream reach follow a log-normal
distribution. Other flood discharges were obtained from Fig. 4 based on interpolation of the
computed lO-yr and 100-yr flood discharges following the log-normal distributions. The results are
summarized in Table 10.
Table 10. Summary of peak flows for various floods in cfs
Location 10-yr flood 25-yr flood 50-yr flood 100-yr flood
Twin Oaks Ranch 2,250 3,100 3,900 4,800
Upstream from east branch 3,100 4,500 5,500 7,300
Downstream of east branch 5,200 7,500 9,500 11,700
Discovery Street 6,450 9,400 12,000 14,900
Lake inflow 7,550 11,000 14,300 17,500
Lake outflow 7,220 10,300 13,000 15,700
Rancho Santa Fe Road 7,520 10,800 14,000 16,500
REFERENCES
1. Corps of Engineers, Los Angeles District, "Floodplain Information, San Marcos Creek", April
1991.
2. County of San Diego, "Hydrology Manual", 1993.
3. Soil Conservation Service, USDA, National Engineering Handbook, Section 4 - Hydrology, 1972.
LIST OF FIGURES
Fig. 1. Drainage basin map of San Marco Creek upstream of Rancho Santa Fe Road
Fig. 2. Surface area versus elevation relationship for Lake San Marcos
Fig. 3. Rating curve for the spillway of Lake San Marcos Dam
Fig. 4. Frequency-flood discharge relations
10
BEST ORIGINAL
4^fyl^rfI^ig- 1 • Drainage basin map of San Marco Creek
r^^^r / 4. - I v.'^ upstream of Rancho Santa Fe Road
I i ft i i I i i I I iillilJIlftllliltitlfci
Area-Elevation Curve for Lake San Marcos
qo'
GO
CD
cn
CO
Ot 1—1
O
J3
g
O
CO
Cfl
I
o
cn
Area, acres
455 460 465 470 475 480 485 490 495
Elevation, ft
500
IlllftJilliliiJllltlilliatlftiliiii^i^iJ
Spillway Discharge Capacity
Lake San Mareos Dam
OQ*
I—'.
OQ
n
a
Vl
T3
O
r
o
00
o
Discharge, cfs(Thousands)
493 494 495 496 497 498 499 500 501 502
Lake level, ft
i J
3 '4 5 10^
Peak discharge, cfs
3 4 5
BEST ORIGINAL
APPENDDC A. INPUT/OUTPUT LISTINGS OF HEC-1 FOR HYDROLOGICAL SIMULATION
BASED ON THE 24-HR STORM
• FLOOD HYDHOORAPH PACKAOB (HEC-1) *
• SBPTSKBBR 1990 *
• VBRSION 4.0 • • •
• ROK DATB 03/30/1998 TME ISiSliO? •
U.S. ARMY CORPS OP BNGINEERS
HTDROLOQIC EKOINEBRIira CENTER
609 SECOND STREBT
DAVIS, CALIFORNIA 95616
(916) 756-1104
X X XXXXXXX xxxxx X
X z X X X XX
X X X X X
XXXXXXX xxxx X xxxxx X ttm X X X X X
X X X X X X
m X X XXXXXXX xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CABO WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION
NEH OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAHAOB CALCULATION, DSSiWRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT PAGB 1
ID HYDROLOGY STUDY FOR SAN MARCOS CREEK
ID UPPSTREAM OF RANCHO SAHTA PB ROAD
ZD FOR THB RSP ROAD PROJBCT SPONSORED BY THE CITY OP SAN HARCOS
ID SUBCONTACT TO DOKKEN BNGINEBRING
ID FOR ULTIMATE CONDITIONS OP WATERSHED DEVELOPMENT
ID 24-HOUR STORM, 100-YBAR EVENT
IT 5 1HAR98 1200 300
10 5
,10
9
10
11
12
13
14
15
16
17
18
19
20
KK
KM
IN
PB
PI
PI
PI
PI
PI
BA
LS
UD
RUNOFF PROM SUBBASIN A
30
6.0
0
.014
.082
.01
.01
5.0
0.48
,009
,016
,041
,016
,011
92
.007 .009 .009 .011 .009 .011 .012 .013
.017 .02 .023 .03 .045 .OS? .088 .096
.027 .023 .021 .02 .019 .01? .016 .018
.015 .014 .015 .012 .013 .01 .01 .009
.01 .009 .009 .009 .009 .01 .009
21
22
KK
RK
B CHANNEL ROUTING THROUGH B
30000 0.00825 0.035 40
23
24
25
26
2?
KK B
KM RUNOFF PROM SUBBASIN B
BA 5.8
LS 90
UD 0.68
28
29
30
31
KK B
KH COHBINE FLOWS OF SUBBASINS A AND B
HC 2
KO 2
32
33
KK
KH RUNOFF PROM SUBBASIN C
A-l
34
35
36
37
PB
BA
LS
DD
5.8
7.2
0.83
90
38
39
40
KK
KH
HC
CXIKBINB FLOWS OF SUBBASINS A, B AND C
2
41
42
KK D CHANNEL ROUTING THROUGH D
RK 13000 0.00346 0.030 TRAP
HBC-1 INPtIT
40
PAGE 2
,10
43
44
45
46
47
48
KK
KM
PB
BA
LS
UD
RUNOFF PROM SUBBASIN D
5.5
5.5
88
0.53
49
SO
51
KK
KM
HC
CCniBINB FLOWS OF SUBBASINS A,B,C AND 0
2
52
53
54
55
56
57
KX B
KM RUNOFF PROM SUBBASIN B
PB 5.4
BA 4.6
LS 88
UD 0.71
58
59
KX
KH COMBINE FLOWS OF SXmBASIHS A,B,C,D AND E
60 HC 2
61 KK LAKE ROUTING THROUCM LAKE SAN MARCOS
62
63
KO
RS
0
1
2
ELEV 493.5
mm 64 SA 48 54 57.6 61.6 64.8 68 ?0.5 73 76
65 SQ 0 0 736 2165 4137 6698 98?1 13464 17433
66 SE 492 493.5 494.5 495.5 496.5 497.5 498.5 499.5 500.5
6? KK P CHANNEL ROirriNG THROUGH F
mm 68 RK 7000 0.0186 0.035 TRAP 50 3
69
70
71
72
73
74
KK
KH
PB
BA
LS
UD
RUNOFF PROH SUBBASIN F
5.3
1.9
89
0.31
75
76
77
78
KK
KH
HC
ZZ
COMBINB PLOWS OF SUBBASINS A,B,C,D,S AHD F
2
• FLOOD HYDROGRAPH PACKAOE (HEC-1) •
• SEFTEHBER 1990 •
• VERSION 4.0 •
• *
• RUN DATE 03/30/1998 TIME 15:51:07 •
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREBT
DAVIS, CALIFORNIA 95616
(916) 756-1104
HYDROLOGY STUDY FOR SAH HARCOS CREEK
UPPSTREAM OP RAHCHO SAHTA PB ROAD
POR THE RSF ROAD PROJECT SPONSORED BY THE CITY OF SAN MARCOS
SUBCmTACT TO DOKKEH ENGINEERING
FOR ULTIMATE CONDITIONS OF WATERSHED DEVELOPHENT
24-HOUS STORH, lOO-YEAR EVENT
OUTPUT CCmTROL VARIABLES
A-2
IPRNT
IPLOT
QSCAL
5 PRINT CONTROL
0 PLOT CONTROL
0. HYDROGRAPH PLOT SCALE
HYDROGRAPH TIMB DATA
NMIN
IDATE
ITIME
NQ
NDDATE
NDTIME
ICENT
5
1HAR9S
1200
300
2MAR98
1255
19
MINUTES IN CCa*PUTATION INTERVAL
STARTING DATB
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
EHDIHG DATB
ENDING TIME
CENTURY MARK
COHPUTATION IHTBRVAL
TOTAL TIHE BASB
.08 HOURS
24.92 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LEHGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE ARBA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEBT PER SECOND
ACRE-FEET
ACRES
DB^tBES FAHRENHEIT
28 KK
31 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
STATION
DAHRMN
11200
11205
11210
11215
11220
11225
11230
11235
11240
11245
11250
11255
11300
11305
11310
11315
11320
11325
11330
11335
11340
11345
11350
11355
11400
11405
11410
11415
11420
11425
11430
11435
11440
1144S
11450
11455
0.
