HomeMy WebLinkAboutDrainage Reports - 01/20/2023kimley-horn.com 4582 South Ulster Street, Suite 1500, Denver, CO 80237 303 228 2300
DRAINAGE LETTER
To: City of Ft. Collins
From: Brice Hammersland, P.E.
Kimley-Horn and Associates, Inc
Date: May 25, 2022
Subject: City of Ft. Collins
Rocky Mountain Archery Communication Tower
Kimley-Horn and Associates, Inc. (Kimley-Horn) is submitting this Drainage Letter for the above referenced project.
The purpose of this letter is to serve as an outline for changes to the existing development and associated drainage
analysis.
PROJECT DESCRIPTION
The proposed Rocky Mountain Archery Communication Tower Project (the Project) is located at 4518
Innovation Drive, Fort Collins, Colorado (the Site). The Project is anticipated to consist of the construction of
communication tower, ground equipment platform, chain-link fence, permeable pavers, and waveguide bridge.
The communication tower is located at the southeast corner of the parcel adjacent to the existing stormwater
pond.
The Site is within Flood Zone X and lies outside of the mapped 100-year floodplain as shown on FIRM Map
Panels 08069C1000F dated December 19, 2006. Please see Appendix A for the FIRM Maps and NRCS Soil
Map.
Below outlines the supporting calculations and documentation for the Drainage Letter.
ASSUMPTIONS
In coordination with City of Ft. Collins guidelines, it was determined that a limited drainage study would be
performed with this project. The main objective of this project is to minimize the increase in impervious area of
the parcel and impact to the existing stormwater pond. Due to the scope of this project not including a major
drainage analysis, the limited analysis provided is intended to demonstrate that negative impacts to the existing
storm infrastructure are not anticipated with the construction of the tower and ground improvements.
City of Fort Collins Approved Plans
Approved by:
Date:
kimley-horn.com 4582 South Ulster Street, Suite 1500, Denver, CO 80237 303 228 2300
DRAINAGE ANALYSIS
Impervious Area
The existing development has a ±10,000 sf building, concrete parking lot, and stormwater pond. Please see
Appendix B for the Original Drainage Analysis prepared by North Star Design in September 2009. The proposed
development conditions of the North Star Design analysis were used as the existing conditions of the proposed
analysis. The development met or exceeded all the regulations of the City of Ft. Collins Strom Drainage Design
Criteria Manual at the time of approval.
The proposed development includes the construction of a communication tower, ground equipment platform,
chain-link fence, permeable pavers, and waveguide bridge. The increase in impervious area for the proposed
development is limited to the tower, ground equipment platform foundation, chain link fence, permeable pavers,
and waveguide bridge foundations. The proposed ground equipment platform will have a grated surface;
therefore, will not be included in the impervious calculations. Please see Appendix C for the impervious
calculations and the Proposed Development Exhibit depicting the proposed impervious area.
The proposed developments impervious area is shown on the Impervious Table in Appendix D. The C values
depicted in the in the Impervious Table have been updated based on the latest City of Ft. Collins Storm Drainage
Design Criteria Manual. The Impervious Table shows the proposed improvements will create a very small
increase in the percent impervious (less than 1%). It should be noted that the total new impervious area that will
be added due to the proposed improvements will be approximately 347 square feet. Per Table 5.0.1 in the Cities
Stormwater Criteria Manual this is less than the 350 square feet threshold where a Drainage submittal is
required. The improvements do result in a small increase in the C values for the 2-yr and 5-yr for the site. The
C value for the 100-yr does remain unchanged.
Pond Volume
The original development of the site completed a Storm Drainage Certification for the pond volume. Please see
Appendix E for the Storm Drainage Certification. It is believed that there is a typo in the Storm Drainage
Certification in that the provided volume is in cu-ft instead of ac-ft. The As-Built condition of the original
development pond provides 909 cu-ft at the water quality elevation and 1,290 cu-ft at the 100-year High Water
Elevation (HWEL), which is 213 cu-ft and 334 cu-ft more than the approved design, respectively.
