HomeMy WebLinkAboutTract 13643HYDROLOGYSTUDY
Lot 4, Tract No. 13643
Proposed Mini -Storage Facility
City of Fontana
County of San Bernardino, California
August 14, 2001
Joseph E. Bonadiman & Associates, Inc.
588 West 6' Street
San Bernardino, CA 92410
Telephone (909) 885-3806 FAX (909) 381-1721
www.bonadiman.com
/
DENNIS
(�JACKSON
I No. C-47434 II�
*,"Exp. 12 -03 / I�
�.� CIVIL % /r
J 1)CQ
ZU
w�a
o
�!m Q
M
ZC
N
W
LL CO LL d
O a
W
Z 0 d W
O o . O
~ m � W Z00
O
LL
�
Z LL Lou
O
�0oaQ
W ":r COam _ N
�QLL
o
0 C3 3
00
Cl
,Um°�°
0
O
00
c
o WNc.O�
O
Lom
J U Z ~
y
-J ZOULL:D
Ur
i p
n m d
O SW[OO
o .c-a��
°
7
4 N
d WU�WU
HYDROLOGYSTUDY
Lot 4, Tract No. 13643
Proposed Mini -Storage Facility
City of Fontana
County of San Bernardino, California
August 14, 2001
Joseph E. Bonadiman & Associates, Inc.
588 West 6' Street
San Bernardino, CA 92410
Telephone (909) 885-3806 FAX (909) 381-1721
www.bonadiman.com
/
DENNIS
(�JACKSON
I No. C-47434 II�
*,"Exp. 12 -03 / I�
�.� CIVIL % /r
Table of Contents
LOCATION MAP - Following Page
Subject Page(s)
Purpose
Methodology
Tributary Area
1 - 6
Drainage Plan
7
Soil Loss Rates
7
Rainfall Intensity
7
Area Description and Storm Runoff Results
7 - 8
Hydraulic Analysis
8
Summary
8
ATTACHMENTS
Subject Attachment Number
Study Maps of Site Area with Flow Routing I
Computer Printout - Rational Hydrology Study 2
Rainfall Map - 100 year 1 hour, site area 3
Soil Map - Site Area 4
Computer Printout - WSPGW Culvert Analysis 5
Copy of Profile "B" City of Fontana Foothill Blvd. Storm Drain Plans 6
0
BOUNDARY—
T1 0 N
S -i T -E L C A
m
m
N; IT 10 scwe r.
I - 11
•/ a,
0 oil 4w a -W w
.6. on-oll-avol r a _P R
RP �wi�
0 a if Nk■ Wb —4
J
IMP—
PURPOSE
The purpose of this study is to determine the factors affecting storm drain design for construction of a
Commercial Mini -Storage facility to be constructed on Lot 4, Tract No. 13643, in the City of Fontana,
California. These factors include the 100 -year storm event flow rates entering and leaving the site, and a
plan for storm drain design.
This study presents detailed design proposals to safely transport 100 -year storm event runoff flows within
the study area.
METHODOLOGY
The San Bernardino County Hydrology Manual, dated August 1986, was used for the rational method
hydrology analysis for a 100 -year storm event. A CivilDesign® computer program was used to calculate
and tabulate the rational method analysis for the post development (after full site construction) flow rates.
TRIBUTARY AREA
The study area is located immediately north of Foothill Boulevard between Redwood and Hemlock Avenues,
and south of Hilton Drive. In general, the site and off-site area drain southwesterly in a sheet flow manner
to the north side of Foothill Boulevard. The off-site area is located immediately north of the site where
approximately 2.4 acres of currently undeveloped property drain southwesterly from 120' south of Hilton
Drive to the northerly property line of the site. This study includes that portion of the off-site area as shown
on the maps of Attachment No. 1, for a total drainage area of approximately 5.5 acres. The photographs on
the following pages describe the drainage characteristics of the site.
The following Photograph No. 1 is looking east along Foothill Boulevard from the southerly location on the
existing site:
F -A
Photograph No. 1
The existing drainage from the north intercepts Foothill Boulevard and flows westerly to an existing storm
drain inlet located at the southwest corner of the site connected by an existing 30" RCP to an existing 72"
RCP storm drain pipe under Foothill Boulevard.
