HomeMy WebLinkAboutDrainage Reports - 08/01/2007City of Ft Colkrm PNM
Approved By
FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR
UNITED WAYHOUSING SERVICES
DAY CENTER
PREPARED FOR:
ARCHITECTURAL WEST, LLC
REV: APRIL, 2007
DATE: OCTOBER 2006
PROJECT NO.205
CONSULTING ENGINEER:
LOONAN AND ASSOCIATES, INC.
1435 N. CLEVELAND AVE.
LOVELAND, CO 80538
'I
.C�oo�aoi � �Qdoc. �Iac.
14.35It.
' Z d, &0 So538
(970) 461-0550
57,45r (970) 461-0551
April 24, 2007
City of Fort Collins
Stormwater Utility
' 700 Wood Street
Fort Collins, CO 80526
RE: UNITED WAY HOUSING SERVICES DAY CENTER — AKA — REPLAT OF
LOTS 2 AND 3 OF CONIFER INDUSTRIAL PARK
Dear Sirs:
' Loonan and Associates, Inc. is pleased to submit this Final Drainage Report and Plan for
the proposed United Way Housing Services Day Center site, which is located at the
' southwest corner of the intersection of Conifer Street and Blue Spruce Drive. Please
review this Final Drainage Report and Plan at your earliest convenience. We look
forward to your comments and ultimate approval of the Final Drainage Report.
' Please feel free to contact me at (970) 461-0550 if you have additional questions.
' Sincerely,
Zoo"* a«d A&Wwrea, rlix.
1
' James R. Loonan
PROFESSIONAL ENGINEER'S
CERTIFICATION
I hereby certify that this Final Drainage Plan and Report for United Way Housing
Services Day Center was prepared by me or under my direct supervision in accordance
with the provisions of the City of Fort Collins Storm Drainage Design Criteria for the
owners thereof.
Loonan and AssoOi�'S� i S
Ov HA F�
91QK n!
13
State of Colorado
TABLE OF CONTENTS
SECTION I - GENERAL PROJECT LOCATION AND DESCRIPTION
Paee No.
Location
1
Description of Property
I
SECTION II - DRAINAGE BASINS & SUB -BASINS
Major Basin Description
1
Sub -Basin Description
1
Offsite Tributary Area
2
SECTION III - DRAINAGE DESIGN CRITERIA
Regulations
2
Development Criteria Reference and Constraints
2
Hydrological Criteria
2
Hydraulic Criteria
2
SECTION IV - DRAINAGE FACILITY DESIGN
General Concept
3
Specific Details
3
SECTION V — REQUEST FOR VARIANCES
3
SECTION VI — CONCLUSIONS
Compliance with Standards 3
Drainage Concept 4
SECTION VII — EROSION AND SEDIMENT CONTROL
Discussion 4
General Erosion and Sediment Control Measures 4
Erosion and Sediment Control Plan 5
SECTION VIII — REFERENCES 5
APPENDIX
EXHIBIT A - Drainage and Erosion Control Plan
rl-
00
E. WILCOX LANE
im
(n
O
Q
W
U
�
�
�
�
W
J
J
O
U
W
U
EC
z
J n
U V)
w
U W
Q J
o m
SI TE
w
0
W
of
NEI
I
CONFER STREET
VICINITY MAP
NOT TO SCALE
General Location and Description
' A. Location
Lots 2 and 3 of Conifer Industrial Park are located in Section 1, Township 7
' North, Range 69 West of the 6th P.M., City of Fort Collins, County of
Larimer, State of Colorado. The site is bounded on the south by Conifer
Street and on the east by Blue Spruce Drive. Vacant land is immediately west
' of the site.
B. Description of Property
' The site to be developed consists of approximately 1.41 acres and is generally
sloping at approximately 1 % easterly/southeasterly although several portions
' of the site are fairly flat. The site currently consists of native vegetation and
disturbed ground. The site is to be developed into one commercial building
with associated parking and driveways.
1 II. Drainage Basins and Sub -Basins
A. Major Basins Description
The site is currently located in the Dry Creek Basin as described in the City of
' Fort Collins Master Stormwater Basin Map. The site is located within the 500
year floodplain. Currently, a small area adjacent to Blue Spruce Drive is
located within the 100-year flood plain.
' All of the runoff from the site has been included in the "Final Drainage Report
for Conifer Industrial Park" as prepared by Stewart & Associates, Inc., dated
' December 28, 1992. Within said report, the 2-year release rate was
determined for this site. The release rate for new development within the Dry
Creek Basin is the 2 year storm. Stewart's study designated this site to have a
' detention pond on the southeast corner and to provide detention for the
undeveloaed land to the west and north (the difference between the 100-year
Historic runoff and the 2-year Historic runoff). In addition to the proposed
' detention pond on this site, Stewart's Report stated that each lot will have
their own detention pond that would detain the difference between the 100-
year developed and the 2-year historic runoff. In light of the detention
' requirements for each lot and the nearness of the 100 year flood plain,
detaining for the undeveloped conditions (the difference between the 100-year
Historic runoff and the 2-year Historic runoff) should not be required.
B. Sub -Basin Description
' In the developed condition, there will be six subbasins, five of which
contribute runoff to the southeastern detention pond. One sub -basin is
undetained with runoff directed to Blue Spruce Drive.
C. Offsite Tributary Area
' There is a very small amount of offsite area that currently drains onto this
site. There are a few feet of landscape area (0.003 Ac) along the northern
boundary that drains onto the northern parking lot. The property to the
t north has two onsite detention ponds that releases onto Blue Spruce Drive.
The vacant parcel of land located to the west of this site drains to the south
and onto Conifer Street. A very small area from the west could drain onto
' this site. The parking lot drainage system can convey the runoff from the
small tributary offsite areas. When the vacant land to the west develops, it
' will have to provide onsite detention ponds. There is an existing storm
sewer located in Conifer Street that the vacant land could connect to or
they could continue to drain onto Conifer Street.
III. Drainage Design Criteria
A. Regulations
The design criteria for this study are directly from the City of Fort Collins
Storm Drainage Design Criteria and Construction Standards Manual.
B. Development Criteria Reference and Constraints
The developed site will convey runoff to the southeastern detention pond in
Lot 2 in a safe and effective manner.
C. Hydrological Criteria
In accordance with the Fort Collins' policy, a minor and major storm for the
Fort Collins area is identified as the 2-year and 100-year storms, respectively.
A major storm for the Fort Collins area has a recurrence interval of 100 years
and a total rainfall depth of 3.67 inches for a 2-hour design storm, with a peak
intensity of 9.95 in/hr.
These storms have been used as a basis for planning and system design. The
peak flow rates for design points have been calculated based on the rational
method as described in the Storm Drainage Design Criteria, with storm
duration set equal to the time of concentration for each sub -basin.
D. Hydraulic Criteria
' The majority of the runoff produced by the site will be conveyed to the
detention pond located southeast of the site. Most of the runoff produced by
the site will be conveyed to the proposed inlets or sidewalk culverts within the
' development. The inlets were sized for the 100-year storm along with their
corresponding storm pipes.
2
' IV. Drainage Facility Design
' A. General Concept
Runoff from Sub -basins A, B, C, D, and E will drain to the detention pond.
' These sub -basins consist of rooftop, pavement and landscape.
Sub -basin F, located along the eastern boundaries of this site, consists of
' mostly landscape areas with a small amount of sidewalk. The runoff from this
sub -basin flows as sheet flow to Blue Spruce Drive.
B. Specific Details
Sub -basin A which includes the northern parking lot and a portion of the
' proposed building roof top, will drain to a 5-foot Type R inlet. From there,
the runoff will be conveyed via a storm pipe, southerly to the detention pond.
Sub -basin B consists of sidewalks and an outdoor storage area that will drain
' to a proposed area drain and into the detention pond. Sub -basin C consists of
the western parking lot and will drain through a sidewalk culvert and directly
into the detention pond. Sub -basin D consists of the majority of the building
' roof drainage and will drain via underground roof drain pipes to the storm
pipe from Sub -basin A. Sub -basin E consists of the landscape area and roof
top that drains directly into the detention pond. Sub -basin F consists of the
' landscape area located between the building and Blue Spruce Drive. Sub -
basin F will sheet flow to Blue Spruce Drive.
V. Request for Variances
According to the "Final Drainage Report for Conifer Industrial Park" as
' prepared by Stewart & Associates, Inc., dated December 28, 1992, the
combined total allowable release rate for Lots 2 and 3 (this Site) is 0.36 cfs.
The undetained 100-year runoff (Sub -basin F) is 0.30 cfs. Normally, the
' release rate for the detention pond is the allowable total flow of 0.36 cfs minus
the undetained runoff of 0.30 cfs or 0.06 cfs. However, a release rate of 0.06
cfs will require a small orifice opening which will cause maintenance
' problems. Therefore, we are requesting that Sub -basin F be allow to runoff
the site undetained and the release rate of the detention pond remains 0.36 cfs.
' In addition, we are requesting a variance to the minimum freeboard
requirement of one foot. The detention pond as design will have 0.79 feet (9
inches) of freeboard.
' VI. Conclusions
' A. Compliance with Standards
All storm drainage calculations followed the guidelines provided by the City
' of Fort Collins Storm Drainage Design Criteria.
1 3
' B. Drainage Concept
t The drainage system has been designed to convey the runoff to the designated
inlets in an effective manner as safe as possible.
The allowable release rate for our detention pond was 0.36 cfs. The 100-year
water surface elevation of 64.97 feet and the top of berm is 66.5. The total
required 100-year detention volume for the site is 11,020 cubic feet. The
water quality volume that is required is 1330 cubic feet. Adding the water
quality volume to the detention volume yields a total required volume of
12,350 cubic feet. The detention pond outlet is a Water Quality Inlet and has
a grate elevation equal to the 100 year water surface. In the event of a storm
greater then a 100 year event or if the orifice plate is plugged, the Water
Quality Inlet and the 15 inch outlet pipe will convey additional flow to the
existing storm system prior to overtopping the pond. In the event the pond is
overtopped, runoff will be directed via the northeastern driveway which will
overflow onto Blue Spruce Drive. Blue Spruce Drive is currently located
within the 100 year flood plain of Dry Creek.
VIl. Erosion and Sediment Control
This section describes methods recommended to control wind erosion, soil
erosion and sediment from storm runoff during and after the construction of
' drainage structures and site grading. This development of erosion control
criteria establishes the methods and guidelines used to perform the erosion
analysis and develop the erosion control plan.
' A. Discussion
The clearing and stripping of land for site grading, overlot grading or for the
t construction of drainage structures and swales may cause high -localized
erosion rates with subsequent deposition and damage to offsite properties.
Uncontrolled, such erosion could destroy the aesthetic and practical values of
' individual sites and cause damage to downstream property.
' In general, erosion and sediment control measures may consist of minimizing
soil exposure, controlling runoff across exposed areas and controlling
sediment at drainage structures. Each of these measures is described below
' and shall be utilized by the developer and/or the contractor during any
construction activity occurring at this site.
B. General Erosion and Sediment Control Measures
Minimizing Soil Exposure: Where practical, the construction area and
' duration of soil exposure should be kept to a minimum. All other areas should
have a good cover of vegetation or mulch. Grading should be completed as
soon as possible after it is begun. A temporary cover crop, a permanent
' vegetative cover crop or other landscaping should be established in disturbed
1 4
areas. Re -vegetation may consist of native grasses, lawn grasses or various
winter wheat. Decorative rock, flower gardens or shrubs may also be utilized
in the final landscaping to cover the soil. Re -seeded areas should be mulched
with straw or hay to protect exposed soil until vegetation is established.
Controlled Runoff Across Exposed Areas: Where practical, construction may
include constructing temporary swales to intercept and direct storm water
around exposed areas. Swales can be constructed to control surface water,
which collects on exposed areas and prevents gross erosion in the form of
gullies. Riprap, straw bale dikes or other temporary erosion control devices
may be installed to control storm water velocities across exposed areas.
