HomeMy WebLinkAboutTract 16678 Final Hydrology & Hydraulic Report 1 Crouse /Beers & Associates, Inc.
Engineering • Surveying • Planning • Construction Management
June 26, 2005 CBA # JX0301
PENCO #01482.01
G.J. Bucknell, Principal Engineer -
City of Fontana
8353 Sierra Avenue
Fontana, California 92335
•
Subject: SUMMARIZATION FOR FINAL HYDROLOGY AND HYDRAULIC
REPORT — Tract 16678
Dear Mr. Bucknell:
The purpose of this Final Report is to provide a summary of the drainage studies
and data which have been generated and implemented with the construction of
Tract 16678. This report contains three major studies. They are:
1. Original Tract 16678 Hydrology and hydraulic Report dated January
28, 2005
2. Detention basin Study for Tract 16678 dated February 25, 2005
3. Empirical Recommendation for Cross Connecting Offsite Interim and
ultimate Storm Drain systems for Tract Map No. 16678 dated May 19,
2005
All three of these reports have been combined in this one report to provide one
document with all the hydrology and hydraulic studies for Tract 16678. In
addition, the report which follows provides an overview into each one of the
studies mentioned above and how each report built on the next report
culminating in a drainage system which integrates the Interim and Ultimate offsite
drainage systems such that maximum drainage protection for the area it
accomplished.
History:
The area of Fontana for which Tract 16678 is located is characterized as rural
with a sparse amount of older homes, many large undeveloped areas within the
area and new development just beginning to impact the area. Tract 16678 is one
of the first tracts in the area to be developed. Typically, when the area
experienced heavy rainfall, the old rural streets could not handle the water,
leaving some homes to experience flooding and many residents to experience
water ponding on their lots and on the streets and in the area as a whole.
When Tract 16678 was permitted to move forward, the normal criteria for
Hydrology and hydraulic reports meeting the San Bernardino County Flood
Control District were applied. Crouse /Beers and Associates, Inc prepared the.
91 5th Street, Suite 200
'Jorco, CA 92860 -1967
)51, 736 -2040
■X: (951) 736 -5292
necessary studies for the tract in a final report dated 1/28/2005. That report
covered the normal tract drainage issues and a detention basin was determined
to be necessary to reduce the developed tract drainage outflow to 90% of the
pre - developed condition. Even with the use of the detention basin, there was
major drainage concern regarding the discharge from the detention basin since
the City's Master Plan of Drainage to carry away that discharge was not yet built
I and the downstream, somewhat undeveloped rural community, had no protection
from the flows.
Drainage Resolution: Interim and ultimate
The Developer for tract 16678, Bristlecone Investments, LLC, entered in to
several discussion with concerned City Staff, to determine an appropriate
solution to the community concerns. The resolution to the issue had much to
do with "timing" of when the City's Master Plan of Drainage to the north,
I east and downstream of the tract would be constructed. This master Plan
system which is hereinafter referred to as the "Ultimate System" made provisions
for picking up the upstream northeasterly area from tract 16678 (DZ -5
Watershed) and transmitting it around tract 16678 and ultimately westerly on
Santa Ana Boulevard to Oleander and southerly to a direct connection to the
Declez Channel. Likewise, this same ultimate system made provision to pick up
the water north of tract 16678 (DZ -6 Watershed) and transport it down Cypress
Avenue and then westerly in the Santa Ana drainage conduit. For all practical
purposes, if the ultimate system was in- place, the drainage outflow from tract
16678 would not create a burden on the downstream properties.
Recognizing the issue and the need for a timely resolution by both the Developer
and the City of Fontana, an accord was reached. The developer would construct
the ultimate system along their frontage on both Juniper and Santa Ana including
the catch basins on their side of the street and in exchange would receive
appropriate fee credits. The system would not be allowed to receive storm
waters (remain dry) until the downstream portion of the system was constructed
from the Intersection of Cypress and Santa Ana to the downstream terminus at
the Declez Channel. In addition, the developer was required to have their
Engineer provide the basic design for the down stream portion to the DeClez
Channel to insure the future design of the system would work hydraulically.
Additionally, the Developer would construct an interim Storm drain in Cypress
Avenue from Santa Ana to the Jurupa Box Culvert in Jurupa Boulevard,
hereinafter referred to as the Interim System. Like the ultimate system, the
Developer would be allowed appropriate fee credits for the construction and
design. This interim system would ultimately become permanent when the City's
Master plan of Drainage was amended to include this additional line. The
interim system could only be sized as large as the downstream box culvert in
Jurupa boulevard could handle hydraulically. This size was determined to be a
2191 5th Street, Suite 200
Norco, CA 92860 -1967
(951) 736-2040
FAX: (951) 736 -5292
48" pipe conduit. This accord was implemented and the necessary approval for
the design of facilities took place.
Elimination of Detention Basin and an empirical solution for combining the
Interim and Ultimate System:
After the initial design of the Interim Storm drain was complete, the Developer
through their Engineer, submitted a report to the City of Fontana requesting the
Detention be removed from tract 16678. This request was based on a hydraulic
study which showed that is the Interim System as designed was placed under
pressure with the hydraulic grade -line being below the street surface, the system
would take the entire 100 year flow from the tract with no impact to the
downstream neighborhoods or drainage systems. This report raised questions
about the use of the additional hydraulic capacity in the interim system and the
thought that if the Interim system was made a little larger, potentially the ultimate
system could be diverted to the interim system.
A report entitled "Detention Basin Study" dated February 25, 2005 was prepared
and explored the hydraulic ramifications of not only removing the detention basin
(Scenario No. 1) but of also sending a portion of the ultimate system water based
on a not fully developed watershed (Scenario No. 2) and the result of sending the
fully developed watershed (Scenario No. 3) drainage down the Interim system.
