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HomeMy WebLinkAboutDrainage Reports - 08/03/2007I I I I I I P! I I I 1 vaer Rvf '+ City of Ft. CoWwApVovtW Plana AppmVW By �r•� FINAL DRAINAGE AND EROSION CONTROL REPORT CARIBOU APARTMENTS I ' FINAL DRAINAGE AND EROSION CONTROL REPORT ' CARIBOU APARTMENTS Prepared for: 1 ' Hendricks Communities, LLC 1165 South Pennsylvania St Suite 100 Denver, CO 80210 Prepared by: North Star Design, Inc. 700 Automation Drive, Unit I Windsor, Colorado 80550 1 Ph# (970) 686-6939 Fax# (970) 686-1188 1 Revised: June 21, 2006 Revised:'April 16, 2003 Revised: November 19, 2002 Revised: September 3, 2002' June 14, 2002 Job Number 168-01 t I I 11 I I I I North Star aftaw design, inc. June 21,.2006 Basil Hamdan City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Final Drainage Report for Caribou Apartments - Dear Basil, I am pleased to submit for your review and approval, this Final Drainage & Erosion Control Report for Caribou Apartments. This report was approved in 2003, but the PDP. for the project expired and we are submitting to obtain a new approval. Nothing has been changed with the siie plan, utility or drainage design. The only addition to this report is the most recent Construction Schedule for erosion control. I certify that this report for the drainage design of Caribou Apartments 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. Michael Oberlander, RE, L.S.I. North Star Design, Inc. ii ' 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone 0 970-686-1 1 88 Fax TABLE OF CONTENTS ' TABLE OF CONTENTS ........................ ' t1.1 1. GENERAL LOCATION. AND DESCRIPTION Location...........................................................................................................................1 1.2 Description of Property ........................................................................................................1 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major BasimDescriition ......................................................................................................1 2.2 Sub -Basin Description.........................................................................................................2 1 3. DRAINAGE DESIGN CRITERIA 3.1' Regulations..........................................................................................................................2 3.2 Development Criteria Reference and Constraints................................................................2 3.3 Hydrologic Criteria..............................................................................................................3 3.4 Hydraulic Criteria................................................................................................................3 4. DRAINAGE FACILITY DESIGN 4.1 General Concept..................................................................................................................3 4.2 Specific Routing ..................................................................................................... 4.3 Drainage Sumlow m........................................................................................................... 7 4.4 Variance Requests............................................................................................................... 7 5. EROSION CONTROL 5.1 General Concept..................................................................................................................7 ' 5.2 Specific Details.....................................................................................................................8 5.3 Dust Abatement...................................................................................................................8 5.4 Tracldng Mud...................................................................................................................... 8 6. 5.5 Maintenance .... ................................................ ..................................................................... CONCLUSIONS 9 6.1 Compliance with Standards.....................................:..........................................................9 6.2 Drainage Concept................................................................................................................9 6.3 Water Quality and Erosion Control Concept.......................................................................9 ' 7. REFERENCES...............................................................................................................................10 APPENDICES A B C D ' F Vicinity Map Hydrologic & Hydraulic Computations Detention and Water Quality Calculations Erosion Control Calculations Figures and Tables Excerpts from Previous Reports iii IJ ' 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location This site is located in a tract of land in the Southwest Quarter of Section 31, Township 7 ' North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, County of Larimer, State of Colorado. See the location map in Appendix A. The project is located south of Caribou Road and west of South Timberline -Road. The Timberline Sump (regional wetlands detention facility) is adjacent to the south and public storage units are located to the west. Timberline Road widening adjacent to the Timberline Sump is also proposed with this proj ect. 1.2 Description of Property The entire project consists of approximately 11.0 acres of land. The land is currently partially developed with a single-family home and an outbuilding that will be removed ' with this development. The topography of this site consists of a ridge in the central portion running east and west. This ridge splits the flows with approximately 4.25 acres draining to the southwest (into the Timberline Sump) and the remaining 6.75 acres draining to the northeast. Slopes. range from 3.0% to 5.0%. ' The project will consist of six multi -family residential buildings, a clubhouse facility and 11 detached automobile storage structures with associated drives and parking areas. The site will access from the existing Caribou Road and Timberline Road. 2. DRAINAGE BASINS AND SUB -BASINS 2.1 Major Basin Description The proposed development lies within the Fox Meadows Basin Master Drainage Basin. The site is included in the area covered by the Fox Meadows Basin Drainage Master Plan Update Baseline Hydrology Report, by ICON Engineering, INC dated January 31, 2002. t 0 I I .1 1 I Portions of this report are included in Appendix E. This report addressed existing & future hydrology in this area. This site is in basins 340 & 345 of the ICON report. 2.2 Sub -basin Description Sub -basins are described thoroughly in Section 4.2. 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage DesignCriteria Manual" specifications. Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual" (UDFCD), 1984, developed by the Denver Regional Council of Governments, has been used. 3.2 Development Criteria Reference and Constraints Detention is proposed for this site is in two locations. The northern pond is restricted to ' the calculated 2-yr historic release rate of 2.0 cfs. The southern pond is restricted to 1.5 cfs. Water quality measures will be provided in the form of extended detention and are included in the detention volume requirements for both ponds. There is an existing regional detention facility to the south of the site. The Fox Meadows ' Basin Drainage Master Plan Update Baseline Hydrology Report, by ICON Engineering, Inc. dated January 31, 2002, accounted for developed conditions for the Caribou Apartments site. The report shows that the release rate from the Timberline Sump is the same with existing and developed conditions (77 cfs) at an elevation of 4952.4. After ' reviewing field survey data, problems were found with the master plan. First, the outlet of the sump was calculated as a 36" RCP, the actual culvert size is 42". Second, the master plan 100 year WSEL for the pond is 4952.4 — this elevation is not achieved on the south portion of the sump property and apparently there is detention storage in the Harmony Half Acres Subdivision (this is consistent with resident's comments). It is our understanding that the City has plans to do maintenance (remove silt) from the sump area. Any field data submitted with this 2 project is available to the City from North Star Design. Because of the discrepancies in the master plan, the site has been designed to excavate as much material as possible on -site and in the uplands areas of the Timberline Sump to achieve an additional pond volume equivalent to the volume required for the historic 2-, year release rate for this basin (1.5 cfs). The overexcavation also accounts for pond volume lost, by the widening of Timberline Road. Approximately 2.7 acre-feet of additional storage will be provided (at a 100 year WSEL of 4952.4) and 0.7 acre-feet of volume will be lost to the Timberline widening for a net of 2.0 acre-feet of additional storage. Runoff from the site was calculated based on the rainfall criteria adopted by the City of Fort Collins on March 26, 1999. The streets and associated drainage systems surrounding the site are existing 3.3 Hydrologic Criteria ' Runoff computations were prepared for the 2-year minor and 100-year major storm frequency -utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub - basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub - basins and Design Points associated with this site. 3.4 Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in Appendix B of this report. 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The runoff from the north side of the ridge will be conveyed north via overland sheet 3 I flow, concrete pans, curb & gutter and storm sewer to the proposed detention pond. The flow will be detained. in the proposed north detention pond and released at the 2-year historic rate. The runoff from the south side of the ridge will be conveyed south via overland sheet flow, concrete pans, curb. & gutter and storm sewer to the overexcavated area of the Timberline Sump regional facility. The west side of the overexcavated area, which is on the Caribou Apartments site will be used as a water quality pond. A "wall" type of water quality structure will be installed here (just a water quality outlet). The site's water will flow into the water quality pond, and in larger storms, the stormwater will top out of the pond to the existing Timberline sump to the south and the overexcavated area to the east. See Appendix C for detailed water quality calculations. 4.2 Specific Flow Routing A summary of the drainage patterns within each, basin is provided in the following paragraphs. For more specific details see the calculations located in Appendix B of this report. Sub -basin 1 is located in the northwest corner of the site and includes a portion of northeast half of multi -unit building_ 3, adjacent automobile storage structure G4, associated drive areas and a portion of the landscaped area. Runoff from Sub -basin 1 will flow to an inlet and will be conveyed east to Pond 1. Sub -basin 2 is located in the northwest portion of the site and includes a portion of the. private road and adjacent sidewalk to the west. Runoff from Sub -basin 2 will flow north to an on -grade inlet and captured flow will be conveyed east to Pond 1. Sub -basin 3 is located in the north central portion of the site and includes a portion of the ' southwest comer of multi -unit building 2 and associated landscaping. Runoff from Sub - basin 3 will flow into an area inlet located at a sump. Flow will be conveyed east to Pond 1 Sub -basin 4 is located in the north central portion of the site and includes the north half ' of multi -unit building 2. Runoff from Sub -basin 4 will flow north and will be.captured by the multi -units roof drainage system and discharge into a 12" PVC. This system 4 I discharges captured flow east into Pond 1. Sub -basin 5 is located in the north central portion of the site and includes a portion the south half of multi -unit building 2. Runoff from Sub -basin 5 will flow south and will be by located -flow captured a swale to the south of the multi -unit structure. This swale will east and discharge flow into Pond 1. ' Sub -basin 6 is located in the north central portion of the site and includes the north portion of the central parking area, associated automobile storage structures G2 and G3 and adjacent landscaping. Runoff from Sub -basin 6 will flow northeast and will be conveyed by curb & gutter into Pond 1. Sub -basin 7 is located in the northeast portion of the site and includes the proposed north ' Water Quality and Detention Pond (Pond 1), the north portion of a multi -unit building 1 along with adjacent landscaping. Flow from Sub -basin 7 will be discharged into an existing storm sewer system located in the northeast corner of the site at a 2-yr historic release rate of 2.0 cfs. Sub -basin 7 accepts flow from Sub -basins 1 through 9 and 19. ' Sub -basin 8 is located in the east portion of the site and includes a portion the west half of Timberline Road. Runoff from Sub -basin 8 will flow north to an on -grade inlet and , captured flow will be conveyed northwest to Pond 1. ' Sub -basin 9 is located in the east central portion of the site and includes the east half of multi -unit building 1. Runoff from Sub -basin 9 will flow east and will be captured by a swale located to the east of the multi -unit structure. This swale will flow north and discharge flow into Pond 1. Sub -basin 10 is located in the east central portion of the site and includes the west half of multi -unit building 1. Runoff from Sub -basin 10 will flow west and will be captured by a swale located to the west of the multi -unit structure. This swale will flow south and discharge flow into the private street, Sub -basin 12. ' Sub -basin 11 is located in the central portion of the site and includes the south portion of the central parking area, half of multi -unit structure 4, associated automobile storage structures G2, G3 and adjacent landscaping. Runoff from Sub -basin 11 will flow southeast then southwest and will be conveyed by sheet flow and curb & gutter into an 5 I 1 Y 1 ' inlet located in a sump. Flow will be conveyed through a storm sewer to the ' overexcavated area in the Timberline Sump. ' Sub -basin 12 is located in the central portion of the site and includes the south portion of multi -unit structure 4, associated landscaping, and the north half of the private road through the site. Runoff from Sub -basin 12 will flow to an inlet located at the sump on ' the private road in the central portion of the site.- Flow will be conveyed through a stone sewer to the overexcavated-area in the Timberline Sump. Sub -basin 13 is located in the west central portion of the site and includes the southern ' portion of multi -unit structure 3, parking area, automobile storage structure G5 & G6 and associated landscaping. Runoff from Sub -basin 13 will flow to curb cut located at the ' southwest comer of the parking area. Flow will be conveyed in a swale on the west property line to the overexcavated area in the Timberline Sump. Sub -basin 14 is located in the central portion of the site and includes north portions of multi -unit structures 5 & 6, parking area, associated landscaping, and the south half of the ' private road through the site. Runoff from Sub -basin 14 will flow to an inlet located at the sump on the private road in the central portion of the site. Flow will be conveyed through a storm sewer to the overexcavated area in the Timberline Sump. Sub -basin 15 is located in the south central portion of the site and includes the south half ' of multi -unit structure 5, parking area and associated landscaping. Runoff from Sub - basin 15 will be conveyed by curb & gutter and concrete pans to