FER
10-
20
30
40
50
60
70
80
90
lOO
110
120
130
140
150
160
170
180
190
20O
210
220
230
240
250
260
270
280
290
30O
310
320
330
340
350
360
1000.
(0) OUTFLOW
2000. 3000. 4000. 5000. 6000. ?000. 0. 0. 0. 0.
A-3
dll
11500
11505
11510
11515
11520
11525
11530
11535
11540
11545
11550
11555
11600
11605
11610
11615
11620
11625
11630
11635
11640
11645
11650
11655
H?00
11705
11710
11715
11720
11725
11730
11735
11740
11745
11750
11755
11800
11805
11810
11815
11820
11825
11830
11835
11840
11845
11850
11855
11900
11905
11910
11915
11920
11925
11930
11935
11940
11945
11950
1X955
12000
12005
12010
12015
12020
12025
12030
12035
12040
12045
12050
12055
12100
12105
12110
12115
12120
12125
12130
12135
12140
370
380
390
40O
410 .
420
430
440
450
460
470
480
490
SO.O
51.0.
52.0
53.0
54.0
55.0
56.0
57.0
58. O
59.
60.
61.
62.
63.
64.
65.
66.
67.
68.
69.
70.
71.
72.
?3.
?4.
?5.
76.
77.
78.
79.
80.
81.
82.
83.
84.
85.
86.
87.
88.
89.
90.
91.
92.
93.
94.
95.
96.
97.
98.
99 •
100.
101.
102.
103.
104.
105.
106.
107.
108.
109.
110.
111.
112.
113.
114.
115.
116.
117.
A-4
m
12145 118.
12150 119.
12155 120.
12200 121.
12205 122.
12210 123.
12215 124.
12220 125.
12225 126.
12230 127.
12235 128.
12240 129.
12245 130.
12250 131.
12255 132.
12300 133.
12305 134.
12310 135.
12315 136.
12320 137.
12325 138.
12330 139.
12335 140.
12340 141.
12345 142.
12350 143.
12355 144.
20000 145.
20005 146.
20010 147.
20015 148.
20020 149.
20025 150.
20030 151.
20035 152.
20040 153.
20045 154.
20050 155.
20055 156.
20100 157.
20105 158.
20110 159.
20115 160.
20120 161.
20125 162.
20130 163.
20135 164.
20140 165.
20145 166.
20150 167.
20155 168.
20200 169.
20205 170.
20210 171.
20215 172.
20220 173.
20225 174.
20230 1?5.
20235 176.
20240 177.
20245 178.
20250 179.
20255 180.
20300 181.
20305 182.
20310 183.
20315 184.
20320 185.
20325 186.
20330 18?.
20335 188.
20340 189.
20345 190.
20350 191.
20355 192.
20400 193.
20405 194.
20410 195.
20415 19S.
20420 197.
20425 198.
m
A-5
20430 199.
20435 200.
20440 201.
20445 202.
20450 203.
20455 204.
20500 205.
20505 206.
20510 207.
20515 208.
20520 209.
20525 210.
20530 211.
20535 212.
20540 213.
20545 214.
20550 215.
20555 216.
20600 217.
20605 218.
20610 219.
20615 320.
20620 221.
20625 223.
20630 223.
20635 324.
20640 225.
20645 226.
20650 227.
20655 328.
20700 229.
20705 230.
20710 231.
20715 232.
20720 233.
20725 234.
20730 235.
20735 236.
20740 237.
20745 238.
20750 239.
20755 240.
20300 241.
20805 242.
20810 243.
20815 244.
20820 245.
20825 246.
20830 247.
20835 248.
20840 349^
30845 250.
20850 351.
30855 252.
20900 353.
20905 354.
20910 355.
30915 356.
20930 357.
20925 258.
20930 259.
20935 260.
20940 261.
20945 262.
209SO 263.
20955 264.
21000 265.
21005 266^
21010 367.
21015 268.
21020 269.
21025 270^
21030 271.
21035 272.
21040 273.
21045 274.
21050 275.
21055 276.
21100 27?.
21105 278.
21110 279.
.0
.0
.0
.0.
.0
.0
.0
.0
o
o
0
0
0
o .
o
0
0.
o.
o.
o.
0.
o.
A-6
21115 280. 0 .
21120
21125 282. 0 .
21130 283. 0 .
21135 284. 0 .
tiMH 21140 285. 0 .
21145 286. 0 .
31150 287. 0 .
21155 288. 0 .
21300 289. 0 .
m 21205 290. 0
21210
21215 292. 0 .
21220 293. 0 .
21225 294. 0 .
m 21230 295. 0 .
21235 296. 0 .
21240 297. 0 .
21345 298. 0 .
21250 299. 0 .
21255
*•* •** •** *** *•* *•* *** *•* **• **• *•* •** >•* **• *** *** *•* *** *•* *** kn* *** a** •** **•
61 KK LAKE ROUTING THROtnSH LAKE SAN MARCOS
62 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
STATION LAKE
DAHRMH
11200
11205
11210
11315
11220
11235
11230
11235
11240
11245
11250
11255
11300
11305
11310
11315
11320
11325
11330
11335
11340
11345
11350
11355
11400
11405
11410
11415
11420
11425
11430
11435
11440
11445
11450
11455
0.
0.
PER
II-
21
31
41
51
61
71
81
91
101
111
121
131
141
151
161
171
181
191
201
211
221
231
241
251
261
271
281
291
301
311
321
331
341
351
361
2000
0
(I) INFLOW, (0) OUTFLOW
4000. 6000. 8000 10000 12000. 14000. 16000
(S) STORAGE
200. 400
18000
600
A-7
11500
11505
11510
11515
11520
11525
11530
11535
11540
11545
11550
11555
11600
11605
11610
11615
11620
11625
11630
11635
11640
11645
11650
11655
11700
11705
11710
11715
11720
11725
11730
11735
11740
11745
11750
11755
11800
X1S05
11810
11815
11820
11825
11830
11835
11840
11845
11850
11855
11900
11905
11910
11915
11920
11925
11930
11935
11940
11945
11950
11955
12000
12005
12010
12015
12020
12025
12030
12035
12040
12045
12050
12055
12100
12105
12110
12115
12120
12125
12130
13135
12140
371
381
391
401
411 . .
421
43X
441
451
461
471
481
491
501
511 . .
521
531
541
551
5601
5701
5801
5901
60OI
6101. .
62.01
63.01
64.01
65.0 I
66.0 I
67.0 I
68.0 I
69. 0 I
70.
?1.
72.
73.
74.
75.
76.
77.
78.
79.
80.
81.
82.
83.
84.
85.
86.
87.
88.
89.
90.
91.
92.
93.
94.
95.
96.
97.
98.
99.
100.
101.
103.
103.
104.
105.
106.
10?.
108.
109.
110.
111.
112.
113.
114.
115.
116.
117.
O I
0 1..
0 I
O I
0 I
O I
O I
O I
O I
0 I
O I
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0 I
0 I
0 1
O I
0 I
0 I
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0 .1
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0 I
0 I
0 I
0 I
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0 I
0
o
o
0 I
0
. . o .
0 I
. 0 . I
A-8
m
12145 118.
12150 119.
12155 120.
12200 121.
13205 133.
12210 123.
12215 124.
12220 125.
12225 126.
12230 127.
12235 128.
12240 129.
13245 130.
12250 131.
12255 132.
12300 133.
12305 134.
12310 135.
12315 136.
12320 137.
12325 138.
12330 139.
12335 140.
12340 141.
12345 142.
12350 143.
12355 144.
20000 145.
20005 146.
20010 147.
20015 148.
20020 149.
20025 150.
20030 151.
20035 153.
20040 153.
20045 154.
20050 155.
20055 156.
20100 157.
20105 158.
20110 159.
20115 160.
20120 161.
20135 162.
20130 163.
