HomeMy WebLinkAboutTract 7304 and Park-Drainage Report
DRAINAGE REPORT
Tract Map 7304
&
Bridle Creek Park
Bakersfield, CA
July 27, 2017
Prepared For:
Old River Road, LLC
S&S Homes of the Central Coast, Inc.
998 Huston Street, Suite C
Grover Beach, CA 93433
Prepared By:
1998 Santa Barbara Avenue, Suite 200
San Luis Obispo, CA 93401
Phone: (805) 250-2891
Fax: (805) 250-2891
160407 2
TABLE OF CONTENTS
I. Project Description and Overview
II. Watershed Sub-Area
III.
Surface Flow for Curb 5 yr.
IV. Surface Flow for Pipes 10 yr.
V. Catch Basin Sizing
VI. Pipe Flows 10 yr.
VII. Junction Loss Calculations
VIII. Hydraulic Grade line
Appendix A. Pipe Calculation, Nomograph, Sub-area and Stormdrain Map, Curb Depth
Calculations, Mannings Pipe Calculation, Reference Material
160407
I. PROJECT DESCRIPTION AND
OVERVIEW
160407 4
I. INTRODUCTION
This drainage report has been prepared for River Ranch Community, LLC for the development of a new
single family residential subdivision community and neighborhood park in Bakersfield, California. This
report has been prepared to verify flow depths and size the drain inlets and storm drain for the site.
Tract 6678 and Tract 6359 to the south of the project were studied and approved. The flows are captured
into the storm drain system in Berkshire Rd. as per the Revised Master Drainage Plan for Tract 6359,
Tract 6678, and Annexation 517, revised October 21, 2005 by The Lusich Company.
The entire tract is draining to an offsite retention sump designed by The Lusich Company, per Revised
Master Drainage Plan for Tract 6359, Tract 6678, and Annexation 517, revised October 21, 2005, File
#406359.700.
Porter & Associates, Inc. prepared the Drainage Study for Tract 6678 and it was approved on February
13, 2013. A couple of the existing catch basins designed in The Lusich Company’s Master Drainage Plan
for Tract 6359, Tract 6678, and Annexation 517 capture areas draining from both from Tract 6678 and
Tract 7304. The Drainage Study Map for Tract 6678 from Porter & Associates, Inc.’s drainage study has
been included for reference and the areas illustrated in the Drainage Study Exhibit (Appendix A). The
Drainage Areas, Stormdrain Plan, and the sheet with the Hydraulic Grade Line Calculations for Tract
6359 (Manhole #29) from The Lusich Company Revised Master Drainage Plan have also been included
for reference in Appendix A.
A. SITE DESCRIPTION
The project site is located in the City of Bakersfield, California. The site is bound by Progress Road to the
east, Tract 7267 to the south, Tract 6359 to the west, and Tract 6678 to the north west. The subdivision
size is 30.2 net acres and the site terrain generally drains to the south west at 0.3%.
B. PRE/POST-DEVELOPMENT DRAINAGE CONDITIONS
The parcel currently is undeveloped raw land with agriculture and other housing developments in the
vicinity. The planned development is for single family residences. For sizing the storm drain and drainage
inlets, the modified rational method was used. Results are included in this report.
II. PROCEDURE
The City of Bakersfield Modified Rational Method was used for this study.
A. METHODOLOGY & ASSUMPTIONS
To determine the amount of water the project site would incur from runoff, the modified rational method
was used. The 5-year frequency (Chapter 3) was calculated to check the depth of water in the curbs and v-
gutter. See Appendix A for the depth of water in a 5-year storm frequency for onsite curb and v-gutter.
The 10-year frequency was calculated to get the surface flows for sizing the storm drain and catch basins.
Chapter 5 contains the calculations for the catch basins. In Chapter 6, flow rates tributary to each pipe
segment are included.
160407 5
Junction losses (Chapter 7) were calculated to help calculate the hydraulic grade line in the pipe. The
initial hydraulic grade line was taken from MH#29 as shown in The Lusich Company, per Revised Master
Drainage Plan for Tract 6359, Tract 6678 and Annexation 517, Revised October 21, 2005, File
#406359.700 (Appendix A), while accounting for the depth increase in the existing sump.
III. CONCLUSION
Based on the calculations and improvement plans for the property site, the proposed development of
River Ranch Community, LLC provides adequate pipe and drainage inlet sizes. The project is sized to
handle run off from the all of Tract 7304, and Bridle Creek Park, excluding two areas in the northwest
corner that will drain to the existing Tract 6678 storm drain system that were previously accounted for per
the Master Drainage Plan for Tract 6678 and Tract 6359 created by The Lusich Company.
160407
II. WATERSHED SUB-AREAS
ACREAGE LENGTH FALL
(acres) (feet) (feet)
A1* 0.38 0.31 ---- ----- -----
A2 0.38 2.97 661 1.77 0.27%
A3 0.38 2.02 565 1.69 0.30%
A4* 0.38 0.39 ---- ----- -----
A5 0.38 1.50 417 3.29 0.79%
B1* 0.38 0.27 ---- ----- -----
B2 0.38 1.93 656 1.67 0.25%
B3 0.38 4.20 323 1.69 0.52%
B4 0.38 1.82 564 1.52 0.27%
B5* 0.38 0.29 ---- ----- -----
B6 0.38 1.09 400 2.37 0.59%
B7 0.38 1.78 511 1.54 0.30%
C1* 0.38 0.29 ---- ---- ----
C2 0.38 1.91 271 0.97 0.36%
C3 0.38 3.92 846 3.93 0.46%
D1* 0.38 0.61 ---- ---- ----
D2 0.38 2.81 955 3.32 0.35%
D3 0.38 2.11 498 2.33 0.47%
* Indicates initial sub-area.