Sediment Control: Temporary and/or permanent sediment control devices
may be installed at the major drainage structures and flow concentration
points shown on the Drainage Exhibit. Such structures shall be used to
intercept and trap sediment once it is produced and prevent it from being
conveyed offsite onto downstream property.
C. Erosion and Sediment Control Plan
The following summarizes the overall erosion control plan for this project.
The details will be shown on the construction drawings.
1. Silt fence will be utilized downstream of construction activity before it
exits the site. Vehicle tracking control will be utilized at the site exit.
2. Other erosion control measures will be used as necessary to help minimize
erosion for this project.
VIII. References
Final Drainage Report for Conifer Industrial Park" as prepared by Stewart &
Associates, Inc., dated December 28, 1992.
5
APPENDIX
co
O
O
N
O
W
Q
O
V)
W
J
Q
U
W
cn
a
2
O o
:.i F
Z J
D cr
d
N
O
G
G
ON
tO
OM
O)tr)OO-T
E
0
U
o
0
0
�:
0
0
U
0
d
U
O
�
0)
LOee}}
m
(O
O)MN
E
O
O
O
O
C
O
U
N
U
0
0
0
00
N
N
N
NN
!p
0
0
0
00
N
4C:,
aLO
NO
0
0)
O,
O
Co.
O
LLl
O
O
O
O
O
O
Q
O
O
O
O
O
U
lc:)
in
Lo�NN�
0
0
0
0
0
0
N
m
U
U
Q
o
0
o
o
o
o
Q
O
O
O
O
O
O
LL1
000000
m
)n
)n
to
)n
U)
to
U
W
0)
O)
O)
O)
O)
0
0
0
0
0
0
a
d
>
a
U
Q
l0
N
N
O
O
Q
N
O
N
O
O
O
LL1
O
O
O
O
O
O
Q
N
to
to
h
in
LO
U
m
m
m
m
0)O
w
0
0
o
0
0
6
0
Of
C
eo0Ornr0
o00000
CD
O
O
O
O
w
Q
U
m
a
v
r
m
r
q
o
oM
1C)l
.-
��
00000a
m
2
z
O
F
C
y
0
2
O
m
F
U
m
W
G
¢
m
U
O
W
u.
Z)
0
W
a
O
.J
W
LU
W
O
1�
L<
C
` C
cs
O n
� C
C
C
A
IL
LL Ln Q
N > C
N
0z
LL 0
Q Z Q
W
H Q W
(AU!=J
0]n
W
' }
~ m
0 W
Fng
t CO >
D J
U
1
Y
w
W
K
J
Z1!'1
a)
1l'1
lA
—0
co
LL
7
v9
.-
O
M
M
0-0-0
Y
W
=
2
U
�
U
J
N
N
N
O
N
Q
O
F
V
NN0t0
CD
N
O
N
O
W
r
000f
0co
0
0
0
0
1
O
Ln
a
a
LL
n
co
00
Lb
0
co
W
J
N
N
N
N
N
1
F
IJJ
c
LO
�LL
W
CINNNNCIA
H
0
W
=
F
o
CDo�CD
J
<
LO
LO
LO
O
co
w
W
Sao.=orr
❑o
a
N
7
N
N
0)L
O
0
U
N
Cl
Lu
>�
7
H
3
it
vLLo
-q
(DCD
_
U
z
J
U
<
;
r
o
i
CDr
m
0
-
000000
q
Q
Q
N
0
�
O
U
H
O
O
O
N
L O
01
O
N
O
N
CD
N
❑
Z
O
O
0000
m
0
U
U
U
O
0
a
W
0
Q
co
U❑
W
W
❑
W
❑
0
0
00
L
01
c
A
0
T I
O
LL o w
y Z O
O
09
LL Z
�v
L0 0 ¢
Z U >i
LL
HOW
M w t-
Z z K
F Z) 7
[il
Z W
O F
V5
>D
D Q
!A U
Y
W
K
U
J
�npo�ur
u
�
rn
Z
LL
�rl
O
thM
Y
F
�
Z
U
J
N
N
O
N
O
Q
O
H
+
-
0
0
0
N
N
OpoOoO'�
O
O
O
O
p o
0
1:
o
0
0-
o
N
a
a
LL
In
00
00
1*
0
ro
W
NCV
NN
N
f
>
w
a°
>
w
ll
io
Q?NNN
N
N
�o
LL
F
m
0
0
O
n
0
z
J
O
Opp
O
Q?
O
v
N
OOr
r
E
oe
N
N
N
LID
O
W
>
J
co
1=
5
2F
vvco
'i
v
0
Coco
_a
Z
J
U
Q
y
r
rn
r
o
voc�iCD
O
O
O
o
o
o
s
~
Q
c
2
O
Z
U
~
m
m
N
N
m
V
-
N
N
Z
o-
0
0
0
m
O
h
C
C7
a
W
9Qm
0a
W
tr_
0
>
W
0
o
co
O
a
N
m
0
Z,
a
O
tll
m
d
m
v
C
a
0
n y
(n N
y
O
a
Uf0
U-e
po U
d
II V
_ U
O
1
Z
z-W,C9
0 � W
Sao
1
aW
1
rn
W�
ow
y
U
w O
CWL
�
o
-
0
a
z!
o
_
C
�Z
�o
c�
1
1 0
0
N
J N J
i R'Oa'
i
�n
��n■an
MINIMUM
m
III
�i
K
O
UZ
Z n
pe w
nao
0
N
N
11�
�sn
o�
w>
z�
D�
0
UU
zLU
0 X W
Sao
w
W�
rn ow
LL w0
a
o w
z0
z �¢
oz
0 20
U�
�i���mommmmu��
�IIII����@BIIIII
�I.IIo0o00011111
UNITED WAY
100 Year Storm
DETENTION POND
TRIBUTARY AREA (acres) =
1.42
AVG C =
0.70
C x A =
1.00
UPSTREAM POND (Qin), cfs =
0.00
DESIGN Qout, cfs =
0.36
Qtrib-in
TOTAL
VOLUME in
VOLUME out
VOLUME OF
TIME i (CCFiA)
Qpond-in
Qin
(Qin x T x 60)
(gout x T x 60)
PONDING
MIN. in/hr cfs
cfs
cfs
CU FT
CU FT
CU FT
5 9.95 9.90
0
9.90
2970
108
2862
10 7.72 7.68
0
7.68
4609
216
4393
15 6.52 6.49
0
6.49
5839
324
5515
20 5.60 5.57
0
5.57
6686
432
6254
25 4.98 4.96
0
4.96
7433
540
6893
30 4.52 4.50
0
4.50
8095
648
7447
35 4.08 4.06
0
4.06
8525
756
7769
40 3.74 3.72
0
3.72
8931
864
8067
45 3.46 3.44
0
3.44
9295
972
8323
50 3.23 3.21
0
3.21
9642
1080
8562
55 3.03 3.01
0
3.01
9949
1188
8761
60 2.86 2.85
0
2.85
10245
1296
8949
70 2.65 2.64
0
2.64
11074
1512
9562
80 2.40 2.39
0
2.39
11462
1728
9734
90 2.25 2.24
0
2.24
12089
1944
10145
100 2.10 2.09
0
2.09
12537
2160
10377
110 2.00 1.99
0
1.99
13134
2376
10758
120 1.90 1.89
0
1.89
13612
2592
11020
UNITED WAY
Detention Pond Volumes
Delta Volume=(D/3)(A I +A2+SQRT(A I A2))
DELTA
ELEV
AREA
VOLUME
VOLUME
FT
FT
FT
FT
61.72
0
0
0
62
641
60
60
62.5
2671
770
830
63
4173
1697
2,527
64
4982
4572
7,099
65
5814
5393
12,491
66
7571
6673
19,164
WQ VOLUME TOTAL
Required Volume = 1330 11,020 12,349 FT
W.S. Elevation = Elev655 - Elev65 (V01Rq,,;,,d-V0165.5)+Elev65.5
V0165.5 - Vo165.5
= 64.97 FT
100-year Depth (D) = 3.25 FT
Top of Berm = 66.50 FT
Freeboard = 1.53 FT
Orifice Opening
Q= CA(2gH)1/2
A=
Q
C(2gH)in_
C =
0.65
Qout =
0.36 cfs
g =
32.2 fps
diam =
0.22 FT
H = D-1/2diam
3.14 FT
A =
0.04 FT'
A =
5.61 IN
diam =
2.67 IN
Emergency Spillway
Q = CLH312
C =
2.67
H =
0.5 FT
Q 100 =
7.99 cfs
L =
8.46 FT
V=Q/(L*H) =
1.07 FPS
Use 2 5/8" diameter opening with trash screen
Use 10 FT
UNITED WAY
WATER QUALITY
Total acreage to detention pond =
I = (Area of Pave + Roof)/(Total Area) =
Time = 40 hours, from Figure EDB-2 or SQ-2. WQCV =
Required Storage = (WQC V/ I2)•Area =
or
1.31 acres
0.71
0.28 watershed inches
1330 cubic feet
0.03 acre-ft
DELTA
ELEV
AREA
VOLUME
VOLUME
FT
FT
FT'
FT'
6L72
0
0
0
62
641
60
60
62.5
2671
770
830
63
4173
1697
2527
64
4982
4572
7099
65
5814
5393
12491
66
7571
6673
19164
Elev = Elev,,,, - EIev62.5 (V01R,,,;, 1-Vol,,,.,)+Elev,t,=,,
V 016,, - V01 6,.,
= 62.74 F F
HwQcv = 1.02 FT
From Figure EDB-3, Area per row a=(WQCV/K40)
K40= 0.137454651 where K=0.0 I 3DwQ 2 +0.22DwQ-0. 10
a = 0.2221 in'
Figure 5 Use 2 column 3/8"
AkE-4
1. Zxr
a
S��M �iPE I
NeoUDS Results Summary
Page 1 of 3
NeoUDS Results Summary
Project Title: United Way
Project Description: Storm Pipe I
Output Created On: 4/24/2007 at 3:39:05 PM
Using NeoUDSewer Version 1.6.7 Beta Release.
Rainfall Intensity Formula Used.
Return Period of Flood is 100 Years.
Sub Basin Information
Time of Concentration
Manhole Basin
Overland Gutter IBasin Rain I
Peak Flow
Comments
ID # Area* C
I (Minutes) (Minutes) (Minutes) (Inch/Hour)
(CFS)
1�
0.00
0.0
0.0
0.0
0.00
0.3
0
0.00
0.0
0.0
0.0
0.00
0.3
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (IO+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Manhole
Contributing
Rainfall
Rainfall
Design
Peak
Ground
Water
ID #
Area C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
(CFS)
(Feet)
(Feet)
0��
0.0
0.00
0.3
65.50
64.97
��
0.0
0.00
0.3
67.50
65.75
C�
Summary of Sewer Hydraulics
' Note: The given depth to flow ratio is 0.9.
Manhole ID Number I I Calculated Suggested F.xictina
Sewer
ID #
U stream
��
Downstream
Sewer
Diameter (Rise)
Diameter (Rise)
Diameter (Rise)
Width
Shape
I (Inches) (FT)
(Inches) (FT)
(Inches) (FT)
(FT)
file://C:\Program Files\NeoUDSewerBeta\reports\3386590744.htm 4/24/2007
NeoUDS Results Summary
Page 2 of 3
��� Round 4.2 8 10 N/A
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
Design
Full
Normal
Normal
Critical
Critical
Full
Sewer
ID
Flow
Flow
Depth
Velocity
Depth
Velocity
Velocity
Froude
Number
Comment
(CFS)
(CFS)
(Feet)
(FPS)
(Feet)
(FPS
(FPS)
0.3
3.0
0.18
3.5
0.25
2.2
0.6
1.77
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Invert Elevation
Buried Depth
Sewer ID
Slope
lo e
r%
Upstream
(Feet)
Downstream
(Feet)
U stream
(Feet)
Downstream
Comment
=1
1.91
65.50
63.80
1.17
0.86
Sewer Too Shallow
Summary of Hydraulic Grade Line
Invert Elevation
Water Elevation
Sewer
Sewer
Length
Surcharged
Length
Upstream
Downstream
Upstream
Downstream
Condition
ID #
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
�1
88.89
17.44
65.50
63.80
65.75
64.97
Jump
Summary of Energy Grade Line
Upstream Manhole
]ewer Manhole Energy Sewer
ID # ID # Elevation Friction
(Feet) (Feet)
17F 2 -IF 65.821F 0.85
Juncture Losses IF
Downstream
Manhole
Bend K
Bend
Lateral K
Lateral
Manhole
Energy
Coefficient
Loss
Coefficient
Loss
ID #
Elevation
(Feet)
(Feet)
(Feet
0.03
0.00
0.00
0.00
1�
64.97
file://C:\Program Files\NeoUDSewerBeta\reports\3386590744.htm 4/24/2007
NeoUDS Results Summary
Page 3 of 3
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user given trench side slope is 1.
