HomeMy WebLinkAboutDrainage Reports - 02/11/2009 (2)d
•
City of Ft. Colli Aprved Plans
Approved BY I
Date
Final Drainage and Erosion Control Report
For
Amended Plat of Lots 3, 4, and 5
SOUTH 13 SUBDIVISION
Larimer County, Colorado
Prepared for:
Cactus Rose Development GrouD Limited
P.O. Box 271187
Ft. Collins, Colorado 80527
Prepared by:
SHEAR ENGINEERING CORPORATION
Project No: 1738-02-00
DATE: February, 2005
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 w shearengineeringxom
Project No. 1738-02-00
Final Drainage and Erosion Control Report
Amended Plat of South 13 Subdivision Lots 3, 4; and 5; Fort Collins, CO
r 1
L_J
I hereby certify that this Final Drainage and Erosion Control Report for the
Amended plat of Lots 3, 4, and 5, South 13 Subdivision, Latimer County, Colorado,
was prepared under my direct supervision for the owners thereof and meet or exceed the
criteria in the Larimer County Storm -Water Management Manual.
Registered Profes+
State of Colorado
F_I
L
0
sp0 RE pi;I ?'s
OQ`1E� ,*N •.,F`P
0v
cA'; C
" `a 20262 m €
SITE
VICINITY MAP
SCALE: 1 "=2000'
•
•
L
Project No. 1738-02-00
Final Drainage and Erosion Control Report
Amended Plat of South 13 Subdivision Lots 3, 4, and 5; Fort Collins, CO
Table of Contents
Cover
Engineer's Statement
Vicinity Map
Table of Contents
I.
GENERAL LOCATION AND DESCRIPTION: ............................................................................ 1
A. LOCATION......................................................................................................................................I
Il.
DRAINAGE BASINS AND SUB -BASINS: ...................................................................................... I
A. MAJOR BASIN DESCRIPTION........................................................................................................... I
B. SUB -BASIN DESCRIPTION...............................................................................................................1
M.
DRAINAGE AND EROSION CONTROL DESIGN CRITERIA: ................................................ 2
A. REGULATIONS................................................................................................................................2
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS............................................................2
C. HYDROLOGICAL CRITERIA.............................................................................................................2
D. HYDRAULIC CRITERIA...................................................................................................................2
IV.
DRAINAGE FACILITY DESIGN: .................................................................................................. 2
A. GENERAL CONCEPT........................................................................................................................2
B. SPECIFIC DETAILS —AREA INLET A-1............................................................................................3
C. SPECIFIC DETAILS— AREA INLET C-1............................................................................................3
V.
EROSION CONTROL: ..................................................................................................................... 4
A. GENERAL CONCEPT........................................................................................................................4
B. SPECIFIC DETAILS..........................................................................................................................4
VI.
CONCLUSIONS: ............................................................................................................................... 4
A. COMPLIANCE WITH STANDARDS....................................................................................................4
B. DRAINAGE CONCEPT......................................................................................................................4
VII.
REFERENCES: .................................................................................................................................. 5
Appendix I Drainage Calculations
Appendix II Supporting exhibits, figures, tables, etc.
Appendix III Drainage Plan, Erosion Control Plan
Project No. 1738-02-00
Final Drainage and Erosion Control Report
Amended Plat of South 13 Subdivision Lots 3, 4, and 5; Fort Collins, CO
• I. GENERAL LOCATION AND DESCRIPTION:
A. LOCATION
1. South 13 Subdivision is located in the Northwest One -Quarter of Section
12, T6N, R69W of the 6th P.M., Larimer County (Fort Collins),
Colorado.
2. More specifically, the construction site is located on the north side of
Bueno Drive in the Southeast part of Fort Collins, Colorado (See
Vicinity Map).
3. Bueno Drive is a fully developed street. These improvements were
installed with the final utility plans for South 13 Subdivision.
4. This project will consist of three (3) lots, the Amended Plat of Lots 3, 4,
and 5, in South 13 Subdivision, which are located along the northern
border of South 13 Subdivision.
II. DRAINAGE BASINS AND SUB -BASINS:
0 A. MAJOR BASIN DESCRIPTION
1. The site is situated within the Fossil Creek Basin as designated on the
City of Fort Collins Stormwater Basin Map.
B. SUB -BASIN DESCRIPTION
1. The site slopes from south to north.
2. Historically, runoff from South 13 Subdivision is conveyed towards and
through the Amended Plat of Lots 3, 4, and 5, via sheet flow or the
partially completed Storm Sewer Outfall for South 13 Subdivision. Most
of the runoff from the Amended Plat of Lots 3, 4, and 5, sheet flows into
Fossil Court West.
3. In the developed conditions, the Amended Plat of Lots 3, 4, and 5 will
convey runoff into the Storm Sewer Outfall for South 13 Subdivision.
4. The Storm Sewer Outfall for South 13 Subdivision is partially located
within the Amended Plat of Lots 3, 4, and 5.
Page 1
Project No. 1738-02-00
Final Drainage and Erosion Control Report
Amended Plat of South 13 Subdivision Lots 3, 4, and 5; Fort Collins, CO
• III. DRAINAGE AND EROSION CONTROL DESIGN CRITERIA:
A. REGULATIONS
All stone drainage design criteria from the Larimer County Stormwater
Management Manual were adhered to.
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
All runoff from South 13 Subdivision Amended Plat of Lots 3, 4, and 5
has been incorporated into the storm sewer outfall for South 13
Subdivision located at the low point in this subdivision.
C. HYDROLOGICAL CRITERIA
The Rational method (Q = CIA) was used to determine the peak flows
for the 10 and 100-year storm events (commercial requirements).
2. Rainfall intensities were taken from figure 3.1 in the City of Fort Collins
Stormwater Criteria Manual. The revised figure 3.1 that was recently
adopted by the City with Ordinance No. 42 was utilized. The look up
• tables with values taken from figures 3-la and b were used in the runoff
calculations. A copy of these tables are included in Appendix II.
D. HYDRAULIC CRITERIA
1. Stone sewer and swale capacities are based Manning's n values as
recommended by the Larimer County Stormwater Management manual.
IV. DRAINAGE FACILITY DESIGN:
A. GENERAL CONCEPT
1. The drainage for the Amended Plat of Lots 3, 4, and 5 has been
incorporated into the storm sewer outfall for South 13 subdivision, and
these lots will not alter the drainage patterns affecting this design.
a. Larimer County required that the offsite stonnwater be diverted
around the west side of Fossil Creek Meadows First Filing in order
to reduce the drainage problems that exist in Fossil Creek
Meadows First Filing.
2. Runoff from the Amended Plat of Lots 3, 4, and 5 will be intercepted by
inlets, and conveyed into the Storm Sewer Outfall for South 13
• Subdivision.
Page 2
Project No. 1738-02-00
Final Drainage and Erosion Control Report
Amended Plat of South 13 Subdivision Lots 3, 4, and 5; Fort Collins, CO
• 3. The storm sewer is designed to pass on and offsite stormwater through the
site and into an existing storm sewer north of the site along the east side of
State Highway 287. This storm sewer conveys stormwater east underneath
State Highway 287.
B. SPECIFIC DETAILS — AREA INLET A-1
1. The existing condition of this inlet is a manhole. This manhole will be
modified to fit an inlet as shown in Appendix II (See Inlet A-1 Detail).
2. The 100-yr design flow to this inlet is 60.67 cfs. This will be
accomplished with a ponding depth of 0.79 ft.
3. The 2-yr design flow to this inlet is 14.05 cfs. This will be accomplished
with a ponding depth of 0.04 ft.
4. This inlet will consist of the following:
a. The inside diameter of the inlet will be 5 ft.
b. #8 rebar will be placed with 6" spacing over the opening.
. i. This rebar must meet specifications under ASTM A706,
because this rebar must be welded together at every joint.
C. There will be a '/4" thick, 3" wide steel plate placed along the
circumference of the inlet. This will provide a base for the rebar to
be attached to the concrete.
d. There will be eight (8) anchor bolts evenly distributed around the
steel plate. These anchor bolts will be V in size.
5. For additional calculations, see Area Inlet A-1 in Appendix I.
6. For detail of this specifically designed inlet, please see Area Inlet A-1 in
Appendix II.