Tract 7304 Total Area
Areas (acres) (acres)
(Current Study)
2.54 (Area E) 3.59
0.62 (Area F) 1.03
1.59 (G1)
0.14 (G2)
TRACT 7304 SUB AREAS
N/A 1.73 1.75 acres -> (E) CB#2901
Areas (acres) -> CB
3.62 acres -> (E) CB#201
1.27 acres -> (E) CB#601
Areas (acres)
1.05 (Area A4)
0.41 (Area A9)
Watershed/sub-areas that drain to existing catch basins sized in the Lusich Master Drainage plan are not included in these
calculations since the areas were accounted for in the previously approved plans. The Lusich Master Drainage plan sized the
catch basin and storm drain based on future areas that would be later developed. Porter & Associates, Inc. Drainage Study for
Tract 6678 was later approved and the areas that drain to the existing catch basins of interest to this study (CB#201 & CB#601)
are included in the exhibit of the subarea break down.
(Approved Porter and Associate Study)
AVERAGE
SLOPEC-VALUESUB-AREA
C
D
A
B
WATERSHED
Lusich Master Drainage Allowance(Tract 6678)
ACREAGE LENGTH FALL
(acres) (feet) (feet)
P1 0.15 2.43 270 8.2 3.04%
P2 0.15 0.68 210 5.2 2.48%
P3 0.15 0.59 100 3.5 3.50%
P4 0.15 1.11 240 2.2 0.92%
P5 0.15 0.64 130 2.5 1.92%
P6 0.15 1.74 140 1.5 1.07%
P7 0.15 1.21 100 1 1.00%
P8 0.15 0.75 100 1.2 1.20%
All areas are initial sub-areas.
Total Acreage includes landscaped areas within the right of way.
Park
BRIDLE CREEK PARK SUB AREAS
AVERAGE
SLOPEC-VALUESUB-AREAWATERSHED
160407
III. SURFACE FLOW FOR CURB 5 YR
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160407
IV. SURFACE FLOW FOR PIPES 10 YR.
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#
2
B
7
1
.
7
8
5
1
1
1
.
5
4
0
.
3
0
%
1
.
5
0
5
.
7
2
4
.
4
1
.
0
5
0
.
3
8
0
.
6
8
1
.
2
0
1
.
2
6
3
.
5
∑@
C
B
#
2
B
1
-
B
7
33
.
0
0
.
8
4
4
.
3
2
3
.
6
3
M
a
x
D
e
p
t
h
=
4
.
4
PT
#
9
C
1
*
0
.
2
9
-
-
-
-
-
-
-
-
-
-
-
-
-
-
1
5
.
0
1
.
4
5
0
.
3
8
0
.
1
1
0
.
1
6
<
2
PT
#
1
0
C
2
1
.
9
1
2
7
1
0
.
9
7
0
.
3
6
%
1
.
4
0
3
.
2
1
8
.
2
1
.
3
0
0
.
3
8
0
.
7
3
0
.
8
4
1
.
0
9
3
.
4
CB
#
3
C
3
3
.
9
2
8
4
6
3
.
9
3
0
.
4
6
%
1
.
9
5
7
.
2
2
5
.
5
1
.
0
2
0
.
3
8
1
.
4
9
2
.
3
3
2
.
3
8
M
a
x
D
e
p
t
h
=
4
.
0
PT
#
1
1
D
1
*
0
.
6
1
-
-
-
-
-
-
-
-
-
-
-
-
1
5
.
0
1
.
4
5
0
.
3
8
0
.
2
3
0
.
3
4
<
2
PT
#
1
2
D
2
2
.
8
1
9
5
5
3
.
3
2
0
.
3
5
%
1
.
4
5
1
1
.
0
2
6
.
0
1
.
0
0
0
.
3
8
1
.
0
7
1
.
3
0
1
.
3
0
3
.
6
CB
#
4
D
3
2
.
1
1
4
9
8
2
.
3
3
0
.
4
7
%
2
.
0
0
4
.
2
3
0
.
2
0
.
9
0
0
.
3
8
0
.
8
0
2
.
1
0
1
.
8
9
M
a
x
D
e
p
t
h
=
3
.
7
Flow Depth (in)
RA
T
I
O
N
A
L
M
E
T
H
O
D
D
R
A
I
N
A
G
E
S
T
U
D
Y
Au
g
u
s
t
3
0
,
2
0
1
6
1
6
0
4
0
7
PR
O
J
E
C
T
:
TI
M
E
(
M
I
N
U
T
E
S
)
C
*
A
DA
T
E
:
J
O
B
N
O
.
:
Bridle Creek Park
FR
E
Q
.
:
10
-
Y
E
A
R
ST
U
D
Y
O
F
:
SU
R
F
A
C
E
F
L
O
W
S
F
O
R
P
I
P
E
S
I
Z
I
N
G
PO
I
N
T
S
U
B
A
C
R
E
A
G
E
R
U
N
F
A
L
L
A
V
G
.
V
E
L
I
C
F
L
O
W
NU
M
B
E
R
A
R
E
A
S
U
B
-
A
R
E
A
(
F
E
E
T
)
(
F
E
E
T
)
S
L
O
P
E
(
F
P
S
)
C
H
A
N
G
E
T
O
T
A
L
V
A
L
U
E
V
A
L
U
E
S
U
B
-
A
R
E
A
T
O
T
A
L
Q
(
C
F
S
)
DI
#
4
P
1
2
.
