HomeMy WebLinkAboutDrainage Reports - 05/30/2017May 5, 2017
Mr. Wes Lamarque
Fort Collins Utilities — Stormwater
700 Wood Street
Fort Collins, CO 80522
Re: Country Club Corners Sixth Filing — Lot 1 & 2
Final Storm Drainage Letter
Dear Wes,
INTERrI!•T CONSULTING GROUP
City of R Collin pro ed Plans
Approved By
Date
Please accept the following letter describing the storm drainage intent demonstrating the proposed site
improvement's ability to comply with the City's stormwater requirements.
INTRODUCTION
The Country Club Corners Sixth Filing — Lot 1 proposes to construct a drive through carwash along with
the supporting utility infrastructure, site accesses (pedestrian/vehicular), along with modifying the
existing interim detention pond to accommodate the proposed improvements. The site is located within
the commercial plaza located in the southeast corner of N. College Ave (Hwy 287) and E. Willox Lane,
north of Bristlecone Dr, and west of Blue Spruce Drive. Lot I of Country Club Corners Sixth Filing is a
replat of Lot 8, Country Club Comers Third Filing PUD, and Lot 1, Country Club Corners Fifth Filing,
located in the Northwest Quarter Section 1, Township 7 North, Range 69 West of the 6' P.M., City of
Fort Collins, County of Larimer, State of Colorado. A vicinity map is attached for reference.
The carwash site is located with Lot 1 and the interim detention pond is proposed to be located within Lot
2 of Country Club Corners Sixth Filing. Lot 1 is approximately 1.09 acres, and Lot 2 is approximately
1.09 acres. A significant portion of both lots will be disturbed with the proposed improvements, for a
total disturbed area estimated at 2.18f acres. The proposed improvements will be completed in one phase
of construction.
EXISTING CONDITIONS
The project site is located within the Northeast College Corridor Outfall (NECCO) drainage basin and
detention is not required. An existing storm drainage infrastructure is described in the following drainage
reports and/or utility plans:
• Country Club Corners Third Filing P.U.D. (1995)
• Lot 3, Replat No. 1 of Country Club Comers Third Filing P.U.D. (1996)
• Country Club Corners Fourth Filing P.U.D. (1997)
• Country Club Comers Fifth Filing (2002)
The original drainage plan was established with the Country Club Corners Third Filing PUD. This filing
proposed that the storm drainage infrastructure be constructed in two phases, with the swale to Evergreen
Pond as the ultimate outfall for both phases. References are attached. Phase 1 established an interim
1218 W. ASH, STE. A, WINDSOR, COLORADO 80550
TEL. 970.674.3300 - FAX 970.674.3303
Country Club Corners Sixth Filing — Lot 1 & 2
Final Storm Drainage Letter
May 5, 2017
Page 2 of 4
detention pond with a temporary outfall pipe, and Phase 2 is to complete the storm drain outfall within
Bristlecone Dr to the Evergreen Pond swale. No dedicated onsite detention facilities are required with the
completion of Phase 2 of the storm drainage infrastructure. Phase I utilized a temporary 24" HDPE
outfall pipe and swale to drain the pond. The remaining filings listed above either modified the interim
detention pond or enclosed the temporary outfall Swale in a pipe. The Phase 2 of the storm drain system
has not be completed. Unfortunately, no mechanism was established with the original PUD to complete
the extensive infrastructure needed to complete the drainage outfall. The last modification to the interim
detention pond is described within the Country Club Corners Fourth Filing PUD.
The project is not located within a FEMA mapped 100-yr floodplain.
PROPOSED DEVELOPMENT
The improvements associated with Lot 1 will consist of constructing a 4,680 sqft drive through carwash
with supporting utility infrastructure and pedestrian/vehicle accesses. The interim detention pond will be
reconfigured to accommodate the carwash improvements.
Without the completion of the originally proposed storm drain system, the interim detention pond will
need to remain and will be located within Lot 2 of the Country Club Corners Sixth Filing. At the time the
outfall is complete, dedicated onsite detention facilities are not required. To determine the appropriate
detention volume required, the basins draining to the interim pond were reanalyzed with the current
rainfall depths along with confirming the ponds release rate. The capacity of the existing 30" RCP within
Bristlecone Dr limits the pond release rate. The pond was originally designed with a 6.60 cfs release rate
based on the available capacity of 25 cfs within the 30" RCP determined within the Country Club Corners
Third Filing PUD drainage report. Reanalyzing the existing 30" RCP and allowing the energy grade line
(EGL) to be 1.0' below the roadway surface, the pipe capacity was confirmed to allow 26.18 cfs. The
street capacity of Bristlecone Dr was also confirmed for reference. Based on these capacities, the pond
release rate could be increased to 7.78 cfs. The pond is designed with a a release rate of 7.78 cfs,
requiring 2.27 acre-ft of storage.
