The URL can be used to link to this page

Home My WebLink AboutBROOKDALE SENIOR LIVING - FDP - FDP120017 - REPORTS - DRAINAGE REPORTFINAL DRAINAGE AND EROSION CONTROL STUDY for BROOKDALE SENIOR LIVING COMMUNITY Prepared for: PDC Midwest, Inc. 1130 James Drive, Suite 106 Hartland, WI 53029 (262) 367-7770 Contact: Ed Johnson Prepared by: JR ENGINEERING 7200 S Alton Way, Suite C100 Centennial, Colorado 80112 (303) 740-9393 June 6, 2012 Revised: August 24, 2012 Job No. 39674.03 i CERTIFICATION “I hereby certify that this report for the Final Drainage Report for Brookdale Senior Living Community was prepared under my direct supervision in accordance with the provisions of the City of Fort Collins Drainage Criteria Design and Technical Criteria for the owners thereof. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others.” __________________________________ Date ______________________________________ Michael Brake, P.E., P.L.S. Colorado Registered Professional Engineer No. 28262 For and On Behalf of JR Engineering, LLC “PDC Midwest, Inc. hereby certifies that the drainage facilities for the Brookdale Senior Living Community shall be constructed according to the design presented in this report. I understand that the City of Fort Collins does not and will not assume liability for the drainage facilities designed and/ or certified by my engineer. I understand that the City of Fort Collins reviews drainage plans pursuant to Colorado Revised Statues Title 30, Article 28; but cannot, on behalf of PDC Midwest, Inc., guarantee that final drainage design review will PDC Midwest, Inc. and/ or their successors and/ or assigns the future liability for improper design. I further understand that approval of the Final Plat and/ or Final Development Plan does not imply approval of my engineer’s drainage design.” __________________________________ Date __________________________________ PDC Midwest, Inc. Authorized Signature ii TABLE OF CONTENTS INTRODUCTION................................................................................................................................1 I. GENERAL LOCATION AND DESCRIPTION ...........................................................................1 A. Location................................................................................................................................................1 B. Description of Property .........................................................................................................................1 C. Floodplain Submittal Requirements......................................................................................................1 II. DRAINAGE BASINS AND SUB-BASINS ..................................................................................2 A. Major Basin Description............................................................................................................2 B. Sub-Basin Description ..................................................................................................................2 III. DRAINAGE DESIGN CRITERIA............................................................................................4 A. Regulations...................................................................................................................................4 B. DCIA ...........................................................................................................................................4 C. Development Criteria Reference and Constraints ...........................................................................4 D. Hydrological Criteria.................................................................................................................4 E. Hydraulic Criteria.........................................................................................................................4 F. Floodplain Regulations Compliance...............................................................................................5 G. Modifications of Criteria...............................................................................................................5 IV. DRAINAGE FACILITY DESIGN............................................................................................6 A. General Concept ...........................................................................................................................6 B. Specific