HomeMy WebLinkAboutDrainage Reports - 07/23/1998FINAL DRAINAGE AND EROSION
CONTROL STUDY FOR
HARMONY SCHOOL SHOPS P.U.D.
SECOND FILING
FORT COLLINS, COLORADO
DUNE, 1998
II
II
THE
SEAR -BROWN
GROUP
Standards in Excellence
1
1
,1
1
L
1
I
,I,
I
I
THE SEAR -BROWN GROUP
FULL -SERVICE DESIGN PROFESSIONALS
FORMERLY R13D, INC.
209 SOUTH MELDRUM
FORT COLLINS, COLORADO 80521-2603
970-482-5922 FAX:970-482-6368
June 8, 1
Mr. BasillHamdan
City of Fort Collins
Utility Services Stormwater
235 Matthews Street
Fort Collins, Colorado 80522
RE: FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE HARMONY
SCHOOL SHOPS P.U.D. SECOND FILING
Dear Basil
We are ph
Control St
this report
Design Cr
We apprec
any questi
Respectful
The Sear
Prep d by:
jesi�gn
n-M
I.
1 to resubmit to you, for your review and approval, this' Final Drainage and Erosion
for the Harmony School Shops P.U.D. Second Filing. All computations within
been completed in compliance with the City of Fort Collins Storm Drainage
your time and consideration in reviewing this submittal. Please call if you have
Group
P.E.
Reviewed by:
Kevin W. Gingery, .E.
Engineering Manager
I
NEW YORK • PENNSYLVANIA
COLORADO•UTAH
STANDARDS IN EXCEL
EQUAL OPPORTUNITY EMPLOYER
DETENTION VOLUME PROVIDED
3l12/97
ut contour elevation and the surface area that contour encompasses (A).
spreadsheet calculates volume provided by: V=(1/3)d(A+B+SQRT(A`B))
POND #OOL
4HARMONYSCHOOL
SHOPS 2
RFACE
(A)
SURFACE
AREA (B)
(ft"2)
0.00
DEPTHBETWEEN
CONTOURS(ft"2)
(ft)INVERT0.00
INCREREA
52.00
53.00
54.00
55.00
56.00
7300.00
21825.00
36500.00
49050.00
63350.00
0.00
7300.00
21825.00
36500.00
49050.00
1.00
1.00
1.00
1:00
1.00
2433.33
13915.77
28849.77
42620.74
56047.77
2433.33
16349.10
45198.88
87819.62
143867.39
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
VOLUME PROVIDED
143867.39
ft"3
3.30
I
I
I
I
FINAL DRAINAGE AND EROSION CONTROL STUDY
FOR HARMONY SCHOOL SHOPS P.U.D. SECOND FILING
FORT COLLINS, COLORADO
June, 1998
Prepared for:
Roche Constructors inc.
361 71 st Avenue
Greeley, Colorado 80634
Prepared by:
The Sear -Brown Group
209 South Meldru n
Fort Collins, Colorado 80521
(970)482-5922
Sear -Brown Job No. 765-001
I
I
fl
■ TABLE OF CONTENTS
DESCRIPTION PAGE
1 I. GENERAL LOCATION AND DESCRIPTION
A. Location .................................................................................................... I
1 B. Description of Property ............................................................................................1
II. DRAINAGE BASINS
A. Major Basin Description..........................................................................................I
B. Sub -Basin Description.............................................................................................I
III. DRAINAGE DESIGN CRITERIA
A. Regulations..............................................................................................................2
B. Development Criteria Reference and Constraints....................................................2
C. Hydrological Criteria...............................................................................................2
D. Hydraulic Criteria....................................................................................................2
E. Variance from Criteria.............................................................................................2
w IV. DRAINAGE FACILITY DESIGN
A. General Concept.......................................................................................................2
B. Specific Details
........................................................................................................3
V. STORM WATER QUALITY
A. General Concept.......................................................................................................4
B. Specific Details........................................................................................................4
VI. EROSION CONTROL
A. General Concept.......................................................................................................5
B. Specific Details........................................................................................................5
VII. CONCLUSIONS
A. Compliance with Standards.....................................................................................6
B. Drainage Concept.....................................................................................................6
C. Storm Water Quality................................................................................................6
D. Erosion Control Concept..........................................................................................6
REFERENCES_ ..... .... ** .... ... ... 7
APPENDIX..................................................................................................................................... I
VICINITYMAP.............................................................................................................................
2
HYDROLOGY............................................................................................................................... 4
INLET AND PIPE SIZING............................................................................................................10
DETENTION POND SIZING..................................................................:....................................38
EROSION CONTROL.................................................................................................................58
EXCERPTS FROM PREVIOUS DRAINAGE REPORTS...........................................................66
TABLESAND FIGURES.............................................................................................................70
P
FINAL DRAINAGE AND EROSION CONTROL STUDY
FOR HARMONY SCHOOL SHOPS P.U.D., SECOND FILING
FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The Harmony School Shops P.U.D., Second Filing is located on the northeast
corner of the Harmony Road and Timberline Road intersection.
The site location can also be described as situated in the Southwest 1/4 of Section
1 32, Township 7 North, Range 68 West of the 6th P.M., City of Fort Collins,
Larimer County, Colorado. The site location can be seen on the vicinity map in
the Appendix.
B. Description of Property
Harmony School Shops P.U.D., Second Filing will contain approximately 5.7
acres, more or less. Presently the property is undeveloped agricultural land and an
existing detention area constructed with Sunstone Village Seventh Filing. There
are no major drainageways contained within the site. Topographically the site
gently slopes from southwest to northeast at approximately 1.0 percent.
II. DRAINAGE BASINS
A. Major Basin Description
The proposed Harmony School Shops lie within Reach 2 of the Fox Meadows
drainage basin and Basin 1 of the Timberline Farms Master Drainage Plan. Other
than the undeveloped commercial parcel just east of the Harmony School Shops
site, Timberline Farms drainage basin is built out primarily with a residential
development known as Sunstone Village. The site is largely influenced by this
development downstream and north of the subject site. Stormwater discharge in
this basin is limited to the 2-year historic runoff as determined by the 1989
Timberline Farm P.U.D. SWMM update of Fox Meadows Master Drainage Plan.
B. Sub -Basin Description
The Harmony School Shops Second Filing has been broken into 8 sub -basins. Six
of the sub -basins are on -site basins and two of the sub -basins are off -site basins.
The six on -site sub -basins and the off -site Harmony Road sub -basin will release
to the detention pond. These sub -basins are shown on the Drainage and Erosion
IControl Plan in the back of this report.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for the
subject site.
6 B. Development Criteria Reference and Constraints
The Fox Meadows Master Drainage Plan, Timberline Farm P.U.D. and Sunstone
Village 7th and 8th Subdivision P.U.D. Preliminary and Final Storm Drainage
Reports are the governing drainage criteria for Harmony School Shops P.U.D. site
development.
C. Hydrological Criteria
The Rational Method for determining surface runoff is used for the project site.
The 2-year, 10-year, and 100-year storm event criteria, obtained from the City of
Fort Collins, is used to determine the design rainfall and resulting runoff values.
The detention pond was sized using the Storm Water Management Model
(S WMM). These calculations are included in the Appendix of this report.
D. Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance
with the City of Fort Collins Drainage Criteria and are also included in the
Appendix.
E. Variance from Criteria
We are requesting a variance from the erosion control performance standards.
During construction, the calculated effectiveness value is 1.6% lower then the
performance standard, however, a sediment trap with a gravel filter at the outlet
pipe of the detention pond is proposed in order to compensate for this lower value
for the whole site.
IV. DRAINAGE FACILITY DESIGN
A. General Concept
2
1
I
Harmony School Shops Second Filing is intended to develop in accordance with
the general concept described in the Preliminary Drainage and Erosion Control
I
Study for the Harmony School Shops P.U.D., by RBD Inc., October, 1995. The
majority of the runoff from this site will be detained in the regional detention
pond located on the north side of the Harmony School Shops Second Filing site.
This pond is being sized with this filing to provide detention for the entire
Harmony School Shops site, the Timberline Farms Comerstore P.U.D. (Diamond
Shamrock), and portions of the Sunstone Village P.U.D. Calculations to size this
detention pond utilize the SWMModel.
B. Specific Details
Sub -basin 1 is located south of the actual platted Second Filing. This area
includes two future pad sites, the proposed landscaped area along Harmony Road
and the north half of Harmony Road for approximately 490 feet. Runoff from this
area will be released to the Lot 1 east parking area and then conveyed to the
detention pond in a pipe.
Sub -basin 2 contains a portion of the building roof area, the access road along the
south boundary of the site and the parking area on the south and southeast sides of
the building. Flow is collected in a curb inlet (Inlet 20), combined with the flow
from sub -basin 1 and conveyed to the detention area in a pipe.
Sub -basin 3 contains a portion of the building roof area and the parking on the
northeast side of the building. This runoff flows to a curb inlet (Inlet 30) in the
northeast corner of the parking lot and is discharged into the detention area.
Sub -basin 4 includes the west portion of the building and the truck loading dock
area. Flows from this sub -basin are collected in an area inlet (Inlet 40) and
conveyed to the detention area in a pipe.
Sub -basin 5 contains the remaining building area and the remaining parking area.
Runoff from this area flows to a curb inlet (Inlet 50), combined with flows from
sub -basin 4 and conveyed north to the detention area.
The off site basin 0-1 contains a small area along the east property line. Runoff
from this area cannot flow into the parking lot because of the requirement of a six-
foot screen wall along the east side of the parking lot. This area will drain to the
east and through the Harmony Road Mobile Home Park. The 100-year runoff
from basin 0-1 is 0.3 cfs, which will have very minor effects on the downstream
conveyances.
Basin 0-2 includes the detention area that serves all of Harmony School Shops,
Timberline Farms Cornerstore, and portions of Sunstone Village Seventh Filing.
n
This detention area will release to the north in a proposed 24" pipe at the rate of
12 cfs per the Timberline Farm Master Drainage Plan. An orifice plate will be
installed to restrict the flows to the predetermined release rate.
The onsite detention pond releases to a downstream pond. The downstream
detention pond dynamics, backwater timing, and the hydrologic peaks associated
with this pond are unknown at this time; however, the maximum water surface.
elevation is known to be 4947.10 ft. Using this water surface elevation, the
connecting pipe hydraulics was analyzed with UDSEWER and the results show a
backwater effect in the upstream pond within the Harmony School Shops site.
The volume of the Harmony School Shops pond below the backwater elevation of
1
4952.67 ft. was not considered as available storage in the onsite detention pond, in
order to be conservative. With being conservative and without doing a costly and
time consuming EXTRAN model, a detention pond rating curve of the adjusted
'
storage and ouflow were tabulated and modeled in UDSWMM. The results show
that the 100 year water surface in the proposed pond will be 4956.69 ft, which
leaves over 1 ft. of freeboard even if the downstream detention pond backwater
effects are felt in the bottom of the Harmony Scholl shops detention pond.
Basin 0-3 includes that portion of Harmony from Timberline Road to the south
site access. A temporary channel along the west side of Lot 1 to the detention
pond will convey runoff from this basin.
As previously noted, the detention pond was sized using the SWMModel. The
sub -basins used in the preparation of this model are shown on the SWMM Basin
Map attached in the calculations of this report.
V.. STORM WATER QUALITY
A. General Concept
The State of Colorado requires Stormwater Management Plans as a part of their
permitting process. Therefore this design includes various Best Management
Practices for the treatment of storm water runoff which will be implemented
during the construction phase of this project.
B. Specific Details
The Best Management Practices (BMP's) for this site include the installation of
silt fence along the downstream borders of the site prior to any construction
activity. After inlets are installed, gravel inlet filters will be required at all inlets.
A temporary sediment trap will also be required at the upstream end of the outlet
pipe to prevent sediment from leaving the site.
i
I
n
'iJ
All construction activities must comply with the State of Colorado permitting
process for Storm Water Discharges associated with Construction Activity. A
Colorado Department of Health NPDES Permit will be required before any
construction grading can begin.
VI. EROSION CONTROL
A. General Concept
This development lies within the Moderate Rainfall Erodibility Zone and
Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The
potential exists for erosion problems during construction, and after construction
until the disturbed ground is revegetated or paved. It is anticipated that
construction will begin in July of 1998.
B. Specific Details
Erosion control for this site during construction includes the installation of silt
fence along the downstream perimeter of the site, and gravel filters for all of the
inlets on the site. Immediately after grading the pond, a sediment trap shall be
constructed at the outlet of the detention pond. The permanent outlet structure
will be constructed at the completion of the project.
After construction of the utilities, the parking lot and access road will have paved
surfaces and the foundation of the building will be constructed. The open areas
will be seeded and mulched to reduce the erosion potential.
Calculations for erosion control performance standards were completed per the
City of Fort Collins Erosion Control Reference Manual for Construction Sites and
are included in the appendix. The erosion control performance standard for the
site during construction is 76.5%. The effectiveness of the proposed erosion
control plan during construction is 74.9%, which is 1.6% below the performance
standard that was calculated. In order to compensate for the lower value of
effectiveness, a sediment trap will also be constructed at the outlet of the detention
pond and will inhibit a majority of the sediments from leaving the site. All
practical preventative measures have been applied and any additional measures
would be costly and redundant.
rThe
erosion control performance standard after construction was calculated to be
90.0%. The effectiveness of the proposed erosion control plan after construction
1
u
is 98.2% and will meet the City of Fort Collins criteria.
IVII. CONCLUSIONS
A. Compliance with Standards
All computations completed in this report are in compliance with the City of Fort
Collins Storm Drainage Design Criteria Manual.
B. Drainage Concept
The proposed drainage concept presented in this report adequately provides for
the transmission of developed on -site runoff to the detention area utilizing the
proposed on -site storm sewer system. The size, location and release rate of this
pond will conform to the Timberline Farm Master Drainage Plan and the
Sunstone Village Seventh Filing Final Drainage Report accepted by the City of
Fort Collins. The detention pond will provide one foot of freeboard and an
emergency overflow in the event the outlet becomes plugged.
I
C. Storm Water Quality
Necessary BMP's will be utilized during construction to prevent the conveyance
of sediments off site.
D. Erosion Control
The proposed erosion control concepts adequately provide for the control of wind
and rainfall erosion from the site. The proposed erosion control concepts
presented in this report and shown on the erosion control plan are in compliance
with the City of Fort Collins Erosion Control Criteria.
6
' REFERENCES
1. Storm Drainage Design Criteria and Construction Standards, City of Fort Collins,
Colorado, May 1984, revised April 1997.
2. Erosion Control Reference Manual for Construction Sites, City of Fort Collins, Colorado,
January 1991.
3. Master Drainage Plan for Timberline Farm P.U.D., by Engineering Professionals, Inc.,
September, 1989, revised November, 1989.
4. Sunstone Village 7th Subdivision P.U.D. Preliminary and Final Storm Drainage Report,
by Land Services, Inc., June, 1993.
5. Sunstone Village 8th Subdivision P.U.D. Preliminary and Final Storm Drainage Report,
by Land Services, Inc., June, 1993, revised August, 1993.
6. Final Storm Drainage and Erosion Control Report for Milestone Drive, by Land Services,
Inc., June, 1995.
' 7. Final Drainage Report for Timberline Road, by Northern Engineering, July, 1994.
' 8. Final Drainage and Erosion Control Study for Timberline Farms Comerstore P.U.D., by
Galloway Romero and Associates, January, 1996, Revised May, 1996.
I
r
8
I
I
1
1
APPENDIX
1
i
[7�
i
1
1
1
1
I
1
F
L
VICINITY MAP
I
I
I
I
lJ
iJ
Pi
I
7,
9
HORSETOOTH RD.
Horn Rd
Big
¢.
c
O
b�'
Q
cr
�b
W
U
�
U
Q
�
�
}
F-
d
z
z
W
z
W
Z
s
PROJECT
m m
SITE
Timberline Lu
HARMONY RD.
s
a
A
w
w
d„
VICINITY MAP
SCALE: 1 "=1000'
3
I
11
HYDROLOGY
L
�I
i
i
RBD, Inc., Engineering Consultants
iWeighted Runoff Coefficients
Project # 765-001 PPK
Harmony School Shops Second Filing 06/01/98
This sheet calculates the composite C values for the Rational Method.
Design
Area
Impervious
licit
Pervious
licit
A,totaF,imp
(ac.)
(ac.)
Percent
Imperv.
Percent
Pervious
Comp.
licit
1
0.95
0.25
1.93
0.99
51.3
48.7
0.61
2
0.95
0.25
3.07
2.85
92.8
7.2
0.90
3
0.95
0.25
0.43
0.41
95.3
4.7
0.92
41
0.95
0.25
0.57
0.38
66.7
33.3
0.72
5
0.95
0.25
0.50
0.40
80.0
20.0
0.81
0-1
0.95
0.25
0.15
0.00
0.0
100.0
0.25
0-2
0.95
0.25
2.98
0.30
10.1
89.9
0.32
0-3
0.95
0.25
1.19
1.02
85.7
14.3
0.85
ON -SITE 1
1
6.5
L
i
1
i
i
ftorm Drainage Design and Technical Criteria
5
RBD, Inc., Engineering Consultants
' 765-001
SUBDIVISION:
' Harmony School Shops Second Filing
CALCULATED BY: PPK
I
I
TIME OF CONCENTRATION
STORM 10 yr
DATE 06/01/98
cf = 1.00
ti = 1.87(1.1 - C x CflDA0.5
S^(1/3)
tc = ti + tL
SUB -BASIN
DATA
INITIAL/OVERLAND TIME
TRAVEL
TIME
FINAL
tc
REMARKS
DESIG:
AREA
C
LENGTH
SLOPE
ti
LENGTH
ISLOPE
VELOCITY
I tL
(ac)
(it)
M
(min)
(ft)
M
MIS)
(min)
(min)
1
2
3
4
5
6
7
7a
8
9
10
11
12
1
1.93
0.61
60
2.00
5.6
400
GW
1.00
1.54
4.3
10.0
2
3.07
0.90
18
2.00
1.3
920
PA
0.70
1.59
9.7
10.9
3
0.43
0.92
75
2.50
2.2
205
PA
0.50
1.34
2.6
5.0
4
0.57
0.72
55
1.00
5.3
155
PA
2.00
2.72
1.0
6.3
5
0.50
0.81
40
1.00
3.4
115
PA
0.60
1.47
1.3
5.0
0-1
0.15
0.25
40
1.00
10.1
115
PA
0.60
1.47
1.3
11.4
0-2
2.98
0.32
55
2.00
8.6
450
PA
0.60
1.47
5.1
13.7
0-3
1 1.19
0.85
25
2.00
1.9
745
PA
0.60
1.47
8.5
10.3
' Note: Column 7a codes the channel type for velocity calculations.