20135 164.
20140 165.
20145 166.
20150 167.
20155 168.
20200 169.
20205 170.
20210 171.
20215 172.
20220 173.
20225 174.
20230 175.
20235 176.
20240 177.
20245 178.
20250 179.
20255 180.
20300 181.
20305 182.
20310 183.
20315 184.
20320 185.
20325 186.
20330 187.
20335 188.
20340 189.
20345 190.
20350 191.
20355 192.
20400 193.
20405 194.
20410 195.
20415 196.
20420 197.
20425 198.
I
I
I
I 0
I 0
I 0
I o
I 0
I 0
10..
,1 0
,1 0
,ro
.10
I 0
10
10
10
10
,10 . . . .
IO
10
10
10
10
10
10
10
10
.10
10
10
I
I
I
10
10
10
10
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10
10
IO
10
10
10
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s. s s
1
I
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A-9
il
20430
20435
20440
20445
20450
20455
20500
20505
20510
30515
20520
20525
20530
20535
20540
30545
30550
30555
20600
30605
30610
20615
30620
20625
20630
20635
20640
20645
30650
20655
20700
20705
20710
20715
20730
20725
20730
20735
20740
20745
20750
20755
20800
20805
20810
20815
20820
20325
20830
20835
20840
20345
20350
20355
20900
20905
20910
20915
20920
20925
20930
20935
20940
20945
20950
20955
21000
21005
21010
21015
21020
21035
21030
21035
21040
21045
21050
21055
21100
21105
21110
199.
300.
201.
302.
203.
204.
205.
206.
207.
208.
209.
210.
211.
212.
213.
214.
215.
216.
217.
218.
219.
220.
231^
222.
223.
234.
225.
336.
227.
238.
229.
230.
331.
333.
233.
234.
235.
236.
237.
238.
239.
240.
241.
243.
343.
244.
245.
246.
247.
248.
249.
250.
351.
352.
253.
354.
255.
256.
257.
258.
259.
260.
261.
262.
263.
264.
265.
266.
267.
268.
269.
270.
271.
272.
273.
274.
275.
276.
277.
278.
279.
IO
I
I .
I
0]
03
10
10
10
I
I
I
. I .
I
I
10
10
10
10
I
I
I
10. .
10
10
10
I
.10
.10
.10
,10
.10
,1. . .
10
10
10
10
10
10
I
I
I
, I •
I
I
I
I
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I
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I
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10
10
10
10
10
• S
.3
.s.
.s
.3
.3
.3
• S
.3
.3
.S
.3
.3.
.S
.S
.3
.S
.3
.S
.s .s .s
.3.
.3
.3
.3
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• S
3
S
3
S
S .
S
S
3
S
3
S
3
3
S
3 .
S
3
S
S
s
3.
S.
3.
S.
.S^
S.
S.
S.
3.
S.
S.
s.
s.
s.
.s.
3.
S.
3.
3.
S.
3.
5.
S.
3.
.3.
S.
S.
s.
s.
s.
3.
S.
S.
A-10
21115 280.
21120 281.
21125 282.
21130 283.
21135 284.
21140 285.
21145 286.
21150 287.
21155 288.
21200 289.
21305 290.
21210 291.
31315 292.
31320 393.
31325 394.
31330 395.
31335 396.
31340 297.
21245 298.
21250 299.
21255 300.
RUNOFF SUHHARY
FLOW IH CUBIC FEBT PER SECOND
TIHE IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOH FOR HAXIHUH PERIOD
OPERATION STATION FLOH PEAK
6-HOUR 2 4-HOUR 7 2-HOTO
BASIN HAXIHUH TIME OF
ARBA STAGE MAX STAGE
HYDROGRAPH AT
3274. 10.33 1649. 678. 653, 5.00
ROUTED TO
3270. 10.58 1649, 665. 641. 5.00
HYDROGRAPH AT
3531. 10.58 1833. 747, 720, 5.30
2 COHBINED AT
6801. 10.58 3481. 1413, 1361. 10.80
HYDROGRAPH AT
4070. 10.67 2179. 887, 854, 7.20
2 COHBINED AT
10847. 10.58 5660. 3399. 2215. 18.00
ROUTED TO
10841. 10.75 5662. 3279. 2195. 18.00
HYDROGRAPH AT
3981. 10.43 1496. 609. 586, 5.50
3 COHBINED AT
13724. 10.67 2888. 3782, 23.50
HYDROGRAPH AT
2349. 10.58 1219. 495. 4.60
2 COHBINED AT
16072. 10.67 8372. 3383. 3258. 28.10
ROUTED TO
15700. 10.83 8337. 3331. 3208. 38.10
500.06 10.83
ROUTED TO
15693. 10.92 8337. 3321. 3199. 28.10
HYDROGRAPH AT
1053. 10^17 507 • 207. 199. 1.90
i* 1
2 COMBINED AT
16425. 10.83 8826. 3528. 3399. 30.00
SUHHARY OF KIHEHATIC WAVE - HUSKIHGUH-CUNGB ROUTING
(FLOW IS DIRECT RXnTOFF WITHOUT BASE FLOH)
INTERPOLATED TO
COHPUTATION INTERVAL
A-11
ISTAQ ELEHENT DT PEAK TIME TO VOLUME DT PEAK TIMB TO VOLUME
"* PEAK PEAK
, (HIN) (CPS) (HIN) (IN) (HIH) (CFS) (HIN) (IN)
B HAHE 5.00 3273.01 632.30 4.96 5.00 3269.79 635.00 4.95
-w* CONTINUITY SUMMARY (AC-FT) - INFLOW- .1345E+04 EXCESS- .OOOOE+00 OUTFLOW- .1321E+04 BASIN STORAGB- .2378E+02 PERCENT ERROR- .0
D HANS 3.71 10344.12 644.04 4.72 5.00 10840.85 645.00 4.71
CONTINUITY SUHHARY (AC-FT) - INFLOH- .4561B+04 EXCESS- .OOOOB+00 OUTFLOW- .4531E+04 BASIN STORAGE- .3675E+02 PERCENT ERROR- -.2
mm
F HANE 1.17 15699.21 652.68 4.40 5.00 15693.90 655.00 4.40
CONTINUITY SUHHARY (AC-FT) - INFLOW- .6607E+04 EXCESS- .OOOOE-fOO OUTFLOW- .6590E+04 BA3IH STORAGE- .1890E+02 PERCENT ERROR- .0
NORHAL END OF HEC-1
m
A-12
• FLOOD HYDROGRAPH PAC3CAGB (HEC-1) *
• SBPTEHBER 1990 •
• VERSION 4.0 •
• •
• RUH DATE 03/30/1998 TIME 16:07:06 •
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREBT
DAVIS, CALIFORNIA 95616
(916) 756-1104
X X XXXXXXX xxxxx
xxx X J
xxx X
XXXXXXX xxxx X
xxx X
xxx X n
xxxxx
X X XXXXXXX xxxxx
X
XX
X
X
X
X
xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KHOWN AS HECl (JAN 73), HECIGS, HECIDB, AND HECIKW.
THB DBFINITIOHS OF VARIABLES -RTIHP- AND -RTIOR- HAVE CHAHGED FHOM THOSE USED WITH THB 1973-STYLE IHPUT STRUCTURE.
