HomeMy WebLinkAboutTract No. 16563 Hydrology StudyHYDROLOGY STUDY
FOR
TRACT 16563
Southwest Corner of Walnut Street & Cypress Avenue
City of Fontana
County of San Bernardino
PREPARED BY
C. q: qc., Inc.
Civil Engineers and Land Surveyors
8880 Benson, Ave., Suite 100
Montclair, California 91763
(909) 941-1791
MARCH, 2004
1.0 Introduction
The purpose of this report is to present the hydrology study for Tract 16563. This is a 57-lot
tract, 14.0 acres in size, located on the southwest corner of Walnut Street and Cypress
Avenue in the City of Fontana, San Bernardino County.
In its existing condition, the site is relatively undeveloped with a single family residence. The
existing terrain is a turf (irrigated and mowed grass) with poor cover. The pre -development
Qpeak is 30 cfs. The post -developed Qpeak is 33 cfs.
2.0 Design Criteria
The computations have been prepared based on the San Bernardino County Hydrology
Manual dated August 1986. The hydrology is based on the following criteria:
• Storm Frequency: 100-year storm
• Soil Group A
3.0 Pre -Development
1. The tributary area is the entire site.
2. Length=980', H=1461'-1439'=22'.
From the "Time of Concentration Nomograph" (Figure D-1), the Time of Concentration
is 16.5 minutes.
3. From the "Intensity -Duration Curve Calculation Sheet" (Figure D-3) using a Design
Storm Frequency of 100 years, a One Hour Point Rainfall of 1.30 inches, and a Log -
Log Slope of 0.60, the Rainfall Intensity, I, at 16.5 minutes is 2.80 inches/hour.
4 From Figure C-3, Curve Numbers for Pervious Areas, using an Urban Cover of Turf in
poor condition, CN=58.
Pervious Area, ap = 100%, assumed.
From Figure C-6, Infiltration Rate for Pervious Areas Versus SCS Curve Numbers,
using CN=58 and the AMCIII Curve, Infiltration Rate, Fp = 0.40 inches per hour.
Fm = ap x Fp = 0.40 inches per hour
5. Area = 14.0 acres
6. Q = 0.9 (I- Fm) A = 30 cfs
4.0 Post -Development
1. The tributary area is the entire site.
2. Length=1,400', H=1461'-1439'=22'.
From the "Time of Concentration Nomograph" (Figure D-1), the Time of Concentration
is 15.5 minutes.
3. From the "Intensity -Duration Curve Calculation Sheet (Figure D-3) using a Design
Storm Frequency of 100 years, a One Hour Point Rainfall of 1.30 inches, and a Log -
Log Slope of 0.60, the Rainfall Intensity, I, at 15.5 minutes is 2.95 inches/hour.
4. From Figure C-3, Curve Numbers for Pervious Areas, the CN for Urban Cover —
Residential Landscaping in Soil Group A is 32.
From Figure C-6, Infiltration Rate for Pervious Areas Versus SCS Curve Numbers,
using CN=32 and the AMCIII Curve, Infiltration Rate, Fp = 0.74 inches per hour.
Pervious Area, ap = 50%
Fm = ap x Fp = 0.37 inches per hour
5. Area = 14.0 acres
6. Q=0.9 (I- Fm) A = 33 cfs
5.0 Detention Basin
The detention basin is designed to contain the entire runoff from a 100-year 24-hour storm.
The method of calculating the volume is the Runoff Volume Estimation method from section
E.8.1 of the Hydrology Manual.
CN = 32, for Residential Urban Cover
S = (1000/CN) —10 = 21.25, total soil capacity
la = 0.2S = 4.25, initial abstraction
P24 = 9.2", 24-hour storm rainfall from Figure B-6 of Manual.
Y = (P24-la)2 / (P24-Ia+S) P24 = 0.104
Volume =(0.104)(9.2")(14acres)(1ft/12")(43,560sf/acre) = 49,000 CF
Given this volume of runoff must be released from the basin within a 24-hour period, this
would result in a discharge flow rate of 0.57 CFS
Basin Data
Total Volume: 49,500 CF
Access Road Width = 15 FT
Basin Design Depth = 6 FT max
Side Slopes = 3:1 slope
Basin Ramp Width = 10 FT
Basin Ramp Max Slope = 15%
6.0 Catch Basin Design
The tract runoff will be collected by two catch basins across from the detention basin. The
north and south catch basins handle 19.3 cfs (8.2 acres) and 13.7 cfs (5.8 acres),
respectively. The following calculation uses a 2-ft diameter connector pipe (see Section 7.0).