In both Scenario No.2 and No.3, the Interim System capacity had to be
significantly increased resulting in a 72" RCP and 84" RCP respectfully. In either ,
case, increasing the pipe size beyond the 48" size originally designed, caused
the downstream Jurupa Box Culvert system to be overloaded in a design storm
scenario causing flooding in the area. It was then agreed the Detention basin
could be eliminated and one last empirical solution was presented.
After discussion with City Engineering Management, the Developer's Engineer -
provided a report entitled "Empirical Recommendation for Cross Connecting
Offsite interim and Ultimate Storm Drain systems for Tract Map No. 16678." This
report took the information from the Detention Basin Study and the field
observations of the watershed area obtained during the unusually rain heavy
2005 winter season and put them together in one practical solution to the
immediate area drainage needs. That solution was to activate the ultimate
system and cross connect the two systems at the intersection of Cypress and
Santa Ana. When, in the future, the ultimate system was constructed
downstream of the intersection of Cypress and Santa Ana, provisions were made
to separate the two systems and allow them to operate independently. Based on
the criteria developed in that report, the following was concluded and agreed to: .
Since this entire watershed is essentially without underground drainage facilities
at this time, the effect of following this empirical recommendation would be to
allow this entire watershed to take the maximum amount of drainage water off
the streets for the longest duration possible for the DZ -5 and DZ -6 watershed
2191 5th Street, Suite 200
Norco, CA 92860 -1967
(951) 736-2040
FAX: (951) 736 -5292
,
I
213 2.6162 0.0056
214 2.6218 0.0056
215 2.6273 0.0055
216 2.6329 0.0055
217 2.6384 0.0055
218 2.6439 0.0055
219 2.6494 0.0055
220 2.6549 0.0055
221 2.6603 0.0055
222 2.6658 0.0055
223 2.6712 0.0054
224 2.6767 0.0054
225 2.6821 0.0054
226 2.6875 0.0054
227 2.6929 0.0054
228 2.6982 0.0054
229 2.7036 0.0054
230 2.7089 0.0053
231 2.7143 0.0053
232 2.7196 0.0053
233 2.7249 0.0053
234 2.7302 0.0053
235 2.7355 0.0053
I ' 236 2.7408 0.0053
237 2.7460 0.0053
! 238 2.7513 0.0052
239 2.7565 0.0052
240 2.7617 0.0052
241 2.7669 0.0052
242 2.7722 0.0052
243 2.7773 0.0052
244 2.7825 0.0052
245 2.7877 0.0052
246 2.7928 0.0052
247 2.7980 0.0051
248 2.8031 0.0051
249 2.8082 0.0051
250 2.8133 0.0051
251 2.8184 0.0051
1 252 2.8235 0.0051
253 2.8286 0.0051
254 2.8337 0.0051
255 2.8387 0.0051
256 2.8438 0.0050
257 2.8488 0.0050
258 2.8538 0.0050
259 2.8588 0.0050
260 2.8638 0.0050
261 2.8688 0.0050
262 2.8738 0.0050
263 2.8788 0.0050
264 2.8837 0.0050
265 2.8887 0.0049
266 2.8936 0.0049
267 2.8985 0.0049
268 2.9035 0.0049
269 2.9084 0.0049
270 2.9133 0.0049
271 2.9182 0.0049
272 2.9230 0.0049
273 2.9279 0.0049
274 2.9328 0.0049
275 2.9376 0.0048
276 2.9425 0.0048
277 2.9473 0.0048
278 2.9521 0.0048
279 2.9569 0.0048
280 2.9617 0.0048
281 2.9665 0.0048
282 2.9713 0.0048
283 2.9761 0.0048
9 +30 0.7477 1.49 Q V ,
9 +35 0.7581 1.50 Q V
9 +40 0.7685 1.52 Q V
9 +45 0.7791 1.53 Q V
9 +50 0.7898 1.55 Q V
9 +55 0.8006 1.57 Q V
J+ 0 0.8115 1.59 Q V
10+ 5 0.8226 1.60 Q V
10 +10 0.8337 1.62 Q V
10 +15 0.8451 1.64 Q V
10 +20 0.8565 1.66 Q V
10 +25 0.8681 1.68 Q V
10 +30 0.8798 1.70 Q v
10 +35 0.8917 1.72 Q V
10 +40 0.9037 1.75 Q V
10 +45 0.9159 1.77 Q V
10 +50 0.9282 1.79 Q V
10 +55 0.9407 1.81 Q V
11+ 0 0.9534 1.84 Q V
11+ 5 0.9662 1.86 Q V
11 +10 0.9793 1.89 Q V
11 +15 0.9925 1.92 Q V
11 +20 1.0058 1.94 Q V
11 +25 1.0194 1.97 Q V
11 +30 1.0332 2.00 Q V
11 +35 1.0472 2.03 Q V
11 +40 1.0614 2.06 Q V
11 +45 1.0758 2.09 Q V
11 +50 1.0905 2.13 Q V
11 +55 1.1054 2.16 Q V
12+ 0 1.1205 2.20 Q V
12+ 5 1.1373 2.44 IQ V
12 +10 1.1590 3.15 IQ V
12 +15 1.1893 4.39 IQ V
'2 +20 1.2306 6.00 I QV
2 +25 1.2824 7.52 1 Q
12 +30 1.3411 8.52 1 QV
12 +35 1.4045 9.21 I Q
12 +40 1.4714 9.71 I Q