PA = Paved Area, PL = Pasture& Lawns, GW = Grassed Waterway,
[1
e
I
,Storm Drainage Design and Technical Criteria
10
I
I
RBD, Inc., Engineering Consultants
tUBDIVISION: STORM 100 yr cf = 1.25
armony School Shops Second Filing DATE 06/01/98 tc = ti + tL
itALCULATED BY: PPK
UB-BASIN DATA
INITIAUOVERLAND TIME
TRAVEL TIME
FINAL
REMARKS
DESIG:
AREA
C
LENGTH
SLOPE
ti
LENGTH
SLOPE
VELOCITY
tL
tc
(ac)
(ft)
N
(min)
(ft)
N
(ft/s)
(min)
(min)
1
2
3
4
5
6
7
7a
8
9
10
11
12
1.93
0.61
60
2.00
3.9
400
GW
1.00
1.54
4.3
8.2
3.07
0.90
18
2.00
0.6
920
PA
0.70
1.59
9.7
10.3
0.43
0.92
75
2.50
1.2
205
PA
0.50
1.34
2.6
5.0
4
0.57
0.72
55
1.00
2.8
155
PA
2.00
2.72
1.0
5.0
0.50
0.81
40
1.00
1.2
115
PA
0.60
1.47
1.3
5.0
-1
0.15
0.25
40
1.00
9.3
115
PA
0.60
1.47
1.3
10.6
0-2
2.98
0.32
55
2.00
7.7
450
PA
0.60
1.47
5.1
12.8
-3
1.19
0.85
25
2.00
0.7
745
PA
0.60
1.47
8.51
9.2
111ote: Column 7a codes the channel type for velocity calculations.
1
I
Irm Drainage Design and Technical Criteria
9
y
Y
K
N
c
J
W
�
�
6
Q
a
N
a
C
t0
w
O
a
y
r
O
v
N
t7
n
N
t7
l7
U � N
OZN
W
<
'
N
N
ao
w�
0
Z U Oym
=N
Uj
f"
a
m
�N Nm
�
r W
h �
iJ N m
m
N
N
N
m
m
a
mm
a6
U
W N c n
coi
ayc�
a
a
IT
8
ug
n n
.-.
O-vm
c
o
00
J
N
y
J r
O
P
W U^yN
QZQa
U-
S
U q
F. <
y
LL
O
m a
C7
ry
c7 N
.-
r N
O Z t
K LL
�z4�
On�
r LL
O
m<
t7
N
l7 Y)
N
ci
O
� N
Z
.m
N N
Q D
r
t:
N
N
C1
N t7
O
N fV
N
N
Cl
m
W
Cl
N (7
N 7
t7 Cl
m
(7
H
O O
N N
N N
Z m
WE
Z ...
m
qP1
m
n
m�
N
M m
U m
c
oa
a
c
00
c
c c
yEn
O
G
m 0
"
O
YI
t7
fC
O m
Lfi N
<
n l7
' O
w�
LL-m
a E
m
o
Z C
N
r E
OU
J �
LL
O
zr
Oz—
K J
,a_O
E
o
G
ma
GC
O
n
fG
00
mm
a
n n
Z
z
yN
N
t+f
O
N-i
d
O O
m
�
N N
t07
O
pp
N N
ci 0 d
N t7
a
d d
S
Y
c
J
N
W
K
G
Q
a
N
a
10
w
C
O
a
Iri
a
v
a
02
wvN
Ill
Z
N
m
m
m
a
In
a0
t
'?
J
0-
O
SIN
'
_O
U>
W
Z
N
CO
O
r
mm
m
N
n
6
o
In
ow
ve
U
W
a
In c
N'_r
o
o
a0 `& m
O
O
S
m
O
N N
00
y
>
�
O
N
N
ia'
�U
U
m
H
W
a
W
a
.�-V
IO
1-O
o
N
LL
LL
N
m N
-0
0
m
m
O
N m
O m
M
C
r
n
m
mi
OH
'
rm�
K LL
HZO�
om
H w
Z
m
m N
m
m
0 m
f7
n
m
aw
v '
O 1D
m
O O
Y
O
0
O
0 0
Or
O
m
N
m
7 �SSmOP
8.
pp
wf
wO
n 0
0
m
om
n
m
P'
U m
m
O
00
m n
00
m
O
r
O
0 n
00
N
O
M
G
0
O
En
N
m
N V
c
O
0
O
0
O N
0vi
m
o
m
N
of
w
IL - m
a E
0
O
In
gzcQ
J
o
EIo
OU
L
a
a
0
Z C O
0
O
�
J
N
N NI
O
O
00
0
m
N
m
G G
N
N
N Yf
G
^
ci
Z
Z Q
N
N
CI
O
0 P
11
yy
m
V
O
V
r 8
a
IQi IQi
C 0-
6
d
d
I
iv
I
I
L
i
1
I
I
Ll
I
r
INLET AND PIPE SIZING
,o
-----------------------------------------------------------------------------�1
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-------------------------------------- m
GINGERY-RDB INC FT. COLLINS COLORADO..............................
DATE 04-14-1998 AT TIME 14:27:15
'** PROJECT TITLE: Harmony School Shops
*** CURB OPENING INLET HYDRAULICS AND SIZING:
'
INLET ID NUMBER: 20 (��
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
'
GIVEN CURB OPENING LENGTH (ft)=
15.00
HEIGHT.OF CURB OPENING (in)=
6.00
'
INCLINED THROAT ANGLE (degree)=
LATERAL WIDTH OF DEPRESSION (ft)=
45.00
2.00
SUMP DEPTH (ft)=
0.25
Note: The sump depth is additional
depth to flow
depth.
STREET
GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
0.50
STREET CROSS SLOPE (%) =
4.00
STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)=
2.00
'
GUTTER WIDTH (ft) =
2.00
STREET FLOW HYDRAULICS:
'
WATER SPREAD ON STREET (ft) =
18.72
GUTTER FLOW DEPTH (ft) =
0.92
FLOW VELOCITY ON STREET (fps)=
FLOW CROSS SECTION AREA (sq ft)=
4.20
7.17
GRATE CLOGGING FACTOR M =
50.00
CURB OPENNING CLOGGING FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
40.10
BY FAA HEC-12 METHOD: DESIGN FLOW
(cfs)=
30.20
'
FLOW INTERCEPTED (cfs)=
30.20
CARRY-OVER FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
30.20
'
FLOW INTERCEPTED (cfs)=
30.20
CARRY-OVER FLOW (cfs)=
0.00
r
I!
,------------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
' DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
--------------------- -------------------------------------------------------
UER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO ..............................
S
N DATE 07-23-1997 AT TIME 16:22:24
I** PROJECT TITLE: INLET 30 AT Q(100)
n
1
u
1
I
1
I
*** COMBINATION INLET: GRATE INLET AND CURB OPENING:
*** GRATE INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 30
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
INLET GRATE WIDTH
(ft)=
INLET GRATE LENGTH
(ft)=
INLET GRATE TYPE
_Tyr-
NUMBER OF GRATES
=
SUMP DEPTH ON GRATE
(ft)=
GRATE OPENING AREA RATIO
(%) _
IS THE INLET GRATE NEXT TO
A CURB ?--
Note: Sump is the additional depth
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (6) _
STREET CROSS SLOPE M _
STREET MANNING N =
GUTTER DEPRESSION (inch)=
GUTTER WIDTH (ft) _
STREET FLOW HYDRAULICS:
2.00
3.00
e 16 Grate Inlet
1.00
0.17
0.60
YES
to flow depth.
0.60
2.00
0.016
1.00
1.00
'
WATER SPREAD ON STREET (ft) =
12.72
GUTTER FLOW DEPTH (ft) =
0.34
FLOW VELOCITY ON STREET (fps)=
2.31
FLOW CROSS SECTION AREA (sq ft)=
1.70
'
GRATE CLOGGING FACTOR (%)=
50.00
CURB OPENNING CLOGGING FACTOR(k)=
20.00
INLET INTERCEPTION CAPACITY:
FOR 1 GRATE INLETS:
'
DESIGN DISCHARGE (cfs)=
3.90
IDEAL GRATE INLET CAPACITY (cfs)=
7.52
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED (cfs)=
3.76
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED (cfs)=
3.76
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 30
1
1Z
13
INLET HYDRAULICS: IN A SUMP,
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
3.00
HEIGHT OF CURB OPENING (in)=
8.00
INCLINED THROAT ANGLE (degree)=
90.00
'
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH (ft)=
0.17
Note: The sump depth is additional
depth to
flow depth.
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
5.44
'
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
0.14
0.14
!
CARRY-OVER FLOW (cfs)=
0.00
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
0.14
0.14
CARRY -OVERFLOW (cfs)=
0.00
***
SUMMARY FOR THE COMBINATION INLET:
THE TOTAL DESIGN PEAK FLOW RATE
(cfs)=
3.90
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED BY GRATE INLET
(cfs)=
3.76
FLOW INTERCEPTED BY CURB OPENING(cfs)=
0.14
TOTAL FLOW INTERCEPTED
(cfs)=
3.90
CARRYOVER FLOW
(cfs)=
0.00
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED BY GRATE INLET
(cfs)=
3.76
'
FLOW INTERCEPTED BY CURB OPENING
TOTAL FLOW INTERCEPTED
(cfs)=
(cfs)=
0.14
3.90
CARRYOVER FLOW
(cfs)=
0.00
,r
I
I
�J
I
IY
RBD, Inc., Engineering Consultants
Harmony School Shops
Second Filing
765-001
Area Inlet ID Number 40
Open length, L = 0.9 ft
Open width, W = 1.8 ft
Clogging, c = 20%
SWeir equation:
Qw = C Lc H^1.5
C = 3.0
Lc = 2.9 ft
H
(ft)
0.00
0.50
1.00
1.50
2.00
2.50
3.00
3.50
4.00
4.50
5.00
5.50
Qw Qo
(cfs) (cfs)
0.00
4.41
6.24
7.64
8.82
16
14
12
E 10
e 8
d 0
4
2
Neenah : R-3401
(At Q100 Design)
Orifice equation:
Qo = C Ac (2gH)^0.5
C = 0.6
Ac = 1.3 ft2
r )
C
r; 2
Q(100) = 4.6= I ft
d(100) = 0.74 ft
---------------------------------
0 1 2 0
Heed (ft)
-i VWr -+ Orifice aaaawCon"Ifl p
14-Apr-98
t4�
GUTTER INLET FRAMES AND GRATES
Gutter Inlet Frame and Grate
envy Duty
oral Weight 330 Pounds
Note opening at rear of frame.
1 !
F
31r12 �J 121gr 7
ui2 I 178 Also available with Type V grate.
25� II^ 23 (See R-3157-2 page 108).
32g 26y Order as R-3397-1.
R-3401 Single Gutter Inlet Frame and Grate
envy Duty
1 otol Weight 410 Pounds
11-34@1 B\Double Gutter Inlet •Fr`a'mes and Grates
.r'
R-3401-C Triple Gutter Inlet Frames and Grates
ouble unit; total weight 790 pounds; triple unit, total weight.1160
ounds.
0
0
t,
r,
154
If grates installed with slots in some direction as traffic —not
" -recommended for bicycle traffic. For safety standards see
pages 88 to 93.
=211 z33
J2
y 1 i 1 i I Y 1 i
16Q i i6r I t6.1 15j Ii 15j - .-
O O
O Bpi III O
i I II
0 0o l , o _; o
O O O O �I I I O
O O O O J ,UI o
i
PLAN VIEW R-3401 PLAN VIEW R-3401B
Illustrating R-3401 Illustrating R-3401-B
NEENFOUNOPY AH
PLAN VIEW R-3401C
Illustrating R-3401-C
i
FREE OPEN AREAS OF NEENAH GRATES (Continued)
:40
f, CATALOG
NO.
It
11
1
1
SO.
FT.
TYPE OPEN
R-3152 ........A
.......1.0
R-3157-1 ......A
.......1.1
R-3157-2 ......V
.......
1.5
R-3157-A ......K
.......
1.7
R-3159-A ......S
.......
1.3
R-3161 ........
5.......
1.3
R-3165 ........A
.......
1.4
R-3169 ........
B .......0.7
R-3170........
B.......
0.7
R-3174 ........A
.......
1.4
R-3175 ........A
.......
1.8
R-3180 ........0
.......0.9
R-3203-A ......
A or C ...
1.0
R-3203-B ......
A or C ...1.0
R-3203-C ......
A or C ...1.0
R-3205 ........K
.......0.9
R-3210 ........0
.......
1.7
R-3210 ........
DR/DL
..1.7
R3210........
D.......
1.7
R-3210-A ......0
.......1.7
R-3210-AL .....
L .......
1.5
R-3210-L ......L
.......1.5
R-3220 ........0
.......1.5
R-3220-L ......L
.......
1.5
R-3222-C ......0
.......1.4
R3222-LA .....
L .......
1.0
R-3222.1A .....L
.......1.0
R-3227 ........D.......2.3
R-3227-C ......
C .......1.9
R-3227-D ......
DR/DL...
2.3
R-3228-BD.....
DR/DL...
2.3
R-3228-G ......D.......2.2
R-3228-H ......0
.......1.9
R-3228-J ......
D .......
2.2
R-3228-K ......0
.......1.9
R-3229-A ......0
.......1.5
R-3229-L ......L
.......1.5
R-3233 ........A
.......2.8
R-3233-D ......A
.......2.8
R-3234-81 .....
C .......1.3
R-3235 ........0
.......1.3
R-3236 ........0
.......1.2
R-3236-1 ......0
.......1.2
R-3236-A ......0
.......1.2
R-3236-B ......0
.......1.2
R-3237 ........0
.......1.3
R-3237-1 ......0
.......1.3
R-3237-A ......0
.......1.3
R-3237-8 ......0
.......1.3
R-3238 ........0
.......1.3
R-3239-A ......A
.......1.0
R-3240 ........0
.......2.3
R-3246 ........0
.......1.7
R-3246-A ......0
.......2.2
R-3246-A ......
DR/DL...
2.7
R-3246-AL .....L
.......3.0
R-3246-C ......D
.......2.2
R-3246-CL .....
L .......1.6
R-3246-E ......0
.......1.8
R-3246-F ......0
.......1.8
R-3246-G ......
DR/DL...
1.9
R-3247-A ......
DR/DL...
5.1
R-3249-F ......S
.......
1.1
R-3250 ........K.......1.5
R-3250-A ......K
.......
1.5
R-3250-1 ......K
.......1.5
R-3250-B ......K
.......1.4
R-3250-C ......K
.......
1.4
R-3250-BL .....
L .......1.0
R-3250-CL .....
L .......1.0
R-3250-BV.....
V .......
1.3
R-3250-CV.....
V .......1.3
r4-3250-DV .....
V .......
1.3
R-3251 ........0
.......1.0
R-3252-A ......V
.......1.3
R-3259 ........A
.......1.7
R-3260-A ......A
.......3.2
R-3261-Al .....
C .......1.1
R-3266 ........V
.......0.6
R-3267 ........V
.......0.3
R-3270 ........A
.......0.9
R-3272 ........A
.......1.2
R-3273-A ......0
.......1.2
R-3274 ........
C .......
1.2
R-3274-A ......0
.......1.4
So.
CATALOG FT.
NO. TYPE OPEN
R-3274-B ......0
.......1.4
R-3275 .......,A
.......1.0
R-3277 ........
A .......
1.0
R-3278-1 ......0
.......
1.3
R-3278-A ......0
.......1.3
R-3278-AL .....
L .......0.7
R-3280-A ......
C .......
1.8
R-3280-B ......0
.......1.2
R-3281-A ......0
.......1.0
R-3281-AL .....L
.......0.5
R-3281-8 ......
DR/DL...
1.0
R3283-A ......
B .......
1.4
R-3283-B ......
B .......2.8
R-3283-C ......
B .......
4.2
R-3285-At .....C.......0.9
R-3286 .... ....0
.......0.8
R-3286-8V ....,V
.......0.7
R-3286-9V .....
V .......0.7
R-3287 ........0
.......1A
R-3287-5 ......V
.......3.0
R-3287-10V ....
V .......
1.1
R-3287-11V ....V
.......
1.1
R-3287-15 .....
V .......3.0
R-3287-16 .....V
.......3.0
R-3287-S B 10 ...
S .......
1.5
R-3287-SB11...
S .......1.5
R-3288-E2 .....
DR/DL...
2.6
R-3288-HV2...
.V .......3.2
R-3289-A ......
D .......1.5
R-3289-HV.....
V .......1.6
R-3289-L ......0
.......
1.5
R-3289-C ......
DR/DL...
1.3
R-3290 ........
C .......1.7
R-3290-A ......0
.......2.6
R-3290-8 ......0
.......3.5
R-3290-C ......
D .......3.8
R3291 ........C.......1.7
R-3292 ........
C .......1.8
R-3293 ........
D .......
2.8
R-3295-A ... :..
D .......4.7
R-3295-B ......0
.......7.1
R-3295-AL .....
L .......3.2
R-3295-BL .....
L .......4.8
R-3295-AV .....V
.......3.6
R-3295-BV.....
V .......5.4
R-3296-A ......0
.......3.6
R-3296-B ......0
.......5.4
R-3297-1 ......0
.......2.3
R-3336 ........
A or C ...1.8
R-3337-A ......0
.......1.1
R-3338-F ......A
.......1.4
R-3338-G ......A
.......2.8
R-3339 ........0
.......1.6
R-3339-A ......