an inlet located at the sump in the south portion of this sub -basin. Flow will be conveyed through a storm sewer to the overexcavated area in the Timberline Sump. Sub -basin 16 is located in the south portion of the site and includes a portion of a multi- unit structure _ 6, parking area, automobile storage structures. G8, G9 , and associated ' landscaping. Runoff from Sub -basin 16 will flow to a curb cut. located in the southeast portion of this sub -basin. Flow will be conveyed through a storm sewer to the ' overexcavated area in the Timberline Sump. Sub -basin 17 is located in the south most portion of the site and includes the Club House, a portion of multi -unit structure 6, and associated landscaping. This basin includes the on -site portion of the overexcavation of the Timberline sump (which will be 6 used for water quality). The overexcavated area has been designed with a minimum q h')• gn ' flowline slope of 0.4% and 1% cross slopes. A pan has been provided to help determine where the bottom of the pond was designed to be during future maintenance. Sub -basin 18 was previously designed as a portion of, Basin 14. An inlet draining to storm sewer 4 has been added to reduce the amount of water flowing over the sidewalk at the drive cut. ' Sub -basin 19 is located in the northwest portion of the site and includes a portion of the private road and adjacent sidewalk to the east. This area previously was designed to as a portion of Basin 6 with the street water flowing through the drive cut. The Engineering Department will not allow this drainage scenario (water flowing over a ' sidewalk). Runoff from Sub -basin 19 will flow north to an on -grade inlet and captured flow will be conveyed east to Pond 1. 4.3 Drainage Summary The storm. conveyance system is a surface and sub -surface system and has been designed for minimal maintenance. The proposed on -site storm sewer system (outlet structures, ' inlets, storm pipe, concrete pans and pondl) will be owned and maintained by the property owners. The property owners will maintain the water quality pond, which is on the property and a part of the Timberline Sump: The overexcavated area of the Timberline Sump and the existing portions of the sump will continue to be'maintained by the City of Fort Collins. The existing storm system and storm sewer in Timberline Road shall be maintained by the City of Fort Collins or other responsible parties. 4.4 Variance Requests No variances are being requested at this time. 5. EROSION CONTROL ' 5.1 General Concept This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort Collins Zone Maps. A potential exists for silt movement from the site to be transported 7 ' into the existing ponds located to the north and south of the site. All erosion control ' measures necessary to minimize sediment transport have been shown on the Erosion Control Plan. 5.2 Specific Details 1 To limit the amount of silt leaving the site, several erosion control measures shall be implemented during construction. Silt fence shall be installed along the boundary of the site and adjacent to the existing wetlands on the south. Also, vehicle -tracking pads shall be installed at the entrances to control mud being tracked onto the existing pavement. During overlot grading, disturbed areas are to be kept in a roughened condition and watered to reduce wind erosion. Sediment traps in the detention ponds shall be implemented to minimize sediment transport to off site locations. All inlets shall have iinlet protection installed and maintained until permanent erosion control is established. During construction, permanent or temporary erosion control (i.e. .seed/mulch, ' landscaping, paving) shall be in place if any land disturbing activity lasting more than 30 days. Erosion control measures are specified on the Drainage and Erosion Control Plan in the back pocket of this report. ' 5.3 Dust Abatement_ During the performance of the work required by these plans, the contractor shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance, and to prevent dust nuisance, which has originated from his operations from damaging crops, ' orchards, cultivated fields and dwellings, or causing nuisance to persons. The Contractor will be held liable for any damage resulting from dust originating from his operations under these plans, on right-of-way or elsewhere. 5.4 Tracking Mud Wherever construction vehicles access routes intersect paved public roads, provisions shall be made to minimize the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. A stabilized construction entrance is required per the detail shown on the Detail Sheet with base material consisting of 6" coarse aggregate. The contractor will be responsible for clearing tracked mud on a daily basis. 8 [1 1 ' 5.5 Maintenance ' 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 fences will require periodic replacement. Maintenance is the responsibility of the contractor. ' 6. CONCLUSIONS 6.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. 6.2 Drainage Concept The proposed drainage concepts presentedin in this report and on the construction plans adequately provide for the detention and transmission of developed on -site runoff to the existing storm system. The impact of the development of this site on existing downstream facilities is not substantial. Detention is being provided to meet requirements set by the conceptual review comments and Fox Meadows Basin Drainage Master Plan Update Baseline Hydrology Report. , by ICON engineering, INC dated January 31, 2002. Discrepancies in the master plan should be evaluated by the City of Fort Collins. Survey data obtained in the development of this project will be provided to the City at its request. If, at the time of construction,. groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit would be required. ' 6.3 Erosion Control Concept ' Since the site is greater than 5.0 acres, a NPDES permit is required. During construction, erosion control shall be maintained to minimize erosion on this site and transport of silt 9 downstream. 7. REFERENCES 1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March, 1986. 2. The Fox Meadows Basin Drainage Master Plan Update Baseline Hydrology Report by ICON Engineering dated January 31, 2002. 3. Urban Drainage and Flood Control District, "Urban ' Storm Drainage Criteria Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September, 1992. 10 ' APPENDIX A VICINITY MAP Horsetooth Road ee G°J Bighorn Road o" G °\0 ca G° 0 o � o a o 0 c 0 0) J U 0 w V a T C V° 0 0 o o as Caribou Road c Z) Linton Elementary School Tlc� 0 0 E T 0 U Harmony Road APPROX SCALE 1"=1000, SHEET 1 OF 1 DATE: 06/14/02 %North Star SCALE: 1" = 1000' VICINITY MAP. "1� design, inc. DRAWN BY: TDS CARIBOU APARTMENTS 700 Automation Drive, Unit I Windsor, Colorado 80550 .Phone: NO.: 168-01 ax7-686-18 APPENDIX B HYDROLOGIC & HYDRAULIC COMPUTATIONS 19 U) m O w IL 2 e ca Z W a_ LL LL W O U LL LL O Z Q O � a c O o ' 0 � � 4 1 ti co LO N 0 m O O m U 9 0 N 00 z�� m w U c 0) N N C a c O O U� O LL oU d U m O N C? MN E `- O cu N C lC O w D w E c N U N 4).0 U 2 o a c E � o N CD EE E E wX N 7 o 0 CD 0) 0 O d E C m C) C) N 7 U Q, N 0000 U Y Q W. w N 0 O d a E LL QLL .-. 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O0 F U M U O 2 F O a O d0 m Y i C 0 fG V m A (7 0 F 0 �a O Y E .7E ads ma 0 t� 0 O � N m `• m 0 0 N N O � '? N � Of h Oi Oi A m N �- O N N O N N a 1. N m 1n In In m lA In tD In W IA In IA In In d N N f.') N! � W W W M W W N A A m m c ai ai ai ai 0of of of ai ai of ai 0 of ai 0 ai of of of of ad r aC ai m U C O O O O O O O O M O th 0 0 co 0 0 0 0 d N d d E mvi vi vi vi ui ui vio uihoorooviro ui ui ad woCRq m o��mo U o 0 0 o o 0 0 0 0 0 o o 0 0, o Coco Q m 0 N N d d d M N W m W A c'1 C W W O t�l O 00 O C C G O 0 0 0 0 0 G C fV O C N A N m m F O W lz 0 o a° 0 0 3 LL ----------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD . ............................. ............ DATE 08-24-2002 AT TIME 10:54:55 ** PROJECT TITLE: CARIBOU �p Y *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: .1 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= .5.00 HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= 6.00 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 Note: The.sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 3.80 STREET CROSS SLOPE ($) = 2.-00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH_ (ft) = 2.00 STREET FLOW HYDRAULICS: WATER _SPREAD ON STREET (ft) = 9.13 GUTTER FLOW DEPTH (ft) = 0.35- FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= 5.50 1.00 GRATE CLOGGING FACTOR M = 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY:. , IDEAL INTERCEPTION CAPACITY CFLOW BY FAA HEC-12 METHOD: DESIGN (cfs)= FLOW INTERCEPTED (cfs)= 5.50 5.50 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN: FLOW (cfs)= 5.50 FLOW INTERCEPTED (cfs)= 5.50 CARRY-OVER FLOW (cfs).= 0.00 I ------ - ---- ---------------------------------- UDINLET: INLET HYDARULICS AND SIZING :DEVELOPED BY <...<. CIVIL ENG'DEPT.'U.OF COLORADO AT DENVER " }- SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------ -r USER:JR ENGINEERS-DENVER CO. DATE 08-24-2002 AT TIME 10:56:45 ** PROJECT TITLE: CARIBOU *** ,CURB OPENING INLET HYDRAULICS AND SIZING: ID P Z INLET ID NUMBER: 2 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: . GIVEN CURB OPENING LENGTH (ft)= 5.00 �� s REQUIRED CURB OPENING LENGTH (ft)= 7.89 ' IDEAL CURB OPENNING EFFICIENCY = 0.84 ACTURAL CURB OPENNING EFFICIENCY = 0.78 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE 3.00 STREET CROSS SLOPE M 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW_HYDRAULICS: WATER SPREAD ON STREET (ft) = 1.74 GUTTER FLOW DEPTH (ft) = 0.18 FLOW VELOCITY ON STREET (fps)= 3.84 FLOW CROSS SECTION AREA (sq ft)= 0.16 GRATE CLOGGING FACTOR M = CURB OPENNING CLOGGING FACTOR($)= 50.00 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 0.50 BY FAA'HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED.(cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 1 T PC_ RL 0.60 L ©l S ok- 0.47 0.13 0.60 0.45 0.15 -------------------- ---------------------------------------------- - UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER ---- SUPPORTED BY METRO'DENVER CITIES/COUNTIES AND UD&FCD ------- ---------------------------------------------------------------- USER:JR ENGINEERS-DENVER CO.....................................0........ DATE 08-24-2002 AT TIME 10:56:45 * PROJECT TITLE: CARIBOU *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: l? INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING .LENGTH ( ft)= 5.00 I PC. REQUIRED CURB OPENING LENGTH (ft)= 7.89 1 IDEAL CURB.OPENNING EFFICIENCY = 0.84 ACTURAL CURB OPENNING EFFICIENCY = 0.78 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE 3.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N 0.016 ( GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 1.74 GUTTER FLOW DEPTH (ft) = 0.18 FLOW VELOCITY ON STREET (fps)= 3.84 FLOW CROSS SECTION AREA (sq ft)= 0.16 GRATE CLOGGING FACTOR ($)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= .0.50 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.60 FLOW INTERCEPTED (Cfs)= 0.47 CARRY-OVER FLOW (cfs)= 0.13 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.60 FLOW INTERCEPTED (cfs)= 0.45 CARRY-OVER FLOW (cfs)= 0.15 I ------------------------------ 7------------------------- ---------- ----------- UDINLET: INLET HYDARULICS. AND SIZING DEVELOPED BY CIVIL ENG DEPT.•U OF COLORADO AT DENVER -----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD . .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . DATE 08-24-2002 AT TIME 10:58:20 *PROJECT TITLE: CARIBOU *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: '- 8 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft).= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE.(%) = STREET CROSS SLOPE M = STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: 5.00 19.26 0.42 0.38 1.60 2.00 0.016 2.00 2.00 1. r WATER SPREAD ON. STREET. (ft) = 10.28 GUTTER FLOW DEPTH (ft) = 0.37 I FLOW VELOCITY ON STREET (fps)= 3.70 FLOW CROSS SECTION AREA. (sq ft)= 1.22 ' GRATE CLOGGING FACTOR CURB OPENNING CLOGGING M = 50.00 FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.88 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 4.50. FLOW INTERCEPTED (.cfs)= 1.71 CARRY-OVER FLOW (cfs)= 2.79 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 4.50 FLOW INTERCEPTED (cfs)= 1.69 CARRY-OVER FLOW (cfs)= 2.81 r I 1 - r r r UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED-BY METRO DENVER CITIES/COUNTIES AND UD&FCD___r_ . . . •....... .•. CDATE 08-24-2002 A7 TIME 11:00:32 PROJECT TITLE: CARIBOU *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 11 �� I INLET HYDRAULICS: IN A SUMP. .� GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 me-- HEIGHT OF CURB OPENING (in)."- 6..00 INCLINED THROAT ANGLE - (degree) 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (.ft)= 0:17 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) _ 2.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 13.00 GUTTER FLOW.DEPTH (ft) = 0.43 ' FLOW VELOCITY ON STREET (fps)= 5.08 FLOW CROSS SECTION AREA (sq ft)= 1.86 GRATE CLOGGING FACTOR ($)= 50.00 CURB OPENNING CLOGGING FACTOR($) 10.00 y/un� De5i��1 = INLET INTERCEPTION CAPACITY: 9,Z IDEAL INTERCEPTION CAPACITY BY FAA HEC-12 METHOD: DESIGN CFLOW (cfs)= 9.40 FLOW INTERCEPTED (cfs)= 8.59 <Z 0 K_ CARRY-OVER FLOW (cfs)= 0.81 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 9.40 FLOW INTERCEPTED (cfs)=. 8.20 CARRY-OVER FLOW (cfs)= 1.20 its �„ -roP • 10 L7P _1Z-_ �_ ��y T -----------------------------------------------------------------=---------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER ---------- SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD DATE 08-29-2002 AT TIME 11:22:47 * PROJECT TITLE: INLET DESIGN *** CURB OPENING INLET HYDRAULICS AND SIZING: I./ p INLET ID NUMBER: 12 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 -- S , T\ PC,HEIGHT OF CURB, OPENING . (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= .2.00 SUMP DEPTH (.ft)= 0.17 Note: The sump depth is.additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (.$} = 0.60 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch).= 2.00 GUTTER WIDTH ( f t ) = 2.00 3 STREET FLOW HYDRAULICS: STREET D p J Z, WATER SPREAD . ON STREET ( f t ) = 17.03 D 1_p O 019 0. �P 9 GUTTER FLOW DEPTH ( f t) = 0.51 p , �, FLOW VELOCITY ON STREET FLOW CROSS SECTION AREA (fps)= (.sq ft)= 2.84 p 3.07 GRATE CLOGGING FACTOR M = 50.00 O CURB OPENNING CLOGGING FACTOR(%)= 10.00, INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 10.09 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 8.70 FLOW INTERCEPTED (cfs)= 8.70. CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 8.70 FLOW INTERCEPTED (cfs)= 8.70 CARRY-OVER FLOW (cfs)= 0.00 --------------------- --------------------------- ---------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER -----------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------- •.•......