12 +45 1.5412 10.13 I Q
12 +50 1.6136 10.51 I Q
12 +55 1.6883 10.85 I QV
13+ 0 1.7652 11.17 I QV
13+ 5 1.8441 11.46 I Q
13 +10 1.9249 11.73 I Q
13 +15 2.0076 12.01 I QV
13 +20 2.0921 12.26 I QV
13 +25 2.1783 12.52 I QV
13 +30 2.2661 12.76 I QV
13 +35 2.3557 13.00 I Q V
13 +40 2.4470 13.25 I Q V
13 +45 2.5400 13.51 I QV
13 +50 2.6348 13.76 I QV
13 +55 2.7314 14.02 I Q V
14+ 0 2.8298 14.29 I Q V
14+ 5 2.9301 14.56 I Q V
14 +10 3.0324 14.85 I Q V
14 +15 3.1367 15.15 I Q V
14 +20 3.2431 15.45 I Q V
14 +25 3.3518 15.78 I Q V
14 +30 3.4627 16.12 I Q V
14 +35 3.5762 16.47 I Q V
14 +40 3.6922 16.85 I Q V
'4 +45 3.8110 17.25 I Q V
1 +50 3.9326 17.65 1 Q V
,4 +55 4.0573 18.10 I Q V
15+ 0 4.1852 18.58 I Q V
15+ 5 4.3168 19.11 I Q V
15 +10 4.4525 19.70 I Q V
15 +15 4.5929 20.38 I Q V
15 +20 4.7386 21.16 I Q V
15 +25 4.8894 21.90 QI V
15 +30 5.0435 22.37 QI V
15 +35 5.1990 22.58 Q V
15 +40 5.3553 22.69 Q V I
15 +45 5.5152 23.23 Q V f
1 5 +50 5.6852 24.69 Q V
+55 5.8735 27.33 Q V
16+ 0 6.0928 31.84 I Q V (
16+ 5 6.3867 42.67 ( QVI
16 +10 6.7965 59.51 I V Q
16 +15 7.3153 75.33 I V Q
16 +20 7.8889 83.28 I V Q
16 +25 8.4167 76.64 I V Q
16 +30 8.8289 59.86 ( Q
16 +35 9.1606 48.16 I Q V
16 +40 9.4418 40.83 I Q V
16 +45 9.6963 36.96 I Q V
16 +50 9.9296 33.86 ( Q V
16 +55 10.1452 31.30 I Q V
17+ 0 10.3458 29.13 I Q V
17+ 5 10.5322 27.07 I Q V
17 +10 10.7073 25.42 I V
17 +15 10.8738 24.17 Q V
17 +20 11.0295 22.61 Q V
17 +25 11.1781 21.57 QI V
17 +30 11.3182 20.35 QI V
17 +35 11.4531 19.59 Q I V
17 +40 11.5832 18.89 Q I V
17 +45 11.7088 18.23 Q I V
17 +50 11.8283 17.36 Q I V
17 +55 11.9435 16.73 Q I V
18+ 0 12.0543 16.09 Q I V
18+ 5 12.1602 15.37 Q I V
18 +10 12.2576 14.14 Q i V
"8 +15 12.3436 12.50 Q I V
3 +20 12.4157 10.47 Q I V
18 +25 12.4755 8.67 Q I V
18 +30 12.5271 7.50 Q ( V
18 +35 12.5729 6.65 Q I V
18 +40 12.6141 5.98 Q ( V
18 +45 12.6494 5.14 Q I V
18 +50 12.6798 4.41 Q I V
18 +55 12.7076 4.03 Q I V
19+ 0 12.7331 3.71 Q I V
19+ 5 12.7568 3.44 Q I V
19 +10 12.7788 3.20 Q I V
19 +15 12.7993 2.98 Q I V
19 +20 12.8185 2.79 Q I V
19 +25 12.8366 2.62 Q I V
19 +30 12.8536 2.48 Q I V
19 +35 12.8697 2.34 Q I V
19 +40 12.8850 2.22 Q I V
19 +45 12.8994 2.10 Q I V
19 +50 12.9132 1.99 Q f V
19 +55 12.9262 1.90 Q I V
20+ 0 12.9387 1.81 Q I V
20+ 5 12.9507 1.73 Q i V
20 +10 12.9621 1.66 Q I V
20 +15 12.9731 1.60 Q f V
20 +20 12.9837 1.54 Q I V
20 +25 12.9940 1.49 Q I V
20 +30 13.0038 1.43 Q I V
20 +35 13.0134 1.38 Q I V
''0 +40 13.0226 1.34 Q I V
H +45 13.0315 1.30 Q ( V
z0 +50 13.0403 1.28 Q I V
20 +55 13.0490 1.25 Q ( V
21+ 0 13.0574 1.23 Q I V
21+ 5 13.0658 1.21 Q I V
21 +10 13.0740 1.19 Q I V
21 +15 13.0821 1.17 Q I V
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1998
Study date: 01/28/05
Job No. JX0201 (Fontana)
Routing thru the Detention Basin
25year storm event
Date: 1/12/05
Crouse /Beers & Associates, Inc., Norco, CA - S/N 712
* * * * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * **
From study /file name: 25dcuh.rte
******* * * * * * * * * * * * * * * * * * * * * * HYDROGRAPH DATA • *** * * * * * * * * * * * * * * * * * 44 * ** **
Number of intervals = 320
Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 83.281 (CFS)
Total volume = 13.327 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 10.110 to Point /Station 10.120
* * ** RETARDING BASIN ROUTING * * **
Program computation of outflow v. depth
CALCULATED OUTFLOW DATA AT DEPTH = 1.00(Ft.))
Total outflow at this depth = 0.00(CFS)
CALCULATED OUTFLOW DATA AT DEPTH = 2.00(Ft.))
Pipe length = 72.00(Ft.) Elevation difference = 0.72(Ft.)
Manning's N = 0.013 No. of pipes = 1
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 10.003(CFS)
Normal flow depth in pipe = 9.42(In.)
Flow top width inside pipe = 31.65(In.)
Critical Depth = 1.00(Ft.)
Calculated flow rate through pipe(s) = 10.003(CFS)
Total outflow at this depth = 10.00(CFS)
CALCULATED OUTFLOW DATA AT DEPTH = 3.00(Ft.))
Pipe length = 72.00(Ft.) Elevation difference = 0.72(Ft.)