The minimum "V' depth using a 10-inch curb face opening is calculated as follows:
V=1.33+1.2(v2/2g)+d where v = average velocity of flow (6.14 ft/s)
d = diameter of connector pipe (2 ft)
V=4.03 ft
Try width of 7 ft. With a B dimension of 4ft, Area=W x B=28sf
Height=Q/Area=19.3/28=0.7 ft, which is much less than V, ok.
Use Catch Basin per APWA 300-2, V=6', W=7' and B=4'.
7.0 Catch Basin Connector Pipes and Storm Drain (Reinforced Concrete)
The connector pipes are sized using the larger flow of the north catch basin, 19.3 cfs. The
storm drain is sized using the combined 100-year flow of 33 cfs. Attached are the hydraulic
printout reports for both calculations. The following is a summary:
Size Min. Slope —design Qprovided
Connector Pipe 24" 1.0% 19.3cfs 24.3cfs
Storm Drain 36" 0.5% 33.0cfs 47.2cfs
8.0 Detention Basin - Emergency Spillway (Reinforced Concrete)
The emergency overflow design flow is based on 135% of the 100-year design flow:
Q= 1.35xQioo= 1.35 x 33 cfs = 45 cfs
Using a spillway depth of 12 inches, the required bottom width is 6 feet. Attached is the
hydraulic printout for the trapezoidal spillway calculation.
9.0 Detention Basin — Discharge Pipe
The discharge pipe is designed to restrict the outflow to a level that will not create a
significant impact on the existing roadway (Cypress Av) during a 100-year storm event.
Furthermore, the discharge must also provide the detention basin to completely drain within
24 hours after reaching its peak volume.
The energy equation was applied from the top of the basin water surface elevation to the end
of the discharge pipe:
P1fy+Zi+V12/2g=P2/y+Z2+V22I2g+hL
The following terms are determined to be zero: P1/y , V-12/2g , P2/ y , Z2
Since several variables depend on the flow, Q, and the pipe diameter, D, an iterative process
is necessary. The following is the resulting data:
Z� = 1,447' - 1,440' = 7 ft
f = 0.035 = friction factor based on Reynolds Number (Re)
Re = VD/v = 3.8 x 105 = Reynolds Number
= 1.217 x 10"5 ft2/s = kinematic viscosity of water at 60°F.
L = Length of pipe = 50 ft
V=Q/A [A=n(D/4)2]=11.2fps
Q = 3.9 cfs = discharge flow
D = 8 inches = discharge pipe diameter
h� = fLV2/D2g = friction head loss = 5.1 ft
V22/2g = velocity head loss = 1.9 ft
The energy equation reduces to:
Pity +Z1+V-12/2g=P2/y+Z2+V2/2g+hL
0+7'+ 0 = 0 +0+ 1.9' +5.1'
The 8-inch discharge pipe slopes at a minimum of 0.5% and is designed to daylight adjacent
to the basin on Cypress Avenue at an approximate elevation of 1,440. At this point, the pipe
will transition to a 2-foot wide parkway culvert.
The resulting discharge flow of 3.9 cfs translates to the basin draining in approximately 3.5
hours.
Curve (I) Numbers of Hydrologic Soil -Cover Complexes For Pervious Areas -AMC it
Quality of
Soll Group
. - . Cover Type (3)
Cover (2)
A -
B
C
D�
NATURAL COVERS -
Barren
7$
86
91
93
(Rockland, eroded and graded land)
Chaparral, Broadleaf
Poor
33
70
80
ES
(Manzonita, oeanothus and scrub oak)
Fair
40
63
75
81
Good
31
57
71
78
Chaparral, Narrowleaf
Poor
71
$2
88
91
(Chamise and redshank)
Fair
55
72
81
$6
Grass, Annual or Perennial
Poor
67
78
86
89
Fair
50
69
79
84
Good
3E
61
74
$0
Meadows or Cienegas
Poor
63
77
85
8*
(Areas with seasonally high water table,
principal vegetation is sod forming grass)
Fair
Good
51
30
70
58
80
71
84
78
Open Brush
Poor
62
76
84
8*
(Soft wood shrubs - buckwheat, sage, etc.)