To accommodate the carwash improvements, the portion of the existing storm drain within Lot 1 will be
realigned. Storm drain sizing calculations are provide with reference to the Country Club Corners Third
Filing PUD drainage report for offsite flows.
The project is required to implement Low Impact Development (LID) techniques to provide water quality
enhancement. A bioretention rain garden is proposed to treat at least 75% of the proposed impervious
area.
There is some offsite drainage from the west that sheet flows to the carwash site. These flows will be
directed to the interim detention pond without being conveyed to the proposed rain garden utilizing a curb
cut near the carwash entrance. Approximately 2,250 sgft of the private drive along the east of the site
drains to the rain garden. The remaining eastern private drive that drains to the carwash site is conveyed
to the interim detention pond through a combination of curb cuts and a swale.
The carwash site is divided into 3 basins:
Basin 101 consists of majority of the site improvements. This basin drains to and is treated by the rain
garden along the eastern property line. The basin is approximately 0.82 acres and is 71.2% impervious
with an estimated 100-yr runoff rate of 6.86 cfs. Runoff from the rain garden is directed to the relocated
36" storm drain along the eastern property line than to the interim detention pond.
Country Club Corners Sixth Filing — Lot 1 & 2
Final Storm Drainage Letter
May 5, 2017
Page 3 of 4
Basin 102 consist of the proposed carwash building and the carwash entry/exit drives. This basin is
approximately 0.19 acres and is 68.5% impervious with an estimated 100-yr runoff rate of 1.75 cfs.
Runoff from the basin in collected by a series of area inlets and directed to the storm drain manhole
proposed to be located north of the carwash building.
Basing 103 consist of the west portion of Lot 1 that is not conveyed to the rain garden. This basin is
approximately 0.09 acres and is 43.4% impervious with an estimated 100-yr runoff rate of 0.56 cfs.
Runoff from this basin is directed to the interim detention pond via surface from and a curb cut in the
carwash site entry drive.
All calculations and exhibits are attached for reference.
LOW IMPACT DEVELOPMENT TECHNIQUES
In reference to the code requirements for implementation of Low Impact Development (LID) techniques,
the use of a bioretention rain garden is necessary to satisfy these requirements. The rain garden will
promote infiltration while capturing fine sediment that drains off of the impervious areas. A Standard
Operations Procedure will be provided at final design to assist in ensuring that these BMPs will
adequately perform over time.
Below is a description of the 4 step process for selecting structural BMPs:
Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving
water protection that focuses on reducing runoff volumes, treating the water quality capture volume
(WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process
applies to the management of smaller, frequently occurring events.
Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact
Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA).
Runoff throughout the site is mainly conveyed to the rain garden via overland sheet flow, curb & gutter,
and drain pans. The rain garden will slow runoff, promote infiltration, and filter runoff prior to being
released into the adjacent storm drain system.
Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release
The rain garden is designed to provide water quality capture volume per Urban Drainage's
recommendations and calculations. The captured runoff is design for a 12-hr drain time.
Step 3: Stabilize Drainageways.
Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate
and volume of runoff during and following development. Because the site will drain to an existing
storm system, bank stabilization is unnecessary with this project.
Step 4: Implement Site Specific and Other Source Control BMPs
Proactively controlling pollutants at their source by preventing pollution rather than removing
contaminants once they have entered the stormwater system or receiving waters is important when
Country Club Corners Sixth Filing — Lot 1 & 2
Final Storm Drainage Letter
May 5, 2017
Page 4 of 4
protecting storm systems and receiving waters. This can be accomplished through site specific needs
such as construction site runoff control, post -construction runoff control and pollution prevention / good
housekeeping. It will be the responsibility of the contractor to develop a procedural best management
practice for the site.
All calculations are attached for reference.
EROSION CONTROL
Erosion and sedimentation will be controlled on -site by use of sediment control logs, inlet protection, a
gravel construction entrance, seeding, mulch, and turf. The measures are designed to limit the overall
sediment yield increase due to construction as required by the City of Fort Collins. During overlot and
final grading the soil will be roughened and furrowed perpendicular to the prevailing winds.
During the performance of the work required by these specifications or any operations appurtenant
thereto, whether on right-of-way provided by the City or elsewhere, the contractor shall furnish all labor,
equipment, materials, and means required. The Contractor shall carry out proper efficient measures
wherever and as necessary to reduce dust nuisance, and to prevent dust nuisance that has originated from
his operations from damaging crops, orchards, cultivated fields, and dwellings, or causing naissance to
persons. The Contractor will be held liable for any damage resulting from dust originating from his
operations under these specifications on right-of-way or elsewhere.
It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of -way.
Wherever construction vehicles access routes or intersect paved public roads, previsions must be made to
minimize the transport of sediment by runoff or vehicles tracking onto the paved surface. Stabilized
construction entrances are required with base material consisting of 6" coarse aggregate. The contractor
will be responsible for clearing mud tracked onto city streets on a daily basis.