2
Photograph No. 2
Photograph No. 3
3
Photograph No. 3 looks north
from Foothill Blvd. along the
eastern property line of the
site. The motel building is
not affected by runoff from
the site, either in existing, or
to be developed conditions.
The motel site is affected by
runoff from an undeveloped
area north of the motel site
and south of Hilton Drive.
Photograph No. 4 below is looking south to Foothill Boulevard from approximately the northwest corner
of the site along the western property line. An existing used car lot is located west of the western property
line:
Photograph No. 4
The existing runoff from the site, and some of the area north of the site, and south of Hilton Drive, is routed
in a swale shown on the left (east) site of the fence. An existing earthen berm parallel to the fence prevents
existing runoff from entering the used car lot and garage located on the right side of this photograph.
M
Below, Photograph No. 5 is looking west at the southwest corner of the site. In the center of the
photograph, the existing pipe riser with debris rack cage storm drain is shown, which as previously stated,
is connected to the 72" RCP under Foothill Boulevard by an existing 30" RCP lateral. Photograph No. 6
shows the same storm drain looking northeast across the site:
Photograph No. 5
1 i
i
�iV
Photograph No. 6
61
The following Photograph No. 7 is looking southwest across the site from a grade break approximately 120
feet south of Hilton Drive. Existing runoff south of this location flows southerly to the site. Existing runoff
north of this location flows northerly to Hilton Drive as shown on Photograph No. 8.
Photograph No. 7
o
Photograph No. 8
31
Hilton Drive
DRAINAGE PLAN
The mini -storage site will be enclosed by a concrete block building wall, 5' inside the property line ofthe site.
This will result in off-site drainage flow being directed from east to west along the northerly landscaped 5'
from the building wall. The existing runoff from the north of the site flows across the site to the existing
storm drain. To prevent the runoff from being diverted to the west of the site, a new storm drain connection
will be constructed and installed at the northwest corner of the site development. This storm drain will be
routed to the south in a 227' long 24" RCP under the site, southerly parallel to the westerly wall, to a grate
inlet catch basin which drains the site itself, then, with a 50' long 30" RCP to a new curb inlet catch basin
located immediately west ofthe proposed driveway access, on Foothill Boulevard. This new catch basin will
replace the existing pipe riser with debris rack cage catch basin. A new 36" RCP will be connected from the
new catch basin to the existing manhole for the 72" RCP storm drain under Foothill Boulevard. This short
segment (12' long) of 36" RCP will replace the existing 30" RCP connection. Refer to Attachment No. 1
of this report and the storm drain pians of the site for details of this plan.
SOIL LOSS RATES
Attachment No. 4 of this study from the San Bernardino County Hydrology Manual shows the Soil Group
as "A" for the entire area of study.
The off-site area draining through the site currently is an undeveloped area, which is characterized as natural
vegetation with poor cover. For the purpose of this study, both the on-site and off-site areas are assumed
to be developed, as commercial areas having an impervious ratio of 90%. For the purposes of the 100 -year
storm event analysis of this study, an Antecedent Moisture Condition of 2 (AMC II) was used for drainage
design.
RAINFALL INTENSITY
Attachment 3 of this study is a copy of a portion of Figure B-4, of the San Bernardino County Hydrology
Manual showing the 100 -year, 1 -hour storm to be 1.45 inches. For the purpose of this study, this was
considered the critical storm event for storm drain design.
AREA DESCRIPTION AND STORM RUNOFF RESULTS
The off-site area of approximately 2.43 acres north of the site, south of Hilton Drive, drains southwesterly
from Point No. 1 to Point No. 2 on the map. The exact nature of the type of development planned for this
area is unknown, however it is assumed that it will be a commercial type of development. Visual inspection
of the off-site area shows that approximately the northern 120' of the area drains north to Hilton Drive, and
the remaining southern part of the site will drain south and intercept the proposed site wall. Refer to
Attachment Numbers 1 and 2 for the runoff locations and calculated flow rates for this study. The off-site
area peak 100 -Year flow rate was calculated to be 11.2 CFS if the area is developed as a commercial site.