C. SPECIFIC DETAILS— AREA INLET C-1
In addition to the inlets already designed in the South 13 Storm Sewer
Outfall, there will be an additional inlet to the site in the northwest
corner of Lot 3.
2. This inlet has been designed to intercept flows from west of lot 3, and
convey stormwater from the roof of the proposed building in lot 3 into
• the Storm Outfall system.
Page 3
11
•
•
Project No. 1738-02-00
Final Drainage and Erosion Control Report
Amended Plat of South 13 Subdivision Lots 3, 4, and 5; Fort Collins, CO
3. This additional inlet is Inlet C-1. This inlet will be a Neenah R-3238
area inlet.
4. Inlet C-1 will convey stormwater to Station Manhole A-3, via 15" storm
sewer which will be bored into the MH A-3. Please note that the bore
invert elevation is at 4978.00 ft, which is above the hydraulic grade line
elevation of 4976.71 ft. Thus allowing the stormwater from Inlet C-1, to
drop into the South 13 Storm Sewer Outfall system.
5. For additional information about inlet C-1, see Area Inlet C-1 in
Appendix I.
V. EROSION CONTROL:
A. GENERAL CONCEPT
1. Erosion control measures are specified on the Erosion Control Plan
(Appendix III).
B. SPECIFIC DETAILS
1. The following temporary erosion control measures are specified;
a. Wattles in the swales on the site and in the offsite swale.
b. Wattles will be placed around the proposed area inlets.
C. Silt fence along the downstream property line.
VI. CONCLUSIONS:
A. COMPLIANCE WITH STANDARDS
All drainage analysis has been performed according to the requirements
of the Larimer County Stormwater Management manual.
2. All Erosion Control design complies with the Larimer County
Stormwater Management manual and generally accepted practices.
B. DRAINAGE CONCEPT
1. The drainage design for the Amended Plat of Lots 3, 4, and 5 South 13
Subdivision is in accordance with Larimer County requirements.
Page 4
Project No. 1738-02-00
Final Drainage and Erosion Control Report
Amended Plat of South 13 Subdivision Lots 3, 4, and 5; Fort Collins, CO
is 2. There will be no adverse downstream effects due to the development of
the site.
•
•
3. The drainage design for the Amended Plat of Lots 3, 4, and 5 South 13
Subdivision has been accounted for and will be conveyed into the South
13 Storm Sewer Outfall.
VII. REFERENCES:
Larimer County Stormwater Management Manual
Urban Drainage and Flood Control District Drainage Criteria Manual
Page 5
Appendix I
Drainage Calculations
Area Inlet A-1
Area Inlet C-1
1J
Drainage Calculations for South 13 Storm Sewer
11
Area Inlet A-1
1]
Project No.: 1738-02-00 Shear Engineering Corporation
Designer: SWT South 13 Subdivision Lots 3-5
5/16/2003
11:39 AM
•
•
Q = C*A*(2*g*H)^(1/2)
A = 13.07 ft"2
g = 32.20 ft/s"2
C = 0.65
inlet invert = 4977.61 ft
Top of Berm = 4980.10 ft
Elevation (ft)
Depth (H) (ft)
Discharge (Q) (cfs)
4977.65
0.04
14.05
4977.66
0.05
15.25
4977.71
0.10
21.56
4977.76
0.15
26.41
4977.81
0.20
30.49
4977.86
0.25
34.09
4977.91
0.30
37.34
4977.96
0.35
40.34
4978.01
0.40
43.12
4978.06
0.45
45.74
4978.11
0.50
48.21
4978.16
0.55
50.56
4978.21
0.60
52.81
4978.26
0.65
54.97
4978.31
0.70
57.04
4978.36
0.75
59.05
4978.40
0.79
60.67
4978.41
0.80
60.98
4978.46
0.85
62.86
4978.51
0.90
64.68
4978.56
0.95
66.45
4978.61
1.00
68.18
4978.66
1.05
69.87
4978.71
1.10
71.51
4978.76
1.15
73.12
4978.81
1.20
74.69
4978.86
1.25
76.23
4978.91
1.30
77.74
4978.96
1.35
79.22
4979.01
1.40
80.67
4979.06
1.45
82.10
4979.11
1.50
83.50
4979.16
1.55
84.89
4979.21
1.60
86.24
4979.26
1.65
87.58
4979.31
1.70
88.90
4979.36
1.75
90.20
Note: 2-year peak flow
*Note: 100-year peak flow
South 13 Lot 3,4,5 additional calcs
Inlet A-1
Area Inlet C-1
Job No. 1738-02-00 Shear Engineering Corporation 04/22/05
Designer: BWS 01:52 PM
Amended Plats of 3, 4, and 5, South 13 Subdivision
• Developed Conditions
Design Pt:nlet C-1
Sub -basins Rational Method
All Rainfall Intensities taken from Larimer County Storm Water
Management Manual Fia. 3.3.1-1 Area I - Fort Collins
•
•
Runoff Coefficients
C
2-yr 0.61
100- r 0.61
Intensity -Duration -Frequency
Time of Concentration
Overland Travel Tim 1.87*(1.1-C)*LA(1/2)/SA(1/3)
Length = 42.25 ft
Slope = 0.40 %
2-yr 100-yr
C = 0.61 0.61
Ti (min) = 8.08 8.08
Travel Time (Tt)
Length (ft3lope (%)Flow Type Column
delocit)Tt(min)
98 2.00 Swale 6
1.86
0.88
8
0.00
0.00
I
8
0.00
0.00
8
0.00
0.00
Total Travel
Time =
0.88
Time of Concentration (Tc)
2-yr
100-yr
Total Length = 140 Tc = Ti +
8.96
8.96
verses
Tc = 180/L + 10
10.78
10.78
2-yr 100-yr
Tc (min) = 8.96 8.96
Use Tc = 8.00 8.00
Intensit
2-yr 100-yr
I (i h) 2.81 7.81
Area
-------_-------___-_-----
A
Area = 9299.92 ft2
Area = 0.21 acres
Discharge (Q = C I A)
4
Event C I (iph) 4 (acres) Q (cfs)
-------------- ------------------------ --
2-yr 0.61 2.81 0.21 0.37
100-yr 0.61 7.81 0.21 1.02
L,oncwsion:
Time of concentrations were rounded down to the nearest whole minutes.
This is considered Urban with approximately 4-6 units/acre.
Tc = 180/L+10 is from Urban Drainage & Flood Control District 3.4.2.
Amended Plat of South 13 Lot 3,4,5 additional talcs
DQ Page 1
Project: 1738-02-00 Shear Engineering Corporation 04/25/05
Designer: BW S 09:33 AM
Amended Plat of Lots 3, 4, and 5, South 13 Subdivision
INLET CAPACITY CALCULATIONS
INLET = INLET C-1
• EQUATION: Q=K'DA(5/3)
•
K 33.00
D 0.50 ft
Q 10.39 cfs
"Note: This is acceptable to carry the runoff flow of 1.02 cfs.
Amended Plat of South 13 Lot 3,4,5 additional calcs
S
0
Drainage Calculations for
South 13 Storm Sewer
r�
u
•
1. RUNOFF
Page 1 of 7
r+ o
C O
0
w
\
U
a m
_
N
3 �
O
N
'
u
N >.
❑
o
.N
0
H
.0
a
O
1
i C
N
s4
a
ro
H N
tia
O m
U
F'
UaAi
E
C
O
i
O
N 1 I
U rl
C
m
F
C
N
E
1 H m
' 0
I w a
u y4
>.