All temporary and permanent erosion and sediment control practices must be maintained and repaired as
needed to assure continued performance of their intended function. Silt fence and sediment control logs
will require periodic replacement. Maintenance is the responsibility of the contractor.
All disturbed areas must be seeded and mulched within 30 days of project start. Vegetation shall not be
considered established until a ground cover is achieved which is demonstrated to be mature enough to
control soil erosion to the satisfaction of the City Inspector and to survive severe weather condition.
Thank you in advance for your time and if
(970) 347-8917. 1<0- =H
Sincerely,
Jason T. Claeys, P.E., LEED AP
Interwest Consulting Group
Attachments
have any
questions or comments please contact me at
VICINITY MAP
SCALE: 1 " = 1000'
PROJECT DATUM: NAVD88
CITY OF FORT COLLINS BENCHMARK #42-97
ON TOP OF A STORM INLET STRUCTURE ON THE EAST
SIDE OF REDWOOD ST., 400 FEET SOUTH OF WILLOX LANE.
ELEV= 4969.93
CITY OF FORT COLLINS BENCHMARK #V401
AT THE JUNCTION OF U.S. HIGHWAY 287 AND BRISTLECONE DRIVE, 194.9 FT EAST OF THE
CENTERLINE OF THE NORTH BOUND LANES OF THE HIGHWAY, 48.2 FT NORTH OF THE CENTER
OF THE DRIVE, AND 3.6 FT NORTH OF A UTILITY POLE AND POWERLINE CROSSING THE DRIVE
ELEV= 4977.81
PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM.
IF NGVD29 UNADJUSTED IS REQUIRED FOR ANY PURPOSE,
THE FOLLOWING EQUATIONS SHOULD BE USED:
NGVD UNADJUSTED = 4969.93 (NAVD88) - 3.18
NGVD UNADJUSTED = 4977.81 (NAVD88) - 3.17
HORIZONTAL DATUM: COLORADO STATE PLAN COORDINATES NAD 83(2007) DATUM.
HORIZONTAL CONTROL BASED VRS.
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Hydrologic Soil Group—Larimer County Area, Colorado
Country Club Comers Sixth Filing -
Lot 1
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
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Nunn Gay loam, 0 to 1
percent slopes
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100.0%
Totals for Area of Interest
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100.0%
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Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method. Dominant Condition
Component Percent Cutoff: None Specified
r�Natural Resources Web Soil Survey 1/19/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group—Larimer County Area, Colorado
Country Club Comers Sixth Filing -
Lot 1
Tie -break Rule: Higher
115ppq Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
1/19/2017
Page 4 of 4
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mil` (TT9 )
' 1 PROPERLY LINE I
- -.� TRACTA _
j (ACCESS. DRAINAGE,
UTILITY a EMERGENCY 4
ACCESS EASEMENT) O, PRIVATE DRIVE
I" __ _ __
fX JO RCP
SGMH 01 RIM I97&85 _ SDMH 0J
AREA INSET ett NY- 497I J3 ARE'A INIET JO RCP WL
(15 Ap5) AREA INLET (15" ADS)
\ I I III (COFC) rrr
xll I_ `.J
- - - - - lo.00' I- -•---/
RIPRAP RUNDOWN (Dew-B*), UTILITY ESMT /
I
r EXTEND 2' INTO RAIN GARDEN T
TRENCH DRAIN / °4
DOWNSPOUT INLET
2- CURB CUT W/ (12- ADS, TYR) (RE'. MEP) SOL D AIN GE �
RIPRAP (Dsw-e') ESMT
IDS CARWASH 102 (VARIES) / r CURB CUT w
ME- 1880.65
0.09 0.69 �, ',-I'_'. RIPRAP (Dave-8
5 00'
- - - EIEC UTL PE -
ESTR
ACCESS
E T -, ACCESS -
ESMT 5,00' UTILITY
1 77
11 ESMT _
it
1 I cw
PROPERTY LINE (TYE') -
.LOT 1 -
I
II
2• DRAIN PAN - Imv
yI III 101 7 cuRa nn
CUT w/. \
I I I • 0.82 0.91 - RIPRAP (0e>8-).
.III ) EXTEND 2' INTO
�I I RAIN GARDEN
11 �
-
1 'WV - I.IB I u 2' DRAIN PAN
I I I 'WV - 19>IAB8.08
�I L a sw I D ESMT E - - \. <
1 _L
EX /N(f) I 21' RCP _ _ SDMH-OS .
I AIM, - 19B2oz I P.