Manhole
ID #
Rim Elevation
(Feet)
Invert Elevation
(Feet)
Manhole Height
(Feet)
�1
65.50
63.80
1.70
2�
67.50
1 65.5011
2.00
Upstream Trench Downstream Trench
Width Width
Earth
Sewer ID
On
Ground
At
Invert
On Ground
At Invert
Trench
Length
Wall
Thickness
Volume
#
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
(Inches)
(Cubic
Yards)
0
4.9
3.1
_ 4.3
3.1
88.89
1.83
31
Total earth volume for sewer trenches = 31.18 Cubic Yards. The earth volume was estimated to have a
' bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
' The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
' file://CAProgram Files\NeoUDSewerBeta\reports\3386590744.htm
4/24/2007
No Text
NeoUDS Results Summary
Page 1 of 4
NeoUDS Results Summary
Project Title: United Way
Project Description: Storm Pipe 2 - 100 Year
Output Created On: 4/24/2007 at 3:40:37 PM
Using NeoUDSewer Version 1.6.7 Beta Release.
Rainfall Intensity Formula Used.
Return Period of Flood is 100 Years.
Sub Basin Information
Manhole Basin
ID # Area C
Time of Concentration
Peak Flow Comments
(CFS)
Overland
(Minutes)
Gutter
(Minutes)
Basin
I(Minutes)
Rain I
(Inch/Hour)
�11
0.00
0.0
0.0
0.0
0.00
5.1
�2
0.00
0.0
0.0
0.0
0.00
5.1
3�
5.07
339.3
0.0
0.0
1.001
5.11
®
0.00
0.0
0.0
0.0
0.00
5.1
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (1 O+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
peak
Ground
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
(CFS)
(Feet)
(Feet)
5.07
339.3
1.00
5.1
66.50
64.88
C�
0
5.07
339.3
1.00
5.1
67.00
65.16
��
®�
0.0
0.00
5.1
65.83
65.22
Summary of Sewer Hydraulics
' file://C:\Program Files\NeoUDSewerBeta\reports\3386590837.htm
4/24/2007
NeoUDS Results Summary
Page 2 of 4
Note: The given denth to flow ratio is 1.
Sewer
ID #
Manhole ID Number
Sewer
Shape
Calculated
Suggested Existing
Upstream
Downstream
Diameter (Rise)
(Inches) (FT)
Diameter (Rise)
(Inches) (FT)
Diameter (Rise)
(Inches) (FT)
Width
(FT)
���
Round
15.6
1]81 18
N/A
���
Round
15.6
18
18
N/A
3=®0
Round
15.6
1-8]1
18
N/A
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
Design
Full
Normal
Normal
Critical
Critical
Full
Sewer
ID
Flow
Flow
Depth
Velocity
Depth
Velocity
Velocity
Froude
Number
Comment
(CFS)
(CFS)
(Feet)
(FPS)
(Feet)
(FPS)
(FPS)
7.4
0.91
4.5
0.87
4.8
2.9
0.92
0
5.1F
7.4
0.91
4.5
0.87
4.8
2.9
0.92
0
5.1
7.4
0.91
4.5
0.87
4.8
2.9
0.92
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Invert Elevation
Buried Depth
Sewer ID Slpesm
�
Downstream
eeaFeeF
U (et)Downstream
Comment
�1F
0.50
62.29
62.21
2.71
1.79
0
0.50
62.83
62.29
2.67
2.71
3�
0.50
62.93
62.83
1.40
2.67
�_�
Summary of Hydraulic Grade Line
Invert Elevation
Sewer Surcharged
Sewer Upstream Downstream
Length Length
Water Elevation
Upstream
Downstream
Condition
ID # (Feet) (Feet) (Feet) (Feet)
(Feet)
(Feet)
0
15.491
15.49
62.29
62.21
64.88
64.97
Pressured
file://C:\Program Files\NeoUDSewerBeta\reports\3386590837.htm 4/24/2007
NeoUDS Results Summary
Page 3 of 4
108.02I 108.02 62.83 62.29 65.16 64.88 Pressured
0 20.7111 20.71 62.93 62.83 65.22 65.16 Pressured
Summary of Energy Grade Line
Upstream Manhole
Juncture Losses
Downstream
Manhole
Sewer
Bend Lateral
Energy
Energy
Sewer
Manhole
Elevation
Friction
Bend K Lateral K
Loss Loss
Manhole
Elevation
ID #
ID #
(Feet)
(Feet)
Coefficient (Feet) Coefficient (Feet)
ID # (Feet)
�0
65.01
0.04
0.03F
0.00 0.00
0.00
1� 64.97
00
65.29
0.25
0.25F
6.03
0.00
0.00
0
65.01
�®
65.35
0.05
0.11
0.01
0.00
0.00
3�
65.29
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user given trench side clone is 1 _
Manhole
ID #
Rim Elevation
(Feet)
Invert Elevation
(Feet)
Manhole Height
I (Feet)
�1
65.501[-62.2111
3.29
66.5011
62.2911
4.21
01
67.00]1
62.83
4.17
1®1
65.8311
62.9311
2.9011
Upstream Trench
Downstream Trench
Width
Width
Sewer ID
On
Ground
At
Invert
On Ground
At Invert
Trench
Length
Wall
Thickness
Earth
Volume
#
(Feet)
(Feet)
(Feet)
(Feet)
(Feet)
(Inches)
(Cubic
Yards)
8.5
3.9
6.7
3.9
15.49
2.50
13
file://CAProgram Files\NeoUDSewerBeta\reports\3386590837.htm 4/24/2007
NeoUDS Results Summary
Page 4 of 4
1 2
8.4
.3.91
8.51
3.91
108.021
2.501
102
5.9
3.9
8.4
3.9
20.71
2.50
16
Total earth volume for sewer trenches = 130.68 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/ 12)+l
file://CAProgram Files\NeoUDSewerBeta\reports\3386590837.htm 4/24/2007
I
E
0,4•tr
Z...cor
�oiv/J
-. saes PPS 3
Al
®wrw,/� fa--�al
a6d G
NeoUDS Results Summary
Page 1 of 3
NeoUDS Results Summary
Project Title: United Way
Project Description: Storm Pipe 3
Output Created On: 3/12/2007 at 2:55:43 PM
Using NeoUDSewer Version 1.6.7 Beta Release.
Rainfall Intensity Formula Used.
Return Period of Flood is 100 Years.
Sub Basin Information
Time of Concentration
Manhole Basin
Overland Gutter Basin Ram I
Peak Flow Comments
ID # Area * C
(Minutes) (Minutes) (Minutes) (Inch/Hour)
(CFS)
1�
0.00
0.0
0.0
0.0
0.00
0.1
0
0.00
0.0
0.0
0.0
0.00
0.1
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <_ (1 O+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Manhole
Contributing
Rainfall
Rainfall
Design
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(Inch/Hour)
(CFS)
(Feet)
(Feet)
��
0.0
0.00
0.1
65.50
63.85
00
0.0
0.00
0.1
65.83
63.85
Summary of Sewer Hydraulics
Note: The given depth to flow ratio is 0.9
Manhole ID Number
Calculated Suggested Existing
Sewer
Upstream Downstream
��
Sewer
Diameter (Rise) Diameter (Rise) IDiameter (Rise) Width
ID #
Shape
(Inches) (FT) (Inches) (FT) (Inches) (FT) (FT)
file://C:\Program Files\NeoUDSewerBeta\reports\3382872943.htm
3/12/2007
NeoUDS Results Summary
Page 2 of 3
1=00 Round 3.0 8 1 IJENA
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
Design
Full
Normal
Normal
Critical
Critical
Full
Sewer
ID
Flow
Flow
Depth
Velocity
Depth
Velocity
Velocity
Froude
Number
Comment
(CFS)
(CFS)
(Feet)
(FPS)
(Feet)
(FPS)
(FPS)
❑1
0.1
4.6
0.1d=E:E
3
0.9
0.0
Veloc�Low
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Invert Elevation 11
Buried Depth
Sewer ID
Slo e
0/0(
U stream
pFeet )
Downstream
(Feet)
)
Upstream
(Feet)
Downstream
(Feet)
Comment
0.50
61.68
61.55
2.90
2.70
Summary of Hydraulic Grade Line
Upstream
Downstream
Upstream
Downstream
Condition
(Feet)
(Feet)
(Feet)
(Feet)
61.68
61.55
63.85
63.85
Pressured
Summary of Energy Grade Line
Upstream Manhole
Juncture Losses 11
Downstream
Sewer
Manhole
Sewer
Manhole
Energy
Bend K
Bend
Lateral KleCoefficient
Energy
Loss
ZE
(Feet)
(Feet)
file://C:\Program Files\NeoUDSewerBeta\reports\3382872943.htm 3/12/2007
' NeoUDS Results Summary
Page 3 of 3
lUU 63.85 0.00 0.03 0.00 0.00 0.00 1 63.85
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
The user given trench side slope is 1.
Manhole
ID #
Rim Elevation
(Feet)
Invert Elevation
(Feet)
Manhole Height
(Feet)
�1
65.50
61.5511
3.95
2=
65.83
6 1. 68]1
4.15
Upstream Trench
Width
Downstream Trench
Width
Sewer ID
On
At
On Ground
At Invert
Trench
Wall
Earth
Volume
#
Ground
Invert
(Feet)
(Feet)
Length
Thickness
(Cubic
(Feet)
(Feet)
(Feet)
(Inches)
Yards)
�1
8.7
3.6
8.3
3.6
25.88
2.25
23
Total earth volume for sewer trenches = 23.19 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/ 12)+l
file://C:\Program Files\NeoUDSewerBeta\reports\3382872943.htm
3/12/2007
' 5/8i2�G7x W
RAISED PATTERN NON—
SKID, GALVANIZED
STEEL PLATE
(AASHTO M-111)
1 -
8
'a
1
t0 0's
A 40m MIN. SECTION
.II XXx
XXII
I x l. PLACE FIRST SCREW
DETAIL °A" IIXXX xx 1l 66 FRONT EDGE
11 X X xx 4 OF PLATE
L 11
.4:
A
PLAN VIEW
' 4!6"
zis - 4
v
N
\ i FLOWUNE !AS SHOWN ON PLANS)
SECTION A -A
r1 .0 2,Cr r
e
SLOPE PLATE TO MATCH
SIDEWALK
2:1 SLOPE
11
oll
2:1 SLOPE
30 BRASS SCREW—18"QC.
W/COUNTERSUNK MEAD
FLUSH W/PLATE 1.
GALYANRED
4NGLE.
ANCHOR —18 O.C.
DETAIL 'A'
5160 —
SECTION B—B
NOTE: WHEN THE CURB IS SER4RATED FROM THE SIDEWALK THE
STEEL CONCRETE CHANNEL CED THE
WITH THICK WALLS LS ON EACH
SIDE) CONTINUED INTO THE CURB AND GUTTER.
