HomeMy WebLinkAboutDrainage Reports - 05/18/2016City of Ft. Collins pro d Plans
Appme By
Date
INTERWEST CONSULTING GROUP
March 2, 2016
Mr. Wes Lamarque
City of Fort Collins
Stormwater Utility
700 Wood Street
' Fort Collins, CO 80522
Re: Lot 1, 3 and Tract A, Warren Federal Credit Union — East Drake — Final Drainage Report
' Dear Wes,
' Please accept the following letter report on behalf of Warren Federal Credit Union to demonstrate the site's
compliance with the previously approved Final Drainage Report for Rigden Farm Filing Six and Rigden
Farm Northwest Roads as prepared by JR Engineering.
INTRODUCTION
' The site, Lot 1, 3 and Tract A — Warren Federal Credit Union — East Drake, is located in the northwest
quarter of Section 29, Township 7 North, Range 68 West of the 6`h Principal Meridian, in the City of Fort
Collins, Larimer County, Colorado. See the attached vicinity map.
The project is bounded on the north by East Drake Road, on the east by Iowa Drive, on the south by Limon
Drive and the west by Lots 1 and 2.
' The project contains about 1.5 acres of land. The proposed development consists of the construction of a
' bank commercial/retail building, on -site parking, on -site sidewalks and landscape areas. The public walks
on the south, east and west will be completed with this project.
' Lots 1 and 2 will not be developed at this time but will be considered in their ultimate condition for this
drainage study. All lots and Tract A drain to the North Tributary Storm Sewer in Drake Road. All
detention and water quality volume requirements for these lots and tract have been met by the overall
Rigden Farm development.
EXISTING CONDITIONS
' The proposed site lies within the Foothills Master Drainage Basin and is part of the overall Rigden Farm
drainage plan. Detention is required for the site and is provided by an existing off -site water quality and
' detention pond. The site is currently vacant and contains dirt, and dryland vegetation. There are no mapped
floodplains on the property.
' Lots 1, 2 and 3 and Tract A correlate with basins 103a and 103b of the Northwest Roads Ultimate Drainage
Plan. Please refer to the attachments for Sheet 10 and 11 of the Northwest Roads Ultimate Drainage Plan.
Page 1
' 1218 WEST ASH. SUITE C WINDSOR. COLORADO 80550
T[T. 970.674.3300 • FAX. 970.674.3303
PROPOSED DEVELOPMENT
' The drainage for this site has been designed to be less than the maximum allowable runoff from each basin
as stated in the Overall Rigden Farm drainage plan. Table 1 compares the actual runoff versus the allowable
' runoff from the Northwest Roads Ultimate Drainage Plan. Runoff from the four basins (A, B1, 132 and C)
are to follow the intent of that plan and are to be collected in storm inlets and piped to the North Tributary
Storm Sewer in Drake Road. Please refer to the attachments for the hydrologic calculations of the 10 and
' 100 year storm events that were performed utilizing the Rational Method.
Table 1. Comparison of Flows.
Ri den Farms Northwest Roads
Warren Federal
Credit Union Subdivision
Basin ID
Contributing
Area
(Acres)
100-yr
Design
Runoff
(cfs)
Basin ID
I
Contributing
Area
(Acres)
100-yr
Design
Runoff
(cfs)
103b
0.93
9.3
A
0.51
5.1
103a
1.15
11.4
B1
0.44
3.8
B2
0.65
6.0
C
0.40
3.9
Totals
2.08
20.7
2.01
18.8
103b
0.93
9.3
A
0.51
5.1
103a
1.15
11.4
B1, B2, C
1.49
13.7
BASIN DESCRIPTIONS
The site is divided into four basins: A, B 1, B2 and C.