The elevations shown on the Proposed Development Exhibit have been taken from a survey prepared by Daley
Land Surveying, Inc. dated 3/18/2019. The Daley Land Surveying survey is in the NAVD 88 vertical datum, while
the original analysis is in the NGVD 29 vertical datum. The conversion from NAVD 88 to NGVD 29 is NAVD 88
2.9 = NGVD 29. The depicted elevations in Appendix C have been converted to the NGVD 29 vertical datum.
Temporary impacts to the pond during construction will have minor impacts to the detention pond side slopes
along the west side of the detention pond. These will be restored to match existing grades once construction
within the detention pond is completed to ensure the existing detention pond does not reduce the current pond
volume. The proposed ground equipment platform is located at the edge of the existing stormwater pond.
Appendix C calls out the ground elevation at the center of piers located within the 100-yr water surface elevation
and piers adjacent to the 100-yr water surface elevation. The proposed 2 ft diameter concrete pier at the north
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kimley-horn.com 4582 South Ulster Street, Suite 1500, Denver, Colorado, 80237 303 228 2300
east corner and the middle pier along the east side of the platform will encroach the volume provided in the
pond. A Volume Encroachment Table has been added to Appendix C to show the volume encroachment of the
existing pond. Due to the minimal impact to the pond, the proposed development condition continues to provide
sufficient volume at both the Water Quality and 100-year HWEL levels.
CONCLUSION
The drainage analysis presented in this letter is intended to show that with the above listed assumptions, the
proposed conditions are not significantly different from existing conditions and existing infrastructure is not
anticipated to be negatively impacted by the proposed improvements.
SIGNATURE: _________________________________
Brice Hammersland, P.E.
Registered Professional Engineer
State of Colorado No. 56012
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kimley-horn.com 4582 South Ulster Street, Suite 1500, Denver, Colorado, 80237 303 228 2300
APPENDIX
Appendix A FIRM and NRCS Soil Map
Appendix B Original Drainage Analysis
Appendix C Proposed Development Exhibit
Appendix D Impervious Table
Appendix E Storm Drainage Certification
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kimley-horn.com 4582 South Ulster Street, Suite 1500, Denver, Colorado, 80237 303 228 2300
EXHIBIT
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Hydrologic Soil Group—Larimer County Area,Colorado
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
74 Nunn clay loam, 1 to 3 C 0.7 100.0%
percent slopes
Totals for Area of Interest 0.7 100.0%
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
u� Natural Resources Web Soil Survey 7/17/2020
� Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group—Larimer County Area,Colorado
Tie-break Rule: Higher
u� Natural Resources Web Soil Survey 7/17/2020
� Conservation Service National Cooperative Soil Survey Page 4 of 4
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kimley-horn.com 4582 South Ulster Street, Suite 1500, Denver, Colorado, 80237 303 228 2300
EXHIBIT
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FINAL DRAINAGE AND EROSION
CONTROL REPORT
ROCKY MOUNTAIN ARCHERY
FINAL DRAINAGE AND EROSION
CONTROL REPORT
ROCKY MOUNTAIN ARCHERY
Prepared for:
Kodiak Construction and Design
37126 Soaring Eagle Circle
Windsor, Co 80550
Prepared by: '
North Star Design
700 Automation Drive, Unit I ',
Windsor, Colorado 80550 '
(970) 686-6939
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September 2, 2009 �
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Job Number 316-01 '
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North Star
�, design, inc.
September 2, 2009
Wes Lamarque
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522-0580
RE: Final Drainage and Erosion Control Report for Roclry Mountain Archery
Dear Wes,
I am pleased to submit for your review and approval, this Final Drainage & Erosion Control
� Report for Rocky Mountain Archery. I certify that this report for the drainage design for Rocky
Mountain Archery was prepared in accordance with the criteria in the City of Fort Collins Storm
Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any ,
questions.
Prepared by: p ,
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:p'��� •'� '•
C •
Troy Sprake $.�. �
Proj ect Mana ,c Z-°����'�
�''••.........