4
3
2
7
0
8
.
2
3
.
0
4
%
1
1
.
0
1
.
7
2
0
.
1
5
0
.
3
6
0
.
6
3
DI
#
6
P
2
0
.
6
8
2
1
0
5
.
2
2
.
4
8
%
8
.
5
1
.
8
0
0
.
1
5
0
.
1
0
0
.
1
8
DI
#
5
P
3
0
.
5
9
1
0
0
3
.
5
3
.
5
0
%
6
.
0
1
.
8
0
0
.
1
5
0
.
0
9
0
.
1
6
DI
#
3
P
4
1
.
1
1
2
4
0
2
.
2
0
.
9
2
%
1
0
.
5
1
.
7
6
0
.
1
5
0
.
1
7
0
.
2
9
DI
#
1
3
P
5
0
.
6
4
1
3
0
2
.
5
0
1
.
9
2
%
7
.
5
1
.
8
0
0
.
1
5
0
.
1
0
0
.
1
7
DI
#
2
P
6
1
.
7
4
1
4
0
1
.
5
0
1
.
0
7
%
8
.
5
1
.
8
0
0
.
1
5
0
.
2
6
0
.
4
7
DI
#
1
1
P
7
1
.
2
1
1
0
0
1
.
0
0
1
.
0
0
%
8
.
5
1
.
8
0
0
.
1
5
0
.
1
8
0
.
3
3
DI
#
1
P
8
0
.
7
5
1
0
0
1
.
2
0
1
.
2
0
%
8
.
5
1
.
8
0
0
.
1
5
0
.
1
1
0
.
2
0
RA
T
I
O
N
A
L
M
E
T
H
O
D
D
R
A
I
N
A
G
E
S
T
U
D
Y
Ap
r
i
l
1
0
,
2
0
1
7
1
6
0
4
0
7
PR
O
J
E
C
T
:
TI
M
E
(
M
I
N
U
T
E
S
)
C
*
A
160407
V. CATCH BASIN AND DROP INLET
SIZING
DATE:8/30/16 JOB NO.:CE160407 PROJECT:TR 7304
H h H Capacity Q10
CB # h (cfs/ft)* (cfs)
1 3.8 6 0.63 0.55 2.44 4.43 4.5
2 4.4 6 0.73 0.70 3.63 5.18 5.5
3 4.0 6 0.67 0.63 2.38 3.78 4.0
4 5.72 6.0
**Required Length =
Design
Length
(ft)
Q10 (cfs)
Capacity (cfs/ft)
CATCH BASIN SIZING
Yr. depth
(in)
Height of
Opening (in)
Required
Length
(ft)**
*Capacity from "Nomograph for Capacity of Curb Opening Inlets at Low Points", Kern County
Hydrology Manual, page DA-II, copy attached.
In-line catch basin. See separate Calculation
160407 - Tract 7304
DATE 4/10/17 JOB NO.160407 PROJECT PARK
Q10 d Required
DI # (cfs) Max 10-yr Clear Area
depth (in) (sf)
1 0.200 1 0.04 3.080 (2)
2 0.470 1 0.09 3.080 (2)
3 0.290 1 0.05 3.080 (2)
4 0.630 1 0.12 0.351 (1)
5 0.160 1 0.03 0.351 (1)
6 0.180 1 0.03 0.351 (1)
11 0.330 1 0.06 0.351 (1)
13 0.170 1 0.03 3.080 (2)
*Minimum Required Clear Opening Area (sf) = Q10
Co (2GD).5
WHERE: Co = Orifice Coefficient = 0.67
g = 32.2 ft/sec2
d = max depth at Q10
Q10 = ten-year flow at inlet
*From Drainage of Highway Pavements, by U.S. Dept. of Transportation, dated March 1984.
(1) Use: Christy V64 Drain Box, with Christy V64-71C Cast Iron Grate.
(Accommodates up to 8" dia. pipe)
**Clear Area Provided = (6.25")(0.75")(16 openings) = 0.521 sf
(2) Use: Christy U-Series Catch Basin #U21, with U21-NT Welded Steel Grate.
(Accommodates 12" dia. pipe and greater)
**Clear Area Provided = (2')(2')(77% open flow area) = 3.080 sf
DROP INLET SIZING
Provided Clear Area (sf)
Use Inlet
Box /
Grate
160407
VI. PIPE FLOWS 10 YR.
DA
T
E
:
J
O
B
N
O
.
:
TR
7
3
0
4
FR
E
Q
.
:
10
-
Y
E
A
R
ST
U
D
Y
O
F
:
PI
P
E
S
I
Z
I
N
G
RU
N
F
A
L
L
P
I
P
E
V
E
L
I
C
F
L
O
W
(F
E
E
T
)
(
F
E
E
T
)
S
L
O
P
E
(
F
P
S
)
C
H
A
N
G
E
T
O
T
A
L
V
A
L
U
E
V
A
L
U
E
S
U
B
-
A
R
E
A
T
O
T
A
L
Q
(
C
F
S
)
Su
r
f
a
c
e
C
B
#
1
7.
1
9
30
.
3
0
.
8
9
2
.
7
4
2
.
4
4
CB
#
1
M
H
#
1
7
.
1
9
2
3
5
0
.
7
1
0
.
3
0
%
3
.
0
6
1
.