'
ro
p
I OC
C O
VI
N r 1
i
�
� N
i
w �
W i
N p
a
u°
i
o
i
w
w
w
a
C >,
�
a N
3
N 2
u
.7
O
w
'
v
O
m
N
L
C
.N
ro
A N
C
o
o
cn w
u
z
ro
u
❑
N £
.01 C
O
O
o
a ai
m
0
I
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO Lots 3-5 South 13
Sub-basin1
Sub -basin includes most of South 13 subdivision - south to
Street and West to Frontage Road
Area 500 x 850 ft =
Area will be developed as light industrial
Input Area = 9.76 acres
Surface Characteristics Area C*A
acres 2-yr 10-yr 100-yr
Asphalt 1.95 1.85 1.85 2.32
Concrete 0.98 0.93 0.93 1.16
Gravel 1.46 0.73 0.73 0.91
Flat lawn Sandy Soil 1.46 0.15 0.15 0.18
Roofs 3.90 3.71 3.71 4.63
Total Area 9.76 7.37 7.37 9.21
Composite C 0.755 0.755 0.944
Rounded C1 0.7601 0.7601 0.940
Note: all C values rounded to the nearest hundredth
Sub -basin 2
Sub -basin includes Lots 3-5 and 50t of 1 & 2 South 57793
Area will be developed as light industrial
Input Area = 1.33 acres
• Surface Characteristics Area C*A
acres 2-yr 10-yr 100-yr
Asphalt 0.27 0.25 0.25 0.32
Concrete 0.13 0.13 0.13 0.16
Gravel 0.20 0.10 0.10 0.12
Flat lawn Sandy Soil 0.20 0.02 0.02 0.02
Roofs 0.53 0.50 0.50 0.63
Total Area 1.33 1.00 1.00 1.25
Composite C 0.755 0.755 0.944
Rounded C 1 0.7601 0.7601 0.940
Note: ail C values rounded to the nearest hundredth
425000
Percent
20t
1Ot
15t
15%
40t
100t
Percent
20%;
10°s
15%
151
40t
100t
Rational
9/6/2000
Page 3 of 7
•
•
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO Lots 3-5 South 13
Developed Sub -basin summary
Sub- Area Runoff Coefficient
basin 2-yr 5-yr 100-yr
1
9.76
0.76
0.76
0.94
2
1.33
0.76
0.76
0.94
Desian Point summary
DP Sub- Area
Basins acres
Runoff Coefficient
2-yr 10-yr 100-yr
1
1
9.76
0.76
0.76
0.94
2
2
1.33
0.76
0.76
0.94
Rational
9/6/2000
Page 4 of 7
•
•
•
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO . Lots 3-5 South 13
Developed Conditions
Flow to Design Point
1
From Sub-basin(s)
1
Notes:
Peak flows to inlet
located a
the intersection of
Bueno & Caji
Area (A)= 9.76
acres
Runoff Coef. (C)
2-yr
10-yr
100-yr
C = 0.76
0.76
0.94
Time of Concentration ( C)
OVERLAND TRAVEL TIME (Ti)
(1.87*(1.1-C*Cf)*LA0.5)/S"0.33
LENGTH = 20.0
ft
SLOPE = 2.00
!k
2-yr
10-yr
100-yr
C = 0.20
0.20
0.25
Ti (min)= 5.99
5.99
5.66
Travel Time (TO
=L/(60*V)
All Velocities
taken
from figure 3-2
Length Slope
Flow Type
Column
Velocity
Tt (min)
250.00 3.00
Gutter
7
3.40
1.23
200.00 1.00
Gutter
7
2.00
1.67
820.00 1.50
Gutter
7
2.36
5.79
? 1.00
Swale
6
1.58
0.00
Total Travel
Time
8.68
Length = 1290.00
L/180+10=
17.17
versus
14.67
Tc =Ti+TOTAL TRAVEL
TIME
2-yr
.10-yr
'100-yr
Tc (min)= 14.67
14.67
14.34
Use Tc = 14.5
14.5
14.50
INTENSITY (I) (iph)
Intensities taken
from fig.
3-1
2-yr
10-yr
100-yr
I = 1.90
3.24
6.62
RUNOFF (Q= CIA) (cfs)
2-yr
10-yr
100-yr
Q = 14.05
24.02
60.67
Conclude:
Existing inlet 5.00 ft type R in sump condition
Reduction Factor for inlet = '80%s
Obtain Capacity from figure 5-2 h = 0.50 ft
Depth yo/h Capacity Capacity ,
ft cfs/lf cfs
0.50 1.00 1.10 4.40
1.00 2.00 2.45 9.80
1.50 3.00 3.00 12.00
2.00 4.00 3.60 14.40
Ponding will be rather deep in the street
Install an area inlet behind the curb to reduce ponding to
1.50 ft in street
See inlet and storm sewer sizing on page 3
Rational
9/6/2000
Page 5 of 7
•
•
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO Lots 3-5 South 13
Developed Conditions
Flow to Design Point
2
From Sub-basin(s)
2
.
Notes:
Peak flows to storm
sewer on
site
Area (A)= 1.33
acres
Runoff Coef. (C)
2-yr
10-yr
100-yr
C = 0.76
0.76
6.94
Time of Concentration ( C)
OVERLAND TRAVEL TIME (Ti)
(1.87*(1.1-C*Cf)*L"0.5)/S".0.33
LENGTH = 60.0
ft
SLOPE = 1.00
%
2-yr
10-yr
100-yr
C = 0.50
0.50
0.63
Ti (min)= 8.69
8.69
6.88
Travel Time (TO
=L/(60*V)
All Velocities
taken
from.figure 3-2
Length Slope
Flow Type
Column
Velocity
Tt (min)
20.00 10.00
lawn
4
2.23
0.15
185.00 1.00
Gutter
7
2.00
1.54
? 1.50
Gutter
7
2.36
0.00
? 1.00
Swale
6
1.58
0.00
Total Travel
Time
1.69
Length = 265.00
L/180+10=
11.47
versus -
10.38
Tc =Ti+TOTAL TRAVEL
TIME
2-yr
10-yr
100-yr
Tc (min)= 10.38
10.38
8.57
_
Use Tc = 10.5
10.5
8.50
INTENSITY (I) (iph)
Intensities taken
from fig.
3-1
2-yr
10-yr
100-yr
I = 2.17
3.71
8.21
RUNOFF (Q= CIA) (cfs)
2-yr
10-yr
100-yr
Q = 2.19
3.74
10.23
Conclude:
Install 2 area inlets to intercept the flow
Q per inlet = 5.12 cfs
Allowable depth = 1.00 ft of depth
Q/sf = 4.00 cfs/sf
Reduction 80%
Req'd open area = 1.60 sf
Install Neenah Grate R-3401
open Area 1.90 sf - oversize slightly
Estimated Depth = 0.84 ft
See storm sewer sizing on page 3
Rational
9/6/2000
Page 6 of 7
r-I
L
Project No: 1738-02-00 Shear Engineering Corporation
By: MEO Lots 3-5 South 13
Storm Sewer Design -
Qinlet = 50.87 cfs
Qpipe = 60.67 cfs
Install Area inlet with # 8 rebar as grate
Maximum Depth = 1.00 ft
Capacity /sf open = 4.00 cfs/sf
Required Opening = 12.72 sf- Q/(Cap/sf)
Reduction Factor = 80%
Required Opening = 15.90 sf
Box Dimensions
Inside 5.00
x
5.00
equals
.25.00
sf
Add # 8 rebar @
0.50
ft O.C.=
0.25
sf - C/L
- C/L
Bar diameter
0.08
ft
Subtract out 1/2 bar
thickness
0.42
ft edge
to edge
0.176
sf
Number of squares
in grid =
100.00
Total open area =
17.64
sf
Actual capacity =
56.45
cfs
Actual depth of flow
=
'0.90
ft
Pipe Required
Manning's n =
0.012
ADS N-12
pipe
Pipe C
Req'd
•
Diam
Slope
ft
ft/ft
2.00 245.08
0.0613
2.50 444.35
0.0186
3.00 722.57
0.0070
3.50 1089.90
0.0031
4.00 1556.10
0.0015
Due to site topography - install
3.00 ft diameter pipe @ 0.005 ft/ft
Pipe will require pressure sealed
Rational
9/6/2000
Page 7 of 7
Ea
C
3
0
u
U
U
y
E
0
U)
3
Sa
41
ji
ji
0
41
C
O
ro
.14
d)
N 04
O 04
o u
E
0
C 04
H
04
C
v
3
41 1
w w
0 0
a O N
x o 0
00
b Ol
rt
d)
H
-r{
44 H 04
W `U
a �
41 Cl)
m 3 1--4
r
r
r
co
O
O
O
O
lD
r
rn
0
a'
o
0
0
Ln
.
0
.