The proposed 24" RCP storm draining through/under the site from Point No. 2 to Point No. 3, is designed
to handle this flow rate, and, when the off-site area is developed, the property owner may connect the storm
drain to this pipe. In the interim, until the off-site are is developed, a new pipe riser with debris rack cage
storm drain inlet will be installed outside the concrete block wall of the site to catch existing runoff which
flows east to west along the concrete block wall.
7
The on-site area of 3.07 acres, drains from the northeast, Point No. 10, to the south east to Point No. 3
through the site in "V" shaped driveways to a grate inlet catch basin, at Point No. 3, (APWA Std. Plan 305. 1,
size for 2 grates). This inlet/catch basin is to be located immediately south ofthe manager's office. The peak
100 -year flow rate from this drainage area of 11.9 CFS is to be captured by the grate inlet catch basin. The
off-site flow from the 24" RCP storm drain will also enter the upstream bottom end of this catch basin, and
a 30" RCP will connect the outlet ofthe catch basin to the new curb inlet. The combined peak 100 -year flow
rate is 27 CFS. According to the City of Fontana storm drain plans (Sheet 4 of 8, 11-21-88, Foothill Blvd.,
Sta. 100+50 to 111+50) the curb inlet shall be L= 7.0', V= 6.5' for Sta. 100+70 with an interception flow
rate of 24.21 CFS (See Attachment No. 6). The total flow rate from the new curb inlet catch basin to the
72" Foothill Blvd. manhole is 47.3 CFS, requiring replacement ofthe existing 30" RCP with a 36" RCP. The
same plans show the water surface elevation inside the manhole to be 1242.86 feet, which was considered
in the WSPGW analysis.
HYDRAULIC ANALYSIS
A water surface pressure gradient analysis of the new storm drain system is included as Attachment No. 5
of this report, and is shown on the storm drain plans for this development. The analysis shows the water
surface elevation is under pressure flow conditions inside the storm drain pipes, however, the water surface
is below the storm drain surface inlet flow lines for the curb inlet, grate inlet, and the off-site pipe riser with
debris rack cage storm drain inlet.
SUMMARY
After final grading and installation of storm drain improvements and protection, construction of the new
facility and storm drain improvements will have little effect on downstream or off-site storm runoff
conditions, and, will provide for on-site drainage of 100 -year storm flow conditions. Refer to the site storm
drain plans for details of catch basins and pipes.
8
ATTACHMENT NO. 1
The attached hydrology study map shows the tributary area boundaries, flow pats, reference point
numbers, and the 100 -year storm flow rates at points of concern.
The off-site tributary area is an estimate because the grading plans are not available for this
undeveloped area. Normally, the entire area, except for a dividing bank on the south side of the
property, would drain to the .north to Hilton Drive. However, the current grading shows that
approximately the northern 120' of the property drains in such a manner. The southerly 2.43 acres
of the site will drain south to the proposed site, then westerly to the northwest corner of the site. To
avoid any of this runoff entering the used car lot west of the site, a storm drain will be installed to
intercept this flow and direct it in a 24" RCP to the Foothill storm drain.
¢ MLTON "®R- - - -
1255' 1262'
FLAW DIRECTION
`- FOOTMLL BLVD.
HYDROLOGY STUDY -- ATTACHMENT NO. 1
ATTACHMENT NO.2
The attached computer printout show the flow rate calculations for the study.
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: 08/13/01
------------------------------------------------------------------------
City of Fontana - Lot 4 - Tract NO 13643
Foothill Blvd, Located East of Redwood, West of Hemlock
Including Offsite Area N. of Site to Hilton Dr.
------------------------------------------------------------------------
Joesph E. Bonadiman & Associates, San Bernardino, CA - SIN 500
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 1.000(In.)
100 Year storm 1 hour rainfall = 1.450(In.)
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.450 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++f+++t+
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
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) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 527.000(Ft.)
Top (of initial area) elevation = 1269.000(Ft.)
Bottom (of initial area) elevation = 1248.000(Ft.)
Difference in elevation = 21.000(Ft.)
Slope = 0.03985 s(%)= 3.98
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.104 min.