• DATE 04-13-2003 AT TIME 15:32:35 * PROJECT TITLE: CARIBOU APT. *** CURB OPENING INLET HYDRAULICS AND SIZING: I INLET ID NUMBER: 14 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: II�� l GIVEN CURB OPENING LENGTH (ft)= 10.00 � )0 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT -ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= .2.00 SUMP DEPTH(ft)= 0.17 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 18:63 GUTTER FLOW DEPTH (ft) = 0.54 FLOW VELOCITY ON STREET (fps)= 2.72 FLOW CROSS SECTION AREA (sq ft)= 3.64 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 20.75 �- BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 9.90 FLOW INTERCEPTED (cfs)= 9.90 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 9.90 FLOW INTERCEPTED (cfs)= 9.90 CARRY-OVER FLOW (cfs)= 0.00 1 .L UDINLET: INLET HYDARULICS AND SIZING --------------------- ----------- --------------- --------- --------------------- DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER ----SUPPORTED-BYMETRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------- .................. . ............... JN DATE 04-13-2003 AT TIME 15:34:46 ** PROJECT TITLE: CARIBOU APT. *** CURB OPENING INLET HYDRAULICS AND SIZING: 1� INLET ID NUMBER: 18 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: I S /Z GIVEN CURB OPENING LENGTH (ft)= 5.00�— HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27..00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0..17 Note: The sump depth GEOMETRIES: is additional depth to flow depth. STREET STREET LONGITUDINAL SLOPE ($) = 2.00 STREET CROSS SLOPE M = 2.00 STREET MANNING N = O.A16 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET ,(ft) = 4.66 GUTTER FLOW DEPTH (ft) _. 0.26 FLOW VELOCITY ON STREET (fps)= 3.62 FLOW CROSS SECTION AREA (sq ft)= 0.38 ' GRATE CLOGGING FACTOR CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.57 L BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=. 1.40e� Ol - :FLOW INTERCEPTED (cfs)= 1..40 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.40 FLOW INTERCEPTED (cfs)= 1.40 1 CARRY-OVER FLOW (cfs)= 0.00 I ------------------- ---------------------- ------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER ----------- SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ---------------------------------------------- �N DATE 04-13-2003 AT TIME 15:36:22 ** PROJECT TITLE: CARIBOU APT. *** CURB OPENING INLET HYDRAULICS AND SIZING: �� I INLET ID NUMBER: 16 INLET HYDRAULICS:. IN A SUMP. ' GIVEN INLET DESIGN INFORMATION: I GIVEN CURB OPENING LENGTH (ft)= 5.00 -1:-�'— HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00' SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE ($) = 2.00 1 STREET CROSS SLOPE {$) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = 2.00 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) _ 10.28 GUTTER FLOW DEPTH (ft) = 0.37 FLOW VELOCITY ON STREET (fps)= 4.14 FLOW CROSS SECTION AREA (sq ft)= 1.22 GRATE CLOGGING FACTOR - 50.00 CURB OPENNING CLOGGING.FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION. CAPACITY (cfs)= 7.90 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 5.10 �- FLOW INTERCEPTED (cfs)= 5.10 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.10 FLOW INTERCEPTED,(cfs)= 5.10 CARRY-OVER FLOW (cfs)= 0.00 1 ------------------ ---------------- ----------------------------- UDINLET: INLET HYDARULICS AND SIZING. DEVELOPED BY CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD l----------- ---------------------------------------------------------------- ------.................................... �N DATE 04-13-2003 AT TIME 15:37:40 ** PROJECT TITLE: CARIBOU APT. ** CURB OPENING INLET HYDRAULICS AND SIZING:� INLET ID NUMBER: 15 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: 1 GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING INCLINED THROAT ANGLE (degree)= 27.00 LATERAL WIDTH OF DEPRESSION- (ft)= 2.00 SUMP DEPTH. (ft)= 0.17 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET.LONGITUDINAL SLOPE 2.00 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 12.44 GUTTER FLOW DEPTH (ft) = 0.42 FLOW VELOCITY ON STREET (fps)= 4.45 FLOW CROSS SECTION AREA (sq ft)= 1.71 ' GRATE CLOGGING FACTOR CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 8..86 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.70 �— FLOW INTERCEPTED (afs)= 7_70 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.70 FLOW INTERCEPTED (cfs)= 7.70 CARRY-OVER FLOW (cfs)= 0.00 waw 0 0 0 Z N T- d r co 1 CL CV p-5 N OL cc m N U) r N m O N O F U c f a� 0"3 � D N m Z O m m r Cl) U C u I I I I o E m 0 m W v 0 M m th v a to 6 6 vi N t0 UO N N O l0 t0 N 5 J N 0 D 0 O <D N r N N t0 0 E UD OR q � t? 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Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PROJECT TITLE: CARIBOU NORTH POND - POND 1 ++++ DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 2.98 RUNOFF COEF = 0.88 +**** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.9 7.7 5.6 4.5 3.7 3.2 2.9 2.3 2.0 1.8 1.5 1.3 +*+*+ POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 2 CFS OUTFLOW ADJUSTMENT FACTOR = .98 AVERAGE RELEASE RATE = 1.96 CPS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR ***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME' VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT --- 0.00 0.00 0.00 0.00 0.00 5.00 9.95 0.18 0:01 0.17 10.00 7.72 0.28 0.03 0.25 15.00 6.66 0.36 0.04 0.32 20.00 5.60 0.41 0.05 0.35 25.00 5.06 0.46 0.07 0.39 30.00 4.52 0.49 0.08 0.41 35.00 4.13 0.53 0.09 0.43 40.00 3.74 0.54 0.11 0.44 45.00 3.49 0.57 0.12 0.45 50.00 3.23 0.59 0.13 0.45 55.00 3.05 0.61 0.15 0.46 60.00 2.86 0.63 0.16 0.46 65.00 2.73 0.65 0.18 0.47 70.00 2.60 0.66 0.19 0.41 75.00 2.47 0.67 0.20 0.47 80.00 2.34 0.68 0.22 0.47 85.00 2.25 0.70. 0.23 0.47 90.00 2.17 0.71 0.24 0.47 95.00 2.08 0.72 0.26 0.46 100.00 1.99 0.72 0.27 0.45 ----------------------------------------------------- THE REQUIRED POND SIZE = .4739038 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 70 MINUTES Flip 2 &� (�2-�;% IMF =(Z'i3x2S IZ� Izo/6 IF+- 1 1 i 1 1 1 1 1 1 1 1 1 i 1 1 1 CARIBOU APARTMENTS Proposed Detention / Water Quality Pond 1 - Stage/Storage North LOCATION: Caribou Apartments PROJECT NO: 168-01 COMPUTATIONS BY: TDS SUBMITTED BY: NORTH STAR DESIGN, INC. DATE: 4/13/03 V = 1/3 d (A + B + sgrt(A'B)) where V = volume between contours, ft, d = depth between contours, ft A = surface area of contour Water Quality Volume Required = 0.08 Acre -Feet - Detention Volume Required = 0.47 Acre -Feet Total Volume Required = 0.55 Acre -Feet Pond 1 WQCV 100 YR WSEL OVERFLOW Stage (ft) Surface Area W) Incremental Storage (ac-ft) Detention Storage (ac-ft) Total Storage (ac-ft) 48 0 .49 3050 0.02 0.00 0.02 49.70 4065 0.06 0.00 0.08 50.00 4500 0.03 0.03 0.11 51.00 5550 0.12 0.14 0.22 52.00 6450 0.14 0.28 0.36 53.00 7500 0.16 0.44 0.52 53.20 7830 0.04 0.48 0.56 53.50 8325 0.06 0.53 0:61 54.00 9150 0.10 0.63 0.71 ' detention.xls 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 CARIBOU APARTMENTS Emergency Overflow Spillway Sizing Pond 1 LOCATION: Caribou Apartments PROJECT NO: 168-01 COMPUTATIONS BY: TDS SUBMITTED BY: NORTH STAR DESIGN, INC. DATE: 4/13/03 Equation for flow over weir _ tD of berm Q = CLH3 it where C = weir coefficient = 3.1 spill elevation H = overflow height �— L —♦ 17 L = length of the weir 100 yr WSEL Spillway will be designed with max 0.5 ft flow depth, H = 10.5 ft Size the spillway assuming that the pond outlet is completely clogged. Q (100) = 30.1 cfs Spill elev = 4953.20 ft Min top of berm elev.= 4953.70 Weir length required: L= 27' ft Use L = 30 ft v = 1.91 ft/s detentionAs (22.6.1.33) 100 yr WSEL = 4952.97 ft 1 1 1 1 1 1 1 1 1 1 1 1 CARIBOU APARTMENTS North Detention Pond Outlet Sizing (100 yr event) LOCATION: Caribou Apartments PROJECT NO: 168-01 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 4/13/03 Submerged Orifice Outlet: release rate is described by the orifice equation, Qa = COAO sgrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (fl`) Eo = geometric center elevation of the orifice (ft) h = water surface elevation (ft) Pond Outlet Qa = 2.00 cis outlet pipe dia = D.=_ 15.0 in Invert elev. = 4947.95 ft Ea = 4848.24 , ft . h = 4953.20 ft - WSEL Co = 0.61 solve for effective area of orifice using the orifice equation A. = 0.040 ft` 5.7 in` orifice dia. = d = 2.70 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/ D = 0.18 kinematic viscosity, v = 1.22E-05 ft2/s no. = Red = 4Q/(ndv) = 9.26E+05 Co = (K in figure) = 0.61 check Use d = 2.7 in A,, = 0.040 ft` = 5.73 in Qmax = 1.99 cis I 1 1 1 1 1 0 1 1 1 [1 1 1 I 1 DETENTION POND SIZING BY FAA METHOD PROJECT TITLE: TIMBERLINE SUMP pQry^y^� **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 7.90 RUNOFF COEF = 0.83 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120. 