3
3
1
.
6
0
.
8
7
2
.
7
4
2
.
3
8
MH
#
1
M
H
#
2
7
.
1
9
1
9
5
0
.
5
9
0
.
3
0
%
3
.
0
4
1
.
1
3
2
.
7
0
.
8
5
2
.
7
4
2
.
3
3
Su
r
f
a
c
e
C
B
#
2
1
1
.
3
8
3
3
.
0
0
.
8
4
4
.
3
2
3
.
6
3
CB
#
2
M
H
#
2
1
1
.
3
8
3
5
0
.
1
1
0
.
3
0
%
3
.
4
0
0
.
2
3
3
.
2
0
.
8
4
4
.
3
2
3
.
6
3
18
.
5
7
3
3
.
2
0
.
8
4
7
.
0
6
5
.
9
3
MH
#
2
M
H
#
3
1
8
.
5
7
3
3
0
.
1
0
0
.
3
0
%
3
.
8
5
0
.
1
3
3
.
3
0
.
8
3
7
.
0
6
5
.
8
6
MH
#
3
M
H
#
4
1
8
.
5
7
1
7
9
0
.
5
4
0
.
3
0
%
3
.
8
6
0
.
8
3
4
.
1
0
.
8
2
7
.
0
6
5
.
7
9
MH
#
4
M
H
#
5
1
8
.
5
7
7
6
0
.
2
3
0
.
3
0
%
3
.
8
6
0
.
3
3
4
.
4
0
.
8
1
7
.
0
6
5
.
7
2
MH
#
5
M
H
#
6
1
8
.
5
7
1
5
6
0
.
4
7
0
.
3
0
%
3
.
8
2
0
.
7
3
5
.
1
0
.
8
0
7
.
0
6
5
.
6
5
MH
#
6
M
H
#
7
1
8
.
5
7
3
4
0
1
.
0
2
0
.
3
0
%
3
.
8
2
1
.
5
3
6
.
6
0
.
7
7
7
.
0
6
5
.
4
4
Su
r
f
a
c
e
C
B
#
3
6
.
1
2
2
5
.
5
1
.
0
2
2
.
3
3
2
.
3
8
CB
#
3
M
H
#
7
6.
1
2
1
5
0
.
0
5
0
.
3
0
%
3
.
0
4
0
.
1
2
5
.
6
1
.
0
1
2
.
3
3
2
.
3
5
Su
r
f
a
c
e
C
B
#
4
5
.
5
3
3
0
.
2
0
.
9
0
2
.
1
0
1
.
8
9
CB
#
4
M
H
#
7
5
.
5
3
2
5
0
.
0
8
0
.
3
0
%
2
.
9
1
0
.
1
3
0
.
3
0
.
8
9
2
.
1
0
1
.
8
7
30
.
2
2
3
6
.
6
0
.
7
7
1
1
.
4
9
8
.
8
4
MH
#
7
(
E
)
M
H
#
2
9
3
0
.
2
2
3
3
7
1
.
0
1
0
.
3
0
%
4
.
2
7
1
.
3
3
7
.
9
0
.
7
5
1
1
.
4
9
8
.
6
2
RA
T
I
O
N
A
L
M
E
T
H
O
D
D
R
A
I
N
A
G
E
S
T
U
D
Y
Au
g
u
s
t
3
0
,
2
0
1
6
1
6
0
4
0
7
PR
O
J
E
C
T
:
FR
O
M
T
O
A
C
R
E
A
G
E
18" RCP @0.30%18" RCP @0.30%18" RCP @0.30%24" RCP @0.30%24" RCP @0.30%
∑@
M
H
#
7
COMMENTS
C*
A
TI
M
E
(
M
I
N
U
T
E
S
)
24" RCP @0.30%
∑@
M
H
#
2
18" RCP @0.30%24" RCP @0.30%24" RCP @0.30%24" RCP @0.30%18" RCP @0.30%
DA
T
E
:
J
O
B
N
O
.
:
BR
I
D
L
E
C
R
E
E
K
P
A
R
K
FR
E
Q
.
:
10
-
Y
E
A
R
ST
U
D
Y
O
F
:
PI
P
E
S
I
Z
I
N
G
RU
N
F
A
L
L
P
I
P
E
V
E
L
I
C
F
L
O
W
(F
E
E
T
)
(
F
E
E
T
)
S
L
O
P
E
(
F
P
S
)
C
H
A
N
G
E
T
O
T
A
L
V
A
L
U
E
V
A
L
U
E
S
U
B
-
A
R
E
A
T
O
T
A
L
Q
(
C
F
S
)
Su
r
f
a
c
e
D
I
#
4
2.
4
3
11
.
0
1
.
7
2
0
.
1
5
0
.
3
6
0
.
6
3
DI
#
4
D
I
#
3
2
.
4
3
1
5
9
0
.
4
0
0
.
2
5
%
2
.
2
8
1
.
2
1
2
.
2
1
.
6
5
0
.
3
6
0
.
6
0
Su
r
f
a
c
e
D
I
#
6
0
.
6
8
2
1
0
5
.
2
0
8
.
5
1
.
8
0
0
.
1
5
0
.
1
0
0
.
1
8
DI
#
6
D
I
#
5
0
.
6
8
8
5
0
.
4
3
0
.
5
0
%
2
.
1
8
0
.
6
9
.
1
1
.
8
0
0
.
1
0
0
.
1
8
Su
r
f
a
c
e
D
I
#
5
0
.
5
9
1
0
0
3
.