A or C ...1.8
R-3340-B ......0
.......
1.3
R-3340-0 ......0
.......1.2
R-3341 ........K
.......0.3
R-3342 ........K.......0.5
R-3344 ........K
.......
1.1
R-3345 ........K
.......1.1
R-3346 ........K
.......1.4
R-3347 ........
K .......1.3
R-3347-A ......
K .......2.3
R-3348 ........
K .......1.9
R-3349-A ......K
.......1.8
R-3350 ........
K.......
2.2
R-3351 ........
K .......
2.7
R-3356-A ......K
.......1.5
R-3357-A ......K
.......2.0
R-3359 ........K.......1.1
R-3360-A ......
K .......
1.6
R-3361 ........K
.......3.4
R-3362 ........0
.......2.3
R-3362-1 ......0
.......
2.3
R-3363.1 ......0
.......4.6
R-3381 ........
K .......1.0
R-3382 ........K
.......2.3
R-3383-A ......K
.......2.7
R3383-B ......
K .......4.0
R-3390 ........
K .......2.2
R-3392 ........K
.......1.8
R-3393-A ......
K .......
2.0
R-3396 ........K
.......3.2
R-3397 ........
A .......
1.1
R-3397.1 ......V
.......1.5
So.
CATALOG
FT.
NO.
TYPE
OPEN
ta-'
D
19
R-3401-B ......
R-3401-C ......
B.......
5.7
R-3402 ........
A or C ...
0.4
R-3402-E ......
A or C ...
2.1
R-3403 ........
A or C ...
1.1
R-3403-A ......
B.......
1.5
R-3403-F ......A
.......
3.2
R-3404 ........
A or C ...
1.4
R3405 ........
Aor C...
1.5
R-3405-A ......
A or C ...
1.3
R-3405-B ......
A or C ...
1.5
R-3406 ........0
.......
1.8
R-3406-A ......0
.......
1.8
R-3406.2 ......0
.......
1.8
R-3406-2A .....0
.......
1.8
R3408-L ......
L .......
1.2
R-3408-AL .....
L .......
2.4
R-3408-BL .....
L .......
2.4
R-3409 ........0
.......
1.5
R-3413 ... .....
C .......
1.5
R-3415 ........A
.......
4.1
R-3416 ........A
.......
1.4
R3420 ........
A .......
1.2
R3423........8.......
1.6
R-3425-A ......
K .......
1.6
R-3425-B ......K
.......
1.6
R-3429-A ......
A or C ...
1.0
R-3430 ........
A or C ...
0.9
R3433........
A or C...
1.5
R-3438-A ......
A or C ...
7.0
R-3443 ........A
.......
0.7
R-3443-B ......A
.......
0.7
R3448-B ......
C .......
1.1
R-3448-C ......
C .......
0.9
R-3448-D ......S
.......
1.2
R-3449 ........0
.......
0.9
R-3451........
C .......
1.5
R-3451-B ......0
.......
1.7
R3454 ........
A .......
4.1
R3454-B ......
D .......
2.5
R3455-A ......
A .......
2.6
R3455-C ......
A .......
2.6
R3457-C ......
B .......
6.0
R-3460-A ......A
.......
0.8
R3460-D ......
C .......
0.8
R-3461 ........0
.......
1.5
R-3462-B ......
DR/DL...
1.8
R3463-8 ......
DR/DL...
3.5
R3465 ........
A .......
0.7
R-3466-A ......A
.......
1.2
R3469 ........
A .......
2.7
R-3469-E2 .....
B or D...
2.3
R-3471........
C .......
0.6
R-3472 ........
A or C...
1.3
R-3473 ........
C .......
0.9
R-3475 ........A
.......
2.7
R-3475-1 ......A
.......
2.7
R-3475-3 ......A
.......
4.1
R-3475-E ......A
.......
2.7
R-3475-F ......0
.......
5.4
R-3475-G ......0
.......
8.1
R-3475-H ......0
.......10.8
R-3477 ........0
.......
3.3
R-3480 ........0
.......
3.3
R-3480-A ......A
.......
1.6
R3501-A ......
M .......
0.9
R3501-B ......
M.......
0.9
R3501-D2A ....
M .......
1.0
R3501-E2 .....
M .......
1.4
R-3501-H2 .....
M.......
3.3
R-3501-H3.....
M.......
3.0
R-3501-HL.....
M.......
3.3
R-3601-H4.....
M.......
3.0
R3501-L1 A ....
M .......
1.2
R-3501-M ......
M.......
2.3
R-3501-N ......
M.......
1.6
R-3501-0 ......
M.......
1.4
R3501-P ......
M.......
1.5
R3501-R ......
M.......
2.6
R3501-TL .....
M.......
1.4
R-3501-TR .....
M .......
1 A
R3502-A ......
M .......
1.4
R-3502-B ......
M.......
1.4
R-3502-D2.....
M.......
1.9
SO.
CATALOG FT.
NO. TYPE OPEN
R-3503........
M.......
1.3
R-3503-B ......
M.... ...
2.0
R-3504-F ......
M.......
2.8
R-3506-A2 .....
M.......
1.4
R-3506-B .....
.M.......
1.2
R-3506-Bl...
..M.......
1.3
R-3506-B2 .. .
. . M.......
1.3
R-3507-C ......
M.......
1.6
R-3507-D ......
M.......
1.6
R-3508-A2 .....
M.......
1.7
R-3508-B ......
M.......
1.8
R3508-Bt .....
M... ....
1.9
R-3508-C ......
M.......
1.4
R-3509 ..... ...M.......
0.9
R-3510 .......
.M.......
2.9
R-3511 ........
M.......
2.0
R-3513 ...... ..M.......
1.4
R-3516 ........
M.......
4.5
R-3516.1 ......
M.......
2.2
R-3517 ........
M.......
1.8
R-3525-1 ......
K .......
1.1
R-3525-L ......L
.......
1.0
R3526-1 ......
K .......
1.8
R-3526-L ......L
.......
1.6
R-3527-M ......
V .......
1.6
R-3527-V ......V
.......
0.8
R-3528-V ......V
.......
0.8
R-3529-V ......V
.......
1.6
R-3531-A ......
A or C ...
6.0
R-3531-B ......
A or C ...
6.0
R-3531-C ......
A or C ...
3.0
R-3531-D ......
A or C ...
3.0
R-3531-E ......
A or C ...
4.7
R-3570 ........A
.......
2.4
R-3570-A .....
.A .......
2.4
R-3571 ........A
.......
2.4
R-3571-A ......A
.......
2.4
R-3572 ........
DR/DL...
5.1
R-3573 ........
DR/DL...
4.4
R-3574 ........
DR/DL...
5.6
R-3574-L ......L
.......
2.3
R-3575........
B .......
2.6
R-3576 ........
DR/DL...
2.4
R-3577 ........
D.......
1.8
R-3578 ........L
.......
2.3
R-3579 ........L
.......
1.4
R-3580 ........L
.......
1.4
R-3580.1 ......L
.......
2.8
R-3581 ........V
.......
2.2
R-3588 ........D
.......
1.8
R-3588-L ......
L .... o..
1.5
R-3589 ........
D.......
1.8
R-3589-L ......L
.......
1.5
R-3591 ........A
.......
1.5
R-3593........
C .......
2.5
R-3594 ........5
.......
1.8
R3599-A ......
L .......
0.1'
R-3807 ........K
.......
6.0
R-3808-1 ......0
.......
5.2
R-3808-2 ......0
.......10.3
R-3900 ........
A or C ...
6.6
R-3900-A ......
A or C ...
4.4
R-3902-A ......0
.......
2.4
R3919 ........
DR/DL...
1.4
R-3920 ........
B or D ...
1.5
R-3921-A ......
B .......
1.0
R-3921-D ......
D.......
0.7
R-3922 ........V
.......
0.8
R-3922-A ......
V .......
0.8
R-3924 ........
B.......
2.3
R-3928 ........
B .......
0.5
R-3929 ........
B .......
0.2
R-3930 ........
B or D...
0.3
R-3931 ........
B or D...
0.3
R-3933 ........
B or D ...
0.6
R-3935 ........
A or C ...
0.6
R-3936-A ......0
.......
1.0
R-3940 ........
A .......
1.0
R3942 ........
V .......
0.8
R-3943 ... .....
V .......
1.2
R-3948 ........D
.......
1A
R-3952 ........
D .......
1.1
R-3954 ........
B.......
1.8
R-3961........
D... ....
0.7
'Per Lineal Foot
Type K indicates "Special" grate style and is not among standard types as illustrated.
Type M indicates roll type or mountable curb.
IkP
267
-----------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY j
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
----------------------------------------------------------------
SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO......!.......................
IN DATE 06-01-1998 AT TIME 14:49:26
I** PROJECT TITLE: HARMONY SCHL SHPS
*** COMBINATION INLET: GRATE INLET AND CURB OPENING:
GRATE INLET HYDRAULICS AND SIZING:
1
INLET ID NUMBER: 50
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
INLET GRATE WIDTH (ft)=
1.45
INLET GRATE LENGTH (ft)=
2.75
INLET GRATE TYPE =Type 16
Grate Inlet
NUMBER OF GRATES =
1.00
SUMP DEPTH ON GRATE (ft)=
0.17
GRATE OPENING AREA RATIO (%) =
0.43
IS THE INLET GRATE NEXT TO A CURB ?-- YES
Note: Sump is the additional depth to
flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) = 0.60
STREET CROSS SLOPE (%) = 2.00
STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 1.00
GUTTER WIDTH (ft) = 1.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 17.69
GUTTER FLOW DEPTH (ft) = 0.44
FLOW VELOCITY ON STREET (fps)= 2.77
FLOW CROSS SECTION AREA (sq ft)= 3.19
GRATE CLOGGING FACTOR (%)= 50.00
CURB OPENNING CLOGGING FACTOR(°%)= 20.00
INLET INTERCEPTION CAPACITY:
FOR 1 GRATE INLETS:
DESIGN DISCHARGE (cfs)=
8.90
IDEAL GRATE INLET CAPACITY (cfs)=
7.18
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED (cfs)=
3.59
j
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED (cfs)=
3.59
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 50
t
[l
It
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 2.75
HEIGHT OF CURB OPENING (in)= 8.00
INCLINED THROAT ANGLE (degree)= 90.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.17
Note: The sump depth is additional depth to flow depth.
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 6.91
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.31
FLOW INTERCEPTED (cfs)= 5.31
CARRY-OVER FLOW (cfs)= 0.00
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.31
FLOW INTERCEPTED (cfs)= 5.31
CARRY-OVER FLOW (cfs)= 0.00
*** SUMMARY FOR THE COMBINATION INLET:
THE TOTAL DESIGN PEAK FLOW RATE
(cfs)=
8.90
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED BY GRATE INLET
(cfs)=
3.59
FLOW INTERCEPTED BY CURB OPENING(cfs)=
5.31
TOTAL FLOW INTERCEPTED
(cfs)=
8.90
CARRYOVER FLOW
(cfs)=
0.00
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED BY GRATE INLET
(cfs)=
3.59
FLOW INTERCEPTED BY CURB OPENING
(cfs)=
5.31
TOTAL FLOW INTERCEPTED
(cfs)=
8.90
CARRYOVER FLOW
(cfs)=
0.00
R-3246 Curb Inlet Frame, Grate, Curb Box
�- Heavy Duty Total Weight 490 Pounds Also available with Type L or Type V grate.
Some as R-3246 except with plate
R-3246-1 over curb box opening. See illustro-
tion. Total Weight 430 Pounds
Also available with square, 1" radius, 2" radius or D-shaped curb face.
S6f CURB BOX 4DJUSTAOIE 6 TO 9
35j I 6
�f I �1]y
R-3246-A Curb Inlet Frame, Grate, Curb Box
Heavy Duty tol Weight 690 Pounds
Safe as R-3246-A except with plate
R-3246-AP over'-Cwb box opening. See illustra-
tion. TotolN%Ight`6`10 Pounds
�i Also available with Type D slotted, and Type DR-DL Reversible
grate (see page 95 for details). Type D slotted grate not
ommended for bicycle traffic. For safety standards see pogg
88 to 93. w�
Specify: �+
1. Grate type if different than shown
O BOX ADJUSTABLE S'TO,O If37 �
—237f JR.
l'
11,
Lim
R-3246.1 with Curb Plate
[�r
R-3246-AP with Curb Plate
- R-3246-AL Curb Inlet Frame, Grate, Curb Box
Heavy Duty Total Weight 640 Pounds
Specify:
1. If grate is to be used
for flow -left or flow -right condition.
�36y
35f �-') CURB BOX HEIGHT ADJ..TO"9 �
r 23��_
I 41 -. -L_— 6
y1N
b
33q I �-
'` I 36 --^ I L-- 30
L_43� L_--�--35 —
Grate shown is for flow -right condition.
CATALOG
NO.
FREE OPEN AREAS OF NEENAH GRATES (Continued)
SO.
TYPE OPEN
R-3152 ........
A.......
1.0
R-3157-1
...... A .......
1.1
I R-3157-2
......V .......
1.5
R-3157-A
......K .......
1.7
R-3159-A ......S
.......1.3
R-3161 ........S.......1.3
R-3165 ...
R-3169 ......
R-3170
..... A .......
..B.......
B.......
1.4
0.7
0.7
........
R-3174 ........A
.......
1.4
. R-3175 ........
A .......
1.8
R-3180 ........0
.......0.9
R-3203-A ......
A or C ... 1.0
R-3203-B ......
A or C ... 1.0
t R-3203-C ......
A or C ...1.0
R-3205 ........
K .......0.9
R-3210 ........0
.......1.7
R-3210 ........
DR/DL ..1.7
R-3210 ........D
.......1.7
R-3210-A ......0
.......
1.7
R-3210-AL
.....L .......1.5
R-3210-L ......L
.......
1.5
R-3220 ........0
.......1.5
R-3220-L ......L
.......
1.5
R-3222-1 ..0
.......
1.4
R-3222-LA ........
.L .......
1.0
R-3222-1A .....L
...
.... 1.0
R-3227 ........
D .......2.3
R-3227-C ......0
.......1.9
R-3227-D ......
DR/DL...2.3
3228-BD....
.DR/DL...2.3
fR-3228-G ......D
.......2.2
-3228-H ......0
.......1.9
-3228-J ......
D .......2.2
R-3228-K ......0
.......1.9
,R-3229-A ......0
.......1.5
R-3229-L ......L
.......
1.5
3233 ........A
.......2.8
-3233-D ......A
.......2.8
�--3234-B1 .....0
......
1.3
R-3235 ... .....0
........1.3
-3236 ........0
.......1.2
-3236-1 ..
...0 .......1.2
-3236-A ......
C .......
1.2
-3236-B ......0
.......1.2
-3237 ........0
.......
1.3
R-3237-1 ......0
.......
1.3
Aa 3237-A ......0
.......1.3
-3237-B ......0
.......1.3
r3238 ........
C .......1.3
-3239-A ......A
.......1.0
-3240 ........0
.......2.3
R-3246........
C .......
1.74--
......0
.......2.2
13246-A
3246-A ......DR/DL...
-13246-C
2.7
3246-AL .....L
.......3.0
......
D .......
2.2
R-3246-CL .....L
.......1.6
3246-E ......0
.......1-8
3246-F ......0
.......
1.8
3246-G ......
j324q_F
DR/DL...1.9
3247-A ......
DR/DL...
5.1
......
S .......
1.1
R-3250 ........
K .......
1.5
R-3250-A ......
K .......
1.5
.. K .......
1.5
250-8 ......
f_39;250-1
K .......
1.4
250-C ......
K .......
1.4
250-SL .....
L .......
1.0
R-3250-CL .....L
.......
1.0
.....
V .......
1.3
r250-CV .....
V .......
1.3
1250-BV
250-DV .....
V .......
1.3
251 ........
C.......
1.0
252-A ......V
.......
1.3
R-3259 ........A
.......
1.7
......A
.......3.2
261-A1 .....0
.......
1.1
0260-A
266 ...... ..V
.......0.6
267 ........V
.......
0.3
3270 ........
A .......0.9
R-3272 ........
A .......
1.2
273-A ......0
.......
1.2
274 .... ....
C .......1.2
74-A ......
C .......
1.4
It
CATALOG SO.
NO. TYPE OPEN
R-3274-8 ......0 .......1.4
R-3275 ........ A .I..... 1.0
R-3277 ........A ....... 1.0
R-3278-1 .. ...0 ....
R-3278-A ...... .3
1
...0 .....3
R-3278-AL .....L .......0.7
R-3280-A ......0 .......1.8
R-3280-8 ...... C .......1.2
R-3281-A ......0 ....... 1.0
R-3281-AL .....L .......0.5
R-3281-B ...... DR/DL...1.0
R-3283-A ...... B ....... 1.4
R-3283-8 ......B.......2.8
R-3283-C ...... B ....... 4.2
R-3285-Al ..... C ....... 0.9
R-3286 ........0 .......0.8
R-3286-8V .....V .......0.7
R-3286-9V .....V .......0.7
R-3287 ........0 .......1.4
R-3287-5 ......V .......3.0
R-3287-10V ....V ....... 1.1
R-3287-11V ....V ....... 1.1
R-3287-15 .....V .......3.0
R-3287-16 .....V .......3.0
R-3287-SB10... S ....... 1.5
R-3287-SB11...S ....... 1.5
R-3288-E2 ..... DR/DL...2.6
R-3288-HV2....V .......3.2
R-3289-A ...... D ....... 1.5
R-3289-HV.... .V..... 1.6
R-3289-L ...... C ......... 1.5
R-3289-C ......DR/DL...1.3
R-3290 ........0 .......1.7
R-3290-A ... ...0 .......2.6
R-3290-B ......D.......3.5
R-3290-C ......D.......3.8
R-3291 ........ C ...:... 1.7
R-3292 ......C ..... 1.8
R-3293 ........ .. D..
....... 2.8
R-3295-A ...... D....... 4.7
R-3295-B ...... 0....... 7.1
R-3295-AL .....L .......3.2
R-3295-BL .....L .......4.8
R-3295-AV ....