METAL SIDEWALK CULVERT
FOR VERTICAL CURB, GUTTER
AND SIDEWALK
CITY OF FORT COLLINS, COLORADO
ENGINEERING SERVICES UNIT
DATE:
IONS:
D— l O
ti
s
U
0
O
L
gb
ate+
3
=
v
Cd
a�
z
,1a
to
O
kn
N kn
N
2
N
� U
U
� II
d
II II
¢ U
II
o
II II
�x
II
L
0
IMMMA
-2ININIMIMI�IV,I
Irl �I�Icllfl ollfl olollrl olIrl olkrl
ol
QI `-'IOIOI�I^'lkn r- <DI
al �I�I�ININI�IMI�I
�I°INImknI10r-w
uj„
o000000
kn
O
kn
O
3¢N
�n�ory�n�o
a
w
a
^
n
'nkn
V11
0
0
0
0
0
0
0
U
^
o
V%
o
kn
o
V'j
o
H
M
M
M
M
M
M
M
p.,
❑
o000000
o
0
0
0
0
0
0
U
nnV•.
`V
�I
333 �
�)
V v
1.0 12 5
10 4
' 9 11 8
r
8 10 6 :p,y3
O w 2 >r-
9 04 U.
/) - �'
U.' .7 x 3
8 w z 1.5 ylh
a ^, j
•
' • 6 b tyi ate, _ !,
P
c
E�mi`ey / / z I.0 C�j4u` �J : y y�ir
a .8
w 5.5 x Z 6 0
' w 0 .7
U 4 z z .4 =
w 6
4.5 Z ao .3 w
,- 4 z 0 2 0 .5
' Z z o
'3 3.5 W w ''
w .4
1 0_ J w
o O .I w ,
U. w 0 0 .08
.25 3 ~o .06 .3
x x
c� co z
_ = x .04 z 25
2.5
2 a .03 a
r �
U.
a .02 0 2
' a x
2 a f-
v a
' 15 .01 0 .15
L ta.
O
O
mcr=__ __ Yo C
1.5 x
' a-2 h
10
.1 1.2
' Figure 5-2
NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2-
Adapted from Bureau of Public Roads Nomograph
MAY 1984 5-10 DESIGN CRITERIA
' CITY OF FORT COLLINS
I (in/hr)
time (min)
2
10
100
5
2.85
4.87
9.95
6
2.67
4.56
9.31
7
2.52
4.31
8.80
8
2.40
4.10
8.38
9
2.30
3.93
8.03
10
2.21
3.78
7.72
11
2.13
3.63
7.42
12
2.05
3.50
7.16
13
1.98
3.39
6.92
14
1.92
3.29
6.71
15
1.87
3.19
6.52
16
1.81
3.08
6.30
17
1.75
2.99
6.10
18
1.70
2.90
5.92
19
1.65
2.82
5.75
20
1.61
2.74
5.60
21
1.56
2.67
5.46
22
1.53
2.61
5.32
23
1.49
2.55
5.20
24
1.46
2.49
5.09
25
1.43
2.44
4.98
26
1.40
2.39
4.87
27
1.37
2.34
4.78
28
1.34
2.29
4.69
29
1.32
2.25
4.60
30
1.30
2.21
4.52
31
1.27
2.16
4.42
32
1.24
2.12
4.33
33
1.22
2.08
4.24
34
1.19
2.04
4.16
35
1.17
2.00
4.08
36
1.15
1.96
4.01
37
1.13
1.93
3.93
38
1.11
1.89
3.87
39
1.09
1.86
3.80
40
1.07
1.83
3.74
41
1.05
1.80
3.68
42
1.04
1.77
3.62
43
1.02
1.74
3.56
44
1.01
1.72
3.51
45
0.99
1.69
3.46
46
0.98
1.67
3.41
47
0.96
1.64
3.36
48
0.95
1.62
3.31
49
0.94
1.60
3.27
50
0.92
1.58
3.23
51
0.91
1.56
3.18
52
0.90
1.54
3.14
53
0.89
1.52
3.10
54
0.88
1.50
3.07
55
0.87
1.48
3.03
56
0.86
1.47
2.99
57
0.85
1.45
2.96
58
0.84
1.43
2.92
59
0.83
1.42
2.89
60
0.82
1.40
2.86
I (in/hr)
time (min)
2
10
100
61
0.82
1.39
2.84
62
0.81
1.38
2.82
63
0.81
1.37
2.79
64
0.80
1.36
2.77
65
0.80
1.35
2.75
66
0.79
1.34
2.73
67
0.78
1.33
2.71
68
0.77
1.32
2.69
69
0.76
1.31
2.67
70
0.75
1.30
2.65
71
0.74
1.29
2.62
72
0.73
1.28
2.59
73
0.72
1.27
2.56
74
0.71
1.26
2.53
75
0.70
1.25
2.50
76
0.69
1.23
2.48
77
0.68
1.21
2.46
78
0.67
1.19
2.44
79
0.66
1.17
2.42
80
0.65
1.15
2.40
81
0.65
1.14
2.39
82
0.64
1.13
2.38
83
0.64
1.12
2.37
84
0.63
1.11
2.36
85
0.63
1.10
2.35
86
0.62
1.09
2.33
87
0.62
1.08
2.31
88
0.61.
1.07
2.29
89
0.61
1.06
2.27
90
0.60
1.05
2.25
91
0.60
1.04
2.24
92
0.59
1.03
2.23
93
0.59
1.02
2.22
94
0.58
1.01
2.21
95
0.58
1.00
2.20
96
0.58
1.00
2.18
97
0.58
0.99
2.16
98
0.58
0.99
2.14
99
0.58
0.98
2.12
100
0.58
0.98
2.10
101
0.57
0.97
2.09
102
0.57
0.97
2.08
103
0.56
0.96
2.07
104
0.56
0.96
2.06
105
0.55
0.95
2.05
106
0.55
0.95
2.04
107
0.55
0.94
2.03
108
0.55
0.94
2.02
109
0.55
0.93
2.01
110
0.55
0.93
2.00
I I 1
0.55
0.92
1.99
112
0.54
0.92
1.98
113
0.54
0.91
1.97
114
0.53
0.91
1.96
115
0.53
0.90
1.95
116
0.52
0.90
1.94
117
0.52
0.89
1.93
118
0.51
0.89
1.92
119
0.51
0.88
1.91
120
0.50
0.88
1.90
DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES
Orifice Plate Perforation Sizing
Circular Perforation Sizing
Chart may be applied to orifice plate or vertical pipe outlet.
Hole Diu
(in) '
Hole Diu
(in)
Min. se
(in)
Area per Row (sq in)
n=1
n=2
n=3
1 /4
0.250
1 1
0.05
0.10
0.15
5/16
0.313
1 2
0.08
0.15
0,23
3/8
0.375
1 2
0.11
0.22
0.33
7/16
0.438
1 2
0.15
0.30
0.45
1/2
0.500
1 2
0.20
0.39
0.59
9/16
0.563
1 3
0.25
0.50
0.75
5/8
0.625
1 3
0.31
0.61
0.92
11/16
0.688
1 3
0.37
0.74
1.11
3/4
0,750
1 3
0.44
0.88
1.33
73/16
0.813
1 3
0.52
1.04
1.56
7/8
0.875
1 3
0,60
1.20
1.80
15/16
0.938
1 3
1 0.69
1.38
1 2.07
1
1.000
1 a
1 0.79
1.57
2.36
1 1 16
1.063
1 a
1 0.89
1.77
2.66
1 t 8
1.125
4
0.99
1.99
2.98
1 3 16
1.188
4
I'll
2.22
3.32
1 14
1.250
4
1.23
2.45
3.68
1 5/16
1,313
4
1.35
2.71
4.06
1 3 8
1.375
4
1.48
1 2.97
4.45
17 16
1,438
4028
3.25
4.87
1 1 2
1.500
4
3.53
5.30
1 9 16
1.563
4
3.83
5.75
1 5 8
1.625
4
4.15
6.22
1 11 16
1.688
4
4.47
6.71
1 3 4
1.750
4
4.81
7.22
1 13 16
1.813
4
5.16
7.74
1 7 8
1.875
4
2.76
5,52
8.28
1 15 16
1.938
4 1
2.95
5.90
8.84
2
2.000
4 1
3.14
6.28
9.42
n - Number of columns of perforations
'Minimum steel
plate thickness
1/4
5/16
3/8 "
Designer may interpolate to the nearest 32nd inch
to better match the required area, if desired,
Rectangular Perforation Sizing
Only one column of rectangular perforations allowed.
Rectangular Height = 2 inches
Rectangular Width (inches)
Required Area per Row (sq in)
_
2"
Rectangular
Hole Width
Min. Steel
Thickness
5"
1 4
6"
1 4 ,.
7"
5/32 „
8"
5/16
9"
11 /32 "
10"
3/8 ..
>10',
1/2 ..
Urban Drainage and Figure 5
Flood Control District
WQCV Outlet Orifice
Drainage Criteria Manuol (V.3) Perforation Sizing
File: vJ-outlet oeloes.any
Figure 5. WQCV Outlets Orifice Perforation Sizing.
Rev. 6-2002
Urban Drainage and Flood Control District
SD-7
rot p
43 t 55
53
7.3.. }
54,z
j
7 102
4 � '
.a0
105
/h 7
22
\Ey • r.p 1.
73 j,
105
2 t 73 22 aw�i%• o, G
• V it
...
91 wns�;� cAvac +53 - r'
z� C / � :i�p 73 •
5
09
s O Ij� t 76 0 0 6400
yy 3S
73
~m —� . �'�. ; 34 *_ •� .. 95
'1 _ ? ` -
3D5 c Loawoo soup
WU
_ _ . Y4in �' . ► _ 1 _ Andy twill•
22
64 7 `
� 22 `.` 33
P -'F<i c.•-. •z,Arf•.-4 92 B-. am - - r•. -
76
33
V dry'` ` •YS -
64
105
7¢ _ y - '
CA
co • i '- �+S'-]eG•"'.*#r - fr►, '�. '-L 105
c. .+fait" spa ° .:#� ._. .. ..}, - _-- •'•.
I011�•
! '+a►64
'-7{ .r a r��:i �'� . ►,i. J. •`' zi � • -
94
35. 64
dd
S frLi:• Rom' "�,+i a .-f-+ ..J, s
r:
36 42 O 64
r S4 105 54 = -
w
s,..
-9ys� 2E33
94. 95
98 105
c
� be 54 �
53 64 H
3 36 _ i'w i3r`•
3 94 54 V
101
4 e • `:i. - g�, __ 102 101 105
35 b2
,�c�— r." ^�.�,,
t
FINAL DRAINAGE REPORT
FOR -
CONIFER INDUSTRIAL PARK
DECEMBER 28, 1992
STEWART & ASSOCIATES. INC.
103 SOUTH MELDRUM STREET
FORT COLLINS, COLORADO 80521
303/482-9331
FINAL DRAINAGE REPORT
FOR
CONIFER INDUSTRIAL PARK
SITE LOCATION
' The proposed site is Lots 1, 2, 3 and 4 of the Conifer Industrial Park,
being a replat of Lots 10, 11 and 12, Block 4, of the Replat No. 1 of Evergreen
' Park situate in the West ? of Section 1, Township 7 North, Range 69 West of
the Sixth P.M., Fort Collins, Larimer County, Colorado. The site area is 3.0367
acres more or less. The site is bounded on the south by Conifer Street, on
' the east by Blue Spruce Drive, and on the north and west by undeveloped lots
in the said Block 4. The proposed site is located in the Major Drainage
Plannino Dry Creek Study completed by Gingery Associates. Inc.,. dated April,
19 y �veY✓� 4a.5 ti
EXISTING SITE CONDITIONS
' Conifer Street and Blue Spruce Drive are constructed. The site is grass
and weed covered and slopes from northwest to southeast to the corner of Conifer
Street and Blue Spruce Drive at an average slope of 0.75%. There is no offsite
runoff from the south or east. There is runoff from the west and north. All
' of Block 4 except for the existing structure will be required to have onsite
detention as per the Dry Creek Study. All drainage designs will be required
to meet City Standards. Presently, there is approximately 2 acres from the
north and west that flow across the proposed site.