Rainfall intensity = 5.216(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.883
Subarea runoff = 11.194(CFS)
Total initial stream area = 2.430(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1244.000(Ft.)
Downstream point/station elevation = 1240.000(Ft.)
Pipe length = 227.76(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.194(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 11.194(CFS)
Normal flow depth in pipe = 10.16(In.)
Flow top width inside pipe = 23.72(In.)
Critical Depth = 14.40(In.)
Pipe flow velocity = , 8.85(Ft/s)
Travel time through pipe = 0.43 min.
Time of concentration (TC) = 7.53 min.
++++++++++++++++++++++++++++++++++++t+++++++++++++++++++++++++++++++++
Process from Point/Station 2.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.430(Ac.)
Runoff from this stream = 11.194(CFS)
Time of concentration = 7.53 min.
Rainfall intensity = 5.036(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 3.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
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) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr)
Initial subarea data:
Initial area flow distance = 650.000(Ft.)
Top (of initial area) elevation = 1254.880(Ft.)
Bottom (of initial area) elevation = 1245.300(Ft.)
Difference in elevation = 9.580(Ft.)
Slope = 0.01474 s(%)= 1.47
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.426 min.
Rainfall intensity = 4.402(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.880
Subarea runoff = 11.893(CFS)
Total initial stream area = 3.070(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 3.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number
Stream flow area = 3.070(Ac.)
Runoff from this stream = 11.893(CFS)
Time of concentration = 9.43 min.
Rainfall intensity = 4.402(In/Hr)
Area averaged loss rate (Fm) = 0.0978(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 11.194 7.53 5.036
2 11.893 9.43 4.402
Qmax(1) _
1.000 * 1.000 * 11.194) +
1.147 * 0.799 * 11.893) + = 22.097
Qmax(2) _
0.872 * 1.000 * 11.194) +
1.000 * 1.000 * 11.893) + = 21.650
Total of 2 streams to confluence:
Flow rates before confluence point:
11.194 11.893
Maximum flow rates at confluence using above data:
22.097 21.650
Area of streams before confluence:
2.430 3.070
Effective area values after confluence:
4.883 5.500
Results of confluence:
Total flow rate = 22.097(CFS)
Time of concentration = 7.533 min.
Effective stream area after confluence = 4.883(Ac.)
Stream Area average Pervious fraction(Ap) = 0.100
r Stream Area average soil loss rate(Fm) = 0.098(In/Hr)
Study area (this main stream) = 5.50(Ac.)
End of computations, Total Study Area = 5.50 (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) = 0.100
Area averaged SCS curve number = 32.0
ATTACHMENT NO.3
The attached 100 -Year 1 -Hour rainfall map is from Section B of the San Bernardino County
Hydrology Manual show the Rainfall for the site area 1.45 inches.
1
r
.�
0 - . .
ATTACHMENT NO.4
The attached soils group map shows the area consists of Soul Group "A".
.i� a, ,� = . f� ='i:Y _�•-r 11 _ - I, �tiC .1' ;''',• � �• �fq`>.-.,; 4 tiT.."*a""�_-;+Y=�°i�Y�'�'J _ . �'. _ ^'/ . _• �'•� � �_'!� � �.�� k •
1Z4 V_A_c
5
Nf
I S
SL
I oi.
'A.4
61,
4, J
,.A
_-VI -`'-r-11_
'1, 41 It
c
tI
we.
A
4,&ieY MAO,
SOURCE= bcbL06Y MAP
y
9n' SCS syRV7,. J.
Z_
`2
_A
A
A
•
I T_
111a
--- --------
B -
B
L
rte'.
jai i_
41 1111
N
A
4.
t J.7
A a
iin
13
A
c- 7. T
A- - - - - - -
7' 1
7�
n4.
j
;ENO
L GROUP BOUNDARY
GROUP DESIGNATION SCALE 1,48,000
BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2
HYDROLOGIC OILS GROUP MAP
C-10
FOR
SOUTHWEST -A AREA
FIGURE C-5
ATTACHMENT NO.5
The attached WSPGW printout show the preliminary pipe/culvert calculations for the hydraulic grade
lines. The final grading plans will show the revised HGLs with the exact pipe invert elevations.