THB DEFINITION OF -AMSKK- OH RM-CARO WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE PORTRAN77 VERSION
NEH OPTIONS: DAHBRBAK OUTFLOW SUBMERGENCE , SZHGLE EVZNT DAHAOB CALCULATION, DSSiWRITE STAGE FREQUENCY,
DSS!RBAD TIME SERIES AT DESIRED CALCULATION IHTBRVAL LOSS RATB:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEH FINITE DIFFBREHCB ALGORITBH
KEC-1 iNPxrr PAGE 1
,8. .10
ID HYDROLOGY STUDY FOR SAN HARCOS CREEK
ID UPPSTREAM OF RANCHO SANTA FE ROAD
ID FOR THE RSF ROAD PROJECT SPONSORED BY THE CITY OP SAN MARCOS
ID SUBCONTACT TO DOKKEH BHGINEBRIHG
ID POR ULTIMATE CONDITIONS OF WATERSHED DEVELOPMEHT
ID 24-HOUR STORM, 10-YEAR EVBHT
IT 5 1HAR98 1200 300
10 s
•m
m
9
10
11
12
13
14
15
16
17
18
19
20
21
22
KK
KM
IN
PB
PI
PI
PI
PI
PI
BA
LS
UD
TX
RK
RUNOFF FROM SUBBASIN A
30
4.0
0
.014
.082
.01
.01
5.0
0.48
009 .007 .009 .009 .011 .009 • Oil .012 .013
016 .017 .02 .023 .03 .045 .067 • 088 .096
041 .027 .023 .021 .02 .019 • 017 .016 .018
016 .015 .014 .015 .012 .013 .01 .01 .009
Oil .01 .009 .009 .009 • 009 .01 .009
88
B CnUNNEL ROUTING THROUGH B
20000 0.00825 0.035 TRAP 40
m
23
24
25
26
27
KK B
KH RUNOFF FROM SUBBASIN B
BA 3.3
LS 87
UD 0.68
28
29
30
31
KK B
KM COMBINE PLOWS OF SUBBASINS A AND B
HC 2
KO 2
32
33
34
35
36
37
KK
KM
PB
BA
LS
UD
RXmOFF FROH SUBBASIN C
3.7
7.2
87
0.83
A-13
38
39
40
KK
KM
HC
COMBINB PL0H3 OF SUBBASINS A, B AND C
3
41
42
KK O CHANNEL ROUTING THROUGH D
RK 13000 0.00346 0.030 TRAP
HEC-1 INPUT
ID.
40
PAGE
.10
43
44
45
46
47
48
KK
KM
PB
BA
LS
UD
RUNOFF FROM StTBBASIN D
3.5
5.5
83
0.53
49
50
51
KK
KM
HC
COMBINB FLOWS OP SUBBASINS A,B,C AHD D
2
52
53
54
55
56
57
KK B
KM RUKOFP FROH SUBBASIH E
PB 3.5
BA 4.6
LS 84
UD 0.71
58
59
60
KK E
KM COMBINB PLOHS OF SUBBASIH3 A,B,C,D AHD E
HC 2
61 KK LAKE ROUTING THROUGH LAKE SAN MARCOS
62 KO 0 2
63 RS 1 ELEV 493.5
64 SA 48 54 57.6 61.6 64.8 68 70.5 73 76
65 30 0 0 736 2165 4137 6698 9871 13464 17433
66 SE 492 493.5 494.5 495.5 496.5 497.5 498.5 499.5 500.5
67 KK F CHANNEL ROUTING THROUGH F
68 RK 7000 0.0186 0.035 TRAP 50 3
•m 69
70
71
72
73
74
KK
KH
PB
BA
LS
UD
RUNOFF FROM SUBBASIN F
3.4
1.9
85
0.31
75
76
77
78
KK
KH
HC
ZZ
COMBINB FLOHS OP SUBBASINS A,B,C,D,E AHD F
2
FLOOD HYDROGRAPH PACKAGE
SEPTEKBER 1990
VBRSIOK 4^0
(HEC-l)
* HUN DATE 03/30/1998 TIME 16:07:06 •
U.S. ARMY CORPS OP ENGINEERS
HYDROLOGIC ENGINEERINO CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
(916) 756-1104
HYDROLOGY STUDY FOR SAH MARCOS CREEK
UPPSTREAM OF RANCHO SANTA FE ROAD
FOR THB RSP ROAD PROJBCT SPONSORED BY THE CITY OF SAN HARCOS
SUBCONTACT TO DOKKEN BHGINEBRIHG
FOR ULTIMATE COHDITIONS OF HATERSHED DEVELOPHENT
24-HOUR STORM, 10-YEAR EVENT
8 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH TIME DATA
A-14
m NMIN 5 MINUTES IH COMPUTATION IHTBRVAL
IDATE 1MAR98 STARTING DATB
ITIME 1200 STARTING TIMB
NQ 300 NUMBER OF BYDRCXTOAPH ORDINATES
NDDATE 2MAR98 ENDING DATB
NDTIHB 1255 ENDING TIMB
ICBHT 19 CENTURY HARK
COMPUTATIOH INTERVAL
TOTAL TIHE BASE
.08 HOURS
24.92 HOURS
ENGLISH UHITS
DRAINAGE AREA
PRECIPITATION DEPTH
LEHGTH, ELEVATION
FLOH
STORAGE VOLUHE
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
PEET
CUBIC FEBT PER SECOND
ACRE-FEET
ACRES
DEQREBS FAHRENHEIT
28 KK
31 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 2 FLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
STATION
m
m
m
DAHRHH
11200
11205
11210
11215
11220
11225
11230
11235
11240
11345
11250
11255
11300
11305
11310
11315
11320
11325
11330
11335
11340
11345
11350
11355
11400
11405
11410
11415
11420
11425
11430
11435
11440
11445
11450
11455
11500
11505
11510
11515
11520
0.
PEB
10-
20
30
40
50
60
70
30
90
lOO
110
120
130
140
150
160
170
180
190
20O
210
220
230
240
250
260
270
230
290
30O
310
320
330
340
350
360
370
380
390
40O
410
400.
(0) OUTFLOW
800. 1200. 1600 • 2000. 2400. 2800. 3200. 0. 0. 0.
A-15
11525
11530
11535
11540
11545
11550
11555
11600
11605
11610
11615
11620
11625
11630
11635
11640
11645
11650
11655
11700
11705
11710
11715
11720
11725
11730
11735
U740
11745
11750
11755
11800
11305
11810
11815
11320
11825
11830
11835
11840
11345
11850
11355
11900
11905
11910
11915
11920
11925
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61 KK LAKE ROUTIHG THROUGH LAKE SAH HARCOS
62 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
STATION LAKE
0.
0.
DAHRMN PER
11200
11205 21
11210 31
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11510 391
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xooo
(I) INPLOH, (O) OUTFLOH
2000. 3000. 4000 5000
0
6000
0
7000. 8000
(S) STORAGE
100. 200
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421
431
441
451
461
471
481
491
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521
531
541
551
561
571
581
591
601
611 . .
621
631
641
651
661
671
681
691
701
711 . .
721
731
741
751
761
771
781
791
801
311 . .
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8601
870 I
88.01
89.01
90.0 I
91.0.1.
92.0 I
93.0 I
94. O I
95.
96.
97.
98.
99.
100.
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102.
103.
104.
105.
106.
107.
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109.
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112.
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163.
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189.
190.
191.
192.
193.
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196.
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198.
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m
20455 204.
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20550 215.
20555 316.
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206X0 2X9.
20615 220.
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20705 230.
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20715 232.
20720 233.
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20735 236.
20740 237.
20745 238.
20750 239.
20755 340.
20800 241.
20805 242.
20810 343.
203X5 244.
20820 245.
20325 246.
20830 247.
20335 248.
20840 249.
20345 250.
20850 251.
20355 252.
20900 253.
20905 254.
20910 255.
20915 256.
20920 257.
20925 258.
20930 259.
20935 260.
20940 261.
20945 262.
20950 263.
20955 264.
21000 265.
21005 266.
21010 267.
21015 268.
21020 269.
21025 270.
21030 271.
21035 272.
21040 273.
21045 274.
21050 275.
21055 376.
21100 277.
21105 278.
21110 279.
21115 280.
21120 281.
21125 282.
21X30 283.
21135 284.
10
10
10
10
.1.
I
I
I
I
10
10
10
10
10
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10
10
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10
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10.