5
0
0
.
5
0
%
6
.
0
1
.
8
0
0
.
1
5
0
.
0
9
0
.
1
6
1.
2
7
9
.
1
1
.
8
0
0
.
1
9
0
.
3
4
DI
#
5
D
I
#
3
1
.
2
7
1
9
4
0
.
9
7
0
.
5
0
%
2
.
5
4
1
.
3
1
0
.
4
1
.
7
6
0
.
1
9
0
.
3
4
Su
r
f
a
c
e
D
I
#
3
1
.
1
1
1
0
.
5
1
.
7
6
0
.
1
5
0
.
1
7
0
.
2
9
4.
8
1
1
2
.
2
1
.
6
5
0
.
7
2
1
.
1
9
DI
#
3
D
I
#
2
4
.
8
1
1
4
8
0
.
3
0
0
.
2
0
%
2
.
5
1
1
.
0
1
3
.
1
1
.
5
8
0
.
7
2
1
.
1
4
Su
r
f
a
c
e
D
I
#
2
1
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160407
VII. JUNCTION LOSS CALCULATIONS
DATE: JOB NO. PROJECT: TR7304
Q2 =cfs cfs
V2 =ft/s ft/s
A2 =ft2 ft2
g =ft/s2 °
DELTA HGL = ( 2.330 )( 3.04 )] - [( 2.38 )( 3.06 )(COS 21 )
( 0.5 ) ( 1.77 + 1.77 ) ( 32.2 )
DELTA HGL = 0.28 = 0.00 MH#1
56.99
Q3 = 5.86 cfs Q2 =cfs 2.33 cfs
V3 = 3.85 ft/s V2 =ft/s 3.04 ft/s
A3 = 3.14 ft2 90 °1.77 ft2
g = 32.2 ft/s2
22.6 7.1
DELTA HGL = [( 5.86 )( 3.85 )] - [( 3.63 )( 3.40 )(COS 90 )+( 2.33 )( 3.04 )]
( 0.5 ) ( 3.14 + 1.77 ) ( 32.2 )
DELTA HGL = 29.64 = 0.38 MH#2
79.05
Q2 =cfs cfs
V2 =ft/s ft/s
A2 =ft2 ft2
g =ft/s2 °
DELTA HGL = ( 5.790 )( 3.86 )] - [( 5.86 )( 3.85 (COS 90 )
( 0.5 ) ( 3.14 + 3.14 ) ( 32.2 )
DELTA HGL = 22.35 = 0.22 MH#3
101.11
2.38
3.06
1.77
32.2 ø1 = 21
3.63 Q1 =
3.40 V1 =
A1 =ø1 =
JUNCTION LOSS CALCULATIONS
30-Aug-06 160407
DELTA HGL = [(Q3)(V3)]-[(Q2)(V2)(COSø2)+(Q1)(V1)(COSø1)]
(.5)(A3+A1)(G)
2.33
3.04
1.77 A1 =
Q1 =
V1 =
V1 = 3.85
3.14 A1 = 3.14
32.2 ø1 = 90
5.79 Q1 = 5.86
3.86
DATE: JOB NO. PROJECT: TR730430-Aug-06 160407
Q2 =cfs cfs
V2 =ft/s ft/s
A2 =ft2 ft2
g =ft/s2 °
DELTA HGL = ( 5.720 )( 3.86 )] - [( 5.79 )( 3.86 (COS 90 )
( 0.5 ) ( 3.14 + 3.14 ) ( 32.2 )
DELTA HGL = 22.08 = 0.22 MH#4
101.11
Q2 = 5.65 cfs Q1 = 5.72 cfs
V2 = 3.82 ft/s V1 = 3.86 ft/s
A2 = 3.14 ft2 A1 = 3.14 ft2
g = 32.2 ft/s2 ø1 = 21
°
DELTA HGL = ( 5.650 )( 3.82 )] - [( 5.72 )( 3.86 (COS 21 )
( 0.5 ) ( 3.14 + 3.14 ) ( 32.2 )
DELTA HGL = 0.97 = 0.01 MH#5
101.11
Q2 = 5.44 cfs Q1 = 5.65 cfs
V2 = 3.82 ft/s V1 = 3.82 ft/s
A2 = 3.14 ft2 A1 = 3.14 ft2
g = 32.2 ft/s2 ø1 = 12
°
DELTA HGL = ( 5.440 )( 3.82 )] - [( 5.65 )( 3.82 (COS 12 )
( 0.5 ) ( 3.14 + 3.14 ) ( 32.2 )
DELTA HGL = -0.33 = 0.00 MH#6
101.11
Q4 = 8.62 cfs Q3 = 1.87 cfs Q2 = 2.35 cfs Q1 = 5.44 cfs
V4 = 4.27 ft/s V3 = 2.91 ft/s V2 = 3.04 ft/s V1 = 3.82 ft/s
A4 = 3.14 ft2 ø2 = 93
°ø1 = 87
°A1 = 3.14 ft2
g = 32.2 ft/s2
DELTA HGL = [( 8.62 )( 4.27 )] - [( 5.440 ) ( 3.82 ) + ( 1.87 ) ( 2.91 )(COS 93 )+( 2.35 )( 3.04 )(COS 87 )]
( 0.5 ) ( 3.14 + 3.14 ) ( 32.2 )
DELTA HGL = 15.94 = 0.16 MH#7
101.11
32.2 ø1 = 90
3.86 V1 = 3.86
3.14 A1 = 3.14
5.72 Q1 = 5.79
160407
VIII. HYDRAULIC GRADE LINE
DATE: JOB NO. PROJECT
Q10 RUN PIPE DIA. VELOCITY K-V2 CHANGE HGL
AT FROM CFS (FEET) (FEET) (FT/SEC) FACTOR 2G IN HGL ELEV.