Ex zI � RCP _ \ � I G
I R `/IC
' 2' CURB CUT OUTTER (TIP) PROPERTY UNE (TYP) r' ROP
I I a
RIB \
W 9
n
E 1 1 _-__I 49]e-._- -
_____ --_
❑ _-- T
i 1 J
F Ij (NA GREEN
PERMANENT TIRE AIR
\ MA WREN C350) (TYP) 36' RCP
I I
FES-m
B'Wn 121 SCOURSTOP PAD
i I \ OVER 16"W 251
\ PERMANENT THE
I (NA GREEN C350)
1 \
LOT1 /
J
DRAINAGES a
UTILITY EASEMENT) / I
1 I I
i
-- I I E 1 •
III \ PROVIDE IS' HIGH
_ 1 BERM SURROUNDING
EX WAL 30'W EXISTING PIPES
I I ANY - 197E 47 (W)
Y/
Iy l W 19'L PERMANENT iRM INV - 49>JI5 (E) \7(/RE (f(/WTFALJ EX 24' SO l
{ E (NA GREEN C350. ALIGN INV- 497313 I/
W/ EX CURB CUT)
7'% 1WL PERMANENT TRM _ -
c CQ..
TRACT A (NA GREEN C350, ALIGN
(ACCESS, DRAINAGE. li - i W/ EX CURB CUT) _ _ - - -
UT1U1`f a EMERGENCY i� -----= -- a
ACCESS EASEMENT) -- -
I I III
III
+w
m
-r III I I
n
�7a 7T
�
/ EXTEND 2' INTO RaIN
/ GARDEN ll
I
RCP
I
I
uH-os i
N
ucnnr
.r RA�'ARDEN
BOTTOM AREA - 512 SOFT
BOTTOM ELEV - 1977.W
WOCV - 841 CU-FT
WDCV OUSEL - 4978.00
-12' CURB CUT W/
RIPRAP (D.6*)
PROPERTY
FORacv W)
TRACT A
(ACCESS, DRAINAGE,
UTILITY a EMERGENCY
ACCESS EASEMENT)
I r
J2' CURB CUT W/ I
RIPRAP (D.B-) 1
Fn^¢ Mrtn W° mvinmpv,M,nYE
Low Impact Development Summa
Pa19rltant Ma Summery
Total New Paved Area,
26, 10 ape
Pelmea0k Parer Area
0 sqe
N --Hl PaMm•nt Ana ss PamwaWa Psvars:
O.(vY.
Developed Area SUrnrmrY
Taal Newly DewnOml Area'.
47.519 eqe
Total New Impenious area:
33,09A sqn
Total Impervious Area required for Treatment(75%I;
24.820 son
Proposed Ara a Pawn'.
0 Roll
Aa081grwl Ana Thad by Pawarat
0 sq6
Total Ms Tnatad by Psvam:
090 20 10 O 20 40
In lerwous Ara Trems6 0y Rain Garden:
25,162 aqB In
Total Ams Tnaed by LID:
25,162 soft SCALE: 1 " - 20'
Palnm 816 Impsnlous Ana Treaed 5y LID:
76.0%
BASIN SUMMARY:
Dsgm
Pont
as.Raln
Ana
I.w.•)
1.Imin1
sak Run
10yr sk Runoff
100yr ak naff
IN
cwn.l
c1Al
Iar••1
nra Ily,
IMNm
q •I
Runoff
C••.(C
a
CIA)
m• laa1
Intan•ay
Ilenrl
01mn1
nnaff
coHw. lc 1
At
larval
RMn•Xy
ISINrI
01nY•1
1
101
0.61]
e,5f
1
O.m
Ja
11a
0.0
O.M
a.M
).a
OW
0.I]
00]
aJa
2
TO3
0.1a
B00
O.T]
O.f1
ea
Oaa
O.T]
0.1a
A:1
pAa
O.a
Ote
R.ae
1.1b
3
1 Qw
Bit
0.98
OM
3.
1 .16
1 0.55
1 0.05
1.S9
I O.Bi
1 0a
0.06
9.21
0811
LEGEND
DD7
BASIN DESIGNATION
INLET PROTECTION
1.25
0.30
BASIN COEFFICIENT I I ODYR)
®\/
OUTLET STRUCTURE PROTECTION
®
.SEDIMENT CONTROL LOG
BASIN AREA
®
DESIGN POINT
®
ROCK SOCKS
DRAINAGE FLUW ARROW ®
HRCLETRACEKNGCONTROL
W/�
- -
DRAINAGE BASIN
BOUNDARY
CONCRETEWASHOUTAREA
DRAINAGE BASIN
FLOW PATH
it
NOTES
VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE
iI
CONSTRUC ION OPEIZATIONS. AND FOR THE SHORTEST PRACTICAL
I CONTRACTORTO PROVIDE AND MAINTAIN ALL NECESSARY EROSION
PERIOD OF TIME.
MEASURES PRIOR TO AND THROUGHOUT CONSTRUCTION.
q ALL SOILS EXPOSED OURI NG LAND DISTURBING ACTIVITY (STRIPPING.