DEVELOPED SITE CONDITIONS
' There are no planned buildings on Lots 1, 2 and 4 at this time. When
each lot is developed, a final drainage report for that site will be completed.
Lot 1 will have to be designed to allow the historic 100—year offsite .flows
to runoff to Conifer Street. When the offsite property is developed, the runoff
will be detained on the offsite lots, and the offsite flows will be reduced
to 2—year historic flows. Lots 1, 2 and 4 will also have to provide onsite
' stormwater detention. Lots 1 and 2 will drain to Conifer Street, and Lot 4
will drain to Blue Spruce Drive.
' The drainage site area will not be increased to include Blue Spruce Drive
and Conifer Street. That area is in the 100—year flood plain and is designed
to'flow directly to the regional pond.
' Lot 3 will be constructed at this time. Runoff will be directed to.a
2.0 foot wide concrete pan on the east side of the building, then south in
the pan to a detention pond on the south side of the building. The pond is
' sized to store the 100-year flow of 5558 cubic feet, and the restriction plate
on the outlot structure is designed to release at the 2—year historic rate
of 0.182 c.f.s.
Conifer Industrial Park
December 11, 1992
Page 2
There is no offsite flow onto Lot 3. If the outlet pipe is plugged, the
spillway will release the onsite 2—year historic flow in place of the pipe.
The 15—inch outlet pipe will be cut into the north wall of the existing curb
inlet at the corner of Conifer Street and Blue Spruce Drive. The existing
inlet discharges through a storm drain under Conifer Street into an existing
drainage swale that carries stormwater to Dry Creek.
EROSION CONTROL
The entire site will.be.stripped and rough graded assoon as a building
permit is issued. Then the building foundation will be constructed, which
will eliminate any wind erosion for that area. Also, curbs and the pan in
the parking area will be poured concurrently. Base material will be placed
after the concrete is poured. That will leave the detention pond area and
the other landscaped areas unprotected. As soon as the pond is graded and
the outlet pipe is constructed, it will be protected with straw bales at the
headwall. The straw bales will remain in place until the landscaping is
completed.
Storm drainage and erosion control calculations and the grading and
drainage plan are included with this .report.
a• .
Richard A. Rutherford, P, E. &
enclosures
j%1IM111,,,���
N' kul
5028
� •A a Gi':.
Hillside Ct,
• tL
(q : F E
h oSPOuldIn�
9 c L one
t
o 30
� E •ton St x , .owe
Pao ••Q � o � \; •. u
3 E. Willox " Ln �.•'-� \ u ,cQ
U Cp. J
or
A Bromblebush St.
undan Cir. f
3c tJ hutch
rouse Cir. �rp m N
V
0 � ,� o c a p•
il Run z a
\ Bristlecone Or ,�`"" r t $it t-
$
C 1
Hib 3%' u r
i n �r T
1\ n v 3 0 �� O q Cl.
p o
tk
ClarkSt.
Hicory St v —•- m
L u
CUQ
CB ,.. ..\
ontfe St �i"i � �u �
Lu ine01' /� �
`\Hemlock St
' 1'o ow Cir, Z
E Spur
Pinon St Ctr.
1 ^s
t.
Woviown z Ipine $t
n
�I Main
N
N
L
E. Vine Drive i0 0
Trujillo St
I N
/ Linden San Cristo St
Center I I_
VICIAllryO
1
1 �3
No Text
COiVIPl3TATIQNS
James H. Stewart & Assoc. I i I i ; I ! Fort Colllns, Colorado
By: —Date /a Client ����'/%��� r Sheet No. of
Ch d By: Date Prolectr';fi"i
Subject
1 I .
I - -1- - a I
' I
1 � I
i
,
,
I
I
I
I � r
r
I I
i
O�C}�F 4i fiCi
r
le-
Ili � Y �'�_.`.._ �L.•
1
4t,f'1 I � �i(I �I
I .]
I I
L
�r'r C.:00per;
er
Job No.
5 j c)°t v'r.
^r'�?
Al111
I^/
I
c:.• 7 i /i/ ' fir' I
� �s' -''
J', � . .
I
j
COMPU ATIONS
James H. Stewart & Assoc.: Fort Collins, Colorado
Client: Date �9 Shoot No. of
Chkd By: Date Project- Job No.
0 subject • j
Aye ON: 1-f AE: 0.7
• i I.: 1 A T
OIIIIP �'I NS
James H. Stewart & Assoc.: I i I i Fort Colllne, Colorado
1 , I . 1. .• I i � � I I I �
By: G=., 1�. Date =`- Cllent:l '� '' - Shen No. of
I , I I -t-
-
I ' r�
Ch d By: Date Projec�''7 � j Job No.
Subject
I i I I
: i I ram; � �•. ' 4�-j�• • ' �, i� Jr'! T . � , . I I I � '
' I
i� 1 j � j I'-I� •I I� ,� I i I I
f 1 I--
1
Y�
i I L IJ T.
. I
l C
r+el
11�1i� I ; � .; i I� 'i•
A�V 1,v�s
I , � R M I
1 I I 49 j i i IZ Q
, Is 3�Z 3 IL9�I 9
o O,bo �IZ I0 C,Ff�
�4•
I !sr3
• 1 � /: j I i I r/ I.
i
• I
. COI111PiJTATIQNS
James H. Stewart & Assoc. i I ; i I i I. I ! I j Fort Collins, Colorado I
I
By: J Date �'�' Clle •. '� Sheet No.-��of
, i �G I
•- nt.
;�`'
Chkd By; Date Project: � ° ` � �� r Job No. '
Subjecti
I
I %
i I
:.. I ����:'✓� "I war...-dYl - .�ci' - i I
• I j ��� I I I I ! ,
- -- - - I
• � �-�`.� i~ ; � I , Fri. ����i
' II
1 ;
I
;1 1 ,
I
, I
I
_ ,..... ....:.... :.. .... . . .. . ..
i�
. COMPATIQ
I
James H. Stewart & Assoc. , ! Fort Collins, Colorado
Y Sys 2
Bye Date Cllent:, .:' '
:.. . , `; d eel t No
r ' �, , .
-
:
Chkd By: � Date Project: ��� 1—✓7 �� Job No. '
Subject
I
! I
,' '.' . .' -•-`•--'i _�.I.I!-.r. I i i;-I! %III`-�/mary�_..,,-`,. ,•^),i f�'ri%.„�,:�fi° .j.,-:I�i �I =i�Iir •Yr.,' 'a ;'�� !J{=j.I : `o x.?f =I!i �,}I � �n 0I��i II;I I�j COMP
III C! 1 I I IOi.�V.IP�-.�.AI/. ✓Il' jI/•� �
S
Jmes P. Stewart & Assoc.
'LI . ��,IIIII ! 1 iI G.I.II-I i?i I .j 'j...•.�I�.5I1I,
I .
"�lIIIIIi
aiI �c FI�7 orj ;t It I /CI.
ioi�I
lliII �III II
nI
s,
'
II
CoII.;
� lorado
�/ZCBy:. Date lient: � Sheet No. of
Chkd By: Date ProtNo.
Subject 1
!itwy
Ve
I' U;
II id -
Iv
1
I ` I
r�
I
I
I I
SUBJECI By
477Id
�/�Z---- SHEETO.---U--- T—,--
n —
PROJECT NO.----------
- ,
o. 727
7, Z.-X 7Z7. 4,7
z,; ie
_ /o 0.�s4 4.71
ZD •5.. 2
ja 4,2
■
Lo
Z�
' 8p
l�fl
/40
1
-
3 4D
Z. 7S
O.96
p, 76
D.G 9
�87-(1
/141,9
Z"1/7
4-08 0
0/5
�1gS0
32c
4(aZZ
547Z
437
so 3 s
533 ¢
.5880
� I Z o
GSS"
S4G5
&30o
764
53L
6Y-3Z
z'7-;z
gf-3
SSS's --
SI
(.S3 9—
5 S
6:,9 40
70 710
/G3
S 3 6 z
1 4-S z:
/EGG
5 4 6
SUBJECI DAH:
SHEET NO. ---
PROJECT NO.-
N
hp
F-L
STEWART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
' Consulting Engineers and Surveyors
By: a A 2 Date: Dec. 29, /492 Client: JAB ,t W tL L. r A M 1 Sheet No. /3 of Zo
' Project: n i'J I C E e— T A/ n v r -r P. A I a K
^ /
Subject: b e AiAI A a E ( AL! u LAT/OA/S r02 N % PA)o Ie.TN or- R(//LD/Ni l n7— j
P, r- 172Ai.,UA6 E AF-C-ae6,
- 3734- Frl
COtiC. -PA N :A2ER
F-r
CAvDSC-APCP AeA 9 x IS
SSS FT'
ASSVME COTS Z 4-' P.Vc/OFF 'STAy.r
oN L04J 4—
LmF-ep—vtovi, AjeEA O..0 Ar—
51.8%
' FE-P-V1OVJ AREA
I
' C = �lX o.8/e� 4 0./9L)
0. 85
Dgv. Qzyp- - :0. 85 X z,3S x 0.11 -.
0.Z*7 cis.
DEv. Qlo y,e - O. $S X S,0 x O, /l _
O. 1-7
DBE• 0100y4�857 /G 7.Z X 0,// =
0.79 c,s,
x o•oo�S Z 7:0.35C,r.5,
z.
D k- 0. 35
Z A; STOP—M
DEPTH O• /7
• DRAINAGE CRITERIA MANUAL
RUNOFF
1
1
1
1
1
51
3(
z
w
U
cc
w
a 1C
z
Ill
IL
0 5
U)
w
3
0
U 2
w
F-
a
1
_�■.
,"'_,
I
FAK
1pffM
��
1111/A
I
FAIrm
i FA
M
'
I
I
■I.��i�I����■■■■�
MIA
.2 .3 .5 , 1 2 ' 3 5
VELOCITY IN FEET PER SECOND
10 20
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
I USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELQPED"
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 8 FLOOD CONTROL DISTRICT \ 14
No Text
No Text
RAINFALL PERFORMANCE STANDARD EVALUATION
------------------------------------------------------
PROJECT: COT $, CON/FED =NDvtT,e /AL PA.e E STANDARD FORM A
COMPLETED BY: i2A,0- . DATE: Der a./9rz
- -------------------------------------------------
DEVELOPED ERODIBILITY Asb Lsb I Ssb Lb Sb PS
SUBBASIN ZONE---,_(ac)--I-(ft) -- M . (feet)-
-- M ( )
----------------- ------ ----
-I-
COT 3 MOD ECATC 0.73Ac.1 Z4Q I 1.38X i %7•3 �0
------------------------------------------
DI/SF-A:1989 f I -I\
EFFECTIVENESS CALCULATIONS
PROJECT: C or 3, CON/FBG :Z'+V--------- -�--------------- ao�'r P-q z - STANDARD FORM B
COMPLETED BY: P, A Ae DATE: oar z,,s9,
Erosion Control
Method
C-Factor
Value
P-Factor
Value
Comment
- W A-,r J--..--.---- --------/ -- --------------------
fi S P i 14 7 O
�qze Sore. /•00 /.ov
0, ra- q�,
D, Zs Ac ,
•ST2•AW BADE
,� O• BO
-------------------------------------------
--------------------
MAJOR PS. SUB AREA
BASIN (p) BASIN (Ac) CALCULATIONS
-- ------ ----- ------ ------ ---------------- ----------------------
LOT 3 77,3 0.73A�
W7t, C-FACT-oe
Q.01) �- �O,LSK /•00)t(6.3¢ x0,01)=
WTD 1' �gcroe = 0.30
E F F = C/.0 - o,ar x b.bo l'xtoo - 80,0
$0.00/-; i 77•3°
6
----------------------------------- ------------------------------
,nT fer n_ Ann - _ . -----
CONSTRUCTION SEQUENCE
(QdECT: •Lo-r 3. CociiFgr, Xvp&,rr�ei.aa OIL&
UENCE. FOR 19 93 ONLY. COMPLETED BY: • iep;�
STANDARD FORM C
DATE: jw4,y 3oo1 W
�dicate by use of a bar Iine-or symbols when erosion control measures will be installed.
jor modifications to an approved schedule may require submitting a new schedule for
�proval by the City Engineer.