Details.............................................................................................................................6 V. CONCLUSIONS..........................................................................................................................8 V. REFERENCES.............................................................................................................................9 FIGURES Figure 1 – Vicinity Map Figure 2 – Soil Hydrologic Group Map Figure 3 – Flood Maps Figure 4 – Impervious Area Exhibit APPENDICES Appendix A – Hydrologic Calculations Appendix B – Hydraulic Calculations Appendix C – Water Quality Calculations 1 INTRODUCTION This Final Drainage Report was prepared for the Brookdale Senior Living Community Expansion in the City of Fort Collins, Colorado. The proposed improvements involve an addition to the Clare Bridge House and the Sterling House, with a connecting link, expansion of parking areas, and re-configured stormwater detention ponds. I. GENERAL LOCATION AND DESCRIPTION A. Location Brookdale Senior Living Community is a residential facility located in the northeast quarter of Section 1, Township 6 North, Range 69 west of the 6th principal meridian, in the City of Fort Collins. The site is bounded by Lemay Avenue to the east, Rule Drive to the south, the Evangelical Covenant Church to the north, and Miramont Lifestyle Fitness to the west. A vicinity map is included as Figure 1, attached. B. Description of Property The existing 6.67-acre site is comprised of two main buildings, the Clare Bridge House and the Sterling House, with asphalt driveways and parking lots, concrete sidewalks/trails, and landscaped grass areas. The general topography of the site slopes to the southeast at approximately one-half to one percent. The ground cover consists of landscaped grasses and ornamental trees. According to the Soil Survey for Larimer County, prepared by the US Department of Agriculture and the Natural Resources Conservation Service, the soil on-site is comprised of Nunn clay loam and Altvan- Satanta loams. The predominant hydrologic soil group of the site is Type C. Type C soils are defined as “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”. The NRCS Soil Hydrologic Group Map is attached as Figure 2. The site is located in the McClelland Creek drainage basin. The project involves a major amendment and the combining of the two properties. The two existing buildings will each be expanded and connected. The proposed land use will remain the same as the current land use. The two buildings and their expansions will function as multi-unit senior residential dwellings. There are no existing irrigation facilities or wetlands on the site. C. Floodplain Submittal Requirements A “City of Fort Collins Floodplain Review Checklist for 50% Submittals” form has been completed and is included in Section F of Part III of this report. 2 II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description The site is located in the McClellands Creek Basin of the Oak/Cottonwood Farm ODP. Development in the McClellands Creek Basin is governed by the McClelland Creek Master Drainage Plan in addition to the City’s design criteria and construction standards. The McClellands Basin encompasses approximately 3.4 square miles in southeast Fort Collins. The storm runoff from the basin originates northeast of College Avenue and Harmony Road and drains southeast through the Oakridge, Willow Springs, Stetson Creek and Harvest Park developments. A single major drainageway, McClellands Creek, conveys flow from the upper end of the basin to the downstream discharge point along the Fossil Creek Reservoir Inlet Ditch. The majority of the basin is either developed, or is being developed, with residential and commercial land areas. The Fossil Creek Reservoir Inlet Ditch is the only irrigation facility in the drainage basin. Areas of the proposed improvements are located in Flood Zone X as shown on the FEMA Flood Insurance Rate Map Panel No. 08069C1000F. The site is not in either a FEMA floodplain or a City floodplain. The City’s floodplain maps are included in the Appendix. B. Sub-Basin Description Currently, the majority of the on-site drainage flows to inlets and detention areas within the property. Portions of the site direct discharge to streets and the City’s storm sewers. The site has three existing detention ponds, two from the Wovenhearts Memory Care development and two interconnected ponds from the Sterling House