Manning's N = 0.013 No. of pipes = 1
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 37.825(CFS)
Normal flow depth in pipe = 19.41(In.)
Flow top width inside pipe = 35.89(In.)
Critical Depth = 2.00(Ft.)
Calculated flow rate through pipe(s) = 37.825(CFS)
Total outflow at this depth = 37.82(CFS)
Sblja.res
HYDRAULIC ELEMENTS - _ PROGRAM PACKAGE
(C) Copyright 1982 -92 Advanced Engineering Software (aes)
Ver. 3.1A Release Date: 2/17/92 License ID 1239
Analysis prepared by:
CROUSE /BEERS & ASSOCIATES, INC.
PLANNING * ENGINEERING * SURVEYING
2191 FIFTH STREET SUITE 200
NORCO, CA 92860 (909) 736 -2040
TIME /DATE OF STUDY: 18: 1 7/19/2004
* * * * * ** * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* Catch Basin No. 1 Juniper Ave
* Street Depth Calc
* Date: 7 -19 -04 *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
» » STREETFLOW MODEL INPUT INFORMATION« «
CONSTANT STREET GRADE(FEET /FEET) = .009000
CONSTANT STREET FLOW(CFS) = 51.80
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = .020000
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .50
CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER - LIP(FEET) _ .03125
CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = .12500
FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES
** *STREET FLOWING FULL * **
STREET FLOW MODEL RESULTS:
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOW DEPTH(FEET) = .63
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.13
PRODUCT OF DEPTH &VELOCITY = ' 2.62
*. ** * * *,._ * * * * * *> * * *,. * * **** DESCRIPTION OF STUDY * * * * * * * * * * ** ... ,. * * * * * * **
* Catch Basin No. 1 JuniDe- Ave. *
* Catch Basin Width
* Date: % -19 -04
Pace 1
•
HYDRAULIC REPORT
} FOR
TRACT MAP NO. 16678
INTERIM CONDITION LINE "DZ -4A"
IN THE CITY OF FONTAN. A
Prepared for.
` BRISTLECONE INVESTMENTS, LLC.
19 CORPORATE PLAZA, STE. 210
NEWPORT BEACH, CA 92660
Prepared by:
CROUSE/BEERS AND ASSOCIATES
2191 5 STREET, SUITE 200
NORCO, CA 92860
Prepared under the supervision of
DOUGLAS N. CROUSE R.C.E. # 23796
January 11, 2005
TABLE OF CONTENTS
DISCUSSION 1
FIGURE 1 — Master Storm Drain System Exhibit 3
APPENDIX
• Hydraulic Calculations (WSPG) for Line DZ -4A
• Hydraulic Calculations (WSPG)_for Ultimate Condition Storm Drain line "B"
• Hydraulic Calculations (WSPG) for On -Site Storm Drain line "C"
• Hydraulic Calculations (WSPG) for On -Site Storm Drain Lateral "C -1 ", catch
basin no. 3
PAGE 1
WATER SURFACE PROFILE LISTIN'
FONTANA TRACT NO 16678 OFF -SITE STORM DRAIN LINE DZ -4A RIM CONDITION
100 YEAR FLAW RATE .
DATE: 1 -10 -05 BY: S. MARTINEZ
TATION INVERT DEPTH W,S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
/ELEM SO SF AVE HF NORM DEPTH 7,R
yofaaay a f y Yay yaaaaaa)ia3aa4aaaaa*a**aa aasa lyayaaaa 4* 4**** *3*3**a********* **4aaalaaalaaaa a a f a s as a a a a a as ay f a a a * a a as a a a a a* a a a y* a y a as
9736.57 1014.40 1.551 C•. 1.5 120.6 21.93 7.469 . '; 0. 00 3.049 5.50 0.00 0.00 0 0.00
6.91 0.01013 .051100 0.35 2.365 0.00
9743.48 1014.47 1.528 1015.998 120.6 22.38 7.780 1023.778 0.00 3.049 5.50 0.00 0.00 0 0.00
17.47 0.00993 .048324 0.84 2.283 0.00
9760.95 101.4.61 1.480 1016.123 120.6 23.40 8.502 1024.625 0.00 3.049 5.50 0.00 0.00 0 0.00
17.18 0.00993 .055002 0.98 2.283 0.00
9778.73 .1014.02. 1.431 1016.251 120.6 24.54 9.353 1025.604 0.00 3.049 5.50 0.00 0.00 0 0.00
ANS STR 0.21067 .059874 0.45 0.00
9786.23 1016.40 1.754 1018.154 120.6 22.75 8.040 1026.194 0.00 3.305 4.00 0.00 0.00 0 0,00
5.86 0.11095 .042945 0.25 1.370 0.00
•a
9792.09 1017.05 1.791 1018.841 120.6 22.13 7.604 1026.445 0.00 3.305 4.00 0.00 0.00 0 0.00
8.65 0.11.095 .038824 0.34 1.370 0.00
9800.74 1018,01 1.858 1019.868 120.6 21.10 6.912 1026.780 0.00 3.305 4.00 0.00 0.00 0 0.00
7.27 0.11095 .034148 0.25 1.370 0.00
3808.01 1018.82 1.928 1020.745 120.6 20.12 6.284 1027.029 0.00 3.305 4.00 0.00 0.00 0 0.00
6.16 0.11095 .030052 0.19 1.370 0.00
)814.17 1019.50 2.001 1021.501 120,6 19.18 5.712 1027.213 0.00 3.305 4.00 0.00 0.00 0 0.00
4.90 0.11083 .026577 0.13 1.370 0.00
3819.07 1020.04 2,072 1022.115 120.6 18.35 5.229 1027.344 0.00 3.305 4.00 0.00 0.00 0 0.00
4.53 0.11083 .023533 0.11 1.370 0.00
3823.60 1020.54 2.152 1022.697 120.6 17.50 4.753 1027.450 0.00 3.305 4.00 0.00 0.00 0 0.00
3.05 0.11083 .020760 0.08 1.370 0.00
1676.55
1688.22
1 699. 88
1711.54
1723.21
1734.87
1746.53
1758.20
1769.86
1781.52
1793.18
1804.85
1816.51
1828,17
1839.84
1851.50
1863.16
1874.83
1886.49
1898.15
1909.81
1921.48
1933.14
1944.80
1956.47
1968.13
1979.79
1991.46
2003.12
2014.78
2026.45
2038.11
2049,77
2061.43
2073,10
2084.76
2096.42
2108.09
2119.75
2131.41
2143.08
2154.74
2166.40
2178.06
2189.73
2201.39
2213.05
2224.72 ,
2236.38 .