YEAR 1_
MONTH.
----------------------
RLOT GRADING
�D EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
,Vegetative Methods
Soil Sealant
Other- 13un v/M6 *Fov.vPine4
IINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
'Straw Barriers
Silt Fence Barriers
Sand Bags
'Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
' Other
F-I At-1-.-1-M-I-J I-J-I A I s I o I N I a
-�- -7- -T- ------
EGETATIVE: I
Permanent Seed Planting j
Mulching/Sealant I. ~
Temporary Seed Planting
Sod Installation ! i
Nettings/Mats/Blankets i
Other •. i j
------------------------------------------------ --------------------------------------
l�TURES: INSTALLED BY MAINTAINED BY
iETATION/MULCHING CONTRACTOR
ISUBMITTED
fF-C:1989
APPROVED BY CITY OF FORT COLLINS ON
• \,\�q° \�„-•... �. :t a I Vt r i 'a c.. ''t a i.� p ' t '•� ���/ �Z r• yyyy�
0/ i � J / \' �\,`(�;;11 • ri �� rr a \ <^'l-. �a <r:' '1`~'r > - •t I1 r t~T <..-. ' � f � \\ r. .. � .�`y r -'e•^�`•1
'/° fin! \\ .\• \ � �_ .� .-•\U f, I `+�< . '�..� h kt :-,a:;. aT-.. . _-xt . .e'Y � �.::.1�p,e.:.. ! i]�1 F �`4 1�1 -mil• r' r '•�n ,s .y \y J �, � �/•:.••-.-. � �. i
,i r' -�. \. -> '\ < " I f�, %\ �. 'lUh`r -v -s�. L •y /„v oa'c�' ` � 1 ;� �1 i�'fl'i !{I � 1 f n .J ! I , , / 1• J�
`. J� ;%. - L %i `\ai\� i{ •`'•. L\ �' Srr .r. �\ J •` I�' � 1 4�' -"1 lrl It yl �.. i � ' 11 _� /' /�^.. � /�
• t _ h
. a �� _ !. �,: I . r, \ r \ ._ .i_ •.\ . > l �_. ... _.i. 1,.:�1 �' t�i` 1 .ems;+ : _ .',r"': -
�/� r ilr. \ Ci �•� : a .` :.FY. d' ."A' . �`; 1 ^k�l '��"s.�•, a A 1 i�r j° '.'�� - J��'
- \
\ � // _� • : ice!„' .;1l�
�',�� r-.a .i•.. •�;. b: •.;� � .�.��`•,IC .>,.
I _ . ea•^'
i r 1 K.ia'
:P 1
yr/�• C c, y/ � .r `.♦ "i<ti• .•ebb , ..r;v,'r'v `+. i' .\?�• J,/•..G'3Y'... r#:`
`n '',\-. 1 - � �t 1 'i!`• ry. �r ':+.
"r//ii • ,,,� _ f• \: l 'v< '�� -.v 'x9s*. , a�� I �'Kr; �'•;,. �i .' aT' .:ir /' ,Pa -•� _.tip ..'•��fL. .�:..
- `.i. i• / /{1,� \ t . -!/.w ,., 4 �-3.e, rt- .� '^ �• ..t. `�... R'.;
/- X� �y�'\ � / [/\�'. / J\ \ • L�_~ .�:. 5 '�> •l l l 1 ' / \-V � y • - i- f .�e.� �"� - <'. b • :2., aa.1.:`:, .
/. -/ '_ \^ - Fr :c4' \ \ a' i�' ^\'^ - �i! ') �•, r`..."•" '^y 'Y-'"�1 '.\ C .� v': j` -�Ia.
ea /. I :�I ;,',o� 0 �� a`° !\.: 'VuCt 'U .a, "\... `.\. ..t, :r .a :_ _a'L. '.: \� _, i� 'o.�t' / , , J'• ``;l'- •.fir
/•. �. -/ Tv. -'F a.l�' ...i"` �! 1. ./" '-r• -• ''[:
``.�.- r a •'� /� � <'w-,>. �v \C.n- F., ;y _ ._-'9 +i '1:. I\I\11 .s,%w--v- j� OJ .i' iY .1, "!f. a. 5 y
� '/� 1 I/)/7/ '\`� • / c• -`,'•Y.\r��- .>� L �. ti'�> � _l i.'_ \. �5 .)} \� t 9 �- ♦Y r h' ��4•. 1'4 �.',T':T �"''• 1
�•�+-y. � �'C' �/ •�1 ` ,.A` / A0. .ram.. ,!. .L L.' _I�n 1 1S 4.r.:•Y :T. .fY; 5.: .� / .» a�. .a- .H, .S4•.
n... L--' aa,:.l_ �\ �'� _ - .w., .. }, '••.., _ '' A...r .4• :.?...-f?tr'"r sr' �.' =G( .t ':'`• ys ,, •>. ,.tk' .rj''.t a�
a '/ / 0 kom r.. ��. ,;r� �!\ 1 i:.�:Jj .1 ,X; i. .a :_o: �v 4lr :' r •+. _NY �`:. ;Y. •:;,{: .. '�q4=
a 1 •, .I/• �\ \: �-: - t _,\, .:: • ?,' •.4 _ �: . �a _r .l �Cq't .rr at:`:.. '+ _ ... a .Lf� - '=1.,,>
e •�0. I .I i � a ��-_; �\ __ ^•'n• :� � - .1' / .�' : %��':: - y w�: _ r /-'r•'e,f`'< : j>�' '7•r + "a
•\+J-• !1 T• .t • •\-, f ..`:>. :V- ::..;• r {^.. �.. ' .r- -a. .>:'�. I T 't - _a'1> t t._,+: .r :7. . r. ,'. r ..'� < '#
'�' "%� . V r:l 0 e\ � � _ a�. _ - i ` , .e• I . i `\, {'. � � , t � Y,<'�.''Sri. ..J+`� • r-.�.:-• >_ ' ^'•i -
•�'. �br r' a ` r�` •�• <' _J.f[ 'i.fy-i:c :w r.na. y.. .. ,'. .'>i' 1 y. •�a .i• �r :F. .,`. �ra,..Yo-.��
x .f:i.., .%+�. ..t :•- r� �{1j+�..: .;� �r._.' -•9sr '+'+� t. :rh1b .' S_.` / '�2v9'i� r M ..
,.p ✓ Al a. ,s.,.i.. 'n.. S s. ^e�>.-.-. ••'. ':i 7 f S ... r '> > .:.v /�O-•�r.]w' r:: >; i V e a• '.y' - aY.:
A _ }.a .�', ^" C3 iC t.. e.: ..k. :! Y >`::-j.Y t Z... ,.f - $...<t i > r^ •�\'� .:`�
a�� �<�:
C \- /� \ aW �/ / .� • /r rJ V � w'i'.• .>Tn' �/ may. ' � 1' ,..w ' {
„a . � / '\ as '�;. �c� ., '/' � ��'.r' �_., ..�' ': r�_..,]��. .•+, wi:, �d �!' ?`,.= ! /�,� - _�•• �''� ;i- a' .:,
•� > �'.. > ..)�' %'`�- ,���... -i�t, ,7 _ _7w.ega �..' li,J
I /.. � VV.�. -:4'; ( :.:.5�,, �; •y[y .} "rr 4L�.,t
-/// i I.� 1 /:;iY •Sid ,� -.: '.::.-r:^�l-:3: - ? � .•/r r:
./ : `•\� q. . �7" , _ :. `J/ri. /� 1 .� t l: 'c. .�'?' G1.� ie'.,,> . �!� .�'.1:-: 'r: i\ �.:N� •t•, r�iK' ,. � �-1, a J' _'f =c:'.
'� 0.0 •\ :F°. L � - ' yi a '\•.. f a,+ Qs.' :5 ,�.a� - - 1 a � �y'.:,• .� 1 • \?>' '! i•'.Yi. --� r. ':< > p . .,t�� -,r- +,. $-. .. p.'r.d
D / _ ° ..\. ..r -';4• t •.\✓. ,( •`:x ♦ `. \. Ci a- - +_'W� - ^�['.:. ,:-+�iR::: ��.!v f `'/ .: .: y. < r '.i, ..�. .+� �''J
-;� , '? - :�- ...y q• _ JR4.. ,�4��.'�L -r "01. "- � � "1"z.tr. - `.+' :•r,t}. > •3: > .'�w�. "'i
M1' ' '•"!• .'IJ' , ,i:' :%1 ye Y a -'�...' iy F '-` < roa a: qt ?t '.t:
._.. r�,,.�r �:',sr .:y. i 1 �*'...�" �1•.: .r.'T'='F...t'�' , ..� �'+ "-'�'I.h'�`F.:: .>..i. *_-"'S; n<-f.. _.ne 't<.,�>- �i
�<'\' :� O 'If ♦♦ ..r f`: :✓: lC :.<r .lam rl '1. '�. - - -C>e •{
`\\� ')o, '.\\:a-- ��/ ���'ryiryii�,,yyy,,,'l .> M• r Y'. '. �-.. - >�V:��.l�:"�. :�N� � ♦. /'r�• _t•' :..� 1. �,_ s ,esr ,"�.•(: '�.T?;:�°; •. :'{�
\.. ((11 ^ D '�`} \ \/ ' ^)': w0 w„y' S ..,.,-' [�a�ya> £` ,,.�� 1�• • " a} 1- .y- _�'A""�`j/ ..''J . tee.. :Q
\ \ T• �� �' `" ` �.`0/ >'�71�Y< _ ^a: _ �Y la. \ .\• 1{ .O• ��TJ' �.:. .\'S�:�✓..• .I �•. ra ��>.. ,a >„
.D - �r/l� : �//\�-'�'-'. 3i4- aH' ..d y� � • >.:` `;\. '. ,.` .`; �' �. - \\ s:.. .i, )
Q'Q
,/ - ✓•"� K•. W/ >r �-'�s' ��.. :ii s �jj .\, ' : 1 <�jj. G ... p�'� 5y �i� _.gip; ar..,••- > - 7 r
+ '�.♦% ��' ��� �.�[ 'i'a f Y .1Lr ai G.T :i , -+,. /. '7-.yrr V �'a"
47,
Ry
`: \ \`� .`` ': / '� `'' . i 't"' .:, '''1v,'sl.' 'ro .t. ' >!, '�•,(:.:� �:. _;R,r -,` \ 9. : a •> ! _ %., 1 /: 'a. �4 ..: i;:.. "iy,:`'• -i
• \,. , 1 - 4; "tea[ : + •' J/J �i ' .� + '�• \ . I ;_j• ,�.Sy yI •I
O.• (✓ _ r•:� .1. X\ .., .: w' ttl��J/ - ✓±�;?, t''��n✓ J "( _.y ,>y'• .\ .i' \ >4 ♦- t,..lF.a
�' as ` .-t✓ Y4 - :1. ..-::•,Y1 y� : r\ 1s.'k' '!N ,'-, it'=� c \.r.. ,* :% ` •'. l r.%':
. �a,`\ .�� t>•...1/Al f�.., a•. k •i -"" Via., %v, a2. .sue .? -'°a::T�LOO'�W41' \. �. a •1� _t�.-«
\ •�, .t_hr, T'.ar�•.. Ala>. •' -$ i'.` h if ..�><. •k .�, <7 w•.i '\, z. �. Y __SSww .'v`_.,.i �. �i x
/� - 'I�r 1 r `` �+`NYj� '. ic: » .f�i`w. •__ �. �� >,• -16 .f' • 1.1 -%-'•��.� .ram .3. f�� :f:�. _`- i {