150 180 INTENSITY 9.9 7.7 5.6 4.5 3.7 3.2 2.9 2.3 2.0 1.8 1.5 1.3 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 1.5 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE = 1.5 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE 1 MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT' ----------------- 0.00 5.00 0.00 9.95 0.00 0.45 0.00 0.01 0.00 0.44 -7� c-, 9 10.00 7.72 0.70 0.'02 0.68 1 1� 15.00 20.00 6.66 5.60 0.91 1.02 0.03 0.04 0.88 0.98 25.00 5.06 1.15 0.05 1.10 30.00 35.00 4.52 4.13 1.23 1.32 0.06 0.07 1.17 1.24 45.00 3.49 1.43 0.09 1.28 /-�� 45.00 3.49 1.43 0.09 347 1.34 w 50.00 3.23 1.47 0.10 1.37 55.00 60.00 3.05 2.86 1.53 1.56 0",11 0.12 1.41 1.44 _ © I I� ,/1 �.-{ �{T -}- 65.00 2.73 1.62 0.13 1.48 70.00 2.60 2.47 1.66 1.69 0.14 0.15 1.51 1.53 00 80.00 80.00 2.34 1.70 0.17 1.54 {;7ntt(� 85.00 2.25 1.74 0.18 1.57 90.00 2.17 1.77 0.19 1.59 95.00 2.08 1.80 0.20 1.60 �� C 100.00 1.99 1.81 0.21 1.61 1 105.00 110.00 1.93 1.87 1.85 1.87 0.22 0.23 1.63 1.65 115.00 1.81 1.90 0.24 1.66 120.00 1.75 1.91 0.25 1.66 125.00 1.71 1.94 0.26 1.68 130.00 1.66 1.97 0.27 .1.70 135.00 1.62 1.99 0.28 1.71 - 140.00 1.57 2.00 0.29 1.71 . 145.00 1.52 2.01 0.30 1.71 150.00. 1.48 2.02 0.31 1.71 155.00 1.45 2.04 0.32 1.72 160.00 1.42 2.06 0.33 1.73 165.00 1.38 2.08 0.34 1.74 170.00 1.35 2.10 0.35 1.74 175.00 1.32 2.11 0.36 1.74 180.00 1.29 2.11 0.37 1.74 185.00 1.29 2.17 0.38 1.79 ----------------- THE REQUIRED POND SIZE = 1.791141 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 185 MINUTES 1 00 � % } ' % — k % \§o ( k (E �)) +_s ■ )ak ® / p \ LU w \ } k IxLU § � 277N 04 CD CO 00 C14N 2. »g« QASS3m ad; )k� 000000 � 5 M ¥ a a@ c ow � )/� §\ § � . o 0000 ¢f a0 B§2 In § � a 1 1 1 1 1 1 1 1 1 APPENDIX D EROSION CONTROL CALCULATIONS ro I I 1 1 F I 1 11 1 1 CONSTRUCTION SEQUENCE PROJECT: CARIBOU APARTMENTS DATE: 6/21/06 Indicate by use of a bar line when construction will occur and when BMP's will be installed/removed in relation to the CONSTRUCTION phase. CONSTRUCTION PHASE (MONTH) 1 2 3 4 5 6 7 S 9 10 11 12 GRADING (INCLUDES OVERLOT OVERLOT' DETENTION WQ PONDS SWALES, DRAINAGE WAYS, STREAMS DITCHES PIPELINE INSTALLATION INCLUDES OFFSITE WATER SANITARY SEWER STORM SEWER CONCRETE INSTALLATION INCLUDES OFFSITE AREA INLETS CURB INLETS POND OUTLET STRUCTURES CURB AND GUTTER BOX CULVERTS AND BRIDGES STREET INSTALLATION INCLUDES OFFSITE) GRADING BASE PAVEMENT MISCELLANEOUS INCLUDES OFFSITE) DROP STRUCTURES OTHER (LIST) BEST MANAGEMENT PRACTICES STRUCTURAL SILT FENCE BARRIERS CONTOUR FURROWS RIPPING DISKING) SEDIMENT TRAP FILTER VEHICLE TRACKING PADS FLOW BARRIERS BALES, WATTLES, ETC INLET FILTER SAND BAGS BARE SOIL PREPARATION TERRACING STREAM FLOW DIVERSION RIPRAP OTHER LIST VEGETATIVE TEMPORARY SEED PLANTING MULCHING SEALANT PERMANENT SEED PLANTING SOD INSTALLATION NETTING/BLANKETS/MATS OTHER LIST 1 1 1 1 1 1 1 1 i 1' 1 1 i 1 1 North Star Design, Inc. 700 Automation Drive, Unit I Windsor, CO 80550 LOCATION: PROJECT NO: COMPUTATIONS BY: SUBMITTED BY: DATE: EROSION CONTROL COST ESTIMATE Caribou Apartments 168-01 mpo North Star Design 4/13/03 ITEM IQUANTITY JUNIT COST/UNIT ITOTAL COST Silt Fence 3550 LF $3 $10,650 Straw Bale Barrier 7 EA $150 $1,050 Gravel Inlet Filter 11 EA $150 $1,650 Construction Entrance 2 EA $550 $1,100 Subtotal Contingency (50%) Total $14,450 $7,225 $21,675 CITY RESEEDING COST Reseed/Mulch I 14 ACRE 1 $615 $8,610 Subtotal Contingency (50%) Total $8,610 $4,305 $12,915 EROSION CONTROL ESCROW AMOUNT $21,675 Page 1 V k \ . ` < ! E g )e �} SE ) w = a § : )[ =a cn k m § k» 0\ ■N \ § 2� §E �) )§ \( §B. in ES z a§ \]> {!G 2)t . &aa /d - f\\ t»M $ƒ\ . \g- to 7 \] °Ol 7 `/\ J $ 0.0 \a$ 7) k "¢ k\] e \2 \\\ § ! ®■£&� §Ec qaG%( �jA §]]©� §§§ ggg§§ ]j] \\\�{ #)2Sg §&f P. \ LU North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 EFFECTIVENESS CALCULATIONS PROJECT: CARIBOU APARTMENTS STANDARD FORM B COMPLETED BY: MPO DATE: 15-Nov-02 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADS/WALKSBLDG 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SEDIMENT TRAP 1.00 0.50 ALL BASINS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (I-C'P)'100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) NORTH (1-9 & 19) 3.01 (2, 3.d1 c= 0,03 oe. Ti+ev �,pTz>4Q FALZ5 ' Erosion.xls 1 of 2 North Star Design 700 Automation Drive, Unit I Windsor, CO 80550 PROJECT: CARIBOU APARTMENTS STANDARD FORM B COMPLETED BY: MPO DATE: 15-Nov-02 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT BARE SOIL 1.00 1.00 SMOOTH CONDITION ROUGHENED GROUND 1.00 0.90 ROADSIWALKSBLDG 0.01 1.00 GRAVEL FILTERS 1.00 0.80 PLACED AT INLETS SEDIMENT TRAP 1.00 0.50 ALL BASINS SILT FENCE 1.00 0.50 STRAW MULCH 0.06 1.00 ESTABLISHED GRASS 0.08 1.00 FROM FIGURE 8-A STRAW BARRIERS 1.00 0.80 EFF = (I-C"P)'100 MAJOR SUB BASIN AREA EROSION CONTROL METHODS BASIN BASIN (Ac) SOUTH (10-18) 7.90D 6e4s51A a".AF = T 0 -7 A L go s-r EAR V-s �a,s' 17 ty siL:r +�2,33�(.s� -7, TOTAL AREA = '� I ac TOTAL EFF = 7 8% _ (94.0%•29.77 ac. + ...+99.6%'0.40 acy1.14 ac REQUIRED PS = 78.8% -3.6 1 Y 19. 8) + l�`!I Erosion.xls 2 of 2 :F, 615) 4- s 8/29/02 Riprap Calculations for Pipe Outlets LOCATION: Caribou Apartments PROJECT NO: 168-01 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 8/29/02 From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft Yt = tailwater depth, ft A, = required area of flow at allowable velocity, f? V = allowable non -eroding velocity in the downstream channel, ft/s = 7.0 ft/s for erosion resistant soils = 5.5 ft/s for erosive soils Storm 1 18" RCP Q = 7 cfs <— Total flow D= 18 in -= 1.5 ft Yt= 1.5 ft V = 5.5 ft/s Q/D" = 3.8 Yt/D= 1.0 From Figure 5-7, use Type L for a distance 3D downstream, L = 4.5 ft From Table 5-1, dso = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U21 13.5 in Width of riprap (extend to height of culvert) = 4.5 ft Q/D25 = 2.5 From Fig. 5-9, Expansion factor, 1/(2 tan 0) = 6.75 At = Q/V = 1.27 ft' L = (1/(2 tan 0))'(At/Yt - W) _ -4.40 ft Use L = 6 ft Use W = 3H = 6 ft Riprap.xis Page 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 Riprap Calculations for Pipe Outlets LOCATION: Caribou Apartments PROJECT NO: 168-01 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 8/29/02 From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft Yt = tailwater depth, ft At = required area of flow at allowable velocity, ft2 V = allowable non -eroding velocity in the downstream channel, ftls = 7.0 ft/s for erosion resistant soils = 5.5 ft/s for erosive soils Storm 3 18" RCP Q = 2 cfs <_ Total flow D= 18 in = 1.5 ft Yt= 1.5 ft V = 5.5 fUs Q/D1.5= 1.1 Yt/D= 1.0 From Figure 5-7, use Type L for a distance 3D downstream, L = 4.5 ft From Table 5-1, d5o = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U21 13.5 in Width of dprap (extend to height of culvert) = 4.5 ft Q/D2.5 = 0.7 From Fig. 5-9, Expansion factor, 1/(2 tan 0) = 6.75 At = Q/V = 0.36 ft' L = (1/(2 tan 0))`(AUYt - W) = -8.49 ft Use L = 6 ft Use W=3H= 6 ft Riprap.xls Page 1 8/29/02 8/29/02 Riprap Calculations for Pipe Outlets LOCATION: Cariboo Apartments PROJECT NO: 168-01 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 8/29/02 ' From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of this section) Q = discharge, cfs ' D = diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft Yt = tailwater depth, ft A, = required area of flow at allowable velocity, ft2 V = allowable non -eroding velocity in the downstream channel, ftls = 7.0 ft/s for erosion resistant soils = 5.5 ftls for erosive soils Storrs 4 ' 30" RCP Q = 24.6 cfs <— Total flow D = 30 in = 2.5 ft Yt = 2.5 ft V = 5.5 ftls Q/D7.5 = 6.2 Yt/D= 1.0 From Figure 5-7, use Type L for a distance 3D downstream, L = 7.5 ft From Table 5-1, d5o = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U21 13.5 in Width of riprap (extend to height of culvert) = 7.5 ft Q/D2.5 = 2.5 From Fig. 5-9, Expansion factor, 1/(2 tan 0) = 4.75 At = QN = 4.47 ft2 L = (1/(2 tan 