' Basin A is 0.51 acres and is comprised of drainage from the roof of Lot 3 and on -site sidewalks and
landscape areas. Water will flow from the roof drains into the proposed drainage system that ties into an
existing stub from the existing storm system in Limon Drive. Water from the proposed sidewalk along
' Limon Drive will sheet flow into the curb and gutter of Limon Drive where it will then be collected by the
existing inlet in Limon Drive.
Basin BI is 0.44 acres and is comprised of the eastern portion of the Tract A parking lot, on -site sidewalks
and landscape areas. Water will flow into the proposed parking lot, across pervious pavers and into the
proposed Type C sump inlet at design point B 1. From the inlet, water will be transported via storm drain
pipe to the existing storm drain system in Iowa Drive. Water from the proposed sidewalk along Iowa Drive
will sheet flow into the curb and gutter of Iowa Drive where it will then be collected by the existing inlet in
Iowa Drive.
Basin B2 is 0.65 acres and is comprised of the western portion of the Tract A parking lot, on -site sidewalks
and landscape areas. Water will flow into the proposed parking lot, across pervious pavers and into the
proposed Type C sump inlet at design point B2. From the inlet, water will be transported via storm drain
Page 2
' pipe to the existing storm drain system in Iowa Drive. Water from the proposed sidewalk along Iowa Drive
will sheet flow into the curb and gutter of Iowa Drive where it will then be collected by the existing inlet in
' Iowa Drive.
Basin C is 0.40 acres and is the comprised drainage from Lots 1 and 2. It was assumed to have a percent
' imperviousness of 73 percent with assumed areas for roof and sidewalk. Water from Lots 1 and 2 will flow
be routed into the proposed manhole at design point C. From this point water will be transported via storm
drain pipe to the existing storm drain system in Iowa Drive.
Please refer to the attachments for Warren Federal Credit Union Drainage Plan that depicts the drainage
basins.
The original design used a percent imperviousness of 90 percent. The weighted percent imperviousness of
the proposed plan is calculated to be 73 percent. Therefore, the site is in substantial conformance with the
' previously approved Final Drainage Reports.
Hydraulic calculations for sizing the proposed stormwater inlets and pipe discussed in Basins A, B1, B2 and
' C have been completed using area inlet spreadsheets and StormCAD hydraulic modeling software.
Calculations are attached and show that the storm systems in Iowa and Limon Drives have capacity.
' FOUR STEP LOW IMPACT DEVELOPMENT PROCESS
With the development of the site, the design team has followed the four step low impact development
process outlined in Urban Drainage. Water quality is required for the site and is provided by an existing
off -site water quality and detention pond. In addition to water quality, Low Impact Development (LID)
criteria must be met.
It is required that no less than fifty percent of any newly added impervious area must be treated using one or
a combination of LID techniques. For Lots 1, 2, 3 and Tract A, 51% of newly added impervious area is
treated by pervious pavers LID technique." It is also required that no less than twenty five percent of any
newly added pavement areas must be treated using a permeable pavement technology. For Lots 1, 2, 3 and
Tract A, 25% of newly added pavement is pervious pavers. Please refer to the attachments for LID
calculations. Please note, calculation includes assumed roof and sidewalk area for Lots 1 and 2.
Page 3
Table 2. LID Compliance.
eryious"Afda 60 266. acre/sq. ft.
Minimum Iinbervi6us.Area to be Treated. 30,133 acre/sq.lk
lrea of Paver Section til'(Basin Bl)
4828 .,acre/sq.-ft.
'avement area for Paver Section k (up to 3 1"is perm ted)
-10,977 acre/sq. ft.
mpervious Area Treated by Llb.TreatmentfMethod Wi (Pervious, Pavemenisysiem).
1'1,930 .acre/s-grft:
lrea of Paver Section tit (Basin 92i
'5,427 acre/sq. ft.
'avement area for Paver Section ti2 (up to_3:1 is,permited).
13,977 .acre/sq.'ft:
mpervious Area Treated by LID.Treatment:Meithod n '(Bervious Pavement Sy tern).