�/� 1 �? � �i Jib 1i i•<`s+6� e._R' .. /��:r� ���'/;: vie Jq t..i _ 35�,1�� y, i� :<".{ '•�'aJ' .4.) '!C'�./rra. _ <.� ..` '.:C. - L r - �' .:L• y /,� ���
_ \ . ✓. b 1 Ci� II` -t _ [_•:+.1� '�rx: ! . L^1;iFP.`, CFsa •l .?6+• < _ J:. , l:ii•C ` J ;]. '•W i :" : _ .r.. /:i.. ,'1..,-: .+
�,.-��- �_-- 2 1'•^, .1 .;;,�.CT+1. '.aiT\,�S ..+. i.� (^_ t�.a.e V v-:. T vtw: `: a.. a.: .►. sue.. _
- , ,-F?�+ � - �:��-r;:^ � �� = '�` .: X.. I {r �i 3 : ' l � ` , i_..� tlj� _ ;Yf'-. -•.i• . r t - �.'• ' -s _ �7
LT
a ! ,.a: / .V f sirii:<€ �¢�' •r. ':.i: -`.� .�. t< wc.,. ..7:. .: r,�.r':9
.�, _ •. 1 p :�' .+•f_ i_-V � mow: lc J .r. �T `�V' y}' ._ .q .xc • .,rs- ..i
., 2?;
I ''s>1.'� rY! - .';{.- << r. y a K .Sii<.`T.�J^. t :�-t -A'/ .r -- .\ 1.- - t•I� .:,.y
. t i :1 1 /. .at; ••�' ` 1 -
., .�` 1 t WW1 � !.. 'O� . p . \,l .r .4, c- : J,.< ?.' i/'. .� ,'� r e\`-._'/'. ,�: .. 1ST'. •.�. 'a ! 1 1 5 ) 'i ka.���. ..o.i. :1_�rr"1• �.1 ,�+.x ��3 ". v. j�^'��...��:. .�`.°?3 - 7�-.' - 'a:' �'`-^ `% ••`.�:\cC.$a:{,�
g')<.•i 1 rI '1 1 1/, ;`,' -4 �7� 1. .i.♦ i [ 1 1 1:T. � } -3i V�vr.`.+� �'•fa .r✓i 4' .> >:Lmr.. 1 .lY :1t.:a
., 4 '• 1 . {`,'' ..'�' .r. 11 M.thJ• :4 1 '^� ,5� >: - -�' - .'< '--> :�>, -:_� P .i• +. ,r<Fr,,,':: i 1 �./•. � � :F .'il � "! '.M \ _ :1' 1)) .1 �� t.l�• .?7.•"d�r :'.(e {r��'y-. :9Ff S". ,r„ 3L. ,!Z' •.r'. ..�.aF ��+ >.e
! �` .1 j 2 I C!_ `�a' � 1 -1.' : �f .y r - 1: f . yi 'Y R' •a'�<Y A`.' - r a • ..< >/j:•. '�� ` :<.< - / :.'f.'_ �j}'. [`` s :E
r:.� M' :F> rNYG-�..... _w 'i:u°Y..:.Y �_:. /.' ..!':.' 1 - �.,. ar;.'L .�.:.J>
'.i'. n. .t ;l ./+'.'�!. 1` •c. {{-i? `1. FMaI J: .Y'' ..C. .:�-e'-'-,t�,.: - :. ..L _ j w 'a. r� !/.:. 't r_y�-;.i. v ?r
•' , ro^ .. < •1:.1 y, , .{'. Jdr y.Ti3 { ^�? 'r • `-Y"!;: l r` - % •
rya ��->'.• :•< .\.`' ,JY _S ., f'. ..}.. et•. -
i '•�: t :,t31 -7.1 1'r •!� `�`G�,'.).<�'C�e. fir-••r.'+w :ii-Pi-xL>.... /: r t -� t .,.n- ✓':`: 5 ::i[..
:
`: eta: 'L 1',/ `S;•_, 1r-'~ a,•,4,• .,,a r�i s �-�a. 7' .: ••
. : 4x' ,A;
�. 1?T Y-:•t s' , -r." II4•d' - i2< .J ''-''• - .�s:r .i1� _��' - \r�.�-J:k��7c+�.,4 '. ' r +,l f �S• y.
`..a 1 �':.-t c. ..>I r +` t_� .•1... ,t 9.-:• a'r.-L-a. A{`.,6 1 �. aa �.� \ c\ 1 , i
t ' 1 "': -+: v J.. i+. w .: .^r3:. rv.r":%... _ .? 'iY.. r.�.1��_..�.� y:,a .b��•.:'.. t. ..::
' . ) ` .. _
1l _ y
"l .ii a: ,� ; .. �`'`{��' ; ;•.1 1, 4K� p�,.> * .:> f �� . �r 6• n,' . �,. •,T,':. >.+ex, �.1 :, .< s :n`i `.
N r,•,F' r �..'.. 1 •^',.:•<... ^4rir_.: .'Ya, . 'a.(a•�' Y; ..iv . �:> >C •+ -� `^t ..-i,r•r�:,!
•�A_''L^'_�j 1:1 ♦._.'I //`A
:,r "Y • k ,r I 1'1� .:� .Y 'J ' �' :/ �` >>a1•L . ,, e. ..±±��..: r' ;4 ♦..>• j {: � 7 'r f - r� t:._•-
/ +,. T. _ �� a'✓.a•.- r-.+• � . j�: - _ b�, _ lr C. •., <. -
_ ,.t. '.;-Z.•a. "-�5';?'..• ai rl. -�<1.}, ...r t � • r.' _. •. :"•:.J• Y �_. �; ••�. iip- i 'r.c \ S. s'.
- .R .y •, -.� •='s..:'r'. .q` J3 .�=�i+. �-"r' :'�. w.;:t 5' q. �'^V: /' .a /.ss..,.=n I�'• \:•
/ f :>. r^•,y. _. ,;.Ya.']r"k;: - :_`^•�. "^".i. ni. ..$fora %�C : Y ', i:., ay,ir'• if ; •.','1,r.-'I::<< v? :a: ° t:..: •. urD; ..
< Vim•,
`••� • 'Y� rS'Y..�r^� S. C'l. � i)\. ai.>•, 1 �T'. ... i.:� �"y A^1 •/_ ,
- yQ
i ':`�`"i o-. - `.a . ii:47F`+ � ^'• \L: R.:.a✓ J- y. rT �4•-Tyro• .� V t In a"O. 4[- r.. _
'1"- ,_'?. _-?-.'•,.�.p.} xD 1Z`" :�:.-:-.�.. }....-k» .1� fir, ..}.. r'..
r*-Y.. •:>', DsG': � �:•+T - wi - -.< ..-_ �. , � •Y 'it. i . r . I.. r 7a ,.'f :< •>sZ ! ^�' 9 , \
;]L� � l;¢:1' 'Y �.. - 4S� 3•y:-..�.. �_i �i'�`yrM: .'1ti 3" ief..i' 'L'_\. _ 1 � : �i .r / IFS s_T �lrs }M1�" N�'•` r r
r
.n ,y:.. _ . efy 1 ':' 'ti >: ��ti �{:JvY. $T},i�i�-,����_-_ �. •r �� ai'4/-...-�. 'y 1-.: ri i. lr �� .4.�:.:` i � _. �•�:�h� T
ti:+'. `ir*s� >{.��� ��;.:a:T -R.a�7:..•w._• '�i2'�'i` �" ':r '.iC ,1�+��\ it },. .:r �!. r_ _ X" - D'�'<V' i•: / \ r
. % !a f1<"rb/ ` ♦ �¢. § ♦r.,q _: y�Tii=.vt `"d'_. •14 w .%„t >
is �, ..� �+•• i.u. ,ice \' '. >�. .a/ -�.. �a-r_ •'a.. _,� 'v:f ♦�;�:I •' j�r' ., _ � 7� -
KT�� p :-xy 'L't .'. :7. ` r•� ,�.. .. a'rrFi ..q -v _ �-�'... '/ i �. 1 ', � i 1 � .•.< r%/ /. .�,,t .,�{.
\ �.: ,1 ' V; •a 'V ;.`Y a. /i : ?f ] ��' � 1 .'� i rl1 ��r'1 y ti. - >•, - -;Y = _�� ... ... � /i i . l.� ; i L�'`L� 1 � �)`ti. � � ,/ �,,e��(•.
�' x '"• •,�'� .f/+a .<.Y?•; � �4 <�. 31 /� �1'i'�)I • .9L k� •' ' -[ •rq` -. +w ," .. /-- 1: .1' 1 i /I .1 i/_ }•. a.f :'f '>
_
.v` �t -> y���A'��_aw.: 'a;,i• S rZ" �MF r � J'�l ��. jl r 1 �:...... _�• ._.... � � f ti � r - } 1 -
a: \i- . ~ �l <r 1 • v ' 1 ��rrr _T y .ti �Y�], rl'.+� . ' °.
DESIGNED JG8 DATE a Q CITY OF FORT COLLINS? DRY CREEK
H S_ DATE g 79
' ASSOCIATES INC. CHECKED FFM. DATE I'2/79 LARIMER COUNTY1 a CCLORADO DRAINAGc1NAY PLANNING SHEET s oF'
GINGERY DRAWN
REVISED DATE ',�A (,OjVv�c;��faaTION BOARD SCALE Irr= 400t
(Zoe
�I
PHASE 2
E%T. STI
w p FENCED
VI II STOR'G
all
WII -
z /
ou
00
all /
1l�
oz
z
W
I
I I EM a' N6 CURB
AND 4U ER
L
L---J i
A
9
MUSEUM
iaMW1
14-161
EXT.
FENCED
STOORR'G
PHASE 2
PHASE 2100
____T
'� PVC STORM POPE
I�
1 I
it
FUTURE
® BUILDING +
AREA INLET
f
I
i/T1="%r
i
III � PROPOS
M
Is
D 1 PROPOSED RETAINING
_ WALL (OE9GN BY OTHERS)
-THE TOP OF FOUNDATION ELEVATIONS SHOWN
ME ME MINIMMM ELEVATIONS REWIRED FOR
PROTECTION FRAM ME 100-YEAR STORM.
MINIMUM FINISHED FLOOR ELEVATIONS ABOVE
THE 100-YEAR WATER SURFACE IN STREETS,
CHANNELS, DITCHES SWALE9. OR OMER
DRAINAGE FACILJTES. AS ILLUSTRATED BY A
MASTER GRAONIG PLAN ME TO BE SHOVM.'
I SUMMARY OF DRAINAGE DA
MINOR COLLECTOR
( 8V ROW )
NOTE
CONTRACTOR SHALL AJUFY LOCATION
OF DOWNSPOUTS MI ARCHITECT.
SUBBASIN I CRES) I C2. CIS AND CIO I C1QU I (cFs) I (CFS)
IOO
INANE (A
CRIES)
ACCESS
EASEMENT
1 1 5' TOPE R INLET y
I I / E 65.83 1jr HOPE
1 I 0663.13 1 STORM
I I 0 0.50E
OTY HIGH
RISK 1W VR I
1 FLOWPLAIN I
�� PROPOSED BUILDING �
` FINISH ROOK \
r ELEV-66.g0 \
I y nDe
I T I
�I ~ PLAY 1 it
AREA I
1 y 1
1 I /
1 � /
1 � /
1 � 1
1
R Ql; l 1
1 � 1
1 (n I
1 1
1 � I
L � I
1 J I
1 I I
]IFRGFNCY I
OVERFLOW � I
1 I
1 I
I
PREFAB 1 I e
i'X i6' IEEq
1
rX 22 1/2'I �
RETAB BFNdI1.� 1
' 9' UTILITY AMID 1
ACCESS I
EASEMENT i 11
1 I
6a0 M TEMAI
.FLDQUMAIN I
SAW
VA 11 MUM
* F 1!�L-amx tr TIE 2�
Vac
I y /
STANDARD EROSION AND SEDIMENT CONTROL
CONSTRUCTION PLAN NOTES
SEPTEMBER. 2003
It I MF EROSION GONmO INmrrTOR MUST BE NOTIFIED AT I FAST TV4Ntt_rralR (241 HFURS PRIM M ANY C.,ONSTRUOTON M THIS SITE.