8))'(At/Yt - W) = -3.38 ft Use L = 7.5 ft Use W = 3H = 7.5 . ft ' Riprap.xls Page 1 8/29/02 Riprap Calculations for Pipe Outlets LOCATION: Caribou Apartments PROJECT NO: 168-01 COMPUTATIONS BY: TDS SUBMITTED BY: North Star Design DATE: 8/29/02 From Urban Strom Drainage Criterial Manual, March 1969 (Referenced figures are attached at the end of this section) Q = discharge, cfs D = diameter of circular conduit, ft W = width of rectangular conduit, ft H = height of rectangular conduit, ft Yt = tailwater depth, ft At = required area of flow at allowable velocity, fe V = allowable non -eroding velocity in the downstream channel, ft/s = 7.0 ft/s for erosion resistant soils = 5.5 ftts for erosive soils Storm 5 18" Q = 7.5 cfs <_ Total flow D= 18 Jn = 1.5 ft Yt = 0.9 ft V = 5.5 ft/s Q/D1.5 = 4.1 Yt/ D = 0.6 From Figure 5-7, use Type L for a distance 3D downstream, L = From Table 5-1, dso = 9 in From Fig. 5-6. Riprap depth from outlet to dist. U2 = 18.0 in Riprap depth from U21 ' 13.5 . in Width of riprap (extend to height of culvert) = 4.5 ft Q/D2.5 = 2.7 From Fig. 5-9, Expansion factor, 1/(2 tan 0) = 6.75 At = Q/V = 1.36 ft' L = (1/(2 tan e)p(AUYt - W) = 0.10 ft Use L = 6 ft Use W = 3H = 6 ft 4.5 ft n Riprap.)ds Page 1 APPENDIX E FIGURES AND TABLES 1 1 1� 1 1 1 1 1 1 E No Text C City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 a or% 6.00 2.67 4.56 9.31 7.00 2.52 4.31 1 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 .8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 .17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 J City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes - 60 minutes) Figure 3-1 b Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 .4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3.36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 .1.47 2.99 57.00 0.85 1.45 Z96 58.00 0.84 1.43 2.92 59.00 0.83 1 .42 2.89 60.00 0.82 1 1.40 2.86 1. 1 1 1 i 1 1 1 1 1 '1 1 1 1 1 1 DRAINAGE CRITERIA MANUAL (V. 3) . 9-1-1992 UDFCD a 0. 0.' STORMWATER QUALITY MANAGEMENT i Extenc 0-1-10t. ed De r Drain entior time Basi (Dry) I Z_.00000� D I HentIc -Hour n Pon Drain Is (Wet) me 0 10 20 30 40 50 60 70 80 90 100 Percent Impervious Area in Tributary Watershed Scums:Urbares, Guo, Tucker (1989) Nona: Watershed inches of runoff shatl apdv to the entire watershed tributary to the B Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) DRAINAGE CRITERIA MANUAL(V. 3) STRUCTURAL BMPS 1 1 1 1 1 1 1 1 1 1 1 y pa. ral 0.6( 0.04 0.02 0.01 0.02 SOLUTION: Required Area per 1A min Erull JFNAPA 4FA 115 1LON FAI MENWAVAPAAA JANA VA PJA % WAS VAN FFF FA A r PAA I WAJ E I rNAPANA iAJ PA Ell F4A Off'/I%/ ■INI 0.04 0.06 0.10 0.20 0.40 0.60 1.0, 2.0 4.0 5.0 Required Area per Row (in.2 ) Sown: Doupf" County Stour► Dnunsp and Tachnleal Cd1s iai IM. FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME Rev. 3.1-1994 UDFCD A Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dia (in) Hole Dia (in) Min. Sc (in) Area per Row (sq in) n=1 n=2 n=3 1 /4 0.250 1 0.05 0.10 0.15 5/16 0.313 2 0.08 0.15 0.23 3/8 0.375 2 0.11 0.22 0.33 7/16 0.438 2 0.15 0.30 0.45 1 /2 0.500 2 0.20 0.39 0.59 9/16 0.563 - 3 0.25 0.50 0.75 5/8 0.625 3 0.31 0.61 0.92 11 /16 0.688 3 0.37 0.74 1.11 3/4 0.750 3 0.44 0.88 1.33 7/8 0.875 3 0.60 1.20 1.80 1 1.000 4 0.79 1.57 2.36 1 1 /8 1.125 4 0.99 1.99 2.98 1 1 /4 1.250 4 1.23 2.45 3.68 1 3/8 1.375 4 1.48 2.97 4.45 1 1 2 1.500 4 1.77 3.53 5.30 1 5 8 1.625 4 2.07 4.15 6.22 1 3 4 1.750 4 2.41 4.81 7.22 1 7 8 1.875 4 2.76 5.52 I 8.28 2 2.000 .4 3.14 6.28 9.42 .n = Number of columns of perforations Minimum steel plate thickness 1/4 5/16 3/8 " Rectangular Perforation Sizing Only one column of rectangular perforations allowed Rectangular Height = 2 inches Rectangular Width (inches) = Req::;red Area per Row (sq in) 2" Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) Rc W-Outlet Oetaisa.g Rectangular Hole Width Min. Steel Thickness 5" 1 4 6„ 1 i4 ,. 7" 5/32 ' g" 5/16 " 9' 11 /32 " 101. 3/8 „ >10" 1 /2 ., Figure 5 WOCV Outlet Orifice Perforation Sizing 9 280 S Closed Conduit Flow Re. = 2R61i d K ` n4 IW loft a A Red = 2ti 1 irdv Figure 5-21 Flow coefficient K and Red/K versus the Reynolds number for orifices, nozzles, and venturi meters (20, 23) DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Intermediate Rock d50* Designation Given Size Dimension By Weight (Inches) (Inches) Type VL 70-100 12 _ 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50. 24 24 - 2-10 9 *d50 = Mean particle size ** Bury types VL and L with -native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the,major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be. V C_� 11-15-82 DRAINAGE CRITERIA MANUAL RIPRAP 11-15-82 URBAN DRAINAGE & FLOOD CONTROL DISTRICT I DRAINAGE CRITERIA MANUAL RIPRAP 1 1 1 1 i 1 1 1 1 1 n 4C a 0 KI MEMENEWAMM MENEM No PAN PAAFM MEN EA No 21MdE -.A EMPHROPENECIME P MI�%- Ap�ppm-ml ����Ewmj� .moo PROR OF NO 0 00" N .2 A Y /D .6 .8 1.0 t Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a , distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT 1 1 1 1� 1 1 DRAINAGE CRITERIA MANUAL r- a 9 = Expansion Angle mmmmmmmm rAA rAd VW VAA 0 0 mummmmom Emmummum Effimmmmum Ensmammm Emmommom = 00 0, MENNEN • .l .2 .3 .4 .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D RIPRAP FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-62 URBAN DRAINAGE I! FLOOD CONTROL DISTRICT J 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 I APPENDIX F EXCERPTS FROM PREVIOUS REPORTS F FOX MEADOWS BASIN DRAINAGE MASTER PLAN UPDATE BASELINE HYDROLOGY REPORT January 31, 2002 (Revised March 27, 2002) Prepared for: City of Fort Collins Utilities 700.Wood Street Fort Collins, CO 80522 (970)221-6589 Prepared by: ICON Engineering, Inc. 8100 South Akron Street, Suite 300 Englewood, CO 80112 (303) 221-0802 City of Fort Collins I 1.0 Rainfall In 1999 the City of Fort Collins adopted new 2-hour rainfall amounts and distributions for all of the major design storms. These new amounts and distributions are a result of additional rainfall data, including the Flood of July 1997, and analysis completed since the original design rainfall distributions were developed. These rainfall amounts and ' distributions are presented in Table 1. Table 2 presents the hyetographs used in the MODSWMM hydrology (Reference 1) model for the 2-, 5-, 10-, 50-, and 100-year frequency storms. These hyetographs are also shown in Figure 1. ' 2.0 Drainage Basins ' Figure 2 displays the location map for the Fox Meadows Drainage Basin. For this study, the Fox Meadows watershed was divided into subbasins based on similar hydrologic parameters, or to determine discharges at specific locations. Figure 3 presents the overall watershed and design point locations. Watershed and subbasin delineations are shown on Figures 4a and 4b (plan pocket). Although some, of the drainage basins may be similar to those developed in the previous master plan ("Fox Meadows Basin [Basin H] Drainage ' Master Plan, Fort Collins, Colorado," Reference 2) all basins were determined from 1999 aerial topography with a 2-foot contour interval provided by the City. 3.0 Hydrologic Models A hydrologic analysis was .performed to determine storm runoff peaks and .volumes at ' select locations for the 2-, 5-, 10-, 50-, and 100-year stones. The program used is MODSWMM, which is a modification of the Environmental Protection Agency's Storm Water Management Model. The. hydrologic model developed for this study contains new subbasin delineations, hydrologic parameters, and rainfall for the entire Fox Meadows drainage basin. Figure 5 presents the MODSWMM Connectivity for the watershed. The rainfall abstractions are determined using an initial loss due to surface retention, and ' Horton's equation -for. infiltration. The initial rainfall losses and Horton's parameters were taken from the City's Storm Drainage Design Criteria (Reference 3). - The model subbasin parameters include the area, width, slope, and percent impervious, and the surface roughness for both the pervious and impervious areas. These parameters are used to route the runoff to the downstream point of an idealized rectangular subbasin with dimensions of width and overland flow length (area divided by width). Table 3 shows the range of drainage basin parameters used in the MODSWMM model. 