ICONTROL
(
1
PLACE EROSION CONTROL PROTECTION AT ALL EXISTING
GRADING, UTILT'INSTALLATIONS, STOCKPILING, FILLING, ETC) SHALL
SDMH-01
I
CO
DOWNSTREAM FROM THE CONGTRUC-LON AREA. EROSION CONTROL
BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG
(GRATED COVER)
PROTECTION SHALL REMAIN IN PLACE UNTIL CONSTRUCTION
COMPLETE AND ALL DISTURBED GROUND IS ADEQUATELY VEGETATED
LAND CONTOURS UNTIL MULCH. VEGETATION. OR OTHER PERMANENT
WITH OWNERS APPROVAL FOR REMOVAL.
EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE
PROJECT STREET RIGHTS OF WAY SHALL REMAIN EXPOSED BY LAND
LOT
THE EXTENTOF EROSION CONTROL PROTECTION SHALL BE OBSERVED
DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE
ANDADJUSTEDASNFFOED DURINGCONSTRUC K)NRASEDONSITL
REOUIRED TEMPORARY OR PERMANENT EROSION CONTROL IEG.
CONDMONSAND THE PERFORMANCE OF THE EROSION CONTROL
SEED/MULCH.LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE
CONTROL MEASURES SHOWN. TO SUPPLY SUFFICIENT EROSION
APPROVED BY THE STORMWATER DEPARTMENT.
I
1
CONTROL AND MINIMIZE DOWNSTREAM WATERWAY POLLUTION.
5. THE PROPERTY MUST BE WATERED AND MAINTAINED AT ALL TIMES
0
3. LIMIT DISTURBANCE TO AREAS WITHIN EROSION CONTROL BOUNDARIES,
➢URING CONSTRUCTION ACTIVITIES 50 AS TO PREVENT WINDCAUSED
ADJUST EROSION CONTROL BOUNDARIES AS NECESSARY TO
EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY
INTERIM DETENTION
MDEETEGT&OD
POND
ADEQUATELY COMPLETE PROPOSED WORK. ALL DISTURBED AREAS
DISCONTINUED WHEN FUGITIVE OUST IMPACTS ADJACENT PROPERTIES.
,,-INTERIM
SHALL BE PREPARED(SEEDED a MULCHED, SURFACE ROUGHENING.
AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT00-Y.
IDE-W VOLUME - 2.2] AC-F]
ETC.) TO MINIMIZE EROSION POTENTIAL AND SOIL MIGRATION.
6, A1-TEMPORARY(STRUCTURAL) EROSION CONTROL MEASURES MUST BE
1DE-YR RELEASE RATE - 7.78 CPS
A. STORNIWATER MANAGEMENT PLAN SHALL BE PREPARED AND SUBMITTED
INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY AFTER
BY CONTRACTOR PRIOR TO CONSTRUCTION COMMENCEMENT.
EACH RUNOFF EVENT AND EVERY 14 DAYS IN ORDER TO ASSURE
5. SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS,
CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION.ALL
DURING CONSTRUCTION. ANY SOIL DISTURBED AND NOT UNDER ACTIVE
RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY
CONSTRUCTION SHALL BE SEEDED AND MULCHED PER LCUASS
SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND
I
STANDARDS.
LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY
DRAINAGEWAY
6. ANY DISTURBED LAND MUST RECEIVE SURFACE ROUGHENING,
7. SOIL HALL TEND HEIGHT. ALL SOIL
D
INCLUDING BUT NOT LIMITED TO SLOPED AREAS
STOCKPILENO
S SHALL BE
STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY
SEDIMENT
W
T. AREAS STEEP LOPESESTABLISH
SOIL ACE NCING.ANY
1
IN SNISSUESFROM
EROSION RESULTING BUTO
WATER EROSIONRESULTING IN SEED NOT BEING ESTABLISH
IS
STOROUGHCNING.WATERING30 DAYSR HINJI- ESUDSILT
SOILSTOCKY`ICE REMAIN INGAFTER30 DAYS SHALL RESEEDED AND
DURING THE IRST GROWING SEASON EQUIRE RE
MULCHED
R
EROSION OFNTOL BLANKETS TO STABILIZE THE SOIL.RESEEOIMGAND
6. CITY ORDINANCE PROHIBITS THE TRACKING. DROPPING, OR DEPOSITING
C j
e REFERENCE SHEET IS FOR EROSION CONTROL DETAILS.
OF SOILS OR ANY OTHER MATERIAL ONTO CT' STREETS BY OR FROM
a I
ANY VEHICLE ANY INADVERTENT DEPOSITED MATERIAL SHALL BE
COFC STANDARD EROSION AND SEDIMENT CONTROL NOTES:
CLEANED IMMEDIATELY BYTHE CONTRACTOR.
i I. THE CITY STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR
0 A MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION
ON THIS SME.