development that acts as one pond. The ponds are located at the northeast and southwest corners of the property. All ponds drain to the southeast into the City’s storm sewer system at the intersection of Lemay Avenue and Rule Drive. An existing swale just to the west of the property discharges to the Sterling House pond and is passed through the ponds to the storm sewer. The proposed plan will bypass these offsite flows around the proposed improvements. This flow was identified in the drainage report for the Sterling House as 6.69 cfs. There are no other offsite flows that affect the site. The site is divided into se ven proposed drainage sub-basins: Sub-Basin A (2.04 Acres) is located at the north end of the site and is comprised of parts of the Sterling House and Clare Bridge House, the proposed expansions and connection, and Detention Pond A. Basin A drains to Detention Pond A. Sub-Basin B (2.59 acres) is located in the center of the site and encompasses the majority of the Clare Bridge House, the eastern part of the Sterling House, the proposed parking lot, and the Basin B detention pond. Basin B drains to Detention Pond B. Sub-Basin C (1.20 acres) is located towards the southwest of the site. It includes most of the Sterling House, the Basin C detention pond, and some of the driveway/parking lot. Basin C drains to Detention Pond C. 3 Sub-Basin D (0.19 acres) is located at the north end of the site and is comprised of treelawns and grass areas. It drains offsite to the north and flows to the east around Detention Pond A. The amount of impervious area will not be changed under proposed conditions. Sub-Basin E (0.33 acres) is located at the northeast of the site and includes treelawns and sidewalk surfaces. It drains offsite to the east and is captured in the Lemay Avenue storm sewer. The amount of impervious area will not be changed under proposed conditions. Sub-Basin F (0.38 acres) is located at the southeast of the site and includes treelawns and sidewalk surfaces. It drains offsite to the east and is captured in the Lemay Avenue storm sewer. The amount of impervious area will not be changed under proposed conditions. Sub-Basin G (0.66 acres) is located at the west of the site and includes treelawns and sidewalk surfaces. It drains offsite to the west and is captured in the swale just west of the site. This swale is captured in an area inlet and bypasses the Brookdale site’s detention ponds. The amount of impervious area will not be changed under proposed conditions. 4 III. DRAINAGE DESIGN CRITERIA A. Regulations This report was prepared to meet the submittal requirements established in the City of Fort Collins’ Amendments to the Urban Drainage and Flood Control District (UDFCD) Drainage Criteria Manual. B. DCIA The site was developed in 1997 and 1998 with the Wovenhearts Memory Care and Sterling House developments. The proposed improvements will not add any directly connected impervious area to the site. C. Development Criteria Reference and Constraints The site was developed in 1997 and 1998 with the Wovenhearts Memory Care and Sterling House developments. The Wovenhearts Memory Care building was constructed in accordance with the “Final Drainage and Erosion Control Study for Wovenhearts Memory Care”, by JR Engineering, September 4, 1998. The Sterling House was constructed in 1997 per the “Drainage and Erosion Control Report for Sterling House Fort Collins Colorado”, by BCI Construction, January 15, 1997 and revised June 6, 1997. This report will effectively combine the two drainage reports with minor modifications to the drainage patterns. The onsite detention facilities will be resized to accommodate the new detention requirements based on the proposed impervious area and the City’s new stormwater criteria, adopted December 2011. D. Hydrological Criteria The rational method was used to determine both 10-year and 100-year peak runoff values for all sub- basins. Runoff coefficients were determined using actual impervious areas for the site as opposed to estimating by land use and zoning. The UDFCD Equation RO-7 and Table RO-4 were used to precisely determine the 10-year and 100-year runoff coefficients based on the Type C soils of the site. Impervious area calculations are included in the appendix. The appropriate rainfall intensity information was developed using the rainfall intensity-duration- frequency Tables RA-7 and RA-8 from the City Amendments to the UDFCD criteria. The return