.V .......3.6
R-3295-BV..... V ....... 5.4
R-3296-A ......0 .......3.6
R-3296-B ......0 .......5.4
R-3297-1 .. C ....... 2.3
R-3336 ........ A or C ...1.8
R-3337-A ......0 ....... 1.1
R-3338-F ......A .......1.4
R-3338-G ......A .......2.8
R-3339 ........ C .......1.6
R-3339-A ...... A or C ...1.8
R-3340-B ......0 ....1.3
R-3340-D ...... C ..........1.2
R-3341........ K .......0.3
R-3342........ K .......0.5
R-3344 ........ K ....... 1.1
R-3345 ........K....1.1
...
R-3346 ........K ....... 1.4
R-3347 ......
..K ....... 1.3
R-3347-A ...... K .......2.3
R-3348 ........ K ....... 1.9
R-3349-A ......K ....... 1.8
R-3350 ........ K ....... 2.2
R-3351........K .......2.7
R-3356-A ...... K ....... 1.5
R-3357-A ...... K .......2,0
R-3359 ........ K ....... 1.1
R-336D-A ......K ....... 1.6
R-3361 ........K ....... 3.4
R-3362 ........0 .......2.3
R-3362-1 ......0 ....... 2.3
R-3363-1 ......0 ....... 4.6
R-3381 ........ K ....... 1.0
R-3382 ........ K ....... 2.3
R-3383-A ...... K ....... 2.7
R-3383-8 ......K .......4.0
R-3390 ........ K .......2.2
R-3392....... .K .......1.8
R-3393-A ... ...K .......2.0
R-3396 ........K .......3.2
R-3397 ........A .......1.1
R-3397-1 ...... V ....... 1.5
CATALOG SO.
NO. TYPE OPEN
R-3401 ..... ...D... .... 1.9
R-3401-B ...... B ....... ,3.8
R-3401-C ......6 ....... 5.7
R-3402 ........ A or C ... 0.4
R-3402-E ...... A or C ... 2.1
R-3403 ........ A or C ... 1.1
R-3403-A ...... B ....... 1.5
R-3403-F ...... A ....... 3.2
R-3404 ........ A or C ... 1.4
R-3405 ........ A or C ... 1.5
R-3405-A ...... A or C ... 1.3
R-3405-B ...... A or C ... 1.5
R-3406 ........0 ....... 1.8
R-3406-A ......0 ....... 1.8
R-3406-2 ...... C ....... 1.8
R-3406-2A .....0 ....... 1.8
R-3408-L ......L ....... 1.2
R-3408-AL .....L ....... 2.4
R-3408-BL ..... L ....... 2.4
R-3409 ........0 ....... 1.5
R-3413 ........0 ....... 1.5
R-3415 ...... ..A ....... 4.1
R-3416 ........A ....... 1.4
R-3420 ........A ....... 1.2
R-3423 ........8 ....... 1.6
R-3425-A ......K ....... 1.6
R-3425-B ...... K ....... 1.6
R-3429-A ...... A or C ... 1.0
R-3430 ........ A or C ... 0.9
R-3433 ........ A or C ... 1.5
R-3438-A ...... A or C ... 7.0
R-3443........ A ....... 0.7
R-3443-8 ...... A ....... 0.7
R-3448-B ......0 ....... 1.1
R-3448-C ...... C ....... 0.9
R-3448-D ......S ....... 1.2
R-3449 ........0 ....... 0.9
R-3451 ........ C ....... 1.5
R-3451-B ...... C ....... 1.7
R-3454 .... .... A ....... 4.1
R-3454-B ...... D ....... 2.5
R-3455-A ......A ....... 2.6
R-3455-C ...... A ....... 2.6
R-3457-C ...... B ....... 6.0
R-3460-A ......A ....... o.8
R-3460-D ......0 ....... 0.8
R-3461 ........0 ....... 1.5
R-3462-B ...... DR/DL... 1.8
R-3463-8 ...... DR/DL... 3.5
R-3465 ........A ....... 0.7
R-3466-A ...... A ....... 1.2
R-3469 ........A ....... 2.7
R-3469-E2 ..... 8 or D... 2.3
R-3471 ........0 ....... 0.6
R-3472 ........ A or C ... 1.3
R-3473 ........ C ....... 0.9
R-3475 ........A ....... 2.7
R-3475-1 ......A ....... 2.7
R-3475-3 ...... A ....... 4.1
R-3475-E ......A ....... 2.7
R-3475-F ... ...0 ....... 5.4
R3475-G ...... C ....... 8.1
R-3475-H ......0 .......10,8
R-3477 ........ C ....... 3.3
R-3480 ........0 ....... 3.3
R-3480-A ...... A ....... 1.6
R-3501-A ...... M....... 0.9
R-3501-8 ...... M ....... 0.9
R-3501-D2A.... M....... 1.0
R-3501-E2 ..... M....... 1.4
R-3501-1-12 ....-M.- 3.3
R-3501-H3..... M....... 3.0
R-3501-HL.....M... .... 3.3
R-3501-1-14..... M....... 3.0
R-3501-LlA .... M....... 1.2
R-3501-M ......M....... 2.3
R-3501-N ...... M....... 1.6
R-3501-0 ...... M....... 1.4
R-3501-P ...... M....... 1.5
R-3501-R ......M....... 2.6
R-3501-TL ..... M....... 1.4
R-3501-TR ..... M....... 1.4
R-3502-A ...... M .... 1.4
R-3502-B ......M....... 1.4
R-3502-D2..... M....... 1.9
CATALOG
SO.
NO.
TYPE
OPEN
R-3503 ........
M.......
1.3
R-3503-8 ......M.......
2.0
R-3504-F ......
M.......
2.8
R-3506-A2
..... M.......
1.4
R-3506-8 ......
M.......
1.2
R-3506-81
..... M .......
1.3
R-3506-132'.....
M.......
1.3
R-3507-C ......
M.......
1.6
R-3507-D ......
M.......
1.6
R-3508-A2 .....
M .......
1.7
R-3508-B ......
M.......
1.8
R-3508-81 .....
M .......
1.9
R-3508-C ......
M ......
1 1.4
R-3509.....
... M.......
0.9
R-3510 ........
M.......
2.9
R-3511......
.. M.......
2.0
R-3513........
M.......
1.4
R-3516......
.. M.......
4.5
R-3516-1 ......
M.......
2.2
R-3517... .....
M.......
1.8
R-3525-1 ......K
.......
1.1
R-3525-L.......L
.......
1.0
R-3526-1 .
.. K .......
1.8
R-3526-L ......L
.......
1.6
R-3527-M ......V
.......
1.6
R-3527-V ......V
......1
0.8
R-3528-V ...
...V .......
0.8
R-3529-V ......V
.......
1.6
R-3531-A ......
A or C ...
6.0
R-3531-8 ......
A or C ...
6.0
R-3531-C ......A
or ...
3.0
R-3531-D ......
A or C ...
3.0
R-3531-E ......
A or C ...
4.7
R-3570......
..A .......
2.4
R-3570-A ...
...A .......
2.4
R-3571.......
.A .......
2.4
R-3571-A ......
A .......
2.4
R-3572 ........
DR/DL...
5.1
R3573 ........
DR/DL...
4.4
R-3574........
DR/DL...
5.6
R-3574-L ......L
.......
2.3
R-3575 ........B
.......
2.6
R-3576 ........
DR/DL...
2.4
R-3577 ........
D .......
1.8
R-3578 ........L
.......
2.3
R-3579 ........L
.......
1.4
R-3580 ........
L .......
1.4
R-3580-1 ......L
.......
2.8
R-3581........
V .......
2.2
R-3588 ........D
.......
1.8
R-3588-L ......
L ........
1.5
R-3589..... ...D
.......
1.8
R-3589-L ......
L .......
1.5
R-3591 ........
A .......
1.5
R-3593......
..0 .......
2.5
R-3594 ........S
.......
1.8
R-3599-A ......L
.......
0.1•
R-3807 ........K
.......
6.0
R-3808-1 ..
..0 .......
5.2
R-3808-2 ......C.
- ....10.3
R-3900 ........
A or C ...
6.6
R-3900-A ......
A or C ...
4.4
R-3902-A ......0
.......
2.4
R-3919 ........
DR/DL...
1.4
R-3920 ........
B or D ...
1.5
R-3921-A ......
B.......
to
R-3921-D ......
D.......
0.7
R-3922........
V .......
o.8
R-3922-A ......
V .......
0.8
R-3924 ........
B... ....
2.3
R-3928 ........8
.......
0.5
R-3929 ........B
.......
0.2
R-3930 ........
B or D...
0.3
R-3931 ........
B or D ...
0.3
R-3933........B
or D...
0.6
R-3935 ........
A or C ...
0.6
R-3936-A ......0
.......
1.0
R-3940 ........A
.......
1.0
R-3942........
V .......
0.8
R-3943........
V .......
1.2
R-3948........
D .......
1.4
R-3952 ........
D .......
1.1
R-3954 ........8
.......
1.8
R-3961 ........D
.......
0.7
'Per Lineal Foot
Type K indicates "Special" grate style and is not among standard types as illustrated.
Type M indicates roll type or mountable curb.
F�
U
J':
%0INC.
Engineering Consultants
A division of The Scar -Brown Group
5rr
CLIENT JOB NO. 7&5--IX-
PROJECT ��,,//pp � �/ CALCULATIONSFOR
MADE BY�L DATE //— CHECKED BY DATE SHEET OF 3
y�-reil r(0-3 �D�» 0..t7-FAAA—
O
cJstzim=y7��� (See Pa ye 55
{o� Go..o� WScL
,.bps
f_/O
f-r�
Qoo
3
5113
1;- c s
Al
5 5, 2
1 Z c-rt,
5
510.7
12 c`_
[�
55,N
(2�s
0
o� FF-
i z
%.3 v, so
y �, 2,1
:x. oo
23
zzI,,�o 0,5)
`i8.5q
D, IZ
—
2.q"
q
350.00 06D
-4Z
e .0.5
C,o$
SZ
121,50; o,5-
5 3. 00
' 0,0`-+
-
1Y'
(P1�
0.1 I O,S
53 Cc
lC)
-
zy"
I
L1
----------------------------------------------------------------------
'
SEWER
SLOPE INVERT ELEVATION
BURIED DEPTH COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM DNSTREAM
---- '
X
(FT)
-----
(FT)
(FT) (FT)
`
12.00
0.50
45.21
-----
44.73
---- ----
3.19 0.97 NO
23.00
0.50
46.54
45.41
4.76 2.99 OK
34.00
0.50
48.39
46.64
4.81 4.66 OK
45.00
0.50
50.19
48.49
4.51 4.71 OK
56.00
0.50
51.00
50.39
2.40 4.31 OK
67.00
0.50
51.00
51.00
2.40 2.40 OK
OK MEANS BURIED DEPTH IS
GREATER
THAN REQUIRED SOIL COVER OF 1 FEET
*** SUMMARY OF HYDRAULIC
GRADIENT
LINE ALONG SEWERS
SEWER
SEWER SURCHARGED
CROWN ELEVATION WATER ELEVATION
FLOW
ID NUMBER
LENGTH LENGTH
UPSTREAM
DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET
FEET
FEET
FEET FEET FEET
-------------------------------------------------------------------------------
12.00
96.30
65.80
47.21
46.73 47.31 47.10
SUBCR
23.00
226.70
0.00
48.54
47.41 47.86 47.31
SUBCR
34.00
350.00
0.00
50.39
48.64 49.68 47.86
SUBCR
45.00
340.00
0.00
52.19
50.49 51.48 49.68
SUBCR
56.00
121.50
0.00
53.00
52.39 . 52.29 51.48
SUBCR
67.00
0.10
0.00
53.00
53.00 52.67 52.29
SUBCR
PRSS'ED=PRESSURED FLOW;
JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL
FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
UPST MANHOLE
SEWER
JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY
FRCTION
BEND
BEND LATERAL LATERAL MANHOLE
ENERGY
ID NO ID NO. ELEV FT
FT
K COEF LOSS FT K COEF LOSS FT ID
FT
--------------------------------------------------------------------------
12.0
2.00 47.55
0.45
1.00
0.00 0.00 0.00 1.00
47.10
23.0
3.00 48.34
0.76
0.12
0.03 0.00 0.00 2.00
47.55
�1
34.0
4.00 50.18
1.82
0.05
0.01 0.00 0.00 3.00
48.34
45.0
5.00 51.98
1.79
0.05
0.01 0.00 0.00 4.00
50.18
56.0
6.00 52.78
0.80
0.04
0.01 0.00 0.00. 5.00
51.98
67.0
7.00 52.89
0.05
0.25
0.06 0.00 0.00 6.00
52.78
BEND LOSS
=BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL
LOSS= OUTFLOW
FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION
LOSS=O MEANS
IT 1S NEGLIGIBLE
OR POSSIBLE ERROR DUE TO JUMP.
FRICTION
LOSS INCLUDES
SEWER INVERT DROP AT MANHOLE
'
NOTICE: VHEAD DENOTES
THE VELOCITY HEAD OF FULL FLOW CONDITION.
A
MINIMUM JUCTION
LOSS
OF 0.05
FT WOULD BE INTRODUCED UNLESS
LATERAL K=O.
FRICTION LOSS
WAS ESTIMATED BY
BACKWATER CURVE COMPUTATIONS.
t
I
ru
Harmony School Shops Second Filing - Pond Outfall Storm Drain
1, 15,20,3,2, 1,.8,500,300,.2,Y
1,100
1.35,28.5, 10,.786
7
I,47.7,0,1,12,0,0,0
12,0,1,.5,0,0,0,0,0
�. 2, 50.4, 12, 1 ,23,0,0,0
12,0,1,.5,0,0,0,0,0
3,53.3,23, 1,34,0,0,0
12,0,1,.5,0,0,0,0,0
4,55.2,34, 1,45,0,0,0
12,0,1,.5,0,0,0,0,0
5,56.7,45,1,56,0,0,0
12,0,1,.5,0,0,0,0,0
6,55.4,56,1,67,0,0,0
12,0,1,.5,0,0,0,0,0
7,55.4,67,0,0,0,0,0
12,0,1,.5,0,0,0,0,0
6
12,96.3,.5,47.21,.013,1,0,1,24,0
23,226.7,.5,48.54,.013,.1290, 1,24,0
34,350,.5,50.39,.013,.05,0, 1 ,24,0
45,340,.5,52.19,.013,.05,0, 1,24,0
56,121.5,.5,53,.013,.04,0,1,24,0
67,.1,.5,53,.013,.25,0, 1,24,0
�05,0,1,24,0
56,121.5,.5,53,.013,.04,0,1,24,0
67,.1,.5,53,.013,.25,0,1,24,0
I
THE
SEAR -BROWN
GROUP
r 1 I
Project: PLE170+`L sC, 2(— "-ram Project No. 00/
By: ` Checked:
Date: Sn+ �� /`':'C Sheet of
Li NE `:,
l
STi4PTitJ Ws ELE v > 53. Sy
i • Q = 30,2- as 21 95 L.F
G S. E. S z 30' Nrzcr' @ O y%
✓XCWn y.bb'
2, Q :30.2, C-f5
G. S f 58
? z - (P5 i G 2 y Y r 11&VCP
Q. 30,Z, �;S Sy°/y
UsE- Sg.�� Kh= 0•D�
s= fag%
4. R 3C.Z (JS jb - 0
4—
z
r l
C 1, '_raucYt /
C e J
Ns
I
i
11
I
----------------------------------------------------------------------------
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
------------------------------------------------------------------------------
USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 06-02-1998 AT TIME 10:30:32 VERSION=01-17-1997
*** PROJECT TITLE :Harmony School Shops 2nd Filing - East Property Line
SINE
*** RETURN PERIOD OF FLOOD IS 100 YEARS
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
-------------------------------------------------------------------------------
1.00 30.20 52.00 53.87 NO
2.00 30.20 58.00 54.74 OK
3.00 30.20 55.37 55.15 OK
4.00 30.20 55.37 55.28 OK
OK MEANS WATER ELEVATION IS LOWER THAN GRAND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH
ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT)
------------------------------------------------------------------------------
21.00 2.00 1.00 ROUND 31.76 33.00 30.00 0.00
32.00 3.00 2.00 ARCH 31.76 33.00 24.00 38.00
43.00 4.00 3.00 ARCH 31.76 33.00 24.00 38.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
<-_, -- cn � to.3 4m ' S CDKLJ; ,t
-------------------------------------------------------------------------------
SEWER
DESIGN
FLOW
NORMAL
NORAML
CRITIC CRITIC
FULL
FROUDE
COMMENT
ID
FLOW 0
FULL 0
DEPTH
VLCITY
DEPTH VLCITY
VLCITY
NO.
NUMBER
----
CFS
---
CFS
---
FEET
----
FPS
--
FEET FPS
FPS
�) VfRk' ��Y Yl ` �•Q ��
21.0
30.2
26.0
2.50
6.15
1.87 .,t7.
6.15
0.00
V-OK
32.0
30.2
28.4
2.58
5.76
1.83
5.76
0.00
V-OK
Q�S ItJJ
43.0
30.2
28.4
2.58
5.76
1.83
5.76
0.00
V-OK
t xfLL � � = 5 3• g� �'t
FROUDE NUMBER=O
INDICATES
THAT A
PRESSURED
FLOW OCCURS
----------------------------------------------------------------------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
% (FT) (FT) (FT) (FT)
----------------------------------------------------------------------
21.00 0.40 52.18 52.00 3.32 -2.50 NO
32.00 0.40 52.44 52.18 0.93 3.82 NO
43.00 0.40 52.44 52.44 0.93 0.93 NO
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
If
I
25
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
-------------------------------------------------------------------------------
21.00 45.00 45.00 54.68 54.50 54.74 53.87 PRSSIED
32.00 65.00 65.00 54.44 54.18 55.15 54.74 PRSSIED
43.00 0.10 0.10 54.44 54.44 55.28 55.15 PRSSIED
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
-------------------------------------------------------------------------------
21.0 2.00 55.33 1.46 1.00 0.00 0.00 0.00 1.00 53.87
1 32.0 3.00 55.67 0.29 0.08 0.04 0.00 0.00 2.00 55.33
43.0 4.00 55.79 0.00 0.25 0.13 0.00 0.00 3.00 55.67
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
I.
