HomeMy WebLinkAboutDrainage Reports - 08/17/2000oM�
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FORT COBS 9 2000
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�I� o Addendum No. 2 to g the Drains e
1 � o
O O and Erosion Control Report
O O Southmoor Village Fifth
Filing
0 Fort Collins/ Colorado
00 June/7, 2000
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THE
SEAR -BROWN
_
GROUP
Standards in Excellence
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ARCHITECTURE 2095outh Meldtum
ENGINEERING Fort Collins, CO 80521-2603
SEAR BROWN
PLANN' 970.482.6368 phone
Corvsrnucnory 970.4ffi.6368 fax
CONSTRUCTION
www.se,Rbown.conn
1
June 7, 2000
Mr. Basil Hamdan
City of Fort Collins
Water Utilities --Storm Water
700 Wood Street
' Fort Collins, Colorado 80521
RE: Addendum No. 2 to the Drainage and Erosion Control Report for The Southmoor
Village Fifth Filing Subdivision
Mr. Hamdan:
We are pleased to submit to you, for your review and approval, this addendum to the Drainage
and Erosion Control Report for the Southmoor Village Fifth Filing Subdivision. All computations
within this report have been completed in compliance with the City of Fort Collins Storm Drainage
Design Criteria.
We appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
' Respectfully,
' The Sear -Brown Group
Prepared by: Revie ed by: QPoc REC/s
4336 r-
John Gooch, EIT ?Jimllen-Mo E.
Drainage Engineer Project Manag `• , �r�`'�
bNAL
cc: File 035-180
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TABLE OF CONTENTS
DESCRIPTION PAGE
I. GENERAL LOCATION AND DESCRIPTION
A. Location 4
B. Description of Property 4
II. DRAINAGE BASINS
A. Major Basin Description 4
III. DRAINAGE DESIGN CRITERIA 5
A. Regulations 5
B. Development Criteria Reference and Constraints 5
C. Hydrologic Criteria 5
D. Hydraulic Criteria 5
E. Variances from Criteria 5
W. DRAINAGE FACILITY DESIGN 6
A. General Concept 6
V. STORM WATER QUALITY 7
A. General Concept 7
VI. CONCLUSIONS 7
A. Compliance with Standards 7
B. Drainage Concepts 7
C. Storm Water Quality Concept 7
D. Erosion Control Concept 7
REFERENCE g
APPENDIX 9
A: VICINITY MAP 10
B: RATIONAL METHOD HYDROLOGY 11
C: FLOWMASTER ANALYSIS 12
ADDENDUM NO. 2 TO THE DRAINAGE AND
EROSION CONTROL REPORT FOR THE
' SOUTHMOOR VILLAGE FIFTH FILING SUBDIVISION
FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The Southmoor Fifth Filing Subdivision is a commercial development located on
the Southwest corner of the Mathews Street and Swallow Road intersection in Fort
Collins, Colorado. It lies immediately to the West of the Colorado State Building
(DMV) and directly South of The Thunderbird Estates Ninth Subdivision, Block
5.
The site location can also be described as being situated in the Southwestern
Quarter of Section 25, Township 7 North, Range 69 West of the 6th Principal
' Meridian, City of Fort Collins, Larimer County, Colorado. The project site can
be seen on the Vicinity Map in the Appendix.
B. Description of Property
The Southmoor Fifth Filing Subdivision contains approximately 9.52 acres, of
' which the Goodyear Site comprises 1.09 acres. Presently, the site contains a
commercial building with the remaining majority of the site covered by asphalt.
The topography of the site provides for three drainage basins, each sloping between
' 1 and 3 percent to the Southeast and converging in the Southeast comer of the site.
H. DRAINAGE BASINS
A. Major Basin Description
The site is located within the City of Collins' "Foothills Drainage Basin". The
' Foothills basin is approximately 1.5 miles wide (North to South) and 3 miles long
(East to West). Its East and West boundaries include East County Road 9 and West
County Road 19 respectively. Its North and South boundaries include Kirkwood
' Drive and Breakwater Drive respectively. All storm water from the Foothills
Drainage Basin flows predominately to the East and feeds into the Foothills
Reservoir Inlet Ditch.
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III. DRAINAGE DESIGN CRITERIA
A. Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for the
subject site.
B. Development Criteria Reference and Constraints
The addendum to the Drainage and Erosion Control Report for The Southmoor
Village Fifth Filing covers additions to 1.09 acres of the 9.52 acre Subdivision.