339.87
Ex Stub 339.87
(E)MH#29 MH#7 8.618 337 2 4.27 1.18 341.05
MH#7 0.16 341.21 <
MH#7 CB#4 1.870 25 1.5 2.91 0.06 341.27
CB#4 1.870 2.91 1.2 0.13 0.16 341.43 <
MH#7 CB#3 2.350 15 1.5 3.04 0.04 341.25
CB#3 2.350 3.04 1.2 0.14 0.17 341.42 <
MH#7 MH#6 5.440 340 2 3.82 0.95 342.17
MH#6 0.00 342.16 <
MH#6 MH#5 5.650 156 2 3.82 0.44 342.60
MH#5 0.01 342.61 <
MH#5 MH#4 5.716 76 2 3.86 0.22 342.83
MH#4 0.22 343.05 <
MH#4 MH#3 5.786 179 2 3.86 0.51 343.56
MH#3 0.22 343.78 <
MH#3 MH#2 5.857 33 2 3.85 0.09 343.87
MH#2 0.38 344.25 <
MH#2 CB#2 3.550 35 1.5 3.42 0.12 344.37
CB#2 3.550 3.42 1.2 0.18 0.22 344.58 <
MH#2 MH#1 2.330 195 1.5 3.12 0.54 344.79
MH#1 0.00 344.79 <
MH#1 CB#1 2.382 235 1.5 3.06 0.62 345.41
CB#1 2.382 3.06 1.2 0.15 0.17 345.59 <
Factors Applied to Velocity Head Pipe Losses Calculated by Manning's Formula
K-Factor for Inlet Structure = 1.2 HGL = 2.87n
2lv2d-4/3
K-Factor for Outlet Structure = 1.0 where n = 0.011 for reinforced concrete pipe
n = 0.013 for PVC pipe
v = velocity (ft/sec)
d = pipe diameter (feet)
HYDRAULIC GRADE LINE CALCULATIONS
30-Aug-16 160407 TRACT 7304
ARRIVING
From Lusich Revised Master Drainage Plan Updated 10/21/2005 @ ex STUB (MH #29)*
* HGL as shown in the Revised Master Plan was lowered from 342.05' by 2.18' per the sump lowering as specified with
Tract 7243.
DATE: JOB NO. PROJECT
Normal Difference
Inlet No Flowline HGL FL-HGL Allowed
EX Stub 343.6 339.87 3.69 0.5
MH#7 344.3 341.21 3.09 0.5
CB#4 344.7 341.43 3.22 0.5
CB#3 344.1 341.42 2.65 0.5
MH#6 346.4 342.16 4.24 0.5
MH#5 347.3 342.61 4.69 0.5
MH#4 347.6 343.05 4.55 0.5
MH#3 348.0 343.78 4.22 0.5
MH#2 348.2 344.25 3.95 0.5
CB#2 347.9 344.58 3.28 0.5
MH#1 348.4 344.79 3.61 0.5
CB#1 348.7 345.59 3.11 0.5
30-Aug-16 160407 TRACT 7304
160407
APPENDIX A:
PIPE CALCULATIONS, NOMOGRAPH, SUB-AREA AND STORMDRAIN
MAP, MANNINGS PIPE CACULATIONS, REFERENCE MATERIAL
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APPROVED:
DATE
DATEAGENCY REPRESENTATIVE
REVISIONS APP
PROJECT:CE160456
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REVDATE
THE DELIVERY OF THIS DRAWING SHOULD NOT BECONSTRUED TO PROVIDE AN EXPRESS WARRANTY ORGUARANTEE TO ANYONE THAT ALL DIMENSIONS ANDDETAILS ARE EXACT OR TO INDICATE THAT THE USEOF THIS DRAWING IMPLIES THE REVIEW ANDAPPROVAL OF DPSI OF ANY FUTURE USE. ANY USE OFTHIS INFORMATION IS AT THE SOLE RISK OF THE USER.