2248.04
2259.71
2271.37
2283.03
2294.70
2306.36
2318.02 .
2329.68
2341.35 .
2353.01
2364.67
2376.34
2388.00
130
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD /CIVILDESIGN Engineering Software, (c) 1989 -2001 Version 6.4
Rational Hydrology Study Date: 02/09/05
FONTANA / LINE DZ -5 EXISTING HYDROLOGY (PARTIAL & REVISED)
100 YEAR STORM
JN 05086 -000
Hall & Forman, Inc. - SIN 950
* * * * * * * ** Hydrology Study Control Information * * * * * * * * **
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.350 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
+ I ++ ++++ +'++++++++++ +++++ ++ + ++ ++'+'++++ ++++++{fF ++ + + +++ +++ +++++++ +++++ ++
Process from Point /Station 718.000 to Point /Station 719.000
* * ** INITIAL AREA EVALUATION * * **
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Initial subarea data:
Initial area flow distance = 990.000(Ft.)
Top (of initial area) elevation = 1085.000(Ft.)
Bottom (of initial area) elevation = 1075.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.01010 s( %)= 1.01
TC = k(0.525) *((length ^3)/(elevation change)] ^0.2
Initial area time of concentration = 20.775 min.
Rainfall intensity = 2.551(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.696
Subarea runoff = 8.877(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
Process from Point /Station 719.000 to Point /Station 709.100
* - ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1075.000(Ft.)
End of street segment elevation = 1068.000(Ft.)
Length of street segment = 660.000(Ft.)
130
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to c:ossfall grade break = 30.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.083
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 = 14.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(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 = 13.315(CFS)
Depth of flow = 0.486(Ft.), Average velocity = 3.421(Ft /s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.546(Ft.)
Flow velocity = 3.42(Ft /s)
Travel time = 3.22 min. TC = 23.99 min.
Adding area flow to street
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 2.340(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.678
Subarea runoff = 6.978(CFS) for 5.000(Ac.)
Total runoff = 15.855(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 10.00(Ac.)
Area averaged Fm value = 0.578(In /Hr)
Street flow at end of street = 15.855(CFS)
Half street flow at end of street = 15.855(CFS)
Depth of flow = 0.513(Ft.), Average velocity = 3.572(Ft/s)
Flow width (from curb towards crown)= 20.897(Ft.)
+++++++++++++++++++++++++++++++++++++++ ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 709.100 to Point /Station 709.100
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 10.000(Ac.)
Runoff from this stream = 15.855(CFS)
Time of concentration = 23.99 min.
Rainfall intensity = 2.340(In /Hr)
Area averaged loss rate (Fm) = 0.5783(In /Hr)
Area averaged Pervious ratio (Ap) = 1.0000
Process from Point /Station 707.000 to Point /Station 707.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /iir)
Rainfall intensity = 2.437(In /Hr) for a 100.0 year storm
User specified values are as follows:
TC = 22.42 min. Rain. intensity = 2.44(In /Hr)
Total area this stream = 57.50(Ac.)
Total Study Area (Main Stream No. 1) = 67.50(Ac.)
Total runoff = 77.94(CFS)
Process from Point /Station 707.000 to Point /Station 709.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1072.000(Ft.)
End of street segment elevation = 1069.200(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.083
Slope from grade break to crown (v /hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(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 = 83.023(CFS)
Depth of flow = 0.735(Ft.), Average velocity = 3.987(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property = 3.39(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 31.976(Ft.)
Flow velocity = 3.99(Ft /s)
Travel time = 1.38 min. TC = 23.80 min.
Adding area flow to street
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.0 -00
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 2.351(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.679
Subarea runoff = 25.772(CFS) for 7.500(Ac.)
Total runoff = 103.712(CFS)
Effective area this stream = 65.00(Ac.)
Total Study Area (Main Stream No. 1) = 75.00(Ac.)
Area averaged Fm value = 0.578(In /Hr)
Street flew at end of street = 103.712(CFS)
Half street flow at end of street = 51.856(CFS)
Depth of flow = 0.784(Ft.), Average velocity = 4.243(Ft/s)
Warning: depth of flow exceeds top of curb
Note: depth of flow exceeds top of street crown.
(60.
Distance that curb overflow reaches into property = 5.86(Ft.)
Flow width (from curb towards crown)= 32.000(Ft.)
+ + + + + + T + + + + T + + + + + + + t + + + + + + + + + + t - T T T + + + + T + + + + + + + + + + + + + + + 4 + T + + + + + + + + + +
Process from PointlStaticn 709.000 to Point /Station 709.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 65.000(Ac.)
Runoff from this stream = 103.712(CFS)
Time of concentration = 23.80 min.
Rainfall intensity = 2.351(In /Hr)
Area averaged loss rate (Fm) = 0.5783(In /Hr)
Area averaged Pervious ratio (Ap) = 1.0000
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 15.855 23.99 2.340
2 103.712 23.80 2.351
Qmax(1) =
1.000 * 1.000 * 15.855) +
0.994 * 1.000 * 103.712) + = 118.909
Qmax(2)
1.006 * 0.992 * 15.855) +
1.000 * 1.000 * 103.712) + = 119.540
Total of 2 streams to confluence:
Flow rates before confluence point:
15.855 103.712
Maximum flow rates at confluence using above data:
118.909 119.540
Area of streams before confluence:
10.000 65.000
Effective area values after confluence:
75.000 74.921
Results of confluence:
Total flow rate = 119.540(CFS)
Time of concentration = 23.799 min.