periods used are the 10-year and 100-year storm events, which for the City of Fort Collins have 1-hour point rainfall depths of 1.40 and 2.86 inches, respectively. Times of concentration for each basin were calculated according to the methods prescribed in Section 2.4 of the Runoff chapter of the UDFCD Drainage Criteria Manual. Stormwater detention volumes were computed using the FAA method as provided by the UDFCD UD- Detention spreadsheet software. E. Hydraulic Criteria Outlet structures were sized using stage-storage information and orifice sizes entered in the UDFCD UD- Detention spreadsheet software. The basis for the outlet structure design is the City of Fort Collins Water Quality Outlet Structure Detail, Detail D-46. All three proposed outlet structures will have this configuration. The site is not located in a floodplain and no floodway or floodplain modifications are proposed. 5 F. Floodplain Regulations Compliance The site is not located in a floodplain and no floodway or floodplain modifications are proposed. A “City of Fort Collins Floodplain Review Checklist for 50% Submittals” form has been completed and is attached. G. Modifications of Criteria No modifications are requested for any City criteria. 6 IV. DRAINAGE FACILITY DESIGN A. General Concept The concept of the proposed drainage improvements will closely follow the existing drainage patterns that were established in the two governing drainage reports for the site. Areas of proposed improvements will discharge to one of three on-site detention ponds (Basins A, B, and C). Other areas around the perimeter of the site, Basins D, E, F, and G will continue to drain offsite. No proposed improvements are located in these basins, so the impervious area will remain the same as existing conditions. The total offsite runoff will remain unchanged from existing conditions. The three proposed detention ponds will maintain the prescribed discharge rates of the McClellands Creek Basin of 0.20 cfs/ac and 0.50 cfs/ac for the 10-year and 100-year storms, respectively. The most significant change to runoff patterns proposed in this report is the routing of the swale located west of the site. This existing swale currently enters the site and is passed through the Sterling House detention pond. It is proposed to be captured in an area inlet and routed around the site at the City’s request. Included in this report are a drainage map, an exhibit illustrating existing and proposed impervious areas, and an outlet structure detail sheet. B. Specific Details Basins A, B, and C are proposed to discharge to their respective detention ponds. Basins D, E, F, and G will continue to drain offsite. The swale located west of the site has an offsite flow rate of 6.69 cfs, and the capture rate at the proposed area inlet will include 2.8 cfs from Basin G. This flow rate of 9.5 cfs will be routed to the east around the site via storm sewer and will merge with the outlets of Ponds B and C. The three proposed detention ponds will meet City and UDFCD criteria. All three ponds will have water quality capture volumes and WQCV outlets per UDFCD standards. Each pond will have wetland bottoms longitudinally sloped at 1.0 percent minimum, with lateral slopes of 2.0 percent towards the invert. All side slopes will be sloped at a maximum of 4:1 horizontal to vertical. Each pond discharges to existing infrastructure. Detailed calculations are included in the appendices. Detention Pond A (V100=0.291 acre-feet, Q100=1.02 cfs) is located at the site of an existing pond at the northeast corner of the site and serves Basin A. It will release to an existing swale along Lemay Avenue which enters the Lemay Avenue storm sewer. Pond A will have approximately 2 feet of freeboard. Pond B (V100=0.369 acre-feet, Q100=1.30 cfs) is located at the south center of the site and serves Basin B. It will discharge to the existing storm sewer along the south of the site, which runs east to the Lemay Avenue storm sewer. Pond B will have freeboard above the pond area in the driveway/parking lot area south of the Clare Bridge House. Pond C (V100=0.164 acre-feet, Q100=0.60 cfs) is located at the south center of the site and serves Basin C. It will discharge to the existing storm sewer along the south of the site, which runs east to the Lemay Avenue storm sewer. Pond C will have freeboard above the pond area in the driveway/parking lot area south of the Sterling House. 