HomeMy WebLinkAboutDrainage Reports - 01/18/20011
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FINAL DRAINAGE AND
EROSION CONTROL REPORT
LAUREL STREET APARTMENTS
Prepared for:
VANTAGE PROPERTIES
3555 Stanford Road, Suite 202
Fort Collins, CO 80525
Prepared by:
North Star Design, Inc.
1194 W. Ash Street, Suite B
Windsor, Colorado 80550
(970) 686-6939
January 10, 2001
Job Number 136-01
1I North Star
1AJftAw,, design _
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January 10, 2001
1 Basil Hamdan
City of Fort Collins Stormwater
1 700 Wood Street
Fort Collins, CO 80522-0580
1 RE: Final Drainage Report for Laurel Street Apartments
Dear Basil,
1 I am pleased to submit for your review and approval, this Final Drainage Report for Laurel
Street Apartments with revisions to address your comments. I certify that this report for the
1 drainage design of Laurel Street Apartments was prepared in accordance with the criteria in the
City of Fort Collins Storm Drainage Manual.
1 I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions. -.VdC=M?r�- ---I
Sincerely, o� •' V KR::pF�Ly9``o
1 31 06
Patricia Kroetch,
1 North Star Design, Inc. J
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1 1194 W. Ash Street, Suite B Windsor, Colorado 80550
970-686-6939 Phone . 970-686-1188 Fax
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' TABLE OF CONTENTS
'
TABLE OF CONTENTS...............................................................................................................iii
1.
GENERAL LOCATION AND DESCRIPTION
1.1 Location...........................................................................................:....:..................1
1.2 Description of Property............................................................................................1
2.
DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description..........................................................................................1
t3.
2.2 Sub -Basin Description.............................................................................................1
DRAINAGE DESIGN CRITERIA
3.1 Regulations...........................................................................................:..................2
3.2 Development Criteria Reference and Constraints ........................... :......... :.............
2
3.3 Hydrologic Criteria...................................................................................................3
'
4.
3.4 Hydraulic Criteria....................................................................................................3
DRAINAGE FACILITY DESIGN
4.1 General Concept......................................................................................................3
4.2 Specific Flow Routing.............................................................................................3
4.3 Drainage Summary ..................................................................................................4
4.4 Variance Requests....................................................................................................4
5.
EROSION CONTROL
5.1 General Concept......................................................................................................4
6.
CONCLUSIONS
'
6.1 Compliance with Standards....................................................................................5
6.2 Drainage Concept....................................................................................................5
6.3 Water Quality and Erosion Control Concept...................:.......................................5
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7.
REFERENCES....................................................................................................................6
APPENDICES
A Vicinity Map
' B Hydrologic Computations & Erosion Control
C Figures and Tables
D Excerpts from Previous Reports
iii
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location
This site is located in Old Town Fort Collins. This project is located in Block 96 of
Harrison's Addition in the Northeast Quarter of Section 14, Township 5 North, Range 67
' West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County,
Colorado. See the location map in Appendix A.
' The project is located north of Laurel Street between Meldrum Street and Sherwood
Street. The project is bounded on the south by Laurel Street and the CSU Campus and on
the east, north and west by existing housing occupied mainly by CSU students.
' 1.2 Description of Property
The entire project consists of approximately 0.18 acres of land. The land is currently
' undeveloped and slopes to the north and east at approximately 1 %. The site currently
drains overland to the alleys on the north and east sides of the site.
The project will consist of a single building, several short driveways and two decks. The
site will access off the alleys on the north and east.
2. DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description
The proposed development lies within the Old Town Drainage Basin. More specifically,
the site is a portion of Basin 529 in the unapproved draft of the updated Old Town Master
Drainage Plan. An excerpt of the drainage schematic is shown in Appendix E.
2.2 Sub -basin Description
Basin 529 of the Old Town Master Drainage Plan flows north in the street to Myrtle
Street where it is intercepted in storm pipe and conveyed east and north to the Poudre
River. The Old Town Basin is subject to areas of flooding along the major conveyances
and these areas were mapped by RCE in the original Old Town Master Drainage Basin
Plan. This site is not within the area that is prone to flooding and was not mapped with
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the RCE study. Portions of the Old Town Master Drainage Plan are included in
appendix E.
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations
This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage
Design Criteria Manual" specifications. Where applicable, the criteria established in the
"Urban Storm Drainage Criteria Manual" (UDFCD), 1984, developed by the Denver
Regional Council of Governments, has been used.