18,567 acre/sq. ft'.
otal Impervious Area Treated
30,477, •acre/sq..ft:
\ctual % On -Site 'Treated'by LID
151)%
25%'Porous Pavement Requirement;
dew PavementArea __ _
33,209.acrejs4..ft. .
tequired Minimum'Area.of Porous Pavement
a8,302 .acre/sq. ft:
lrea of Paver Section #1
J,828 -acre/sq. ft.-
lrea of Paver Section #2 _ ,,
5,427: -acre/sq. it.
.... _� .. . ___:. __... . .........
"oral Porous PaJemerit Area
,8;355 .acre/sq.:ft:.
lctual %of'Porous Pavement Provided
15'%
An erosion control plan will be implemented during construction that will address source control and
unwanted materials (hazardous materials, sediment) from entering the downstream storm systems. The
contractor will be responsible for implementing the erosion control plan and adequately addressing any
spills or clean up on site.
' The proposed redevelopment has improved upon the existing conditions by providing off site water quality
and detention and onsite LID treatment. The site has been designed with provisions for safe and efficient
' control of stormwater runoff in a manner that will not adversely affect the downstream storm system and
will improve water quality. Overall, it is evident that the proposed redevelopment will have a positive
impact on the overall stormwater management system.
I
Page 4
STANDARD OPERATING PROCEDURES
Pervious Pavers Maintenance Plan
Routine Maintenance Table (Summary from Chapter 6 of UDFCD)
xequirea Action
Debris Removal, Sweeping, and
Vacuuming
Snow Removal
Full or Partial Replacement of
Pavement or Infill Material
1
iviaintenance unjecuve
Remove debris with regular
sweeping of the pavement surface,
typically performed with a broom
sweeper. Removing solids from
void spaces will require a vacuum
or regenerative air
Sweeper.
Conventional plowing operations
should be used for snow removal.
Do not use sand or deicing liquids
on permeable pavement systems.
If sand is accidentally used, use a
vacuum sweeper to remove it
Concrete pavers, when installed
correctly, should have a long
service life. Follow industry
guidelines for installation and
replacement after underground
repairs. If the surface is
completely clogged, restoration of
infiltration can be achieved by
removing the first'/x to 1 inch of
soiled aggregate infill material
with a vacuum sweeper. Replace
with clean aggregate infill
material using a push broom.
Inspections Inspect to ensure that the facility
continues to function as initially
intended.
rrequency of Action
Routine — Sweeping should be
performed weekly to monthly
depending on the season.
Frequency of vacuuming is site
specific but recommended twice
annually to maintain infiltration
rates.
Non -routine — Performed as
needed after winter storm events.
Non -routine — Performed as
needed when surface infiltration
becomes completely clogged or
when individual pavers require a
repair.
Routine — Inspect pavement
condition at least annually, either
during a rain event or with a
garden hose to ensure that water
infiltrates into the surface.
Systematic measurement of
surface infiltration can be
accomplished using ASTM C1701
Standard Test Method for
Infiltration Rate of In Place
Pervious Concrete
Page 5
Storm Drain Lines Maintenance Plan
Routine Maintenance Table
Rennirerl Artinn Maintenance nhiertive Frennencv of Action
Debris Removal from Inlets
and Catch Basins
Remove debris and trash from
inlets to prevent them from
continuing downstream or
clogging and reducing the
flow capacity of the system.
Non -routine — Remove debris
as needed after storm events or
seasonally such as during the
Fall with heavy amounts of
leaves and twigs entering the
system.
Debris Removal from Storm
Ensure the pipe systems
Non -routine — Pipe cleaning is
Pipes
function as intended. Reduced
recommended as needed based
capacities in the pipes will
on the results of inspections or
cause the system to back up
when the system is no longer
and increase the frequency of
able to regularly convey
surface flooding that could
routine storm flows from the
damage property.
site.