Progran Package Sar Pal Nun6en 1393
Data. 8-13-E001 T1" 11,31-22 FI In Plane. WSW
City of Fontana - Fadthl
ll Blvd
Lot 4, Twct MM 13643
HydmullC Analysis of Catch Barin
and F.•ata Inlet
in Mlnl-Storaga Park
C Na 3 1'TPE OPERATION
STATION
INV ELEY
WATER LEVEL
CWIN MT TYPE CHANNEL 'N' BPIER/PIP FLOW RATE
VELOCITY
TOP VIDTH
CHAR WDTH
PIER WIDTH
ZL
ZR
SUPEL RT B SUPEL LT B CRIT DPTH RADIUS/<PT RWS
(FT)
<FT)
(FT>
(FT)
<CFS)
CFT/S)
(FT)
MFT)
(FT)
(FT)
(FT)
<FT)
(FT OR < >
C 13 SYSTEM OUTLET
.000
1233. 720
9.140
1 000 PIPE
.013 1
47.297
6. 691
.000
1 000
.000
.000
.000
.000
• 000
2.240
.000
C 23 REACH
12. 868
1238. 730
4. 193
1 000 PIPE
.015 1
47. 297
6. 691
. 000
1 000
.000
.000
. 000
.000
• 000
E 240
. 000
C 33 WALL EMIR
12. 868
1238. 730
5. 199
6. 500 3OM
.015 0
47.297
1.300
7.000
7.000
.000
.000
.000
.032
-. 032
1.193
11.439
C 43 JUNCTION
16 868
1238. 800
5. 066
E 500 PIPE
.013 1
21 007
4. 703
.000
E 500
. 000
.000
.000
.000
.000
1.635
. 000
C 53 REACH
61 969
1239. 800
4. E98
E 500 PIPE
.015 1
21 087
4. 703
. 000
E 500
.000
.000
.000
.000
.000
1. 635
.000
O 63 WALL EMIR
63.969
1239. 800
4.606
SOCIO IIOM
.015 0
P.3. 087
E 506
E 000
2.000
. 000
.000
.000
.000
.000
1.60
.000
C 73 JUNCTION
70. 969
1240. 000
4.511
E 000 PIPE
.012 1
11. 194
2.563
. 000
E 000
.000
.000
.000
.000
.000
1. 200
.000
C 83 REACH
237.138
1248. 918
E 000
E 000 PIPE
.013 1
11. 194
1 563
.000
E 000
.000
.000
. 000
.000
.000
1. 200
.000
C 93 REACH
e47.943
1243, 108
1.814
E 000 PIPE
.013 1
31. 194
1 737
1.161
E 000
.000
.000
.000
.000
.000
1. 200
. 000
C 103 REACH
251 567
1243. 207
I. 706
6 000 PIPE
.012 1
11.194
3. 920
1.416
E 000
.000
.000
.000
.000
.000
1. 200
.000
C 113 REACH
257.790
1241 281
1.618
E 000 PIPE
.013 1
11.194
4.111
1.572
E 000
.000
. 000
.000
.000
. 000
1.200
.000
C 123 HYD JUMP
25% 553
1241 319
1. SBO
E 000 PIPE
.013 1
11.194
4. 205
1. 629
E 000
.000
.000
.000
.000
.000
1. 200
. 000 HYD JUMP
C 133 REACH
25% 555
1241 312
. 885
E 000 PIPE
.013 1
11.194
E 344
1.997
E 000
.000
. 000
•000
.000
.000
1. 200
• 000
C 143 REACH
271.010
1241 513
.910
E 000 PIPE
.013 1
11.194
7.947
1. 993
E 000
.000
. 000
.000
.000
.000
1. 200
.000
C 153 REACH
981.353
1241 695
.953
E 000 PIPE
.013 1
11.194
7.577
1. 998
E 000
.000
.000
.000
.000
.000
1. PAO
.000
C 163 REACH
28E 063
1241 812
.990
E 000 PIPE
.013 1
11.194
7.224
E 000
E 000
.000
.000
.000
.000
.000
1. 200
• 000
C 173 REACH
292. 517
1241 891
1. 027
E 000 PIPE
. 013 1
11,194
6. an
1. 999
E 000
. 000
.000
.000
.000
.000
1.200
• 000
C 187 REACH
298. 576
1241 944
1.066
E 000 PIPE
.013 I
1I. I"
6 568
1.9%
E 000
.000
.000
.000
• 000
.000
1. 200
.000
C 193 REACH
297.438
1241 977
1.106
E 000 PIPE
.013 1
11,194
6. 262
1. 988
E 000
. 000
.000
.000
.000
.000
1. 200
• 000
C 200 REACH
298. 470
1241 995
1.152
E 000 PIPE
.013 1
11,194
5,971
1.977
E 000
.000
. OOD
. 000
.000
.000
1. 200
• 000
C 213 REACH
29E 751
1244. 000
1.200
E 000 PIPE
.013 1
11.194
%697
1.960
E 000
.000
• 000
• 000
.000
.000
1. 200
.000
O 223 WALL EMIR
298.751
1244.000
1.933
4.000 BOM
.013 0
11.194
.827
7.000
7.000
.000
.000
.000
.000
.000
.430
.000
WATER
SURFACE PRESSURE GRADIENT
ANALYSIS
(PLAN &
PROFILE)
NN
v MY�i• � V�
y
d m
bb
b dm d OOO
QQQ�Q {C.