10
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10
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A-22
21140 335. I
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21150 387. I
21X55 288. I
21200 389. I
21205 390. I
21210 291. . I
21215 392. I
21220 393. I
31225 294. I
21230 295. I
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21240 397. I
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21250 399. I
2X255
s
s
s
s
s
s
. s
s
s
3
s
3
S
S
3
OPERATION
HYDROGRAPH AT
ROUTED TO
HYDROGRAPH AT
2 COHBINED AT
HYDROGRAPH AT
2 COHBINED AT
ROtTTED TO
HYDROGRAPH AT
2 COHBINED AT
HYDROGRAPH AT
2 COHBINED AT
ROUTED TO
ROUTED TO
HYDROGRAPH AT
2 COHBINED AT
STATION
LAKE
RUNOFF SUHMARY
FLOH IH CUBIC FEET PER SECOND
TIME IN HOintS, AREA IH SQUARE MILES
PEAK TIHE OF
FLOW PEAK
1813. 10.42
1812. 10.75
1279. 10.67
3086. 10.67
2083. 10.33
5170. X0.75
5163. 10.92
1339. 10.58
6426. 10.83
1119. 10.75
7542. 10.75
7224. 11.08
7218. 11.08
502. 10.17
7515. 11.08
AVERAGE FLOW FOR MAXIMUM PERIOD
6-HOUR 24-HOUR 72-HOOR
896.
895.
654.
1548.
1105.
2653.
2653.
660.
3310.
575.
3885.
3840.
3839.
239.
4060.
365.
354.
266.
620.
449.
1070.
1055,
272,
1328.
236.
1564.
1530.
1523.
98.
X62X.
351.
341.
256.
597.
433.
1030.
10X7.
262.
1279.
227.
1506.
1473.
1467.
95.
1562.
BASIK
AREA
5.00
5.00
3.30
8.80
7.20
16.00
16.00
5.50
21.50
4.60
26.10
26.10
26.10
1.90
28.00
ISTAQ BLEMEHT OT
(HIH)
MAXIMUM TIHE OF
STAGE MAX STAGE
497.67
SUMMARY OP KIHEHATIC WAVE - HUSKINGUM-CUHGE ROUTING
(PLOW IS DIRECT RUNOFF HITKOXTT BASE FLOW)
INTERPOLATED TO
COMPUTATION INTERVAL
PEAK TIME TO VOLUME DT PEAK TIMB TO VOLUME
PEAK PEAK
(CFS) (HIN) (IH) (MIH) (CFS) (HIN) (IN)
m
A-23
li B HAKE 5.00 1813.22 643.15 2.65 5.00 1811.63 645.00 2.63
*" CONTINUITY SUHHARY (AC-FT) - INFLOH- .723XE+03 EXCESS- .OOOOE+00 OUTFLOH- .7058E+03 BASIN STORAGE- .X852E+02 PERCENT ERROR- -.3
m
D MANE 4.69 5X67.63 653.35 2.45 5.00 5163.57 655.00 2.45
CONTINUITY SUMMARY (AC-PT) - INFLOH- .3121E+04 EXCESS- .OOOOE+00 OUTFLOH- .2094E+04 BASIN STORAGB- .2683E+02 PERCENT ERROR- .0
F HAHE 1.54 7221.74 666.90 2.17 5.00 7218.20 665.00 2.17
'm
llfl CONTINUITY SUHHARY (AC-FT) - INFLOW- .3034B+04 EXCESS- .OOOOE+00 OUTFLOW- .3022E+04 BASIN STORAGE- .1288E+02 PBRCEHT ERROR- .0
HORMAL END OP HEC-1 •**
A-24
APPENDDC B. INPUT/OUTPUT LISTINGS OF HEC-l FOR THE 6-HR STORM
FLOOD HYDROGRAPH PACKAGE
SEPTEKBER 1990
VERSION 4.0
(HEC-1)
RUH DATE 03/31/1998 TIME 09)21:35 •
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGIHBERIHQ CEHTER
609 SECOHD STREBT
DAVIS, CALIFORHIA 95616
(916) 756-1104
X X XXXXXXX xxxxx X
X X X X X XX
X X X X X
XXXXXXX xxxx X xxxxx X X X X X X
X X X X X X
X X XXXXXXX xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KHOWH AS HECl (JAH 73), HECIGS, HECIDB, AHD HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVB CHANGED FROM THOSE USED WITH THE 1973-3TYLB INPUT STRUCTURE
THB DEFINITION OP -AMSKK- ON RH-CARD WAS CHANGED HITH REVISIONS DATED 28 SEP 8X. THIS IS THB FORTRAN?? VERSION
NEH OPTIONS: DAMBREAK OUTFLOW SDBMBRGEHCE , SINGLE EVENT DAMAOE CALCULATION, DSSiWRITE STAGE FREQUEHCY
DS3:READ TIMB SERIES AT DESIRED CALCULATIOH INTERVAL LOSS RATE:GREEN AHD AMPT INFILTRATION
KINEMATIC HAVE: NEW FINITE DIFFEREHCE ALGORITHM
HEC-1 IHPUT PAGE 1
LIHE
1 ID HYDROLOGY STUDY FOR SAH MARCOS CREEK
2 ID UPPSTREAM OF RANCHO SANTA PE ROAD
3 10 POH THE RSF ROAD PROJECT SPOHSORED BY THB CITY OP ,
4 ID SUBCONTACT TO DOKKEH EHGINBERING
5 ID POR ULTIMATE CONDITIONS OF WATERSHED DBVBLOPMBHT
6 ID 6 HOUR STORM, lOO-YEAR EVENT
7 IT 5 1MAR98 1200 30
8 10 5
9 KK A
10 RH RUHOPP PROH SUBBASIN A
XX IN 15
X2 FB 3.5
13 PI 0 .0175 .0175 .0225 .0225 .0275 .0275
14 PI .X85 .05 .05 .04 .04 .0275 .0275
15 PI .02 .02 .02 .02 .02
16 BA 5.0
17 LS 92
18 UD 0.48
19 KK B CHANNEL ROUTING THROUOH B
20 RK 20000 0.00825 0.035 TRAP 40 3
21 KK B
22 KH RUNOFF PROH SUBBASIN B
23 BA 3.4
24 LS 90
25 UD 0.68
26 KK B
27 KM COHBINE FLOWS OF SUBBASINS A AND B
28 HC 2
,10
.0475
.0225
.0475
.0225
0.185
.02
B-1
29 KO
30
31
32
33
34
35
KK
KM
PB
BA
LS
UD
RUNOFF PROH SUBBASIN C
3.4
7.2
90
0.83
36
37
38
KK
KH
HC
COMBINE FLOWS OP SOBBASIHS A, B AHD C
2
39
40
KK
RK
D CHAHHBL ROUTIHG THROOGH D
13000 0.00346 0.030 TRAF 40
41
42
43
44
45
46
LINE
KK
KH
PB
BA
LS
OD
RUNOFF FROH SUBBASIN D
3.3
5.5
88
0.53
ID.
HEC-X IHPUT
4 5.