3.2 Development Criteria Reference and Constraints
The runoff from this site has been routed to conform to existing site constraints. Since
this is an `in fill' project with all of the adjacent alleys, street and buildings already
constructed, there is very little room for variances from existing site conditions.
The streets and associated drainage systems surrounding the site are existing. The
nearest storm system is approximately 200' east of this site in Laurel Street but this site is
intended to release to the north in the alley. As currently proposed, this site will receive
only minor off -site flows from the adjacent property to the east. The adjacent site
generally slopes to the north but a small portion of the east side of the site will tend to
flow east into the subject site and be conveyed north to the alley.
No detention is proposed for this site. The existing site (based on the rainfall criteria
adopted by the City of Fort Collins on March 26, 1999) generates approximately 0.16 cfs
runoff in the 2 year storm and 0.76 cfs in the 100 year storm event. The site as it is
proposed will generate approximately 0.40 cfs in the 2 year event and 1.80 cfs in the 100
year event. Although this is more than double the existing runoff, the additional runoff in
' the 100 year event is only 1.0 cfs. This increase, when viewed on a basin wide level, is
very insignificant and will have a very minor impact on downstream conveyances.
The update to the Old Town. Master Drainage Plan has an allowable percent impervious
for Basin 529 of 75. The site as designed has a 73.5% imperviousness and is within the
guidelines established by this Master Plan.
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3.3 Hydrologic Criteria
Runoff computations were prepared for the 2-year minor and 100-year major storm
frequency utilizing the rational method.
' All hydrologic calculations associated with the basins are included in Appendix B of this
report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub -
basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub -
basins and Design Points associated with this site.
3.4 Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with the
City of Fort Collins Drainage Criteria and are also included in Appendix C of this report.
4. DRAINAGE FACILITY DESIGN
' 4.1 General Concept
The runoff from this site is split by the new building. The building will have a peaked
roof with the peak running north -south. Half of the runoff will flow to a pan on the west
side of the building and be conveyed to the alley on the north. The remaining portion of
the site will flow east and be conveyed north in the alley.
4.2 Specific Flow Routing
A summary of the drainage patterns within each basin is provided in the following
paragraphs.-
Subbasin 1 contains the east half of the site and runoff from this basin flows to the center
of the alley along the east perimeter of the site. Flows then continue north and off site.
Subbasin 2 contains the west half of the site. Runoff from Subbasin 2 is collected in a
concrete pan and is conveyed north to the alley along the north perimeter of the site. The
flow is combined with runoff from Subbasin 1 and is then released to the north.
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1 4.3 Drainage Summary
r; The storm conveyance system is a surface system and has been designed for minimum
maintenance. The City of Fort Collins will be responsible for maintenance of the existing
' adjacent alleys utilized as drainage conveyance. The drainage facilities located on this
site (concrete pan) will be maintained by the owners of the site.
4.4 Variance Requests
't A variance is being requested to forgo the detention requirement for this site due to the
increase rainfall criteria adopted by the City of Fort Collins in 1999. The amount of
increase to the runoff for this site (from the existing condition to the developed condition)
is approximately 1.0 cfs in the 100 year storm and when viewed in the context of the
overall basin, this increase is very minor.
A variance is also being requested for the requirement to provide water quality in the
form of extended detention. This site is an `infill' project and is surrounded by older
developments that do not provide extended detention. This site is being developed in the
' character of the surrounding developments which provides no area to provide adequate
water quality facilities. On the west side of the building, the roof drain discharge will
' flow across grassed areas before reaching the concrete pan and being conveyed to the
alley. This will allow sediment to be removed from the runoff prior to reaching the alley.
5. EROSION CONTROL
5.1 General Concept
This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort
Collins Zone Maps. The potential exists for silt movement from the site and into the
existing storm system during construction. Silt fence is being utilized to minimize this
ipotential during construction.
This project is an infill project and construction will utilize the majority of the site.
Because of this, most Best Management Practices (BMP's) are not effective and therefore
very few erosion control measures are being proposed. Most of the construction traffic
(concrete trucks, etc) will utilize the existing alleys and will not enter the site thus
minimizing the possibility of mud tracking. Silt fence is utilized until the majority of the
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' pavement is installed to minimize wind and stormwater erosion. Watering of disturbed
areas is being proposed to also minimize the wind erosion. The erosion control escrow
amount is $1530.