0
0
.
0
a, m�
io
w
w
r
r
r
r
W
01 U
0
o
w
'IV
r
•
�.
t.
41
0
.
C
co
r-
r-
r
rD
o
O
m
r
r
r
r
r
w
dI
m
m
m
rn
rnm
x
o
lD
r
H
In
r
w
>.
OD
0
W
W
\O
0
0
H
O
M
r
O
M
o
4-1
w
w
r
0)
m
N
co
w
r•1
Ln
�o
r{
m
col
U
O
O
rfl
O'
0
0
0
+
r
r
r
r
r
w
w
rd
�o
w
w
r
r
r
r
rd
a
c��
w
w��
m
�T 41
U 44
W
Pr U
W
00
In
W
M
OD
O
M
w
O1
In
In
w
w
d)
01
r
N
co
M
d'
r
0
lD
H
N
N
N
o
C.
Si
O
Ol
m
OD
r
lD
In
H
O
o
0
0
0
0
0
r
w
w
w
w
w
w
cn 1.1
m
m
Ol
m
m
Ol
m
W
0
0
0
0
O
o
0
0 jl
d
d
<r
w
w
u
H W
x 44
r
m
to
Ol
W
OJ
N
N
N
N
ri
�
w
miD
0
o
N
+1
r
<r
-W
-W
-W0
0 0
41
::1
0
N
r
O
r
O*
l0
Ol
l0
[D
w
r
w
to
w
rl
U
m4
M
M
ri
M
ri
M
r-I
M
ri
M
ri
l.n
r-I
lfl
0 J
H 44
W
<M
d
d
d
cN
d
U
Q
0
Q
O
O
N
O
O
N
O
In
N
O
m
N
O
In
N
O
to
N
O
�O
M
O
0
M
jn
C
b
O
0
0
[N
00
�o
d'
l0
r
(v
�j
Qw
°m
a44
z
0)
m
zzz
M ul
a)
04
H
w
lw
w
r
H
r
0
00
0
0
0
CD
N
w
M
H
o
w
m
r-i
d'
O
W
to
O
M
S-I
N
O
' H
H
rd 41
w 44
H
CD
0
0
H
0
O
yj
ro
>4 .1.1
C7 44
m
r
M
d
m
r
M
d
w
r
M
w
lfl
r
M
a
w
r
M
w
d'
r
M
d
M
r
M
<r
44
�4
v
En
\
m
m
m
Ul
1n
m
to
to
l4 >,
44
Si
S4
S4
F4
Y4
S4
0
H
0
0
0
0
0
0
;1 11
�j
a
�ml
;j
;:s
�J
�j
§ a
0 1]
0
0
0
0
O
0
o
m -ri
m
m
Ul
m
m
to
m
O 0
R+ W
-
-
-
m>
m
m
m
m
m
m
m
ri () H
0 --
0
0
0
0
0
0
0
d) m
d)
(1)
d)
d)
d)
d)
d)
Cu 04 Cl)
ri 4J
S4 N
Si
S4
S4
k
i-i
S4
S4
0
Ul W
w C7
P4
JP4
104
IP4104104
W
1 b H
rt M 4J
M
to
O
O
w
O
1-1
r
O
lf1
r
N
N
Ol
r
H
w
10
00
O
In
m
w
H
m
In
co
N
O
r
->
m a
m
.
11
m
-H -U
q 44
r i
lD
�o
M
H
t`
w
M
cM
H
N
ni
N
ri
lw
H
H
04
O
• ij
H 44
W
r
m
d,
N
r
m
N
r
m
H
r
m
H
r
m
M
w
m
M
to
m
W
w
m
`�'r• N
r-0 r,
O
b
44 d) rO
m
2i (d m
d) A rd
O
H
H
FC
N
FC
ri
m
N
w
M
[M
FC
mW
w
O
F
ri
FC
Cl
FC
r-I
w
N
m
M
d'
LnW
FC
w„
A
y� >1
-ri _o
A U u
O rt U
�4
H
N
ri
N
M
dW
in
id
ri
N
H
N
M
d'
Ln
04
0 U rd
w
FC
Fg
fn
I al
_!5j
4
FG
rs,
FC
FC
W
M
g
FC
<
x a, U
.a
0
O
N
b1
t0
a
ro
0
0
u a
a x
Inlet A-1 to Manhole A-2
Worksheet for Pressure Pipe
•
•
•
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
24" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
psi
Elevation at1
80.00
ft
Length
63.63
ft
Mannings Coefficient
0.012
Diameter
2.000
ft
Discharge
60.6700 cfs
Results
Elevation at 2
76.10
ft
Headloss
3.90
it
Energy Grade at 1
85.80
ft
Energy Grade at 2
81.90
ft
Hydraulic Grade at 1
80.00
ft
Hydraulic Grade at 2
76.10
ft
Flow Area
3.14
W
Wetted Perimeter
6.28
ft
Velocity
19.31
ft/s
Velocity Head
5.80
it .
Friction Slope
0.061291 ft/ft
09/06/00 FlowMaster v5.13
12:20:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
•
MH A-2 to Inlet B-1
Worksheet for Pressure Pipe
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Data
Pressure at 1
0.00
feet H2O
Pressure at 2
0.00
feet H2O
Elevation at 1
75.60
ft
Length
136.00
ft
Mannings Coefficient
0.012
Diameter
30.00
in
Discharge
60.6700 cfs
Results
Elevation at 2
73.06
ft
Headloss
2.54
It
Energy Grade at 1
77.97
ft
• Energy Grade at 2
75.44
R
Hydraulic Grade at 1
75.60
ft
Hydraulic Grade at 2
73.06
It
Flow Area
4.91
ft'
Wetted Perimeter
7.85
ft
Velocity
12.36
ftls
Velocity Head
2.37
ft
Friction Slope
0.018644 ft/ft
•
09/07/00 FlowMasler. v5.13
07:18:39 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
L�
Inlet B-1 -Inlet B-2
Worksheet for Pressure Pipe
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
psi
Elevation at 1
4,976.84
ft
Length
67.06
ft
Mannings Coefficient
0.012
Diameter
30.00
in
Discharge
65.7800 cfs
Results
Elevation at 2
4,975.37
ft
Headloss
1.47
ft
Energy Grade at 1
4,979.63
ft
Energy Grade at 2
4,978.16
ft
Hydraulic Grade at 1
4,976.84
ft
Hydraulic Grade at 2
4,975.37
ft
Flow Area
4.91
ft'
Wetted Perimeter
7.85
ft
Velocity
13.40
ft/s
Velocity Head
2.79
ft
Friction Slope
0.021917 ft/ft
•
09/07/00 FlowMaster v5.13
08:08:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
•
Inlet B-2 - MH A-3
Worksheet for Pressure Pipe
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
psi
Elevation at 1
4,977.64
ft <— P d N1011v 6 P 6ti� i )A
Length
36.71
ft
Mannings Coefficient
0.012
Diameter
30.00
in
Discharge
70.9000 cfs
Results
Elevation at
4,976.71
ft
Headloss
0.93
ft
Energy Grade at 1
4,980.88.