Effective stream area after confluence = 74.921(Ac.)
Stream Area average Pervious fraction(Ap) = 1.000
Stream Area average soil loss rate(Fm) = 0.578(In /Hr)
Study area (this main stream) = 75.00(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + + + + + + + + + + + + ++ + + + + ++
Process from Point /Station 30.100 to Point /Station 30.100
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 67.02
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 2.351(In /Hr) for a 100.0 year storm
User specified values are as follows:
TC = 23.80 min. Rain intensity = 2.35(In /Hr)
Total area this stream = 24.39(Ac.)
Total Study Area (Main Stream No. 1) = 99.39(Ac.)
3O:
Total runoff = 38.87(CFS)
Process from Point /Station 30.100 to Point /Station 31.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * *T*
Upstream point /station elevation = 1061.800(Ft.)
Downstream point /station elevation = 1055.800(Ft.)
Pipe length = 650.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 38.870(CFS)
Given pipe size = 39.00(In.)
Calculated individual pipe flow = 38.870(CFS)
Normal flow depth in pipe = 19.27(In.)
Flow top width inside pipe = 39.00(In.)
Critical Depth = 23.80(In.)
Pipe flow velocity = 9.51(Ft /s)
Travel time through pipe = 1.14 min.
Time of concentration (TC) = 24.94 min.
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 31.000 to Point /Station 31.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 1
Stream flow area = - 24.390(Ac.)
Runoff from this stream = 38.870(CFS)
Time of concentration = 24.94 min.
Rainfall intensity = 2.286(In /Hr)
Area averaged loss rate (Fm) = 0.5780(In /Hr)
Area averaged Pervious ratio (Ap) = 1.0000
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 709.100 to Point /Station 709.100
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 67.02
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 2.351(In /Hr) for a 100.0 year storm
User specified values are as follows:
TC = 23.80 min. Rain intensity = 2.35(In /Hr)
Total area this stream = 50.6I(Ac.)
Total Study Area (Main Stream No. 1) = 150.00(Ac.)
Total runoff = 80.67(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 709.100 to Point /Station 710.100
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * **
Top of street segment elevation = 1086.100(Ft.)
End of street segment elevation = 1084.000(Ft.)
Length of street segment = 650.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 30.500(Ft.)
Slope from gutter to grade break (v /hz) = 0.083
l'3 0
Scope from grade break to crown (v /hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 14.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = .500(In.)
Manning's N in gutter = O.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 = 97.207(CFS)
Depth of flow = 0.890(Ft.), Average velocity = 2.939(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 = 11.19(Ft.)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 32.000(Ft.)
Flow velocity = 2.94(Ft /s)
Travel time = 3.69 min. TC = 27.49 min.
Adding area flow to street
UNDEVELOPED (poor cover) subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 2.157(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method) (Q =KCIA) is C = 0.659
Subarea runoff = 20.702(CFS) for 20.750(Ac.)
Total runoff = 101.372(CFS)
Effective area this stream = 71.36(Ac.)
Total Study Area (Main Stream No. 1) = 170.75(Ac.)
Area averaged Fm value = 0.578(In /Hr)
Street flow at end of street = 101.372(CFS)
Half street flow at end of street = 50.686(CFS)
Depth of flow = 0.902(Ft.), Average velocity = 2.972(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 = 11.78(Ft.)
Flow width (from curb towards crown)= 32.000(Ft.)
Process from Point /Station 31.000 to Point /Station 31.000
* * ** USER DEFINED FLOW INFORMATION_AT A POINT * * **
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 67.02
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
Rainfall intensity = 2.156(In /Hr) for a 100.0 year storm
User specified values are as follows:
TC = 27.49 min. Rain intensity = 2.16(In /Hr)
Total area this stream = 29.81(Ac.)
Total Study Area (Main Stream No. 1) = 200.56(Ac.)
Total runoff = 42.35(CFS)
Process from Point /Station 31.000 to Point /Station 31.000
J V
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(In /Hr)
The area added to the existing stream causes a
a lower flow rate of Q = 55.096(CFS)
therefore the upstream flow rate of Q = 59.020(CFS) is being use''
Rainfall intensity = 2.029(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.644
Subarea runoff = 0.000(CFS) for 0.650(Ac.)
Total runoff = 59.020(CFS)
Effective area this stream = 42.20(Ac.)
Total Study Area (Main Stream No. 1) = 242.76(Ac.)
Area averaged Fm value = 0.578(In /Hr)
Street flow at end of street = 59.020(CFS)
Half street flow at end of street = 29.510(CFS)
Depth of flow = 0.651(Ft.), Average velocity = 3.786(Ft/s)
Flow width (from curb towards crown)= 27.791(Ft.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 713.100 to Point /Station 713.100
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Effective stream flow area = 42.200(Ac.)
Total study area this main stream = 242.760(Ac.)
Runoff from this stream = 59.020(CFS)
Time of concentration = 30.43 min.
Rainfall intensity = 2.029(In /Hr)
Area averaged loss rate (Fm) = 0.5780(In /Hr)
Area averaged Pervious ratio (Ap) = 1.0000
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 713.000 to Point /Station 713.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 73.58
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.476(In /Hr)
Rainfall intensity = 2.125(In /Hr) for a 100.0 year storm
User specified values are as follows:
TC = 28.16 min. Rain intensity = 2.13(In /Hr)
•
Total area this stream = 20,00(Ac.)
Total Study Area (Main Stream No. 2) = 20.00(Ac.)