6. CONCLUSIONS
6.1 Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Storm Drainage Design Criteria Manual.
6.2 Drainage Concept
The proposed drainage concepts presented in this report and on the construction plans
adequately provide for the detention and transmission of developed on -site runoff to the
existing streets and into the existing storm system. The impact of the development of this
site on existing downstream facilities is very minor and therefore on site detention is not
being proposed.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit would be required.
6.3 Erosion Control Concept
Since the site is less than 5.0 acres, a NPDES permit is not required. During
construction, erosion control shall be maintained to minimize erosion on this site and
transport of -silt downstream.
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7. REFERENCES
1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March,
1986.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September,
1992.
3. McClellands Basin 100 Year Master Plan Update by RBD, Inc. Engineering
Consultants dated April 1, 1996.
4. Final Drainage and Erosion Control Study for the Oakridge Business Park P.U.D.
215` Filing by RBD, Inc. Engineering Consultants dated February 15, 1996.
6
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VICINITY MAP
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APPENDIX B
HYDROLOGIC COMPUTATIONS
EROSION CONTROL
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Swale (10 year storm)
Worksheet for Irregular Channel
Project Description
Project File
e:\haestad\fmw\laurel.fm2
Worksheet
West Swale 10 YR
' Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.50 %
Elevation range:
0.05 ft to 1.60 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
2.00
0.83
0.18
0.00
2.00
2.75
0.05
3.50
3.50
8.50
0.18
1.60
Discharge
0.21 cfs
Results
Wtd. Mannings Coefficient
0.017
'
Water Surface Elevation
0.22
ft
Flow Area
0.17
ft'
Wetted Perimeter
1.81
ft
'
Top Width
1.77
ft
Height
0.17
ft
Critical Depth
0.20
ft
Critical Slope
0.009251 ft/ft
Velocity
1.27
ft/s
Velocity Head
0.03
ft
Specific Energy
0.25
ft
'
Froude Number
0.73
Flow is subcritical.
Notes:
Freeboard=1.33' Q100 = 1.20
09:voo
09:49:08 AM
End Station
2.00
3.50
8.50
Roughness
0.030
0.016
0.030
FlowMaster v5.15
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Swale at Q100
Worksheet
for Irregular Channel
'
Project Description
Project File
e:\haestad\fmw\laurel.fm2
Worksheet
West Swale
'
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.50 %
Elevation range: 0.05 ft to 1.60 ft.
Station (ft)
Elevation (ft)
Start Station End Station
'
0.00
2.00
0.83
0.18
0.00 2.00
2.00 3.50
2.75
0.05
3.50 8.50
3.50
8.50
0.18
1.60
Discharge
0.90 cfs
'
Results
Wtd. Mannings Coefficient 0.020
'
Water Surface Elevation 0.38
ft
Flow Area
0.54
ftz
Wetted Perimeter
2.93
ft
Top Width
2.84
ft
Height
0.33
ft
Critical Depth
0.33
ft
Critical Slope
0.010405
ft/ft
Velocity
1.67
ft/s
Velocity Head
0.04
ft
Specific Energy
0.43
ft
Froude Number
0.68
Flow is subcritical.
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Roughness
0.030
0.016
0.030
'10/10/00 FlowMaster v5.15
07:39:42 PM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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Swale with Freeboard
Worksheet for Irregular Channel
Project Description
Project File
e:\haestad\fmw\laurel.fm2
Worksheet
West Swale
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.50 %
Elevation range:
0.05 ft to 1.60 ft.
Station (ft)
Elevation (ft)
Start Station
End Station
Roughness
0.00
0.83
0.00
2.00
0.030
2.00
0.18
2.00
3.50
0.016
2.75
0.05
3.50
8.50
0.030
3.50
0.18
8.50
1.60
Discharge
1.20 cfs
Results
Wtd. Mannings Coefficient
0.021
Water Surface Elevation
0.43
ft
Flow Area
0.69
ft'
Wetted Perimeter
3.26
ft
Top Width
3.16
ft
Height
0.38
ft
Critical Depth
0.37
ft
Critical Slope
0.010804 ft/ft
Velocity
1.75
ft/s
Velocity Head
0.05
ft
Specific Energy
0.48
ft
Froude Number
0.66
Flow is subcritical.