7 The basis for the outlet structure design is the City of Fort Collins Water Quality Outlet Structure Detail, Detail D-46. A detail sheet is included which identifies specific elevations and sizes for perforations and orifices in each structure. Maintenance for each pond will be accomplished via the existing and proposed driveways and parking lots of the site. Each pond can be accessed by maintenance personnel and light equipment. Each pond is located within existing drainage easements so no further acquisition is necessary. 8 V. CONCLUSIONS This report for Brookdale Senior Living Community was prepared in accordance with the City of Fort Collins stormwater criteria and Urban Drainage and Flood Control District Criteria where applicable. The drainage patterns proposed herein comply with the McClelland Creek Master Drainage Plan. The site is not located in a floodplain and no floodway or floodplain modifications are proposed. 9 V. REFERENCES City of Fort Collins Stormwater Criteria; City of Fort Collins, Colorado, December 2011, latest revisions. Soil Survey for Larimer County; Natural Resources Conservation Service, April 30, 2009. Urban Storm Drainage Criteria Manual Volumes I, II and III; Urban Drainage and Flood Control District, April 2008, latest revisions. FIGURES A Westrian Company 8QLWHG6WDWHV 'HSDUWPHQWRI $JULFXOWXUH $SURGXFWRIWKH1DWLRQDO &RRSHUDWLYH6RLO6XUYH\ DMRLQWHIIRUWRIWKH8QLWHG 6WDWHV'HSDUWPHQWRI $JULFXOWXUHDQGRWKHU )HGHUDODJHQFLHV6WDWH DJHQFLHVLQFOXGLQJWKH $JULFXOWXUDO([SHULPHQW 6WDWLRQVDQGORFDO SDUWLFLSDQWV Custom Soil Resource Report for Larimer County 1DWXUDO Area, Colorado 5HVRXUFHV &RQVHUYDWLRQ 6HUYLFH -XQH Rule Dr Oakridge Dr Lemay Ave Oak Park Dr Valley Oak Ct Silk Oak Ct 73 3 74 36 494750 494750 494800 494800 494850 494850 494900 494900 494950 494950 495000 495000 495050 495050 495100 495100 495150 495150 495200 495200 4485300 4485300 4485350 4485350 4485400 4485400 4485450 4485450 4485500 4485500 4485550 4485550 0 100 200 400 600 Feet 0 30 60 120 180 Meters 40° 31' 15'' 105° 3' 22'' 40° 31' 4'' 105° 3' 22'' 40° 31' 4'' 40° 31' 15'' 105° 3' 44'' 105° 3' 44'' Map Scale: 1:2,430 if printed on A size (8.5" x 11") sheet. Custom Soil Resource Report Map—Hydrologic Soil Group MAP LEGEND MAP INFORMATION Area of Interest (AOI) $UHDRI,QWHUHVW $2, Soils 6RLO0DS8QLWV Soil Ratings $ $' % %' & &' ' 1RWUDWHGRUQRWDYDLODEOH Political Features &LWLHV Water Features 6WUHDPVDQG&DQDOV Transportation 5DLOV ,QWHUVWDWH+LJKZD\V 865RXWHV 0DMRU5RDGV /RFDO5RDGV 0DS6FDOHLISULQWHGRQ$VL]H î Table—Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI $OWYDQ6DWDQWDORDPVWR SHUFHQWVORSHV % )RUW&ROOLQVORDPWR SHUFHQWVORSHV % 1XQQFOD\ORDPWR SHUFHQWVORSH & 1XQQFOD\ORDPWR SHUFHQWVORSHV & Totals for Area of Interest 22.3 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: 'RPLQDQW&RQGLWLRQ Component Percent Cutoff: None Specified Tie-break Rule: +LJKHU &XVWRP6RLO5HVRXUFH5HSRUW E HARMONY RD S LEMAY AVE OA K R I D G E DR W H E A T O N DR BOARDWALK DR MCMURRY AVE HOGAN DR K E E N L A N D DR PALMER DR RULE DR FOSSIL CREEK PKWY R E D O A K CT S O U T HRID G E GREENS BLVD MAIL CREEK LN SNEAD DR HIG H C AS TLE D R FAIRWAY LN W I E HARMONY RD S LEMAY AVE OA K R I D G E DR W H E A T O N DR BOARDWALK DR MCMURRY AVE HOGAN DR K E E N L A N D DR PALMER DR RULE DR FOSSIL CREEK PKWY R E D O A K CT S O U T HRID G E GREENS BLVD MAIL CREEK LN SNEAD DR HIG H C AS TLE D R FAIRWAY LN W I A Westrian Company BROOKDALE SENIOR LIVING COMMUNITY IMPERVIOUS AREA EXHIBIT APPENDIX A Hydrologic Calculations Subdivision: BROCKDALE SENIOR LIVING Project Name: CLARE BRIDGE Location: FORT COLLINS Project No.: Calculated By: JMT Checked By: 0 Date: 6/5/12 A 2.04 100 0.24 11.76 5 0.77 1.90 90 1.02 45.00 58.66 B 2.59 100 1.10 42.47 5 1.04 2.00 90 0.45 15.60 60.07 C 1.20 100 0.22 18.33 5 0.57 2.40 90 0.41 30.80 51.53 D 0.19 100 0.00 0.00 5 0.19 5.00 90 0.00 0.00 5.00 E 0.33 100 0.01 3.03 5 0.33 5.00 90 0.00 0.00 8.03 F 0.38 100 0.11 28.95 5 0.27 3.60 90 0.00 0.00 32.55 G 0.66 100 0.10 15.15 5 0.56 4.20 90 0.00 0.00 19.35 Area (ac) Weighted % Imp. Paved Roads Lawns Weighted % Imp. % Imp. Area (ac) 39674.00 COMPOSITE % IMPERVIOUS CALCULATIONS Weighted % Imp. Basins Total Weighted % Basin ID Total Area (ac) % Imp. Area (ac) Imp. Roofs % Imp. Page 1 of 4 6/6/2012 X:\1520000.all\1528001\Excel\US Highway 85\Drainage\39674.00 Drainage_Calcs.xls Subdivision: BROOKDALE SENIOR LIVING Project Name: CLARE BRIDGE Location: FORT COLLINS Project No.: Calculated By: JMT Checked By: 0 Date: 