I
1
11
i
-V
1 Harmony School Shops 2nd Filing - East Property Line
1,15,20,3,2,1,.8,500,300,.2,Y
1,100
1.35,28.5,10,.786
�
4
1,52,0,1,21,0,0,0
30.2,0,1,.5,0,0,0,0,0
2,58,21,1,32,0,0,0
30.2,0, 1 ,.5,0,0,0,0,0
3 , 55.37 , 32 , 1 , 43 , 0 , 0 , 0
30.2,0, 1,.5,0,0,0,0,0
'
4,55.37,43,0,0,0,0,0
30.2,0, 1 ,.5,020,0,0,0
3
21,45,.4,54.68,.013,1,0,1,30,0
32,65,.4,54.44,.0132.08,0,3,24,38
432.1 ,.4,54.44,.013,.25,0,3,24,38
—0,1,30
It
1
1
i
1
ELLIPTICAL REINFORCED
CONCRETE PIPE
Tongue and Groove Joint
ASTM C507
ASTM C655
AASHTO M207
AASHTO M242
NOTE:
Area of reinforcement steel, number of cages, and
concrete compressive strengths sholl be in conformance
with ASTM and/or AASHTO specification.
No scale.
r WALL THICKNESS
I �- JOINT LENGTH
ALL DIMENSIONS SUBJECT TO ALLOWABLE SPECIFICATION TOLERANCES AND PARAMETER.
EQUIVALENT
CIRCULAR DIA.
fnl (mm)'
NOMINAL DIAMETER
ACTUAL DIAMETER
WATERWAY
AREA
P) Im')
WALL
THICKNESS
Gn) (mm)"
JOINT
LENGTH
(ft) (m)
WEIGHT
PER FOOT
nb/ft) (kg/m)
MINOR AXIS
(RISE)
fnl (mm)*
MAJOR AXIS
(SPAN)
(n) (mm)
MINOR AXIS
(RISE(
fn) Imm)
MAJOR AXIS
(SPAN)
fn) (mm)
18
450
14
350
23
575
14.31
363.47
22.88
581.15
1.8
0.17
2.75
69
7.5
2.29
195
290
24
600
19
475
30
750
19.19
487.43
30.13
765.30
3.3
0.31
3.25
82
7.5
2.29
300
446
30
750
24
600
38
950
24.00
609.60
37.88
962.15
5.1
0.47
3.75
94
7.5
2.29
430
640
36
900
29
725
45
1125
28.81
731.77
45.44
1154.18
7.4
0.69
4.50
113
7.5
2.29
625
930
42
1050
34
850
53
1325
34.06
865.12
53.31
1354.07
10.2
0.95
5.00
125
7.5
2.29
815
1213
48
1200
38
950
60
1500
38.13
968.50
59.94
1522.48
12.9
1.20
5.50
138
7.5
2.29
1000
1488
54
1350
43
1075
68
1700
43.44
1103.38
67.88
1724.15
16.6
1.54
6.00
150
7.5
2.29
1235
1838
60
1500
48
1200
76
1900
48.19
1224.03
75.50
1917.70
20.5
1.91
6.50
163
7.5
2.29
1475
2195
66
1650
53
1325
83
2075
53.00
1346.20
83.06
2109.72
24.8
2.30
7.00
175
7.5
2.29
1745
2597
72
1800
58
1450
91
2275
57.88
1470.15
1 90.56
2300.22
29.5
2.74
7.50
188
1 7.5
2.29
2040
3036
'Metric diameter and wall thickness are nominal, all other dimensions are "soft" conversion.
'GP.aOEq+
8311 West Carder Court
Littleton, Colorado 80125
CONCRETE
Bus. (303) 791.1600
4 �0
400u�
Fax (303)791-1710
1-800-285-2902 (Colorado only)
n
725 Bryan Stock Trail 1040mirvo
Casper, Wyoming 82609 coNCR TE
Bus. (307) 265-3100
Fax (307) 265-0013 44140OU040
ELR-001 SPC 795
i
TaDINC.
CLIENT
JOB NO.
PROJECT
CALCULATIONS FOR
Engineering Consultants
MADEBY DATE S CHECKED BY-
DATE SHEET OF 3
A division of ne Scar -Brown Group
L-I Nc
- C
(n/� forzn/�=2 oF S,T�1
k--0.80' (`-EE
TOE FouoLwlaG SNEEi
Fort. CALCU H-T1o1J)
as
�x
/ 2
2/0.q
3
� J
3.�
o'Z3
D.I
�.07,
3-`l•SS
o.zS
—
/� �.
THE P614Y- 'Poaa VDdw 4-tx�Eu ELe_-:vA-non> >S 56, yI j LZ),lv��ati-
�-\ ►�.+ u.Ps4reaY,-I.,le,� e,lQ.vA,I-+'an-. o � Sb.o ' ,
VE Cr'lV� d�� 10 THE D/s �)Rc una5 Cooil:�6aGN QDATWLLiPI-.
-THE c , I �, ae�wi G�aS i� �e 0, � U-S Y� W&nvu rl s �crkVL(,6 ,
AmSEE 1t}E Q 0
T�N\I tZ- b6T?m-t=4Q53,0H
a`%4�ca d� = E•80
't),sw03xcF=J153,gy
I
I
1
1
Line C - Critical depth calculation
Worksheet for Circular Channel
Project Description
Project File
untitled.fm2
Worksheet
1
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
r
Input Data
Mannings Coefficient 0.013
Channel Slope
0.010000 ft/ft
Diameter
15.00 in
Discharge
3.90 cfs
Results
Depth
0.70 ft
Flow Area
0.71 ft2
Wetted Perimeter
Top Width
2.12 ft
1.24 ft
Critical Depth
0.80,
Percent Full
Critical Slope
56.05
0.006692 ft/ft
Velocity
5.51 ft/s
Velocity Head
0.47 ft
Specific Energy
1.17 ft
Froude Number
1.29
Maximum Discharge
6.95 cfs
Full Flow Capacity
6.46 cfs
Full Flow Slope
0.003645 ft/ft
Flow is supercritical.
I
1
1
1
04/14/98
12:06:10 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
Z,I
I
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
------------- ------------------------------------------- --------- --------------------------------------------------------
USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 03-27-1998 AT TIME 14:29:25 VERSION=01-17-1997
PROJECT TITLE :Hammy School Shops Second Filing - Pond Outfall Storm Drain
*" RETURN PERIOD OF FLOOD IS 100 YEARS
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL
DESIGN
GROUND
WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY
PEAK FLOW
ELEVATION ELEVATION
MINUTES
-------------------------------------------------------------------------------
INCH/HR
CFS
FEET
FEET
1.00
12.00
47.70
47.10
OK
2.00
12.00
50.40
47.31
OK
3.00
12.00
53.30
47.86
OK
4.00
12.00
55.20
49.68
OK
5.00
12.00
56.70
51.48
OK
6.00
12.00
55.40
52.29
OK
7.00
12.00
55.40
52.67
OK
OK MEANS WATER ELEVATION IS LOWER
THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH
-TO -SEWER SIZE RATIO=
-----------------------------------------------------------------------
.8
SEWER MANHOLE NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER UPSTREAM DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE) DIA(RISE)
WIDTH
ID N0. ID N0.
(IN) (FT)
----
(IN) (FT) (IN)
(FT)
(FT)
12.00 2.00 1.00
ROUND
21.55
---- ---- ----
24.00
----
24.00
----
0.00
23.00 3.00 2.00
34.00 4.00 3.00
ROUND
ROUND
21.55
21.55
24.00
24.00
24.00
24.00
0.00
0.00
45.00 5.00 4.00
ROUND
21.55
24.00
24.00
0.00
56.00 6.00 5.00
ROUND
21.55
24.00
24.00
0.00
67.00 7.00 6.00
ROUND
21.55
24.00
24.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER
ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE
IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER
HYDRAULIC
CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED
BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE
SUGGESTED
SEWER SIZE;
OTHERWISE,
EXISITNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL
NORAML
CRITIC CRITIC
FULL
FROUDE
COMMENT
ID FLOW 0 FULL Q DEPTH
VLCITY
DEPTH VLCITY VLCITY
NO.
NUMBER CFS CFS FEET
-------------------------------------------------------------------------------
FPS
FEET
FPS FPS
12.0 12.0 16.0 1.29
5.60
1.24
5.86 3.82
0.93
V-OK
23.0 12.0 16.0 1.29
5.60
1.24
5.86 3.82
0.93
V-OK
34.0 12.0 16.0 1.29
5.60
1.24
5.86 3.82
0.93
V-OK
45.0 12.0 16.0 1.29
5.60
1.24
5.86 3.82
0.93
V-OK
56.0 12.0 16.0 1.29
5.60
1.24
5.86 3.82
0.93
V-OK
67.0 12.0 16.0 1.29
5.60
1.24
5.86 3.82
0.93
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
11
-V
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
------------ Metro Denver Cities/Counties 8 UDFCD Pool Fund Study -----------
USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 04-14-1998 AT TIME 14:48:35 VERSION=01-17-1997
1 *** PROJECT TITLE :Harmony School Shops Second Filing - NE Stormdrain
*** RETURN PERIOD OF FLOOD IS 100 YEARS LING C
(Design flow hydrology not calculated using UDSEWER) _
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
-------------------------------------------------------------------------------
1.00 3.90 4953.00 4953.84 NO
2.00 3.90 4956.00 4954.10 OK
3.00 3.90 4956.00 4954.33 OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
-------------------------------------------------------------------------------
SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH
ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT)
-------------------------------------------------------------------------------
12.00 2.00 1.00 ROUND 12.42 15.00 15.00 0.00
23.00 3.00 2.00 ROUND 12.42 15.00 15.00 0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY,
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISTTNG SIZE WAS USED
SEWER DESIGN FLOW NORMAL
NORAML
CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW 0 FULL 0 DEPTH
VLCITY
DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET
FPS
FEET FPS FPS
1
---.-..' --_ --- ----
12.0 3.9 6.5 0.70
----
5.52
---- ---- ---- ---- ----
0.80 4.73 3.18 1.29 V-OK
23.0 3.9 6.5 0.70
5.52
0.80 4.73 3.18 1.29 V-OK
FROUDE NUMBER=O INDICATES THAT A
PRESSURED
FLOW OCCURS
----- ----- ------ ---------
------ ----- --------
SEWER SLOPE INVERT ELEVATION
BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
-------X-- (FT)
(FT)
(FT) (FT)
12.00 1.00 4953.30
4953.04
1.45 1.29 NO
23.00 1.00 4953.30
4953.30
1.45 1.45 OK
OK MEANS BURIED DEPTH IS GREATER
THAN REQUIRED
SOIL COVER OF 1 FEET
*** SUMMARY OF HYDRAULIC GRADIENT
LINE ALONG SEWERS
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
-------------------------------------------------------------------------------
12.00 26.40 0.00 4954.55 4954.29 4954.10 4953.84 JUMP
-1�Co .f'I1L Olk�th
11
Sj
1 23.00 0.10 0.00 4954.55 4954.55 4954.33 4954.10 JUMP
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL
FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
1
-------------------------------------------------------------------------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE
MANHOLE
ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID
FT
-------------------------------------------------------------------------------
12.0 2.00 4954.44 0.60 0.00 0.00 0.00 0.00 1.00
4953.84
23.0 3.00 4954.48 0.00 0.25 0.04 0.00 0.00 2.00
4954.44
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
'
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP,
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS
LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
�I
I
I
i
I
I
I
1
I
3z
rHarmony School Shops Second Filing - NE Stormdrain
1,15,20,3,2,1,.8,500,300,.2,Y
1,100
1.35,28.5,10,.786
1
3
1,4953,0,1,12,0,0,0
3.9,0,1,.5,0,0,0,0,0
2,4956, 12, 1 ,23,0,0,0
3.9,0, 1 ,.5,0,0,0,0,0
3 , 4956 , 23 , 0 , 0 , 0 , 0 , 0
3.9,0, 1 ,.5,0,0,0,0,0
2
12,26.4,1,4954.55,.013,0,0,1,15,0
23,.1 , 1,4954.55,.013,.25,0, 1, 15,0
—0,0,0
'
2
I
I
I
1
I
I
I
I
C
1
1
1
1
1
i
1
i
1
1
1
1
1
1
CLIENT
T:1DINC. PROJECT
��QQ--��
Engineering Consultants MADE BV W DATE
A division of 71e Sear -Brown Group
JOBNO. / �l
CALCULATIONS FOR
CHECKED BY DATE SHEET OF
Q _/•I Csee %Ilow � AkW 3 = _PP Ho
17E7oJjvJ
1X4,Ve__a_.
m
3 }
0.1
D. �
�5T'
D. Z5
�, l
-N& D'5 CA14,11 AL h<,nTH 1S Cor AA--0II nq rJ TH11:, Li0c, cites b Tfg-
IS Iv��A- V1c�tia.0 i�4 elcV of 55,E �.
Tha t v^ �. csSZ d 1 j��1ti c� I.1-7 00.0 FM,4 Lksl q Y,4 0 Tan: a j,b
see. � FoI�oWln� s�v�ri
'=NJ DET r00D = 63•00
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties 8 UDFCD Pool Fund Study
USER:RDB-Fort Collins -Colorado ...........................................
ON DATA 06-02-1998 AT TIME 10:40:44 VERSION=01-17-1997
1
*** PROJECT TITLE :HARMONY SCHOOL SHOPS SECOND FILING
*** RETURN PERIOD OF FLOOD IS 100 YEARS
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
1D NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
--- ---
1 n 1
1.00 8.90 4955.50 4954.13
OK ('rI
2.00 8.90 4956.50 4954.81
3.00 4.60 4955.70 4956.05.
4.00 4.60 4955.70 4956.11
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
OK
NO �-- ,,.'FTgii b gLfHrE 1", N uc,e
NO r
TCr c= AwSr. IPJL6Y 0, V
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
-------------------------------------------------------------------------------
SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE)
WIDTH
ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT)
----------------------------------------------------------._-------------------
(FT)
12.00 2.00 1.00 ROUND 19.27 21.00 15.00
23.00 3.00 2.00 ROUND 15.04 18.00 15.00
0.00
0.00
34.00 4.00 3.00 ROUND 15.04 18.00 15.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISTTNG SIZE WAS USED
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE
COMMENT
ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
(�
Cxi
-------------------------------------------- -- --- --------------------
12.0 8.9 4.6 1.25 7.25 1.1 7.61 7.25 0.00
23.0 4.6 4.6 1.25 3.75 0.89 4.95 3.75 0.00
V-OK DI5 r,)J
V-OK
34.0 4.6 4.6 1.25 3.75 0.89 4.95 3.75 0.00
V-OK
w,__13 P4
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
-
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
% (FT) (FT) (FT) (FT)
----------------------------------------------------------------------
12.00 0.50 4953.15 4953.00 2.10 1.25 NO
23.00 0.50 4953.84 4953.25 0.61 2.00 NO
34.00 0.50 4953.84 4953.84 0.61 0.61 NO
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF .2 FEET
I
E
' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION
FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
-------------------------------------------------------------------------------
12.00 29.26 29.26 4954.40 4954.25 4954.81 4954.13
23.00 117.42 117.42 4955.09 4954.50 4956.05 4954.81
PRSS'ED
PRSS'ED
34.00 0.10 0.10 4955.09 4955.09 4956.11 4956.05
PRSS'ED
PRSSIED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUSCR=SUBCRITICAL
FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE
MANHOLE
ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID
-------------------------------------------------------------------------------
FT
12.0 2.00 4955.62 1.49 0.00 0.00 0.00 0.00 1.00
4954.13
23.0 3.00 4956.27 0.59 0.25 0.05 0.00 0.00 2.00
4955.62
34.0 4.00 4956.32 0.00 0.25 0.05 0.00 0.00 3.00
4956.27
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS
LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
r
I
I
1
r�
I
1 HARMONY SCHOOL SHOPS SECOND FILING
2,18,20,3,2,1,.8,500,300,.2,Y
2,100
9,7.2,5.18,4.17,3.5,2.61 , 1.45
'
4
1 ,4955.5,0, 1 , 12,0,0,0
8.9,0, 1 ,.5,0,0,0,0,0
2,4956.5,12,1,23,0,0,0
8.9,0, 1 ,.5,0,0,0,0,0
'
3,4955.7,23,1,34,0,0,0
4.6,0, 1 ,.5,0,0,0,0,0
4,4955.7,34,0,0,0,0,0
4.6,0,1,.5,0,0,0,0,0
3
12,29.26,.5,4954.4,.013,0,0, 1, 15,0
'
23,117.42,.5,4955.09,.013,.25,0,1,15,0
34,.1,.5,4955.09,.013,.25,0,1,15,0
-,15,0
'
23,117.42,.5,4955.09,.013,.25,0,1,15,0
34,.1,.5,4955.09,.013,.25,0,1,15,
I
1
i
I
Trapezoidal Channel Analysis & Design
Open Channel
- Uniform flow
'
Worksheet Name:
'
Comment: Temporary channel west of Lot 1
Solve For Depth
Given Input Data:
Bottom Width.....
2.00 ft
'
Left Side Slope..
Right Side Slope.,
8.00:1 (H:V)
8.00:1 (H:V)
Manning's n......
0.025
Channel Slope....
0.0070 ft/ft
Discharge........
89.00 cfs
Computed Results:
'
Depth.. ..........
1.49 ft
Velocity.........
4.28 fps
'
Flow Area........
Flow Top Width...
20.80 sf
25.88 ft
Wetted Perimeter.
26.06 ft
Critical Depth...
1.38 ft
'
Critical Slope...
0.0101 ft/ft
Froude Number....