Notes:
Freeboard=1.33' Q100 = 1.20
'10/10/00 FlowMaster v5.15
07:40:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Cost Est
EROSION CONTROL COST ESTIMATE
Project: LAUREL STREET APARTMENTS
Prepared by: PPK
ITEM
IQUANTITY
JUNIT
COST/UNIT
TOTAL COST
Silt Fence
340
LF
$3
$1,020
Straw Bale Barrier
0
EA
$150
$0
Gravel Inlet Filter
0
EA
$150
$0
Construction Entrance
0
EA
$550
$0
Subtotal
Contingency (50%)
Total
$1,020
$510
$1,530
CITY RESEEDING COST
Reseed/Mulch
I 0.15
ACRE
1 $615
$92
Subtotal
Contingency (50%)
Total
$92
$46
$138
EROSION CONTROL ESCROW AMOUNT $1,530
Page 1
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APPENDIX C
FIGURES AND TABLES
1
No Text
DRAINAGE CRITERIA MANUAL
RUNOFF
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2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL' FORMULA.
*MOST FREQUENTLY OCCURRING"UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5-1-84
URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT
APPENDIX D
EXCERPTS FROM PREVIOUS REPORTS
9
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Prospect Rd.
Williams
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Nelson
Scale:
V=1mi.
Figure 1:
GENERAL LOCATION MAP
OLD TOWN
MASTER DRAINAGE
BASIN PLAN for the
CITY of FORT COLLINS
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DRAINAGE SUMMARY TABLE
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— SS --- 55 5E M -- 53 .5 S,
DESIGN AREA
POINT DESIG.
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ACRES
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{
' NOTES: INSTALL SILT FENCE AROUND PERIMETER (ALONG EXISTING
PAVEMENT) DURING OVERLOT GRADING AND UNTIL
FOUNDATION CONSTRUCTION 15 COMPLETED AND CONCRETE
DRIVES AND SIDEWALK ARE IN PLACE.
TO DI _ — _ _ _ _ — _ _ _ _ _ ° WATER SHALL BE APPLIED DISTURBED AREAS TO
MINIMIZE DUST DURING CD SICTU
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1 1 10 10 20
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Fital MEMemylu4 a �e oayxnt a,w•'tl•. a• detw a by q• City It
i '9 OWWWAyt
1 1 1) d mill M k by w•oK" w ary N oN nt Am ww taw. aemm1 1 1 m "ahemwly a::w amaw w of
1 _NI ' DtD R 1 D, .BB II 1
1 11 n 1
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_.__ _______
—W µ µ N —W —W —W —W —W N
WEST LAUREL STREET
A
LEGEND:
Qi DESIGN POINT
BASIN CRITERIA
0.60 0.4 RUNOFF COEFFICIENT
AREA IN ACRES
FLOW DIRECTION
IIIIIIIII IIIIIIIII BASIN BOUNDARY
-- - - -- EXISTING PIPES
® PROPOSED PIPE
EROSION BALES
0
-11T SILT FENCE
IP INLET PROTECTION
O® CONSTRUCTION ENTRANCE
ST SEDIMENT TRAP
• FOUND SURVEY MONUMENT
_ W � W — EXISTING SANITARY SEWER LINE
- - - -- EXISTING WATER LINE
.I EXISTING OVERHEAD POWER
�' - -- EXISTING BURIED ELECTRIC LINE
eT EXISTING BURIED FIBER OPTICS LINE
GMQ EXISTING GAS METER
G EXISTING SANITARY SEWER MANHOLE
EXISTING ELECTRICAL VAULT
:Z EXISTING STREET LIGHT
EXISTING POWER POLE
O EXISTING STORM MANHOLE
EXISTING INLET
N EXISTING WATER VALVE
EXISTING YARD HYDRANT
T
EXISTING DECIDUOUS TREE
�. I o wK
SEE CETUI fal
1 SW SUMMARY
SWAIE % 1 Y 1 010 I 0100 1 010 1 DIM I REMARKS 1
D. I Olin 1 0.55 1 WITH 1.5 PART
in
City of Fort Collins. Colorado
UTILITY PLAN APPROVAL
CHECKED BP.
well A Won•.m. until
CHECKED BY: stwm.otw Lilly
CHECKED BY
CHECKED BY
➢AI EmgH•n
CHECKED BY:
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Date3Date
Date
3 OF 4
DM•
'1a0 No, 136-01
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