PAGE 2
.10
47
48
49
KX
KM
HC
COHBINE PLOHS OF SUBBASINS A,B,C AND D
2
50
51
52
53
54
55
KK
KM
PB
BA
LS
UD
RUNOFF FROM SUBBASIN E
3.2
4.6
88
0.71
56
57
58
KK B
KM COMBINE FLOHS OF SUBBASIHS A,B,C,D AND E
HC 2
59
60
61
62
63
64
KK LAKE ROUTIHG THROUGH LAKE SAN HARCOS
KO 0 2
RS 1 ELEV 493.5
SA 48 54 57.6 61.6 64.8 68
SQ 0 0 736 2X65 4137 6698
SB 492 493.5 494.5 495.5 496.5 497.5
70.5
9871
498.5
73
13464
499.5
76
17433
500.5
65
66
KK
RK
P CHANNEL ROUTING THROUGH F
7000 0.0186 0.035 50
67
68
69
70
71
72
KK
KM
PB
BA
LS
UD
RUNOFF PROH SUBBASIH F
3.0
1.9
89
0.31
73
74
75
76
KK
KH
HC
ZZ
COKBIVE FLOHS OF SUBBASIHS A,B,C,D,E AND F
2
• FLOOD HYDROGRAPH PACKAGE (HEC-1) *
• SEPTEMBER 1990 *
• VERSIOH 4.0 • • *
• RUN DATE 03/31/1998 TIMB 09:21:35 •
* U.S. ARMY CORPS OF ENGINEERS •
* HYDROLOGIC ENGINEERING CENTER •
* 609 SECOND STREET •
* DAVTS, CALIFORNIA 95616 •
* (916) 756-1104 • * * *****************•******•*•***••*•*•*••
B-2
HYDROLOOY STUDY FOR SAN MARCOS CREEK
UPPSTREAM OP RAHCHO SANTA FE ROAO
FOR THB RSF ROAD PROJECT SPONSORED BY THE CITY OF SAN MARCOS
SUBCONTACT TO DOKKEN EHGINBERING
FOR ULTIMATE OUIDITICafS OP HATERSHED DEVELOPHENT
6 HOUR STORH, 100-YBAR EVENT
3 10 OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
PRINT CONTROL
PLOT COHTROL
HYDROGRAPH PLOT SCALE
HYDROGRAPH TIMB DATA
NHIN
IDATE
ITIME
HQ
NDDATE
NDTIME
ICEHT
5
1KAR98
1200
80
1HAR98
1835
19
HIHUTES IH COHPUTATION INTERVAL
STARTING DATB
STARTING TIME
NUMBBR OF HYDROGRAPH ORDINATES
EHDINa DATE
ENDING TIMB
CENTURY HARK
COHPUTATION INTERVAL
TOTAL TIME BASB
.08 HOURS
6.58 KOXntS
ENGLISH UHITS
DRAIHAGB AREA
PRBCIPITATION DEPTH
LENGTH, ELEVATION
FLOH
STORAGB VOLUME
SURFACE AREA
TEMPERATURE
SQUARB MILES
nrCHBS
FEBT
CUBIC FEET FER SECOND
ACRE-PEET
ACRES
DEGREES FAHRENHEIT
•** **• *** *** *** »** *** •** *** *** •** >• *** *»• *** **• *•* •<
26 KK
29 KO OUTPUT COHTROL VARIABLES
IPRNT 5 PRIKT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
STATION
DAHRMH
1X200
11205
112X0
11215
11220
1X225
11230
11235
11240
11245
11250
11255
11300
11305
11310
11315
11320
11325
11330
11335
11340
11345
11350
11355
0.
PER
10--
20
30
40
50
60
70
30
90
lOO
110 .
120
130
140
X50
X60
170
180
190
200
210 .
220
23.0
24.0
1000,
(O) OUTFLOH
2000. 3000. 4000. 5000. 6000. 7000. 8000. 0. 0.
B-3
11400
11405
11410
1X4X5
X1420
11425
11430
11435
11440
1X445
11450
11455
11500
1X505
11510
11515
11520
1X525
11530
1X535
11540
1X545
11550
11555
11600
X1605
11610
11615
11620
11625
11630
11635
11640
11645
1X650
11655
11700
11705
11710
1X7X5
11720
1X725
11730
11735
11740
11745
11750
11755
11800
11805
11810
11815
11820
11825
11330
1X835
25.0
26.0
27. O
28. O
29. O
30. O
31. • . O .
32. 0
33.
34.
35.
36.
37.
38.
39.
40.
41
42.
43.
44.
45.
46.
47.
43.
49.
50.
51
52.
53.
54.
55.
56.
57.
58.
59.
60.
61
62.
63.
64.
65.
66.
67.
68.
69.
70.
71
72 •
73.
74^
75.
76.
77.
78.
79.
80.
59 KK ROtJTIHG THROUCm LAKE SAN MARCOS
60 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 2 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
STATION LAKE
0. 2000.
(I) INPLOH, (0) OUTFLOH
4000. 6000. 8000. xoooo. X2000. 14000. 16000. 18000, 0. 0.
B-4
DAHRMN
11200
11205
11210
X1215
11220
11225
11230
11235
11240
11245
11250
11255
11300
11305
11310
11315
11320
11325
11330
11335
11340
11345
11350
11355
X1400
X1405
11410
11415
11420
11425
11430
11435
11440
11445
11450
11455
11500
11505
11510
11515
11520
11525
11530
11535
11540
11545
11550
11555
11600
11605
11610
11615
11620
11625
11630
11635
11640
11645
11650
11655
X1700
11705
11710
11715
11720
11725
11730
11735
11740
11745
11750
11755
11300
11305
0.
PER
II
21
31
41
51
61
71
81
91
101
111 ... .
131
X3I
X4I
151
161
171
181
191
301
211 ... .
321
231
2401
2501
2601
270 I
280 I
29.0 I
30.0 I
31.0. . .1.
32. 0
33. O
34. 0
35. C
36.
37.
38.
39.
40.
41
42.
43.
44.
45.
46.
47.
48.
49.
50.
51
52.
53.
54.
55.
56.
57 •
58.
59.
60.
61
62.
63.
64.
65.
66 •
67.
68.
69.
70.
71
72.
73.
74.
0. 0. 0.
(3) STORAGB
200. 400. 600, 0. 0.
s
I s
I 0
0
o
SI
3
S
S
3
S
3
I 0
0
o
o
I . . 0
I
I
I
I I
I 0
I 0
I o
.1. 0 .
I o
0
0
0
o
I o
I 0
I o
B-5
1X3X0
11815
11820
« 11825
11830
« 11835
1
1
75.
76.
77.
78.
79.
80.
. I O
. 10
.1 0
.10
.10
S
. S
. 3
. S
m
41
OPERATION
HYDROGRAPH AT
ROUTED TO
HYDROGRAPH AT
2 COMBIHED AT
HYDROGRAPH AT
2 COHBINED AT
ROOTED TO
HYDROGRAPH AT
2 COMBINED AT
HYDROGRAPH AT
2 COHBINED AT
ROUTED TO
ROUTED TO
HYDROGRAPH AT
2 COMBINED AT
STATION
RUNOFF SUHHARY
PLOH IH CUBIC FEET PER SECOND
TIHE IN HOURS, ARBA IN SQUARE MILES
PEAK TIME OF
FLOH PEAK
4815. 3.08
4758. 3.25
2508. 3.25
7266. 3.35
4557. 3.50
11692. 3.33
11614. 3.42
3883. 3.03
14842. 3.42
2655. 3.33
X7471. 3.42
15552. 3.67
15480. 3.75
1570. 2.92
16053. 3.67
AVERAGE FLOH FOR HAXIHUH PERIOD
6-HOUR 2 4-HOUR 7 2-HOTO
1372.
1276.
841.
2117.
1672.
3790.
3648.
1182.
4829.
919.
5748.
5378.
5310.
383 .
5692.
1251.
1163.
766.
1930.
1524.
3454.
3324.
1077.
440X.
638.
5239.
490X.
4339.
349.
5X83.
X25X.
1163.
766.
1930.
1524.
3454.
3324.
1077.
4401.
838.
5239.
4901.
4339.
349.
5138.
BASIH HAXIHUH TIHE OF
AREA STAGE HAX STAGE
5.00
5.00
3^40
8.40
7.20
15.60
15.60
5.50
21.10
4.60
25.70
25.70
25.70
1.90
27.60
ISTAQ ELEHEHT
B HANE
DT
SUHHARY OF KIHEHATIC HAVB - HUSKINOUH-CUHGE ROUTIHG
(FLOH IS DIRECT RUNOFF HITHOITT BASE FLOH)
INTERPOLATED TO
COHPUTATION INTERVAL
PEAK TIHE TO VOLtJMB DT PEAK TIHE TO
PEAK PEAK
500.03
(HIN) (CFS) (HIH) (IH)
4.77 4793.58 197.98 2.39
(HIN) (CFS) (HIN)
5.00 4757.61 195.00
VOLUME
(IN)
2.37
3.67
CONTINUITY SUHMARY (AC-PT) - INFLOW- .6805E+03 EXCESS- .OOOOE+00 OUTFLOH- .6366E+03 BASIN STORAGB- .4288E+02 PERCENT ERROR- .1
B-6
^ D HANE 3.63 11651.45 206.15 2.20 5.00 11614.17 205.00 2.17
CONTINUITY SUHHARY (AC-FT) - INFLOH- .X879E+04 EXCESS- .OOOOB+00 OUTFLOW- .X829B+04 BASIH STORAGE- .6076E+02 PBRCEHT ERROR- -.6
F HAHE 1.27 15543.77 222.53 1.93 5.00 15479.64 225.00 1.92
tm
COHTIHUITY SUMMARY (AC-FT) - IHPLOH- .2667E+04 EXCESS- .OOOOE+00 OUTFLOH- .2642B+04 BASIN STORAGB- .3064E+02 PBRCEHT ERROR- -.2
W
mi ••* HORMAL EHD OP HEC-1
d«
B-7
• FLOOD HYDROGRAPH PACKAGE (HBC-1) •
• SEPTEMBER 1990 "
• VBRSIOH 4.0 *
• *
• RUN DATB 03/31/1998 TIME 09:24:58 •
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC BKGIHBERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
(916) 756-1X04
X X XXXXXXX xxxxx
xxx XX
xxx X
XXXXXXX xxxx X
xxx X
xxx XX
X X XXXXXXX xxxxx
XXXXX
X
XX
X
X
X
X
xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-X KHOWH A3 HECX (JAH 73), HECXOS, HECIDB, AHD HECIRH.