0.84 (flow is Subcritical)
I
1
[1
I
Open Channel Flow Module, Version 3.21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
I
[I
M
11
I
I
I
I�
1
DETENTION POND SIZING
u
1
1
1
1
1
1
CLIENT J013 NO. q�—'y667
RMINC. PROJECT CALCULATIONS FOR
Engineering Consultants MADE BY DATE CHECKED BY DATE SHEETOF
A division of The Sear -Brown Group
(Nrs)
OLo•�b1 �tTeJ r��aT
O,FttrLctl-fir
�Tewl�ic7� �aeJ�
SEAR -BROWN
N
.00
< if6
�o
now-
�4
96
-49al
TJ
-i6 D
49,
4957-
0
ANCHOR
A
0 0 'o ANCHOR ANCHOR
3
J ETA] h
49
0 0
-496
n 1 0 -
- — - — - — - — - — - — -
964-
-40
—4
93,
PEW I'm m--A96 496��
— — — — m 1p 1 7 749i3 :7 �!�--7.
496 4959
-ROAD HARMONY' (COLORADO H AY NO. 68)
4966
Vbl
THE
SEAR —BROWN
GROUP
r
Project: }Agnylr 4 '=..� �: 1 "g., Project No.
By: Tr-ACA Checked:
Date: SuY� ' �`' Sheet of
Ot'/r"ICE C>�C �tCAalc�
)NVEeT = 51.0c i
DIS W,S LEVG 52.1e �+ E— 71uS S `N� 6wJ�4P-6,2nm
mAx U•5 LCLGV = 5(o. �9 F+ dls .�Oj,� ;, �_� {+ i+ a� Par�i.
5fi- 0,t uCsare r� - V30LF :;�
im )5,)y ,ncJ�cs
A= ),2.5 Ft�
C - 0, too
h,=
)aye
ws -
Sachit��rrEut :._�rr�7�orJ
1ti=
4 , 0 2
�4
Q ;.A
Q = )2.0 CFS
RBD, Inc., Engineering Consultants
i
1
1
1
I
I
I
l!
I
Cumulative Outflow
Storage Tv 7H,�-
(ac-ft) (cfs) i OF 4152-.1#T F - ire 70t D/5 .
~0.00 0 THE vroekL-C. CAiZ ui.rt' 0-t'
0.00 0.00
0.00 0.00 p,_4 ;� ;�2 6t�dAT/or-� AST11E
0.05 3.46
0.73 6.94
1.75 9.19
3.j 0 10.98 R�Q.ssorz a (IOOyr� _ 9.2 Ac FT
4.70 12.52 WAtEZ �ir`_rACE = 86.�9
6.50 13.90
Harmony School Shops - Second Filing
Detention Pond Rating Curve 765-001
Elev
(ft)
Area
(ft2)
Area
(ac)
Storage
(ac-ft)
4951.0
0
0.00
0.00
4952.0
0
0.00
0.00
4952.7
0
0.00
0.00
4953.0
21,400
0.49
0.05
4954.0
38,640
0.89
0.67
4955.0
52,110
1.20
1.03
4956.0
66,470
1.53
1.34
4957.0
74,580
1.71
1.60
4958.0
83,530
1.92
1.80
Orifice Equation:
Qo = C Ac (2gH)^0.5
' 03-Jun-98
SWMM input file 226067S4.DAT:
June 3, 1998
q3
2 1 1 2
�3 4
ERSHED 0
HARMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
100-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 971 FILE:.22606751�
60 0 0 5.OI. 1 1.0) 1
25 5
60 0.961 1.44 1.68' 3.00 5.0419.00 3.72,,2.16 1.56
1.20 0.84'0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24
24 0.24 0.12 0.12 0.00
-2 .016 .250 0.1 0.3 0.51 0.5 .0018
1 100 1 750 3.33 80 .01
1 200 1 160 0.94 60 .006
1 300 33 610 0.42 90 .006
1 400 3 140 0.85 60 .006
1 500 5 740 1.19 90 .015
1 600 6 1210 11.1 85 .006
1 700 7 1420 6.50 82 .006
'1 800 8 170 2.98 10 .006
0
0
0 1 13 0 3 1.
'0 13 3 0 1 6 60 0.005 0 0 0.013 1.0
0 3 9 0 3 1.
0 33 3 0 1 0 610 0.006 50 0 0.016 0.5
0 5 56 0 1 0 740 0.012 0 50 0.016 0.5
0 56 6 0 1 0 920 0.006 50 0 0.016 1.5
0 6 9 0 3 1.
0 7 9 0 3 1.
0 8 9 0 3 1.
'0 9 80 0 3 1. 0 80 0 7 2 0.1 1. 0.006 0.013 0.1
0 0 0.05 3.46 0.73 6.94 1.75 9.19
3.10 10.98 4.70 12.52 6.50 13.90
Is
0
1
80
EIROGRAM
I
:'I
SWMM output file 226067S4.OUT:
1
' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1
DEVELOPED BY METCALF + EDDY, INC.
' UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
' MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985)
ITERSHED PROGRAM CALLED
*** ENTRY MADE TO RUNOFF MODEL ***
IRMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
100-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1
�MBER OF TIME STEPS 60
TEGRATION TIME INTERVAL (MINUTES) 5.00
1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
R 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
R RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
.60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56
' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24
.24 .24 .12 .12 .00
�RMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
0-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1
BAREA
GUTTER
WIDTH
AREA
MBER
OR MANHOLE
(FT)
(AC)
-2
0
.0
.0
00
1
750.0
3.3
00
0
1
160.0
.9
00
33
610.0
.4
00
3
140.0
.8
500
5
740.0
1.2
00 6 1210.0 11.1
00 7 1420.0 6.5
00 8 170.0 3.0
TOTAL NUMBER OF SUBCATCHMENTS,
ITAL TRIBUTARY AREA (ACRES),
June 3, 1998
PERCENT
SLOPE
RESISTANCE
FACTOR
SURFACE STORAGE(IN)
INFILTRATION RATE(IN/HR)
GAGE
IMPERV.
(FT/FT)
IMPERV.
PERV.
IMPERV.
PERV.
MAXIMUM
MINIMUM
DECAY RATE
NO
.0
.0300
.016
.250
.100
.300
.51
.50
.00180
80.0
.0100
.016
.250
.100
.300
.51
.50
.00180
1
60.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
90.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
60.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
90.0
.0150
.016
.250
.100
.300
.51
.50
.00180
1
85.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
82.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
10.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
8
27.31
HARMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
IO-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1
I* CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL ***
WATERSHED AREA (ACRES) 27.310
.1
'TOTAL RAINFALL (INCHES) 2.890
TOTAL INFILTRATION (INCHES) .222
'TOTAL WATERSHED OUTFLOW (INCHES) 2.490
TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .178
1RROR IN CONTINUITY, PERCENTAGE OF RAINFALL .001
�ARMONY
SCHOOL SHOPS/SUNSTONE
VILLAGE DETENTION POND
VOLUME DETERMINATION
00-YEAR
EVENT THE SEAR -BROWN
GROUP
(RBT) 25
APR 97
FILE: 22606751
WIDTH
INVERT
SIDE
SLOPES
OVERBANK/SURCHARGE
UTTER
GUTTER NDP
NP
OR DIAN
LENGTH
SLOPE
HORIZ
TO VERT
MANNING
DEPTH
JK
NUMBER
CONNECTION
(FT)
(FT)
(FT/FT)
L
R
N
(FT)
'1
13 0
3
_ .0
1.
.0010
.0
.0
.ODI
10.00
0
13
3 0
1
CHANNEL
6.0
60.
.0050
.0
.0
.013
1.00
0
3
9 0
3
.0
1.
.0010
.0
.0
.001
10.00
0
33
3 0
1
CHANNEL
.0
610.
.0060
50.0
.0
.016
.50
0
5
56 0
1
CHANNEL
.0
740.
.0120
.0
50.0
.016
.50
0
56
6 0
1
CHANNEL
.0
920.
.0060
50.0
.0
.016
1.50
0
6
9 0
3
.0
1.
.0010
.0
.0
.001
10.00
0
7
9 0
3
.0
1.
.0010
.0
.0
.001
10.00
0
8
9
9 0
80 0
3
3
.0
.0
1.
1.
.0010
.0010
.0
.0
.0
.0
.001
.001
10.00
10.00
0
0
80
0 7
2
PIPE
.1
1.
.0060
.0
.0
.013
.10
0
RESERVOIR
STORAGE IN
ACRE-FEET VS
SPILLWAY OUTFLOW
.0
.0
.1 3.5 .7
6.9
1.8
9.2
3.1
11.0
4.7 12.5
6.5
13.9
OTAL NUMBER OF GUTTERS/PIPES,
11
�ARMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
00-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 22606751
`1RRANGEMENT OF
SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER
TRIBUTARY GUTTER/PIPE
TRIBUTARY
SUBAREA
D.A.(AC)
1
0 0 0 0 0 0
0 0 0
0
100
.200
0
0
0
0
0
0
0
0
4.3
'
3
13 33 0 0 0 0
0 0 0
0
400
0
0
0
0
0
0
0
0
0
5.5
5
0 0 0 0 0 0
0 0 0
0
500
0
0
0
0
0
0
0
0
0
1.2
6
56 0 0 0 0 0
0 0 0
0
600
0
0
0
0
0
0
0
0
0
12.3
7
8
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0
0 0 0
0
0
700
800
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6.5
3.0
9
3 6 7 8 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
27.3
13
1 0 0 0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
4.3
33
0 0 0 0 0 0
0 0 0
0
300
0
0
0
0
0
0
0
0
0
.4
56
5 0 0 0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
1.2
80
IYDROGRAPHS
9 0 0 0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
27.3
WILL
BE STORED FOR THE FOLLOWING
1 POINTS
80
1
HARMONY SCHOOL
SHOPS/SUNSTONE VILLAGE DETENTION
POND VOLUME DETERMINATION
100-YEAR EVENT
THE SEAR -BROWN GROUP (RBT)
25 APR 97
FILE: 22606751
1
HYDROGRAPHS ARE
LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS
'
THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER 1S ONE OF THE FOLLOWING CASES:
( ) DENOTES DEPTH ABOVE INVERT IN FEET
(S) DENOTES STORAGE IN AC -FT
FOR DETENTION
DAM.
DISCHARGE INCLUDES
SPILLWAY
OUTFLOW.
'
(I) DENOTES GUTTER INFLOW IN
CFS FROM SPECIFIED
INFLOW HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS
DIVERTED FROM
THIS
GUTTER
(0) DENOTES STORAGE IN AC -FT
FOR SURCHARGED
GUTTER
[IME(HR/MIN) 80
0 5. .01
.00(S)
0 10. .02
.00(S)
0 15. 2.36
.03(S)
' 0 20. 3.94
.14(S)
0 25. 5.07
.36(S)
' 0 30. 7.16
.83(S)
0 35. 9.23
1.78(S)
0 40. 10.51
2.74(S)
0 45. 11.14
3.26(S)
0 50. 11.46
3.59(S)
0 55. 11.68
3.82(S)
1 0. 11.83
3.98(S)
1 5. 11.92
4.07(S)
1 10. 11.97
4.13(S)
1 15. 12.00
4.15(S)
1 20. 12.01
4.16(S)
1 25. 12.00
4.15(S)
1 30. 11.98
4.13(S)
1 35. 11.96
4.11(S)
' 1 40. 11.93
4.08(S)
1 45. 11,90
4.04(S)
1 50. 11.86
4.01(S)
1 55. 11.82
3.97(S)
t 2 0. 11.78
3.92(S)
2 5. 11.73
3.87(S)
' 2 10. 11.67
3.81(S)
2 15. 11.61
3.75(S)
2 20. 11.55
3.69(S)
2 . 25. 11.49
3.62(S)
2 30. 11.42
3.55(S)
2 35. 11.36
3.48(S)
2 40. 11,29
3.41(S)
2 45. 11.22
3.34(S)
2 50. 11.15
3.27(S)
2 55. 11.09
3.20(S)
3 0. 11.02
3.13(S)
' 3 5. 10.94
3.06(S)
3 10. 10.84
2.99(S) .
13 15. 10.75
2.92(S)
3 20. 10.66
2.85(S)
3 25. 10.57
2.78(S)
3 30. 10.47
2.71(S)
�3 35. 10.38
2.65(S)
3 40. 10.29
2.58(S)
�3 45. 10.20
2.51(S)
3 50. 10.11
2.44(S)
�3 55. 10.03
2.38(S)
4 0. 9.94
2.31(S)
4 5. 9.85
2.24(S)
4 10. 9.76
2.18(S)
4 15. 9.68
2.11(S)
4 20. 9.59
2.05(S)
4 25. 9.51
1.99(S)
�4 30. 9.43
1.92(S)
4 35. 9.34
1.86(S)
4 40. 9.26
1.80(S)
114 45. 9.16
1.74(S)
4 50. 9.03
1.67(S)
4 55. 8.90
1.61(S)
5 0. 8.77
1.55(s)
FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL
ABILITY PROBLEMS THAT LEAD TO HYDRAULIC
iSCILLLATIONS DURING THE SIMULATION.
13 80
u RMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
0-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 22606751
PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ***
CONVEYANCE PEAK
ELEMENT (CFS)
1
3
5
6
7
8
9
13
33
56
80
ENDPROGRAM
_I
36.3
44.3
9.0
89.2
56.3
4.5
194.3
35.7
2.9
6.8
12.0
STAGE
STORAGE
TIME
(FT)
(AC -FT)
(HR/MIN)
(DIRECT
FLOW)
0
35.
(DIRECT
FLOW)
0
35.
.3
0
35.
(DIRECT
FLOW)
0
35.
(DIRECT
FLOW)
0
35.
(DIRECT
FLOW)
0
35.
(DIRECT
FLOW)
0
35.
.9
0
35.
.3
0
35.
.4
0
40.
.1
4.2
1
20.
ON")
PROGRAM CALLED
1
1
f
1
1
1
1
1
1
1
t
ti
RBD INC. ENGINEERING CONSULTANTS
WEIR SECTION FLOW DATA
Harmony School Shops - Second Filing
WEIR COEF.
3.000
STA
ELEV
0.0
58.30
7.6
56.40
12.6
56.40
20.2
58.30
ELEVATION
DISCHARGE
(feet)
(cfs)
56.40
0.00
56.50
0.50
56.60
1.49
56.70
2.88
56.80
4.65
56.90
6.80
57.00
9.34
57.10
12.26
57.20
15.59
57.30
19.33
57.40
23.48
57.50
28.07
57.60
33.10
57.70
38.58
57.80
44.52
57.90
50.94
58.00
57.83
58.10
65.22
58.20
73.11
1
1
1
1
1
.l
1
1
1�
1
1
1
THE
SEAR -BROWN
GROUP
Q;r CICTU 0
��
y95-4 o
ygS.�.o
yRs�. o
y 9,sy_
y 9, . o
yg6'.
Project: F-- rw� 2a-4s Project No. `1[o S-oc31
By: Checked:
Date: '1 Sheet of
d
1�4.1 cC-S
s? •3 a
I , p ,
�. 4 —� 1
CID
o.oco
O •3'%
1 •n�
Z.0`7
3•yl
4,0S'
$.o l
57.
cv� r1.4 cF5
Ll.� it-
' SWMM input file 226067S3.DAT:
March 30, 1998
ro
2 1 1 2
3 4
ERSHED 0
HARMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
YEAR EVENT
THE SEAR -BROWN GROUP (RBT) 25
APR 97
FILE: 226067S1
60
0 0
5.0
1
1.0
1
25
5
0.60
0.96
1.44
1.68
3.00
5.04
9.00
3.72 2.16 1.56
0
0.84
0.60
0.48
0.36
0.36
0.24
0.24 0.24 0.24
4
J
0.24
0.12
0.12
0.00
-2
.016 .250 0.1 0.3 0.51
0.5
.0018
1
100
1
750
3.33
80
.01
1
200
1
160
0.94
60
.006
300
33
610
0.42
90
.006
1
I1
400
3
140
0.85
60.006
1
500
5
740
1.19
90
.015
1
600
6
1210
11.1
85
.006
1
700
7
1420
6.50
82
.006
1
800
8
170
2.98
10
.006
0
0
0
1
13
0 3
1.
0
13
3
0 1
6
60
0.005 0
0
0.013
1.0
0
3
9
0 3
1.
0
33
3
0 1
0
610
0.006 50
0
0.016
0.5
0
0
5
56
56
6
0 1
0 1
0
0
740
920
0.012 0
0.006 50
50
0
0.016
0.016
0.5
1.5
0
6
9
0 3
1.
0
7
9
0 3
1.
0
8
9
0 3
1.
0
9
80
0 3
1.
0
80
0
10 2
0.1
1.
0.006
0.013
0.1
0
0
0.06
0.00 0.37
0.00
1.04
0.00
2.07 0.000 3.41 0.000 4.05 0.000 5.01 9.34
5.91 28.07 6.81 57.83
1
0
1
0
E .ROGRAM
r
fJ
r�
SWMM output file 226067SIOUT:
March 30, 1998
' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1
DEVELOPED BY METCALF + EDDY, INC.
UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
IUPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985)
tTERSHED PROGRAM CALLED
*** ENTRY MADE TO RUNOFF MODEL ***
OARMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
100-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1
IUMBER OF TIME STEPS 60
NTEGRATION TIME INTERVAL (MINUTES) 5.00
1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
�OR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
.60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16
1.20 .84 .60 .48 .36 .36 .24 .24 .24
.24 .24 .12 .12 .00
�ARMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
00-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1
UBAREA
GUTTER
WIDTH
AREA
UMBER
OR MANHOLE (FT)
(AC)
-2
0
.0
.0
100
200
1
1
1
750.0
160.0
3.3
.9
300
33
610.0
.4
400
3
140.0
.8
500
5
740.0
1.2
M600
6
1210.0
11.1
700
7
1420.0
6.5
800
8
170.0
3.0
TOTAL NUMBER OF
SUBCATCHMENTS,
,IOTAL TRIBUTARY AREA (ACRES),
1.56
.24
PERCENT
SLOPE
RESISTANCE
FACTOR
SURFACE STORAGE(IN)
INFILTRATION RATE(IN/HR)
GAGE
IMPERV.
(FT/FT)
IMPERV.
PERV.