2 ALL REQUIRED SMPS MUST BE INSTALLED PRIOR TO ANY LAND
DISTURBING ACTIVITY (STOCKPILING. STRIPPING, GRADING ETC). ALL
REQUIRED EROSION CONTROL MEASURES MUST BE INSTALLED ATTHE
APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE AS INDICATED IN
THE APPROVED PROJECTSCHEOULE. CONSTRUCTION PLANS. AND
EROSION CONTROL REPORT.
( 3. PREDISTURBANCE VEGETATON SHALL BE PROTECTED AND RETAINED
WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING
CALL BEFORE YOU DIG
1 CALL UT11lTY NOTTRFAnO
( CENTER OF COLORADO
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Ol
Country Club Corners Sixth Filing - Lot 1
Low Impact Development
Design Engineer: J.Claeys
Design Firm: Interwest Consulting Group
Project Number: 1303-158-00
Date: March 29, 2017
DESIGN CRITERIA
Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, January 2010
City of Fort Collins - Ordinance No. 007, 2016
- Treat at least 75% of any newly developed or redeveloped area using one or a combination of LID
techniques, or
- Treat at least 50% of any newly developed or redeveloped area using one or a combination of LID
techniques when 25% of private driveable surfaces are permeable.
Low Impact Development Summary
Pavement Area Summary
Total New Paved Area:
28,193 sqft
Permeable Paver Area:
0 sqft
Percent Pavement Area as Permeable Pavers:
0.0%
Developed Area Summary
Total Newly Developed Area:
47,579 sqft
Total New Impervious area:
33,094 sqft
Total Impervious Area required for Treatment (75%):
24,820 sqft
Proposed Area of Pavers:
0 sqft
Additional Area Treated by Pavers:
0 sqft
Total Area Treated by Pavers:
0 sqft
Impervious Area Treated by Rain Garden:
25,162 sqft
Total Area Treated by LID:
25,162 sqft
Percent Site Impervious Area Treated by LID:
76.0%
Design Procedure Form: Rain Garden (RG) I
Sheet 1 of 2
Designer: J.Claeys
Company: Interwest Consulting Group
Date: March 29, 2017
Project: Country Club Comers Sixth Filing - Lot 1
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, 1„
1„ =
71.2
%
(100% 1 all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio it = 1./100)
i =
0.712
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
022
watershed inches
(WQCV= 0.8 - (0.91' io- 1.19' ?+ 0.78' i)
D) Contributing Watershed Area (Including rain garden area)
Area =
35,609
sq It
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
cu 1t
Vol = (WQCV 1 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
ds =
0.43
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
VW0CV07HFR =
"11-0
cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VwacvuseR =
cu it
(Only it a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwmv =
12
in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)
Z =
4.00
R / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area
AM„ =
507
sq it
D) Actual Flat Surface Area
AEI„„, =
512
sq 1t
E) Area at Design Depth (Top Surface Area)
A,� =
1170
sq 0
F) Rain Garden Total Volume
V,=
841
cu 1t
(Vr ((A,. + Arre,„,) 12) ' Depth)
Dose One
3. Growing Media
Q 18" Rain Gallen Growing Media
Q Other (Explain):
CoFC Rain Garden Section (12" Growing Media, 6" Pea Gravel,
10„ COOT Class 2)
4. Underdrain System
Choose One
@) YES
A) Are underdrains provided?
Q No
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y=
2.0
it
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol, -
we
cu it
ui) Orifice Diameter, 3/8" Minimum
D,. -
35
in
1303-158-00 UD-BMP v3.05.xlsm, RG 3/28/2017, 1:51 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: J.Claeys
Company: Imerwest Consulting Group
Date: March 29, 2017
Project: Country Club Comers Sixth Filing - Lot 1
Location:
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
O YES
A) Is an impermeable liner provided due to proximity
Q NO
of structures or groundwater contamination?
Choose One
6. Inlet / Outlet Control
Q Sheet Flow- No Energy Dissipation Required
A) Inlet Control
Q Concentrated Flow- Energy Dissipation Provided
7. Vegetation
Q Seed (Plan for frequent weed control)
Q Plantings
O Sand Grown or Other High In01tratIon Sod
Dose One
8. Irrigation
0 YES
A) Will the rain garden be irrigated?