z
4
N
1253.00D
1249. 000
1245.
1241.000
1237.0
i III I I INN
1233. 000
ELEVATIONS
W n
N N N N NU
b 66
bb
6 6m b 6$
CH_BAW
SUPER_E -_______________-
CRITICAL
WATER
INVERT
.. FILE: planp.WSW
W S P
G W - EDIT LISTING - Version 14.03
Date:
8-14-2001
Time: 9:46:51
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE
1
CARD SECT
CHN
NO OF AVE PIER HEIGHT
1 BASE
ZL ZR
INV Y(1) Y(2) Y(3)
Y(4) Y(5) Y(6)
Y(7) Y(8)
Y(9) Y(10)
CODE NO
TYPE PIER/PIP WIDTH DIAMETER WIDTH
DROP
CD
1
4
1 3.000
CD
2
4
1 2.500
CD
3
3
0 .000 6.500
7.000
.000 .000
.00
CD
4
3
0 .000 4.000
7.000
.000 .000
.00
CD
5
4
1 2.000
CD
6
3
0 .000 5.000
2.000
.000 .000
.00
W S P G W
PAGE NO
1
WATER SURFACE
PROFILE
- TITLE CARD LISTING
HEADING LINE
NO
1
IS -
City of Fontana
- Foothill
Blvd.
HEADING
LINE
NO
2
IS -
Lot 4, Tract
No. 13643
HEADING
LINE
NO
3
IS -
Hydraulic Analysis of
Catch Basin and
Grate Inlet in Mini
-Storage Parking
W S P G W
PAGE NO
2
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT
NO
1
IS
A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
W S ELEV
37.000
1233.720
1
1242.860
ELEMENT
NO
2
IS
A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
49.868
1238.730
1
.013
.000
.000
.000
0
ELEMENT
NO
3
IS
A WALL ENTRANCE
U/S DATA STATION
INVERT
SECT
FP
49.868
1238.730
3
.500
ELEMENT
NO
4
IS
A JUNCTION
U/S DATA STATION
INVERT
SECT LAT -1 LAT
-2 N Q3
Q4 INVERT -3 INVERT -4 PHI
3 PHI 4
53.868
1238.800
2 4
0 .015 24.210
.000 1242.860
.000
90.000
.000
RADIUS
ANGLE
11.459
-20.000
ELEMENT
NO
5
IS
A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
100.969
1239.800
2
.013
.000
.000
20.000
0
ELEMENT
NO
6
IS
A WALL ENTRANCE
U/S DATA STATION
INVERT
SECT
FP
100.969
1239.800
6
.500
ELEMENT
NO
7
IS
A JUNCTION
U/S DATA STATION
INVERT
SECT LAT -1 LAT -2 N Q3
Q4 INVERT -3 INVERT -4 PHI
3 PHI 4
107.969
1240.000
5 4
0 .015 11.893
.000 1245.000
.000
90.000
.000
RADIUS
ANGLE
.000
.000
ELEMENT
NO
8
IS
A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
335.751
1244.000
5
.013
.000
.000
.000
0
ELEMENT
NO
9
IS
A WALL ENTRANCE
U/S DATA STATION
INVERT
SECT
FP
335.751
1244.000
4
.500
ELEMENT
NO
10
IS
A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
335.751
1244.000
4
1244.000
W S P G W
PAGE NO
3
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
FILE: planp.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1
Program Package Serial Number: 1393
WATER SURFACE PROFILE LISTING Date: 8-14-2001 Time: 9:46:53
City of Fontana - Foothill Blvd.