THE DBFIHITIONS OF VARIABLES -RTIHP- AND -RTIOR- HAVB CHANOED FROH THOSE USED HITH THE 1973-STYLE IHPUT STRUCTURE.
THE DEFIHITION OF -AtfSKX- ON BM-CARO HAS CHANGED HITH REVISIONS DATED 28 SEP 81. THIS IS THE PORTRAN77 VERSION
NEH OPTIONS: DAMBREAK OUTFLOH SXmHBRGENCB , SIHGLE EVENT DAMAGE CALCULATION, DSS:HRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GBEEH AND AMPT INFILTRATION
KINEMATIC HAVE: HEH FINITE DIFFERENCE ALGORITHM
KEC-1 INPUT PAGE 1
,8. .10
ID HYDROLOGY SfODY POR SAN HARCOS CREEK
ID UPPSTREAM OF RANCHIO SAHTA FB ROAD
ID POR THB RSP ROAD PROJECT SPOHSORED BY THE CITY OF SAN HARCOS
ID SUBCONTACT TO DOKKEH EHGIHEERING
ID FOR ULTIMATE COHDITIONS OP HATERSHED DBVBLOPMBHT
ID 6 HOUR STORM, 10-YEAR EVENT
IT 5 XMAR98 1200 80
10 5
9 KK A
XO KH RUNOFF FROM SUBBASIN A
11 IN 15
12 PB 2.4
13 PI 0 .0X75 .0X75 .0225 .0225 .0275 .0275
14 PI .185 .05 .05 .04 .04 .0275 .0275
15 PI .02 .02 .02 .02 .02
16 BA 5.0
17 LS 88
m 18 UD 0.48
19 KK B CHANNEL ROUTIHG TSROUm B
20 RK 20000 0.00825 0.035 TRAP 40 3
21 KK B
32 KH RUNOFF FROH SUBBASIH B
23 BA 2.3
m 24 LS 87
25 UD 0.68
26 KK B
27 KM COHBINE FLOHS OF SUBBASIHS A AND B
28 HC 2
29 KO 2
m 30 KK C
31 KM RXmOFF PROM SUBBASIH C
32 PB 2.3
33 BA 7.2
m 34 LS 87
.0475
.0225
.0475
.0225
0.185
.02
B-8
35 UD 0.83
36
37
38
KK
KH
HC
CXHBINB PLOWS OF SUBBASIHS A, B AND C
2
39
40
KK
RK
D CHANHEL ROUTIHG THROUGH D
13000 0.00346 0.030 TRAP 40
41
42
43
44
45
46
KK
KM
PB
BA
LS
UD
ROHOPF FROM SUBBASIN D
2.2
5.5
83
0.53
ID.
HBC-1 INPOT
4 5.
PAGB 2
,10
47
48
49
KX
KM
HC
CCIHBIHB FLOHS OF SUBBASINS A,B,C AHD D
2
SO
51
52
53
54
55
KK
KH
PB
BA
LS
E
ROHOFF FROH SUBBASIH E
2.1
4.6
84
0.71
56
57
58
KK
KH
HC
COKBTNB FLOHS OF SUBBASINS A.B,CD AHD B
2
59
60
61
63
63
64
KK LAKE ROUTING THROUGH LAKE SAN HARCOS
KO 0 2
RS 1 ELEV 493.5
SA 48 54 57.6 61.6 64.8 68
SQ 0 0 736 2165 4137 6698
SE 492 493.5 494.5 495.5 496.5 497.5
70.5
9871
493.5
73 76
13464 17433
499.5 500^5
65
66
KK
RK
F
7000
CHANNEL ROUTING THROUGH F
0.0186 0.035 TRAP 50
67
68
69
70
71
72
KK
KM
PB
BA
LS
BOHOFF PROK SUBBASIN F
2.1
1.9
85
0.3X
73
74
75
76
KK
KH
HC
ZZ
COHBINE FLOHS OF SUBBASINS A,B,C,D,E AHD F
2
FLOOD HYDROGRAPH PACKAGE
SEPTEMBER 1990
VBRSION 4.0
(HEC-1)
• RUN DATE 03/31/1998 TIME 09:24:58 *
U.S. ARMY CORPS OF ENGINEERS
HYDROLCXIIC BNGINEERING CENTER
609 SECOND STREBT
DAVIS, Cy^LIFORHIA 95616
(916) 756-1104
HYDR0LC»3Y STUDY FOR SAH HARCOS CREEK
UPPSTREAM OF RANCHO SAHTA FB ROAO
FOR THE RSP ROAO PROJBCT SPOHSORED BY THB CITY OF SAN HARCOS
SUBCONTACT TO DOKKEN EKGIHEERIHO
FOR ULTIMATE CONDITIONS OF HATERSHED DEVELOPHENT
6 HOUR STORM, 10-YBAR EVENT
B-9
8 10 OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
PRINT CONTROL
PLOT COHTROL
HYDROGRAPH PLOT SCALE
HYDROGRAPH TIHE DATA
NHIH
IDATE
ITIHE
NQ
NODATE
NDTIHB
ICENT
5
1MAR98
1200
80
1HAR98
1835
19
MINUTES IN COHPUTATION INTERVAL
STARTING DATE
STARTIHG TIME
NUHBER OF HYDROGRAPH ORDINATES
EHDIHG DATB
EHDING TIKE
CBHTURY MARK
COMPUTATIOH INTERVAL
TOTAL TIHE BASE
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATIOH DEPTH
LEHGTH, BLEVATION
FLOH
STORAGB VOLUHE
SURFACE AREA
TEMPERATURE
.08 HOURS
6.58 HOURS
SQUARB MILES
INCHES
FBET
CUBIC FEBT PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
*** «•• *** *** *** «•• •** •** *** *** *** *** *** *** *** *** ••• •** **• **• *•* *•* *••
26 KK
29 KO OUTPUT COHTROL VARIABLES
IPRNT 5 PRINT COHTBOL
IPLOT 2 PLOT aytlTROIt
QSCAL 0. HYDROGRAPH PLOT SC:ALE
STATION
0.
DAHRMN PER
mm 11200 10---
11205 20
11210 30
^— 11215 40
11220 SO
IMI 11225 60
11230 70
11235 30
11240 90
11245 lOO
Ml 11250
11255 120
11300 130
11305 140
11310 150
11315 160
11320 170
11325 180
11330 190
11335 20O
m 1X340
11345 220
11350 230
m 11355 240
11400 250
m 11405 260
11410 270
11415 280
•mm 11420 29.0
11425 30.0
m 11430 31. 0
400,
(0) OUTFLOH
800. 1200, 1600. 2000. 2400. 2800, 3200. 0. 0. 0.
B-10
1X435 32.
11440 33.
11445 34.
11450 35.
11455 36.
11500 37.
11505 38.
11510 39.
11515 40.
11530
11525
11530 43.
11535 44.
X1540 45.
11545 46.
11550 47.
11555 43.
11600 49.
11605 50.
11610
116X5 52.
11620 53.
1X625 54.
11630 55.
11635 56.
11640 57.
1X645 58 •
11650 59.
11655 60.
11700
1X705 62.
11710 63.
11715 64.