Total runoff = 31.00(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 713.000 to Point /Station 713.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 2
Effective stream flow area = 20.000(Ac.)
Total study area this main stream = 20.000(Ac.)
Runoff from this stream = 31.000(CFS)
Time of concentration = 28.16 min.
Rainfall intensity = 2.125(In /Hr)
»tc
Area averaged loss rate (Fm) = O.4760(In /Hr)
Area averaged Pervious ratio (Ap) = 1.0000
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min)
(In /Hr)
59.020 30.43 2.029
2 31.000 28.16 2.125
Qmax(1) =
1.000 * 1.000 * 59.020) +
0.941 * 1.000 * 31.000) + = 88.202
Qmax(2) =
1.067 * 0.925 * 59.020) +
1.000 * 1.000 * 31.000) + = 89.253
Total of 2 main streams to confluence:
Flow rates before confluence point:
60.020 32.000
Maximum flow rates at confluence using above data:
88.202 89.253
Effective Area of streams before confluence:
42.200 20.000
Effective area values after confluence:
62.200 59.047
Results of confluence:
Total flow rate = 89.253(CFS)
Time of concentration = 28.160 min.
Effective stream area after confluence = 59.O47(Ac.)
Stream Area average Pervious fraction(Ap) = 1.000
Stream Area average soil loss rate(Fm) = 0.545(In /Hr)
Steam effective area = 62.20(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++
Process from Point /Station 32.000 to Point /Station 32.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 69.19
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.545(In /Hr)
Rainfall intensity = 2.125(In /-Hr) for a 100.0 year storm
User specified values are as follows:
TC = 28.16 min. Rain intensity = 2.13(In /Hr)
Total area this stream = 23.35(Ac.)
Total Study Area (Main Stream No. 1) = 43.35(Ac.)
Total runoff = 33.51(CFS)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 32.000 to Point /Station 32.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 23.350(Ac.)
Runoff from this stream = 33.510(CFS)
Time of concentration = 28.16 min.
1314
Soil classification AP and SCS values input by use_
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 31.61
Pervious ratio (Ap) = 0.1000 Max loss rate (Fm) = 0.098 (In /rr)
Rainfall intensity = 1.817(In /Hr) for a 100.0 year storm
User specified values are as follows:
TC = 36.58 min. Rain intensity = 1.82(In /Hr)
Total area this stream = 10.22(Ac.)
Total Study Area (Main Stream No. 1) = 63.79(Ac.)
Total runoff = 14.00(CFS)
+ + + ++ ++T +++ + + +++++++ 1 ++++++++++++++++++ + ++++++++ + ++++ +++ +++ ++ +++++ ++++
Process from Point /Station 35.000 to Point /Station 35.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 10.220(Ac.)
Runoff from this stream = 14.000(CFS)
Time of concentration = 36.58 min.
Rainfall intensity = 1.817(In /Hr)
Area averaged loss rate (Fm) = 0.0980(In /Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 113.426 28.03 2.131
2 14.000 36.58 1.817
Qmax(1) _
1.000 * 1.000 * 113.426) +
1.183 * 0.766 * 14.000) + = 126.118
Qmax(2) =
0.799 * 1.000 * 113.426) +
1.000 * 1.000 * 14.000) + = 104.613
Total of 2 streams to confluence:
Flow rates before confluence point:
113.426 14.000
Maximum flow rates at confluence using above data:
126.118 104.613
Area of streams before confluence:
72.982 10.220
Effective area values after confluence:
80.815 83.202
Results of confluence:
Total flow rate = 126.118(CFS)
Time of concentration = 28.035 min.
Effective stream area after confluence = 80.815(Ac.)
Stream Area average Pervious fraction(Ap) = 0.889
Stream Area average soil loss rate(Fm) = 0.510(In /Hr)
Study area (this main stream) = 83.20(Ac.)
End of computations, Total Study Area = 306.55 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.965
Pervious ratio(Ap) = 0.8760 Max loss rate(Fm)- 0.502(In /Hr)
Rainfall intensity = 2.477(In /Hr) for a 100.0 year storm
User specified values are as follows:
TC = 21.82 min. Rain intensity = 2.48(In /Hr)
Total area this stream = 92.28(Ac.)
Total Study Area (Main Stream No. 1) = 201.63(Ac.)
Total runoff = 165.81(CFS)
+++++++++++++++++++++++++++++++++++++++ ++ + + + ++ + + + ++ + + + + ++ + + + ++ + ++ + + + ++
Process from Point /Station 733.000 to Point /Station 733.000
* * ** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 92.280(Ac.)
Runoff from this stream = 165.810(CFS)
Time of concentration = 21.82 min.
Rainfall intensity = 2.477(In /Hr)
Area averaged loss rate (Fm) = 0.5020(In /Hr)
Area averaged Pervious ratio (Ap) = 0.8760
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 55.059 31.78 1.977
2 165.810 21.82 2.477
Qmax(1) =
1.000 * 1.000 * 55.059) +
0.747 * 1.000 * 165.810) + = 178.864
Qmax(2) _
1.314 * 0.687 * 55.059) +
1.000 * 1.000 * 165.810) + = 215.481
Total of 2 streams to confluence:
Flow rates before confluence point:
55.059 165.810
Maximum flow rates at confluence using above data:
178.864 215.481
Area of streams before confluence:
40.002 92.280
Effective area values after confluence:
132.282 119.744
Results of confluence:
Total flow rate = 215.481(CFS)
Time of concentration = 21.820 Min.
Effective stream area after confluence = 119.744(Ac.)
Stream Area average Pervious fraction(Ap) = 0.803
Stream Area average soil loss rate(Fm) = 0.466(In /Hr)
Study area (this main stream) = 132.28(Ac.)