ft
Energy Grade at 2
4,979.95
ft
Hydraulic Grade at 1
4,977.64
ft
Hydraulic Grade at 2
4,976.71
ft
Flow Area
4.91
ft'
Wetted Perimeter
7.85
ft
Velocity
14.44
fus
Velocity Head
3.24
ft
Friction Slope
0.025462 fUft
•
09/07/00 FlowMaster v5.13
08:34:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
MHA-3-MHA-4
Worksheet for Pressure Pipe
n
LJ
Project Description
Project File
d:lhaestadlfmvAsouthl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
psi
Elevation at
4,976.51
ft
Length
214.50
ft
Mannings Coefficient
0.012
Diameter
30.00
in
Discharge
70.9000 cfs
Results
Elevation at 2
4,971.05
It
Headloss
5.46
ft
Energy Grade at 1
Energy Grade at 2
4,979.75
4,974.29
ft
It
Hydraulic Grade at 1
4,976.51
It
Hydraulic Grade at 2
4,971.05
It
Flow Area
4.91
ft'
Wetted Perimeter
7.85
ft
Velocity
14.44
ft/s
Velocity Head
3.24
ft
Friction Slope
0.025462 ft/ft
•
09/07/00 FlowMaster v5.13
08.35:59 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
r1L
AA a-S
MH- MH 4.4
Worksheet for Pressure Pipe
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Input Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
psi
Elevation at 1
4,970.55
ft
Length
122.27
ft
Mannings Coefficient
0.012
Diameter
36.00
in
Discharge
70.9000 cfs
Results
Elevation at 2
4,969.37
ft
Headloss
1.18
ft
Energy Grade at 1
4,972.11
ft
Energy Grade at 2
4,970.94
ft
Hydraulic Grade at 1
4,970.55
ft
Hydraulic Grade at 2
4,969.37
ft
Flow Area
7.07
ft'
Wetted Perimeter
9.42
ft
Velocity
10.03
ft/s
Velocity Head
1.56
ft
Friction Slope
0.009629 ft/ft
is
09/07/00 FlowMaster v5.13
08.36:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of-1
•
MH A-5 - FES
Worksheet for Pressure Pipe
Project Description
Project File
d:\haestad\fmw\southl3.fm2
Worksheet
36" pressure pipe
Flow Element
Pressure Pipe
Method
Manning's Formula
Solve For
Elevation at 2
Data
Pressure at 1
0.00
psi
Pressure at 2
0.00
psi
Elevation at 1
4,969.17
ft
Length
114.92
ft
Mannings Coefficient
0.012
Diameter
36.00
in
Discharge
70.9000 cfs
Results
Elevation at 2
4,968.06
ft
Headloss
1.11
ft
Energy Grade at 1
4,970.73
ft
Energy Grade at 2
4,969.63
ft
Hydraulic Grade at 1
4,969.17
ft
Hydraulic Grade at 2
4,968.06
ft
Flow Area
7.07
ft'
Wetted Perimeter
9.42
ft
Velocity
10.03
fus
Velocity Head
1.56
ft
Friction Slope
0.009629 ftlft
•
09/07/00 FlowMasler v5.13
08:41:49 AM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Appendix II
Supporting exhibits, figures, tables, etc.
Figure 3-1 a & b: City of Ft. Collins Rainfall Intensity Duration Curve
Figure 3-2: Estimate of Average Flow Velocity for Use with the Rational Formula
Table 3-3: Rational Method Runoff Coefficients for Composite Analysis
Table 3-4: Rational Method Frequency Adjustment Factors
Fig 5-3: Capacity of Grated Inlet in Sump
Table 4: Circular Pipe Flow Capacity for Mannings `n' = 0.012
. Table 8.3.1-1: Manning's Roughness Coefficients, n
R-3238 Concave Inlet Frame and Grate, Neenah Foundry Company
Grate Inlet Coefficient vs. Slope Table, Neenah Foundry Company
Area Inlet A-1 Detail
E
r'I
u
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a
Duration
(minutes)
2=year
Intensity
in/hr
10-year 100-year
Intensity Intensity
in/hr in/hr
5.00
2.85
4.87 9.95
6.00
2.67
4.56 9.31
7.00
2.52
4.31 8.80
8.00
2.40
4.10 8.38
9.00
2.30
3.93 8.03
10.00
2.21
3.78 7.72
11.00
2.13
3.63 7.42
12.00
2.05
3.50 7.16
13.00
1.98
3.39 6.92
14.00
1.92
3.29 6.71
15.00
1.87
3.19 6.52
16.00
1.81
3.08 6.30
17.00
1.75
2.99 6.10
18.00
1.70
2.90 5.92
19.,00
1.65
2.82 5.75
20.00
1.61
2.74 5.60
21.00
1.56
2.67 5.46
22.00
1.53
2.61 5.32
23.00
1.49
2.55 5.20
24.00
1.46
2.49 5.09
25.00
1.43
2.44 4.98
26.00
1.40
2.39 4.87
27.00
1.37
2.34 4.78
28.00
1.34
2.29 4.69
29.00
1.32
2.25 4.60
30.00
1.30
2.21 4.52
is
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(31 minutes -60minutes)
Figure 3-1 b
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/h�
31.00
1.27
2.16
4.42
32.00
1.24
2.12
4.33
33.00
1.22
2.08
4.24
34.00
1.19
2.04
4.16
35.00
1.17
2.00
4.08
36.00
1.15
1.96
4.01
37.00
1.13
1.93
3.93
38.00
1.11
1.89
3.87
39.00
1.09
1.86
3.80
40.00
1.07
1.83
3.74
41.00
1.05
1.80
3.68
42.00
1.04
1.77
3.62
43.00
1.02
1.74
3.56
44.00
1.01
1.72
3.51
45.00
0.99
1.69
3.46
46.00
0.98
1.67
3.41
47.00
0.96
1.64
3.36
48.00
0.95
1.62
3.31
49.00
0.94
1.60
3.27
50.00
0.92
1.58
3.23
51.00
0.91
1.56
3.18
52.00
0.90
1.54
3.14
53.00
0.89
1.52
3.10
54.00
0.88
1.50
3.07
55.00
0.87
1.48
3.03
56.00
0.86
1.47
2.99
57.00
0.85
1.45
2.96
58.00
0.84
1.43
2.92
59.00
0.83
1.42
2.89
60.00
0.82
1.40
2.86
n
U
•
•
0
AVERAGE FLOW VELOCITY FOR USE WITH RATIONAL METHOD
FROM FIGURE 3-2
SLOPE
VELOCITY
(fps)
%
Forest
Fallow
Lawn
Bare
Swale
Gutter
none
0.5
0.18
0.33
0.50
0.70
1.11
1.50
0.00
0.6
0.19
0.36
0.54
0.75
1.22
1.61-
0.00
0.7
0.20
0.38
0.58
0.82
1.33
1.72
0.00
0.8
0.22
0.41
0.62
0.85
.1.41
1.80
0.00
0.9
0.23
0.44
0.66
0.92
1.51
1.88
0.00
1.0
0.24
0.46
0.70
0.98
1.58
2.60
0.00
1.5
0.28
0.54
0.82
1.21
1.83
2.36
.0.00
2.0
0.35
0.65
1.00
1.47
2.16
2.83
0.00
2.5
0.38
0.73
1.12
1.58
2.39
3.10
0.00
3.0
0.43
0.60
1.26
1.72
2.61
3.40
0.00
3.5
0.46
0.85
1.37
1.85
2.80
3.67
0.00
4.0
0.50
0.93
1.47
1.94
3.00
4.00
0.00
4.5
0.52
0.97
1.54
2.04
3.17
4.18
0.00
5.0
0-54
1.05
1.64
2.19
3.37
4.45
0.00
5.5
0.58
1.14
1.71
2.30
3.50
4.72
0.00
6.0
0.61
1.17
1.77
2.40
3.66
4.91
0.00
6.5
0.64
1.19
1.81
2.50
3.81
5.11
0.00
7.0
0.67
1.28
1.89
2.61
4.00
.5.23_
0.00
7.5
0.69
1.32
1.92
2.73
4.13
5.34
0.00
8.0
0.71
1.36
1.97
2.78
4.39
5.67
0.00
8.5
0.73
1.41
2.01
2.84
4.42
5.77
0.00
9.0
0.75
1.47
2.07
2.93
4.56
6.00.