The most recent utility plans for The Southmoor Village Fifth Filing date back to
1972. Upon reviewing the utility plans, no Drainage or Erosion Control Plans were
'
found. Likewise, no Drainage and Erosion Control Reports were found for The
Southmoor Village Fifth Filing. Therefore, we have chosen to use the Drainage
Criteria associated with the LDGS System.
C. Hydrological Criteria
The Rational Method for determining surface runoff was used for this commercial
site. Runoff values were calculated using the 2-year and 100-year storm event
' intensities, provided by the City of Fort Collins. These calculations and criteria
are included in the Appendix.
D. Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with
'
the City of Fort Collins Drainage Criteria and are also included in the Appendix.
E. Variances from Criteria
A variance to exclude an extended detention water quality pond is being requested
for the proposed project site. This request is being made, as the nearest storm
water inlet is approximately 190' from the proposed detention pond site (East of
Building). Furthermore, the addition of a 6-inch layer of small gravel (below the
swale invert) below the 6-inch cobble stone layer will mitigate extended water
'
quality detention.
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IV
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DRAINAGE FACILITY DESIGN
A. General Concept
The Southmoor Village Fifth Filing Subdivision has been divided into three basins
with no off -site basins contributing any flow. The primary revision to the drainage
design for the site is the reduction of impervious area, thereby minimizing storm
water runoff. The addendum to the drainage plan for Southmoor Village Fifth
Filing accomplishes this by the implementation of 9,979 square feet (0.23 acres)
of pervious grass area along with a stone-lined/grass berm swale, which handles
60% of the site runoff and provides for on -site remediation. With these two
revisions, storm water detention is not required for the site.
Therefore, the general concept for the passage of storm water through the site is
to remediate as much storm water as possible while allowing any remaining
overland flow to collect in and be conveyed by cross -pan trenches and curb and
' gutter to the Southeast corner the site. After reaching the Southeast corner of the
site, the combined runoff from the three basins will flow South to a storm water
' inlet on Mathews Street (see sheet 7 of Utility Plans).
Basin 1 will collect storm water runoff from the West and South areas of the site
and transport runoff, via a cross -pan trench, to the storm water inlet on Mathews
Street.
' Basin 2 will collect storm water from the West and North areas of the site as well
as the roof of the building. This combined flow will be directed Easterly via a
cross -pan trench system and conveyed through a curb cut at the Northeast corner
' of the building and into the swale at the East end of the site. After filtration and
remediation in the swale, any remaining runoff will be directed through the curb
cut on the Southeast corner of the building and allowed to flow South toward the
storm water inlet on Mathews Street. It is important to note that 60% of the runoff
from the site will pass through the stone -lined (6-inch base layer of gravel with 6-
inch cobble stone layer above) /grass -berm swale. This will not only reduce runoff
from the site, but also provide for filtration/leaching and on -site storm water
remediation. In addition, grass areas surrounding the swale will provide increased
permeability for the storm water, thus far exceeding the existing permeabilty of the
site.
Basin 3 will collect storm water from the far East side of the site. This region
slopes to the Southeast , thus allowing the storm water to gather in the guttering on
Mathews Street and flow South to the same storm water inlet as Basins 1 and 2.
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IV. STORM WATER QUALITY
' A. General Concept
' Storm water quality shall be achieved by 60% of the storm water flow being routed
through the stone-lined/grass-berm swale. The swale shall be constructed so that
6 inches of gravel lines the bottom of the swale, with a 6-inch layer of cobble stone
' on top of the gravel. This will allow for filtration/ leaching of minimum storm
flows and allow pollutants to settle out of the storm water before entering the storm
water inlet at Mathews Street.
VI. CONCLUSIONS
A. Compliance with Standards
All computations that have been completed within this report are in compliance
with the City of Fort Collins Erosion Control Reference Manual for Construction
' Sites and the Storm Drainage Design Criteria Manual.
B. Drainage Concept
The proposed drainage concepts presented in this report and on the construction
plans provide for 60% on -site remediation of site runoff by means of the stone-
lined/grass-berm swale, with transmission of the remaining 40% of site runoff to
the existing and proposed drainage inlet at the Southeast corner of the project site.
' C. Storm Water Quality Concept
The proposed design has addressed the water quality aspect of storm water runoff.
' The stone-lined/grass-berm swale will provide an opportunity for storm water
pollutants to filter out of the storm water runoff before the runoff enters the storm
water inlet at Mathews Street.
D. Erosion Control Concept
' The existing ground cover surrounding this commercial building is approximately
95 % asphalt, with trees bordering the site to the North. Furthermore, the proposed
' addendum to the drainage for The Southmoor Village Fifth Filing will decrease
runoff for the site, thus further diminishing water erosion. With these things in
mind, wind and water erosion should be very minimal. However, standard erosion
' and control methods will be implemented as described on the Drainage Plan sheet
(sheet 7).