)4#&+0) &4#+0#)'2.#05
$4+&.'%4''-2#4-L. ALBERTO LOPEZ, PE, QSD/QSP RCE 67602DIVERSIFIED PROJECT SERVICES
INTERNATIONAL
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Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
CB#4 (10-yr)
Curb Inlet
Location = On grade
Curb Length (ft) = 5.72
Throat Height (in) = 4.00
Grate Area (sqft) = -0-
Grate Width (ft) = -0-
Grate Length (ft) = -0-
Gutter
Slope, Sw (ft/ft) = 0.085
Slope, Sx (ft/ft) = 0.085
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = 0.47
Gutter n-value = 0.013
Calculations
Compute by: Known Q
Q (cfs) = 1.89
Highlighted
Q Total (cfs) = 1.89
Q Capt (cfs) = 1.89
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 6.04
Efficiency (%) = 100
Gutter Spread (ft) = 3.96
Gutter Vel (ft/s) = 2.83
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
CB#4 (10-yr)
Curb Inlet
Location = On grade
Curb Length (ft) = 6.00
Throat Height (in) = 4.00
Grate Area (sqft) = -0-
Grate Width (ft) = -0-
Grate Length (ft) = -0-
Gutter
Slope, Sw (ft/ft) = 0.085
Slope, Sx (ft/ft) = 0.085
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = 0.47
Gutter n-value = 0.013
Calculations
Compute by: Known Q
Q (cfs) = 1.89
Highlighted
Q Total (cfs) = 1.89
Q Capt (cfs) = 1.89
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 6.04
Efficiency (%) = 100
Gutter Spread (ft) = 3.96
Gutter Vel (ft/s) = 2.83
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
CB#1 to MH#1
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 2.44
Highlighted
Depth (ft) = 0.69
Q (cfs) = 2.440
Area (sqft) = 0.80
Velocity (ft/s) = 3.06
Wetted Perim (ft) = 2.24
Crit Depth, Yc (ft) = 0.59
Top Width (ft) = 1.50
EGL (ft) = 0.84
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
MH#1 to MH#2
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 2.38
Highlighted
Depth (ft) = 0.68
Q (cfs) = 2.380
Area (sqft) = 0.78
Velocity (ft/s) = 3.04
Wetted Perim (ft) = 2.22
Crit Depth, Yc (ft) = 0.59
Top Width (ft) = 1.49
EGL (ft) = 0.82
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
CB#2 to MH#2
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 3.63
Highlighted
Depth (ft) = 0.87
Q (cfs) = 3.630
Area (sqft) = 1.07
Velocity (ft/s) = 3.40
Wetted Perim (ft) = 2.60
Crit Depth, Yc (ft) = 0.73
Top Width (ft) = 1.48
EGL (ft) = 1.05
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
MH#2 to MH#3
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 5.93
Highlighted
Depth (ft) = 0.98
Q (cfs) = 5.930
Area (sqft) = 1.54
Velocity (ft/s) = 3.85
Wetted Perim (ft) = 3.11
Crit Depth, Yc (ft) = 0.86
Top Width (ft) = 2.00
EGL (ft) = 1.21
0 1 2 3 4
Elev (ft)Depth (ft)Section
0.50 -0.50
1.00 0.00
1.50 0.50
2.00 1.00
2.50 1.50
3.00 2.00
3.50 2.50
4.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
MH#3 to MH#4
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 5.86
Highlighted
Depth (ft) = 0.97
Q (cfs) = 5.860
Area (sqft) = 1.52
Velocity (ft/s) = 3.86
Wetted Perim (ft) = 3.09
Crit Depth, Yc (ft) = 0.86
Top Width (ft) = 2.00
EGL (ft) = 1.20
0 1 2 3 4
Elev (ft)Depth (ft)Section
0.50 -0.50
1.00 0.00
1.50 0.50
2.00 1.00
2.50 1.50
3.00 2.00
3.50 2.50
4.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
MH#4 to MH#5
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 5.79
Highlighted
Depth (ft) = 0.96
Q (cfs) = 5.790
Area (sqft) = 1.50
Velocity (ft/s) = 3.86
Wetted Perim (ft) = 3.07
Crit Depth, Yc (ft) = 0.85
Top Width (ft) = 2.00
EGL (ft) = 1.19
0 1 2 3 4
Elev (ft)Depth (ft)Section
0.50 -0.50
1.00 0.00
1.50 0.50
2.00 1.00
2.50 1.50
3.00 2.00
3.50 2.50
4.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
MH#5 to MH#6
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 5.72
Highlighted
Depth (ft) = 0.96
Q (cfs) = 5.720
Area (sqft) = 1.50
Velocity (ft/s) = 3.82
Wetted Perim (ft) = 3.07
Crit Depth, Yc (ft) = 0.85
Top Width (ft) = 2.00
EGL (ft) = 1.19
0 1 2 3 4
Elev (ft)Depth (ft)Section
0.50 -0.50
1.00 0.00
1.50 0.50
2.00 1.00
2.50 1.50
3.00 2.00
3.50 2.50
4.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
MH#6 to MH#7
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 5.65
Highlighted
Depth (ft) = 0.95
Q (cfs) = 5.650
Area (sqft) = 1.48
Velocity (ft/s) = 3.82
Wetted Perim (ft) = 3.05
Crit Depth, Yc (ft) = 0.84
Top Width (ft) = 2.00
EGL (ft) = 1.18
0 1 2 3 4
Elev (ft)Depth (ft)Section
0.50 -0.50
1.00 0.00
1.50 0.50
2.00 1.00
2.50 1.50
3.00 2.00
3.50 2.50
4.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
CB#3 to MH#7
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 2.38
Highlighted
Depth (ft) = 0.68
Q (cfs) = 2.380
Area (sqft) = 0.78
Velocity (ft/s) = 3.04
Wetted Perim (ft) = 2.22
Crit Depth, Yc (ft) = 0.59
Top Width (ft) = 1.49
EGL (ft) = 0.82
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
CB#4 to MH#7