0.00
9.5
0.78
1.50
2.18
3.00
4.67
6.17
0.00
10.0
0.80
1.53
2.23
3.09
4.80
6.24
0.00
FROM CITY OF FORT COLLINS DRAINAGE CRITERIA MANUAL
. TABLE 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS
FOR COMPOSITE ANALYSIS
SURFACE C
ASPHALT
0.95
CONCRETE
0.95
GRAVEL
0.50
ROOFS
0.95
LAWNS, SANDY
SOIL:
FLAT < 2$
0.10
AVERAGE 2 TO
7%
0.15
STEEP > 7t
0.20
LAWNS, HEAVY
SOIL:
FLAT < 28
0.20
AVERAGE 2 TO
7t
0.25
STEEP > 7t
0.35
2-year 10-year 300-year
Cf 1.00 1.00 1.25
Note
C is never.greater than 1.00
Table 3-4
RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS
Storm Return Period Frequency Factor
years Cf
2-10
1.0
11-25
1.1
26-50
1.20
51-100
1.25
Note: The product of C times Cf shall not exceed 1.0
0
m
0.7
F
U-'0.6
w
z 0.5
w
> 0.4
0
a 0.3
w
0
.1 c�
z 0.2
. o
z
0
a 0.1
N
NO
EXAMPLE
0 1 2 3 4
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
e7
MAY 1984 5-11 DESIGN CRITERIA
Si
OO.+N 1n
O t�
-.ti
ptp
O W M
cn
t-tO
w cm
m
.•� M
L-
.n-r .
to
to
.+
O
O tO. CO N aT
tD .r O)
.+ .r M
cn N 0
.•1 tO LO
n ti
O•
-:
tO N .r
Ln
�-t
OOtiti w
t-NN
W <N
.•tN
Mtn t-
�tiN
m
O
.+tD of tDM
N C W M O)
.+M tO
LO W O
Ovw
NO
LL7
M CD tD
et M CO
..
O OO.-tN
M co tO
LO 00er
n W'•"
cnti
M 00
!' C•
.••�
N M O
N Cl)
47
46M
.-t Cl) W O) O
h
Q)e}Lc)
1O W tO
MO
N
.•+ O
cn .•t N
O N N
OppON
-M fD .-t
NSW.
MOa
t VW
N M
to
O
cf C) M to t0
.•+N LO 00
to t9) 0
0) 00W
LO y' C)..a
.•I
N
coON
M
t0
ct W"
0000.•.
M1O O)
CD et et
t- N N
1pO N
LnN
.-I NM
C't0O
..t
tO
t:
M t- 0) O Cl)
.r N C' W
C' .•t t0
IO .•1 N
W
NQ)
t�
.-�rIN
Oh et
Cl) t- LO
�'•�
O O O O .••I
Cl) LO W
Il] N NCZtO
Ln
< O
•ty
C0
^ N M
C' tfi Q1
N
y+
^O
�••t to
NIO tO C'O
.+ N v l� (D
.+M t-
et' NN
m
L7 c0
41
P.
01 O O
O lO
L)
U
W
N •"�
0 0 0 0 .+
N •ct' co
M .+ O
.•. et W
M O
M m
U
0m
.tiN
L- co
00 toNN
LO
to M00
tiQ
•-. CO 0)
0)O
J
ONet pet
[�
tl7 to t-
000 p.•+
N C't-
Q1N
W 0
^'
a) W
O
co
La
c00 vco,m00
p O t- O p
tl) tDO
O t
to Q t0
Oto
tY1 r+
U
_
O N M t0 M
Cl) co O
M .y 1O
m
tO eT N
E• C1.
3
U
v .y
V
O OOO.•.
N M N
.-� ref
M et N
a tO
OtO
tY
-.
.-� .•r N
M C
O U)
Cl) Q) of CD v.
W N N M
to C to
O M O
LO t- N
tD 0000
•p 00
O + M l ti
co t 17 N
O e t t O
Cl)p
0000.-,
NMfD
p.C-�N
N co CND
O.Mi
C4
co CD C OtD
CO et UD Cl)N
00m W
IO V'M
NN 0)LO
O N v. W
tO t-a)
0 •"1M
t-et 0
O
00000
Net
W.Ni�
CM *.*
NO
r
.•t
N C") m
LO
M
ti N
lD N N tD t-
000 cY
M CD O
m 0) Ul)
OO.-y
NM t
. .
. tO
. .
CON t-
0 0 0 0 0
'y N et
.
tD O et
0) tD N
<N
p D)
O
N
Cl) N t- N LO
< 1T to t- W
U D C M Cl)
0 t-
0 to M
Nto
. .
O W t")
tD
OOO..
0 0 0 0 0
•-� .r M
.
M t- 0
. . .
to 0) N
D] f7)
.y
tD
O
M toO .�-I
N
t- N N
O M
O O .-+ .� et
tD et n
to C) W
•a' N
C;O.tN
O C; O O p
Mtn t-
O er N
�O.
M et
N
to
O
•-+ CD e•' to M
N C 00 M tT
M CD to
-e et 00
CD
t- O
OOO •-� N
1D co Lc)
LO COct
t,.) co•"
p O p 0 0
O
Cl) M
II
•O
C)
C'0) Cl) toU)
co
LO 0)
M tO 0)
.-1 M t—
et co N
0000
tD ar -W
t- N N
<0
_
.m
0
O O O O O
000
NM
ct to
L7 N
_
.-i
.-, N
•'I
4t
O
t- CV CC) O .+
tf) to M t- Q)
eT 0 W
O L7 co
.-i to t-
C) .+
-
C+�
rnp t-po
t- to 0)
. . .
tb to 0
. .
lO M to
t�
Q
ONMtDM
Cl) co 0)
NM to
.
M . mto
ti t-C
. . .
et N
rnt0
00 LO
•
v Lt.
M
.-I
.r . N
Cl) eP N
Cl) ct t
0L^)
I .-i
t0 ^
M e Lr) to W
0 N tO
co . et
t- O to
N O
A ti
•'-� •"� •�
'.-� N Cl
N M M
< of
l
4. Use grass origins and strains known to be adaptable.
• 5. Plant at the best date for the particular grass.
6. Use planting equipment and methods that give uniform distri-
bution and proper placement of seed.
7. Fertilize according to the needs of the grass and the soil,
as shown by soil tests.
8. Overseed or repair bare spots with sod chunks or mulch as
necessary.
9. Avoid using the waterway as a road or damaging the sod with
tillage implements.
10. Mow when grass can make good regrowth and restore food reserves
in the roots.
11. Inspect frequently, especially after each heavy rain. Repair
damages at once.
12. Keep equipment out of the waterway when it is wet.
Manning's roughness coefficients, n, for various types of grass
are shown in Table 8.3.1-1.
• Table 8.3.1-1
0
Manning's Roughness Coefficients, n,
for Straight Channels without Shrubs or Trees
(From: Wright -McLaughlin Engineers, 1969)
Depth of flow of--
0.7-1.5 ft. 3.0-4.0 ft.
n values
Bermuda grass, Buffalo grass, Kentucky
bluegrass
Mowed to 2 inches 0.035 0.030
Length 4-6 inches 0.040 .0.030
Good stand, any grass
Length of 12 inches 0.070 0.035
Length of 24 inches 0.100 0.035
Fair stand, any grass
Length of 12 inches 0.060 0.035
Length of 24 inches 0.070 0.035
LCS-WM Manual 8.3 --- 3 April 1979
NOTE: When specifying or ordering grates -
Please refer to "CHOOSING THE PROPER INLET GRATE" on pages 108 and 109.
R-3237-A
Split Roll
Type
Inlet Frame,
Grate,
I ¢�
0
Heavy Duty
Same as R-3236-A except curb box is designed
for roll type curb.
e
R-3237-B
Split Roll Type Inlet Frame, Grate, Curb Box
Heavy Duty
Same as R-3237-A except with alternate type frame.
R-3238
Concave Inlet Frame and Grate
Heavy Duty
NEENAH 139
FOUNORY COMPANY
FREE OPEN AREAS OF NEENAH GRATES
CATALOG
NUMBER
GRATE
TYPE
SO.
FT.
