HomeMy WebLinkAboutCitrus Ave Master Storm Drain Vol 2 •
SIERRA ENGINEERING
CIVIL ENGINEERS
LAND SURVEYORS
LAND PLANNERS
DRAINAGE STUDY A DR (11 PR( )p( 1 2000, INC
FOR
CITRUS AVENUE MASTER STORM DRAIN
+ +
— VOLUME 2 —
+ +
ON CITRUS AVENUE
BETWEEN WEST FONTANA CHANNEL
AND FOOTHILL BOULEVARD
,.. CITY OF FONTANA
CIVIL SAN BERNARDINO COUNTY
; c 4.0 4 d :t )
S R .,..aaav>m i* J.N. 90 -065
DATE : 5 -01 -91
,..s.„
' , CAS.V� -
KENNE ' ..':^ RS
i RCE 33820
25864 I3USINFSS CENTER DRIVE, SUITE F
REDLANDS, CA 92374
(714) 799 -8080 • FAX (714) 799 -£3070
1
I
TABLE - OF - CONTENTS
VOLUME 2
PAGES
-- - - - - --
- - - --
.w
8.
CATCH BASINS DESIGN
236 -
363
lir
9.
CITRUS AVENUE MAIN LINE WATER SURFACE PROFILE
364 -
377
10.
WATER SURFACE PROFILE FROM DETENTION BASIN
378 -
389
INLET AND UPSTREAM MAIN STORM DRAIN.
11.
WATER SURFACE PROFILE FROM WEST FONTANA CHANNEL
390 -
398
UP TO DETENTION BASIN OUTLET.
12.
DETENTION BASIN VOLUME AND OUTLET DESIGN
399 -
401
�
13.
MISCELLANEOUS.
402 -
14.
HYDROLOGY MAP ( ENCLOSED ).
im
�w
1 .
z
F-I
O
Cr
1,
Sierra Enaineerin
CIVIL EN GI N EERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
9�ZZ6
C.B. 1.10
OR CURB OPENING (Interception)
Given: (a) discharge Q� = z Q 4 CFS
err (b) street slope ft. /ft.
*� (c) curb type + Lj" LOCAL. pe(-',
(d) half street width = 3 ft.
40
Yli
Solution: y = 0.6 I ft.
Q/ L
.� L = L4-•34 (L for total)
(Interception)
Partial
Interception: Lp = Z8 ft.
Lp/ L = Zf31� . Z5 : (l.-b ( I
a/y = O•J� 0 62� 0 , 531
Qp /Q = 011
Qp
= 24.34 x U.Yj J = 2�•2� cfs (Intercepted)
A
QC = Z j�f - �0 _ �-1� cfs (Carryover)
Iii
4m
USE:
,ry (714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F REDLANDS, CALIFORNIA 92374
JOB
FREQUENCY 2
2 Y
YEAR
di B
BY
CAC' /�; n ✓r✓
Al
.�
Partial
Interception: Lp = Z8 ft.
Lp/ L = Zf31� . Z5 : (l.-b ( I
a/y = O•J� 0 62� 0 , 531
Qp /Q = 011
Qp
= 24.34 x U.Yj J = 2�•2� cfs (Intercepted)
A
QC = Z j�f - �0 _ �-1� cfs (Carryover)
Iii
4m
USE:
,ry (714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F REDLANDS, CALIFORNIA 92374
V,
vt
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** 16.30 CFS + 8.04 CFS CARRYOVER FROM CATCH BASIN # 3 * **
* ** CATCH BASIN # 1 * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .D13400 (Ft. /Ft.) = 1.3400
Given Flow Rate = 24.34 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) = .0134
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
Distance From Crown to Crossfall Grade Break
(Ft.) _
Slope from Gutter to Grade Break (Ft. /Ft.) =
.040
Slope from Grade Break to Crown (Ft. /Ft.) =
.020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to' property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) =
.020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .621 (Ft.)
Average Velocity = 4.97 (Ft. /Sec.)
24.00
�., Streetflow Hydraulics :
Halfstreet Flow Width(Ft.) = 20.54
im Flow Velocity(Ft. /Sec.) = 4.71
Depth *Velocity = 2.92
Calculated flow rate of total street channel =
1 to in utter = 5.28 (CFS)
J
24.34 (CFS)
F ow ra g
Velocity of flow in gutter and sidewalk area = 6.219 (Ft. /Sec.)
Average velocity of total street channel = 4.973 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
Subchannel Critical Dept
h
CRITICAL FLOW CALCULATIONS
' Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
•� Froude Number Calculated
FOR CHANNEL NO. 1:
Top Width(Ft.) = 11.09
Velocity(Ft. /Sec.) = 2.485
Area(Sq. Ft.) = 2.12
1.000
above invert elevation =
FOR CHANNEL NO. 2:
Top Width(Ft.) = 24.72
Velocity(Ft. /Sec.) = 2.918
Area(Sq. Ft.) = 6.53
= 1.000
.858
Subchannel Critical Depth above invert elevation = .734
++++++++++++++++++++++++++++++++++++.....+++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
i�
rr
on
stir
..
aw
n `79
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS-SECTION PLOT
Depth of flow = .62 Feet = "W"
HALF - STREET FLOW CROSS SECTION
Critical depth for Channel No.1= .86 Feet , = "c"
F
7
61
0
Critical depth for Channel No.2=
.73 Feet _ "c"
X (Feet)
Y(Feet) Y- Axis ->
.0 .2 .5
----------------------------------- --------------------------6-------------
.91
X
.00
1.00
•89
X
2.00
.87
X
3.00
.85
X
4.00
.83
Xc
5.00
.81
X
c
6.00
.79
X
c
7.00
.77
X
c
8.00
.75
X
c
9.00
.73
X
c
10.00
.71
X
c
11.00
.69
X
c
12.00
.67
X
c
13.00
.07
X
W
c
14.00
.13
X
W
c
15.00
.17
X
W
c
16.00
.21
X
W
c
17.00
.25
X
W
c
18.00
.29
X
W
c
19.00
.33
X
W
c
20.00
.37
X
W
c
21.00
.39
X
W
c
22.00
.41
X
W
c
23.00
.43
X
W
c
24.00
.45
X
W
c
25.00
.47
X W
c
26.00
.49
X W
c
27.00
.51
X W
c
28.00
.53
X W
c
29.00
.55
X W
c
30.00
.57
X W
c
31.00
.59
XW
c
32.00
.61
XW
c
33.00
.63
X
c
34.00
.65
X
c
35.00
.67
X
c
36.00
.69
X c
37.00
.71
Xc
38.00
.73
X
X
39.00
.75
X
40.00
.77
X
41.00
.79
X
42.00
.81
X
43.00
.83
X
44.00
.85
+ + + + +
+ + + + + + + + + +
+ + + + +
+ + + + + + + + + ++
++++++++++++++++++++++++++++++++++++++++++++
2 3�_ a
Sierra Engineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
SUBJECT BY DATE JOB NO. SHEET OF
C ATc. 14 e,AS I1J ,c1JALYS IS
o.s'
/iv
1,234. z 37.4
1-141L /ESL FL
0 N L l 'H " MUST BE - 1.2 v2 /2 + srL
�• Fob >i�FLq� / 5•
SToRM DRAIN 14L
FL
z.
4.03
F.L.
FL.
STA / +34.C°
cg / V = Q /a = � FPS
T/C /2 3 4 4 V 1.2 V2/25 = 7
H6L /2,34 99 5FL - - - -(Q /K) (" ) = (9 FT
AVAIL4'LE 14= -(c.F +FB) = ? 1ZEQ'D. H oK N14
Q 22 CFS K.
KCP d' LF OF_ 4 '' CF +FP' i 1.2 V +c1 = FT
A` �. iii? SF USE 4-5 DEPTH
f f6�/ _ /,? 3//. 3 f o . s / - /7 - 7 / — _ ! /4/
J3 /y t _ /?�01/
Y6(/.7(
_ /,234.// _ G,73 70,E a
(714) 799 -8080 • FAX• (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
DEPTH OF FLOW - y - FEET
. 01 cz .0 3 .04 .05 .CG .vu .10 .2 .3 4 .5 .6 - .0 10
+ -- -- —,- i I- - -
(a) DISCHARGE PER FOOT OF
LENGTH OF CURB OPENING 1-� . ,� - .s
INLET 51 t ='HEN INTERCEPTING _ / %� 14
— •-x-100 % OF GUTTER FLOW
7 .IO �..
00
.06
.04
to
to
rr I.o r
-I — - - - an
fi
4 - -- -f�� -
PARTIAL INTER. �� 4
' RATIO. t I — - -._ _. i �
CEPTION _.1 _ ;i�j� .3 Q .
• FOR INLETS OF'
LENGTH. LESS 0,� ! :z
THAN L
I .
~ .05 .06 .0e .I0 2 S .6
L :
TABLE''. M
BUREAU O F PUBIC R . CAPACITY OF CURB OPENING INLETS
DIVISION Two WA SH., D. C. —314- 'ON CONTINUOUS . GRADE
Sierra E►l
EIVIL ENGINEERS • LAND 5URVEYDRS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
JOB gQC)V j
FREQUENCY ZS YEAR
BY J M
-
C.B. tlO. 2 /3bl C�d
CURB OPENING (Interception)
Given: (a) discharge Q _ ��•qb CFS
(b) street slope = 0 ft. /ft.
(c) curb type ( g" 0, j F -t 4" to( De C.
(d) half street width = 3 2 ft.
_
Solution: y ft.
-
Q/L = o -A s
L = �1 •�� / 0-4 0S = 2S.7 L . (L for total) .
—
(Interception)
Partial
_
Interception: Lp = Z6 ft.
Lp/ L =
a/y =
Qp /Q =
Qp = x = cfs (Intercepted)
Qc = - = cfs (Carryover)
■
USE: C ► w 2� •U /
(714) 799.8080 FAX: (714) 799.8070
-
25864 BUSINESS CENTER DRIVE. SUITE F • REDLANDS, CALIFORNIA 92374
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** CATCH BASIN # 2 * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .013400 (Ft. /Ft.) = 1.3400 %
Given Flow Rate = 11.96 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) = .0134
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
Distance From Crown to Crossfall Grade Break (Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .040
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) = 12.00
Slope from curb to property line (Ft. /Ft.) = .020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk = .013
Depth of flow = .499 (Ft.)
Average Velocity = 4.31 (Ft. /Sec.)
Streetflow Hydraulics :
Halfstreet Flow Width(Ft.) = 14.47
Flow Velocity(Ft. /Sec.) = 3.94
Depth *Velocity = 1.97
Calculated flow rate of total street channel = 11.96 (CFS)
Flow rate in gutter = 3.67 (CFS)
Velocity of flow in gutter and sidewalk area = 5.507 (Ft. /Sec.)
Average velocity of total street channel = 4.314 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 7.57
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.501
Subchannel Critical Flow Area(Sq. Ft.) = 1.47
Froude Number Calculated = 1.001
Subchannel Critical Depth above invert eleyation = .788
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
Subchannel Critical Flow Top Width(Ft.) = 16.99
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.504
Subchannel Critical Flow Area(Sq. Ft.) = 3.31
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = .580
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
e
on
r.
a"
im
MR
in
A.
yr
mm
rr
h
Depth of flow = .50 Feet ,= "W"
HALF - STREET FLOW CROSS SECTION
Critical depth for Channel No.1= .79 Feet , = "c"
Critical depth for Channel No.2=
.58
Feet , _ "c"
X (Feet) Y(Feet) Y- Axis ->
.0
.2
.5
---------------------------------------
.00 .91
X
1.00 .89
X
2.00 .87
X
3.00 .85
X
4.00 .83
X
5.00' .81
X
6.00 .79
X
7.00 .77
Xc
8.00 .75
X c
9.00 .73
X c
10.00 .71
X c
11.00 .69
X
c
12.00 .67
X
c
13.00 .07
X
W
c
14.00 .13
X
W c
15.00 .17
X
W c
16.00 .21
X
W c
17.00 .25
X
W c
18.00 .29
X
W c
19.00 .33
X
W c
20.00 .37
X
W c
21.00 .39
X
W c
22.00 .41
X
W c
23.00 .43
X
W c
24.00 .45
X
W c
25.00 .47
X W c
26.00 .49
XW c
27.00 .51
X c
28.00 .53
X c
29.00 .55
Xc
30.00 .57
X
31.00 .59
X
32.00 .61
X
33.00 .63
X
34.00 .65
X
35.00 .67
X
36.00 .69
X
37.00 .71
X
38.00 .73
X
39.00 .75
X
40.00 .77
X
41.00 .79
X
42.00 .81
X
43.00 .83
X
44.00 .85
X
++++++++++++++++++++++++++++++++++++++++++++
+ + + + +
+ + + + + + + + + +
+ + + + + + + + + +
+ + + + ++
y 1-
sierra Engineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
all
IN
r.
DIVISION OF PROJECT 2000, INC.
SUBJECT BY DATE JOB NO. SHEET OF
C ATC N SAS 11J �i�ALY515
/ -
Ing
96L N" MUST BE > I.Z "2 /g + SFL
P-(;- Fog
';..... , STor-M DRAIN Nc��
z 37 2l� d: ,Zy•� � .�
FIL s,
a Z
I
F L.
F-L.
5TA /y��� so Gl�lEtQl
CF,
T,/G
H4L
AVAILABLE 4= -(CF +FB) =
Q: // fal CFS
RCP A- — 9 2 - L 0F ,9
A= 3-/4)- SF
V= Q/A = 3.X31 FP5
V *, /29 = 0. 1.2 V 2 /29
FT
CF +F$ +1.2 V 2 123 +J FT
QSF- 1// It v" DEPT}
/ — /GL = /� +0 .05 = /237 S5 z
J�'�/� o9�P� - /.1 /} o. a �i - /.z 3 � 5/ - p. �' 3 � o � S - • o. k
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F REDLANDS, CALIFORNIA 92374
DEPTH OF FLOW -y - FEET
-1 nA nl!. or. if,-, 10 .2 .3 4 .5 A - .0 IQ
A.
iYIY
G
4
Q
.10
.00
.06
.05
.o4
.oz
.01 1 .
fn
. .4
.3
.
OS .06 . r
.08 .10
TABLE:.: M
27 - BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO " WASII., D. C. 3 ON CONTINUOUS.. GRADE
cl/y -1
747'
PARTIAL INTER,.
CEPTION RATIO.
FOR INLETS OF-*.:
LENGTH. LESS
L-
L
THAN
T
. .4
.3
.
OS .06 . r
.08 .10
TABLE:.: M
27 - BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO " WASII., D. C. 3 ON CONTINUOUS.. GRADE
cl/y -1
747'
L
T
LLLI
JJ
r a*
. .4
.3
.
OS .06 . r
.08 .10
TABLE:.: M
27 - BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO " WASII., D. C. 3 ON CONTINUOUS.. GRADE
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CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
irk
iirilC
F
Yd
0.
rw
/35 ,1
C/
/ ,4 4 9,41Z)016 /C
Z6. t 6 ,64 33.4
Given: (a) discharge Q_Z_S = 33.48 CFS
(b) street slope = D.0tI Z ft. /ft.
(c) curb type � C- F, L O(A( - pP'( -).
(d) half street width = J Z ft.
Solution: y = ft.
Q/L = a.68
L = x.48 / o.6e
Partial
Interception: Lp = 2 ft.
Lp /L = 2U 69
a/y = 0,33/0114 =04
(L for total)
(Interception)
Qp /Q = 0.1
QP = 3; Ab x 0- - I� = 25. UILj cfs (Intercepted)
Qc = 33, 8 - 25 ,44 = ,p cfs (Carryover) - T - o C -6.* 1
USE: ZB.0
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F • REDLANDS, CALIFORNIA 92374
1l?
DIVISION OF PROJECT 2000, INC.
JOB
FREQUENCY Z S YEAR
BY
C.B. NO. 3
CURB OPENING (Interception)
irk
iirilC
F
Yd
0.
rw
/35 ,1
C/
/ ,4 4 9,41Z)016 /C
Z6. t 6 ,64 33.4
Given: (a) discharge Q_Z_S = 33.48 CFS
(b) street slope = D.0tI Z ft. /ft.
(c) curb type � C- F, L O(A( - pP'( -).
(d) half street width = J Z ft.
Solution: y = ft.
Q/L = a.68
L = x.48 / o.6e
Partial
Interception: Lp = 2 ft.
Lp /L = 2U 69
a/y = 0,33/0114 =04
(L for total)
(Interception)
Qp /Q = 0.1
QP = 3; Ab x 0- - I� = 25. UILj cfs (Intercepted)
Qc = 33, 8 - 25 ,44 = ,p cfs (Carryover) - T - o C -6.* 1
USE: ZB.0
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F • REDLANDS, CALIFORNIA 92374
1l?
* * * * * * * * * * * * * * * * * * * * * * * * * * * * **
************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** 26.84 CFS + 6.64 CFS CARRYOVER FROM CATCH BASIN # 4 * **
* ** CATCH BASIN # 3 * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .011200 (Ft. /Ft.) = 1.1200
Given Flow Rate = 33.48 Cubic Feet /Second
rr
SIR
'
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) _ .0112
w
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) _
.040
Slope from Grade Break to Crown (Ft. /Ft.) _
.020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) _
.020
Gutter width (Ft.) = 1.500
= 1.320
iW
Gutter hike from flowline (In.)
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .714 (Ft.)
Average Velocity = 4.73 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 2.368 (Ft.)
"" Streetflow Hydraulics
tiff Halfstreet Flow Width(Ft.) = 25.20
Flow Velocity(Ft. /Sec.) = 4.86
Depth *Velocity = 3.47
Calculated flow rate of total street channel = 33.48 (CFS)
Flow rate in gutter = 4.11 (CFS)
Velocity of flow in gutter and sidewalk area = 3.937 (Ft. /Sec.)
Average velocity of total street channel = 4.725 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 8.77
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.473
Subchannel Critical Flow Area(Sq. Ft.) = 1.66
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = .812
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
3
K �C�
Subchannel Critical Flow Top Width(Ft.) = 29.75
Subchannel Critical Flow Velocity(Ft. /Sec.) = 3.167
+I Subchannel Critical Flow Area(Sq. Ft.) = 9.27
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = .835
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
--------------------------------------------------------------------- - - - - --
r
..
im
..
We
aft
of
rr
V
PI
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * *
* * * * *
* * * * * * * * * * **
Depth
flow = Feet "W"
of
.71 ,_
HALF - STREET FLOW CROSS SECTION
Critical
depth for Channel No.1= .81 Feet _ "c"
Critical
depth for Channel No.2= .83 Feet _ "c"
X (Feet)
Y(Feet) Y- Axis -> .0 .2 .5
.6
.9
+�
---------------------------------------------------------------------------
.00
.91
x
1.00
.89
x
2.00
.87
x
3.00
.85
X
0
4.00
.83
X
5.00
.81
X
6.00
.79
XC
11�
7.00
.77
X
C
8.00
.75
X
c
+�*
9.00
.73
X
c
10.00
.71
W
c
11.00
.69
XW
c
12.00
.67
X W
c
13.00
.07 X
W
c
14.00
.13 X
W
c
15.00
.17 X
W
c
16.00
.21 X
W
c
17.00
.25 X
W
c
18.00
.29 X
W
c
•,
19.00
.33 X
W
c
20.00
.37 X
W
c
21.00
.39 X
W
c
22.00
.41 X
W
c
23.00
.43 X
W
c
24.00
.45 X
W
c
25.00
.47 X
W
c
26.00
.49 X
W
c
27.00
. 51 X
W
c
28.00
.53 X
W
c
29.00
30.00
.55 X
.57 X
W
W
c
c
31.00
.59 X
W
C
32.00
.61 X
W
c
33.00
.63 X
W
c
34.00
.65 X
W
c
35.00
.67
X W
c
36.00
.69
XW
c
37.00
.71
W
c
38.00
.73
X
c
39.00
40.00
.75
.77
X
X
c
c
41.00
.79
X c
42.00
.81
Xc
43.00
.83
X
44.00
.85
X
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + +
+ + + + +
+ + + + + + + + + + ++
zsz
Sierra En
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
FO) BY DATE lOB NO. SHEET OF
BASI AN
/,7 "q
FL
0 d NyL "H" MUST BE > I.Z v2 /2g + SF
b
l l
1
OR
w
om
1 m
I�
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J I
3 7
o 4?41
i
o• X.
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F REDLANDS, CALIFORNIA 92374
DEPTH OF FLOW-y - FEET 0 �P
.01 cz .03 .04 .05 011 .06 .10 .2 .3 4 .5 G - a in
0 _61f
.6
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Q
L
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Q.
.05 .06 .06 .6 , to
" �: TABLE..: M
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO •. WASIL. D. C. —31s— - ON CONTINUOUS GRADE
.01
0
Q.
.05 .06 .06 .6 , to
" �: TABLE..: M
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO •. WASIL. D. C. —31s— - ON CONTINUOUS GRADE
PARTIAL I N T E R?
CEPTION RATIO.
FOR INLETS OF:
LENGTH. LESS
JHAN L -
7 oil
0
Q.
.05 .06 .06 .6 , to
" �: TABLE..: M
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO •. WASIL. D. C. —31s— - ON CONTINUOUS GRADE
cl/y
7 oil
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t I
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" �: TABLE..: M
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO •. WASIL. D. C. —31s— - ON CONTINUOUS GRADE
it
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Sierra Engineering
EIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
JOB (
FREQUENCY YEAR
BY IX
C.B. NO.
CURB OPENING (Interception) f--
Given: (a) discharge Q ZS CFS
(b) street slope = 0 ft./ft.
(c) curb type E3 -,Lj�OCAL
(d) half street width = SL ft.
Solution: y = 0.61 ft.
Q/L = 0-58
L = 2W 6 ' (L for tota
(Interception)
Partial 7- ft.
Interception: Lp =
Lp/L 0- 0. 587
a/y 0•,5 -
QP/Q =
Q p = �x x C cfs (Intercepted)
Q = cfs (Carryover)
USE: Z 41
(714) 799-8080
FAX: (714) 799-8070
25864 BUSINESS
CENTER DRIVE,
SUITE F • REDLANDS, CALIFORNIA 92374
J
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET'CAPACITY * * * * **
* ** CATCH BASIN 1 4 * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .019400 (Ft. /Ft.) = 1.9400
Given Flow Rate = 27.68 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) _ .0194
12.49
Mannings "n" value for street = .015
2.516
Curb Height (In.) = 8.
2.45
Street Halfwidth (Ft'.) = 32.00
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) _
.040
Slope from Grade Break to Crown (Ft. /Ft.) _
.020
Number of Halfstreets Carrying Runoff = 1
Area(Sq. Ft.) =
Distance from curb to property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) _
.020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .610 (Ft.)
Average Velocity = 5.91 (Ft. /Sec.)
Streetflow Hydraulics :
Halfstreet Flow Width(Ft.) = 20.01
Flow Velocity(Ft. /Sec.) = 5.59
Depth *Velocity = 3.41
Calculated flow rate of total street channel = 27.68 (CFS)
Flow rate in gutter = 6.18 (CFS)
Velocity of flow in gutter and sidewalk area = 7.415 (Ft. /Sec.)
Average velocity of total street channel = 5.912 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
Subchannel Critical Dept
h
J
J
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
Subchannel Critical Dept
h
FOR CHANNEL NO. 1:
Top Width(Ft.) =
12.49
Velocity(Ft. /Sec.) =
2.516
Area(Sq. Ft.) =
2.45
= 1.000
above invert elevation—
FOR CHANNEL NO. 2:
Top Width(Ft.) =
26.04
Velocity(Ft. /Sec.) =
2.986
Area(Sq. Ft.) =
7.20
= 1.001
above invert elevation =
° S7
. .
.886
RM-1I
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL
CROSS - SECTION
PLOT * * * * * * * * * * * * * * * * *
* * * * * **
flow = Feet
"W"
Depth of
.61 ,_
HALF
- STREET FLOW CROSS
SECTION
Critical
depth for Channel No.1=
.89 Feet
, _ "c"
Critical
depth for Channel No.2=
.76 Feet
, _ "c"
X (Feet)
Y(Feet) Y- Axis ->
.0 .2
.5
.6
.9
.00
91
X
1.00
.89
2.00
3.00
.87
.85
Xc
X c
4.00
.83
X
c
5.00
.81
X
c
6.00
.79
X
c
7.00
.77
X
c
8.00
.75
X
c
9.00
.73
X
c
10.00
.71
X
c
11.00
.69
X
c
12.00
.67
X
c
13.00
.07
X
W
c
14.00
.13
X
W
c
15.00
.17
X
W
c
16.00
.21
X
W
c
i
17.00
.25
X
W
c
18.00
.29
X
W
c
19.00
.33
X
W
c
20.00
.37
X W
c
21.00
.39
X W
c
22.00
.41
X W
c
23.00
.43
X W
c
24.00
.45
X W
c
25.00
.47
X W
c
26.00
.49
X W
c
27.00
.51
X W
c
28.00
.53
X W
c
29.00
30.00
.55
.57
X W
XW
c
c
31.00
.59
W
c
32.00
.61
W
c
33.00
.63
X
c
34.00
.65
X c
35.00
.67
X c
36.00
.69
X c
37.00
.71
X c
38.00
.73
Xc
39.00
.75
X
40.00
.77
X
41.00
.79
X
42.00
.81
X
43.00
.83
X
44.00
.85
X
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + ++
�1
i�
(Y
Sierra Eng'neering
EIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
SUBJECT BY DATE T B NO. SHEET OF
CATC H s4si J W ILYS IS
T
os'
F�E.Bc��v
L
lal
FL
L•D /r
FL
144L "R" MUST BE > LZ " + 5
SToKM t>pwo NAL
d: 30-
5,
a35 /i !