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 1.89
Highlighted
Depth (ft) = 0.59
Q (cfs) = 1.890
Area (sqft) = 0.65
Velocity (ft/s) = 2.91
Wetted Perim (ft) = 2.04
Crit Depth, Yc (ft) = 0.52
Top Width (ft) = 1.47
EGL (ft) = 0.72
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 30 2016
MH#7 to (E)MH#29
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 1.00
Slope (%) = 0.30
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 8.84
Highlighted
Depth (ft) = 1.25
Q (cfs) = 8.840
Area (sqft) = 2.07
Velocity (ft/s) = 4.27
Wetted Perim (ft) = 3.65
Crit Depth, Yc (ft) = 1.06
Top Width (ft) = 1.94
EGL (ft) = 1.53
0 1 2 3 4
Elev (ft)Depth (ft)Section
0.50 -0.50
1.00 0.00
1.50 0.50
2.00 1.00
2.50 1.50
3.00 2.00
3.50 2.50
4.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 0.67
Invert Elev (ft)= 10.00
Slope (%)= 0.25
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs)= 0.63
Highlighted
Depth (ft)= 0.49
Q (cfs)= 0.630
Area (sqft)= 0.28
Velocity (ft/s)= 2.28
Wetted Perim (ft)= 1.38
Crit Depth, Yc (ft)= 0.38
Top Width (ft)= 0.59
EGL (ft)= 0.57
0 1
Elev (ft)Section
9.75
10.00
10.25
10.50
10.75
11.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 0.67
Invert Elev (ft)= 1.00
Slope (%)= 0.50
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs)= 0.18
Highlighted
Depth (ft)= 0.19
Q (cfs)= 0.180
Area (sqft)= 0.08
Velocity (ft/s)= 2.18
Wetted Perim (ft)= 0.75
Crit Depth, Yc (ft)= 0.20
Top Width (ft)= 0.60
EGL (ft)= 0.26
0 1
Elev (ft)Section
0.75
1.00
1.25
1.50
1.75
2.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 0.67
Invert Elev (ft)= 1.00
Slope (%)= 0.50
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs)= 0.34
Highlighted
Depth (ft)= 0.27
Q (cfs)= 0.340
Area (sqft)= 0.13
Velocity (ft/s)= 2.54
Wetted Perim (ft)= 0.92
Crit Depth, Yc (ft)= 0.27
Top Width (ft)= 0.66
EGL (ft)= 0.37
0 1
Elev (ft)Section
0.75
1.00
1.25
1.50
1.75
2.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 1.00
Invert Elev (ft)= 10.00
Slope (%)= 0.20
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs)= 1.19
Highlighted
Depth (ft)= 0.58
Q (cfs)= 1.190
Area (sqft)= 0.47
Velocity (ft/s)= 2.51
Wetted Perim (ft)= 1.73
Crit Depth, Yc (ft)= 0.46
Top Width (ft)= 0.99
EGL (ft)= 0.68
0 1 2 3
Elev (ft)Depth (ft)Section
9.50 -0.50
10.00 0.00
10.50 0.50
11.00 1.00
11.50 1.50
12.00 2.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 1.00
Invert Elev (ft)= 10.00
Slope (%)= 0.20
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs)= 1.55
Highlighted
Depth (ft)= 0.69
Q (cfs)= 1.550
Area (sqft)= 0.58
Velocity (ft/s)= 2.67
Wetted Perim (ft)= 1.96
Crit Depth, Yc (ft)= 0.53
Top Width (ft)= 0.92
EGL (ft)= 0.80
0 1 2 3
Elev (ft)Depth (ft)Section
9.50 -0.50
10.00 0.00
10.50 0.50
11.00 1.00
11.50 1.50
12.00 2.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 0.67
Invert Elev (ft)= 1.00
Slope (%)= 1.00
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs)= 0.17
Highlighted
Depth (ft)= 0.16
Q (cfs)= 0.170
Area (sqft)= 0.07
Velocity (ft/s)= 2.61
Wetted Perim (ft)= 0.69
Crit Depth, Yc (ft)= 0.19
Top Width (ft)= 0.57
EGL (ft)= 0.27
0 1
Elev (ft)Section
0.75
1.00
1.25
1.50
1.75
2.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 0.67
Invert Elev (ft)= 1.00
Slope (%)= 0.50
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs)= 0.33
Highlighted
Depth (ft)= 0.27
Q (cfs)= 0.330
Area (sqft)= 0.13
Velocity (ft/s)= 2.46
Wetted Perim (ft)= 0.92
Crit Depth, Yc (ft)= 0.27
Top Width (ft)= 0.66
EGL (ft)= 0.36
0 1
Elev (ft)Section
0.75
1.00
1.25
1.50
1.75
2.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 0.67
Invert Elev (ft)= 1.00
Slope (%)= 0.50
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs)= 0.49
Highlighted
Depth (ft)= 0.33
Q (cfs)= 0.490
Area (sqft)= 0.17
Velocity (ft/s)= 2.82
Wetted Perim (ft)= 1.05
Crit Depth, Yc (ft)= 0.33
Top Width (ft)= 0.67
EGL (ft)= 0.45
0 1
Elev (ft)Section
0.75
1.00
1.25
1.50
1.75
2.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 10.00
Slope (%)= 0.20
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs)= 2.13
Highlighted
Depth (ft)= 0.65
Q (cfs)= 2.130
Area (sqft)= 0.74
Velocity (ft/s)= 2.89
Wetted Perim (ft)= 2.16
Crit Depth, Yc (ft)= 0.55
Top Width (ft)= 1.49
EGL (ft)= 0.78
0 1 2 3
Elev (ft)Section
9.50
10.00
10.50
11.00
11.50
12.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 6 2017
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 10.00
Slope (%)= 0.20
N-Value = 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 1.99
Highlighted
Depth (ft)= 0.68
Q (cfs)= 1.990
Area (sqft)= 0.78
Velocity (ft/s)= 2.55
Wetted Perim (ft)= 2.22
Crit Depth, Yc (ft)= 0.54
Top Width (ft)= 1.49
EGL (ft)= 0.78
0 1 2 3
Elev (ft)Section
9.50
10.00
10.50
11.00
11.50
12.00
Reach (ft)
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)