OPEN
WEIR
PERIMETER
LINEAL
FEET
R-
K
0.8
6.2
R-
R-2552-8
K
K
0.8
0.8
6.2
6.2
R-2553
G
1.1
6.3
R-2554
G
1.1
6.3
R-2555
G
1.1
6.3
R-2556
G
1.5
6.7
R-2556-A
F
1.4
6.8
R-2557
G
2.0
8.4
R-2558
G
2.0
8.4
R-2559
F
1A
6.8
R-2560-A
Beehive
0.3
3.1
R-2560-B
Beehive
0.2
4.1
R-2560-10
Beehive
0.7
4.7
R-2560-C1
Beehive
0.7
5.8
R-2560-C2
Beehive
0.7
5.8
R-256G-D
Beehive
1.0
5.1
R-2560-D1
Beehive
1.2
5.8
R-2560-D2
Beehive
1.2
5.8
R-2560-D3
Beehive
1.2
5.8
R-2560-D5
Beehive
1.0
5.1
R-2560-D6
Beehive
1.0
5.1
R-2560-D7 Beehive 1.3 5.3
R-2560-DB Beehive 1.3 5.3
R-2560-E Beehive 1.2 6.0
R-2560-EA Beehive 1.2 0.7
R-2560-EB Beehive 1.8 6.7
R-2560-E1 Beehive 1.4 6.7
R-2560-E2 Beehive 2.0 6.7
R-256G-E5 Beehive 1.2 6.7
R-2 -Efi Beehive 1.8 6.7
q Beehive 1.2 6.7
R-2WFE8 Beehive 1.8 6.7
R-2560-E9 Beehive 12 6.7
R-2560-E70 Beehive 1.8 6.7
R-2560-13 Beehive 1.5 8.4
R-2561 Beehive 2.0 6.7
R-2561-A Beehive 1.2 6.7
R-250 Beehive 1.2 5.8
R-25M Beehive 1.0 5.8
R-2565-A G 0.9 5.5
R-2565-C G 1.2 6.0
R-2565-E G 1.8 7.1
R-2565-F G 1.8 7.1
R-2565-G G 1.7 7.1
R-2565-H G 1.2 7.6
R-2565-J G 1.8 8.5
R-2569 A 0.6 5.3
R-2570 G 0.8 5.4
R-2571-A F 0.9 5.8
R-2571-B
F
1.1
5.8
R-2671-C
F
0.9
5.8
R-2571-D
F
0.7
6.0
R-2571-Dt
F
1.2
6.7
R-2571-D2
F
1.2
6.7
R-2571-D3
F
1.2
6.7
R-2571-134
F
1.2
6.7
R-2571-E F 1.2 6.8
R-2572 F 1.3 6.7
R-2573 F 1.3 6.7
WEIR
SO. PERIMETER
CATALOG GRATE FT. LINEAL
NUMBER TYPE OPEN FEET
R-2574
B
0.9
6.2
R-2577
B
1.0
6.7
R-2578
C
1.0
6.0
R-2579
B
1.3
5.8
R-2580-A1
C
1.1
8.4
R-2580-A
G
1.9
8.4
R-2580-C
G
3.0
9.9
R-2586-A
E
0.4
3.8
R-2586-B
G
0.5
4.2
R-2S86-C
E
0.6
4.7
R-2586-D
G
0.8
5.2
R-2586-E
G
0.8
5.1
R-2586-F
G
0.8
5.4
R-2586-G
G
1.0
5.8
R-2586-H
E
1.3
6.0
R-2586-K
G
1.3
6.3
R-2586-M
G
1.8
7.0
R-2586-N
G
1.7
7.9
R-2586-0
G
1.9
8.4
R-2588-A
G
1.1
5.8
R-2588-8
G
1.0
6.5
R-2588-C
G
1.9
7.6
R-2595-A
D
1.2
6.0
R-2600
K
1.1
6.8
R-2650
G
1.1
6.7
R-2668
C
0.9
6.2
R-2680
G
1.1
6.2
R-2682
A
1.6
7.3
R-2750
D
1.8
8.3
R-3010
S
1.0
4.6
R-3010
A
1.0
4.6
R-3010
L
0.9
4.6
R-3010
Diagorral
1.1
4.6
R-3010
D
1.3
4.6
R-3015
L
0.9
4.6
RJ015
Diagonal
1.1
4.6
RJ030
A
1.0
4.6
R-3030
D
1.3
4.6
R-3030
Diagonal
1.1
4.6
R-3030
L
0.9
4.6
R-3031-B
S
0.8
4.8
R-3032-8
S .,.
0.8
4.8 -'
8-3033-B
S
0.8
4.8
11-3034-B
S
1.1
4.8
WEIR
SO.
PERIMETER
CATALOG
GRATE
FT.
LINEAL
NUMBER
TYPE
OPEN
FEET
R-3070
L
0.8
4.5
R-3070
Diagonal
0.9
4.5
R-3070
V
1.3
4.5
R-3075
Diagonal
0.9
4.5
R-3075-L
L
0.8
4.5
R-3075-V V 1.3 4.5
R-3076 V 1.5 5.4
R-3077 V 3.0 12.9
R-3077-L V 1.5 7.9
R-3077-R V 1.5 7.9
R-3078 V 1.5 2.5
R-3079 L 1.4 5.5
R-3157-1 A 1.1 5.2
R-3157-2 V 1.5 5.2
R-3157-A K 2.1 6.0
R-3159-A S 1.3 4.9
R-3161 S 1.3 4.7
R-3165 A 1.4 4.5
R-3169 B 0.7 3.6
R-3170 B 0.7 3.5
R-3203-A A or C 1.0 6.6
R-3203-B A or C 1.0 6.6
R-3203-C A or C 1.0 6.6
R-3205 K 0.9 6.5
R-3210-A C 1.5 8.0
R-3210-1 L 1.5 7.9
R-3210-0 D 0.8 8.0
R-3220 C L5 8.0
R-3220-L L 1.5 6.0
R-3222-C C 1.4 5.6
R-3222-1-A L 1.0 5.6
R-3222-1A L 1G 7.6
R-3227 D 2.3 8.5
R-3227-C C 1.9 8.5
R-3227-D Diagonal 2.3 8.5
R-3228-13D Diagonal 2.3 6.0
R-322&G D 2.2 6.0
R-3228-H C 1.9 6.0
R-3228-J D 2.2 6.0
R-3228-K C 1.9 6.0
R-3229-A C 1.5 8.0
R-3229-L L LS 6.0
R-32W A 2.8 6.4
R-3233-D A 2.8 6.4 (..
R-3234-BI C 1.3 5.3
R-3035-A
S
1.1
4.8
R-3235
C
0.7
4.4
R-3036-B
S
1.1
7.4
R-3236
C
1.2
5.0
R-3037-A
S
1.6
5.8
R-3236-1
C
1.2
5.0
R-3038-A
S
1.5
4.8
R-3236-A
C
1.2
4.9
R-3039-A
S
1.5
5.0
R-3236-B
C
1.2
4.9
R-3065
Diagonal
0.9
4.9
R-3237
C
1.3
4.9
R-3065-L
L
0.8
4.5
R-3237-1
C
1.3
4.9
R-3065-V
V
1.3
4.5
R-3237-A
C
1.3
4.9
R-3066
Diagonal
1.4
5.3
R-3237-B
C
1.3
4A
R-3067
Diagonal
1.9
5.9
R-3238
C
1.3
7.4
RJ067-C
C
2.1
5.8
�R�-3246
C
1.6
5.8
R-3067-L
L
2.1
5.9
R-3246-A
C
2.2
6.9
R-3067-V
V
2.4
5.9
R-3246-A
Diagonal
2.7
7.0
R-3070
A
0.9
4.5
R-3246-AL
L
3.1
TO
R-3070
D
1.0
4.5
R-3246-CC
C
1.8
5.9
E: On catalog #'s R-4990-AA thru R-4999-1-9, SQ.Ff. OPEN and WEIR PERIMETER are per lineal foot.
indicates "Special" grate style and is not among standard types illustrated.
Type M indicates roll -type or mountable curb.