F L.
5TA - 2 - - 5 7 5 a d 1A71
C B /2_
T,/G /2 70� 7 ",
H G L & k 3'l2
AVAILABLE 4= -(CF +Fg) =
G F5
LF of 9
V= QIA = FPS
V /2� = 0-2Y U. V "3
/Z9 = 0
5FL = (Q/K) (° �� � «z4 = o / FT
KEa'D. H oK N4
CF +Fg + 1.2 V + FT
QSE ' t v" DEPTt
sod/' %J = /�?4 / f a•s - ����
(714) 799.8080 • FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F REDLANDS. CALIFORNIA 92374
DEPTH OF FLOW - y - FEET
.01 Cz .0 3 .04 .05 .OG .Vv .10 .2 .3 4 .5 .G 0 10
ow
Ct DISGHARGE PER FOOT OF ---i Ij 6 v .s�
LENGTH OF GURB OPEN114G /; %' - •s
— 1- V,ucN INTERCEPTING —__
-- -x-100 % OF GUTTER FLOW -
—( T_ 41 -1 �r1�- ' r - --� -; 04
1 I .03 k-
.oz
do ..
1.0 r
dill iy-�
+ - - -- �f �
PARTIAL INTER.7 - I 4
• RATIO.
CEPTION
FOR INLETS OF : tL
LENGTH. LESS
THAN L • . - ,- - � f I .
.05 .06 .09 .10 .2 3 4 S .6
' WL : TAB L. E
1 9 BURE OF PUBLIC ROADS • CAPACITY GURB OPENING INLETS
DIVISJOIJ Two WASH., D. C. -34- ON GONTI {JUOUS GRADE
Iii
Sierra En
MIN
CIVIL ENGINEERS • LAND SURVEY17RS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
JOB 9�a0
FREQUENCY Z5 YEAR
BY
C.B. ><ro . 0
CURB OPENING (Interception)
,�. Given: (a) discharge Q = _� CFS
d+ (b) street slope = 0'017 ft. /ft.
"^ (c) curb type
err
(d) half street width = ft.
W
Solution: y ft.
Q/L = 0 •W
L = cA 0-49 = Z3.bZ (L for total)
(Interception)
Partial
Interception: Lp = ft.
Lp/ L =
a/y = P
Qp /Q =
Qp = x = cfs (Intercepted)
QC = _ = cfs (Carryover)
USE: C :-2-4
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS. CALIFORNIA 92374
Z'
J
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** CATCH BASIN # 5 * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .017000 (Ft. /Ft.) = 1.7000 $
Given Flow Rate = 9.45 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Street Slope (Ft. /Ft.) = .0170
Critical
Flow
Mannings "n" value for street = .015
Subchannel
Curb Height (In.) = 8.
Flow
Velocity(Ft. /Sec.) = 2.547
Street Halfwidth (Ft.) = 32.00
Subchannel
Critical
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
,j
Slope from Gutter to Grade Break (Ft. /Ft.) =
.040
Slope from Grade Break to Crown (Ft. /Ft.) =
.020
..,
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) =
.020
Gutter width (Ft.) = 1.500
Critical
Flow
Gutter hike from flowline (In.) = 1.320
Subchannel
Mannings "n" value for gutter and sidewalk =
.013
Velocity(Ft. /Sec.) = 2.373
Depth of flow = .446 (Ft.)
Subchannel
Critical
Average Velocity = 4.58 (Ft. /Sec.)
Area(Sq. Ft.) = 2.55
Streetflow Hydraulics
= 1.000
,.�
Halfstreet Flow Width(Ft.) = 11.78
Critical
Depth above invert elevation = .532
Flow Velocity(Ft. /Sec.) = 4.09
Depth *Velocity = 1.82
9
Calculated flow rate of total street channel
= 9.45 (CFS)
Flow rate in gutter = 3.40 (CFS)
W
Velocity of flow in gutter and sidewalk area
= 5.795 (Ft. /Sec.)
Average velocity of total street channel =
4.575 (Ft. /Sec.)
no
STREET FLOW CROSS
SECTION
NOTE: The following critical depth calculations
are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to
start of V- Gutter
Channel 2 - STREET, outside edge of gutter
to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel
Critical
Flow
Top Width(Ft.) = 6.62
Subchannel
Critical
Flow
Velocity(Ft. /Sec.) = 2.547
Subchannel
Critical
Flow
Area(Sq. Ft.) = 1.33
Froude Number Calculated
= 1.000
Subchannel
Critical
Depth above invert elevation = .769
CRITICAL FLOW CALCULATIONS
FOR CHANNEL NO. 2:
Subchannel
Critical
Flow
Top Width(Ft.) = 14.59
Subchannel
Critical
Flow
Velocity(Ft. /Sec.) = 2.373
Subchannel
Critical
Flow
Area(Sq. Ft.) = 2.55
Froude Number Calculated
= 1.000
Subchannel
Critical
Depth above invert elevation = .532
9
r'
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
Depth of flow = .45 Feet = "W"
go HALF - STREET FLOW CROSS SECTION
Critical depth for Channel No.1= .77 Feet , _ "c"
Critical depth for Channel No.2=
.53
Feet , _ "c"
X (Feet) Y(Feet) Y- Axis ->
.0
.2
.5 .6 .9
91
x
1.00 .89
2.00 .87
X
3.00 .85
X
4.00 .83
X
5.00 .81
X
6.00 .79
X
7.00 .77
X
8.00 .75
XC
.. 9.00 .73
XC
10.00 .71
X c
11.00 .69
X c
12.00 .67
X c
13.00 .07
X
W
c
+� 14.00 .13
X
W
c
15.00 .17
X
W
C
"* 16.00 .21
X
W
c
17.00 .25
X W
c
18.00 .29
X W
c
19.00 .33
X W
c
20.00 .37
X W
C
21.00 .39
X W
C
22.00 .41
XW
c
23.00 .43
XW
c
rri 24.00 .45
X
c
25.00 .47
X C
�+ 26.00 .49
X c
27.00 .51
XC
28.00 .53
X
29.00 .55
X
30.00 .57
X
31.00 .59
X
32.00 .61
X
33.00 .63
X
34.00 .65
X
35.00 .67
X
36.00 .69
X
37.00 .71
X
38.00 .73
X
39.00 .75
X
40.00 .77
X
41.00 .79
X
42.00 .81
X
43.00 .83
X
44.00 .85
X
++++++++++++++++++++++++++++++++++++++++++++
+ + + + +
+ + + + + + + + + + + + + + + + + + + +
+ + + + ++
G� P
Sierra Eimineering
EIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
"o DIVISION OF PROJECT 2000, INC.
SUBJECT _ _ _ , _ , , i , �� , BY DATE JOB NO. SHEET OF
A
W
W
INN
i�
oft
IN
t'
a
a
9
STA
C5 5
H4L �•9�
AVAIL4BLE 14= - (( - F +Fg) =
G?- - S' GF5
RLP 3f 3 L O F 94
V= QIA = 3 01 FP5
V = o i 1.2 V /2g = o• / �
5FL =(o/K)ZLs ( sl 39 3s - Ooh FT
H oK N4
K= x,26.2
CF +F$ +1.2V +J FT
u5F- 4 'tv" bEP ?tl
/wz/�o9e/� =
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
l .
DEPTH OF FLOW - - FEET . N
1 nx nn n; or. i,3 .10 .2 .S 4 .5 .6 - .0 10
.0
Ilri
�w
irr
ewe
�1
w
do
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0
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4 0:
3
.2
Q
L:
.0 0
.06
.0S '
.04
.03
.02
.01 f
Q.
L . TABLE' M
I BUREAU OF PUBLIC RO CAPACIT F CURB OPENING INLETS
DIVISION TWO .. WA SH., D.C. -3r'.- ' 0 CONTINUOUS_ GRADE
PARTIAL INTER-
GEPTION RATIO.
I
FOR INLETS OF-*.:
LENGTH. LESS
THAN L-
1
Q.
L . TABLE' M
I BUREAU OF PUBLIC RO CAPACIT F CURB OPENING INLETS
DIVISION TWO .. WA SH., D.C. -3r'.- ' 0 CONTINUOUS_ GRADE
- = - --
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Sierra Eimmeerm
EIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
JOB "1oo
FREQUENCY Z-5 YEAR
BY" 7-A
C.B. NO . 6
I 3g. I
�ppG
CURB OPENING
(Interception)
Given: (a)
discharge Q ZS =
S��
CFS
(b)
street slope = 0.013 c1
ft. /ft.
(c)
curb type
(d)
half street width
= 3Z
ft.
Solution: y =
0.3g3 ft.
Q/L
= 0-3S
L =
5•Sq / 035 =
�5.
(L for total)
(Interception)
Partial
Interception: Lp = _
Lp/ L =
a/y =
Ib -o ft.
Qp /Q
Qp = X =
Q =
cfs (Intercepted)
cfs (Carryover)
USE: C W =,O.O
(714) 799.8080 FAX: (714) 799.8070
251164 BUSINESS CENTER DRIVE, SUITE • REDLANDS, CALIFORNIA 92374
�� g
-
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** CATCH BASIN # 6 * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .013900 (Ft. /Ft.) = 1.3900
Given Flow Rate = 5.59 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) _ .0139
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) _
.040
Slope from Grade Break to Crown (Ft. /Ft.) _
.020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) _
.020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .383 (Ft.)
Average Velocity = 3.92 (Ft. /Sec.)
Street €low Hydraulics :
Halfstreet Flow Width(Ft.) = 8.66
Flow Velocity(Ft. /Sec.) = 3.47
Depth *Velocity = 1.33
Calculated flow rate of total street channel = 5.59 (CFS)
Flow rate in gutter = 2.35 (CFS)
wi Velocity of flow in gutter and sidewalk area = 4.768 (Ft. /Sec.)
Average velocity of total street channel = 3.916 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
h
0
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
Subchannel Critical Dept:
FOR CHANNEL NO. 1:
Top Width(Ft.) = 1.50
Velocity(Ft. /Sec.) = 3.695
Area(Sq. Ft.) _ .64
= 1.001
A above invert elevation =
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
Subchannel Critical Flow Top Width(Ft.) = 10.39
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.159
Subchannel Critical Flow Area(Sq. Ft.) = 1.50
Froude,Number Calculated = 1.001
Subchannel Critical Depth above invert elevation =
.479
.448
vll�
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
t
Depth of flow = .38 Feet = "W"
*+� HALF - STREET FLOW CROSS SECTION
Critical depth for Channel No.1= .48 Feet _ "c"
Critical depth for Channel No.2= .45 Feet , _ "c"
X (Feet) Y(Feet) Y- Axis ->
.0
.2
.5 .6 .9
-------------------------------------------------------------------
X
.91
1.00 .89
X
2.00 .87
X
3.00 .85
X
4.00 .83
X
5.00 .81
X
6.00 .79
X
di 7.00 .77
X
8.00 .75
X
9.00 .73
X
10.00 .71
X
11.00 .69
X
,.� 12.00 .67
X
13.00 .07
X
W
c
14.00 .13
X
W c
15.00 .17
X
W c
..
16.00 .21
X
W c
17.00 .25
X W c
18.00 .29
X W c
19.00 .33
X W c
20.00 .37
W c
21.00 .39
X c
22.00 .41
Xc
23.00 .43
Xc
24.00 .45
X
25.00 .47
X
26.00 .49
X
27.00 .51
X
28.00 .53
X
29.00 .55
X
30.00 .57
X
31.00 .59
X
32.00 .61
X
33.00 .63
X
34.00 .65
X
35.00 .67
X
36.00 .69
X
37.00 .71
X
38.00 .73
X
39.00 .75
X
40.00 .77
X
41.00 .79
X
42.00 .81
X
43.00 .83
X
44.00 .85
X
++++++++++++++++++++++++++++++++++++++++++++
+ + + + +
+ + + + + + + + + + + + + + + + + + + +
+ + + + ++
d
Sierra En gineering
CIVIL ENGINEERS • LAND SURVEYORS LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
os
SUBJECT BY DATE JOB NO. SHEET OF
C ATG N �,A►S 11J 1�tJALY515
i.F s .i7
b
FL
r„ MUST BE > I.Z v /Z + S
STOKM DIzAIN 9AL
d: 24
�• z
�= I
FL
8
om
ow
do
0
0
F
STA
j6 t IA7E. -11-1
/A SS •aa
H4L 1241,
AVAIUE. LE. 4= -((-F +FB) =
6 F
IzGP 33 7 $ LF OF 44
A: 3 /f 2 SF
V= QIa = F: R5
V 1.2 V /29 = ��
SFL = (Q1K ) L' (*�" /I�? ?G.�3 �16 = 027 FT
fzEQ'D. H oK N4
CF +Fg + 1.2 V +cl - FT
QSF V" DEPTH
1.25/17
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
----------
di
DEPTH OF FLOW -y - FEET
we
40
A
.6
Q
.10
.00
.06
.05
.04
.03
VIII
41
(b)
PARTIAL INTER-
CEPTION RATIO.
FOR INLETS OF
LENGTH. LESS
JHAN L-
:s:
.3 Q.
.05 .06 oe .10 2 3 4 .5 .6 .0
L
TABLE. M
BUREAU OF PUBLIC ROADS GAPACITY�,,OF CURB OPENING INLETS
DIVISION TWO WASH., D. 0, ON CONTINUOUS GRADE
cl /y
t
L
Ir
If
4- I
��.-
� --
--� -1-
I
:s:
.3 Q.
.05 .06 oe .10 2 3 4 .5 .6 .0
L
TABLE. M
BUREAU OF PUBLIC ROADS GAPACITY�,,OF CURB OPENING INLETS
DIVISION TWO WASH., D. 0, ON CONTINUOUS GRADE
OTVG
:)T Or
KX
IFACTORS
FOR CLOSED
CONDUITS FLOWIN
•
Where: di cl
"Iare _n 1-1.3
Manning's Formula ;
Q n
A R
sl:ce
z
AR 3
25
a
A area ccndu--'
K Q 1.486
0.0
for
pipe K 35.6259 d 3
y � r a�u I:i :� r ad S f c n d
S'
for
box K: 11 4. 307 7
1
0 Ks z
P
d= diameter -f D;nq
.7
2y
lleight of equ bo.,
s 4 9. z
.4 = ..Ldt',-, of ent b=
K)
00
2 .�
weted ne.L.
OTVG
:)T Or
KX
K
w
A
•
c. --
f ft.
25
1 .2 2 7
-;0
i3
1
105.0
.7
2y
2 - L05
_ 14
00
2 .�
U2
3 - I
k226.
.25
27
3.976
30
.co
.I
30
L. - 1 0
U11D. I
--
75
33
5.
52E.
3 . 00)
36
7.068
---.2rw--
-19
3.2
325. 3
50
Z,2
9.62
CC6
i5.
/C
11.064
1, 2C9
12 •66
1 -1 1 -36
.25
51
1 L. .36.
Z,D
57
1 r 2 '-
2
-, -2
0
c
D-'35
2 60
5
63
Z I . t' L 3
2 L6-1
.,0
c
23.7r-S
3 3 5 ;
2
3
- 2
23.
.L,
75
10.6-
20
33-33
—
3
7-- t,
t
CC
3/-
32.L35
2
4- _. 2s , :
LL '79
c t : It
-;3.
Z3.
7
7 1
3 .
::c.
V
'1973
Sierra En ineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
JOB �OoG S
FREQUENCY ZS YEAR
BY 7
C.B. NO. 7
CURB OPENING (Interception)
Given: (a) discharge Q ZS = \2 6Z CFS
(b) street slope ft. /ft.
(c) curb type
(d) half street width = 3L ft.
Solution: y = ft.
Q/ L = �
L = f> (L for total)
(Interception)
Partial
Interception: Lp = /Q ft.
Lp/ L = /O / /i9 s � = 0 2V
a / y = O.F3 ,
Qp /Q =
Qp = ,� G.2 x _ cfs ( Intercepted)
Qc = 6/1 2 - _ ./ cfs (Carryover)
USE: k/Y ' /V
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLArIDS, CALIFORNIA 92374
,n7�
Sierra E��glneer «�9
CIVIL ENGINEERS • LAND SURVE • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
SUBJECT CA V AS W 4 ALYSIS BY DATE JOB NO. SHEET OF
TC
F.eEE BOA,eO
i�z: e �;: iz53•�� ILSZ 2x5./7
N4��L FL
N4L �
MAST 8F. V {SFL
.• H Z( N.4. FoK flaK FLoW
FL S:
L .
1
1
0
I
I
I
an
I
i
ew
sTA 4-1a
c g#
H C- L 1261-13
AVAIUE5tF. I}= - (6 F 4 FF
Q= -5 CFS
FCF 5 `/ L
A= 3•/42 SF
FL.
V= a/a - F Ps
V = d 33
KEQ'D- u FY
CF4FI? +1.2' +d = FT
... USE ° s "V DF- ...: .
0. 1, ( 9
(714) 799.8080 0 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F ° REDLANDS CALIFORNIA 92374
Subchannel Critical Flow Area(Sq. Ft.) = 11.63
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = •792
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
M
AW
irr
IN
irr
ri
kl�
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
Depth of flow '= .87 Feet ,_ "W"
, HALF - STREET FLOW CROSS SECTION
ij Critical depth for Channel No.1= .81 Feet , _ "c"
"I
Critical
depth for Channel No.2
X (Feet)
Y(Feet) Y- Axis ->
------------------------------
.00
.91
1.00
.89
2.00
.87
3.00
.85
4.00
.83
5.00
.81
6.00
.79
7.00
.77
8.00
.75
9.00
.73
10.00
.71
11.00
.69
12.00
.67
13.00
.07
14.00
.12
15.00
.14
16.00
.16
'^
17.00
.18
18.00
.20
19.00
.22
20.00
. 2 4
21.00
.26
"m
22.00
.28
23.00
.30
24.00
.32
25.00
.34
26.00
.36
27.00
.38
28.00
.40
29.00
.42
30.00
.44
31.00
.46
32.00
.48
33.00
.50
34.00
.52
35.00
.54
36.00
.56
37.00
.58
38.00
.60
39.00
.62
40.00
.64
41.00
.66
42.00
.68
43.00
.70
44.00
.72
45.00
.74
46.00
.76
47.00
.78
48.00
.80
.79 Feet , _ "c"
.0 .2 .5 .6 .9
X
X
W
XW
X W
X W
Xc W
X c W
X c W
X c W
X c W
X c W
X c W
x c W
x c W
X c W
x c W
x c W
X c W
X c W
x c W
x c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
X c W
IX c W
X c W
Xc W
X W
X W
DEPTH OF FLOW - - FEET o�
C f r nt nn n or. fit", 10 2 .3 4 .S A 0 10
ilrr
iW
wee
iw
10 •
0
.S
.4 '
.3
.z
Q
L`
.10 ' ..
.06
.03 '
.04
.03
.02
,01 �
.3 Q.
A
PARTIAL INTER.-
CEPTION RATIO.
FOR INLETS OF
10
LENGTH. LESS
. THAN L
-I-
.3 Q.
A
IL
10
-I-
- A T /
I `t
1
/*
A° I
.1
.3 Q.
A
10
.0s .06 .08 .10 2
TABLE.. M
BUREAU OF PUBL R OADS CAPACITY F CURB OPENING INLETS
�
DIVISION Two . WASIL, D. c. ' CONTINUOUS., GR ADE
1
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Sierra En illeeri17
9 9
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
From Chart:
Q /ft. of opening = 5180
L required = LU• z� / 3.8 =
CFS
S. 33 ft.
' 8 v Jee /c S
Use: L /�
(714) 799.8080 FAX: (714) 799.8070
4111111 25864 BUSINESS CENTER DRIVE, SUITE- F • REDLANDS, CALIFORNIA 92374
+wi
JOB
pI l
+
FREQUENCY ZS
YEAR
BY
�, ��. n It
C.B.
NO. g
`�, g�} O.
w
STA.
?Z1¢17'
CURB
OPENING (SUMP)
�
Given:
/
(a)
discharge Q 2 S
= 2O Z y
CFS
MIN
(b)
curb type. 9 "( 1.
4- 11"
(c)
top of curb elev.= 6 -7,
w
(d)
flow line elev.
= 66'
(e)
high point elev.
�r1
Solution:
H (depth at opening)
inches
"
h (height of opening)
inches
,.,
+--- - - - - -+
W
H/h =
�.5� / /�• 5
= �/ 5
+--- - - - - -+
From Chart:
Q /ft. of opening = 5180
L required = LU• z� / 3.8 =
CFS
S. 33 ft.
' 8 v Jee /c S
Use: L /�
(714) 799.8080 FAX: (714) 799.8070
4111111 25864 BUSINESS CENTER DRIVE, SUITE- F • REDLANDS, CALIFORNIA 92374
JOB: 9G753‘5
FREQUENCY: /0 YEAR
BY: 7/9 •
SIERRA ENGINEERING
CIVIL ENGINEERS
LAND SURVEYORS
C.B. NO. LAND PLANNERS
A 11IVI'II)N f11 1111111CI IINMI
STA. 347
CURB OPENING (SUMP)
3
Given: (a) discharge Q / = CFS
(b) curb type.= " 2/' t4/' / /a - .9/. /7G/
(c top of curb elev.= 6 7 3/
(d) flow line elev.= 31
(e) high point elev.= ' 7.4/4, ?
Solution: H (depth at opening) _ /2 inches
h (height of opening) = 00 - - inches
+ +
H/h = /2 / /o -3 =
+ +
From Chart:
Q /ft. of opening = 3.4 CFS /FT
L required = 43 / 3•4- = i4.3 ft.
Use: = Z8
25864 BUSINESS CENTER DRIVE, SUITE F
REDLANDS, CA 92374
(714) 799 -8000 • FAX (714) 799 -8070
1 q
Sierra Enginee"ng
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
SUBIECT BASI XN,ALYSIS DATE JOB NO. SHEET OF
1 ,?6 / 3/
TG.
, Al
I,?.G.� � �,� 6G• 3 �
NyL /El�L FL
c F�yL "H,. MST BE > LZ V2 /Zs + SFL
H•4• Fog
'; .... STor-M bgAlo HAL
FL 5
et
N
+ir
F L-
'"�
FL
5TA 3�/ fo6 - 98
C5 " FPS
V * '/23 = o, s 1.2 V /29 = Z o 9
H4L 5FL - (6I1K) Z L - ( 3 71 = a✓S FT
AVAILABLE 4 -((-F +F5) 9F-db. H ov- N4
a= ,430 6F5 K=��
RCP 37/2 LF 0F� CF +Fg + I.Z V +c1 - FT
A; Zz;6X SF tlSE 5' ` v" bEP'ftl
116? = 1;6/ 7O I- r
soli i -
a 61 S
t/����f /261�•�/ tp•6�f - /,?�5 -
/&E''13v W x. 4 66' - 3/ - 1�65.
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F • REDLANDS, CALIFORNIA 92374
ii ' �'g 2,
i +
H: 16. - OF CRENING (h) IN FEET I
` O _ N r w A J �p zo O
N N W W i (n (T C� (o r
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P
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I
s
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0 o
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0
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[ .:. 1 ,-A t .,..j
' L - A 9 ,
JOB: �c�C
G5
41
FREQUENCY:
BOO
YEAR
nn
�l1
BY:
SIERRA ENGINEERING
qm
CIVIL ENGINEERS
LAND SURVEYORS
C.B.
q �J
N O . / /
LAND PLANNERS
A PA'NON Of I'RO11 1 20"I. WC
STA.
-f 11,6 _
CURB OPENING (SUMP)
Given:
(a)
discharge Q /00
= �o•� CFS
(b)
curb type. =
(c)
top of curb elev.=
e ,
(d)
flow line elev.=
(e)
high point elev.=
Solution:
I1
(depth at opening)
= inches
.�
h
(height of opening)
_ inches
wr
H/h
=
Ilrr
+--- - - - ---
From Chart:
Q /ft.
of opening =
3 '� CFS /FT
L required = 3 Z
3 " _ 6 ft.