[00 NO
Notes:
1303-158-00 UD-BMP_v3.05.xlsm, RG 3/28/2017, 1:51 PM
Interim Detention Pond
Country Club Corners Sizth Filing
100-yr Detention Volume - FAA Method
Design Engineer:
J.Claeys
Design Firm:
Interwest Consulting
Project Number:
1308-158-00
Date:
March 29, 2017
DESIGN CRITERIA
Urban Stonn Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised April 2008)
City of Fort Collins - Storm Water Criteria Manual
Detention Volume Calculation
Runoff Coefficient (C)
0.9
Frequency
Factor (C,)
1.25
Required Detention
Adjusted
Runoff Coefficient (CC,)
1.00
W
acre-ft
Area (A)
11.69
acres
98,838
2.269
Allowed Release
Rate
7.78
cfs
100-yr
Accumulative
Release
Detained
Detained
Time
Intensity
Q100
Runoff Volume
Volume
Volume
Volume
(min)
(I, in/hr)
(cis)
(ft)
(ft)
W)
(acre-ft)
0
0.00
0.00
0.00
0.00
0.00
0.0000
5
9.95
116.32
34,894.65
2,334.64
32,560.01
0.7475
10
7.72
90.25
54,148.08
4,669.29
49,478.79
1.1359
15
6.52
76.22
68,596.92
7,003.93
61,592.99
1.4140
20
5.60
65.46
78,556.80
9,338.57
69,218.23
1.5890
25
4.98
58.22
87,324.30
11,673.22
75,651.08
1.7367
30
4.52
52.84
95,109.84
14,007.86
81,101.98
1.8618
35
4.08
47.70
100,159.92
16,342.51
83,817.41
1.9242
40
3.74
43.72
104,929.44
18,677.15
86,252.29
1.9801
45
3.46
40A5
109,207.98
21,011.79
88,196.19
2.0247
50
3.23
37.76
113,276.10
23,346.44
89,929.66
2.0645
55
3.03
35.42
116,888.31
25,681.08
91,207.23
2.0938
60
2.86
33.43
120,360.24
28,015.72
92,344.52
2.1199
65
2.72
31.80
124.007.52
30,350.37
93,657.15
2.1501
70
2.59
30.28
127,163.82
32,685.01
94,478.81
2.1689
75
2.48
28.99
130,460.40
35,019.65
95,440.75
2.1910
80
2.38
27.82
133,546.56
37,354.30
96,192.26
2.2083
85
2.29
26.77
136,527.51
39,688.94
96,838.57
2.2231
90
2.21
25.83
139,508.46
42,023.59 .
97,484.87
2.2379
95
2.13
24.90
141,928.29
44,358.23
97,570.06
2.2399
100
2.06
24.08
144,488.40
46,692.87
97,795.53
2.2451
105
2.00
23.38
147,294.00
49,027.52
98,266.48
2.2559
110
1.94
22.68
149,678.76
51,362.16
98,316.60
2.2570
115
1.89
22.09
152,449.29
53,696.80
98,752.49
2.2670
120
1.84
21.51
154,869.12
- 56,031.45
98,837.67
2.2690
125
1.79
20.93
156,938.25
58,366.09
98,572.16
2.2629
130
1.75
20.46
159,568.50
60,700.73
98,867.77
2.2697
135
1.71
19.99
161,918.19
63,035.38
98,882.81
2.2700
140
1.67
19.52
163,987.32
65,370.02
98,617.30
2.2639
145
1.63
19.05
165,775.89
67,704.67
98,071.22
2.2514
150
1.60
18.70
168,336.00
70,039.31
98,296.69
2.2566
155
1.57
18.35
170,685.69
72,373.95
98.311.74
2.2569
160
1.54
18.00
172,824.96
74,708.60
98,116.36
2.2524
165
1.51
17.65
174,753.81
77,043.24
97,710.57
2.2431
170
1.48
17.30
176,472.24
79,377.88
97,094.36
2.2290
175
1.45
16.95
177,980.25
81,712.53
96,267.72
2.2100
180
1.42
16.60
179,277.84
84,047.17
95,230.67
2.1862
185
1.40
16.37
181,662.60
86,381.81
95,280.79
. 2.1873
190
1.38
16.13
183,907.08
88,716.46
95,190.62
2.1853
195
1.36
15.90
186,011.28
91,051.10
94,960.18
2.1800
200
1.34
15.66
187,975.20
93,385.74
94,589.46
2.1715
205
1.32
15.43
189,798.84
95,720.39
94,078.45
2.1597
210
1.30
15.20
191,482.20
98,055.03
93,427.17
2.1448
215
1.28
14.96
193,025.28
100,389.68
92,635.60
2.1266
220
1.26
14.73
194,428.08
102,724.32
91,703.76
2.1052
225
1.24
14.50
195,690.60
105,058.96
90,631.64
2.0806
230
1.22
14.26
196,812.84
107,393.61
89,419.23
2.0528
235
1.21
14.14
199,443.09
109,728.25
89,714.84
2.0596
240
1.20
14.03
202,003.20
112,062.89
89,940.31
2.0647
Country Club Corners Sixth Filing
Critical Pond Elevations
Design Engineer:
J.Claeys
Design Firm:
Interwest Consulting Group
Project Number:
1303-158-00
Date:
March 28, 2017
DESIGN CRITERIA
Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016)
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
V (Al + A2 + A,A2 )Depth
3
CONTOUR (FT)
AREA (FT2)
AREA (ACRE)