Inspection
Use a video camera to inspect
Routine — Visually Inspect
the condition of the storm
pipes and inlets at least
drain pipes looking for
annually or after major storm
sediment buildup and
events. Every 2-5 years the
structural integrity. Clean out
pipes should be inspected with
pipes as needed. If the
a video camera.
integrity of the pipe is
compromised, then repair the
damaged section(s).
If you have any questions or comments please contact me at (970) 460-8471.
Sincerely,
Michael Oberlander, P.E., LEED AP
Colorado Professional Engineer 34288
Attachments
Page 6
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Interwest Consulting Group
RUNOFF COEFFICIENTS & %IMPERVIOUS
LOCATION: Warren Federal Credit Unian
PROJECT NO: 1219-048-00
COMPI-TATIONSBY: es
DATE: 111312015
Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I
Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I
coefficient
Impervious
C
0.95
100
0.95
96
0.95
90
0.50
40
0.15
0
0.20
0
Type B Soils Runoff %
Streets, parking lots (asphalt)
Sidewalks (concrete)
Roofs
Gravel or Pavers
Landscape Areas (Flat, Sandy)
Landscape Areas (Steep, Sandy)
SUBBASIN
DESIGNATION
TOTAL
AREA
(x.l
TOTAL
AREA
(sa.n)
ROOF
AREA
(Will
PAVED
AREA
(sq.1t)
PAVERS
AREA
(sa.rt)
SIDEWALK
AREA
(w.it)
LANDSCAPE
AREA
(sa.ft)
RUNOFF
COEFF.
(C)
%
Impervious
REMARKS
A
0.51
22,350
12,959
0
0
5,925
3,466
0.83
78
Bt
0."
19.093
0
10,977
2,828
933
4,355
0.70
66
B2
(165
28,470
0
13,977
5,427
4,590
4,475
0.74
72
C
0.40
17,318
13,000
0
0
1,000
3,318
0.80
73
Assmum tion for Future
TOTAL
2.00
87,230
25,959
24,954
8,255
12,"7
15,615
0.76
73
Eauations
- Calculated C coefficients & % Impervious are area weighted
C=£(Ci Ai)/At
Ci = runoff coefficient for specific area, Ai
At = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
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Interwest Consulting Group
1218 W. Ash, Suite C
Windsor, CO 80550
Inlet Flow Calculation for Area Inlets
Project: Warren Federal CreditUnion
Job Number: 1219-048-00
Calculations by: es
Date: 11/5/2015
Objective: to determine capacity of Type C area inlet with close mesh grate
WSEL.
Geometry at inlet
Grate Dimensions and information: Close Mesh Grate
Width (W):
2.625 feet
Length (L):
3.3542 feet
Open Area (A):
6.6944 sq ft
Reduction Factor (F):
50%
Grate Flow:
Use the orifice equation Qi = C*A`SQRT(2*g`H) to find the ideal inlet capacity.*
'See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value
C = Orifice discharge coefficient= 0.67
A = Orifice area (ft) - open area of grate
g = gravitational constant = ' 32.2 ft/s'
H = head on grate centroid, ponding depth (feet)
Then multiply by the reduction factor for the allowable capacity.
Qc=a*(1-F)
DP C
DETERMINE CAPACITY OF TYPE C INLET AT DP 131
H = 0.74 ft
Single Type C Inlet
A = VA
6.69 ft2
Qi = C'A'SQRT(2'g'H)
30.96 cfs
QG = Qi' F ll
15.48 cfs OV, t
USE: Single Type C Inlet
7 '3•)BcJ(5 t✓
OP 6
Pagel
' Interuvest.Consulting Group
1218 W. Ash, Suite C
' Windsor, CO 80550
Inlet Flow Calculation for Area Inlets
Project: Warren Federal Credit Union
' Job Number 1219-048-00
Calculations by: es
Date: 11/5/2015
Objective: to determine capacity of Type C area inlet with close mesh grate
WSEL
Geometry at inlet :.