Use:
251364 13USINESS CENTER DRIVE, SUITE F
REDLANDS, CA 92374
(714) 799 -8080 • FAX (714) 799 -8070
sierra JETngilneeri:ig
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
SUBJECT 1 BY DATE [308 NO. SHEET OF
cmt0 �,AS itd is,IJALYS IS
/2673
os c.
141. F /iC�, 36
N4L /E 4L / EL
h • r f NyL °N.. MUST BE > I.2. V1 /Z43 + EFL
• N.4. FoIz ikK••_FLO 47‘/. 70
`e -... • ' STORM DRAIN 114L
4°2 6
FL s, V_
P- I
4 : 13
‘ F.L.
F L.
ST 34471
.715 i lA e
Cg T/9 V: Q/ = 4 33 FPS
T/4 J267 v = d',29 1.2 V2/29 = O. 35
H6L /21/ 7d 5FL =(QfK) ( - e7/5' FT
AVAILABLE 14= -(CF +FB) - REQ'D. H oK r4 G
Q= . 2o•6 6F5 K= �•7
Iz 734 LF OF 34 ' CF +FR. + 1.2 V +cJ - FT
A' r/ e SF 115E 5 v V" DEPTH
f16 - /24/ 7o r- o• /s - // //5 4; F
1,5 1 -x'
S/7, /,70._S(' 4 3- /.? .4 530
//G(4/ , /26S ' 36 t � • 3 )-. : 4,V-5-.7/ _ •
/dg.3'- /,2657 / =o�GS 7o' -° °.K.
(714) 799430E10 • fAX (714) 79943070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
9I7
15:-;T OF CPC! G (1'i) IN
FEET
!
, I i
N W W l�
! i
ch vt L1
,
, '•
a
,
- N
!
-
-
HEIGPT 0 Pt-NI. (1,) IN
INCHES
n
OC
CI
'i
CrAR4°C1Ty PAR FOCT, OF LENG7ri OF OPENI�6
(Q/t) IN C.F.S.
?cR
F0 OT
r°
b b o b o -- i� w
c+ is o
N
w
cti m O
S
I
N �. I
;',,,�
t
I ,�
iii I
►il I .I
p
n N
1
H
AATIO OF Df- PT-H OF WATER AT OPF-NING TO HE16r-IT OF OPENING 0-Vh3 IN
F �.
i
�C
G
H�
I l '
I I
i
1 i
, I
•I
_
PIPE & -PDX
°T ?E
EaC__'j'ALE:._P ?^X
Page G -3
Los
Angeles County
Flood Control District
h
i
FACTORS
FOR CLOSED
CONDUITS FLOWING FULL
Manning's
1.486 '
Formula Q= A R s
Where: d = dich in cfs
; n
= friction dope .
Z
e
A = area of ccrdui
K = Q
3
_ 1.486 AR for
pipe K: 35.6259 a y
q = r '1 ydrau? i c radius of cordul t
s�
0.013 for
box K= 114.3077
n = 0.C13
0 - K s1
2._05
P3
d = diameter of pipe
" = height cf equiv box
S =( K
)
226.2
•,4 = width of equivalent box
= we z•',ed reri...9 ter
PIPE & -PDX
°T ?E
EaC__'j'ALE:._P ?^X
d
%
f
h
i
25
Z2
.50
•�
Li
2._05
15?.1-
<.03
2
3.1-2
226.2
.25
2
3,�'E
3 00, •
. 5 ;
30
L. �)O0
33
.1 ;:9
52E.
4•J
�
i
'.' 1F.�
Ct �
j
/r•
_1 .J4.L
, 2�31 9
566
' 3�
25
51
14.1 -6
/ 1
- /
'
��
��
23. 756
3,35
2
2_.27
w, 3t
5
_
- �
s3
7._ - 3
=,3�
_<
I -oil
iG �
✓ I -C 1 1
_ -
�J'., • j
< -) Jam/
11�y9
B - Ii
JOB _9 q
FREQUENCY: /oa YEAR
BY: A
SIERRA ENGINEERING
CIVIL ENGINEERS
LAND SURVEYORS
'�! 9 LAND PLANNERS
C.B. NO.
A I11 \1II 1N (11 I'HI 1111.1 :IIIN1, IN(',
STA. 3ZI -7 1'S
CURB OPENING (SUMP)
From Chart:
aw
S.6
Given:
(a)
discharge Q X00 =
l _ CFS
ION
L required= �J
/ 3 6
= /AZ-/{ ft.
(b)
curb type.= �l7C ��
,��� lOCAI OGP
w
(c)
top of curb elev.=
-5
.w"
(d)
flow line elev.=
(e)
high point elev.=
25864 BUSINESS CENTER DRIVE, SUITE F
REDLANDS, CA 92374
Solution:
H
(depth at opening) =
I o inches
h
(height of opening) _
/d S inches
H/h
+--- - - - - -+
From Chart:
S.6
Q /ft. of opening =
CFS /FT
L required= �J
/ 3 6
= /AZ-/{ ft.
i
W
Use:
25864 BUSINESS CENTER DRIVE, SUITE F
REDLANDS, CA 92374
(714) 799 -8080 • FAX (714) 799 -8070
Sierra Engineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
BV 1 DATE I JOB NO. SHEET OF
SUBJECT
cArc.N 6ASIn1 ANALY515
ao73s
as -r C.
36
N 1.� FL
` \
P - J
OA- FOR > K-FLQ 41 • 16,3 43
, -
e.'. •.. TOM DRAIN I14V
)26i• p d: 36%
FL 72.
0
1 I a
a . 54.09/ / AY
FL.
3 f�6 r
ST A 4 A _ � o g F �
C.5 9 8 V= QI
- r/c , /2670 V . e2S7 1.2 V2/25 = 069
z 6i oil- FT
1-16L /263.45 5FL �(a /K� L. (
AvAILQBLE. -(CF +FB) = > gE_a'D, H oK rid
Q:. 0.0GF5 K= ‘0
RGP 54•d? LF OF 36 I � CF +F ' + 1.2 V +cl - FT
A= r f d6� SF USB 5 5 "V" DEPYt�
1161 = /26 3./S - +o.�? � = /Z�3 7 0 f /Gl - /26'4.f�
SoiF %T
?6 G )
0 -6‘ o, K..
fleaf',?6 : /26C 3G _ /265 5 U Y l > D' 3
(714) 799.110130 • MAX. (714) 799.33070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
7
��R S?nC1TY PER F007 OF LENG7ri OF OPCN1�6 (Q/L) IN C -FS. PER FOOT
X15 ` \
b o b o-
0
O 7 AATIO OF DEPTH OF WATER AT OPENING TO H E IGHT OF OPENIN6 (Hlh3 IN FT/M
I ' ' I ' _
O jVLN. W y7 L1 Q1 "1 !n C7� N W Vt
HP
H� f 6 . - iT OF Q °c' G ()1)
IH
FE—ET
C . p
N QI
Cl
N w Cv
cn
1
�
" LIT
cn O _ N
I .
o ,
u _
HEIGHT 0�,qp — N .(h)
!N
Vt
INCH�S -
�1
- --
\
I
0 1
O
ca U1
��R S?nC1TY PER F007 OF LENG7ri OF OPCN1�6 (Q/L) IN C -FS. PER FOOT
X15 ` \
b o b o-
0
O 7 AATIO OF DEPTH OF WATER AT OPENING TO H E IGHT OF OPENIN6 (Hlh3 IN FT/M
I ' ' I ' _
O jVLN. W y7 L1 Q1 "1 !n C7� N W Vt
Page G -3
Los Angeles County Flood Control District
FACTORS FOR CLOSED CONDUITS FLOWING FULL
1.486 3 Where: = di :-charge in cf,s
Monninq'S Formula ; Q= n A R 52 S = frlctiori Slope .
Z e A = area of ccndui
3
K = Q _ 1.486 AR for pipe K= 35 6259 a S R = h Ydraul =c radi:;s of cor_dui
si 0.013 for box K= 114.3077 A3 n = '3 •v13
i z
Q = K sz Pe d = diameter of pipe
z
= hei cf equi.•alent box
5 =� K = wirith of equivalent box
= e peri...e ;er
1,
PIPE & 20X
° - ?E
-
d
A
!
ri
h
K
Ft
152.4
.25
<`
;.�`6
309.'
.53
30
?0
-,�
3 �
%
3-0
J
3.D;
.25
3?
<95
325._
j C
/ S
11 . J 44
2D9
i•'v ..
• 5cc
1 '3c
DC
2
23•75
3,35
.5.
3, - ;-z0
--2
2. �'_
-36
, fir,.
;
_ i , r
-
-
_
5
93
✓
2 z -
_ _ 1
1
_
_
_
_
m
Sierra En ineerin
MIR CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
MIR DIVISION OF PROJECT 2000, INC.
Il
JOB goods
di
FREQUENCY 2 c j YEAR
.m BY T
v X25
am C.B. NO.
CURB OPENING (Interception) d
Given: (a) discharge Q = 7 Z z CFS
(b) street slope = C) .O ft. /ft.
(c) curb type $ �. - LI" LDLAC tJe P.
(d) half street width = 3Z ft.
to
�., Solution: y = 0.416 ft.
ft Q/L
no L = 7. Z q .0 0 (L for total)
W (Interception)
r
Partial
Interception: Lp = ft.
Lp/ L =
a/ � P
Qp /Q =
Qp = x _ = cfs (Intercepted)
Qc = - = cfs (Carryover)
USE: 1�' W _ � U
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
� n?9�
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** CATCH BASIN # 10 * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .014800 (Ft. /Ft.) = 1.4800
Given Flow Rate = 7.22 Cubic Feet /Second
40
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) _ .0148
Streetflow Hydraulics :
Mannings "n" value for street = .015
*+
Curb Height (In.) = 8.
= 10.31
Street Halfwidth (Ft.) = 32.00
Flow Velocity(Ft. /Sec.) =
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) _
.040
Slope from Grade Break to Crown (Ft. /Ft.) _
.020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) _
.020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
channel = 4.147 (Ft. /Sec.)
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .416 (Ft.)
Average Velocity = 4.15 (Ft. /Sec.)
depth calculations are for:
Streetflow Hydraulics :
*+
Halfstreet Flow Width(Ft.)
= 10.31
Flow Velocity(Ft. /Sec.) =
3.68
Depth *Velocity = 1.53
Calculated flow rate of total
street channel = 7.22 (CFS)
Flow rate in gutter =
2.81 (CFS)
1 W
Velocity of flow in gutter
and sidewalk area = 5.185 (Ft. /Sec.)
Average velocity of total street
channel = 4.147 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical
depth calculations are for:
Channel 1 - If STREET, property
line to outside edge of gutter
- If V- GUTTER,
property line to start of V- Gutter
Channel 2 - STREET, outside
edge of gutter to crown
V- Gutter, in
V- Gutter itself
Channel 3 - V- Gutter, 2nd
half of street
CRITICAL FLOW CALCULATIONS
FOR CHANNEL NO. 1:
Subchannel Critical Flow
Top Width(Ft.) = 1.50
Subchannel Critical Flow
Velocity(Ft. /Sec.) = 3.921
Subchannel Critical Flow
Area(Sq. Ft.) _ .72
Froude Number Calculated
= 1.000
Subchannel Critical Depth
above invert elevation = .533
CRITICAL FLOW CALCULATIONS
FOR CHANNEL NO. 2:
Subchannel Critical Flow
Top Width(Ft.) = 12.38
Subchannel Critical Flow
Velocity(Ft. /Sec.) = 2.256
Subchannel Critical Flow
Area(Sq. Ft.) = 1.95
Froude Number Calculated
= 1.001
Subchannel Critical Depth
above invert elevation = .488
C- / J
4 4
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
---------------------------------------------------------------------------
h
�w
e
fm
w
me
io
r
"a
to
F
t1
ti
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
wA
Depth of flow = .42 Feet ,= "W"
HALF - STREET FLOW CROSS SECTION
Critical depth for Channel No.1= .53 Feet _ "C"
ON
Critical depth for Channel No.2=
.49 Feet _
"C"
dd
X (Feet)
Y(Feet) Y- Axis ->
.0 .2
-----------
.00
.91
X
1.00
.89
X
2.00
.
X
3.00
.85
X
rrr
4.00
.83
X
5.00
.81
X
6.00
.79
X
do
7.00
7.00
.77
8.00
.75
X
9.00
.73
X
10.00
.71
X
11.00
.69
X
12.00
.67
13.00
.07
X W
c
rr
14.00
.13
X W
c
15.00
.17
X W
C
16.00
.21
X W
c
17.00
.25
X W
c
+rr
18.00
.29
X W
c
19.00
.33
X W
c
20.00
.37
X W
c
21.00
.39
XW
C
22.00
.41
W
c
23.00
.43
X
c
ry
24.00
.45
X C
Xc
25.00
.47
«.�
26.00
.49
X
X
27.00
.51
X
28.00
.53
X
29.00
.55
X
30.00
.57
X
31.00
•59
X
32.00
.61
X
33.00
•63
X
34.00
•65
X
35.00
.67
X
36.00
•69
X
37.00
.71
X
38.00
.73
X
39.00
.75
X
40.00
.7
X
41.00
.79
X
42.00
.81
X
43.00
.83
X
44.00
.
+ + + + + + + + + + + + + + +
+ + + + + + + + +
+ + + + + ++
++++++++++++++++++++++++++++++++++++++++++++
J
Sierra En 1'17e erII7�
did
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
OR DIVISION OF PROJECT 2000, INC.
x _
S
JOB Oo G
I
FREQUENCY YEAR
BY
*!1
C. B. Q100
NO. 0
CURB OPENING (Interception)
w
.�., Given: (a) discharge Ql()() _ 'A CFS -
w (b) street slope = O O ft. /ft.
(c) curb type �. �. ��" �oc�L DP`P.
w
(d) half street width = �J ft.
rrr
Solution: y = O.Q61 ft.
Q/L = 0 43
L = <l,�[� / (� �3 = 22 �� (L for total)
(Interception)
ON
ir.
Partial
Interception: Lp = ft.
No Lp /L = r1 22 -1 -= 0•v ,)
a/y = 0.33 o -� Z' 0,1 l b
Qp /Q 0 .q o o
Q p = �'1 1 y x o` V = �- /cfs (Intercepted) --
Q = _ �•� y - O 1 _ •�� 0 cfs (Carryover) C•�
� USE:
�'y: /9. c�
(714) 799.8080 FAX: (714) 799.8070
�1 25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
0
8
an
.■0
am
No
rrr
.w
�w►
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** CATCH BASIN # 10 , Q -100 = 9.76 CFS * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .014800 (Ft. /Ft.) = 1.4800
Given Flow Rate = 9.76 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) = .0148
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft. /Ft.) =
Slope from Grade Break to Crown (Ft. /Ft.) =
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) _
Slope from curb to property line (Ft. /Ft.) =
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk =
Depth of flow = .461 (Ft.)
Average Velocity = 4.34 (Ft. /Sec.)
(Ft.) = 24.00
.040
.020
12.00
.020
.013
irr
Streetflow Hydraulics :
a+ Halfstreet Flow Width(Ft.) = 12.54
Flow Velocity(Ft. /Sec.) = 3.90
411110 Depth *Velocity = 1.80
Calculated flow rate of total street channel = 9.76 (CFS)
am Flow rate in gutter = 3.36 (CFS)
`•+ Velocity of flow in gutter and sidewalk area = 5.518 (Ft. /Sec.)
Average velocity of total street channel = 4.339 (Ft. /Sec.)
.., STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
qR Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
+� Subchannel Critical Dept
h FOR CHANNEL NO. 2:
Top Width(Ft.) = 15.00
Velocity(Ft. /Sec.) = 2.395
Area(Sq. Ft.) = 2.67
= 1.000
above invert elevation =
.766
.540
CRITICAL FLOW
CALCULATIONS
FOR CHANNEL NO. 1:
Subchannel
Critical
Flow
Top Width(Ft.) = 6.47
Subchannel
Critical
Flow
Velocity(Ft. /Sec.) = 2.556
Subchannel
Critical
Flow
Area(Sq. Ft.) = 1.31
Froude Number Calculated
= 1.000
_
Subchannel
Critical
Depth above invert elevation =
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
qR Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
+� Subchannel Critical Dept
h FOR CHANNEL NO. 2:
Top Width(Ft.) = 15.00
Velocity(Ft. /Sec.) = 2.395
Area(Sq. Ft.) = 2.67
= 1.000
above invert elevation =
.766
.540
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
Depth of flow = .46 Feet ,_ "W"
HALF - STREET FLOW CROSS SECTION
Critical depth for Channel No.1= .77 Feet _ "c"
Critical depth for Channel No.2=
.54
Feet
_ "c"
X (Feet)
Y(Feet) Y- Axis ->
.0
.2
.5
•
------------------------------------------------------------------
X
.00
.91
1.00
.89
X
2.00
.87
X
3.00
.85
X
oral
4.00
.83
X
5.00
.81
X
6.00
.79
X
7.00
.77
X
8.00
.75
Xc
.,
9.00
.73
Xc
10.00
.71
X c
11.00
.69
X c
12.00
.67
X c
..
13.00
.07
X
W
c
14.00
.13
X
W c
15.00
.17
X
W c
16.00
.21
X
W c
17.00
.25
X
W c
18.00
.29
X
W c
19.00
.33
X
W c
20.00
.37
X W c
21.00
.39
X W c
22.00
.41
X W c
23.00
.43
X W c
rrr
24.00
.45
XW c
25.00
.47
X c
�*
26.00
.49
X c
27.00
.51
Xc
�r
28.00
.53
X
29.00
.55
X
30.00
.57
X
31.00
•59
X
32.00
.61
X
33.00
.63
X
34.00
•65
X
35.00
.67
X
36.00
.69
X
37.00
.71
X
38.00
.73
X
39.00
.75
X
40.00
.77
X
X
41.00
.79
42.00
.81
X
43.00
.83
X
44.00
.85
X
+ + + + + + + + + + + + + + + + + + + + + + + + +
+ + + + ++
++++++++++++++++++++++++++++++++++++++++++++
Serra Eng►nee"ng
EIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
SUBJECT BY DATE )OB NO. SHEET OF
6.
CATCH �,A►SifJ �tJAL`(SIS
/,7Gg -S.s
6 17
NyL1EyL FL
PA. Fo tz 3Z
.
SToKM DRAIfJ HyL
FL s_
� z
v
N
+*� L= �d
SS o7'
F L•
� FL-
� GAT f.AA!
5TA
�— n
Cg V= p G?�Q = n.g FPS
V 2 /23 = 0 %2 1.2 V 2 l2s
H4L 5FL = (QlK� (- I 22�Z ,2 '7 o ?� = o �/ F7
AVAILO LE 4= IzE - dD. N oK N4
(ZGP 'r Yo L OF 4 CF +Fg + 1.2 V /2q +J --FT
A= '342 SF t1SE ` V" DEP ?tl
/,z�5 3
f -
1 /.2G6• In _ d, 'S 70 .: o • K ,
(714) 799.8080 • FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F • REDLANDS, CALIFORNIA 92374
DEPTH OF FLOW - y - FEET
.01 CL .03 .04 .05 .0G .(jrj .10 .3 4 5 10
(a) DISCHARGE PER FOOT OF
di -A
LENGTH , OF GURB OPEN114G /l j - .s /
% 4-
— — 'I - INL'ETS T.1 N INTERCEPTI
T 100 7o OF GUTTER FLOW
.3
L
I 1 1
4 10
J— —
.00
.06
.03
;7
im
I.J
t
.01
.w
o °
.6
.4
.3
Q.
1 �
.10
PARTIAL INTER-7
GEPTION RATIO.
FOR INLETS OF-'.
p y
LENGTH. LESS
THAN L -
.w
o °
.6
.4
.3
Q.
1 �
.10
p y
J
4-
.w
o °
.6
.4
.3
Q.
1 �
.05 OG .08 .10 2 3 4 S .6 Lo
�'� T
` L E
AB
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
* 3r- -
DIVISION TWO WA It., 0. G. _31- O CO
.10
.05 OG .08 .10 2 3 4 S .6 Lo
�'� T
` L E
AB
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
* 3r- -
DIVISION TWO WA It., 0. G. _31- O CO
h
e
.�3
I.
i
i�
r
r
t
L
t�1 uIIL
.,
]
K
FACTORS
FOR CLOSED
CONDUITS FLOWING FULL
J,
ft
1.486 TI -
'0=
• here : � = di e.:ara,
_.. �- _
Morininq's Formula i
n
A R
:
a
z = area o:' ...,cdu_:
.'
K _ 0 1.486 AR
, for
pipe K= 35.6259 d�
_ ::;/dra' ' _
=ad_..
#°
5 0.013
for
box K-- 114.3077
_ _ 'J.0 33
.4
-- K sZ
Pi
d = =ar.E ter
CI'
21
3.i��
22.2
-3ri 00A
,25
27
3.76
s I K /I
_ weL :ec per
i..:s ar
.�3
I.
i
i�
r
r
t
�d T : `T r•.
a
]
K
J,
ft
s
.22
.50
i 3
1 , 767
105.0
. 75
2i
2.'05
.4
<.00
21
3.i��
22.2
,25
27
3.76
09.
.50
;0
G.-09
w10.'
75
33
5•;39
523 7
3.00
36
7.063
.?5
39
3.295
:<<.
9.6
, nc,
.7 5.
!'S
li.OLL
1,209
'3
12 . '6c
6
.25
51
U.I -M
_
-
5�
1 2 1
�,_�2
_ JC
c0
x.'35
2 cJL
25
63
2:.c.3
2,L6^
23.755
3 353
2 ?67
3,770
.JO
�2
2.27'
,236
35; ,��
l
;� -,5
.e%
I 31-
38.L35
6,3P-8
�i_;Utl
-:
�._,
,,
-
4_..283
j
1 1
i
_
•
- j/l�
r
1 _
�.. -
- _.
.�3
I.
i
i�
r
r
t
5
0
— Sierra En I'lleel
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
JOB
FREQUENCY_ YEAR
BY
C. B
CURB''!,OPENING (Interception)
(a) `- ...discharge Q 11-V CFS
(b) str �et slope ft i %
(c) curb type
(d) half street width ft.
Given:
OR
ON
OR
go
rw
err
rr
tl
9
Solution: y = ft.
Q/L
L = • 3
Partial
Interception: Lp = f t.
Lp/L = ��� 3 = C 6/
a/y = 0 3 3 0 -a
(L for total)
(Interception)
Qp/Q r 7?
Qp = x cfs (Intercepted)
Q = 0 99 cfs (Carryover)
USE: W A
(714) 799.8080 FAX (714) 799-8070
2 5 8 6 4 B U S I N E S S CENTER DRIVE, S U I T [ r nc DLANDS, CALIFORNIA 92374
I M
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CHANNEL FLOW CALCULATIONS * * * * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .014800 (Ft. /Ft.) = 1.4800
Given Flow Rate = 29.00 Cubic Feet /Second
an
go
"^
* ** OPEN CHANNEL FLOW - STREET FLOW * **
�w
Street Slope (Ft. /Ft.) = .0148
,.,
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) =
.040
rw
Slope from Grade Break to Crown (Ft. /Ft.) =
.020
Number of Halfstreets Carrying Runoff = 1
*�
Distance from curb to property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) =
.020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .660 (Ft.)
Average Velocity = 5.04 (Ft. /Sec.)
di
Streetflow Hydraulics
Halfstreet Flow Width(Ft.) = 22.52
..,
Flow Velocity(Ft. /Sec.) = 4.53
Depth *Velocity = 2.99
'
Calculated flow rate of total street channel
= 29.00 (CFS)
Flow rate in gutter = 7.08 (CFS)
..
Velocity of flow in gutter and sidewalk area
= 7.794 (Ft. /Sec.)
w
Average velocity of total street channel =
5.043 (Ft. /Sec.)