Fair
46
66
77
83
Good
41
63
75
81
•
Woodland
Poor
45
66
77
83
(Coniferous or broadleaf trees predominate.
Fair
36
60
73
79
Canopy density is at least 30 percent.)
- Good
25
55
70
77
Woodland, Grass
Poor
37
73
82
86
(Coniferous or broadleaf trees with canopy
Fair
44
65
77
82
density from 20 to 50 percent) -
Good
33
58
72
79
URBAN COVERS -
Residential or Commercial Landscaping
Good
32
36
69
75
(Lawn, shrubs, etc.)
Turf
Poor
74
83
87
(irrigated and mowed grass)
Fair
65
77
82
Good
33
58
72
79
AGRICULTURAL COVERS -
Fallow
77
E6
91
94
(Land plowed but not tilled or seeded)
SAN BERNARDINO COUNTY-
CURVE NUMBERS
FOR
HYDROLOGY MANUAL
PERVIOUS AREAS
Figure C-3 (t of a)'
Curve (1)Numbeta, of Hydrologic Soli -Cover Complexes ror Pervious Areas -AMC U
Cover Type (3)
Quality of
Cover W
A
SoilGr7
AGRICULTURAL COVERS (Continued)
Legumes, Close Seeded
(Alfalfa, sweetdover, timothy, etc.)
Orchards, Evergreen
(Citrus, avocados, etc.)
Pasture, Dryland
(Annual grasses)
Pasture, Irrigated
(Legumes and perennial grass)
Row Crops
(Field crops - tomatoes, sugar beets, etc.)
Small grain
(Wheat, oats, barley, etc.)
Poor
Good
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
Poor
Good
Poor
Good
66
i
57
44
• 33
68
49
39
44
33
72
67
63
63
77
72
73
63
38
79
69
61
74
63
38
81
78
76
73
83
aI
77
72
79
74
33
77
72
a
83
83
S3
86
79
89
84
80
•
87
82
79
91
89
as
Notes:
1. All curve numbers are for Antecedent Moisture Condition (AMC) II.
2. Quality of cover definitions:
Poor -Heavily grazed, regularly burned areas, or areas of high burn potential. Less than
50 percent of the ground surface is protected by plant cover or brush and tree canopy.
Fair -Moderate cover with 50 percent to 75 percent of the ground surface protected.
Good -Heavy or dense cover with more than 75 percent of the ground surface protected.
3. See Figure C-2 for definition of cover types.
BAN BERNARDINO COUNTY
HYDROLOGY MANUAL
CURVE NUMBERS .
FOR
PERVIOUS AREAS
6.-7
F‘,9VY� e.-3 Ca, 0(
Z 1.1
z 1.0
Z
Cxi .9
Q
Carm
r Z z .8
O
m .7
C .-
Z
.6
O
.5
rn
O
C
N
D
m
Y,
rn
N
C
Uf
C
N
a ye 13 .4
-04 3.111e1 NOI1V811I4N
oq/s9g3ui
020
bomb
•
W
NOTE:
LOSS RATES BASED ON SCS
RELATIONSHIPS FOR 6" OF
RAINFALL IN 6-HOURS
Z
i
1 I 1 I 1 1 I 1 1_1_1 l I L 1 1 1 1 1 i 1 1111 1.L11LLLI L_
EXAMPLE:
FOR CN=68 ;Fp:.28,.58 AND .83 in/hr
FOR AMC CONDITIONS f,II AND I
RESPECTIVELY
40 50 5% 60
AMC-U SCS CURVE NUMBER (CN)
i..
r
70
T
VI
90
100
1400
quo
-L
c 400 -
F.^ 350 6 — 25
Ti E
-.300 1 Undeveloped__
c _ 5 ` 20 Poor Cover
.. .. -18
o-
^250}S J-16
t - -14
a- `v-
J= 200 t ` 13
-12 �Zl
u —11/
047.10 PI Development
LIMITATIONS=
I. Maximum length 21000 Feet Tc
2. Maximum area s 10 Acres 5 -
(min)
a`
H
.. u -- Soo
Y M 3400
C - rtoo
0
N ` Io0
Ob00go
- 40
—30
g o
3
0
0
_ 150 E — 9 80- Apartment
8 75- Mobile Home
-
65- Condominium
60- Single Family-5,000 ft2 Lot
- 7 40- Single Family-I/4 Acre Lot 35
20- Single Family-1 Acre Lot
.. - 6 10 - Single Family-21/2 Acre Lot
-100 _ 40
EXAMPLE=
(I) L= 55d, H=5.0', K•%191* Family (5-7 DU/AC)
Development, Tc=12.6 min.