Lot 4, Tract No. 13643
Hydraulic Analysis of Catch Basin and Grate Inlet in Mini -Storage Park
I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -t- -I- -I
L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZR (Type Ch
I I I I I I I I I I I I I
37.000 1233.720 9.140 1242.860 47.30 6.69 .70 1243.56 .00 2.24 .00 3.000 .000 .00 1 .0
12.868 .3893 .0050 .06 9.14 .00 .68 .013 .00 .00 PIPE
49.868 1238.730 4.195 1242.925 47.30 6.69 .70 1243.62 .00 2.24 .00 3.000 .000 .00 1 .0
WALL ENTRANCE
I I I I I I I I I I I I I
49.868 1238.730 5.199 1243.929 47.30 1.30 .03 1243.95 .03 1.12 7.00 6.500 7.000 .00 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- i-
JUNCT STR .0175 .0021 .01 5.23 .10 .015 .00 .00 BOX
-------------------- WARNING - Junction Analysis - Change in Channel Type
! f I I I 1 ! I I I I I I
53.868 1238.800 5.066 1243.866 23.09 4.70 .34 1244.21 .00 1.64 .00 2.500 .000 .00 1 .0
-I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
47.101 .0212 .0032 .15 5.07 .00 1.08 .013 .00 .00 PIPE
I I I I I I I I I I I I I
100.969 1239.800 4.238 1244.038 23.09 4.70 .34 1244.38 .00 1.64 .00 2.500 .000 .00 1 .0
WALL ENTRANCE
I 1 I 1 I I 7 I I I I I I
100.969 1239.800 4.606 1244.406 23.09 2.51 .10 1244.50 .00 1.61 2.00 5.000 2.000 .00 0 .0
JUNCT SIR .0286 .0020 .01 4.61 .21 .015 .00 .00 BOX
-------------------- WARNING - Flow depth near top of box conduit --------------------
-------------------- WARNING - Junction Analysis - Change in Channel Type---------------
FILE: planp.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2
Program Package Serial Number: 1393
WATER SURFACE PROFILE LISTING Date: 8-14-2001 Time: 9:46:53
City of Fontana - Foothill Blvd.
Lot 4, Tract No. 13643
Hydraulic Analysis of Catch Basin and Grate Inlet in Mini -Storage Park
I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip
-I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i
L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude N1Norm Dp I "N" I X -Fall) ZR (Type Ch
I I I I I I I i I I I I I
107.969 1240.000 4.511 1244.511 11.19 3.56 .20 1244.71 .00 1.20 .00 2.000 .000 .00 1 .0
-i- -i- -i- -I- -i- -I- -1- -I- -I- -I- -I- -I- -i- 1-
166.169 .0176 .0024 .40 4.51 .00 .85 .013 .00 .00 PIPE
I I I I I I I I 1 i 1 I i
274.138 1242.918 2.000 1244.918 11.19 3.56 .20 1245.12 .00 1.20 .00 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- 1-
10.804 .0176 .0023 .02 2.00 .00 .65 .013 .00 .00 PIPE
I I I I I I I I i I I I I
284.942 1243.108 1.814 1244.922 11.19 3.74 .22 1245.14 .00 1.20 1.16 2.000 .000 .00 1 .0
-I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
5.625 .0176 .0022 .01 1.81 .41 .85 .013 .00 .00 PIPE
i 1 I 1 i I I 1 i I I I i
290.567 1243.207 1.706 1244.913 11.19 3.92 .24 1245.15 .00 1.20 1.42 2.000 .000 .00 1 .0
-I- -1- -I- -i- -I- -i- -I- -I- -i- -I- -I- -I- -I- 1-
4.231 .0176 .0024 .01 1.71 .49 .85 .013 .00 .00 PIPE
I I I I I I I I I I I I I
294.798 1243.281 1.618 1244.899 11.19 4.11 .26 1245.16 .00 1.20 1.57 2.000 .000 .00 1 .0