STREET FLOW CROSS
SECTION
^"
NOTE: The following critical depth calculations
are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to
start of V- Gutter
Channel 2 - STREET, outside edge of gutter
to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 13.50
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.567
Subchannel Critical Flow Area(Sq. Ft.) = 2.76
Froude Number Calculated = 1.001
Subchannel Critical Depth above invert elevation = .910
CRITICAL FLOW DEPTH EXCEEDS CHANNEL HEIGHT IN CHANNEL NO. 1
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
1 "R Subchannel Critical Flow Top Width(Ft.) = 26.26
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.996
Subchannel Critical Flow Area(Sq. Ft.) = 7.32
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = .765
+++++++++++++++++++++++++++++++++++++ j+ �S++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT
* * * * * * * * * * * * * * * * * * * * * * **
Depth of flow = .66 Feet ,= "W"
HALF - STREET FLOW CROSS SECTION
riW n c"
Critical depth for Channel No.1= .91 Feet , =
Critical depth for Channel No.2=
.77 Feet ,
X (Feet)
Y(Feet) Y- Axis ->
•0
A^
----------------------------- --------------?--------5--------6-------------
r
.00
.91
XX
1.00
.89
X
2.00
.87
X
3.00
•
X
4.00
.83
X
5.00
.81
X
6.00
.79
X
rrj
7.00
.77
X
8.00
.75
X
+�
9.00
.73
X
10.00
.71
X
11.00
.69
X
12.00
•67
W
13.00
•07
X
W
c
14.00
.13
X
W
c
15.00
.17
X
W
c
16.00
.21
X
W
c
rW
17.00
.25
X
X
W
c
18.00
•29
X
W
c
•.�
19.00
.33
X W
c
20.00
.37
X W
c
21.00
.39
X W
c
.�
22.00
.41
X W
c
23.00
.43
X W
c
24.00
•
X W
c
25.00
•
X W
c
26.00
•
X W
c
27.00
.51
}{ W
c
28.00
.53
}{ W
c
29.00
30.00
.55
•57
X W
C
X W
C
31.00
.59
X W
c
32.00
.61
X W
c
33.00
.63
XW
c
34.00
.65
X
c
35.00
.67
X
c
36.00
.69
X
c
37.00
.71
XC
38.00
.73
X
39.00
40.00
•
•
x
X
41.00
•
x
42.00
.81
X
43.00
.83
X
44.00
.85
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
++++++++++++++++++++++++++++++++++++++++++++
. . DEPTH OF FLOW - y - FEET .
.01 • • .C:. .03 04 .05 .CG .00 .10 .2 .3 4 .5 .6 •.0 10 .
1
_ ._ 1 ■ ;
• _(a) DISCHARGE PEI FOOT OF --- ___- -I__, -. _ _1_ V {._ ' •
I_ LENGTH OF CURD OPENING :►_.. 1 - 1 - •5
j' _
--.1- INLETS WHEN INTERCEPTING -- �I - J r' /
_ I j/' •_-
_
-1-I00 % OF GUTTER FLOW -1- :- -- - // •
. — -- - 1 - - I L - - ..--1 7 7 7/ / If ' . - 7 . •
--- — — 1 — - 1 - �- _I 1 •
• �- 1- �' - - I- -1- - . -...• Q :
III 1 / I
1
1 ' -11: — I 11 , i__1:1-i-r.-1-_:: 00. •
1
^ si ' , 0 -1—
. 1 I ,..._._.,...
I 1,_ I r - -I _
_-_ ,- -, - - t_- . 4 - — -
- --
T. _ ' - =1 = 1,,,., �_i - — 1 - - - - - - _ _ -1- - _I - _ .
•
II —1- _�_ 1 1 .
• ' I • 7 .e.! __Z-1 '. ., — ______L_ _l_i_ i________ . oz •.
— I' /• �_�I!_ ! • _ _ - 1 I -- -I -j
•
/ ./ /A I I 1 I I II_ .
i - I .o1
. . • • . ILIT� . -__ - _ •
•- I 1 —I— - _
1 -I- - -- - -T-H- a / _ _1 : 7_ • II y I \-o .
.
( b) :Li. J °�I - - .s
i -
PARTIAL IN rE,R- 1 -.- _ _ _ 1 -I- -I 1 1 -1 -, .4
GEPTION RATIO. . - -1 - - - � .2 . ; -- i- _ 1 -1_ - -j - s .
FOR INLETS Or: •: _ _ _ 7 V i Tt 11i J s Q.
LENGTH. LESS I I , ;o / 1 • I 1
THAN f l A N L . -; - - • —1— -I- --1-- -1 -- - --I .t
i I
. I ; � ,' I 1 i
_I. -1 , -,, � % .' -1 -- - - -1-- i:iit
.05 •.OG .00 .10 .2 .3 .4 3 .6 a( , I .0 - 10
.. - '—v 1 ABLE M
OUREI,U OF PUBLIC rnortos • CAPACITY OF CURB OPENING INLETS
DIVISION TWO WAS,(., D. C. —34- • ON CONTINUOUS GRADE •
S i neer i nq
CI VIL ENGINEERS LAND SURVEYORS - LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
SUBJECT BY DATE lOD NO. SIIEET OF
GAT� �,ASii1 �tJALYsIS .
os , rc.
9
NF L /r-4L FL
MUST BG > LZ � + SFL
Fop_
. . . FL S-, st z
o!I—
L-= 3
PL
5TA • 3 />< C117f�'Al
- r,/C--
H 6 L 126i E
AVAILMBLF. = -((-F +F6) =
a- �� -9 cFs
KIP 3 ./2 LF OF
a
3
7
V ,= FP5
v , / , z3 _
5 F L = (QIK) L ` ( .9� Z�Z 3 .iz = 0 38 F - T
PEQU. N oK 04
C F +F6 1.2 V +d -_FT
�5!✓ SS `' V'' DEF
� ° 3$ /,?�s 7
�� j /2 6�• 5 8 t
.s8
116 9a
(71 799.8080 FAX: (714) 799.8070
25864 BUSINESS•CCNTCR DFIIVC, SUITE F • nEDLANDS. CALIFORNIA 92374
A
Los
An9c I c, I,UUI) l r
I �)u - , 1 1 -
9
K
FACTORS
FOR CLOSED
CONDUITS FLOWING FULL
z
I.
'rinere . ;� _ �i.c: ar;-3
, y
Manning's Formula ;
486
q
A RS s
^Ce�
1.486 AR 7
e
z = area c. cc
du'_�
K - 0 _
for
pipe K= 35.6259 d
_ ' z
rac;'1
sl 0.013
for
box K= 114.3077,E
.- _ '3.013
`3
- 1
0 K a2
p3
d = '1 arneter
of c pe
2 ;
3.1:.2
22.2
of
eou :? -e.^.c 00 - -
42
.25
_ '.pct . of
ec "''r.t bcx
11
' • K
= we L ed per
i.. - .e :er
A
3a9
i
i
a
9
K
^.
.25
is•
.22"
,50
,a
, ?6;
105.0
.75
21
2.'05
`3
<.CO
2 ;
3.1:.2
22.2
.25
2 7
3.97/
309. -,
30
L. ;09
?:
33
5.'39
5 E •
.30
36
7.063
Sc6'. :? -
2G
39
8.2
,,
9.621
^C6
.,5 .
w/
1?.O"
?,2C9
.��
�•�
"Z-.
6
.;-5
51
!L.IE6
_,6
'
cJ
�.c35
2 &3L
25
63
2_.cL
2,66
.o
--
2 3.7 x^
,c
3 Zcc
.,
_
2 . 0 6
3 , 7 ;:0
.;,:
.2
23.27!
- <'36
_
- 0
1 2
7 . 33
3
^.CC
+ 3L
38•!35
& " , 8d
;' -10''
i3
j
1 11
1 -
�J
-
I
3a9
i
i
Sierra Engineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
JOB 0 O 6
FREQUENCY 2 S YEAR
POP BY
C.B. No. �.o• �.� Iz
■li
W
am
�r
.w
rrr
■.i
ar
a
V
CURB OPENING (Interception) �' +Z•zq
Given: (a) discharge Q100 _ 13-9 CFS
(b) street slope = 0,wA8 ft. /ft.
(c) curb type g C F -t LI" tUCAL OfC,
(d) half street width = 32 ft.
Solution: y = 0.5115 ft.
Q/L = o• (1 48 0
L = �3 b� / 0. = L --� 3 (L for total)
(Interception)
Partial
Interception: Lp = 2� ft.
Lp/ L = 2 0, C , 7
a/y = 0 33/051 0 -
Qp /Q = O , (r n
Qp = I3 x 0 AJ 13. cfs (Intercepted)
Q = 13 - �3 ,l�L = O.t�2 cfs (Carryover) C.i , A S
USE: Ole)
(714) 799.8080 FAX (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
3/a
k -1
0
.0
0
r - 1
40
40
".
No
we
err
4 4
di
r
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** 2.29 CFS CARRYOVER FROM C.B. # 12 * **
* ** CATCH BASIN # 11 * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .014800 (Ft. /Ft.) = 1.4800
Given Flow Rate = 13.86 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) _ .0148
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) _
.040
Slope from Grade Break to Crown (Ft. /Ft.) _
.020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) _
.020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .515 (Ft.)
Average Velocity = 4.62 (Ft. /Sec.)
Streetflow Hydraulics :
Halfstreet Flow Width(Ft.) = 15.25
Flow Velocity(Ft. /Sec.) = 4.24
Depth *Velocity = 2.18
Calculated flow rate of total street channel = 13.86 (CFS)
Flow rate in gutter = 4.06 (CFS)
Velocity of flow in gutter and sidewalk area = 5.891 (Ft. /Sec.)
Average velocity of total street channel = 4.616 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
Subchannel Critical Dept;
FOR'CHANNEL NO. 1:
Top Width(Ft.) = 8.64
Velocity(Ft. /Sec.) = 2.475
Area(Sq. Ft.) = 1.64
1.001
h above invert elevation = .810
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
Subchannel Critical Flow Top Width(Ft.) = 18.37
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.580
Subchannel Critical Flow Area(Sq. Ft.) = 3.80
Froude Number Calculated = 1.000
Subchannel Critical Depth above invert elevation = .607
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
w
W
r
PM
ur
OR
go
am
go
we
ii
N
an
do
M
a
E
0
3/Z
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT
* * * * * * * * * * * * * * * * * * * * * * **
di Depth of flow = .51 Feet ,= "W"
"M HALF- STREET FLOW CROSS SECTION
im Critical depth for Channel No.1= .81 Feet , = "c"
Critical depth for Channel No.2=
.61
Feet
, _ "c"
X (Feet)
Y(Feet) Y- Axis ->
.0
.2
5
6
-------------------------------------------------------------------------
X
.00
.91
X
1.00
.89
X
2.00
.87
X
3.00
.85
X
4.00
.83
X
5.00
.81 '
Xc
6.00
.79
X c
W
7.00
.77
X c
8.00
.75
X c
an
9.00
.73
X c
10.00
.71
X c
11.00
.69
12.00
.67
X c
..
13.00
.07
X
W
c
14.00
.13
X
W
c
15.00
.17
X
W
c
16.00
.21
X
W
c
iIW
17.00
.25
X
W
c
18.00
.29
X
W
c
19.00
.33
X
W
c
20.00
.37
X W
c
21.00
.39
X W
c
22.00
.41
X W
c
23.00
.43
X W
c
24.00
.45
X W
c
25.00
.47
X W
c
26.00
.49
XW
c
27.00
.51
W
X
c
c
28.00
.53
29.00
.55
X c
30.00
.57
Xc
31.00
.59
X
32.00
.61
X
33.00
•63
X
X
34.00
.65
X
35.00
•67
X
36.00
•69
X
37.00
.71
X
38.00
.73
X
39.00
40.00
.75
.77
X
X
41.00
.79
X
42.00
.81
X
43.00
.83
X
44.00
.85
+ + + + + + + + + + + + + + + + + + + + + + + + +
+ + + + ++
++++++++++++++++++++++++++++++++++++++++++++
313
Sierra En
EIVIL EN GINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
SUBJECT BY DATE 108 NO. SHEET Of
CATCH �,A,Sit� �tJAL`(SIS
M /N. e • �' 0•b�
Nye /�4l FL
„ p t+yL "H" MUST gE > LZ V2 l2g + SFL
N"
�D
N 4 • Fo
SToKM DRAIN NWL
FIL 3 ° . Z
F L•
F L.
sTA Mt 6 S• '? 9
C5 // V= QfA = 4. FP5
Tic IV1, V = 1.2 v - 0.3�
2
N L � 5FL = (Q�K) L= (i3 I �z� 2� 3712 = 0,13 F'(
AVAILO�LF- 14= - ( } IzEQ'D. H 04 t 4
CF FB� _
RGP 17 /2 LF OF CF +F$ 1.2 V /2j +J - FT
p,. 3 - 14z- SF QSF- `V'' DEPT
3o1< % 7 : 12( r 2 - �y
�,�F+�/Ii14 /2G�•� °- /?6� °3= 0. 66 ! 7 0 5 - °•/<
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
��y
DEPTH OF FLOW Y - FEET
1. n1 n4 OS Or. (It, 10 .3 .4 A
Yri
.03
.02
.01
PARTIAL INTER'. -
50'
CEPTION RATIO.
,4
FOR INLETS OF
.3
LENGTH, LESS
.2
THAN L -
Q
L •
.10
.00
.06
.05
.o4
.03
.02
.01
AE
U
J.— L
4
Q.
os .06 .00 .10 2 3 .4 to
WL TABLE':: M
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
CIVISIOIJ TWO WASIL, D.C. -34- * ON CONTINUOUS . GRADE
PARTIAL INTER'. -
CEPTION RATIO.
FOR INLETS OF
LENGTH, LESS
THAN L -
AE
U
J.— L
4
Q.
os .06 .00 .10 2 3 .4 to
WL TABLE':: M
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
CIVISIOIJ TWO WASIL, D.C. -34- * ON CONTINUOUS . GRADE
Q.
os .06 .00 .10 2 3 .4 to
WL TABLE':: M
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
CIVISIOIJ TWO WASIL, D.C. -34- * ON CONTINUOUS . GRADE
Los Angeles WunCy Fluuu (-utiLlUl 1!-
FACTORS FOR CLOSED CONDUITS FLOWING FULL
1486 'Nhere: = di - -je .,- ..
N
e
Manning's Formula ; - 0 = ' n A R s
z a z = area of ....rdu'
K 0 _ 1.486 aR 3
for pipe K= 35.6259 d R _ Ydraui?
. s 0.013 for box K= 114.3077
Q K 32 p3 d = d- a titer - ;f _ _oe
" = hei of :ou_ a _en 00 7C
s .�0 }Z •.r = - ,..dt of °qu�': �' tint box
• K
❑ _ 1
J �
3/G
a
K
A
l
" 5
-5
.G2
^L.rJ
1.
105.0
.75
Zi
2.!OS
13.!.,.
<.00
2
3.1 ;2
22c. 2
.25
27
3.976
309:?
75
33
5.;39
523.7
3.30
36
7.063
66G:
?5
1 9
8
47
621
, nn
. ; 5 .
�;
11.OL1.
1,2C9
.25
51
iL.1 --- 6.
_
=i.c35
.25
63
21.C' 3
2, =�6
v
�c
23.75S
3
o7
2;.?67
3,7c0
6.0�
-, 2
23.27!
;, 236
2;
.5
30 0
_,72^
_
1Z
3 4 }
.e0
( 3Z-
33.!35
5
-
.._.
4-
�•�
-^
, 1
..,1,,
. •', ^
j
-. ! _ .
'_ ;1j
-
I - -
zo-
_
❑ _ 1
J �
3/G
Sierra Engineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
JOB IVUl7�
FREQUENCY ZS YEAR
BY T�
�i C.B. NO. I �. C. �.. ►�
CURB OPENING (Interception) O 2 ' v v(1
Given: (a) discharge Q Z,5
(b) street slope � /ft.
(c) curb type S�(' - ry "L(AAL IJP�
(d) half street width = j ft.
Solution y = 0.555 ft.
di Q/L
L 0 ,53 = 36,oZ (L for total)
(Interception)
im Partial
.. Interception: Lp = Z ft.
LP/ L _ 2913 6,01 0-
a/Y
Qp /Q = 0."
Qp = H
L x _ cfs (Intercepted)
Qc = q•01 �� _ ��•Zq cfs (Carryover) C•►' - 4111
n i 1 ) V �l
USE: L •�) h �o
(714) 799•BOSO FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F • REDLANDS, CALIFORNIA 92374
3/7
0
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** 2.38 CFS CARRYOVER FROM C.B. # 13 * **
* ** CATCH BASIN # 12 * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .017200 (Ft. /Ft.) = 1.7200
Given Flow Rate = 19.09 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) _ .0172
CRITICAL FLOW
Subchannel
Mannings "n" value for street = .015
FOR CHANNEL NO. 2:
Top Width(Ft.) = 21.67
Curb Height (In.) = 8.
Subchannel
Street Halfwidth (Ft.) = 32.00
_
Velocity(Ft. /Sec.) 2.758
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) _
.040
Slope from Grade Break to Crown (Ft. /Ft.) _
.020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) _
.020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .555 (Ft.)
Average Velocity = 5.22 (Ft. /Sec.)
""' Streetflow Hydraulics
Halfstreet Flow Width(Ft.) = 17.26
Flow Velocity(Ft. /Sec.) = 4.86
Depth *Velocity = 2.70
Calculated flow rate of total street channel = 19.09 (CFS)
Flow rate in gutter = 4.97 (CFS)
Velocity of flow in gutter and sidewalk area = 6.628 (Ft. /Sec.)
Average velocity of total street channel = 5.220 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
,�■ - If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 10.55
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.477
Subchannel Critical Flow Area(Sq. Ft.) = 2.01
Froude Number Calculated = 1.001
Subchannel Critical Depth above invert elevation = .848
CRITICAL FLOW
Subchannel
CALCULATIONS
Critical Flow
FOR CHANNEL NO. 2:
Top Width(Ft.) = 21.67
Subchannel
Critical Flow
_
Velocity(Ft. /Sec.) 2.758
Subchannel
Critical Flow
Area(Sq. Ft.) = 5.12
Froude Number Calculated
= 1.000
3��
0
P
0
0"
wi
4"
«,
No
.F
do
4"
do
rr
OR
Yr
rrr
e
E
k1l
8
F
Subchannel Critical Depth above invert elevation = .673
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
--------------------------------------------------------------------- - - - - --
� �f
F
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
Depth of flow = .56 Feet = "W"
HALF STREET FLOW CROSS SECTION
Critical depth for Channel No.1= .85 Feet , _ "c"
on Critical depth for Channel No.2=
.67
Feet _ "c"
r
X (Feet) Y(Feet) Y- Axis ->
.0
.2
6
".. ----------------------------------------------------5
---------------------
irr .00 .91
X
1.00 .89
X
., 2.00 .87
X
3.00 .85
X
4.00 .83
Xc
5.00 .81
X c
�.. 6.00 .79
X c
�+ 7.00 .77
X c
8.00 .75
X c
9.00 .73
X c
10.00 .71
X c
11.00 .69
X
c
,., 12.00 .67
X
c
13.00 .07
X
W
c
14.00 .13
X
W c
15.00 .17
X
W c
16.00 .21
X
W c
+ra 17.00 .25
X
W c
18.00 .29
X
W c
19.00 .33
X
W c
20.00 .37
X
W c
21.00 .39
X
W c
22.00 .41
X
W c
23.00 .43
X
W c
ion 24.00 .45
X
W c
25.00 .47
X W c
26.00 .49
X W c
rrw 27.00 .51
X W c
28.00 .53
XW c
29.00 .55
W c
30.00 .57
X c
31.00 .59
X c
32.00 .61
X c
33.00 .63
X c
Xc
34.00 .65
35.00 .67
X
36.00 .69
X
37.00 .71
X
38.00 .73
X
39.00 .75
X
40.00 .77
X
41.00 .79
X
42.00 .81
X
43.00 .83
X
44.00 .85
X
++++++++++++++++++++++++++++++++++++++++++++
+ + + + +
+ + + + + + + + + +
+ + + + + + + + + +
+ + + + ++
Sierra En ineering
EIVIL ENGINEERS - LAND SURVEYORS • LAND PLANNERS
rlil
DIVISION OF PROJECT 2000, INC.
1Wi
FL
p �4yL
"H" MUST BE LZ v2 �2g + SFL
d — .
N•4 F � .
SToI;M t>v*10 N4L
fL z
N a
L =
G ?• g�
F L•
STA
v= QlA = 5 3S FPS
T/C /.?75 0 3 V = o -4� 1.2 V D- S 3
K go FT
VW =
H4L xg,6 . !�� SFL =( �� C I ��
AVAILO LE 44= -(CF +F9) = IzEa'D. N oK t 4
Q = 6 F K= 26•
RAP 17/z LF OF CF +F5 + 1.2 V +cl - FT
QSE S `V" DEPTtI
7� 0 3 _ /,2 %3 n6 = v - 97 e l<
(714) 799.8080 - FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F - REDLANDS, CALIFORNIA 92374
DEPTH OF FLOW
nt nA n� or 6A 10 4 .5 �.G 0 10
dill
MIR
v
.03
Iwl
rlrr
PARTIAL INTER•~
CEPTION RATIO.
FOR INLETS OF
LENGTH. LESS
THAN L
4- cl/
IL
cg
.4
.3
Q.
z
.10 . . 1.
.05 .06 .08 .10 2 3 A
�: T AB LE
"R BUREAU - OF PUBLIC ROADS C A P ACITY OF CURB OPENING INLETS
DIVISION TWO WASH., D. C. -34- * ON CONTINUOUS ..GRADE
Q
.10
.00
.06
.05
.o4
.03
Iwl
rlrr
PARTIAL INTER•~
CEPTION RATIO.
FOR INLETS OF
LENGTH. LESS
THAN L
4- cl/
IL
cg
.4
.3
Q.
z
.10 . . 1.
.05 .06 .08 .10 2 3 A
�: T AB LE
"R BUREAU - OF PUBLIC ROADS C A P ACITY OF CURB OPENING INLETS
DIVISION TWO WASH., D. C. -34- * ON CONTINUOUS ..GRADE
4- cl/
IL
cg
.4
.3
Q.
z
.10 . . 1.
.05 .06 .08 .10 2 3 A
�: T AB LE
"R BUREAU - OF PUBLIC ROADS C A P ACITY OF CURB OPENING INLETS
DIVISION TWO WASH., D. C. -34- * ON CONTINUOUS ..GRADE
cg
.4
.3
Q.
z
.10 . . 1.
.05 .06 .08 .10 2 3 A
�: T AB LE
"R BUREAU - OF PUBLIC ROADS C A P ACITY OF CURB OPENING INLETS
DIVISION TWO WASH., D. C. -34- * ON CONTINUOUS ..GRADE
,IiR1
1
�i
I
wr
" ?TDV'
7T DG'
�T : 3:.0
Los
H,,977 7 7ILi I
—,
A
�
FACTORS
FOR CLOSED
CONDUITS FLOWING FULL
-.��
-i•
.L�
1.486 z I
'Nhere :
Manning's
Formula ;
Q- n
A R s'
6 =
z
a� 3
.
e
^ ;H�Ce .
z = area . _.,..du'_..
51.
K Q
_ 1.486
I for
pipe X= 35.6259 d3
1
_ /Cialll�_�
rad
226.2
s
0.013
for
box K- 114.3077
.2
27
3.976
Q - Ksz
Pi
1 = 'dame er
Sf
30
L.. ;0
4 .'
Of
- -Cuf-va -a: .+ CO:c
?5
33
5.
52S.
s
I
7.063
66c:�
z5
39
3 5
X25.
,IiR1
1
�i
I
wr
" ?TDV'
7T DG'
�T : 3:.0
a
9
K
A
�
-.��
-i•
.L�
64.6
.ilJ
--
6;
105.0
.
4�
2•L'05
51.
2.00
2;
3.iL.2
226.2
.2
27
3.976
309.,
. ;:;
30
L.. ;0
4 .'
?5
33
5.
52S.
3.30
36
7.063
66c:�
z5
39
3 5
X25.
.5
9.62
i ^C6
.?5 .
11.O4.4
1,209
.'02
L3
12 66
-,-/36
.z5
51
1L.1?6.
_,03
.
;'�C
6J
' =.635
25
63
<_.cy3
2,��6
6a
23. r,
3, 3 5S
69
Vii.? !
3 'c0
,
.3^-
-, 2
28 27
w,;36
4 -.283
I
J �
I
1�
,/
I
Sierra Engineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
JOB
.e FREQUENCY Z S YEAR
BY
O • ,�. „ 14
�+ C. B. NO
CURB OPENING Interception)
r
•., Given: (a) discharge Q = '�'� CFS
(b) street slope = n OZZ ft. /ft.
'." (c) curb type 8 (',� + L-I MY) IJe r'
(d) half street width = 3-- ft.
Solution: y = 0.50 ft.
nrr Q/L = Q L
L = HIS / O.jZ = JS.' 1 (L for total)
(Interception)
.w
do Partial
�. Interception: Lp = 2S ft.
.rl Lp/ L = 23 6 1 0 .
*e a/ y = 0.3 41= 0.6 �
Qp /Q = 0-W
Qp = I� 0 x �� O = 1�. �1 cfs (Intercepted)
Qc = l�. bs - ,1 . �� _ 3 g cfs (Carryover)
USE:
(714) 799 -8080 FAX (714) 799.8070
*� 25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
�.�ll
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
HYDRAULIC STREET CAPACITY * * * * **
* ** 0.61 CFS CARRYOVER FROM C.B. # 14 * **
* ** CATCH BASIN # 13 * **
CALCULATE DEPTH OF FLOW GIVEN:
40 Channel Slope = .022000 (Ft. /Ft.) = 2.2000 �
Given Flow Rate = 19.85 Cubic Feet /Second
00
ow
E7
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) _ .0220
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
" Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft. /Ft.) _
4W Slope from Grade Break to Crown (Ft. /Ft.) _
rrr Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) _
Slope from curb to property line (Ft. /Ft.) _
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
4 " Mannings "n" value for gutter and sidewalk =
Depth of flow = .541 (Ft.)