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1. Storm Drainage Design Criteria and Construction Standards, by the City of Fort
Collins, Colorado, May 1984, interim revision January 1997.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort
Collins, Colorado, January 1991.
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APPENDIX
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VICINITY MAP
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SCALE: 1"=1000'
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APPENDIX B
1 RATIONAL METHOD HYDROLOGY
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APPENDIX C
FLOWMASTER ANALYSIS
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Cross -Pan Trench: North Side Building
Worksheet for Triangular Channel
Project Description
Project File c:\haestad\fmw\goodyear.fm2
Worksheet Cross -Pan Trench: North Side Building
' Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
LJ
1
Input Data
Mannings Coefficient 0.013
Channel Slope 0.020000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 2.40 cfs
Results
Depth
0.46
It
Flow Area
0.43
ft'
Wetted Perimeter
2.06
ft
Top Width
1.84
ft
Critical Depth
0.62
ft
Critical Slope
0.004229 Wit
Velocity
5.64
ft/s
Velocity Head
0.49
ft
Specific Energy
0.96
ft
Froude Number
2.07
Flow is supercritical.
Notes:
Cross -Pan design is based on Q1oc
'04/03/00 FlowMaster v5.13 .
09:13:31 AM Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
11
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Swale: North Side Building (Roof)
Worksheet for Triangular Channel
Project Description
Project File c:\haestad\fmMgoodyear.fm2
Worksheet Swale: North Side of Building (Roof)
Flow Element Triangular Channel
Method Manning's Formula
_Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.020000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.07 cfs
Results
Depth
0.51
ft
Flow Area
0.77
ft'
Wetted Perimeter
3.20
ft
Top Width
3.03
ft
Critical Depth
0.49
ft
Critical Slope
0.022414 ft/ft
Velocity
2.70
ft/s
Velocity Head
0.11
ft
Specific Energy
0.62
ft
Froude Number
0.95
Flow is subcritical.
Notes:
'Swale design is based on Qloc
a
04/03/00 FlowMaster v5.13
09:39:40 AM Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 08708 (203) 755-1666 Page 1 of 1
Curb Cut: Northeast Corner of Building
' Worksheet for Rectangular Channel
'
Project Description
Project File
c:\haestad\fmw\goodyear.fm2
Worksheet
Curb Cut: Northeast Comer of Building
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope
0.020000 ft/ft
Bottom Width
2.00 ft
'
Discharge
2.07 ds
Results
'
Depth
0.21
It
Flow Area
0.41
ft'
Wetted Perimeter
2.41
ft
'
Top Width
2.00
ft
Critical Depth
0.32
ft
Critical Slope
0.005213
ft/ft
'
Velocity
4.99
ft/s
Velocity Head
0.39
ft
Specific Energy
0.59
ft
'
Froude Number
1.93
Flow is supercritical.
'
Notes:
Curb Cut design is based on Qri,
'04/03/00 FlowMaster v5.13
09:47:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 (203) 755-1888 Page 1 of 1
1'
Curb Cut: North Edge of Swale
' Worksheet for Rectangular Channel
Project Description
Project File
c:\haestad\fmw\goodyear.fm2
Worksheet
Curb Cut: North Edge of Swale
Flow Element
Rectangular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope
0.020000 ft/ft
Bottom Width
2.00 ft
'
Discharge
4.47 cfs
Results
Depth
0.34
ft
Flow Area
0.69
ft'
Wetted Perimeter
2.69
ft
Top Width
2.00
ft
Critical Depth
0.54
ft
Critical Slope
0.005375 ft/ft
Velocity
6.51
ft/s
Velocity Head
0.66
It
Specific Energy
1.00
ft
Froude Number
1.96
Flow is supercritical.
' Notes:
Curb Cut design is based on Ql,t
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04/03/00 FlowMaster v5.13
09:49:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 Page 1 of 1
Swale: East Side of Building
Worksheet for Trapezoidal Channel
El
' Project Description
Project File
c:\haestad\fmw\southmoo.fm2
Worksheet
Swale: East side of building
' Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.060
Channel Slope
0.005000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Bottom Width
6.00 ft
Discharge
4.47 cfs
Results
Depth
0.55
ft
Flow Area
4.50
ft'
Wetted Perimeter
10.53
ft
Top Width
10.39
ft
Critical Depth
0.24
ft
Critical Slope
0.088567 ft/ft
Velocity
0.99
ft/s
Velocity Head
0.02
ft
Specific Energy
0.56
ft
Froude Number
0.27
Flow is subcritical.