(2) L= 550', H= 5 0, K= Commercial
Development, Tc•9.7 min.
• 30
g g-
10
a 1=e
Undeveloped0 3
Good Cover =
Undewl°ped —0 c = 1s
Fair Cover ^ .e
r.
gM Family %0 —
(5-7 DU/AC) o
C
o
(Paved) 90 v
•
KEY
L-H-Tc-K-Tc'
6-
7
8-
9-
II-
12 -
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
14
1
16
18-.6
19 v
20 F-
-`c
25-5
- u
- o
30 -•
0
h
C
a
0
0
G '
L.
0
TIME OF CONCENTRATION
NOMOGRAPH
FOR INITIAL SUBAREA
Figure D-I
9.0
8.0
7.0
6.0
5.0
4.0
2.95 3.
•$D
Cr
0
2.0
N
W
Z 1,3
- 1.0
2 0.9
0.8
0.7
-J 0.6
4
Z 0.5
Q
0: 0.4
0.3
0.2
0.1
2 3 4 5 6 7 8 9 10 20 • 30 40
STORM DURATION (MINUTES)
DESIGN STORM FREQUENCY= fig. 0 YEARS
ONE HOUR POINT RAINFALL= 430 INCHES
LOG -LOG SLOPE = GCS
PROJECT LOCATION='WALt'JU1
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
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INTENSITY - DURATION
CURVES
CALCULATION SHEET
D-8
FIGURE D- 3
TR96563 Catch Basin Connector Pipe
Worksheet for Circular Channel
Project Description
Worksheet CS Connector f
Flow Element Circular Channc
Method Manning's Fonr
Solve For Full Flow Caper
Input Data
Mannings Coet a 0.013
Channel Slope .010000 ftif
Diameter 24.0 in
Results
Depth 200 It
Discharge 22.62 cis
Flow Area 3.1 IF
Wetted Perene 628 ft
Top Width 0.00 ft
Critical Depth 169 It
Percent Full 100.0 %
Critical Slope 009461 ft/ft
Velocity 720 Vs
Velocity Head 0.81 ft
Specific Energ; 2.81 it
Froude Numbe 0.00
Maximum Disc 24.33 cis
Di ch. ye Full 22.62 cfs
Slope Full 010000 'fait
Flow Type WA
Title: TR16563 Project Engineer. CTKInc.
c:t...W16563-eb millerltr't8563 hydraufics.im2 Academic Edition FlowMaster v7.0 [7.00051
02/27/04 08:09:35 AM O Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
TR16563 - Storm Drain
Worksheet for Circular Channel
Project Description
Worksheet Storm Drain
Flow Element Circular ChannE
Method Mannmg's Four
Solve For Full Flow Capac
Input Data
Manninga Coeffcfi 0.013
Channel Slope 4005000 tt/ft
Diameter 36.0 in
Results
Depth 3.00 tt
Discharge 47.16 cfs
Flow Area 7.1 it'
Wetted Perim 9.42 it
Top Width 0.00 ft
Ceti Depth 2.24 it
Percent Full 100.0 %
Critical Slope 006097 11/ft
Velocity 6.67 Ws
Velocity Head 0.69 It
Speciflfnerg• 3.69 ft
Froude Numbe 0:00
Maximum Disc 5073 cis
Discharge Full , 47.16 cfs
Slope Full 005000 Rflt
Flow Type -N/A
Title: 1R16563
c:1...{tr16563-eb millerir16863 hydraufics:fm2
02/27/04 08:17:42 AM Haestad Methods, Inc.
Project Engineer: CTK inc.