Average Velocity = 5.81 (Ft. /Sec.)
Streetflow Hydraulics :
Ij Halfstreet Flow Width(Ft.) = 16.56
Flow Velocity(Ft. /Sec.) = 5.38
am Depth *Velocity = 2.91
(Ft.) = 24.00
.040
.020
12.00
.020
.013
Calculated flow rate of total street channel =
4111 Flow rate in gutter = 5.39 (CFS)
„^ Velocity of flow
Average velocity
.rr
NOTE: The folio
Channel 1 - If
do - If
19.85 (CFS)
in gutter and sidewalk area = 7.389 (Ft. /Sec.)
of total street channel = 5.806 (Ft. /Sec.)
STREET FLOW CROSS SECTION
wing critical depth calculations are for:
STREET, property line to outside edge of gutter
V- GUTTER, property line to start of V- Gutter
r
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
FOR CHANNEL NO. 2:
Top Width(Ft.) = 21.91
Velocity(Ft. /Sec.) = 2.768
Area(Sq. Ft.) = 5.22
.999
pS
Channel 2 -
STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 -
V- Gutter, 2 half of street
CRITICAL FLOW
CALCULATIONS FOR CHANNEL NO. 1:
Subchannel
Critical Flow Top Width(Ft.) = 11.28
+�
Subchannel
Critical Flow Velocity(Ft. /Sec.) = 2.486
Subchannel
Critical Flow Area(Sq. Ft.) = 2.17
Froude Number Calculated = .999
I j
Subchannel
Critical Depth above invert elevation = .862
r
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
FOR CHANNEL NO. 2:
Top Width(Ft.) = 21.91
Velocity(Ft. /Sec.) = 2.768
Area(Sq. Ft.) = 5.22
.999
pS
Subchannel Critical Depth above invert elevation = .678
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
--------------------------------------------------------------------- - - - - --
4w
do
4m
w
am
r
err
,r
ur
go
wr
err
F
E
40
ON ?16
* * * * * * * * * * * * * *
* * * * * * * ** CHANNEL CROSS - SECTION
PLOT * * * * * * * *
* * * * * * * * * * * * * * **
Depth of flow =
.54 Feet , = "W"
HALF - STREET FLOW CROSS SECTION
Critical depth
for Channel No.1= .86 Feet
_ "c"
Critical depth
for Channel No.2= .68 Feet
_ n
-
X (Feet) Y(Feet) Y- Axis -> •
- - - - --
-------5--------6-------------
--------------------------------------
X
ft
.00
.91
X
1.00
.89
X
MR
2.00
.87
Xc
,
3.00
.85
X
c
4.00
.83
X
c
A•
5.00
.81
X
c
6.00
.79
X
c
7.00
.77
X
c
8.00
.75
X
c
...
9.00
.73
X
c
+�
10.00
.71
X
c
11.00
•
X
c
12.00
.67
W
c
13.00
.07 X
X
W
c
14.00
•13
X
W
c
15.00
.17
X
W
c
16.00
•
X
W
c
17.00
.25
X
W
c
18.00
.
X
W
c
19.00
.33
X W
c
20.00
.37
X W
c
21.00
.39
X W
c
22.00
.
X W
c
23.00
.43
X W
c
24.00
.
X X
25.00
.47
W
c
26.00
.49
XW
c
im
27.00
.51
W
c
28.00
.53
X
c
29.00
.55
X
c
30.00
.57
X
c
31.00
.59
X
c
32.00
.61
X
c
33.00
.63
Xc
34.00
.65
X
35.00
.67
X
36.00
•69
X
37.00
.71
x
38.00
.73
X
39.00
.75
X
40.00
.77
X
41.00
•
X
44
42.00
.81
X
1
43.00
.83
X
44.00
.85
+ + + + + + + + + + + + + + + + + + + + +
+ + + + + + + + ++
++++++++++++++++++++++++++++++++++++++++++++
rrr
��
Sierra Engineering
•
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
■
SUBJECT l BY I DATE I JOB NO. I SHEET OF
CATGN 5466lrl M�IALYSis I
/2Y/5
"LC.
/2796 / )
W L/ 4L FL
- RyL "43„ MUST BE >1.2. V2 /Zs + SR-
:;;
HA. FOR - - FLOC . /27‘. 3/
STOKM 1)14111 H
. F S `
z
1- v, 6 •
L_= 37/ 2 A AY
FL.
•
FL-
STA 4 3f2�•o% d/ P
C5 /3 V= QUA = S C FPS
T/ /2$/ V = P.47 1.2 V = 0.0
HtL ,'/7.3/ SFL =(Q /K) ( /?477 ? 5 .2 \ Z 37/2 - 0•22,FT
AVAILABLE 14= -(CF +FB) = 1?EQ')- H ' OK x1
Q. /7476F5 K= 22 . 2
1ZCP 37/2 LF OF Z!r CF +FB + 1.2 V + = FT
A=
./ z SF t15 4 y "V" bE..Fi
H61: 127i• 3 / * 2,7 - 47 i-S5 Os( 1/ 7 • 7 7-e ,7
/777aly -F 2= /279-4
�►C��,�Gl
/,27e7.0 4 , . 5rI( /,? 79 G-
1iP de4 4n /;79‘.Z= O. 9� � � 0. 0.K
(714) 799.8080 • FAX: (714) 799-8070
25864 BUSINESS CENTER DRIVE. SUITE F • REDLANDS, CALIFORNIA 92374
-n-1
DEPTH OF FLO`'J - y -
FEET
0i c ; 03 01 .OS .CG Ov 10
2 .3 4 .S
Jll
(a) DISCHARGE PEI' FOOT OF I�
_. -- ._ LENGTH OF CURB OPENING - s
r -� , „�cN INTERCEPTIr�G �-- -1..._ _.�..- - -��� � • - •-
INLE I r:,
-- -1-100 % OF GUTTER FLOW
i Q
}
.10
cl
OR
r
no I.O ;
/y-
-�• � / t 1� .4
PARTIAL INTERN -
'"!� GEPTION RATIO. fib- - -, .-',� '/ i - -}- i_ r
FOR INLETS OF-'
LENGTH. LESS
THAN L.
o le
.05 .os .0e .10
�. TABLE'. M
" BUREAU OF PUBLIC ROADS CAPACITY Or CURB OPENING INLETS
DIVISION Two WASIL D.C -34- ON 3 ONTINUOUS . .GRADE
J �
i
Los
Angeles l.uunLy r luuJ �.. tlL,u! 1 _
A
/
+
FACTORS
FOR CLOSED
CONDUITS FLOWING FULL
.25
1.486 7
'+here. 1 = ai:.c:: ar>>
_n c_.:
Manning's Formula;
Q= n
A R s
.So
i. ,7 6 - ,
105.0
.75
K 0 _ 1.486 A�
(or
pipe K = 35.6259 d
s# 0.013
for
box K= 114.3077
.. 3
226.2
.25
27
3.976
09..
"
, �Q lz
- -Ldt of
er,-- ��' ent bcx
K
75
33
= we z :ed zeri..,e
:er
J �
i
1
A
/
.25
.LI•
. G— ,
r ..4. �
.So
,2
i. ,7 6 - ,
105.0
.75
21
2.405
; r•
2.00
2'�
3. ;2
226.2
.25
27
3.976
09..
75
33
5.
52S.?
3.30
36
7.063
c66'.9
<,
.9
8.2
CGS.
.5
4 2
9.621
1 ,2C6
4.5
11 044
1,2C9
- ".25
51
U.1?6
;, 6;:! R
�;
r 21
- -0
Ca
= .635
z &aI
?5
03
2 _.6�3
2, :66
50
Cc
23 — 5
3_ I cS
2;
75
30.^30
-,720
32-123
2 L-
00
34
38 - G 5
c 3
�' -lv
5.
^
^ q
2
'^
I — C '1
— : j
-
-
Sa
Du
J �
i
Sierra Engineering
w CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
JOB g006 L5
' FREQUENCY ZS YEAR
di
BY
C.B. NO. ►U
CURB OPENING (Interception)
P.iJ, w l4Q
Given:. (a) discharge Q = 15.ZS CFS
(b) street slope = U� �'� 1Z— ft. /ft.
+.. (c) curb type 9 -rLI" LOW- 1L)PP
(d) half street width = �Z ft.
4"
Solution: y = usl ft.
Q/L
L = X5.25 / 0. _ ?,1.1 g (L for total)
(Interception)
■+ Partial
Interception: Lp = Z 8 ft.
.w Lp /L = ZG� /JI 1 9 -- o y
a/y =0• 5
Qp /Q = v 1 "
Q = `'S.?,5 x ��? _ l -C -) cfs (Intercepted)
QC = 15, cfs (Carryover)
USE: l��`v. VV %2 IJ�O
(714) 799 -8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
331
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET CAPACITY * * * * **
15.25 CFS CARRYOVER FROM C.B. # 14A * **
* ** CATCH BASIN # 14 * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .019200 (Ft. /Ft.) = 1.9200
Given Flow Rate = 15.25 Cubic Feet /Second
PM
* ** OPEN CHANNEL FLOW - STREET FLOW * **
Street Slope (Ft. /Ft.) _ .0192
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
+r Distance From Crown to Crossfall Grade Break (Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) _ .040
Slope from Grade Break to Crown (Ft. /Ft.) _ .020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) = 12.00
Slope from curb to property line (Ft. /Ft.) _ .020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk = .013
Depth of flow = .509 (Ft.)
r Average Velocity = 5.22 (Ft. /Sec.)
** Streetflow Hydraulics :
Halfstreet Flow Width(Ft.) = 14.97
Flow Velocity(Ft. /Sec.) = 4.78
Depth *Velocity = 2.44
Calculated flow rate of total street channel = 15.25 (CFS)
Flow rate in gutter = 4.55 (CFS)
Velocity of flow in gutter and sidewalk area = 6.668 (Ft. /Sec.)
Average velocity of total street channel = 5.224 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 9.72
Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.471
Subchannel Critical Flow Area(Sq. Ft.) = 1.84
Froude Number Calculated = 1.001
Subchannel Critical Depth above invert elevation = .831
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
d1 Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
FOR CHANNEL NO. 2:
Top Width(Ft.) = 19.13
Velocity(Ft. /Sec.) = 2.623
Area(Sq. Ft.) = 4.08
1.001
SR-
Subchannel Critical Depth above invert elevation = .623
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
------------------------------------ --------- ----------------------
r,i
do
so
err
no
r
�r
do
aw
r� n,-
n n7
* * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION
PLOT * * * * * * * * * * * * * * * * * * * * * * **
.w
Depth of flow =
.51 Feet ,= "W"
HALF - STREET FLOW CROSS SECTION
�
Critical depth
for Channel No.1= .83 Feet
, = 11c11 11c11
Critical depth
for Channel No.2= .62 Feet
,
r
X (Feet) Y(Feet) Y- Axis -> •0 .2
5
•
-------------------------------------------------------------------------
X
.00
.91
X
�.
1.00
.89
X
2.00
•87
X
3.00
.85
X
err
4.00
.83
Xc
5.00
.81
X c
6.00
.79
X c
7.00
.77
X c
8.00
.75
X c
9.00
.73
X c
10.00
.71
X c
11.00
•69
X
12.00
• 67
W
c
13.00
.07
X
W
c
+�
14.00
.13
X
X
W
c
15.00
.17
X
W
c
16.00
.21
X
W
c
err
17.00
.25
X
W
c
18.00
•29
X
W
c
w.,
19.00
.33
X
W
c
20.00
.37
X
W
c
21.00
.39
X
W
c
22.00
.41
X
W
c
..
23.00
.43
X
W
c
+r+
24.00
.45
X W
c
25.00
.47
XW
c
"^
26.00
.49
X
c
27.00
.51
X X
28.00
•53
c
29.00
•55
X c
30.00
.57
Xc
31.00
•59
Xc
32.00
•61
X
'
33.00
•63
X
34.00
.65
X
35.00
•67
X
36.00
•
X
37.00
.71
X
38.00
.73
X
39.00
.75
X
40.00
.77
X
41.00
.79
X
42.00
.81
X
43.00
•
X
44.00
.85
+ + + + +
+ + + + + + + + + +
+ + + + + + + + + +
+ + + + ++
++++++++++++++++++++++++++++++++++++++++++++
n n7
0
ww
Ali
Sierra En ineering
EIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
SUBJECT
C ATG N
BY
�,A►S 11� � tJALYS I S
DATE
lOB NO. SHEET OF
/ /Y� 5
a, s
- 1".G.
NyL1L
FL
o d 44
,,H„ M UST BE 7 I.2 \" + SFL
o
N"
STogm
DRAtN N4L
is o •yS
d= ,��
FL
S,
bL z
~I �
L= 37/2
N a
F --
FL.
STA 114�'` X0. 7 C/� TfL'i9l
V= 4Ia
O.3l 1.2 V'1 = O
H41� /2% • �z SFL - (Q�K� �2 37/Z = o -/� FT
AVAILb6LE 4 -(CF +Fg) = � �EQ'D. H oK N4
Q :_�' —��-
9LP 37 /.2 LF of 2u ' CF +Fg 1.2 +�! = FT
A SF QSE 4 " v" bEPTtI
HG� /.27 �,� +�•/6= /,��q �� �s� �� << - Yz •
�'RGf'/d�a/1 = /�2'� 3 • �/ 5 .. /,?�z• � 5 = O- 6 i . S °
+ws
rr
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F • REDLANDS, CALIFORNIA 92374
4 "
d1l
on
lm
ON
4m
om
w
om
so
oft
im
DEPTH OF FLOW - y - FEET -
^A in 2 .3 4 .51 G 0 1
I
3 ;
.Q
L i
10
.00
'06
.05
.o4
.03
.02
.01
PARTIAL INTER.
CEPTION RATIO,
FOR INLETS OF-*.*.
LENGTH. LESS
JHAN L-
.s Q
10
.05 OG .08 .10
�: TABLE* m
BUREAU OF PUBLIC ROADS C / ?P kCITY OF CURB OPENING INLETS
DIVISION T\10 .. WASH, D. C. ' CONTINUOUS..GRADE
cl/y -1
L
ji
-A-
i
i
j
�- �� ��
I
I
.s Q
10
.05 OG .08 .10
�: TABLE* m
BUREAU OF PUBLIC ROADS C / ?P kCITY OF CURB OPENING INLETS
DIVISION T\10 .. WASH, D. C. ' CONTINUOUS..GRADE
I po
va
E
A
?TPT a0
Los
Angeles County
Flood Control Uistrlct
9
K
FACTORS
FOR CLOSED
CONDUITS FLOWING FULL
1.486 j i
'Nhere : = di-zc:. r;e
_
^ c. 3
Manning's Formula ;
0 = n
A R S"
j = _ r�� �? �M
31:) ve
z
86 Aft 7
e
. — Brea ��
-
r_du?
K 4
0 _ 1.
for
pipe K 35.6259 a
_ /drauiiz
'°c_'....
s 0.013
for
box K= 114.3077
2.-.05
ti , Q K Si
p3
1 = d_ 71:Eter
<.00
24.
3.1:z
22'.2
./Q lZ
.25
of
equ . Pl ent bcx
S
?TPT a0
7T PC
D. 1: TA " 3"
1
9
K
.25
_;.
.2 %.
-/-6
.;J
13
105.0
• .75
2.-.05
<.00
24.
3.1:z
22'.2
.25
27
3.976
30 .,
. 5C
30
1.. 70°
w11' . ,
75
33
5.0,39
j2-
3.00
36
7.063
ccc:�
?;
1 9
8.295
=25. ;
.5n
`2
9.62
1,206
.?5
11.041.
1,20
5 66
' -�, 6
.25
51
iL.1?6.
_,0z8
57
72 '
;.JC
-
�.c35
2 cJ L
?5
63
21. c
2,- (c
.;C
-c
23.r
3 5
._..,..
69
2 5.? i
3, 7 E 0
.;,^
-, 2
2S . 27-
w, X36
3 S - ;2c
/• q - c ,
:, i
, .00
I 3/
38.L5 5
6 , 388
5.
-
-
4...2
/
JJ
7r
Ir
.
v ,
i 3 . -
f
• /V
- �
56. , T 5
~ - - P-2
1
3 -1.
U
7 /-7
Sierra Engineering
CIVIL ENGINEERS • LAND SURVEYDRS • LAND PLANNERS
w�1 DIVISION OF PROJECT 2000, INC.
JOB _`OO
FREQUENCY 2S YEAR
sis BY T/
C. B. TRIO. I`1 A pow
.. CURB OPENING (Interception)
Given: (a) discharge Q Z5 = ��3 �6 CFS
.n
(b) street slope = U, C)\ ft. /ft.
(c) curb type e c. r.-r I-I LocAl I) r
(d) half street width ft.
..
�! Solution: y = o, W ft.
Q/L = O -W
L = Lj • 0 .1 0 = bZ '�J (L for total)
+� (Interception)
Partial p
�* Interception: Lp = Z8 ft.
.. Lp/ L
di
a/Y = 0 3��0 728 = U •��5
QP /Q = 0
Qp = LI3.56 x U.(75 = Z8.3i cfs (Intercepted)
Qc = x-13 �� - 2�•3� _ �5•ZS cfs (Carryover) - ro ('.I,'_. , 1L1
**1
2 U
USE:
Vim) -
(714) 799.8080
FAX: (714) 799.8070
25864 BUSINESS
CENTER DRIVE,
SUITE F • REDLANDS, CALIFORNIA 92374
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* * * * ** HYDRAULIC STREET ANALYSIS * * * * **
* ** CATCH BASIN # 14A * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
M
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .016800 (Ft. /Ft.) = 1.6800
Given Flow Rate = 43.56 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
M"
.r�
�w
Street Slope (Ft. /Ft.) _ .0168
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 32.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft. /Ft.) _
Slope from Grade Break to Crown (Ft. /Ft.) _
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) _
Slope from curb to property line (Ft. /Ft.) _
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk =
Depth of flow = .728 (Ft.)
Average Velocity = 5.83 (Ft. /Sec.)
(Ft.) = 24.00
.040
.020
12.00
.020
.013
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 3.049 (Ft.)
do
Streetflow Hydraulics
Halfstreet Flow Width(Ft.) = 25.88
Flow Velocity(Ft. /Sec.) = 6.05
Depth *Velocity = 4.40
�. Calculated flow rate of total street channel = 43.56 (CFS)
Flow rate in gutter = 5.02 (CFS)
Velocity of flow in gutter and sidewalk area = 4.552 (Ft. /Sec.)
Average velocity of total street channel = 5.831 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1:
Subchannel Critical Flow Top Width(Ft.) = 10.63
M Subchannel Critical Flow Velocity(Ft. /Sec.) = 2.476
Subchannel Critical Flow Area(Sq. Ft.) = 2.03
Froude Number Calculated = 1.000
*1 Subchannel Critical Depth above invert elevation = .849
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
Subchannel Critical Flow Top Width(Ft.) = 30.50
di 3 r�
Subchannel Critical Flow Velocity(Ft. /Sec.) = 3.440
Subchannel Critical Flow Area(Sq. Ft.) = 11.20
Froude Number Calculated = 1.000
„ Subchannel Critical Depth above invert elevation = .898
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
-------------------------------------------------------
dil
MR
do
E
.r
0
0
M
Id * * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
im Depth of flow = .73 Feet ,= "W"
HALF - STREET FLOW CROSS SECTION
' Critical depth for Channel No.1= .85 Feet , _ "c"
Critical depth for Channel No.2=
.90 Feet _ "c"
rw
X (Feet) Y(Feet) Y- Axis ->
.0 .2
-------------
----------------------------------------------------5--------6
X
.00 .91
X
..r
1.00 .89
2.00 .87
X
X
3.00 .85
Xc
4.00 .83
X c
5.00 .81
X c
6.00 .79
� 7.00 .77
X c
X c
8.00 .75
W C
9.00 .73
XW c
10.00 .71
X
W c
11.00 .69
X
W c
12.00 .67
W c
13.00 .07
X
W c
+W 14.00 .13
X
W c
15.00 .17
X
W c
16.00 .21
X
W c
III 17.00 .25
X
X
W c
18.00 .29
X
W c
� 19.00 .33
X
W c
20.00 .37
X
W c
21.00 .39
X
W c
., 22.00 .41
X
W C
23.00 .43
X
W c
err 24.00 .45
X
W c
25.00 .47
X
W c
26.00 .49
X
W c
rrri 27.00 .51
X
W c
28.00 .53
X
W c
29.00 .55
X
W C
� 30.00 .57
X
W c
31.00 .59
X
W c
32.00 .61
X
W c
33.00 .63
X
W c
r�l 34.00 .65
X
W c
35.00 .67
X W c
36.00 .69
XW c
37.00 .71
X c
38.00 .73
X c
39.00 .75
'w1
X c
40.00 •77
X c
41.00 •79
X c
42.00 •81
X c
43.00 .83
X c
44.00 .85
+ + + + +
+ + + + + + + + + +
+ + + + + + + + + +
+ + + + ++
++++++++++++++++++++++++++++++++++++++++++++
ails
,w
OR
as
J1w
4w
i1Jr
am
OR
�i
.'sierra En illeerillg
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
SUBJECT
CATGN �,ASi1J WAL` sls
os-
WAQ 5"A L �-
FL
DIVISION OF PROJECT 2000, INC.
By I DATE
/? 47 7
FL
14A
JOB NO. SHEET OF
"H" MOST BE -- LZ X / 2 9 + S
N
�I.G,. Fofz �Fl,gL1 /:0- '1l -.35
STor-M t>gAw NFL
:57-
I ,
1-- I
a
F L-
F�L
6TA
c5
H4L /2 , 4- 35
AVAILbBLE
Q- GFS
g6p I .l LF OF 30
A= � ,-F
V, Qua = 5 �� FP5
v2/29 = o S 1.2 v /2g
SFL = (Q�K� (� 3���Z AFT
IzEaD. N oK N4
K= a•�
CF +F$ +1.2 + FT
uSF- 5 it V'' bE.PT}l
g 12 X6.
� J
/y 'f d
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANIDS, CALIFORNIA 92374
3112
AW
of
-W
A R
DEPTH OF FLOVV - Y - FEET -
()A 04 O:S PG C)rj .10 .3 4 .5 .6 0 .tl 10
Q
L
.04
.03
.02
.01 # .
(b)
PARTIAL INTER,
CEPTION RATIO.
FOR INLETS OF
LENGTH. LESS
THAN L -
LVL
TABLE M
BUREAU OF ruBLIC nOADS '. GAPIAGITY O 3 CURB OPENING INLETS
DIVISION TWO " WASIL.D.C. -34- ' ONTINUOUS...GRADE
Los
Angeles County
Flood lontrol
l)ISCrIGC
FACTORS
FOR CLOSED
CONDUITS
FLOWING FULL
9
I
L
I
1.486
Manning's Formula ; Q z n A R s'
z e
K Q _ 1.486 AR for pipe K = 35.6259 d
s 0.013 for box K= 114.3077
I p3
Q Ksz
s
:
K
Where ai:...: ar;° CfS
A = area ccndu'_ z
= fC:r�llli P_Q; i
_
d _ df-a Teter ei .
'ieigh� Of
d t o f e q _
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Sierra Engineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000, INC.
JOB UP 6 `3
FREQUENCY ZS YEAR
BY . T lly
C. B. NO.
CURB OPENING (Interception)
Given: (a) discharge Q ZS = 9X-S2 CFS
(b) street slope ft. /ft.
(c) curb type 8 } I L� LOCA1 I) f P
(d) half street width = 3Z- ft.
Solution: y ft.
Q/ L = 0,(]
L = Q c � _ �� 1 Z - (L for total)
(Interception)
Partial c�
Interception: Lp = 2 ( ' S ft.
Lp /L = ?8A 1.1Z -U Z��
a/y = () .33 /U •qo .U• " 3U3
Qp /Q = c7 •� d 0.4 -1 f1
Qp = p d x y 4 _ ��' S cfs ( Intercepted)
Qc = 03e - 1 0 S4 cfs (Carryover)
USE: Z3
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F • REDLANDS, CALIFORNIA 92374
��
4 4
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
HYDRAULIC STREET CAPACITY * * * * **
* ** WEST SIDE OF CITRUS AVE NORTH OF FOOTHILL * **
* ** CATCH BASIN # 15 * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .019800 (Ft. /Ft.) = 1.9800
Given Flow Rate = 88.38 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
w
Street Slope (Ft. /Ft.) = .0198
Mannings "n" value for street = .015
Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 36.00
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) =
.040
Slope from Grade Break to Crown (Ft. /Ft.) =
.020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) =
12.00
Slope from curb to property line (Ft. /Ft.) =
.020
Gutter width (Ft.) = 1.500
Gutter hike from flowline (In.) = 1.320
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .909 (Ft.)