Notes:
`Swale design is based on Q/oc
06/06/00 FlowMaster v5.13
05:00:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Swale: East Side of Building
Cross Section for Trapezoidal Channel
Project Description
Project File
c:\haestad\fmw\southmoo.fm2
Worksheet
Swale: East side of building
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.060
Channel Slope
0.005000
ft/ft
Depth
0.55
ft
Left Side Slope
4.000000
H : V
Right Side Slope
4.000000
H : V
Bottom Width
6.00
ft
Discharge
4.47
cfs
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�0.55 ft
°1 1
6.00 ft V
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NTS
I
06/06/00 FlowMaster v5.13
'04:59:24 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Curb Cut: South end of Swale
Worksheet for Rectangular Channel
' Project Description
Project File c:\haestad\fmw\goodyear.fm2
Worksheet Curb Cut: South end of Swale
' Flow Element Rectangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient
0.035
'
Channel Slope
0.020000 ft/ft
Bottom Width
2.00 ft
Discharge
4.47 cfs
Results
Depth
0.68
ft
Flow Area
1.36
ft'
Wetted Perimeter
3.36
ft
'
Top Width
2.00
ft
Critical Depth
0.54
ft
Critical Slope
0.038959 ft/ft
Velocity
3.29
ft/s
Velocity Head
0.17
ft
Specific Energy
0.85
ft
'
Froude Number
0.70
Flow is subcritical.
'
Notes:
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' Curb Cut design is based on Qi,c
04/03/00 FlowMaster v5.13
09:54:34 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
-=T!�
EMSIING CONTOURS
PROPOSED CONTOUR
DIRECTION OF FLOW
DESIGN POINT
MEFMEEM
DRAINAGE BASIN BOUNDARY
NUMBER
eBASIN
LAaD
BASIN AREA
IF
PROPOSED OUTFAIL CURB k GU lEF9
PROPOSED INFLOW CURB AN CUTLER
B
SWAIE/DITCH ON/ FLOW ARROW
NOTE: TME IY LAYERS OF WWBB��EES5 AND GRAVEL
ALLOWS F01! FlL1RA1ItM/IMM OF MINIMUM
SiMM WATER FLOWS.
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STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES
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The city of Fort costae Sbrm.ater Utility erosion lomFVMtQr most Ge noulW a at least
noun prim to m mr ewm construction this ale.
AN Sol In an fe " May be FsmIM gjg to my two aeumi9 activity
(Na4prbg. stripping. Aoan4 AN). xl a WFeo s third measures pall be FtlpM
at theappraabto three In the construction a indImted er she appwne pro}et
sch
1,grm report
Fred Ytwnme. variation Mail and
ot a protected and retained morover pnaxe. Removal or
disturbances nl erie(ng variation Mail M limited to the
oa IN Wired far MmWbb W cmecllm
spoof e, And An the mi practical Derbd of IMe.
All Si
pedduring Ind disturbing drill (alleging, Midlandutility NeIaINMs, avYprFx
Aec)Ml be reat 11 0 ou9henp londAtIch by li Or w 9 along land cmlaue unit
multi. spNolkn, w other per control Is Ftldled No gore F v mere
MIS
: ,lane al Nor Adds terra,vavpoeed
(ID) da„Celm yYea :wwopwpwmanent waabn central •.9. wp/mamaand wg.
b.1 p NtlIM, s otheriw approved y he Svmmi USAir
am acpvlY Mall be .o Wb and molnt Fed aL,all terms NMg caistruci mayor so as to
mown .Inds.. NO o
erm AA fond dlelnrnFa ovi Mail be MmedblNy dlmaitFup
g4m w9ulw duet pacts Ol mt pmadvi s commerce by the City N Fort cams 3
G9FwrF9 rgwMmt. yp
AM arpr btrvKb M van mho er" M be nNps"Ard mE rnookea or ,vA
m Ftruc g n eve r after ow oolf event Fovdv I w ea fwmwce Of O riO
Mail d: mane function adtral ,ammo e.amame.o d lla.nod�mo» m t to roar their ra�e' Of,
air aalnoaebn an paved a o ma n.. va n n n aw y
no " aaeprs Mau exceed tv (10) hart m ^Ought Ay soy stbaluni Mal be pr,tMtM Iran �^ y
d t transport by r+rfae youoMm 9. "Al and p tv Milt fencing. Mr Now Nockps
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PRELIMINARY
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April 6, 2000
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CENTER OF COLORADO
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