1 MODSWMM uses kinematic wave algorithms to route runoff overland and through the channels. Reservoir or pond routing uses the Modified Puls routing algorithm. Basin and ' conveyance parameters were determined from the 1999 aerial photos and topography, or taken from the City's Storm Drainage Design Criteria where specified. The assumptions used for roadway conveyance section geometry are provided in Appendix D. For the Npurpose of this analysis, subbasin peak runoff was assumed to be collected at the Fox Meadows Basin Drainage Master Plan ICON Engineering. Inc. Jan 2002 I overflow from English Ranch Pond #5..Of the 292-cfs, 50-cfs is conveyed through the intersection south of the center and would therefore be conveyed to the FCRID via MODSWMM Element 153. The remaining 242-cfs is passed to the FCRID via MODSWMM Element 151. The proportion used for all other discharges is based on ' these proportions (292-cfs inflow / 50-cfs diverted). MODSWMM Diversion Element 154 separates the discharge between Elements 151 and 153. ' The existing conditions reflect the land use at the time this study was developed, based on the 1999 aerial photos, and knowledge of development under construction. MODSWMM Basins 350 and 440 were assumed to be fully developed for the existing ' conditions since construction is currently underway. MODSWMM Basin 330 was assumed to be 85% developed with the existing detention pond and apartments that are currently under construction. The remaining 15% of undeveloped area included business development in the developed conditions model. The fully developed MODSWMM models accommodate development in the existing undeveloped areas, and are based on zoning maps supplied by the City (Reference 4), Where no additional zoning information ' was available, assumptions were made based on the nature of surrounding land use. Modifications were made to the following basins for the developed conditions: • Basin 125 — Basin modified to reflect build out of HP Site. • Basins 135, 140, 145, 150 — Basins modified to reflect development similar in nature to existing development, including. urban estates and low -density residential development. • Basins 200, 210 — Basins modified to reflect business development in the Harmony Corridor. • Basin 300 = Basin modified to reflect development in Harmony Corridor. • Basin 310 — Basins modified- to reflect low -density residential development ' adjacent to Timberline Road. • Basin 330 — Basins modified to reflect business development adjacent to Timberline Road. ' • Basin 335 — Basin modified to reflect business development adjacent to Harmony Road. • Basins 340, 345 — Basins modified to reflect business park build out. �`�'O" • Basin 355 — Basin modified to reflect Urban Estate and business development. • Basin 405 — Basin modified to reflect business development in Harmony Corridor. cr iCG Loc�'y'ev� ' Figure 6 highlights the changes made to the existing conditions for the developed / s,AJ conditions land use. Reservoirs were typically modeled at existing detention facilities and areas where inadvertent storage occurs from existing high road embankments. Elevation -storage as relationships were developed ,from the 1999 topography supplemented with field 3 inspections. Typically onsite detention ponds with volumes less than five acre-feet were "a ss C, Venot included in the modeling (unless exceptions were made by the City). Onsite kpmoyT detention ponds less than five acre-feet were considered too small to significantly impact 9 ' Fox Meadows Basin Drainage Master Plan ICON Engineering, Inc. Jan 2002 1 1 1 1 1 1 1 1 UtSc�q¢c� To 2-YEAR Existing Developed SWMM Conditions Conditions Node Q Q (rfc) (rfc) 7 TABLE 4: SUMMARY OF PEAK DISCHARGES 5-YEAR Existing Developed Conditions Conditions Q Q (rfcl (rfcl 10-YEAR Existing Developed Conditions Conditions Q Q 50-YEAR Existing Developed Conditions Conditions Q Q r_♦ r \ 100-YEAR Existing Developed Conditions Conditions Q Q r_. i-.0-N A HP Site FCRID Bypass 95 0 0 0 27 38 58 213 234 359 398 B Fort Collins Reservoir Inlet Ditch (FCRID) at Harmony Road 115 328 334 352 361 378 391 489 510 592 621 C Fort Collins Reservoir Inlet Ditch (FCRID) at Woodland Park 139 316 326 323 338 333 349 379 403 416 447 D Fort Collins Reservoir Inlet Ditch 150 300 300 300 300 300 304 324 327 350 354 (FCRID) at Horsetooth Road - E Undeveloped Lots /Ziegler Road Crossing 201 (16/1)** (162/17)** (26/5)**. (255/21)** (37/9)** (338/23)** (115/22)** (644/60)** (196/27)** (865/124)** F English Ranch Subdivision Pond #7 at Ziegler Road 214 (47/10)** (41/10)** (71/15)** (71/15)** (94/21)** (94/21)** (187/28)** (187/28)** (257/53)** (257/53)** G Horsetooth Road / Ziegler Road 222/223 47 48 58 58 64 87 224 246 436 459 Intersection H Sunstone Village Pond #5 304 (87/30)** (100/31)** (134/35)** (152/37)** (180/39)** (203/40)** (363/90)** (402/109)** (499/203)** (547/241)** I Sunstone Village Regional Detention Pond 309 (120/26)** (128/26)** (166/38)** (176/50)** (206/80)** (220/97)** (372/182)** (398/199)** (499/288)** (538/307)** J D/S of Timberline Road / Sunstone Village Drainageway 314 27 33 52 56 70 73 99 102 114 116 K Timberline Sump Detention Pond 342 (66/14)** (82/14)** (98/32)** (121/33)** (130/47)** (159/48)** (304/68)** (351/69)**. (412/77)** (473/77)** L Golden Meadows Regional Detention Pond 401 (275/16)** (278/16)** (399/66)*' (405/67)** (535/78)** (543/78)** (1090/102)** (1101/102)** (1505/114)** (1517/115)** Refl c Sum of Diadimge from SWMM Nodes 222 and 223 •• Refimu (infiowloutf1m) a dnmem fadfifia ' Fox Meadows Basin Dranage Master Plan+ uooa;. 12 ICON Engineering, Inc. Jan.2002 ?N4y . 5` j•E �•':4 :s/'t ( .: A.4 '\3�i. Ail. ®.wl ,-4f_f -,vim. - �a.i1�i a�.•va.,�.�- '` .a.T.4EiY' - ICi " �[ i rY � •-fit ♦. •- -, •�' •,r - ,}I: ��,.P., f,. Y S ` •1.y� i ate'', .i �.� _ _ :4•:CI ''t�i`, .! 4 �•�iw•6� 1'y/•b ��' �. •) . Yt.� _ - 6 ]��(' .Iar a ti�7 � � Y ir..\•r. �.N '� �„' �^ ► 1.: � tiM<1 1r . ^I iY`ditil n 1 �-Y'-��.. •a' ..:Tit+�T frwL :��- �` .w� t.i' v ',:� :+ i ' } 1 ' '}i_. ♦�•, >• S' �-, p .' ({.` , � .r� � '•� iR 'T�r. y. ��•.` � •*•?�� i _�� ��;� tiffi {.i Y�i Y.i4�'t♦ I �{ t. � .L. • "��. ;.'i��s-w..`_. :-1 :. ? r ��',W'i_�r ��.+�ta- }t�ti{W� �9./ �3 •.. _1 5,y,. ';..nn-1. 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T :' - II.AN FOR T+a Rr YAR11N DEsa1 wnAw AREAS m c xnm.ATm 3U PEII "IEKatA1KR PION 'CIF!ItE GReal NM71EXls PROELY, C(DM .']VEflI '!Xl wtRIaATES '.xG. IPRE_ 3aN. 1 , . CALL UTILITY NOTIFICATION CENTER OF COUIRADO 1-800-922-1987 mac ro9 9r. iIR al [CAwT! N. M wry 6 UI�A41 rE9n1 URIIQ Tj e cony QpG a 0 NOTE ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED WTHIN 30 DAYS OF EARTH MOVING ACTIVITY TO PROVIDE SOIL STABILIZATION UNTIL PERMANENT LANDSCAPING. PAVING OR BUILDING CONSTRUCTION OCCURS. 5 z 2 60 30 0 90 120 N \ b SCALE: 1" - 60' 1 C lEGM o o m ; o C u m o 0 Qt DESIGN POINT N BASIN IDENTIFICATION .BO O. RUNOFF COUMENT (CS) AREA IN ACRES �- FLOW DIRECTION — - BASIN BOUNDARY QP\+ - - - - - - E)aSTING PIPES m PROPOSED STORM PPE (� FLARED END SECTION PROPOSED INLET LOCATION Q ---- --- EXISTING 10' c TOUR -J a DOSING V CONTOUR F- J PROPOSED 10' CONTOUR W 0 -WO— PROPOSED 2' CONTOUR C z © -jI N- sLT FENCE OINLET PFt01ECTIWH cc Z O OiY Jy oco,s RUC110N EN7RINII U) Of O�\ rAriLE W OsETNMEtHr TTLP mCC w RIPRAP Q U z _ a City of Fort Collins, Colo ods Of UTILITY PLAN APPROVAL APPROVED: aFY En9Yr Cab O#p® BY, SHEET w A 1TSMawIw uaxY Dal. CHECKED BY: 3 ,bm..v UMRY IxI. CHECKED BY: PyNa • r+a-eM Cali CHECKED Br TesmI 60. Dab 3 OF 34 CHECKED BY: Dab Uoo Na 168-01