Average Velocity = 7.05 (Ft. /Sec.)
!!WARNING: WATER IS ABOVE LEFT OR RIGHT BANK ELEVATIONS.
Flow capacity is extrapolated by increasing
bank heights
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is =
12.137 (Ft.)
Streetflow Hydraulics
s., Halfstreet Flow Width(Ft.) = 30.84
Flow Velocity(Ft. /Sec.) = 7.71
' Depth *Velocity = 7.01
88.38 (CFS)
Velocity of flow in gutter and sidewalk area = 4.677 (Ft. /Sec.)
Average velocity of total street channel = 7.046 (Ft. /Sec.)
STREET FLOW CROSS SECTION
Calculated flow rate of total street channel =
Flow rate in gutter = 12.88 (CFS)
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
wA CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
Subchannel Critical Dept h
CRITICAL FLOW DEPTH EXCEEDS
4"
FOR CHANNEL NO. 1:
Top Width(Ft.) = 13.50
Velocity(Ft. /Sec.) = 3.130
Area(Sq. Ft.) = 4.12
.999
above invert elevation = 1.010
CHANNEL HEIGHT IN CHANNEL NO. 1
CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 2:
Subchannel Critical Flow Top Width(Ft.) = 34.50
Subchannel Critical Flow Velocity(Ft. /Sec.) = 4.128
Subchannel Critical Flow Area(Sq. Ft.) = 18.29
Froude Number Calculated = .999
Subchannel Critical Depth above invert elevation = 1.163
CRITICAL FLOW DEPTH EXCEEDS CHANNEL HEIGHT IN CHANNEL NO. 2
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
- --------------------------------------------------------------------- - - - - --
ur
E
nri
10
am
d0
'0
d
0
00
.. 5117
CHANNEL CROSS - SECTION
PLOT
Depth of flow =
.91 Feet ,_ "W"
HALF- STREET FLOW CROSS
SECTION
9w
Critical depth
for Channel No.1= 1.01 Feet
, _ "c"
Critical depth
for Channel No.2= 1.16 Feet
, _ "c"
X (Feet) Y(Feet) Y- Axis -> .0 .3
'S
--- - - -? -- --- - - - - --
.00
XW
1.00
.89
X W
ar
2.00
.87
X W
3.00
.85
X W
+.•.
4.00
.83
X W
5.00
.81
X W
do
6.00
.79
X
W
7.00
.77
X
W
an
8.00
.75
X
W
dw
9.00
.73
X
W
10.00
.71
X
W
11.00
.69
X
W
12.00
.67
W
,rr
13.00
.07
X
W
14.00
.13
X
W
..
15.00
.17
X
X
W
16.00
.21
W
17.00
.25
X
W
18.00
.29
X
W
19.00
.33
X
W
20.00
.37
X
X
W
'
21.00
.41
X
W
22.00
.45
X
W
23.00
.49
X
W
24.00
.53
X
W
25.00
.55
X
W
,w
26.00
.57
X
W
27.00
.59
X
W
dM
28.00
.61
X
W
29.00
.63
X
W
sm
30.00
.65
X
W
31.00
.67
X
W
32.00
.69
X
W
33.00
.71
X
W
34.00
.73
X
W
35.00
.75
X W
36.00
.77
X W
37.00
.79
X W
38.00
.81
X W
39.00
.83
X W
40.00
.85
X W
*q
41.00
.87
XW
42.00
.89
X
43.00
•9
X
44.00
.93
X
qq
45.00
.95
X
46.00
•
X
47.00
.9
X
'
48.00
1.01
+ + + + +
+ + + + + + + + + +
+ + + + + + + + + +
+ + + + ++
++++++++++++++++++++++++++++++++++++++++++++
n/ y
Jd
I
�r
dW
."
�i
4M
sierra En ineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
SUBJECT BY DATE JOB NO. SHEET OF
C ATC N �,AS 1t� ��IALYS I S
as' 'LC.
N�LJE/ FL
c O FFyl. H, MUST BE > I.Z 2 1 29 + S
'sToKM t>p4W H4L _
FIL s,
a,. z
N a
y,
F L•
�L•
STA 5 3 t.2� �s (z- z q'omw'
C5 /.'s
HG L1
AVAI LABLE 4= -(CF +FB) =
Q= ! /,-/ , S� GF5
IZC f, LF OF �o
A° SF
V= QIA =FPS
V2/23 _ /. // 1.2 v = / 33
SFL = (Q/K)ZL= (i yl / ) Z 32 = a F
_ izEQ'D. H oK N4
K=
CF +Fg +1.20125 +cl Y FT
QSE 5 `' V" DEPT�
NQ f D'�l 1115-,- _ 1.2
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F REDLANDS, CALIFORNIA 92374
DEPTH OF FLOW y - FEET
A nn r), nr. .3 4 .5 A .0 IQ
dill
dill
Wrl
Ills
.03
,oz
.01
PARTIAL INTER•7
CEPTION RATIO.
FOR INLETS OF
LENGTH. LESS
Q
.10
.00
.06
.05
.04
.03
,oz
.01
- cl y
t J � Pe i � � -�-�-
1 / I � I �
4-
.4
.3
.05 .06 .08 .10 2 J 4 S .6 U;
Rill TABLE.` -•
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO WASP I., D. C. ON �ONTINUOUS. GRADE
PARTIAL INTER•7
CEPTION RATIO.
FOR INLETS OF
LENGTH. LESS
THAN L -
- cl y
t J � Pe i � � -�-�-
1 / I � I �
4-
.4
.3
.05 .06 .08 .10 2 J 4 S .6 U;
Rill TABLE.` -•
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO WASP I., D. C. ON �ONTINUOUS. GRADE
.4
.3
.05 .06 .08 .10 2 J 4 S .6 U;
Rill TABLE.` -•
BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS
DIVISION TWO WASP I., D. C. ON �ONTINUOUS. GRADE
I IA
Los
r,nyCl C; uU(ILi I
luu '-Ili— 1 .. _.
A
FACTORS
FOR CLOSED
CONDUITS FLOWING FULL
'Z 6
`
1.486 7 I
'N Here , q _ di_�.:sr;°
Manning
Formula ;
Q n
A R s'
6= °ri: c`_ n
3! 2 e
R'
Q
j
1.486 AR
Q
i = area vi
R _ - ydr alli__
....:du.. v 1
u
=
K �_
for
pipe K = 35.6259 d3
,25
27
3.976
s
0.013
(or
box K= 114.3077 Q
= '0 •c! 3
• 50
30
Q - K s2
wild ,
P3
d = I- Lameter
of
?5
33
5.939
52S.?
.�Q
s . . K
`Z
7.063
666'.
J = - .I Ct : of
- `,re L` ec der
eC e t cx
i..:e :ar
I IA
i
9
K
A
1 5
^,
_,
? .
'Z 6
105.0
.75
?i
2./_05
1
2.00
2µ
3 . 1
22S G
,25
27
3.976
09:,
• 50
30
JO?
wild ,
?5
33
5.939
52S.?
3.30
36
7.063
666'.
%[
39
8.2
.51'
'�
^ 1
•f7
wi
1 9. ^ � 62 ,
i? .0 a
^ C6
1 ,2C9
.�
i L 66
'-,—/ 6
.25
51
iZ_.1 ;6
_,&Z5
57
K
'
25
63
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2
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ca
23.75
3
07
2 5• 0 6 i
3 ,
-'2
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75
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00
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38. !35
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2
_
.0
_32
da Sierra En
CIVIL EN GINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
JOB 1006S
FREQUENCY YEAR
BY
C.B. NO. ib
�.. CURB OPENING (Interception)
C.1! ./6
Given: (a) discharge Q -, _ ��6 1 CFS
(b) street slope = />>�f 7 ft. /ft.
(c) curb type B C.F. t L �'' ( o CA
(d) half street width = JZ- ft.
Solution: y = � 76G ft
,w
� Q/L
L = L/6 d"4 / 0, _ �2, Ub (L for total)
(Interception)
dd
�+ Partial
Interception: Lp ft.
Lp /L = Z7110 / = 0, j05
a/ y = 0.331076 = 0 , I. 3
Qp /Q = 043
Q = Lt6.t x 22-LIS cfs (Intercepted)
Qc = ►b 8�1 - 22 .l1 = ZLt,,L� cfs (Carryover)
USE: D - . w
(714) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE. SUITE F REDLANDS, CALIFORNIA 92374
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
•� * * * * ** HYDRAULIC STREET CAPACITY * * * * **
* ** 46.84 CFS CARRYOVER FROM C.B. #16A * **
* ** CATCH BASIN # 16 * **
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
ij CALCULATE DEPTH OF FLOW GIVEN:
Channel Slope = .019700 (Ft. /Ft.) = 1.9700 %
„ Given Flow Rate = 46.84 Cubic Feet /Second
* ** OPEN CHANNEL FLOW - STREET FLOW * **
an Streetflow Hydraulics
im Halfstreet Flow Width(Ft.) = 23.80
Flow Velocity(Ft. /Sec.) = 6.74
�* Depth *Velocity = 5.16
Calculated flow rate of total street channel = 46.84 (CFS)
Flow rate in gutter = 5.90 (CFS)
Velocity of flow in gutter and sidewalk area = 4.498 (Ft. /Sec.)
" Average velocity of total street channel = 6.341 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
.w Channel 3 - V- Gutter, 2nd half of street
Street Slope (Ft. /Ft.) _ .0197
FOR CHANNEL NO. 1:
Mannings "n" value for street = .015
Top Width(Ft.) = 12.09
do
Curb Height (In.) = 8.
Velocity(Ft. /Sec.) = 2.506
Street Halfwidth (Ft.) = 36.00
Area(Sq. Ft.) = 2.36
Distance From Crown to Crossfall Grade Break
(Ft.) = 24.00
Slope from Gutter to Grade Break (Ft. /Ft.) _
.040
mi
Slope from Grade Break to Crown (Ft. /Ft.) _
.020
Subchannel Critical Flow
Number of Halfstreets Carrying Runoff = 1
O
Distance from curb to property line (Ft.) =
12.00
Subchannel Critical Flow
Slope from curb to property line (Ft. /Ft.) _
.020
00
Gutter width (Ft.) = 1.500
Subchannel Critical Depth above invert elevation = .979
Gutter hike from flowline (In.) = 1.320
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
**
Mannings "n" value for gutter and sidewalk =
.013
Depth of flow = .766 (Ft.)
Average Velocity = 6.34 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Sri
Distance that curb overflow reaches into property is = 4.961 (Ft.)
an Streetflow Hydraulics
im Halfstreet Flow Width(Ft.) = 23.80
Flow Velocity(Ft. /Sec.) = 6.74
�* Depth *Velocity = 5.16
Calculated flow rate of total street channel = 46.84 (CFS)
Flow rate in gutter = 5.90 (CFS)
Velocity of flow in gutter and sidewalk area = 4.498 (Ft. /Sec.)
" Average velocity of total street channel = 6.341 (Ft. /Sec.)
STREET FLOW CROSS SECTION
NOTE The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
.w Channel 3 - V- Gutter, 2nd half of street
CRITICAL FLOW CALCULATIONS
FOR CHANNEL NO. 1:
Subchannel Critical Flow
Top Width(Ft.) = 12.09
Subchannel Critical Flow
Velocity(Ft. /Sec.) = 2.506
Subchannel Critical Flow
Area(Sq. Ft.) = 2.36
Froude Number Calculated
= 1.000
Subchannel Critical Depth above invert elevation.= .878
CRITICAL FLOW CALCULATIONS
FOR CHANNEL NO. 2:
Subchannel Critical Flow
Top Width(Ft.) = 32.98
Subchannel Critical Flow
Velocity(Ft. /Sec.) = 3.418
Subchannel Critical Flow
Area(Sq. Ft.) = 11.98
dw
Froude Number Calculated
= .999
Subchannel Critical Depth above invert elevation = .979
+.
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
�i
di * * * * * * * * * * * * * * * * * * * * * ** CHANNEL CROSS - SECTION PLOT * * * * * * * * * * * * * * * * * * * * * * **
Depth of flow = .77 Feet ,_ "W"
W
di HALF- STREET FLOW CROSS SECTION
di .i
Critical depth
for Channel No.1=
.88 Feet , _
"c"
Critical depth
for Channel No.2=
.98 Feet , _
c
" "
,m
X (Feet) Y(Feet) Y- Axis ->
.0 .3
trr
------------------------------- ---------------------5----------- X ----------
.00
.91
X
1.00
•89
X
�+
2.00
.87
Xc
3.00
.85
X c
4.00
.83
X
c
5.00
.81
X
c
rr
6.00
.79
X
c
7.00
.77
XW
c
8.00
.75
X W
c
9.00
.73
X W
c
10.00
.71
X W
c
11.00
.69
X W
c
12.00
.67
X
W
c
13.00
.07
W
c
14.00
•13
X
W
c
15.00
.17
X
X
W
c
16.00
.21
X
W
c
17.00
.25
X
W
c
18.00
.29
X
W
c
19.00
.33
X
W
c
20.00
.37
X
W
c
21.00
.41
X
W
c
22.00
.45
X
W
c
23.00
.49
X W
c
24.00
.53
X W
c
25.00
.55
X W
c
26.00
.57
X W
c
27.00
.59
X W
c
gi
28.00
.61
X W
c
29.00
.63
X W
c
w
30.00
.65
X W
c
31.00
.67
X W
c
32.00
.69
X W
c
33.00
.71
X W
c
14
34.00
.73
XW
c
35.00
.75
X
c
36.00
.77
X
c
37.00
.79
X
c
38.00
.81
X
c
di
39.00
.83
X
c
40.00
.85
X
c
41.00
.87
X c
42.00
.89
X c
43.00
.91
X c
44.00
.93
Xc
45.00
•95
X
46.00
•97
X
47.00
.9
X
48.00
1.01
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-
do
'.;
di Sierra Engineering
I" CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
411111111
DIVISION OF PROJECT 2000, INC.
= .
(714) 799.8080 • FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F REDLANDS, CALIFORNIA 92374
DEPTH OF FLO`'J - y - FEET
di r. nt n4 m nG I,i, 10 .2 .3 4 .S .6 0 10
1�
+III
'CIA
ww
Ir
10
0
b
u'
.6
.S
.2
Q
`.
.10
.00
.06
.OS
.04
.03
.02
.01
Q
Q:
T M
I" BURE o f PUBLIC R O A DS CAPACITY OF CURB OPENING INLETS
DIVISION Two WA SIL, 0. C . -34 ON ,CONTINUOUS . GLADE
PARTIAL INTER.
CEPTION RATIO.
11
FOR INLETS OF-'.*.
LENGTH. LESS
THAN L
Q
Q:
T M
I" BURE o f PUBLIC R O A DS CAPACITY OF CURB OPENING INLETS
DIVISION Two WA SIL, 0. C . -34 ON ,CONTINUOUS . GLADE
Los Angel e5 1 7UCIL'j rluuu wi lu
FACTORS FOR CLOSED CONDUITS FLOWING FULL
C_
1.486 I Where Gi e ar;
. :� = _: -3 __n ..
-" Monninq s Formula ; 0 = n A R s g = _ r - y L_JC1 3l ^Ce
z z = area o"
K - _ 1.486 AR 3 for pipe K= 35.6259 d5 _ :/Graui_ raG
.. L _..... --
S 0.0 for box K: 114.3077 .- _ 'J .0! 3 '
Q - K s; P' G = cl _ eter .i _ _�e
of equ
K) _ )we z :eG Seri -e :er
!'7
it 1
I K
J - I:
F
t -)
a
9
*+
SC. it
, t
�J
2=
's
.22
X4.6
105.0
.75
2i
2.-L05
Z.
<.00
2L
3 1 1
G2 G.G
.25
27
3.976
309.,
. 50
30
^
L . to
75
33
5.339
52�
3.30
36
7.063
6cc:
zr
39
3.295
325
.5�
42
9.62
. ; 5 .
'1.11
. - O LL
? , K
.25
5i
1L.136
_,033
x.635
25
63
2 1 .6 -
-6
23. , ,,
3 , 35-
07
<5.067
3, �0
.3
-2
2S -7L
-L,;36
5
- 33
35. - , 3,
;,.,6
3L
38.L35
c 383
51_;U'I
5
y - -
.G;
.
4-..283
:
_ i7"
x -•11
t
L32
'
J - I:
F
t -)
r
�i
Given:
(a) discharge Q -->-s = 'V C-' `7
(b) street slope = U 0 7 7
(c) curb type
(d) half street width = �6
Solution: y = �)- / r ft.
Q/L = c ,q �
r n
2
r
CFS
ft. /ft.
ft.
17.2 (L for total)
(Intercepti.on)
Partial -,
Interception: Lp ft.
Lp/ L = �' �� �� 1 iZ _�� •2 g�
a/y = (. / ',:II • x','!
QP /Q = 0 _�_C -1_
Qp = x cfs (Intercepted)
Q = S(� �,�3 - tll. �� _ �i� 2�1 cfs (Carryover) 'Ay
n
USE:
(71n) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
Sierra Engineering
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS
DIVISION OF PROJECT 2000. INC.
( ` (YA
�
JOB
FREQUENCY
YEAR
BY T�
C.B. NO. �6 _
w.�
CURB OPENING (Interception)
r
�i
Given:
(a) discharge Q -->-s = 'V C-' `7
(b) street slope = U 0 7 7
(c) curb type
(d) half street width = �6
Solution: y = �)- / r ft.
Q/L = c ,q �
r n
2
r
CFS
ft. /ft.
ft.
17.2 (L for total)
(Intercepti.on)
Partial -,
Interception: Lp ft.
Lp/ L = �' �� �� 1 iZ _�� •2 g�
a/y = (. / ',:II • x','!
QP /Q = 0 _�_C -1_
Qp = x cfs (Intercepted)
Q = S(� �,�3 - tll. �� _ �i� 2�1 cfs (Carryover) 'Ay
n
USE:
(71n) 799.8080 FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F • REDLANDS, CALIFORNIA 92374
******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
HYDRAULIC STREET CAPACITY * * * * **
* ** EAST SIDE OF CITRUS NORTH OF FOOTHILL * **
* ** CATCH BASIN # 16A * **
MR
ii ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
CALCULATE CHANNEL CAPACITY GIVEN:
Channel Slope = .019700 (Ft. /Ft.) = 1.9700
,q Depth of Flow = .910 Feet
* ** OPEN CHANNEL FLOW - STREET FLOW
Street Slope (Ft. /Ft.) _ .0197
Mannings "n" value for str = .015
Curb Height (In.) = 8. /-
Street Halfwidth (Ft.) f36.
Distance From Crown to . oss 11 Grade Break
Slope from Gutter to Gra eak (Ft. /Ft.) _
Slope from Grade Break to Crown (Ft. /Ft.) _
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft.) _
Slope from curb to property line (Ft. /Ft.) _
Gutter width (Ft.) = 1.500
Gutter --gym ine , = 1.320
'" Ma gs "n" value for gu£ter an sidewalk =
epth of f low = . 910, ( Ft . )
rage Velocity = 7.03 (F . /Sec.)
•� Streetflow Hydraulics
dd Halfstreet Flow Width(Ft.) = 30.84
Flow Velocity(Ft. /Sec.) = 7.70
Depth *Velocity = 7.00
*
(Ft.) = 24.00
.040
.020
12.00
.020
.013
Calculated flow rate of total street channel =
to Flow rate in gutter = 12.91 (CFS)
NOTE: The following critical depth calculations are for:
Channel 1 - If STREET, property line to outside edge of gutter
- If V- GUTTER, property line to start of V- Gutter
Channel 2 - STREET, outside edge of gutter to crown
V- Gutter, in V- Gutter itself
Channel 3 - V- Gutter, 2nd half of street
Velocity of flow in gutter and sidewalk area = 4.674 (Ft. /Sec.)
no Average velocity of total street channel = 7.032 (Ft. /Sec.)
STREET FLOW CROSS SECTION
-
0
M
M
0
0
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
Subchannel Critical Depth
CRITICAL FLOW DEPTH EXCEEDS
CRITICAL FLOW CALCULATIONS
Subchannel Critical Flow
Subchannel Critical Flow
Subchannel Critical Flow
Froude Number Calculated
Subchannel Critical Dept h
CRITICAL FLOW DEPTH EXCEEDS
FOR CHANNEL NO. 1:
Top Width(Ft.) = 13.5
Velocity(Ft. /Sec.) = 3.
Area(Sq. Ft.) = 4.12
= 1.000
above invert elevation =
CHANNEL HEIGHT IN CHANNEL
88.38 (CFS)
0
135
1.010
NO. 1
FOR CHANNEL NO. 2:
Top Width(Ft.) = 34.5
Veloci.ty(Ft. /Sec.) = 4.
Area(Sq. Ft.) = 18.27
1.000
above invert elevation =
CHANNEL HEIGHT IN CHANNEL
0
131
1.163
NO. 2
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
* * * * * * * *
* * * * * * * * * * * * * ** CHANNEL CROSS - SECTION
PLOT * * * * * * * * * * * * * * * * * * * * * * **
Depth of
flow = .91 Feet ,_ "W"
HALF- STREET FLOW CROSS
SECTION
Critical
depth for Channel No.1= 1.01 Feet
, _ "c"
Critical
depth for Channel No.2= 1.16 Feet
, _ "c"
X (Feet)
Y(Feet) Y- Axis -> .0 .3
5 .7 1.0
+�
--------------------------------------------------------------------------
.00
.91
XW
1.00
.89
XW
dw
2.00
.87
X W
3.00
.85
X W
4.00
.83
X W
5.00
.81
X W
6.00
.79
I X
W
7.00
.77
X
W
,
8.00
.75
X
W
9.00
.73
X
W
10.00
.71
X
W
11.00
.69
X
W
12.00
.67
X
W
13.00
.07
X
W
14.00
.13
X
W
15.00
.17
X
W
16.00
.21
X
W
17.00
.25
X
W
18.00
.29
X
W
19.00
.33
X
W
20.00
.37
X
W
21.00
.41
X
W
22.00
.4 5
X
W
23.00
.49
X
W
dw
24.00
.53
X
W
25.00
.55
X
W
an
26.00
.57
X
W
27.00
.59
X
W
00
28.00
.61
X
W
29.00
.63
X
W
30.00
.65
X
W
31.00
.67
X
W
32.00
.69
X
W
33.00
.71
X
W
34.00
.73
X
W
di
35.00
.75
X1
W
36.00
.77
X W
37.00
.79
X W
a
38.00
.81
X W
'
39.00
.83
X W
40.00
.85
X W
"'�►
41.00
.87
X W
42.00
.89
XW
43.00
.91
W
44.00
.93
X
45.00
.95
X
46.00
.97
X
47.00
.99
X
48.00
1.01
X
++++++++++++++++++++++++++++++++++++++++++++
+ + + + +
+ + + + + + + + + + + + + + + + + + + + + + + + ++
di
di
Sierra Eng "neeri17g
CIVIL ENGINEERS • LAND SURVEYORS a LAN PLA
DIVISION OF PROJECT 2000, INC.
F JECT BY DATE 10B NO. SHEET OF
CATc �,AS11J A �I AL`f SIS
i
•ll�
di
am
er
•ell
STA � 3 t G 5" �alZ-,Aq
c /��
716
NGL�L� 73i
AVAILABLE. 4= - ((-F +FB) =
Q= 111-5 GFS
MF 3710 LF of 30 � l
A= SF
V= Q/a =FPS
V 2 /23 = / �/ 1.2 V 2 29 = /- 33
FT
izE -d H oK t 4
CF +F$ + 1.2 V + = FT
QsF 5 '' V" DEPT}l
(714) 799.8080 • FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F REDLANDS, CALIFORNIA 92374
dY7 3
(714) 799.8080 • FAX: (714) 799.8070
25864 BUSINESS CENTER DRIVE, SUITE F REDLANDS, CALIFORNIA 92374
DEPTH OF FLOW y - FEET -
r .03 Al .05 OG .06 .10 .? .3 4 .5 .6
di
MIIII
ilk
err
0 %
o
Q
L
.06
.05
.o4
.03
.02
.01 f .
Q.
LVL TABLE*:: M
di
CAPACITY OPENING INLETS
BUREAU OF PUBLIC ROAOS 2F CURB OPEN
DIVISION TWO " WASI I., D. C. ON CONTINUOUS GRADE
PARTIAL INTER.7
CEPTION RATIO.
FOR INLETS OF
LENGTH. LESS
JHAN L
Q.
LVL TABLE*:: M
di
CAPACITY OPENING INLETS
BUREAU OF PUBLIC ROAOS 2F CURB OPEN
DIVISION TWO " WASI I., D. C. ON CONTINUOUS GRADE
L Angeles County Flood Control District
fly •
FACTORS FOR CLOSED CONDUITS FLOWING FULL1 •
il. 1.486 f ' rihere: = di:.c .arge .. o_ j
Manninq's Formula ; '0= n A R s- 3 = :,-" ct' on s .-,
• e , Y��, z .. = area cf conduit ..