�SS�ONA1-��G
700 Automation Drive, Unit I Windsor, Colorado 80550
970- 686 - 6939 Phone • 970-686 - 1 1 88 Fax
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TABLE OF CONTENTS
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TABLE OF CONTENTS...............................................................................................................iii ;
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1. GENERAL LOCATION AND DESCRIPTION
l.l Location ....................................................................................1 '
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1.2 Description of Property...........................................................................................1 i
2. DRAINAGE BASINS AND SUB-BASINS i
21 Ma or Basin Descri tion 2 �
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2.2 Sub-Basm Descri tion 2 '
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3. DRAINAGE DESIGN CRITERIA �
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3.1 Regulations ..............................................................................................................2 ,
3.2 Development Criteria Reference and Constraints...................................................3 i
3.3 Hydrologic Criteria .................................................................................3 �
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4. DRAINAGE FACILITY DESIGN i
4.1 General Concept.......................................................................................................3 i
4.2 Specific Flow Routing .............................................................................................4 �
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43 Draina e Summ 4 �
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5. EROSION CONTROL i
5.1 General Conce t 4 i
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5.2 Specific Details........................................................................................................5 i
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6. CONCLUSIONS '
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6.1 Compliance with Standards ....................................................................................5 �
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6.2 Drainage Concept.....................................................................................................5 '
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7. REFERENCES ..............................................................................................6 '
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APPENDICES i
A Vicinity Map i
B Hydrologic Computations !
C Hydraulic Calculations �
D Erosion Control Calculations i
E Tables and Figures i
F Excerpts from previous reports �
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1. GENERAL LOCATION AND DESCRIPTI4N �
l.l. Location
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Rocky Mountain Archery is located in south Fort Collins. This project is Lot 10 in the ;
Golden Meadows Business Park being located within the southeast one-quarter of I
Section 31, Township 7 North, Range 68 West of the Sixth Principal Meridian in the �
County of Larimer, State of Colorado. See the location map in Appendix A. �
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The project is bounded to the north and south by commercial lots, to the east by an ;
existing power substation owned by the City of Fort Collins, and to the West by the �
existing Innovation Drive. This development is an infill development. ��
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1.2. Description of Property '
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The project consists of approximately 0.58 acre of land. Existing vegetation consists
mainly of native grasses and large Russian Olive trees that are going to be either removed �
or trimmed to create a more aesthetically pleasing landscape along the northern property �
line. The land currently slopes to the northeast at approximately 1.50% slope. The �
proposed improvements will consist of one commercial building with associated parking i
and landscape area. The use of the commercial building will be for retail sales of archery ;
equipment and supplies and shall have an indoor archery shooting range. Access to this ,
development is gained from Innovation Drive. Innovation Drive intersects Harmony
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Road approximately 250 feet south of this development.
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This development is located within the Fox Meadows Drainage basin. It is proposed with ;
this development to provide a detention and water quality extended detention pond.
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Runoff that enters the pond will be attenuated and released into the existing swale east of
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the site. In the event that the outlet becomes plugged or if the rain event exceeds the
capacity of the pond, flow will be conveyed over the spillway and into the existing �
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drainage swale along the east property line. Any overflow runoff will be routed to the
existing detention pond as constructed with the overall Golden Meadows Business Park. �
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The ultimate receiving water for runoff from this basin is the Cache La Poudre River,
hereafter referred to as the Poudre River. Stormwater is routed to the Poudre River in I
historic flow paths. ;
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Per the overall Golden Meadows Business Park approved construction plans this site is �
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allowed to develop to a maximum "C" value of 0.70. It has been calculated that after the
improvements are constructed this lot will have a "C" value of 0.69 which is below the
approved threshold; therefore onsite detention is being proposed is minimal and equates
to the difference between the IDF curve prior to 1997 and the current IDF curve.
Stormwater runoff from the developed lot will not affect neighbor properties and all
runoff within the property boundary will be conveyed in historic drainage routes.
Historic drainage paths for this development are maintained to the greatest extent
possible.