End of computations, Total Study Area = 201.63 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.866
Area averaged SCS curve number = 64.1
1JDlo
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)— 20.000(
+ + + + + + + T + + + + + + + T + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 1 + + + + + + + + + + + + + + + + + + + T + + + +
Process from Point /Station 707.000 to Point /Station 707.000
** CONFLUENCE OF MINOR STREAMS * * **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 17.500(Ac.)
Runoff from this stream = 30.457(CFS)
Time of concentration = 22.42 min.
Rainfall intensity = 2.437(In /Hr)
Area averaged loss rate (Fm) = 0.5034(In /Hr)
Area averaged Pervious ratio (Ap) = 1.0000
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
1 50.917 32.96 1.934
2 30.457 22.42 2.437
Qmax(1) _
1.000 * 1.000 * 50.917) +
0.740 * 1.000 * 30.457) + = 73.448
Qmax(2) =
1.371 * 0.680 * 50.917) +
1.000 * 1.000 * 30.457) + = 77.943
•
Total of 2 streams to confluence:
Flow rates before confluence point:
50.917 30.457
Maximum flow rates at confluence using above data:
73.448 77.943
Area of streams before confluence:
40.000 17.500
Effective area values after confluence:
57.500 44.705
Results of confluence:
Total flow rate = 77.943(CFS)
Time of concentration = 22.416 min.
Effective stream area after confluence = 44.705(Ac.)
Stream Area average Pervious fraction(Ap) = 1.000
Stream Area average soil loss rate(Fm) = 0.556(In /Hr)
Study area (this main stream) = 57.50(Ac.)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 30.000 to Point /Station 31.000
* * ** PIPEFLOW TRAVEL TIME (User specified size) * * **
Upstream point /station elevation = 1066.000(Ft.)
Downstream point /station elevation = 1062.200(Ft.)
Pipe length = 990.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 77.943(CFS)
Given pipe size = 39.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
7.075(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 8.819(Ft.)
- _ . _ Jlfll 110.
1503 South Coast Drive By
Suite 203 Date
Costa Mesa California 92626 Sht. ZOO! of
E7141 754 -5714 82' 1' /w Land Planning
Civil Engineering _ 8 "c.c.
Surveying
86
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7
I Crouse /Beers & Associates, Inc.
$i..
Engineering • Surveying • Planning • Construction Management
EMPIRICAL RECOMMENDATION
FOR
CROSS CONNECTING OFFSITE INTERIM
AND
ULTIMATE STORM DRAIN SYSTEMS
FOR
TRACT MAP NO. 16678
IN THE CITY OF FONTANA
Prepared for:
BRISTLECONE INVESTMENTS, LLC.
19 CORPORATE PLAZA, STE. 210
NEWPORT BEACH, CA 92660
Prepared by:
CROUSE /BEERS AND ASSOCIATES < ,Via,
2191 5 STREET, SUITE 200 �Q S'� :g.\ NORCO, CA 92860 i o) c9� 9 0 y
a No. 23796 G m
' c 0 Exp: 12/31/05 m St
Prepay- • under the supe i ion of: *i
,s
./`. .L./iAL—&
SOU t /• S N. CROUSE R.C.E. # 23796
May 19, 2005
2191 5th Street, Suite 200
Norco, CA 92860 -1967
(951) 736-2040
FAX: (951) 736 -5292
r
HYDRAULIC REPORT
FOR
TRACT MAP NO. 16678
INTERIM CONDITION LINE "DZ -4A"
IN THE CITY OF FONTANA
Prepared for:
BRISTLECONE INVESTMENTS, LLC_
19 CORPORATE PLAZA, STE. 210
NEWPORT BEACH, CA 92660
Prepared by:
CROUSE/BEERS AND ASSOCIATES
2191 5 STREET, SUITE 200
NORCO, CA 92860
Prepared under the supervision of:
DOUGLAS N. CROUSE R.C.E. # 23796
January 11. 2005
1.
110.:
-=?
=7= _ Q_s rate (-!n) = 0.375 r )
Area averaged Ser _Ous rat (!=p. =
PrQ,: = : Pc .n :. . _ t . 2.000 to Pont _5= - 19.000
.
Itt -_--_ AREA E ALUA CN '- *- _0
UN1_7Z -C:EC (poor cover) subarea
Dec =Tai -_a.._ -on soil ono= _ :.000
Decimal fraction s01. group 3 = 0.00C
Decimal fraction soil group C = 0.000
Decimal fraction soil group 0 = 0.000
SCS curve number for soil(AMC 2) = 67.00
Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.578(in /H-)
Initial subarea data:
Initial area flow distance = 1000.000(Ft.)
Top (of initial area).elevatior. = 1082.000(Ft.)
Bottom (of initial area) elevation = 1075.000(Ft.)
Difference in elevation = 7.000(Ft.)
Slope = 0.00700 s( %)= 0.70
TC = k(0.525) *[(length ^3) /(elevation change)] ^0.2
Initial area time of concentration = 22.446 min.
Rainfall intensity = 2.435(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C 0.686
Subarea runoff = 8.356(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.578(In /Hr)
+++++++++++++++++++++++++++++++++++++++ +++ ++++ +++ + + + +++t + ++ +++ + + +++ +++
Process from Point /Station 719.000 to Point /Station 720.000
* * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * *-
Top of street segment elevation = 1075.000(Ft.)
End of street segment elevation = 1073.300(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
- Distance from crown to crossfali grade break = 18.500(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 (2) side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v /hz) = 0.020
Gutter width = 1.500(Ft.) -
Gutter hike from flowline = 1.500(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 = 12.534CFS)
Depth of flow = 0.431 (Ft. ), Average velocity = 2.1 64 r t /s;
Street= =ow hydraulics at :nid:.ont of street travel:
3a_fstreet flow width = 1.6.80 7(Ft )
'_ow velocity = 2.16(Ft /s)
Travel time = 2.54 min. TC = 24.99 min.
Adding area flow to street
JNCEVELOPED ;poor cover) subarea
Decimal fraction soil group A = :.00
Decimal fraction soil group 3 = 0.000