1 { 'R' K 0 _ 1.486 AR for pipe K = 35.6259 d3 R. = rdr auii .. r °_di.... :f _....cu_ = ,
sI 0.013 for box K=114.3077 A = '3.013 j
C : ?��' Q FC si Pi d = d:azT ter of pipe •1
n = h g7 of eaui . a _ eut box
+ :(C1.)
r W = •rict of equivalent box
' , K _ wetted ted ter i:.le =er
•
, ?TDC PC 30 7TDC ',NI:_ A _�'T 3C.0
• ! t ft. sc . ft. . t. t. -in. _ .. s:7. i
1.25 15 1 .227 64..5 ± :
.. ! . .50 _3 1 .767 105.0
t 75 2� 2 _ �g 4 •
1.{ 2.00 2;. 3.142 22 .) 1i.
. 2 5 27 3..976 309.
It:. 30 L.909 L .
i` .75 33 5.939 523
3.� 36 x.0
� ACC. •,
f r : 5 39 4 5
. 5 0 . 9 9 6 1 ,006 - it
.75. 45 • 11.044 1 , 2
" i ' 4 .'.3 12.566 1,L36
.25 51 L /.126. -, -
I 50 5/-.. 15.204. 1 04.—
"5 5 � ' '
. ,- ' .
. 30 ' c0 - ?.635 2,604.
'( .25 63 2 2, ?66
. 0 �c 23.758 3,353
I ..0^ -2 2.27::. .1, 236
•
.25 75 30.:0, /20
I( 1 /t
1 z,
35.
5,
• '.e0 I 3L 38. 6 3R —16 5. - L0.3 >. :5
_ 50 70 1.—L...179 , / .. - -. C. i3 L7.: •-., El.
•
_26 :6.7::!C i - - -- 1 (
1 . • - „ _
I
I of7 K
d
P
dki
CITRUS AVENUE WATER SURFACE PROFILE
----------------------------- - - - - --
M
oft
fai
irr
o"
do
a*
00
.A
di
E
+w
.il CITRUS AVENUE STORM DRAIN
T2
WATER SURFACE PROFILE
a�3
FILE NAME : CITRUS
968.221224.60
1
1230.60
1011.691224.68
1
.014
.00
.00 0
R
1038.001224.74
1
.014
67.00
.00 0
1395.001225.38
1
.014
.00
.00 0
+
1405.001225.58
2
.014
R
1587.001226.90
2
.013
.00
.00 0
�1(
1589.501226.92
4
3
.014
20.2
1229.28
45.00
1806.671228.48
4
.013
.00
.00 0
JX
1811.341228.58
6
5
.014
12.0
1230.95
59.00
1897.891229.54
6
.013
.00
.00 0
1900.391229.56
8
7
.014
25.4
1231.67
60.00
2208.001232.98
8
.013
.00
.00 0
JX
2210.501233.00
10
9
.014
21.0
1235.11
45.00
2249.671233.44
10
.013
.00
.00 0
2254.341233.69
11
.014
R
2309.001234.22
11
.013
.00
.00 0
2332.271234.45
11
.013
59.00
.00 0
2355.541234.67
11
.013
59.00
.00 0
2650.001237.61
11
.013
.00
.00 0
X
2656.001238.11
14
12
13.014
20.1
9.41242.441242.00
76.00
51.00
3136.721248.00
14
.013
.00
.00 0
mik
3141.381248.10
15
.014
R
3382.731251.34
15
.013
.00
.00 0
qN
3392.731251.59
18
16
17.014
43.0
30.61253.091253.09
45.00
31.00
4w
3428.701252.11
18
.013
.00
.00 0
JX
3434.701252.19
20
19
.014
43.0
1253.61
45.00
3533.401253.62
20
.013
.00
.00 0
3542.401253.74
23
21
22.014
22.9
8.81255.581255.58
45.00
33.00
3638.021255.13
23
.013
.00
.00 0
JX
3640.021255.15
25
24
.014
13.4
1257.14
45.00
3797.671257.40
25
.013
.00
.00 0
OW
3802.331258.40
26
.014
R
3977.831261.36
26
.013
.00
.00 0
mN
3979.831261.40
28
27
.014
16.8
1262.88
45.00
4300.091266.80
28
.013
.00
.00 0
Nr
JX
4304.751266.90
30
29
.014
17.5
1268.40
45.00
4453.171269.66
30
.013
.00
.00 0
X
4455.671269.70
32
31
.014
14.6
1271.18
45.00
4571.821271.88
32
.013
.00
.00 0
JX
4573.821271.90
34
33
.014
12.2
1273.39
45.00
4663.431273.57
34
.013
.00
.00 0
Ax
4665.931273.61
36
35
.014
28.3
1274.84
45.00
R
4797.671276.05
36
.013
.00
.00 0
RW
4802.331276.30
37
.014
4889.871277.72
37
.013
.00
.00 0
JX
4895.871277.82
39
38
.014
22.8
1278.77
45.00
5172.571282.32
39
.013
.00
.00 0
5178.571282.42
45
44
.014
35.5
1285.37
45.00
5313.641284.62
45
.013
.00
.00 0
JX
5318.301284.87
41
42
40.014
22.5
41.51285.991285.99
68.00
74.00
5331.071285.08
41
.013
.00
.00 0
5335.731285.18
43
42
.014
41.5
1286.13
45.00
R
5343.731285.31
43
.013
.00
.00 0
5343.731285.31
43
1285.31
1 3 1 .67
4.50
16.67
.00
.00 .00
D
2 4 0 .00
6.75 .00
.00
.00 .00
4 4D
3 4 0 .00
2.00
.00
.00
.00 .00
ima -3� S
CD
CD
I
CD
2
CD
CD
CD
CD
CD
CD
Ao
CD
ORD
CD
ow
CD
CD
0
44
s
E
F
4
4
0
.00
6.75
.00
.00
.00
.00
5
4
0
.00
2.00
.00
.00
.00
.00
6
4
0
.00
6.75
.00
.00
.00
.00
7
4
0
.00
2.50
.00
.00
.00
.00
8
4
0
.00
6.75
.00
.00
.00
.00
9
4
0
.00
2.50
.00
.00
.00
.00
10
4
0
.00
6.75
.00
.00
.00
.00
11
4
0
.00
6.50
.00
.00
.00
.00
12
4
0
.00
2.00
.00
.00
.00
.00
13
4
0
.00
2.00
.00
.00
.00
.00
14
4
0
.00
6.00
.00
.00
.00
.00
15
4
0
.00
6.25
.00
.00
.00
.00
16
4
0
.00
3.00
.00
.00
.00
.00
17
4
0
.00
3.00
.00
.00
.00
.00
18
4
0
.00
6.00
.00
.00
.00
.00
19
4
0
.00
3.00
.00
.00
.00
.00
20
4
0
.00
6.00
.00
.00
.00
.00
21
4
0
.00
2.00
.00
.00
.00
.00
22
4
0
.00
2.00
.00
.00
.00
.00
23
4
0
.00
6.00
.00
.00
.00
.00
24
4
0
.00
2.00
.00
.00
.00
.00
25
4
0
.00
6.00
.00
.00
.00
.00
26
4
0
.00
5.00
.00
.00
.00
.00
27
4
0
.00
2.00
.00
.00
.00
.00
28
4
0
.00
5.00
.00
.00
.00
.00
29
4
0
.00
2.00
.00
.00
.00
.00
30
4
0
.00
5.00
.00
.00
.00
.00
31
4
0
.00
2.00
.00
.00
.00
.00
32
4
0
.00
5.00
.00
.00
.00
.00
33
4
0
.00
2.00
.00
.00
.00
.00
34
4
0
.00
5.00
.00
.00
.00
.00
35
4
0
.00
2.50
.00
.00
.00
.00
36
4
0
.00
5.00
.00
.00
.00
.00
37
4
0
.00
4.75
.00
.00
.00
.00
38
4
0
.00
2.75
.00
.00
.00
.00
39
4
0
.00
4.75
.00
.00
.00
.00
40
4
0
.00
2.50
.00
.00
.00
.00
41
4
0
.00
4.50
.00
.00
.00
.00
42
4
0
.00
2.50
.00
.00
.00
.00
43
4
0
.00
4.50
.00
.00
.00
.00
44
4
0
.00
3.50
.00
.00
.00
.00
45
4
0
.00
4.75
.00
.00
.00
.00
117.08
.0
F0515P CD Vers 2.0 PAGE 1
WATER SURFACE PROFILE LISTING
File: CITRUS.WSP Study Date: 5- 7 -91 Time: 8:14:46
CITRUS AVENUE STORM DRAIN
WATER SURFACE PROFILE
FILE NAME : CITRUS
STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
di ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
t«« ar*** ���* rtrt, t, t, t�***, t*, r***** r**+ nr,►* ��* a** �r**, r, r,►**, r�**+**, t+ t*•«***•« r**** �*.*++* �*+ tr t** r+ t* rrrr. r* t trr t r** t**+ r+ *r *rr « *r�
968.22 1224.60 6.000 1230.600 640.0 8.89 1.227 1231.827 .00 3.678 4.50 16.67 .00 1 .7
MR . - - -,
43.47 /' .00184 1 .004313 .19 4.499 .00
1011.69 1224.68 6.108 1230.787 640.0 8.89 1.227 1232.014 .00 3.678 4.50 16.67 .00 1 .7
11 26.31 .00228 .004313 .11 4.499 .00
* "!1038.00 1224.74 6.373 1231.113 640.0 8.89 1.227 1232.339 .00 3.678 4.50 16.67 .00 1 .7
357.00 .00179 .004313 1.54 4.499 .00
�A
1395.00 1225.38 7.272 1232.652 640.0 8.89 1.227 1233.879 .00 3.678 4.50 16.67 .00 1 .7
TRANS STR .02000 .00
no
X1405.00 1225.58 6.315 1231.895 640.0 18.39 5.249 1237.144 .00 6.315 6.75 .00 .00 0 .0
" 39.17 .00725 �� .011160 .44 6.750 .00
r �
1444.17 1225.86 6.750 1232.614 640.0 17.88 4.967 1237.581 .00 6.315 6.75 .00 .00 0 .0
No
1 2.83
L .00725 .011987 1.71 6.750 .00
fri
1587.00 1226.90 7.454 1234.354 640.0 17.88 4.967 1239.321 .00 6.315 6.75 .00 .00 0 .0
an
llkNCT STR .00796 .013693 .03 .00
""1589.50 1226.92 8.006 1234.926 619.8 17.32 4.658 1239.584 .00 6.266 6.75 .00 .00 0 .0
217.17 .00718 .011428 2.48 6.750 .00
1806.67 1228.48 8.928 1237.408 619.8 ` 17.32 4.658 1242.066 .00 6.266 6.75 .00 .00 0 .0
�2
JUNCT STR .02141 G �/ .013000 .06 .00
1811.34 1228.58 9.225 1237.805 607.8,' 16.98 4.480 1242.285 .00 6.233 6.75 .00 .00 0 .0
4 1 86.55 .01109 .010990 .95 5.504 .00
1897.89 1229.54 9.216 1238.756 607.8 16.98 4.480 1243.236 .00 6.233 6.75 .00 .00 0 .0
: NCT STR .00801 .012224 .03 .00
di
I"
.w -67
1 4
A
F0515P
CD Vers 2.0
PAGE
2
WATER
SURFACE
PROFILE LISTING
File: CITRUS.WSP Study
Date: 5- 7 -91 Time:
8:14:46
CITRUS AVENUE
STORM DRAIN
WATER SURFACE
PROFILE
FILE NAME
CITRUS
STATION
INVERT
DEPTH
W.S.
a
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
2L
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
2R
* r*****, t* ��**, t* *,r,r,r,►
*,► * * *� *,r * *�r * * * *r * * *,► *t *rr r, t*** r«+***+
i�fz�3 r
r*, r.•*+,►**•**, rrr* rr**,►«*
w* r** rr***
wr* wr► r,►+ r*, rr* * * * *r *rr
* * *w * * * * *
* * *+r*
1900.39
1229.56
9.903
1239.463
582.4
16.28
4.113
1243.576
.00
6.160
6.75
.00
.00
0
.0
307.61
.01112
.010090
3.10
5.266
.00
2208.00
1232.98
9.587
1242.567
582:4
16.28
4.113
1246.680
.00
6.160
6.75
.00
.00
0
.0
*�I
"NCT STR
.00801
61. =1
.011288
.03
.00
X12210.50
1233.00
10.123
1243.123
V561.
15.69
3.822
1246.944
.00
6.090
6.75
.00
.00
0
.0
39.17
.01123
.009376
.37
5.071
.00
2249.67
1233.44
10.050
1243.490
561.4
15.69
3.822
1247.312
.00
6.090
6.75
.00
.00
0
.0
JUNCT STR
.05353
.012086
.06
.00
tie
JW 2254.34
1233.69
9.234
1242.924
561.4
16.92
4.445
1247.369
.00
6.027
6.50
.00
.00
0
.0
•! 54.66
.00970
.011466
.63
6.500
.00
2309.00
1234.22
9.331
1243.551
561.4
16.92
4.445
1247.996
.00
6.027
6.50
.00
.00
0
.0
23.27
.00988
.011466
.27
6.500
.00
2332,27
1234.45
10.088
1244.538
561.4
16.92
4.445
1248.982
.00
6.027
6.50
.00
.00
0
.0
0
Wr 23.27
.00945
.011466
.27
6.500
.00
e� 2355.54
1234.67
10.854
1245.524
561.4
16.92
4.445
1249.969
.00
6.027
6.50
.00
.00
0
.0
294.46
.00998
.011466
3.38
5.942
.00
2650.00
1237.61
11.291
1248.901
561.4
16.92
4.445
1253.345
.00
6.027
6.50
.00
.00
0
.0
JUNCT STR
.08333
.015796
.09
.00
2656.00
1238.11
10.322
1248.432
531.9
18.81
5.495
1253.927
.00
5.738
6.00
.00
.00
0
.0
480.72
.02057
.015774
7.58
4.350
.00
3136.72
1248.00
8.015
1256.015
531.9
18.81
5.495
1261.510
.00
5.738
6.00
.00
.00
0
.0
JNCT STR
.02145
.016504
.08
.00
dw
" PAGE 3
F0515P CD Vers 2.0
WATER SURFACE PROFILE LISTING
File: CITRUS.WSP Study Date: 5- 7-91 Time: 8:14:46
CITRUS AVENUE STORM DRAIN
mi WATER SURFACE PROFILE
FILE NAME : CITRUS
""STATION INVERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
SF AVE HF NORM DEPTH ZR
L /ELEM SO
�* re***, er*, tr, r*, r**, tt**, t�* *rr,t,r *,r * *,r *�,+ * * *,r * *r,r + ** ** r**, r*, r**«**, r, r, r, r**, rr** r, r, r** �****, t**, r*** rr* r*, rr** �, r*, r*, r*, t** rt*, r,► *,r * * *,t *,r,t * *,r * *,rr * * * *,r,t*
3141.38 1248.10 8.818 1256.918 531.9 17.34 4.667 1261.586 .00 5.858 6.25 .00 .00 0 .0
.ew 241.35 .01342 .012688 3.06 4.973 .00
ter
3382.73 1251.34 8.641 1259.981 531.9 17.34 4.667 1264.648 .00 5.858 6.25 .00 .00 0 .0
..1NCT STR .02500 .014148 .14 .00
,,. 1251.59 10.107 1261.697 458.3 16.21 4.080 1265.776 .00 5.560 6.00 .00 .00 0 .0
r" 35.97 .01446 .011711 .42 4.450 .00
3428.70 1252.11 10.008 1262.118 458.3 16.21 4.080 1266.198 .00 5.560 6.00 .00 .00 0 .0
JUNCT STR .01333 .012367 .07 .00
l� 3434.70 1252.19 11.258 1263.448 415.3 14.69 3.350 1266.798 .00 5.401 6.00 .00 .00 0 .0
98.70 .01449 .009616 .95 4.114 .00
3533.40 1253.62 10.777 1264.397 415.3 14.69 3.350 1267.747 .00 5.401 6.00 .00 .00 0 .0
1NCT STR .01333 .010334 .09 .00
3542.40 1253.74 11.582 1265.322 383.6 13.57 2.858 1268.180 .00 5.255 6.00 .00 .00 0 .0
95.62 .01454 .008204 .78
3.881 .00
I�
3638.02 1255.13 10.976 1266.106 383.6 13.57 2.858 1268.964 .00 5.255 6.00 .00 .00 0 .0
i1NCT STR .01001 .009188 .02 .00
qR 3640.02 1255.15 11.323 1266.473 370.2 13.09 2.662 1269.135 .00 5.184 6.00 .00 .00 0 .0
157.65 .01427 .007641 1.20 3.811 .00
3797.67 1257.40 10.277 1267.677 370.2 13.09 2.662 1270.339 .00 5.184 6.00 .00 .00 0
JUNCT STR .21459 .016147 .08 .00
3802.33 1258.40 6.587 1264.987 370.2 18.85 5.520 1270.507 .00 4.845 5.00 .00 .00 0 .0
175.50 .01687 .020205 3.55 5.000 .00
am
PAGE
4
F0515P CD
Vers 2.0
di
WATER
SURFACE PROFILE
LISTING
File:
CITRUS.WSP
Study Date:
5- 7 -91 Time: 8:14:46
CITRUS AVENUE
STORM DRAIN
WATER SURFACE
PROFILE
FILE NAME : CITRUS
VEL
VEL
ENERGY SUPER
CRITICAL
HGT/
BASE/
ZL NO AVBPR
STATION
INVERT
DEPTH
W.S.
a
HEAD
GRD.EL. ELEV
DEPTH
DIA
ID NO.
PIER
ELEV
OF FLOW
ELEV
NORM DEPTH
ZR
L /ELEM
SO
SF AVE HF
r* r .•+** r« r*•+««**,+•*« r* wrr w*+ t, t, t+ t* r* w, r* w* r* rrw +rr *r *,tw,r+t
«,►wrr «rt «•
' �Il ***********
wr** t+ tr* rw*** r*.*««* w, t, r*+ r* r* r tr****** rr r* rr**
6w
3977.83
1261.36
7.173
1268.533
370.2
18.85
5.520 1274.053 .00
4.845
5.00
.00
.00 0
.0
04
.04
.00
INCT STR
.02002
.022393
3979.83
1261.40
8.057
1269.457
353.4
18.00
5.030
1274.487 .00
4.816
5.00
.00
.00 0
.0
pa
5.90
4.335
.00
am 320.26
.01686
.018412
=44300.09
1266.80
8.554
1275.354
353.4
18.00
5.030
1280.384 .00
4.816
5.00
.00
.00 0
.0
.09
.00
JUNCT STR
.02145
.020323
qq
4304.75
1266.90
9.411
1276.311
335.9
17.11
4.544
1280.855 .00
4.778
5.00
.00
.00 0
2.47
3.874
.00
148.42
.01859
.016634
4453.17
1269.66
9.120
1278.780
335.9
17.11
4.544
1283.324 .00
4.778
5.00
.00
.00 0
.0
OWNCT STR
.01602
.018471
.05
.00
4455.67
1269.70
9.823
1279.523
321.3
16.36
4.158
1283.681 .00
4.739
5.00
.00
.00 0
.0
.A
1.77
3.710
.00
116.15
.01877
.015219
it
4571.82
1271.88
9.411
1281.291
321.3
16.36
4.158
1285.448 .00
4.739
5.00
.00
.00 0
.0
ON
j,W1NCT STR
.01001
.016993
.03
.00
xm 4573.82
1271.90
9.991
1281.891
309.1
15.74
3.848
1285.739 .00
4.702
5.00
.00
.00 0
.0
im
1.26
3.604
.00
89.61
.01863
.014086
4663.43
1273.57
9.583
1283.153
309.1
15.74
3.848
1287.001 .00
4.702
5.00
.00
.00 0
.0
JUNCT STR
.01602
.014909
.04
.00
4665.93
1273.61
10.743
1284.353
280.8
14.30
3.176
1287.529 .00
4.590
5.00
.00
.00 0
.0
1.53
3.359
.00
131.74
.01852
.011624
5.00
.00 0
.0
4797.67
1276.05
9.834
1285.884
280.8
14.30
3.176
1289.060 .00
4.590
.00
2 NCT STR
.05365
.015603
.07
.00
di
me
F0515P CD Vers 2.0 PAGE 5
WATER
SURFACE
PROFILE LISTING
+�
File: CITRUS.WSP
Study Date: 5-
7-91 Time: 8:14:46
CITRUS AVENUE STORM DRAIN
WATER SURFACE PROFILE
FILE NAME :
CITRUS
STATION
INVERT
DEPTH
N.S.
O
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
r***, r**, r*, r* * *,► *,t� *
«,r * * * * * *
* * * *� * * **
� *.,r,rr+r� * *
** r * *� * *r
* *� *. *r. *,r,r *r *r r,�
r *rr�* *.***•**
r**, r• rr, r**,► w**** r ,rrr *
* *,r * *w * *
* * *� * * * «• *w�
4802.33
1276.30
8.936
1285.236
280.8
15.85
3.899
1289.135
.00
4.497
4.75
.00
.00
0
.0
87.54
.01622
.015282
1.34
3.773
.00
4889.87
1277.72
8.853
1286.573
280.8
15.85
3.899
1290.472
.00
4.497
4.75
.00
.00
0
.0
4NCT STR
.01666
.016343
.10
.00
11 14895.87
1277.82
9.958
1287.778
258.0
14.56
3.292
1291.069
.00
4.411
4.75
.00
.00
0
.0
276.70
.01626
.012901
3.57
3.492
.00
15172.57
1282.32
9.028
1291.348
258.0
14.56
3.292
1294.639
.00
4.411
4.75
.00
.00
0
.0
JUNCT STR
.01666
.013045
.08
.00
go
jy 5178.57
1282.42
10.531
1292.950
222.5
12.56
2.448
1295.398
.00
4.220
4.75
.00
.00
0
.0
me 135.07
.01629
.009595
1.30
3.120
.00
5313.64
1284.62
9.626
1294.246
222.5
12.56
2.448
1296.694
.00
4.220
4.75
.00
.00
0
.0
OR
ONCT STR
.05365
.009331
.04
.00
lei
5318.30
1284.87
11.413
1296.283
158.5
9.97
1.542
1297.825
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3.684
4.50
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.00
0
.0
am
12.77
.01644
.006496
.08
2.587
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005331.07
1285.08
11.286
1296.366
158.5
9.97
1.542
1297.908
.00
3.684
4.50
.00
.00
0
.0
INCT STR
.02145
.005820
.03
.00
5335.73
1285.18
12.132
1297.312
117.0
7.36
.840
1298.152
.00
3.184
4.50
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0
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8.00
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2.160
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5343.73
1285.31
12.030
1297.340
117.0
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.840
1298.181
.00
3.184
4.50
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0
.0
dd
J
CITRUS AVENUE STORM DRAIN
WATER SURFACE PROFILE
di
3
FILE NAME CITRUS
w
R
irr 968.22 .1 C H WE
ewi
1009.11
R
1050.01 .1 CH W E
+� R
1090.90 .I CH W E
+� 1131.79
4m 1172.68
di
1213.58
wl
1254.47
Mw
do 1295.36
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1336.25
4"
1377.15
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1418.04 I CH W E
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1458.93 I XH E
R
q" 1499.82 I X E
dd
1540.72
1581.61
ow � �7
JX
+" 1622.50
i CHW E
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1663.39
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1704.29
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1745.18
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1786.07
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JX
W 1826.96
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, R
1867.86
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am
JX
1908.75
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R
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2031.43
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2072.32
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dd 2195.00
JX
2235.89
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R
2276.78
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JX
2317.68
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2358.57
a
I CH U E
R
2399.46
I X W E
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2440.35
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2481.25
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2522.14
2563.03
2603.92
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2644.82
2685.71
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R
2726.60
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OR
2767.49
di
W"
2808.39
go
2849.28
2890.17
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2931.07
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2971.96
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3094.64
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3176.42
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3217.31
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3258.21
3299.10
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3339.99
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3380.88
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3421.78
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3585.35
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3626.24
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W E
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3667.13
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3748.92
3789.81
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3871.60
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3912.49
3953.38
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3994.27
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4035.17
1
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4157.84
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4198.74
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4239.63
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m
4321.41
1 CH W E
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4362.31
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4403.20
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di
4m
4444.09
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imi
4484.98
1 CH u E
JX
4525.88
1 CH W E
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mr
4566.77
'
Yd
4607.66
1 CH W E
JX
4 "
4648.55
1 CH W E
R
4689.45
1 CH N E
JX
4730.34
1 CH W E
R
4771.23
'
MR
4812.13
1 X W E
JX
4853.02
1 X W E
R
,�
r7 /
di
4893.91
I X W
E JX
4934.80
1 X W
E R
4975.70
'
5016.59
'
5057.48
'
dli
5098.37
'
5139.27
'
5180.16
I X
W E JX
dw
ow
5221.05
I CH
W E R
dig
5261.94
5302.84
'
5343.73
1
CH W E JX
w
,rr
rd
1224.60 1231.96 1239.32 1246.67 1254.03
1261.39 1268.75
1276.11 1283.47
1290.82 1298.18
0 T E S
.
GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
�2.
STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
44
on
UD
.977
0
d
d
F
rm
am
go
am
No
r
r
F
,rr
.R
ow
we
to
F
F
N
8
a
WATER SURFACE PROFILE
--------------- - - - - --
DETENTION BASIN INLET AND UPSTREAM MAIN STORM DRAIN
WATER SURFACE PROFILE
T2
BASIN INLET AND UPSTREAM
MAIN
STORM DRAIN
FILE NAME : BASSD1
2411.731232.80 10
1245.80
R
2531.091236.23 10
.013
.00
.00 0
2543.291236.58 11
.014
2546.891236.62 11
.014
45.00
.00 0
2650.001237.61 11
.013
.00
.00 0
JX
2656.001238.11 14
12 13.014
20.1
9.41242.441242.00
76.00
51.00
3136.721248.00 14
.013
.00
.00 0
3141.381248.10 15
.014
R
3382.731251.34 15
.013
.00
.000
4 0�
3392.731251.59 18
16 17.014
43.0
30.61253.091253.09
45.00
31.00
3428.701252.11 18
.013
.00
.00 0
JX
3434.701252.19 20
19
.014
43.0
1253.61
45.00
3533.401253.62 20
.013
.00
.00 0
(
3542.401253.74 23
21 22.014
22.9
8.81255.581255.58
45.00
33.00
3638.021255.13 23
.013
.00
.00 0
JX
3640.021255.15 25
24
.014
13.4
1257.14
45.00
3797.671257.40 25
.013
.00
.00 0
d(
3802.331258.40 26
.014
R
3977.831261.36 26
.013
.00
.00 0
(
3979.831261.40 28
27
.014
16.8
1262.88
45.00
4300.091266.80 28
.013
.00
.00 0
�(
4304.751266.90 30
29
.014
17.5
1268.40
45.00
R
4453.171269.66 30
.013
.00
.00 0
4455.671269.70 32
31
.014
14.6
1271.18
45.00
10
4571.821271.88 32
.013
.00
.00 0
JX
4573.821271.90 34
33
.014
12.2
1273.39
45.00
4663.431273.57 34
.013
.00
.00 0
(
4665.931273.61 36
35
.014
28.3
1274.84
45.00
R
4797.671276.05 36
.013
.00
.00 0
,Q(
4802.331276.30 37
.014
4889.871277.72 37
.013
.00
.00 0
4895.871277.82 39
38
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45.00
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5172.571282.32 39
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n
5178.571282.42 45
44
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35.5
1285.37
45.00
err
5313.641284.62 45
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5318.301284.87 41
42 40.014
22.5
41.51285.991285.99 68.00
74.00
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5331.071285.08 41
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5335.731285.18 43
42
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41.5
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45.00
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5343.731285.31 43
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QH
5343.731285.31 43
1285.31
10 4 0 .00
6.50
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11 4 0 .00
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12 4 0 .00
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13 4 0 .00
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15 4 0 .00
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16 4 0 .00
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20 4 0 .00
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21 4 0 .00
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26 4 0 .00
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31
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PAGE
1
WATER SURFACE
PROFILE LISTING
File:
BASSDI.WSP Study
Date: 5- 1-91 Time:
14:10:13
STATION
INVERT
DEPTH
W.S.
0
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
v, t*, r, tr, t�., tr* r.. r, t�*,►
r** r,►***• r**, r, rr*, r, v* tr, tr��, trr*, r**•. r•, t•+, t*« �*
r��, r*, t,►, tt**• r• rr.•
r•.**•*«**,
t• rt•••*r rr«* r•*, r•r,v * *,r.,tww
*rw,t,t
*rt,r
* *� *�
2411.73
1232.80
13.000
1245.800
561.4
16.92
4.445
1250.245
.00
6.027
6.50
.00
.00
0
.0
119.36
.02874
.011466
1.37
3.748
.00
2531.09
1236.23
10.939
1247.169
561.4
16.92
4.445
1251.613
.00
6.027
6.50
.00
.00
0
.0
;NCT
STR
.02869
.013298
.16
.00
'RRA2543.29
1236.58
10.751
1247.331
561.4
16.92
4.445
1251.775
.00
6.027
6.50
.00
.00
0
.0
3.60
.01112
.013298
.05
6.500
.00
w
12546.89
1236.62
11.387
1248.007
561.4
16.92
4.445
1252.452
.00
6.027
6.50
.00
.00
0
.0
103.11
.00960
.011466
1.18
6.500
.00
2650.00
1237.61
11.580
1249.190
561.4
16.92
4.445
1253.634
.00
6.027
6.50
.00
.00
0
.0
gWNCT STR
.08333
.015796
.09
.00
dd 2656.00
1238.11
10.611
1248.721
531.9
18.81
5.495
1254.217
.00
5.738
6.00
.00
.00
0
.0
MR
480.72
.02057
.015774
7.58
4.350
.00
3136.72
1248.00
8.304
1256.304
531.9
18.81
5.495
1261.799
.00
5.738
6.00
.00
.00
0
.0
41NCT STR
.02145
.016504
.08
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,.,,3141.38
1248.10
9.108
1257.208
531.9
17.34
4.667
1261.875
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5.858
6.25
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0
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.01342
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3.06
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3382.73
1251.34
8.930
1260.270
531.9
17.34
4.667
1264.937
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5.858
6.25
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.00
0
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.02500
.014148
.14
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*�1
3392.73
1251.59
10.396
1261.986
458.3
16.21
4.080
1266.065
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5.560
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.00
0
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35.97
.011711
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4.450
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.01446
3428.70
1252.11
10.297
1262.407
458.3
16.21
4.080
1266.487
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5.560
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0
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J ��
i
F0515P
CD Vers 2.0
PAGE
2
WATER SURFACE
PROFILE LISTING
File:
BASSD1.WSP Study
Date: 5-
1 -91 Time:
14:10:13
3
dw
STATION
INVERT
DEPTH
W.S.
a
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
* *,r,t,r,t,t,t
* * * * * * * * *,t
wr * * *,r,► *,t *rr,r * * * * + * ** *,r *rr «* * r,r *,t,►,r + *. r,t x,r *• rt,r,t,t,v
+* � *,r,►• * t • * *• r r *
•,r � *+rrr *,r,r+rrr
•,r * *,► * *r,r* *,rr►r *rt,t,t *,t,t,t *
*rr,r,r *,r
*r * *
*,t,t,tw
3434.70
1252.19
11.547
1263.737
415.3
14.69
3.350
1267.087
.00
5.401
6.00
.00
.00
0
.0
98.70
.01449
.009616
.95
4.114
.00
3533.40
1253.62
11.066
1264.686
415.3
14.69
3.350
1268.036
.00
5.401
6.00
.00
.00
0
.0
NCT STR
.01333
.010334
.09
.00
00 3542.40
1253.74
11.871
1265.611
383.6
13.57
2.858
1268.469
.00
5.255
6.00
.00
.00
0
.0
95.62
.01454
.008204
.78
3.881
.00
3638.02
1255.13
11.265
1266.395
383.6
13.57
2.858
1269.253
.00
5.255
6.00
.00
.00
0
.0
i1w
JUNCT STR
.01001
.009188
.02
.00
JW3640.02
1255.15
11.612
1266.762
370.2
13.09
2.662
1269.424
.00
5.184
6.00
.00
.00
0
.0
i*e 157.65
.01427
.007641
1.20
3.811
.00
3797.67
1257.40
10.566
1267.966
370.2
13.09
2.662
1270.628
.00
5.184
6.00
.00
.00
0
.0
INCT STR
.21459
.016147
.08
.00
3802.33
1258.40
6.876
1265.276
370.2
18.85
5.520
1270.796
.00
4.845
5.00
.00
.00
0
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yy 175.50
.01687
.020205
3.55
5.000
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P"3977.83
1261.36
7.462
1268.822
370.2
18.85
5.520
1274.342
.00
4.845
5.00
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0
.0
%NCT STR
.02002
.022393
.04
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3979.83
1261.40
8.346
1269.746
353.4
18.00
5.030
1274.776
.00
4.816
5.00
.00
.00
0
.0
320.26
.01686
.018412
5.90
4.335
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4300.09
1266.80
8.843
1275.643
353.4
18.00
5.030
1280.673
4.816
5.00
0
.00
.00
.00
.0
NCT STR
.02145
.020323
.09
.00
4304.75
1266.90
9.700
1276.600
335.9
17.11
4.544
1281.145
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4.778
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F0515P
CD Vers 2.0
PAGE
3
WATER SURFACE
PROFILE LISTING
�1
File:
BASSDI.WSP Study
Date: 5- 1 -91 Time:
14:10:13
N ATION
INVERT
DEPTH
W.S.
0
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
"�r,trr, raw, trt, t, tt, t, t, t* rt, t**,
r, r, r*«*, r, t*** r ,t * * * *,r * * *,r * *. +,t,rrtrrr
« *r r, r*., tr#. r, tr**, t** rr*, r, t,►**, r*,
r, t• rr«**, rr**, r****•** tr* r**,► *,r *,►,t� *w
*r,t *+t,t,t *
* * *
4453.17
1269.66
9.409
1279.069
335.9
17.11
4.544
1283.613
.00
4.778
5.00
.00
.00
0
.0
NCT STR
.01602
.018471
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.00
4455.67
1269.70
10.112
1279.812
321.3
16.36
4.158
1283.970
.00
4.739
5.00
.00
.00
0
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3.710
116.15
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1.77
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1271.88
9.700
1281.580
321.3
16.36
4.158
1285.738
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4.739
5.00
.00
.00
0
.0
JUNCT STR
.01001
.016993
.03
.00
w
4573.82
1271.90
10.280
1282.180
309.1
15.74
3.848
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4.702
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.00
0
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89.61
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3.604
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1273.57
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1283.442
309.1
15.74
3.848
1287.291
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4.702
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.00
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0
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mw iNCT STR
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4665.93
1273.61
11.032
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4.590
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1276.05
10.123
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9.225
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280.8
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err
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3.773
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4889.87
1277.72
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258.0
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5172.57
1282.32
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1291.637
258.0
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di
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3�3
F0515P CD Vers 2.0 PAGE 4
WATER SURFACE PROFILE LISTING
4" File: BASSDI.WSP Study Date: 5- 1-91 Time: 14:10:13
do
STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO
SF AVE HF NORM DEPTH ZR
*, rrr* r* �******,►** rr*** w** r * *,► * *r * * * * * * *,r,r * * * * * * * *,r ** * * * *r *r * * *,r,r * +* * * * * ** * *+r,r *�* * r** �*** �r* r***,►** r** * * * * * * * * * * * *r * * * * *rrr * *r
5178.57 1282.42 10.820 1293.240 222.5 12.56 2.448 1295.688 .00 4.220 4.75 .00 .00 0 .0
ww
135.07 .01629 .009595 1.30 3.120 .00
do
5313.64 1284.62 9.916 1294.536 222.5 12.56 2.448 1296.984, .00 4.220 4.75 .00 .00 0 .0
46NCT STR .05365
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do 2.587 .00
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JUNCT STR .02145
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1232.80 1239.37 1245.93 1252.50 1259.07 1265.64 1272.20 1278.77 1285.34 1291.90 1298.47
di
0 T E S
. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
6 = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
Yw
W
i111
wi
11ir
�l!
Ad
E
d
E
WATER SURFACE PROFILE
--------------- - - - - --
WEST FONTANA CHANNEL UP TO DETENTION BASIN
�I
0
on
"q
WATER SURFACE PROFILE
T2 FROM WEST FONTANA CHANNEL UP TO DETENTION BASIN OUTLET
FILE NAME : BASSD2
968.221224.60 1 1230.60
R 1011.691224.68 1 .014
1038.001224.74 1 .014
1395.001225.38 1 .014
TS 1405.001225.58 2 .014
1587.001226.90 2 .013
1589.501226.92 4 3 .014 20.2 1229.28
1806.671228.48 4 .013
JX 1811.341228.58 6 5 .014 12.0 1230.95
94 1897.891229.54 6 .013
1900.391229.56 8 7 .014 25.4 1231.67
R 1926.541229.86 8 .013
W4 1927.541229.87 9 .014
1940.541229.93 9 .014
1950.321229.99 9 .013
R 2237.801231.43 9 .013
ewe 2277.401231.63 9 .013
2354.791232.00 9 .013
SH 2354.791232.00 9 1245.80
elf 1 3 1 .67 4.50 16.67 .00 .00 .00
2 4 0 .00 6.75 .00 .00 .00 .00
CD 3 4 0 .00 2.00 .00 .00 .00 .00
4 4 0 .00 6.75 .00 .00 .00 .00
5 4 0 .00 2.00 .00 .00 .00 .00
6 4 0 .00 6.75 .00 .00 .00 .00
CD 7 4 0 .00 2.50 .00 .00 .00 .00
""? 8 4 0 .00 6.75 .00 .00 .00 .00
j ibb 9 4 0 .00 3.50 .00 .00 .00 .00
Q 161.10 .0
04
do
am
N
r
E
0
wlI
E
.00 .00 0
67.00 .00 0
.00 .00 0
.00 .00 0
45.00
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59.00
.00 .00 0
60.00
.00 .00 0
30.00
22.50
.00
45.00
.00
.00 0
.00 0
.00 0
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3 �Fl
F0515P CD Vers 2.0 PAGE 1
WATER SURFACE PROFILE LISTING
y file: BASSD2.WSP Study Date: 5- 7 -91 Time: 8:33:50
i
STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
rr, rw* a** r, w**+ t,t+t * * * * *rr,t,r,r,r * * * * * * « * *r* *r * * *rr,ra.r * *,r,r�r.* r rr *« *rrrrrr. r *,r►rr ** *r«r* *rr* *rr+r rr**+ r*, t, t, tr* tr, t**«, t, rrwr ,►ww,rr«w * *,tw,tw+r *,r * *,r,r,r
di
968.22 1224.60 6.000 1230.600 218.7 3.04 .143 1230.743 .00 1.797 4.50 16.67 .00 1 .7
t 1 43.47 .00184 .000504 .02 2.323 .00
1011.69 1224.68 5.942 1230.622 218.7 3.04 .143 1230.765 .00 1.797 4.50 16.67 .00 1 .7
iW 26.31 .00228 .000504 .01 2.153 .00
"%1038.00 1224.74 5.920 1230.660 218.7 3.04 .143 1230.803 .00 1.797 4.50 16.67 .00 1 .7
357.00 .00179 .000504 .18 2.344 .00
1395.00 1225.38 5.459 1230.839 218.7 3.04 .143 1230.983 .00 1.797 4.50 16.67 .00 1 .7
TRANS STR .02000 .00
me
od 1405.00 1225.58 3.157 1228.737 218.7 13.32 2.754 1231.491 .00 3.908 6.75 .00 .00 0 .0
182.00 .00725 .007039 1.28 3.145 .00
1587.00 1226.90 3.189 1230.089 218.7 13.15 2.684 1232.773 .00 3.908 6.75 .00 .00 0 .0
JJNCT STR .00796 .009145 .02 .00
1589.50 1226.92 2.817 1229.736 198.5 14.04 3.060 1232.796 .00 3.715 6.75 .00 .00 0 .0
MR
dd 10.26 .00718 .008905 .09 2.985 .00
p "1599.76 1226.99 2.807 1229.801 198.5 14.10 3.087 1232.888 .00 3.715 6.75 .00 .00 0 .0
87.48 .00718 .009581 .84 2.985 .00
1687.24 1227.62 2.708 1230.330 198.5 14.79 3.396 1233.726 .00 3.715 6.75 .00 .00 0 .0
65.55 .00718 .010916 .72 2.985 .00
1752.79 1228.09 2.613 1230.706 198.5 15.51 3.736 1234.442 .00 3.715 6.75 .00 .00 0 .0
53.88 .00718 .012443 .67 2.985 .00
1806.67 1228.48 2.523 1231.003 198.5 16.27 4.109 1235.112 .00 3.715 6.75 .00 .00 0 .0
'jJ NCT STR .02141 .016059 .07 .00
�1
dw
�w
Vz
F0515P CD Vers 2.0 PAGE 2
WATER SURFACE PROFILE LISTING
"* file: BASSD2.WSP Study Date: 5 7 Time: 8:33:50
a - TATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 1D NO. PIER
L /ELEM SO SF AVE IIF NORM DEPTH ZR
a*, ttr**, r, t, t, t ,t *ww,t * *,r *,r * * * «,t * *•r * *r * * «* * * « * * * * *ra. *+t + *r +* *w,ra *,t +,r *.,t.rr * « *�,r r,w +� r r * *� * +,r * *,t,r,rrr,w,w* * r*« r*+ e*+ r, t+** � *w #,t « *� * * * *,r,t,t,r,r,r,r,r *r
1811.34 1228.58 2.385 1230.965 186.5 16.49 4.224 1235.189 .00 3.596 6.75 .00 .00 0 .0
di 11.27 .01109 .014545 .16 2.559 .00
1822.61 1228.70 2.375 1231.080 186.5 16.58 4.270 1235.350 .00 3.596 6.75 .00 .00 0 .0
I
Yr 75.28 .01109 .015689 1.18 2.559 .00
OR1897.89 1229.54 2.294 1231.834 186.5 17.39 4.697 1236.531 .00 3.596 6.75 .00 .00 0 .0
JUNCT STR .00801 .023330 .06 .00
91900.39 1229.56 1.946 1231.506 161.1 18.86 5.524 1237.030 .00 3.330 6.75 .00 .00 0 .0
Ylrr
26.15 .01147 .024698 .65 2.346 .00
dW 1926.54 1229.86 1.898 1231.758 161.1 19.52 5.918 1237.676 .00 3.330 6.75 .00 .00 0 .0
"NCT STR .01001 .028210 .03 .00
1927.54 1229.87 3.414 1233.284 161.1 16.85 4.411 1237.695 .00 3.414 3.50 .00 .00 0 .0
9%
1.27 .00461 .027396 .03 3.500 .00
did
1928.81 1229.88 3.500 1233.376 161.1 16.74 4.354 1237.729 .00 3.414 3.50 .00 .00 0 .0
1d 11.73 .00461 .029065 .34 3.500 .00
p+1940.54 1229.93 4.272 1234.202 161.1 16.74 4.354 1238.556 .00 3.414 3.50 .00 .00 0 .0
9.78 .00614 .025640 .25 3.500 .00
1950.32 1229.99 4.898 1234.888 161.1 16.74 4.354 1239.242 .00 3.414 3.50 .00 .00 0 .0
287.48 .00501 .025640 7.37 3.500 .00
�R
2237.80 1231.43 10.829 1242.259 161.1 16.74 4.354 1246.613 .00 3.414 3.50 .00 .00 0 .0
39.60 .00505 .025640 1.02 3.500 .00
2277.40 1231.63 12.260 1243.890 161.1 16.74 4.354 1248.244 .00 3.414 3.50 .00 .00 0 .0
77.39 .00478 .025640 1.98 3.500 .00
F0515P CD Vers 2.0 PAGE 3
WATER SURFACE PROFILE LISTING
+" File: BASSD2.WSP Study Date: 5- 7-91 Time: 8:33:50
{
qR STATION
INVERT DEPTH W.S.
0 VEL VEL
ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ID N0. PIER
HEAD
GRD.EL. ELEV DEPTH DIA
ELEV OF FLOW ELEV
HF NORM DEPTH ZR
/ELEM
SO
SF AVE
t* � •, t•«►« � rtr, t«* w* � *•«+« rt«**. r** r *w * * *w *• * *,r *w *r * *w * « *trr *r *«
�L
tr** � t**« t , r , t* w ** t*, t* a** r*+ r******** , +r
* * « *..r *• * * * * * * * * *,►. *,t *. mar*,
2354.79
1232.00 13.874 1245.874
161.1 16.74 4.354
1250.228 .00 3.414 3.50 .00 .00 0 .0
go
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968.22 .I c H X
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1081.41
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1138.00
1166.30
4R
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1194.60
d1i 1222.90
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1279.49
1307.79
1336.09
1364.38
ti
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1420.98
I c H X
TX
1449.27
I W e E H
R
a
1477.57
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1505.87
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1534.17
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1562.46
'
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1590.76
I w e E H
ix
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1619.06
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1647.36
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1675.65
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1703.95
I u c E H
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+"
1732.25
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1760.55
I u c EH
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di
1788.84
1817.14
. t u c x
JX
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1845.44
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1873.74
t u c EH
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1902.03
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1958.63
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1�
i 2015.22 i CX E R
3
2043.52 I x W E R
2071.82 t x W E - R
2100.11
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2128.41
+mot
d! 2156.71
2185.01
w�
2213.30
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2241.60 1 CH W E R
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9
2298.20 1 CH W E R
dil
2326.49
2354.79 I X W E. R
1224.60 1227.16 1229.73 1232.29 1234.85 1237.41 1239.98 1242.54 1245.10 1247.66 1250.23
N O T E S
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
®R X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
7
dd
4"
e
+wt
Iri
ow
mw
io
4 "
'AI#
✓/d
d
.ew
3
4"
wo
w
ow
BASIN VOLUME AND OUTLET DESIGN
." ------------------------ - - - - --
.w
mi
ON
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as
r
am
ow
E
e
F
0
i
0
� 39�'
F
.s
. S • E • N • G • I • N • E • E . R . I . N . G •
Engineering - Surveying - Planning
25864 Business Center Dr., Suite F -
Redlands, California 92374
Telephone (714) 799 -8080 Fax: (714) 799 -8070
* ** EARTHWORK REPORT * **
DSK4:[63,1]
JOB RUN BY: T.A.
JOB NAME: DETENTION BASIN VOLUME, VOLUM2
.. DIGITIZED USING SCALE FACTOR OF 1 INCH = 40
im ** AREA 1 - CUT - DETENTION BASIN VOLUME, VOLUM2
DATE: April 3, 1991
JOB #: 90 -065
FEET.
,.. ELEVATION AREA (SF) VOLUME (CY)
--- - - - - -- --- - - - - -- ----- - - - - --
TOTAL VOLUME (CY)
----------- - - - - --
"*!
32.00
33.00
0.00
28,973.09
536.54
536.54
34.00
67,833.59
91,497.83
1,792.72
2,950.58
2,329.26
5,279.84
35.00
36.00
95,703.58
3,466.69
8,746.53
'
37.00
100,384.66
3,631.26
12,377.79
16,192.01
38.00
39.00
105,582.96
110,055.63
3,814.22
3,993.31
20,185.32
�.
40.00
114,943.54
119,780.19
4,166.65
4,346.74
24,351.97
28,698.70
41.00
42.00
124,902.51
4,531.16
33,229.86
43.00
129,816.98
4,717.03
37,946.89
42,858.76
44.00
45.00
135,423.68
141,101.85
4,911.86
5,120.84
47,979.60
46.00
147,861.49
5,344.82
53,324.42
AREA 1
TOTAL = 53,324.42
CY CUT
- - - - --
+ri
------------------------------------------------------------
---------------------------------------------------
* ** TOTAL: AREAS 1 Through 1
53,324.42 cubic yards EXCAVATION.
JLess 0.00 cubic yards EMBANKMENT.
•••. 53,324.42 Cubic Yards EXPORT
E
0
N
nr /, r,
Job No. ! *426-�- Date
Sierra Engineering ac-T`.v T "o'" 4,p5 %v
CIVIL ENGINEERS • LAND SURVEYORS • LAND PLANNERS , l � r � / � �
DIVISION OF PROJECT 2000, INC � � �
By Sheet of_
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REQUIRED "D" LOAD FOR REINFORCED CONCRETE PIPE LAID PER STD. DWG. 2 -D 177
CASE III BEDDING DESIGN DENSITY - 130 pcf
1
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--
- - Project _Con dition _ -- - - -- -- Trench C
Unrestricted Trench Width Trench Width • O. D.• 20 Inches
DATA:
Load factor = 18
Lire load- I H2O -SI6 'tuck.
LOS ANGELES COUNTY
NOTE: FLOOD CONTROL DISTRICT
For General Notes see Sheet I.
"D" LOAD TABLE FOR
DESIGN OF REINFORCED
CONCRETE PIPE
•'•' "•' �+ REVISIONS
J C D. •wK wra na.c..nKr+
i� m
cwe. e"cwa
Scut DATi DWG. NO. 2- D213.4
•C � H NONE DEC. ' 70 si-m" 4 or 27