(2.) THERE SHALL BE NO EARTH -DISTURBING ACTIVITY OUTSIDE THE LIMITS DESIGNATED ON THE ACCEPTED PLANS.
(3.) ALL REWIRED PERIMETER SILT AND CONSTRUCTION FENCING SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCI(PILING. STRIPPING,
GRADING. ETC). AL OTHER REQUIRED EROSION CONTRM MEASURES SHAL BE INSTALLED AT THE APPROPRIATE TIME IN ME CONSTRUCTION SEWENCE AS
INDICATED W ME APPROVED PROJECT SCHEWIE, CONSTRUCT{ON PLANS, AND EROSION CONTROL REPORT.
(4.) AT ALL TIMES DURING CONSTRUCTION. ME DEVELOPER SHALL BE RESPONSIBLE FOR PREVENTING AND CONMOLUNG ON -SITE EROSION INCLUDING KEEPING
THE PROPERTY SUFFICIENTLY WATERED SO AS TO MINIMIZE "M BLOWN SEDIMENT, THE DEVELOPER SHALL ALSO BE REWGNSBLE FOR INSTALLING AND
O
MAINTANING ALL EROSION CONTROL FACILITIES SHOWN HEREIN,
M
0
(5.) PRE -DISTURBANCE VEGETATION SHALL BE PROTECTED AMp RETAINED WHEREVER POSSIBLE, REMOVAL OR DISTURBANCE OF EASING VECETATOR SNAIL
N U
E
BE UNITED TO ME MEA(S) REWIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS. AND FOR ME SHORTEST PRACTICAL PERIOD OF TIME.
o
oV
(6.) ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY ($TRIPPING. GRATING, UTILITY INSTALLATIONS, STWKPIUNG, FILLED, ETC.) SHALL BE KEPT IN A
(�
ROUGHENED CONDIEION BY RIPPING OR DISKING ALONG LAND OUTOURS UNTIL MULCH, VEGETATION, OR OMER PERMANENT EROSION CONTROL BMPS ARE
N m
INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT SMUT RIGHTS -OF -WAY SHALL REMAIN EXPOSED By NANO DISTURBING ACTIVITY FOR MORE THAN THIRTY
C
O
(30) DAYS BEPoRE REWIRED TEMPORARY OR PERMANENT EROSIOB CONTROL (EX SEED/MULCH, LMDSCAPNG, ETC.) IS INSTALLED, UNLESS OTHERWISE
NO O
APPROVED BY ME Ott/COUNTY.
GUI.
O
C
N
0
(J.) IN ORDER TO MINIMIZE EROSION POTENTIAL. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES SHALL:
00
0
—
(a.) BE INSPECTED AT A MINIMUM OF ONCE EVERY TWO (2) VICEKS AND AFTER EACH SIGNIFICANT STORM EVENT AND REPAIRED OR RECONSTRUCTED AS
4,
4)d4ocy
NECESSARY IN ORDER TO ENSURE ME CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION
m
y^j
(b.) REMAIN IN PLACE UNTIL SUCH TIME AS ALL ME SURROUNDING DISTURBED AREAS ARE SUFFICIENTLY STABIUM AS DETERMINED BY ME EROSION
CONTROL INSPECTOR.
b0 c
(c) BE REMOVED AFTER THE SITE HAS BEEN SUFFICIENTLY STABILIZED AS DETERMINED BY ME EROSION CONTROL INSPECTOR.
W
(8.) WHEN TEMPORARY EROSION CONTROL MEASURES ARE REMOVED, THE DEVELOPER SHALL BE RESPONSIBLE FOR THE CLEAN UP AND REMOVAL OF ALL
Q O
O1
SEDIMENT AND DEBRIS FROM ALL DRAINAGE INFRASTRUCTURE AND DINER PUBUC FACILITIES.
G 1000
(9.) ME COINACTOR SHALL IMMEDIATELY CLEANUP MY CCNSTRUCTION MATERIALS INADVERTENTLY DEPOSMD ON EXISTING MEETS. SIDEWALKS, OR OTTHER
��
AyW U 0 O
I'
PUBLIC RIGHTS OF WAY, AND MME SURE STREETS AND WALKWAYS ARE CLEANED AT ME END OF EACH WORKING DAY.
VV 0
m
(10.) ALL RETAINED SEDIMENTS, PARTICULARLY MORE ON PAGED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION
U G
SO AS NOT TO CAUSE THEIR RELEASE INTO MY WATERS OF THE UNITED STATES.
o
r U
(11.) NO WE STOCKPILE SHALL EXCEED TEN (10) FEET IN HE3QHT. ALL SOIL STOCKPILES SHALL BE PROMCMD MOM SEDIMENT MANSPORT BY SURFACE
I
ROUGHENING, WATERING, AND PERIMETER SET FENCING. ANY SOIL STOCKPILE REMAINING AFTER THIRTY (W) DAYS SHALL BE SEEDED AND MULCHED.
Z c
i
(12.) ME STORMWATER VOLUME CAPACITY OF DETENTION PONDS WILL BE RESTORED AND STORM SEWER ONES WILL BE CLEANED UPON COIPLETW OF lldE
MI O
PROJECT AND BEFORE TURNING ME MAINTENANCE OVER TO THE CITY/COUNTY OR HOMEOWNERS ASSOCIATION (HOA).
< >
0
.m.
(13.) CITY ORDINANCE AND COLORADO DISCHARGE PERMIT SYSTEM (COPS) REQUIREMENTS MAKE IT UNLAWFUL M DSCHARGE OR ALLOW ME DISCHARGE OF
MY POLLUTANT OR CONTAMINATED WATER MGM CONSTRUCTION SEES. POLLUTANTS INCLUDE. OUT ARE NOT LIMITED TO DISCARDED BUILDING MATERIALS,
CONCRETE MUCK WASHOUT, CHEMICALS, OIL AND GAS PRODUCES, LITTER, AND SANITARY WASTE. ME DEVELOPER SHALL AT ALL TIMES TAKE WIUTEVER
MEASURES ARE NECESSARY TO ASSURE ME PROPER CONTAMMENT AND DISPOSAL OF POLLUTANTS ON ME SITE IN ACCORDANCE WITH MY AND ALL
APPLICABLE LOCAL, STATE, AND FEDERAL REGULATIONS.
(14.) A DESIGNATED AREA SHAM BE PROVIDED ON SIZE FOR CONCRETE TRUCK CHUTE WASHOUT. THE AREA SHALL BE CONSTRUCTED SO AS TO CONTAIN
WASHOUT MATERIAL AND LOCATED AT LEAST FIFTY (50) FEET AWAY {ROIL ANY WATERWAY WRING CONSTRUCTON. UPON COMPLETM OF CONSTRUCTOR
ACIDITIES ME CONCRETE WASHOUT MATERIAL WILL BE REMOVED AND PROPERLY DISPOSED OF PRIOR TO ME AREA BEING RESTORED.
(15.) TO ENSURE THAT SEDIMENT DOES NOT MOVE OFF OF INDIVIDUAL LOTS ONE OR MORE OF ME FOLLOWING SEDIMENT/EROSION CONTROL BMPS SHALL ®E
INSTALLED AND MAINTAINED UNTIL THE LOTS ME SUFFICIENTLY STABILIZED, AS DETERMINED BY THE EROSION Coll INSPECTOR. (WITHIN LOWLAND CITY
OMITS ONLY).
(A.) BELOW ALL GUITER DOWNSPOUTS.
(B.) OUT TO DRAINAGE SWAES.
I ALONG LOT PERIMETER.
SCALE: )e=2O1
(D.) OTHER LOCATORS, IF NEEDED.
(16.) CWD IONS IN ME FIELD MAY WARRANT EROSION CONING MEASURES IN ADDITON TO WHAT IS SHOWN ON THESE PLANS ME DEVELOPER SHALL
DRAWN: KMZ
IMPLEMENT WHATEVER MEASURES ME DETERMINED NECESSARY, AS DIRECTED BY ME CITY/COUNTY.
CHECKED: GSF
CONSTRUCT" SEQUENCE
APPROVED: JRL
PROJECT:
LOT 2 and 3, CONIFER INDUSTRIAL PARK
m
STANDARD FORM C SEQUENCE FOR 2005 ONLY. COMPLETED WI: JRL
DATE: 10/9/2006
Indicate byuse of a bar Wine or symbol when erosion control
o
Z
s
measuresIII be Installed. Major "Ificetion 1* on
approved schedule may rations submitting a new schedule for
(.) LJ.I
U)
approval by the City Engineer.
(_i
O Z
J
,l YEAR 2006
Monte M A M J J A S O N In QWJ
PROPOSEDTIE OUT \ DE-TENRON/WAMR QUALITY POND
STRUCTURE W D VOL1330 cu ft
9' UTILITY EASING SEE DETAII W O OEPTI ft
EASEMENT BOUNDARY SNEER 11 OPFNNING OF CNEA FICE PTE-
3' ACCESS 2 COL X 3/8'01 HOLES
EASEMENT �6� __` DETENTION VOLUME REGD-11,020 a ft
-EIDSTNO WIND _METAL VOLUME REODw12.350 no It
1W M W.S: 64.9J ft
AND BUTTER 1W M DEPTHI IF
PROPOSED lr OPENNING OF ORIFICE PLARE-2 5/8'
__65-_ PVC STORM PIPE MOO OUT-0.36 cfa
---------------
------------------
LEGEND
- - - - - - -5ZKS- - - - - -- MISTING CONTOUR PROPOSED FLOW DIRECTION
- - - - - - - 5065 - - - - - - - EXISTING INDEX CONTOUR X SILT FENCE
93 PROPOSED CONTOUR
oo PROPOSED INDEX CONTRM 'Imi VEHICLE TRACKING CONTROL
PROPOSED STON SEWER DIP X PROPOSED DESIGN PONT
® PROPOSED STORM INLET
PROPOSED BASIN BOUNDARYNBOUNDARYPERMANENT SEEDING
PROPOSED SPOT ELEVATIONN
�{) SUBBASIN NAME PROPOSED BASIN LABEL mil®
SUBBASIN AREA CIP) NLEr PROTECTION
ACRES)
® 'sty WATTLE FILTER
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughening
Perimeter III
Additional Barriers
Vag lalive Methods
Soil Sealant
Other
RAINFALL EROSION
CONTROL STRUCTURAL:
Sediment Trap/Basin
Inlet Futers
Straw Barrier,
Silt Fence Barriers
Sand Bags
Bare Soil Preporallon
Contour Furrows
I
Terracing
Asphalt/Concrete Paving
Mar
VEGETATIVE:
Permanent Seed Planting
Mulching / Sealant
Temporary Seed Planting
Sod mslalianon
Noting / Mals /Blankets
Mar
NOTE: FOR EROSION CONTROL DETAILS, SEE
EROSION CONTROL DETAIL SHEE.
GRAPF%C SCALE
0 w
11 Inch!MEET )20 R
CALL BEFORE
YOU DIG
cau unuTr NonFlcnnoN
CENTER OF COLORADO AT
1-800-922-1987
www.un C0.of9
CITY OF PORT COINS, COLORADO
UTILITY PLAN APPROVAL
APPROVED:
CITY ENGINEER
DATE
CHECKED
BY:
WATER R WASTEWATER
DATE
UTILITY
CHECKED
WI:
STORMWATER UTILITY
DATE
CHECKED
BY:
PARKS R RECREATION
DATE
CHECKED
BY:
CHECKED
61:
} p CL
3:NMJ
2<0
LEI >
w>
~ W /LLJJ
J Z1d
_ =NQ0
Z Z 0
(/) Q
=) w
_� A
PROJECT NO.
0205
SHEET
4