2. DRAINAGE BASIN AND SUB-BASIN '
2.1. Major Basin Description I
The proposed development lies within the Fox Meadows Drainage Basin as defined by �I
the City of Fort Collins. The City of Fort Collins requires that any new developments �
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shall provide water quality. This development is routing all onsite runoff to a proposed i
detention pond where it provides detention and water quality and is then conveyed to the j
existing drainage swale where runoff is transported to the existing detention pond. This �
development has been designed to convey the 100 year storm event through this �
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development without negatively impacting this property or neighboring properties. I
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2.2. Sub-basin Description !
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Due to the entire runoff from this lot draining to a single point,this development was able
to utilize a single basin, refer to section 4.2 for the basin description. All stormwater from
this development will ultimately be discharged into the Poudre River. ;
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3. DRAINAGE DESIGN CRITERIA ;
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3.1. Regulations �
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This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage �
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Design Criteria Manual" specifications. Where applicable, the criteria established in the ;
"Urban Storm Drainage Criteria Manual" (UDFCD), 2001 has been used. ;
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3.2. Development Criteria Reference and Constraints
Runoff from this site has been routed to conform to the requirements of the City of Fort
Collins Stormwater Department. All runoff from this development is being routed
through the detention area to provide detention and water quality prior to being released
from this lot into the existing drainage swale.
3.3. Hydrologic Criteria
Runoff computations are prepared for the 10 year minor storm and for the 100 year major
storm frequency utilizing the Rational Method. During the 10 year minor and 100 year ,
major storm events, runoff is conveyed east to the detention pond and any overtopping '
runoff will be conveyed to the existing storm swale. See calculations in Appendix C. ',
There are existing inlets located in a sump in Innovation Drive that intercepts runoff from �,
the right of way. These existing inlets and storm pipe will not be altered with this project. �',
Innovation Drive street runoff is conveyed in existing storm pipe to the south to an '
existing storm swale. No existing storm sewer exist onsite. �
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The proposed storm conveyance system for this lot is designed to be an aboveground ;
system and will convey the 100 year storm event to the detention pond with no ponding. �
This conveyance design will provide a safe conveyance route for a 100 year storm event �
without flooding onsite buildings or negatively affecting adjacent properties. '
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4. DRAINAGE FACILITY DESIGN ;
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4.1. General Concept �
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During a storm event runoff will be conveyed to the east to the detention pond, and j
conveyed to the existing drainage swale in historic flow paths. All stormwater above the �
capacity of the detention pond will be conveyed east over the pond banks to the existing �
drainage swale in historic flow routes. It has been calculated that during a 100 year storm ;
event this lot will generate a peak runoff rate of 3.3 cfs. This translates into a calculated �
flow depth over the spillway to be 0.50" with a corresponding velocity of 0.28 ft/sec. As !
proposed this area will be landscaped with lawn grasses and the established vegetation
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will have sufficient shear strength to resist erosion potential and therefore buried riprap is �
not being proposed.
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4.2. Specific Flow Routing
A summary of the drainage pattern within the basin is provided in the following
paragraphs. See Appendix B for additional details.
Basin 1 consists of the entire lot. This lot includes the proposed building along with
associated parking and landscape areas. Stormwater runoff sheet flows to curb and swale
that are located near the north property line and convey runoff to the eastern portion of
the lot to the detention pond. The pond provides water quality and a small amount of
detention as required to supplement the volume in the existing detention pond
downstream. A majority of the detention for this lot is provided in the existing detention
pond for the Golden Meadows Business Park.
4.3. Drainage Summary ,
All onsite drainage facilities located outside of City of Fort Collins right-of-way will be ',
maintained by the property owner. Drainage facilities located within the City of Fort ,
Collins right-of-way and capturing runoff from within the right of way will be maintained ',
by the City of Fort Collins. �,
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5. EROSION CONTROL '
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5.1. General Concept i
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This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort !
Collins. A potential exists for tracking of mud onto existing streets that could then wash ;
into existing storm sewers. Erosion control (BMP's) has been used to mitigate this '
potential for sediment transport offsite. These measures include the use of silt fence, �
wattles and a construction entrance. ;
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5.2. Specific Details j
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To limit the amount of sediment leaving the site several erosion control measures shall be �
implemented during construction. At the location where stormwater is being discharged i
into the existing drainage swale a wattle will be used to capture any sediment and to '
reduce the potential for rill and gullies from forming and the perimeter of the site shall .
have silt fence installed to capture any sediment from being transported offsite to '
neighboring properties. A construction entrance shall be installed at the connection to i
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Innovation Drive to control the mud being tracked onto the existing public streets. Any
mud being tracked on public streets is unlawful and shall be cleared on a daily basis.
6. CONCLUSIONS
6.1. Compliance with Standards
All computations 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. ,
6.2. Drainage Concept �',
The proposed drainage concepts presented in this report and on the construction plans, ;
have been designed to convey the required stormwater flows to the detention pond where ;
it is attenuated and then conveyed to the existing drainage swale. The 100 year storm ;
event will be conveyed safely through this development and without causing negative �
impacts to adjacent properties.
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If, at the time of construction, groundwater is encountered, a Colorado Department of
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Health Construction Dewatering Permit will be required.
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7. REFERENCES
1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March
1999.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
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Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September �
2001. �
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APPENDIX A
VICINITY MAP '�
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SHEET 1 OF 1 i
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DATE: 7/06/09 �
ROCKY MOUNTAIN ARCHERY North Star �
SCALE: 1" = 250' (�pLDEN I�ADOW BU31NE83 �` design, inc. �
700 Automation Drive,Unit I I
DRAWN BY: TDS PARK� LOT 10 windsor,Colorado sos5o �
Phone: 970-686-6939
JOB N 0.: 316—01 VICINMTY M/1P Fax: 970-686-1188 i
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APPENDIX B
HYDROLOGIC COMPUTATIONS
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HYDRAULIC CALCULATIONS
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MINIMUM DETENTION VOLUME REQUIRED
FAA METHOD
LOCATION: ROCKY MOUNTAIN ARCHERY
PROJECT NO: Pond 1
COMPUTATIONS BY: TDS
SUBMITTED BY: North Star Design,Inc
DATE: 9/4/2009
Equations: A trib.To pond= 0.58 acre
QD=CiA Cloo= 0.69
V;=T*CiA=T*QD Developed C*A= 0.40 acre
Vo=m*QPo*(60*T) Qpo= 330 cfs**
S=V;-Vo tc= 7.2 min
Rainfall intensity from POST 1997 City of Fort Collins IDF Curve
Storm Rainfall QD Vo1.In Outflow Vol.Out Storage Storage
Duration,T Intensity,i (cfs) V; Adjustment Vo S S
(min) (in/hr) (ft3) Factor,m (ft3) (ft3) (ac-ft)
5 9.95 3.9 1184 1.00 990 194 0.004
10 7.72 3.1 1838 0.86 1703 135 0.003
20 5.60 2.2 2666 0.68 2693 -27 -0.001
30 4.52 1.8 3228 0.62 3683 -455 -0.010
40 3.74 1.5 3561 0.59 4673 -1112 -0.026
50 3.23 1.3 3845 0.57 5663 -1818 -0.042
60 2.86 1.1 4085 0.56 6653 -2568 -0.059
70 2.62 1.0 4366 0.55 7643 -3277 -0.075
80 238 0.9 4532 0.55 8633 -4100 -0.094
90 2.22 0.9 4756 0.54 9623 -4867 -0.112
100 2.05 0.8 4880 0.54 10613 -5733 -0.132
110 1.93 0.8 5054 0.53 11603 -6549 -0.150
120 1.80 0.7 5142 0.53 12593 -7451 -0.171
130 1.60 0.6 4951 0.53 13583 -8631 -0.198
140 1.40 0.6 4666 0.53 14573 -9907 -0.227 '
150 1.20 0.5 4285 0.52 15563 -11278 -0.259
160 1.15 0.5 4380 0.52 16553 -12173 -0.279
170 1.10 0.4 4452 0.52 17543 -13091 -0.301 '
180 1.05 0.4 4499 0.52 18533 -14034 -0322 I
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Required Storage Volume: 194 ft3 i
0.004 acre-ft ;
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** 100yr release rate using City of Ft Collins PRE 1997 IDF curve !