IMPERV.
PERV.
MAXIMUM
MINIMUM
DECAY RATE
NO
.0
.0300
.016
.250
.100
.300
.51
.50
.00180
80.0
.0100
.016
.250
.100
.300
.51
.50
.00180
1
60.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
90.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
60.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
90.0
.0150
.016
.250
.100
.300
.51
.50
.00180
1
85.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
82.0
.0060
.016
.250
.100
.300
.51
.50
.00180
1
10.0
.0060
.016
.250
.100
.300
.51
.50'
.00180
1
8
27.31
HARMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
I00-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1
11
1* CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** CL
TERSHED AREA (ACRES) 27.310
OTAL RAINFALL (INCHES) 2.890
TAL INFILTRATION (INCHES) .222
TAL WATERSHED OUTFLOW (INCHES) 2.490
TAL SURFACE STORAGE AT END OF STROM (INCHES) .178
ROR IN CONTINUITY, PERCENTAGE OF RAINFALL .001
�RMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
0-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1
WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE
GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK
NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT)
11 13 0 3 .0 1. .0010 .0 .0 .001 10.00 0
13 3 0 1 CHANNEL 6.0 60. .0050 .0 .0 .013 1.00 0
3 9 0 3 .0 1. .0010 .0 .0 .001 10.00 0
3 3 0 1 CHANNEL .0 610. .0060 50.0 .0 .016 .50 0
5 56 0 1 CHANNEL .0 740. .0120 .0 50.0, .016 .50 0
56 6 0 1 CHANNEL .0 920. .0060 50.0 .0 .016 1.50 0
6 9 0 3 .0 1. .0010 .0 .0 .001 10.00 0
7 9 0 3 .0 1. .0010 .0 .0 .001 10.00 0
8 9 0 3 .0 1. .0010 .0 .0 .001 10.00 0
9 80 0 3 .0 1. .0010 .0 .0 .001 10.00 0
80 0 10 2 PIPE .1 1. .0060 .0 .0 .013 .10 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0 .0 .1 .0 .4 .0 1.0 .0 2.1 .0 3.4 .0
4.0 .0 5.0 9.3 5.9 28.1 6.8 57.8
TAL NUMBER OF GUTTERS/PIPES, 11
tMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
-YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1
ANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC)
1 0 0 0 0 0 0 0 0 0 0 100 200 0 0 0 0 0 0 0 0 4.3
3 13 33 0 0 0 0 0 0 0 0 400 0 0 0 0 0 0 0 0 0 5.5
5 0 0 0 0 0 0 0 0 0 0 500 0 0 0 0 0 0 0 0 0 1.2
6 56 0 0 0 0 0 0 0 0 0 600 0 0 0 0 0 0 0 0 0 12.3
7 0 0 0 0 0 0 0 0 0 0 700 0 0 0 0 0 0 0 0 0 6.5
8 0 0 0 0 0 0 0 0 0 0 800 0 0 0 0 0 0 0 0 0 3.0
9 3 6 7 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27.3
13 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4.3
33 0 0 0 0 0 0 0 0 0 0 300 0 0 0 0 0 0 0 0 0 .4
56 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.2
80 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27.3
1DROGRAPHS WILL BE STORED FOR THE FOLLOWING 1 POINTS
80
HARMONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067SI
L
IDROGRAPHS ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS
THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( ) DENOTES DEPTH ABOVE INVERT IN FEET
(S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW.
(1) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH
(0) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER
(0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER
80
�ME(HR/MIN)
0
5.
.01
.00(S)
0
10.
.01
00(S)
0
15.
.01
.04(S)
0
20.
.01
17(S)
�0
25.
.01
.42(S)
0
30.
.01
93(S)
35.
.01
'0
1.94(S)
0
40.
.01
2.97(S)
0
45.
.01
3.56(S)
0
50.
.01
3.97(S)
0
55.
2.19
4.27(S)
1
0.
4.25
4.49(S)
1
5.
5.64
4.63(S)
'1
10.
6.56
4.72(S)
1
15.
7.16
4.79(S)
20.
7.54
�1
4.82(S)
1
25.
7.77
4.85(S)
1
30.
7.86
4.86(S)
1
35.
7.89
4.86(S)
'1
40.
7.87
4.86(S)
1
45.
7.82
4.85(S)
1
50.
7.75
4.85(S)
�1
55.
7.65
4.84(S)
2
0.
7.49
,2
5.
4.82(S)
7.28
4.80(S)
2
10.
7.02
4.77(S)
15.
6.73
12
474(S)
2
20.
6.43
4.71(S)
2
25.
6.13
4.68(S)
2
30.
5.84
4.65(S)
2
35.
5.55
4.62(S)
�2
40.
5.27
4.59(S)
2
45.
5.00
r
4.56(S)
2
50.
4.74
4.54(S)
1 2
55.
4.49
4.51(S)
3
0.
4.25
4.49(S)
5.
4.02
,3
4.46(S)
3
10.
3.81
4.44(S)
3
t
15.
3.60
4.42(S)
20.
3.41
4.40(S)
3
25.
3.22
4.38(S)
3
30.
3.05
4.36(S)
3
35.
2.88
4.35(S)
40.
2.72
4.33(S)
3
45.
2.57
4.31(S)
50.
2.43
4.30(S)
55.
2.30
4.29(S)
0.
2.18
4.27(S)
4
5.
2.06
4.26(S)
10.
1.
t
4.25(S)
15.
1.84
4.24(S)
4
20.
1.74
4.23(S)
25.
1.65
4.22(S)
4
30.
1.56
4.21(S)
35.
1.47
4.20(S)
4
40.
1.39
4.19(S)
45.
1.32
4.18(S)
50.
1.25
4.18(S)
55.
1.18
4.17(S)
0.
1.12
4.16(S)
THE
FOLLOWING
CONVEYANCE ELEMENTS HAVE NUMERICAL
BILITY
PROBLEMS THAT LEAD TO HYDRAULIC
ILLLATIONS
DURING THE SIMULATION.
3
80
MONY SCHOOL SHOPS/SUNSTONE VILLAGE DETENTION POND VOLUME DETERMINATION
YEAR EVENT THE SEAR -BROWN GROUP (RBT) 25 APR 97 FILE: 226067S1
I
L�
I
0
** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS
'CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT (CFS) (FT) (AC -FT) (NR/MIN)
1 36.3 (DIRECT FLOW) 0 35.
3 44.3 (DIRECT FLOW) 0 35.
5 9.0 .3 0 35.
6 89.2 (DIRECT FLOW) 0 35.
7 56.3 (DIRECT FLOW) 0 35.
8 4.5 (DIRECT FLOW) 0 35.
1 9 194.3 (DIRECT FLOW) 0 35.
13 35.7 .9 0 35.
33 2.9 .3 0 35.
56 6.8 .4 0 40.
80 7.9 .1 4.9 1 35.
INDPROGRAM PROGRAM CALLED
I
I
11
I
I
I
1
Iv
I
I
r
I
I
I
1
1
r
i
CLIENT JOB NO. /l,5 _ 0 /
%WNC. PROJECT' CALCULATIONS FOR
Engineering Consultants MADEBVDATE �r5 CHECKED BY DATE SHEET OF
A division of The Sear -Brown Group
CoaiL/cv/ l7clEioC�c>
Qoo = 14`i �-43 F,ze.,-L .�1J7�"iY✓t v��
� —r3s1
d
+741S CALC,uKL )0�3
1S 'NOT c
�`�f Pa-EviouS 1�Ih(>E I
i2C7�
3
G= .� azOAc� c-(2x-3-rEF,::1 fvz-)2
(56v- ^67—X%
v
r
0.97,
i� SEC- CRDsS SCC_T/Orl Or CH600EL oo sH6ET (o /17 of- PLANS,
' Triangular Channel Analysis & Design
Open Channel - Uniform flow
iWorksheet Name: Harmony Shops 2nd
'
Comment: Downstream Channel
Solve For Depth
- Cross
Section
Given Input Data:
Left Side Slope..
4.00:1
(H:V)
Right Side Slope.
4.00:1
(H:V)
'
Manning's n......
Channel Slope....
0.030
0.0050
ft/ft
Discharge........
7.90 cfs
Computed Results:
Depth.
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.97 ft
2.11 fps
3.74 sf
7.73 ft
7.97 ft
0.75 ft
0.0189 ft/ft
0.54 (flow is Subcritical)
Open Channel Flow
Module,
Version 3.21
(c)
1990
Haestad Methods,
Inc. * 37
Brookside Rd
*
Waterbury, Ct,06708
I
p
I
f]
EROSION CONTROL
I
G
I
I
11
r
I
L
I
' RBD, Inc., Engineering Consultants
11
' RAINFALL PERFORMANCE STANDARD EVALUATION
1 #765-001
I
I
1
PROJECT: Harmony School Shops - Second Filing STANDARD FRM A
CALCULATED BY: wbt DATE: 06/04/98
DEVELOPED
ERODIBILIT
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
(ft)
I (%)
(ft)
(%)
(%)
1
moderate
1.93
460
1.0
92.2
0.20
2
moderate
3.07
750
0.5
239.1
0.16
3
moderate
0.43
280
1.0
12.5
0.04
4
moderate
0.57
180
1.0
10.7
0.06
5
moderate
0.50
210
1.0
10.9
0.05
0-1
moderate
0.15
20
1.0
0.3
0.02
0-2
moderate
2.98
800
1.0
247.6
0.31
Total
9.63
613.2
0.84
76.5
EXAMPLE CALCULATIONS
Lb = sum(AiLi)/sum(Ai) = (1.93 x 460 +... + 3.07 x 750)/ 9.63
613.2 ft
' Sb = sum(AiSi)/sum(Ai) = (1.93 x 1.00 +... + 3.07 x 0.50)/ 9.63
= 0.8 %
PS (during construction) = 76.5
' PS (after construction) = 76.5/0.85 =
1
(from Table 8A)
90.0
Ci
O
RBD, Inc., Engineering Consultants V
1
i
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
EFFECTIVENESS CALCULATIONS
#765-001
PROJECT:
Harmony School Shops,- Second Filing
STANDARD FORM B
CALCULATED BY:
wbt
DATE: 06/04/98
Erosion Control
C-Factor
P-Factor
Comment
Number
Method
Value
Value
3
Bare Soil - Rough Irregular Surface
1
0.9
4
Sediment/Basin Trap
1
0.5
5
Straw Bale Barrier
1
0.8
6
Gravel Filter
1
0.8
8
Silt Fence Barrier
1
0.5
9
AsphalttConcrete Pavement
0.01
1
38
Gravel Mulch
0.05
1
39
Hay or Straw Dry Mulch (1-5% slope)
0.06
1
0
Existing surface not disturbed
0
1
SUB
PS
AREA
BASIN
%)
(ac)
Site
76.5
9.63
SUB
SUB
AREA
Practice
C *A
P * A
Remarks
BASIN
AREA
(ac)
DURING CONSTRUCTION
1
Pervious area
1.48
39
0.09
1.48
Hay or Straw Dry Mulch (1-5% slope)
Roadway area
0.45
9
0.00
0.45
AsphalttConcrete Pavement
2
Parking lot
2.07
6
2.07
1.66
Gravel Filter
Building foundation
0.78
9
0.01
0.78
AsphalttConcrete Pavement
Landscaped area
0.22
39
0.01
0.22
Hay or Straw Dry Mulch (1-5% slope)
3
Parking lot
0.19
6
0.19
0.15
Gravel Filter
Building foundation
0.24
9
0.00
0.24
AsphaltlConcrete Pavement
4
Parking lot
0.26
6
0.26
0.21
Gravel Filter
Building foundation
0.31
9
0.00
0.31
AsphaltlConcrete Pavement
5
Parking lot
0.26
6
0.26
0.21
Gravel Filter
Building foundation
0.24
9
0.00
0.24
Asphalt/Concrete Pavement
0-1
0-1
0.15
8
0.15
0.08
Silt Fence Barrier
0-2
0-2
2.98
39
0.18
2.98
Hay or Straw Dry Mulch (1-5% slope)
Total
9.63
Cnet = [1.48x1.00+.,.+0.19x1.00]11.48
=
0.34
Pnet = 0.8x[1.48x0.80+...+0.19x0.80y1.48
=
0.75
EFF = (1-C*P)100 = (1-0.34*0.75)100
=
74.92
««<
76.5 (PS)
RBD, Inc., Engineering Consultants
u1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
EFFECTIVENESS CALCULATIONS
#765-001
PROJECT: Harmony School Shops - Second Filing
STANDARD FORM B
CALCULATED BY: wbt
DATE: 06/04/98
Erosion Control
C-Factor
P-Factor
Comment
Number
Method
Value
Value
9
Asphalt/Concrete Pavement
0.01
1
16
Established Grass Ground Cover - 70%
0.04
1
18
Established Grass Ground Cover - 90%
0.025
1
20
Sod Grass
0.01
1
39
Hay or Straw Dry Mulch (1-5% slope)
0.06
1
SUB
PS
AREA
BASIN
N
(ac)
Site
90.0
9.63
SUB
SUB
AREA
Practice
C *A
P * A
Remarks
BASIN
AREA
(ac
AFTER CONSTRUCTION
1
Pervious area
1.48
39
0.09
1.48
Hay or Straw Dry Mulch (1-5% slope)
Roadway area
0.45
_ 9
0.00
0.45
Asphalt/Concrete Pavement
2
Parking lot
2.07
9
0.02
2.07
Asphalt/Concrete Pavement
Building foundation
0.78
9
0.01
0.78
AsphalUConcrete Pavement
Landscaped area
0.22
20
0.00
0.22
Sod Grass
3
Parking lot
0.19
9
0.00
0.19
AsphalUConcrete Pavement
Building foundation
0.24
9
0.00
0.24
Asphalt/Concrete Pavement
4
Parking lot
0.26
9
0.00
0.26
Asphalt/Concrete Pavement
Building foundation
0.31
9
0.00
0.31
Asphalt/Concrete Pavement
5
Parking lot
0.26
9
0.00
0.26
AsphalUConcrete Pavement
Building foundation
0.24
9
0.00
0.24
Asphalt/Concrete Pavement
0-1
0-1
0.15
18
0.00
0.15
Established Grass Ground Cover - 901/
0-2
0-2
2.98
20
0.03
2.98
Established Grass Ground Cover - 900/
Total
9.63
Cnet = [1.48x0.03+...+0.26x0.01y1.48
=
0.02
Pnet = 0.8x[1.48x1.00+...+0.26x1.00y1.48
=
1.00
EFF = (1-C*P)100 = (1-0.02*1.00)100
=
98.21
>
90.0 (PS)
RBD, Inc., Engineering Consultants
' EROSION CONTROL CONSTRUCTION SEQUENCE
1
1
1
, mu n..ny J 1 HIV L/AKU rUKM 1.
CALCULATED BY: wbt DATE: 06/04/98
SEQUENCE FOR 1998 ONLY
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR 1998
MONTH J F M A M J J A S O N D
' STRUCTURES: INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
MAINTAINED B
APPROVED BY CITY OF FORT COLLINS
RBD, Inc., Engineering Consultants
1
I
11
EROSION CONTROL COST ESTIMATE
PREPARED BY:
Harmony c o0Shops
wbt
- Second Filing
DATE: 06/04/98
CITY RESEEDING COS
Unit
Total
Method
Quantity Unit
Cost
Cost Notes
Reseed/mulch
9.63 ac
$531
$5,114 See Note 1.
Subtotal
$5,114
Contingency
50%
$2,557
Total
$7,670
EROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity Unit
Cost
Cost Notes
4 SedimentfBasin Trap
1 ea
$500
$500
6 Gravel Filter
4 ea
$300
$1,200
8 Silt Fence Barrier
500 LF
$3
$1,500
39 Hay or Straw Dry Mulch (1-5% slope)
4.68 ac
$500
$2,340
59 Seeding (Native)
4.68 ac
$305
$1,427
Subtotal
$6,967
Contingency
50%
$3,483
Total
$10,450
Total Security
$10,450
' Notes: 1. A<=5 ac=$650/ac; A>5 ac=$531/ac.
1
1
THE
SEAR -BROWN
GROUP
Project: Lli`'I_ t, .• ..
�iJ%; tlCi•` .
gy; Tr: I
Dote:
Project No. EL'C-01
Checked:
Sheet of
_.. 7 = o7N}L GI.�L+rL yr•; LS pf= sEi;inn,�.a7 /•jr.�TrUP�?Ei� �lU/Zlr�(- R
to yr ' ✓� t :T Flom ^0PA 6 &KOLL13.4,
r �p?r/0'ro�
56tD7 = `D �y 3,�i� k� 55kG)i,i2
SEL- T
F1F-p► �X. (st AC;rr -TEmil SQ-,u 6,0T iILRY -TO timctz: ID— `.