X1720 65.
11725 66.
11730 67.
11735 68.
11740 69.
11745 70.
1X750
11755 72.
11800 73.
11805 74.
11810 75.
11815 76.
11820 77.
11825 78.
11830 79.
11835
0
0
0.
o.
0. o.
0. o.
59 KK ROUTIHG THROUGH LAKE SAN HARCOS
60 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 3 PLOT CCmHOL
QSCAL 0. HYDRCX3RAPH PLOT SCALE
STATION LAKE
(I) INFLOW, (O) OUTFLOW
0. 1000. 2000. 3000. 4000. 5000. 6000. 7000. 8000.
(S) STORAGE
0. 0. 0. 0. 0. 0. 0. XOO. 300.
DAHRHH PER
11200 II - . S-. .-
11205 21 . • • . . . S .
11210 31 . . . . . . S .
11315 41 . • • . S .
0.
300.
0.
0.
B-11
m
11220
11325
11230
11335
11240
11245
11250
11255
11300
11305
11310
11315
11320
11325
11330
X1335
11340
11345
11350
11355
11400
11405
1X4X0
11415
11420
X1425
11430
11435
1X440
11445
11450
11455
11500
11505
11510
11515
11520
11525
11530
11535
11540
11545
11550
11555
11600
11605
11610
11615
11620
11625
11630
11635
1X640
11645
11650
11655
11700
11705
X17X0
117X5
11720
X1725
X1730
11735
11740
11745
11750
11755
11830
11835
51
61
71
81
91
101
111 . . .
131
131
141
151
161
171
181
191
201
211 .. .
221
231
241
351
261
271
281
291
30OI
3101. . .
320 I
33.0 I
34.0
35. 0
36. 0
37 • 0
38. C
39^
40.
41. . . .
42.
43.
44.
45.
46.
47.
48.
49.
50.
51. . . .
52.
53.
54.
55.
56.
57.
53.
59.
60.
61. . . .
62.
63.
64.
65.
66.
67.
68.
69.
70.
71. . . .
72.
79.
80. •
I
I
1
I
I
I O
I O
I 0
I o
I 0
o
0
o
0
0
I 0
0 o
0
0
0
01
I 0
.1. 0 .
RUNOFF SUMHARY
FLOW IN CUBIC FEET PER SECOND
TIHE IN HOURS, ARBA IN SQUARB HILES
PEAK TIME OF AVERAGE FLOH FOR MAXIMUM PERIOD BASIN TIME OF
B-12
OPERATION STATION FLOW PEAK
6-HOUR 24-HOUR 72-HOUR
AREA STAGE MAX STAGE
HYDROGRAPH AT
2242. 3.03 670. 610. 610. 5.00
ROOTED TO
2232. 3.42 598. 545. 545. 5.00
HYDROGRAPH AT
793. 3.33 282. 257. 257. 2.30
2 COMBIHED AT
3022. 3.42 879. 801. 801. 7.30
HYDROGRAPH AT
2072. 3.58 799. 728. 728. 7 .20
2 COHBINED AT
5048. 3.43 1678. 1529. X529. 14.50
ROOTED TO
5036. 3.58 1581. 1441. X441. 14.50
HYDROGRAPH AT
1350. 3.17 466. 435. 425. 5.50
2 COHBINED AT
6112. 3.58 2048. 1866. 1866. 20.00
HYDROGRAPH AT
957. 3.42 363. 335. 335. 4.60
2 COHBINED AT
7046. 3.58 24X5. 2201. 2201. 24.60
ROUTED TO
5736. 4.00 2163. 1976. 1976. 24.60
497.12 4.00
ROUTED TO
^730. 4.08 2121. 1933. 1933 . 24.60
HYDROGRAPH AT
653. 2.92 174. 159. 159. 1.90
2 COMBINED AT
5971. 4.08 2296. 2092. 3092. 26.50
ISTAQ ELEHENT DT
SUHHARY OP KIHEHATIC HAVE - MUSKINGUM-CUNGE ROUTING
(PLOH IS DIRECT RUNOFF HITHOOT BASE FLOH)
INTERPOLATED TO
COMPUTATION INTERVAL
PEAK TIHE TO VOLUME DT PEAK TIHE TO
PEAK PEAK
B HAHE
(HIH) (CFS) (HIH) (IH)
4.39 2237.50 304.31 X.13
(MIM) (CPS) (MIN)
5.00 2231.95 205.00
(IN)
X.ll
CONTINOTTY StJMMAHY (AC-FT) - INFLOH- .3320E+03 EXCESS- .OOOOE+00 OUTFLOH- .3021E+03 BASIN STORAGE- .3274E+03 PERCENT ERROR- -.8
4.73 5040.63 315.59 5.00 5026.07 215.00 1.01
CONTINUITY SUMMARY (AC-PT) - INFLOW- .8330E+03 EXCESS- .OOOOE+00 OOTFLOW- •7850E+03 BASIN STORAGE- •4174E+03 PBRCEHT ERROR- .6
F HANE 1.71 5734.16 243.75 .81 5.00 5730.04 245.00 .80
CONTINUITY SUHHARY (AC-FT) - INFLOW- .1075E+04 EXCESS- .OOOOE+00 OOTFLOW- .1059S+04 BASIN STORAGE- .2083E+02 PERCEHT ERROR- -.4
NORMAL END OF HEC-1 ***
B-13
Howard H. Chang Consultants
Hydraulic, Hydrologic and Sedimentation Engineering
P.O. Box 9492
Rancho Santa Fe, CA 92067
(619)756-9050, 594-6380, FAX: (619)756-9460
May 27, 1998
Mr. Kirk Bradbury
Dokken Engineering R E C IV F ^
3914 Murphy Canyon Road, Suite A153 i^^-^i VtLU
San Diego, CA 92123 MAY 2 9 1998
Dear Kirk- Fne.I^fS ^/^" UearKirK. ^^^^^^ Engineeri-y
Subject: Rancho Santa Fe Road Project
This is in response to tiie review comments on tiie hydrology sUidy for San Marco Creek. The
comments and my responses are detailed below.
Comment 1. The references for tiie master plan of future development is requested. In response to
tilis comment, I wish to state that ttie conditions for fiiture development is based on tiie report "Master
Plan for Drainage for the City of San Marcos", prepared by Fraser Engineering, dated January 1990.
The ultimate development includes new industiy to be located along tiie Highway 78 corridor. This
highway has been widened to six lanes and it provides a convenient access to the Interstate 5 and
Interstate 15 ti-ansportation routes. The ultimate development plan also includes new housing to be
built in tiie northem and southem areas of tiie City. The new State University campus in tiie City of
San Marcos is also a part ofthe ultimate plan.
Comment 2. The hydrologic soil groups were obtained from an earlier version ofthe Design and
Procedure Manual. The latest version ofthe manual should be used. In response to this comment,
I wish to point out that tiie latest version ofthe Design and Procedure Manual is dated April, 1993.
However, ttiis latest version does not contain tiie information on the hydrologic soil groups.
Comment 3. The smdy report should include an analysis of tiie CN values and how tiiey were
derived. In response to ttiis comment, I have added one more table showing the detailed steps in
deriving the CN values for the subbasins.
The changes have also been incorporated into the text of the report. The revised report is
attached herewith.
Howard H. Chang
Ph.D., P.E.
Table 3. Selection of values for the subbasins for AMC=2
Subbasin Soil type Land use Hydrologic
conditions
CN Weighted
CNfor
AMC=2
A CD Medium density residential NA 87
82
A CD
Open brush Fair, good 78 82
B CD Medium density residential NA 86
82
B CD
Open brush Fair, good 78
82
B CD
High density residential NA 88 82
C C,D Medium density residential NA 86
82
C C,D
Open brush Fair, good 78
82
C C,D
High density residential,
industrial NA 88
82
D C Medium density residential NA 86
82
D C
Open brush Good 76 82
D C
High density residential,
industrial NA 88
82
E C,D Open brush Fair 83
84
E C,D
Medium and high density
residential NA 87
84
F
CD
Open brush Fair 84
86
F
CD
Medium and high density
residential NA 88
86