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Northstar Design, inc
700 Automation Drive, Unit I
Windsor CO, 80550
(970)686-6939
Proposed Water Quality - Stage/Storage
LOCATION: ROCKY MOUNTAIN ARCHERY
PROJECT NO: Pond 1
COMPUTATIONS BY: TDS
SUBMITTED BY: North Star Design
DATE: 9/4/2009
V= 1/3 d (A+ B +sqrt(A*B))
where V=volume between contours, ft3
d =depth between contours, ft
A=surface area of contour
Pond 1
Additional Detention = 194 cu.ft
Required Water Quality= 696 acre-feet
Total volume reguired= 890 acre-feet
Surface Incremental Total ,
Stage Area Storage Storage ,
(ft) (ftZ) (ao-ft) (ac-ft)
4965.20 0 0 0 ',
4966.00 325 87 87 '
4967.00 1033 646 732 <--WQ Elevation '
4967.20 1167 220 952 <--100 yr HWEL ',
4968.00 1702 1354 2086
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Detention - NEW IDF.xis Stage-Storage 3 !
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ROCKY MOUNTAIN ARCHERY
Emergency Overflow Spillway Sizing
LOCATION: ROCKY MOUNTAIN ARCHERY
PROJECT N0: 316-01
COMPUTATIONS BY: TDS
SUBMITTED BY: North Star Design,Inc
DATE: 9/4/2009
Equation for flow over weir t�����
Q=CLHsi2 �I � � ��p1B���v��u�ov
where C=weir coefficient= 3.1 � � _�
H=overflow height
L=length of the weir 0 �������-
Spillways will be designed with a flow depth, H= 0.50 ft
Size the spillway assuming that the pond outlet is completely clogged.
North Detention&Water Qualitv Pond
Q(100)= 3.30 cfs
Spill elev= 6720 ft 100 yr WSEL= 67.20 ft
Min top of berm elev.= 67.70 ft
Act. Top of berm elev.= 68.00
Weir length required:
L= 3.0 ft
Use L= 20.0 tt
v= 0.28 ft/s <-Manimum flow velocity,established vegetation to provide erosion prot
Riprap is not required for bank protection
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Detention-NEW IDF.xIs
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100yr ORIFICE PLATE SIZING
Detention Pond Outlet Sizing
(100 yr event)
LOCATION: ROCKY MOUNTAIN ARCHERY
PROJECT NO: 316-01
COMPUTATIONS BY: TDS
SUBMITTED BY: North Star Design, Inc
DATE: 9/4/2009
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Qo—CaAo sqrt(2g(h-Eo))
where Qo= orifice outflow(cfs)
Co= orifice discharge coefficient
g= gravitational acceleration= 32.2 ft/s
Ao= effective area of the orifice(ft2) ',
Eo= greater of geometric center elevation of the orifice or d/s HGL(ft) ,
h= water surface elevation(ft) ',
Qo= 330 cfs
outlet pipe dia=D= 12.0 in
Invert elev. = 4965.20 ft '
Eo= 4965.57 ft ;
h= 4967.20 ft- 100 yr WSEL I
Co= 0.75 !
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solve for effective area of orifice using the orifice equation i
Ao= 0.429 ft2 ;
= 61.8 in` 176.7145868
orifice dia.=d= 8.87 in ;
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Check arifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) i
d/D= 0.74 !
kinematic viscosity, u= 1.22E-OS ft2/s i
Reynolds no. =Red= 4Q/(pdu)= 4.66E+05
Co=(K in figure)= 0.8 check �
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Use d= 8.85 in
A o = 0.427 ,ft� = 61.51 in� �
Q 1zaX = 3.28 cfs �
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Detention - NEW IDF.xIs
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APPENDIX D
TABLES AND FIGURES
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APPENDIX E
EXCERPT FROM PREVIOUS REPORTS
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