-i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
1.757 .0176 .0026 .00 1.62 .55 .85 .013 .00 .00 PIPE
I I I I I I I I I I I I I
296.555 1243.312 1.580 1244.892 11.19 4.21 .27 1245.17 .00 1.20 1.63 2.000 .000 .00 1 .0
HYDRAULIC JUMP
296.555 1243.312 .885 1244.197 11.19 8.34 1.08 1245.28 .00 1.20 1.99 2.000 .000 .00 1 .0
-I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -i- -i- 1-
11.455 .0176 .0140 .16 .89 1.79 .85 .013 .00 .00 PIPE
i I I I I i I I I I I I i
308.010 1243.513 .918 1244.431 11.19 7.95 .98 1245.41 .00 1.20 1.99 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- 1-
10.343 .0176 .0123 .13 .92 1.67 .85 .013 .00 .00 PIPE
318.353 1243.695 .953 1244.648 11.19 7.58 .89 1245.54 .00 1.20 2.00 2.000 .000 .00 1 .0
-I- -I- -I- -i- -I- -I- -I- -I- -I- -i- -I- -I- -I- 1-
6.710 .0176 .0108 .07 .95 1.55 .85 .013 .00 .00 PIPE
FILE: planp.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3
Program Package Serial Number: 1393
WATER SURFACE PROFILE LISTING Date: 8-14-2001 Time: 9:46:53
City of Fontana - Foothill Blvd.
Lot 4, Tract No. 13643
Hydraulic Analysis of Catch Basin and Grate Inlet in Mini -Storage Park
I Invert I Depth I Water Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip
-I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -i
L/Elem ICh Slope I I I I SF Ave] HF ISE DpthlFroude NINorm Up I "N" I X-Fa111 ZR ]Type Ch
I I I I I I I I I I I I I
325.063 1243.812 .989 1244.802 11.19 7.22 .81 1245.61 .00 1.20 2.00 2.000 .000 .00 1 .0
-I- -I- -I- -I- -i- -1- -i- -i- -I- -I- -I- -I- -I- 1-
4.454 .0176 .0096 .04 .99 1.45 .85 .013 .00 .00 PIPE
329.517 1243.891 1.027 1244.918 11.19 6.89 .74 1245.65 .00 1.20 2.00 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
3.059 .0176 .0084 .03 1.03 1.35 .85 .013 .00 .00 PIPE
I I I I I I I I I I I i
332.576 1243.944 1.066 1245.010 I 11.19 6.57 .67 1245.68 .00 1.20 2.00 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -i- 1-
1.863 .0176 .0074 .01 1.07 1.25 .85 .013 .00 .00 PIPE
I i I I I i i i i i i i I
334.438 1243.977 1.108 1245.085 11.19 6.26 .61 1245.69 .00 1.20 1.99 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- 1-
1.031 .0176 .0066 .01 1.11 1.16 .85 .013 .00 .00 PIPE
I I I I I I I I I I i i i
335.470 1243.995 1.152 1245.147 11.19 5.97 .55 1245.70 .00 1.20 1.98 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
.281 .0176 .0058 .00 1.15 1.08 .85 .013 .00 .00 PIPE
I I I I I i I I I I I I I
335.751 1244.000 1.200 1245.200 11.19 5.69 .50 1245.70 .00 1.20 1.96 2.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- I -
WALL ENTRANCE
I I I I 1 I I I I I I I I
335.751 1244.000 1.933 1245.933 11.19 .83 .01 1245.94 .00 .43 7.00 4.000 7.000 .00 0 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
ATTACHMENT NO.6
The attached portion of a City of Fontana Storm Drain Plans for Foothill Blvd, Sta. 100+50 to
111+50, dated 11-21-88, shows the connect to the existing 72" storm drain that will be used and
modified for the storm drain for this site.
12
--