FlowMaster v7.0 [7.00051
3713rookside Road " Waterbury. CT 06708USA +1-203-755-1666 Page4:of 1
Academic Edition
TR16563 Detention Basin Emergency Spillway
Worksheet for Trapezoidal Channel
Project Description
Wafcsheet .'Spillway
Flow Bement Trapezoidal Cha
Method Marching's Formi
Solve For Discharge
Input Daia
-Mannings Coeffic 0:013
Channel Slope 005000 'ft/ f
Depth 100 it
Left Side 'Slope 1.00 H:V
Right Side Slope 1.00 H V
Bottom Width 6.00 'fk
Discharge 48.47 ;.cis
Flow Area . 70 ft2
Wetted Perimi 8.83 it
Top iMdth :: 8.00 1t
critical Depth 118 1t
Critical Slope 0.002841 I i t
Veloc Ity : 622 'ttls
Velocity Head 0.75 It
S.pecfic Enerc 1.75 It
Froude Numb .. 120
Flow Type Supercritical
The: R16563
c;L trl6563-eb raillerltrl 6563 hydraulics im2
03/07/04 05:38:25:PM 6r Haestad Methods, inc
Project Engineer; CMG Inc.
Academic Edition FlowNtaster v7.0.1700051
37 Brookside Road Waterbury, CT 067081USA +1-203-755-1566 Page 1 of 1
STREET FLOW CARRYING CAPACITIES:
8" CURB - STREET "A"
A = 5.65sf
S = 0.005; S'�2 = 0.07
R = A = 5.65 = 0.26; R2/' = 0.41
WP 21.50
VA = 1.416 x 0.41 x 0.07 = 3.69 x 5.65 = 20.87 cfs
.011
Total for Street @ 0.5% = 2 x 20.87 = 41.74 cfs
8" CURB - STREET "E": Slope varies from 0.86%, 2.10%, 4.67%
A=5.65sf
S = 0.0086; SY2 = 0.093
R = A = 5.65 = 0.26; R% = 0.41
WP 21.50
VA = 1.416 x 0.41 x 0.093 = 4.91 x 5.65 = 27.73 cfs
.011
Total for Street @ 0.86% = 2 x 27.73 = 51.46 cfs
A = 5.65 sf
S = 0.21; SY2=0.31
R = A = 5.65 = 0.26; R31' = 0.41
WP 21.50
VA= 1.416x0.41 x0.31 = 16.36x5.65=92.44cfs
.011
Total for Street @ 2.10% = 2 x 92.44 = 184.88 cfs
A = 5.65 sf
S = 0.467; Spa = 0.60
R = A = 5.65 = 0.26; R% = 0.41
WP 21.50
VA= 1.416x0:41 x 0.60 = 31.67 x 5.65 = 178.94 cfs
.011
Total for Street @ 4.67% = 2 x 178.94 = 357.88 cfs
8" CURB - STREET "C"
A = 5.65sf
S = 0.006; SY2 = 0.08
R = A = 5.65 = 0.26; RR' = 0.41
WP 21.50
VA= 1.416x0.41 x0.08 = 4.22x5.65=23.85cfs
.011
Total for Street @ 0.6% = 2 x 23.85 = 47.70 cfs
6" CURB - STREET "B" and "D"
A = 3.78 sf
S = 0.005; S'A = 0.07
R = A = 3.78 = 0.193; RR' = 0.33
WP 21.50
VA = 1.416 x 0.33 x 0.07 = 4.22 x 3.78 = 11.24 cfs
.011
Total for Street @ 0.5% = 2 x,,11.24 = 22.48 cfs
STREET CR❑SS SECTI❑NS
T❑ COMPUTE AREA F❑R
WATER CARRYING CAPACITY
20'
8" CURB
AREA=5,65 s,f,
18'
6' CURB
AREA=3,78 s,f,
1
l:
CJ1
co
C.:. NO.
�W=7, ✓==4.,800,, ,T-t4
J LATERALA-1 L= _ 1
tt { room. \37.7Q OUT IN ✓
RCP 36'
37.10 OUT I
��o
O
LOT T' (LS)
44)
N
10.
CYPRESS AVE.
4
44'LF
STA 2+91.05 C.B. NO. 2
W=14 V
1
37.50 IN
37.45 OU
' L=21
V
UC7URE D1=24; D2= 36' ►Nv
INV
INTERSEC71ON
3+18.24
4304RIM (PMH#1)
INTERSECTION
3+18.25 LATERAL A-3
RCP 36 - 37.40 IN INV
L =70' 3Z10 OUT INV
4+9612 —
17+88.24 - CYPRESS AVE