VOLUME
ACRE -FT
DEPTH (FT)
CUMULATIVE VOLUME
ACRE -FT
4973.15
0
0.000
0.000
0.00
0.000
4974.0
3641
0.084
0.024
0.85
0.024
4975.0
15055
0.346
0.200
1.85
0.223
4976.0
29283
0.672
0.500
2.85
0.723
4977.0
34157
0.784
0.727
3.85
1.451
4978.0
37138
0.853
0.818
4.85
2.269
Required Water Quality Capture Volume (WQCV) =
0.000 Acre -Ft Interpolates to an Elev. of N/A ft
Required 100•yr Detention Volume (including WQCV) =
2.269 Acre -Ft Interpolates to an Elev. of 4978.00 ft
1303-158-00 PondCalcs.xls - Pond Stage Storage Page 1 of 1 Interwest Consulting Group
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ALLOWABLE CAPACITY FOR ONE-HALFpF STREET (Minor & Major Stonn)
Project: Country Club Corners 6th Filing
Inlet to Bristlecone Capacity
L Tie .l_ Note
num Allowable Wider for Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance credit behind curb)
ling s Roughness Behind Curb (typically between 0.012 and 0.020)
of Curb at Gutter Flow Line
:e from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 hen)
Longitudinal Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor 6 Major Stone
Allowable Depth at Gutter Flowline for Minor 6 Major Stone
Flow Depth at Street Crown (leave blank for not
er Depth without Goner Depression (Eq. ST-2)
IDal Depth between Gutter Lip and Goner Flowline (usually 2")
ter Depression (dc - (W - S - 12))
or Depth at Gutter Flowline
sable Spread for Discharge outside the Gutter Section W IT - W)
ter Flow to Design Flow Raba by FHWA HEC-22 method (Eq. ST-7)
barge outside the Golfer Section W. tamed in Section Tx
:large within the Gutter Section W (0, - 00
large Behind the Curb (e.g,, sidewalk, driveways, 8 lawns)
llmum Flow Based On Allowable Spread
v Velocity, within the Gutter Section
Product: Flow Velocity times Gutter Flowline Depth
orebral Water Spread
Drab" Spread for Discharge outside the Guitar Section W (T - W)
er Flow to Design Flow Raba by FHWA HEC-22 method (Eq. ST-7)
xebcal Discharge outside the Gutter Section W, carded in Section Tx to
at Discharge outside the Goner Section W, (linked by dtalerlca Tcsawa)
barge within the Gutter Section W (Oe - Oki
Marge Behind the Curb (e.g., sidewalk, driveways, B lowest)
J Discharge for Major 6 Minor Storm (Pre -Safety Factor)
urge Flow Velocity Within des, Guner SBaban
Product: Flow Velocity Times Guras Flowline Depth
�e-Based Depth Safety Reduction Factor for Major a Minor (d L 6') Storm
Flow Beata on Allowable Depth (Safety Factor Aepaad)
ultant Flow Depth at Gutter Flowline (Safety Factor Applied)
uttant Flow Depth at Street Crown (Safety Factor Applied)
TwlFe= 10.0 in
seeice -1 0.020 Iftit
nasca= 0.020
Hcuse= 6.00 Inches
Totowa = 20.0 it
W = 2.00 it
Ss= DG20 fl/n
Sw = 0.083 libilit
So= 0.004 fdn
nsreee.= 0,016
minor Storm Ma'or Storm
Tuvx= 18.5 20.0 it
'ke,a =1 6.0 12-0 inches
r- F check =yes
Trs'
Txnr'
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4.44
4.110
2.0
2.0
1.51
1.61
5.96
6.31
16.5
18.0
0.321
0.296
5.8
71
2.7
3.1
0.0
0.0
8.8
78.3
3.3
3.5
1.6
1.8
Minor Storm Major Storm
18.7
43.7
16.7
41.7
0.318
0.130
5.9
68.2
5.9
53.1
2.8
101
0.0
10.4
8.7
73.7
3.3
5.6
1.7
5.6
1.00
1.00
4.7
73.7
6.00
12.00
0.00
5.69
I STORM Allowable Capacity Is bawd on Spread Criterion Minor Strom Me or Stone
R STORM Albwal Capacity Is baw
d on, Depth Criterion Dew..Dew..1 8.5 1 73.7
storm mex. allowab to copacily GOOD - great., than the design flow given on shost 'in let Management'
Full Street Capacity = 2(73.7) = 147.4
Per Country Club Corners Filing 3, Full Street Capacity = 43.22
approximated 32.5 cfs (25 cfs orignially) available within 30" RCP
there is a total street+pipe capacity within Bristlecone of 179.9 cf<
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