UTH
c:�
AY.£f Ccrt�Y t n !o D6'E ior.� FDaDrrtrt - q`-' •l i� 3 ;;/ G 2
��55 tkC
[Ii
I
1
11
1
r
I
1
1 I �
1 Cl I O tO Q. =. I I I I I I I I 1 1 1 1 t 1 1 1 I 1 I 1 I 11
I • I CQ 0)C, CO to I I I I I I I 1 1 1 1 1 1 1 I I I I I I I 1'
1 C 1 •M QtO 10 r�I 1 1 I 11 I 1 1 1 1 1 1 I I I I t 1 1 I 1
I Ln 1 C 1 1 1 I 1 I 1 I 1 1 1 1 1 I 1 I 1 I- 1 I 1 1
I 1
I C I C tD 01 Ln Lr QtO NANO I I I 11 1 1 I I I I 1 I I 11 1
1 I C Q M NC1 Ln C Ln C11M t0 1 I I I I I 11 I I I I 1 I 1 1 1
1 G I N en Q LI') tO t0 tD r\ f\ I t 1 1 1 1 I 1 I 1 1 1 1 I 1 1 1
I Q 1 C 1 1 I 1 I 1 1 1 1 1 I I 1 1 I 1 1
1 1
t O I C Ln Ln Or+O C1 O M%.0 OtD Q OtO I I 1 1 1 I I 1 I I 1 I
I I C Ln. t0 Q r\O MLn r\C: r1 M Ln tD I 1 I 11 1 I 1 1 1 1 1
1 G I .--i N NM MMQQQCQLn Ln Ln Ln I 1 1 1 1 1 I 1 I I 11
I M I C 1 I I 1 1 1 I I 1 1 1 1
1 I 1
1 C I C t\ N CO 01 r� M r� Cn .--L a-1 .-+ O= LO M O r� w Lt'1 1 1 1 I I 1 1
1 I C �M Ln f\C11 C� M QLn LO tO r� co Q101 C. 1 I I I I I 1
N N N N N N N NNN N M M M 1 1 I 1 I 1 1
I N I C n I I 1 t I 1 1
1 1 I
m r� cn 1.0 Q t0 Ln Cn r O 1� N Ln O C1 co I� Ln Cl O Q C1 Q O� 1
C C.+.-rNNm 1
I C 1 L% n t0 N CC C1 n . ; O r. cl ' t0 CO C N Cr• tD CO, O. ti .--I .-+ .•1 .--i .ti I
1 r+ 1 C N f'MQ Ln Ln tD tD r\nf\0OOO 0101 Cr1 CT 1
1 1 I
Ln I C I CNMLnNO r\M OLn MNMM. m t• 0 r t0MLn .-•. Ln O.-. I
O I I C C) 1
`-• 1 C, 1 NN G1 Ln C CnC M tD O r1 M\ OON Ln fM*to� tO CC, .•-1 .••L '-1 1
Q 1 1 CNMm QLn 6n Ln t0 t0 t0 tO r� r�r\ r\ r\ OOOO Cif C: I
1
C 1 C I CD1m Q.--1.-+Ln Ln"- tD OOnQ. tD. Qr\O.--�M t0 N M.--i Ln I
1 1 C
CD I O I Or�cncc NL)O. M Ln r\ 01.•r M Q%C r\ O C r to Qr�CN I
Z 1 I Or+NM M Q C Q Ln Ln Ln Ln Ln t0 to tD O tD tO fl r� fI OCII C>`• I
.-•. 1 1 1
O 1 O 1 r� to O to C) to N tO 01 N MQ Ln Ln Q t0 .--i O Ln r�t0 1
4 1 I C . . . . . . . . . I
O I r` 1 Lti N r�•-r Q r\O0i r�01 O.-+M Q Ln tD rlCC NtD Cl*�MLO 1
J I I C .--C N N M M M Q Q Q Q Q Q Ln Ln M Ln Ln Ln Ln Ln tD tD tD r� r� r� 1
W I C I CD M Ln LO %O N Q Q .-1 r� "4 Q tD M O O r� LO Q N O M O C%j 1
Z 1 1 C
0 1 tD 1 •N O NIn ccN QIn r\O 01 Crn Q Ln tD r-: a; M Ln r\ O C I
rV 1 Q Q Q Q Q Q Q M Ln M Ln Ln t0 1
1 1 I
Y• I M M 0 Ln CT.-rNNr+O OLn NM Ln .-+r�NM CD OC 1
. . . . . . . . . . . . . . . . . . . . . . . . . . .
1� 1 vin I • C Q r� C N C Ln to O C'. C 1- N N M C Q to tD tD C1.-L M Q Ln r\ 1
I W I C.-1 •'+"'1 NNNN NNNM MM mcn MM Mcomcn QCCQQ I
CD 1 O-M 1 CNr�%0 C.-4r OLn.•-1%C. tD C M to O M Ln OC OOQMQn 1
�•-. I O I C O I
CM JQ 1 •.-•L M Ln tD r� 1� 0 CCt1 O';, C C;1:. 14 N N N N M Q Q Ln Ln LO LD 1
O I Ln I C O .--1 .--1 .-1 .•-1 .•-1 .-1 r.1 .--i .--I N N N N N N N N N N N N N N N N 1
C 1 I I
W I O I C M M C.•r CD= Ln.r to (-1 -:r CO r Qr C Ln n 01r� 01 M r\O 1
1 I C n . . . . . . . • . I
J L Q I 0.--1cn QQ U') LD tD r-� rl r� O O O CT CT CT C1 Cr1C.-1.-I NNM 1
J 1 1 C r� .-� .-1 .-r .-..--i .-1 .--i .-1 .-I .+ .--I .•-I .--i .-•1 .--1 .--1 .-1 .--1 .--� N N N CV N N 1
Q 1 I 1
L.L- I Ln 1 CtON MM ON tO C) Ln CO CN Ct%O O r� CD to 1
Z 1 I G r� CO 1
►-� 1 M 1 .C) NNMMQCQ Ln Ln LP: LO ID tD tO tD r� rl: CO N CT CI CI 1
Q I I G t0 O •"1 .-1 r+ .--� .••r r1 .-+ .--1 r1 N .-1 .--1 .••I .-+ .-1 .-� .-+ .-� r1 .-+ r-L .ti .-1 .--L 1
C 1 I 1
I O 1 or�Qr�O Lr-Ln co CO Ln C1 NQ Lr CC)CD NNMn tO r�r�� 1
LW I C) Ln G. LO=Q�C1e IMQt0 r�OC: • 1
I ••••••••••••••• O G O C O C O G C O O C I
G 1 1 G Ln tD n
C 1 1
W I Ln 1 O.-r M Ln t0 t0C mQm 0)C11 r\Ln .-+r�N r\.--L Ln O.-+O Ln OOr+ i
O 1 • I C r� m r�- C t'•M Q tO r� 0 Dl O N 0 I
O I N I 1
. . . 1 1 CCLn to. to r- . . r-�rl. r�r\ CO C00� C0 C7 CC O. CO CL CO CD N. O CO C7 I
1 1 1
I . 10.--1 Ln N Ln CO C% "m N CT Ln.D1.0� Ln rl Q t0 Ln CD C tD CD
1
1 I C C J 1 f\ N l n t\ C' 1.-- I N M C C l f') C t D n f\ r\ coO co O 01 O O O O C 1
1 I O M Q Ln Ln Ln Ln tD t0 t0 tD tD tD tD t0 10 tD tD tO t0 t0 t0 r\ n r\ t\ f\ 1
1 1 1
I In I C co CC O l Q I ..0 Ln t O L n N cocoN Ln CO M t D r� O 1 Ln O C 1 CD C)O 1 I
1 C e- -1 CC r• Q r� CO C) O N N N M M M M M Q Q Q Ln Ln Q 1
1 I Of'i MLn Ln Ln Ln Ln Ln In Ln Ln Ln Ln Ln Ln t
1 1 I
I O 1 C"4 Mt!'fil"')LnCN07Mrl0Mt0 tb 01 r~N Qtn Lt'fOOOCT Ot\ 1
1 C Ln M N -:r Ln %D r, r, CO = m C1 m Cr1 Cr1 O O O O 0 O. .-1 O O O I
I I . . . . . . . . . . . . . . . . . . . . . . . . . . .
1 I O N N M M M M M M M M M M M M M Q Ct Q Q Q Q Q Q Q Q Q I
t I i
1 Ln I O Q C r\ O N N N N N r+ O C C= r\ tO M C' M M O Q O r\ Q
I I O W CD C) r+ .-+ .-� r-1 .-1 � e--1 .-1 0 0 0 0 O O O O M M 01 O O O I
I O 1 I
. . . . . . . . . . . . . . . . . . . . . . . . . .
1 I N "N N N N N N N N N N N N N N N N ti rl .-1 .--L .•-L 1
1 S I -- I
13! 1 0 0 0 0 C O C O O C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I
I O CD F- 1 O C O O C O O O O O O C O 0 0 0 0 0 0 0 0 0 0 0 0 0 1
1 _J Z L.L- I .-INMQ Ln tD r\CC C1 CD C\j M Qtn%D n CC 01 O Ln O Ln O Ln 0 1
1 U- W 1 .-+ ti .-+ .-1 r-1 .-1 e-1 .--I ti r1 N N M M C Q Ln I
i
I
ioiG
J
EXCERPT FROM PREVIOUS
DRAINAGE REPORTS
IJ
1
1
09
000
09
.1aco
M
POO
o►
POO
_ N -
poi
uz
po7WAR
VMjD "Moo Jo/puo Ug4CP6sA Rio.oewol ON
specs to saws "103.4dda p40 a1ie5 Popmo waaea
1
:71Lty 5 da-zn 'a731\0'D T"
JQ
�o
W tr
.G
'
y �
�
GP .►
G .r
=tiN
C V
•, ..
Q ..�
O P P
.O M1 M1
W
N `
1 c
.oM1M1 M1
M1M1 M1
O �
O "6
Y
1 c
NNNN
N N N
N
C
c
G
_W
va0
Q W 1 =
1-f 000
OM1 O
OC; 0
0
0 0
W
C
�.• I
�� Z
Q y. 12 �.
•O O O O rf
O �• O
iJ .^O
QO=O aC
Y\pOONONO
c
G
O O O
O
O O O
¢ W m
i ¢
.
N o 0 0
0
o N o
V
1
mow
qpo
scow�:b pmgY
aqua
Z•tt amol
v
W W
� N
rp .L 1 ra W yen W
—
NZ
n.iPM1 r
.- .•••
OD O
b b•O b b b b
�►
Q 4C
d �
W
� 1
` �o •O o �.
c i
O W
�• P ^• •e � •o
r
Or0 •p r.pM1��OM1
G
.--.-.NNiA
�••
C
^
1
1 7
1
o
lc�
1
C1
I
r
1 v
^ u
1
1
� Y
« wx it
1
cz d
O ticM C
1
1
V
� 1
"
M CI
1
C Y
1
u
I'
1
o
1
L �
�I
•
.+ 0
1
o
I
_
u m
I
L
� 1
M
1
p
o Uv
1
C
��
O
i
W
i
O ¢
4
Y.W H
ac
¢ < W
as
JCS
O tlf O
O
W ~ QCK
� W I•-
O
I.r
�¢ W
Vf ¢
S
OZN
W
O i O
D C
N G C
W
W L r m
� Imo• •
>IOL W
N�
u
• .O i
W J
• O d
t / f uC
1
1
1
r
1
I
1
� 1
1
1
1
• 1
1
_
I
O
1
1
y
1
Z
1
J
O
1
co
I
u
UJ
• ,
o
i
Z
CD
• 1
0
1
l
1
f..
CW
LL
m0 _LLI IL
v/ O
y m C C
r Lo o m-+o�vlmmmmv.o re).
m 10 0+OD In . Y 0
In r-
_ 0 O LL
G ` ' W 10 C_ ti V
C ` G .. "
40 'CL Ix in
Y i
tI .. to LL N. t" 0 0 0 .. O O. O .•�. N
'•co q:y
Ecami o"
« CD N CA ""- 1 Y -. L N N.N N N N N N
ruo� �Lc I s 1 1,.
cp .. W. _ o rrr nr r�r.nn ►� rr -
6 L c o
ay
y a ih In In In In..In in.Ln In o >n ,.,...
.. _ Y \ N N N N ry N N N N N N N
c
CP
N 2
1..., c LL I z D d 0 0 0 D O O Q O �. 0.0
yLL wozo.. o�000 0000O oo -
• - Q N ►� Y uI o- z + .r ti w .•. w ..r .r .r .+
oaC o�cw U. 1 z o a0M010Moog o`o
' Q. O SJ CO WO= o0,omoo0.0o Q 00
�+ TSz4c
�. o4C
O W •D •O M M1 r.O• M In CD:.
F- �p yl owl LU
- 0 0000o000 00
Z ' 0O w o.W�
V In O In In D. .
In .O.OM V7r MN pN.
to
i 0 O C �LLIa,�f/ LU
V O COOOOOQ .+.�
LL � \ Q
cr
U. 0 m J
Q to W qvo•
Y.. } > O .. O p n
a y % �a -» Mfaln.plrme•Vtza> cm
(� d W /n 0 1 1 1 1 1 1 1 1 1 1 ►n 1 1
cc ao rrrrrrrrrotDmrr
m` O LL M r"
d 4I V 1 1
c y c rr
C N N «
c: t G C
Cl 0
L t w E
J v d d dO'D !�
vi
E w „ °
r
a c m :9 Z
-a v c
M m 9 H m
m=4�C
0 r 0 C
M
Z V)La¢Sa X �.
I
Lqi
I
i
i
I
I
I
I
I
80
n
n
n
d
Sri
N
oU
^
n
"'
+
W
d v
O
CV
m
8
U
8
n
O
N
O
8
8
8
C
O
M
Tin `
O
N
OD
t1�i
Chi
M
COO
D
V
O
O
O
O
O
O
O
O
(N
/LLJ
V
`
W
O
N
CO
Q
O
C/Oi
O
Cppp
O
r7
O
O
O
O
O
O
O
Q
N
Q
N
m
h.
N
U
N
O
O
O
O
O
(j
WO
oa
v
c
c
Li.
L L-
0
0
F
1
i
1
1
1
L
I
I
1
1
1
I
1
1
1
TABLES AND FIGURES
1
No Text
DRAINAGE CRITERIA MANUAL
RUNOFF TZ
50
30
1... 20
z
W
0
cc
W
°' 10
Z
W
a
0 5
N.
W
0cr 3
0
rJ 2
W
Q
15
i
oil
MINIM
I
-��tiii�Il!!I.■■1111�
Il���t■■■■■�
2 .3 .5 1 2 3 5 iu wv
VELOCITY IN FEET PER SECOND .
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: 'Urban Hydrology For Small Watersheds" Technical
Release No. 55. USDA. SCS Jan. 1975.
5-1-84
URBAN DRAINAGE A FLOOD CONTROL DISTRICT
1
[STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 803
MANHOLE AND JUNCTION LOSSES
O• Mott T« a,l Type C•
/ Pt AN .� Lnt. / PLAN
USE EQUATION 801
Y y CASE I
(a�= a
INLET ON MAIN LINE or,
iC= O:CS (Pl.tn(�t(G t:i /f1ncNLihL
USE EQUATION 805
N!= -Kvf
s
SECTION
PLAN
SECTION
CASE III
MANHOLE ON MAIN LINE
WITH G° BRANCH LATERAL
USE EQUATION 805
N—V-z —k Vie.
z
e �1
UI da .i
SECTION
CASE II
INLET ON MAIN LINE
---- L-----"•=
PLAN •
°-�•' USE EQUATION 801
a�.
C6 go k=!•Z5
SECTION
CASE 77
INLET OR MANHOLE AT
BEGINNING OF LINE
CASE
III
.CASE NO. K .
gu
I 5
cr-
22-1/2
0.75
II 0.25
45
0.50
IV 1.25
60
0.35
90
0.25
No Lateral See Case I
'43
Date: NOV 1984 REFERENCE.
Rev: I APWA Speclal Report No. 49, 1981
TABLE10-2 LOSS COEFFICIENTS FOR VARIOUS TRANSITIONS AND FITTINGS
Additional
M Description Sketch Data K Source
0.9) flows from the upper to
:he 15-cm smooth pipe, what is the
tr?
2 Elevatio.".
130 m
10 _M__
:tween the surfaces of the upper and
IL
1/2
+ 2Kb + K, - + Kf -
- I 2g 2g 22
9
tend, entrance, and outlet, resPeC-
(Table 10-2). To determine f. Ive
I
rld K,
pipe entrance d V 0.0 0.50
0.1 0.12
Rk- hL = KIP"12g >0.2 0.03
Kc Kc
-Contraction D21DI 0 = 60' 0 = 180* (1)
2
V2 0.0 0.08 0.50
D, 0.20 0.08 0.49
0.40 0.07 0.42
0.60 0.06 0.32
0.80 0.05 0.18
k KcV21Z9 0.90 0.04 0.10
KE KE
Expansion DIID2 0 = 10* 0 = 180* (1)
D, V1 0.0 1.00
2 0.20 0.13 0.92
0.40 0.11 0.72
0.60 0.06 0.42
i�. hL KEV1129 -0.80 0.03 0.16
; F�a Vanes Without
vanes Kt, = 1.1 (27)
M1:90* miter
bend With
vanes Kb = 0.2 (27)
rld (3)
and
I Kb = 0.35 (14)
90* smooth 2 0.19
bend I4 0.16
le, 6 0.21
8 0.28
10 0.32
Globe valve -wide open K, = 10.0 (27)
Ang le valve - w i de open K� = 5.0
Threaded Gate valve -wide open K, = 0.2
pipe Gate valve -half open K� = 5.6
fittings Return bend Kb = 2.2
Tee
straight -through flow K, = 0.4
side -outlet flow K, = 1.8
T.
90'elbow Kb = 0.9
45* elbow Kb = 0.4
0
1
STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 802C
STORM SEWER ENERGY LOSS COEFFICIENT
(BENDS AT MANHOLES)
t.<
1
0
1.•
to1.
'I
1,1
r.oa
r..
o
� I
I
i
Y I
t
` I
t I
� I
I ,
I
I
{ I
� I
I
Bend at Manhole,
3 no Special Shaping
Deflector
r
*Cuv ed I
i
I
i fiend al Manhole, l
Caned or Dellectorl
Manhole I
I
1
, I
I
I
I
o' 20' <o' 600 80' 00' too'
Deflection Angle Y , Degrees
NOTE: Head loss applied of ouilei of rnonhoe.
1'�5
DATE: J A N. 1 9 8 8 REFERENCE:
REV: Modern Sewer Design, AIS1, Washington D.C., 1980.
o' 20' <o' 600 80' 00' too'
Deflection Angle Y , Degrees
NOTE: Head loss applied of ouilei of rnonhoe.
1'�5
DATE: J A N. 1 9 8 8 REFERENCE:
REV: Modern Sewer Design, AIS1, Washington D.C., 1980.
S L.;C-
1
S41
I I�OJft�1+u//\
CISCG
3a
42
.41
44
ag,
2 .p
2.4
48
1.34
1
o.�
'
cLcke,
Qr_�Z) \(C, (p.I--4
1
41
o
44
48
13.0 ��o
Tc2 i/��+�IfJAttc Kc.i'u I
LC I S G\-Ct.JG,,t C %, " P-
I,d Z.o 'S.C