WEIR
SO. PERIMETER
CATALOG GRATE FT, LINEAL
NUMBER TYPE OPEN FEET
R-3246-CL L 1.6 5.9
R-3246-E C 1.8 5.9
R-3246-F C 1.8 5.9
R-3247-2D Diagonal 3.8 12.3
R-3249-F S 1.1 4.7
R-3250-A K 1.5 6.7
R-3250.1 K 1.5 7.9
R-3250-8 K 1A 7.1
R-3250-C K 1.4 7.1
R-3250-BL L 1.0 7.1
R-3250-BSP V 1.3 7.1
R-3250-CL L 1.0 7.1
R-3250-BV V 1.3 7.1
R-3250-GV V 1.3 7.1
R-3250-DV V 1.3 7.1
R-3251 C 1.0 6.3
R-3252-A V 1.3 5.7
R-3260-A A 3.2 8.0
R-3261-A1 C 1.1 5.0
R-3266 V 0.6 7.3
R-3270 A 0.9 4.4
R-3273-A C 1.2 4.7
R-3274 C 1.2 4.9
R-3274-A C 1.4 4.9
R-3274-e C 1.4 4.9
R-3275 A 1.0 4.6
R-3278-A C 1.2 4.6
R-3278-AL L 0.7 4.6
R-3280-A C 1.8 5.5
R-3280-8 C 1.2 4.5
R-3281-A C 1.0 4.3
8-3281-AL L 0.5 4.3
R-32B6-8V V 0.7 4A
R.3287-5 V 3.6 10.6
R-3287-10V V 2.1 5.5
"287-15 V 3.6 6.9
R-3267-SB10 5 1.5 5.5
R-3288-E2 Diagonal 2.6 7.6
R-3288.HV2 V 2.8 T6
R-3289-W V 1.4 5.2
W3289-C Diagonal 1.3 5.2
R-3290 C 1.6 5.8
R-3290-A C 2.6 9.9
R-3290-B D 3.5 9.9
R-3290-C D 3.7 11.0
R-3291 C 1.7 9.0
R-3292 C 1.6 5.8
R-3295 L 2.1 5.9
R-3295-2 L 4.2 8.8
R-3295-3 L 6.3 11.8
R-3297-1 C 2.3 7.5
R-3337-A C 1.1 6.0
R-3338-F
A
1.4
6.5
R-3338-G
A
2.8
9.5
R-3339
C
1.6
7.8
R-3339-A
A or C
1.8
8.5
R-3340-8
C
1.3
6.8
R-3340-0
C
1.2
7.5
R-3341
K
0.3
3.2
R-3342
K
0.5
4.4
NEENAH 327
No Text
LD
z
U
Q
W
N
io
@J
L
d
s
W
Q
•
H
W Q
W W
F q
F-- z
D
V)
�z
W O
W Q o
LJ U^
W
Q
LJ
H
Q
J
d
T 4
c�
LO �D
e
s
LA
L
0
4-
U
N
N
L
U
+'
L
Q
d
U
Q
F-
H
Q
d
Q
Appendix III
Drainage Plan
Erosion Control Plan (1" = 20')
'\\9�\Q \\, 25 \\
.\
\ \ I I
DR MAGEANDEROSIONCON LGP ERALNOM
\N \�\ 26 FOSSIL CT. WEST
\ \ �\ t. IanmmnMvltlell rqt be.piongth tltlmiseimmenalIo f swimatti Ocani® �•�\ ^.\ \ \\ `.'1` \ \1�v1 + \\ MµREi U$111�TNY.L Nf NIAQ MOA�sEASEMFNI ",Aden'hourrocA,thc,mm for
ulfvlouy st,ew:ceafellomiu
° �m utl aRsi¢ etwm Aleger mfissWewrc rtIn4H w tnir Prvl«t only snail be Jr
\\\�\ \ \\ \\\\ \� + AMENDED-FL•AT off TH3N—OF — Y z w F'Iry rm
\ _ FOSSIL C EEK MEAD INS, IST FILING
\ \ \ 2. All obstruction wL' Worth Be 5 ft; ImWo
wATRE X w — _emu+•—�� GRAPRIC SC s Ir n.B n I� ruc n - y• f RP. ,� for
- \ } ola'i ColorDin fBminw fNJ'ry Cmi Doi Wi
PE-B24]N ChlCreek Dir So fillWads 90222-1530 Alttrl
A __ _--_ Pmoie W Enfithrunumt Scuon. Phone (301) 692-35W.
fiNe6�86tt
3. LB" A m be usel to el ul The, a Suit, Corecul Ome¢Me
\\ p6 hm
49�' DINvI Perrotrequire lra M1% tom$ewe. cuel
gelo, sl or mY Wnm of60 DntW Smn
a! W.
WA
\ \\.\\ a Entire
\ GRAVEL wET aWRs (31 I ^'4 ji��__._ - —LEGEN 4.All ol Mixture reed a,. a wa aoAsr gross, sebe l mixt
\ A 'h
\ - /,� 1a 20xw wn 5%
`y y\ \0\m B am nFs � � /' //�/ � EgSMC MN04 CpOWe rc kr Blueiii l0 apn NSose,Choose or I�OY.Pd Will
a5 yw6 mr, to moat`
BJ�B y000
9J P•• / . EgSTXL l CCNBM doublethou used !WPI tlAl M1 M1Y hu KamaW tivv the wBu
RErA Xc w.0 I 1�d L\�\ i / •�1 PRovosm All Lawrpw P -
\ \ r4caa wa'
t\)\ \\ JII• .1 /e°• //I 1`_�— ( PROPOSED MAJOR 00NHLR 5. Are,
nm,r,pw n. e,,bduring'mma xm11m.ea mR Bova
LOT A!i! orf — �Ii u� el NFCr ON Ployµ. W longer turn 14 aura should be.ri to
.; n1.dw,w,br n.
.i FF 81.13t I F,aT' I I, PROPOSED sTORM SEWER .
LOT I $ l Y / / I / �/ �........`...... FOrnrlLEs. 1WLF9 SME 6 fibul ntl Pie ,hievolveer"sebbfnl owls rf o,oldnrteW prior
ored At u'
• •'6 NOT DRAT r0 mNL
{ i(
wl.iR LOT 1 1 / ` I I W DRNULE F SEMENT II SILT Um
i FF 83 001v �l ' Y. / I A
1 I iP�°° � � £ � " / � LOT 6A � � RIPRAP
OPr c wNr. III S '\ I F r I _I� FF 81.50
�" v 11
i v II y /�/i ,• 1 .Ali
_
Ali
Assisi
a I — — / I•
-'WAWA all
I/4 a
LOT2I
a i
"i Assists
ALAN NEW
r -� —is
it—
s ,r
A
➢B wATREs CURB WL&'T BLOCK & GRAM FALM c _ �SI�rRE�NCE m
r'Wl
BUENO DRIVE 13111b Gil
---------_-_ -- --- fwEl BIER r _ ..
-- —
%' : _
ol
Now
d.WMZMw�1=xwxmA,l As
xr---
— itkLOT 32 LOT 33 i I unow E woN--� �u�— ,—MMtrusts so,, Not,
"Wool ATWAN AM r
LOT 34
=- - wisuLL
310101111111
xYYm--:A_.
s_ ...�. i.�w
URIYER DtUNTY APfail
b WATT S:gn�wn,s.a,w
"-u i5
REASKINSBole But B.R.B. oXW
W— SHEAR ENGINEERING CORPORATION '"" EROSION CONTROL PLAN ^1OJEM ND. $HEFT NL.
w D�:r°: RNa BJw; ChKNd B.R.B. CACTUS ROSE DEVELOPMENT GROUP LIMITED /836 SO. CWIECE "E. SUITE 12, FOU COWNS. C jmf O W525 AMENDED PLAT OF LOTS 3, 4, AND 5, SOUTH 13 SUBDMSION ITaa-02-00 t,Is
eeN W D_W: SCNN 11 n BO' Aguirre] B.W.S. PHONE: (9)0 YY8-533/ 10 $1111
(o)o) ??6—IIS1 FAX: (6)0) zez—o311 LARIMEY COUNTY, COLORADO R
-wmTI LEGEND
\ GRRPHIC $GALE wn--------- EXISTING 1CCNTWR
w u a IN ,w ♦970------------ E%ISTNG 5' CCNTWR
\ . ® 4971 PRCP040 I' TCNJR
IARII COUNTY APFROVAL
g
b
ow:
EEW9LY8
WV WCm C.G.T. B.R.B.
CLIENT
SHEAR ENGINEERING CORPORATION
MILE DRAINAGE PLAN
xRolCcr xo1738-02—UO
aER xo.
FWE Raak CIRCkA B.W.S.
CACTUS ROSE DEVELOPMENT GROUP LIMITED
M36 W. COLLEGE AK. SBRE 12. FM COLLNS. COLORA00 M25
AMENDED PLAT OF LOTS 3. 4, AND 5. SOUTH 13 SUBDMSION
a„EIR
WIN �. Nx pm
41l! 1' = 50' *T)"d B.W.S.
PHONE: (970) 226-53 (970) =11—M51 FAG: (970) 282-0311
LARIMER COUNTY, COLORADO
^
�7
{�
11
vRA-010.Pw