' Grate Dimensions and information: Close Mesh Grate
Width (W): 2.625 feet
Length (L): 3.3542 feet
Open Area (A): 6.6944 sq It
Reduction Factor (F): 50%
' Grate Flow:
Use the orifice equation Qi = C•A*SQRT(2'g'H) to find the ideal inlet capacity.'
'See Hydraulic Design Handbook by McGraw-Hill for verificalton of equation use,and C"value
C = Orifice discharge coefficient= 0.67
' A = Orifice area (ft) - open area of grate
g =. gravitational constant = 32:2 ft/s2
H =.head on grate centroid, ponding depth (feet)
' Then multiply by the reduction factor for the allowable capacity.
QG=Q,*(1-F)
DP B
' DETERMINE CAPACITY. OF TYPE C INLET AT DP B2
H = 0.67 It
' Single Type C Inlet
A = 1'A
6.69 ftz
' Qi = C*A'SQRT(2"g'H)
29.46. cfs
' = 14.73 cfs C./ K t � �v . v e �
USE: Single Type C Inlet
Page2
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CENTER OF COLORADO
1-800-922-1987
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PROPOSED I' CONTOUR
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SIMI m m WAPACE BASH SWIDMY
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10 M NNOR RUNDFT COEFFICIENT
AREA N ACHES
A- OESM PONT
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LEGEND
WIN PREpOSM STOW SEWER MEET
•�I''
EMSTING STORM SEWER HLET
Im TOP Of BOX
s^
CALL U71UTY NOTIFICATION
CENTER OF • 1' 11
1-800-922-1987
CELL Z-BUSNESS DAYS W
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UMBER UMMS
1
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CHEMD BY, .o .
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NOTES
NOTED. — -
k ALL STORM SE7WER 94ALL BE ltgqrM BY THE CM OF FORT COLLINS.
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LEGEND
PROPOSED STORM SEWER
EXMTING STORM SEWER
C-3 nsa
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42
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Ss %
LEGEND
PAVEMENT AREA
TREATED BY LID
OTHER IMPERVIOUS
AREA TREATED BY LID
so o zoo
AREA OF PERVIOUS
SCAM: 1 = 100
PAVER SECTION
WARREN FEDERAL CREDIT UNION
LID EXHIBIT
I In TahlP
50%On-Site Treatment by LID Requirement
New Impervious Area
Required Minimum Impervious Area to be Treated
Area of Paver Section #1 (Basin Bl)
Pavement area for Paver Section #1 (up to 3:1 is permited)
Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System)
Area of Paver Section #2 (Basin 132)
Pavement area for Paver Section #2 (up to 3:1 is permited)
Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System)
60,266
30,133
2,828
10,977
11,910
5,427
13,977
18,567
acre/sq. ft.
acre/sq. ft.
acre/sq. ft.
acre/sq. ft.
acre/sq. ft.
acre/sq. ft.
acre/sq. ft.
acre/sq. ft.
Ratio
3.9
4.2
2.6
3.4
Total Impervious Area Treated
30,477
acre/sq. ft.
Actual % On -Site Treated by LID
51 %
25% Porous Pavement Requirement
New Pavement Area
Required Minimum Area of Porous Pavement
Area of Paver Section #1
Area of Paver Section #2
33,209
8,302
2,828
5,427
acre/sq. ft.
acre/sq. ft.
acre/sq. ft.
acre/sq. ft.
Total Porous Pavement Area 1
Actual %of Porous Pavement Provided
8,255 acre/sq. ft.
25 %
Project Name: ' Project NO.-
Client• Subject:
Date•2 q / .By: 5 With:
I1
1 —
�.l
1218 W. ASH, STE C • WINDSOR, COLORADO 80350
1EL.970.674.3300 • EAX.970.674.3303