6/5/12 FINAL BASIN D.A. Hydrologic Impervious C100 C10 L S Ti L S Cv VEL. Tt COMP. Tc TOTAL Urbanized Tc Tc ID (AC) Soils Group (%) (FT) (%) (MIN) (FT) (%) (FPS) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) A 2.04 C 58.66 0.63 0.50 50 5.0 4.5 450 1.0 20.0 2.0 3.8 8.3 500.0 12.8 8.3 B 2.59 C 60.07 0.63 0.51 50 5.0 4.5 250 1.0 20.0 2.0 2.1 6.6 300.0 11.7 6.6 C 1.20 C 51.53 0.61 0.46 50 5.0 4.8 120 1.0 20.0 2.0 1.0 5.8 170.0 10.9 5.8 D 0.19 C 5.00 0.52 0.28 5 5.0 2.0 400 1.0 20.0 2.0 3.3 5.3 405.0 12.3 5.3 E 0.33 C 8.03 0.53 0.29 20 5.0 3.9 150 1.0 20.0 2.0 1.3 5.1 170.0 10.9 5.1 F 0.38 C 32.55 0.57 0.39 15 5.0 2.9 200 1.0 20.0 2.0 1.7 4.6 215.0 11.2 5.0 G 0.66 C 19.35 0.55 0.34 15 5.0 3.2 500 1.0 20.0 2.0 4.2 7.3 515.0 12.9 7.3 NOTES: Ti = (0.395*(1.1 - C5)*(L)^0.5)/((S)^0.33), S in ft/ft Tt=L/60V (Velocity From Fig. 501) Velocity V=Cv*S^0.5, S in ft/ft Tc Check = 10+L/180 For Urbanized basins a minimum Tc of 5.0 minutes is required. For non-urbanized basins a minimum Tc of 10.0 minutes is required DATA (URBANIZED BASINS) INITIAL/OVERLAND (Ti) TRAVEL TIME (Tt) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK 39674.00 X:\3960000.all\3967400\Excel\Drainage\39674.00 Drainage_Calcs.xls Page 2 of 4 6/6/2012 Project Name: CLARE BRIDGE Subdivision: BROOKDALE SENIOR LIVING Project No.: Location: FORT COLLINS Calculated By: JMT Design Storm: Checked By: 0 Date: 6/5/12 TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. Tc (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS 1 A 2.04 0.50 5.0 1.02 4.75 4.8 2 B 2.59 0.51 6.6 1.32 5.18 6.8 3 C 1.20 0.46 5.8 0.55 5.30 2.9 4 D 0.19 0.28 5.3 0.05 5.21 0.3 5 E 0.33 0.29 5.1 0.10 5.22 0.5 6 F 0.38 0.39 5.0 0.15 5.60 0.8 7 G 0.66 0.34 7.3 0.22 4.70 1.0 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 10-Year 39674.00 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE S:\Engineers\Scott Brown\2010-08-20 - Final Drainage Calcs-Template.xls Page 3 of 4 6/6/2012 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: CLARE BRIDGE Subdivision: BROOKDALE SENIOR LIVING Project No.: Location: FORT COLLINS Calculated By: JMT Design Storm: Checked By: 0 Date: 6/5/12 TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. Tc (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS 1 A 2.04 0.63 8.3 1.29 8.30 10.7 2 B 2.59 0.63 6.6 1.63 8.38 13.7 3 C 1.20 0.61 5.8 0.73 8.45 6.2 4 D 0.19 0.52 5.3 0.10 8.15 0.8 5 E 0.33 0.53 5.1 0.17 8.99 1.5 6 F 0.38 0.57 5.0 0.22 9.06 2.0 7 G 0.66 0.55 7.3 0.36 7.82 2.8 39674.00 PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET X:\3960000.all\3967400\Excel\Drainage\39674.00 Drainage_Calcs.xls Page 4 of 4 6/6/2012 APPENDIX B Hydraulic Calculations Project: Basin ID: Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness Ia = 58.70 percent Catchment Drainage Imperviousness I a = 58.70 percent Catchment Drainage Area A = 2.040 acres Catchment Drainage Area A = 2.040 acres Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 7 minutes Time of Concentration of Watershed Tc = 7 minutes Allowable Unit Release Rate q = 0.20 cfs/acre Allowable Unit Release Rate q = 0.50 cfs/acre One-hour Precipitation P1 = 1.40 inches One-hour Precipitation P 1 = 2.86 inches Design Rainfall IDF Formula i = C1* P1 /(C2+Tc )^C3 Design Rainfall IDF Formula i = C1 * P1/(C2 +Tc)^C3 Coefficient One C1 = 28.50 Coefficient One C 1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C 2 = 10 Coefficient Three C3 = 0.786 Coefficient Three C 3 = 0.786 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.50 Runoff Coefficient C = 0.63 Inflow Peak Runoff Qp-in = 4.45 cfs Inflow Peak Runoff Qp-in = 11.46 cfs Allowable Peak Outflow Rate Qp-out = 0.41 cfs Allowable Peak Outflow Rate Qp-out = 1.02 cfs Mod. FAA Minor Storage Volume = 4,865 cubic feet Mod. FAA Major Storage Volume = 12,663 cubic feet Mod. FAA Minor Storage Volume = 0.112 acre-ft Mod. FAA Major Storage Volume = 0.291 acre-ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr cubic feet "m" cfs cubic feet cubic feet minutes inches / hr cubic feet "m" cfs cubic feet cubic feet (input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0 0.00 0.00 0 0 0 0.00 0 0.00 0.00 0 0 5 4.75 1,453 1.00 0.41 122 1,331 5 9.70 3,740 1.00 1.02 306 3,434 10 3.79 2,318 0.84 0.34 204 2,114 10 7.74 5,967 0.84 0.85 511 5,456 15 3.18 2,918 0.72 0.30 266 2,652 15 6.49 7,510 0.72 0.74 664 6,846 20 2.75 3,371 0.67 0.27 327 3,044 20 5.63 8,677 0.67 0.68 817 7,859 25 2.44 3,733 0.63 0.26 388 3,345 25 4.98 9,608 0.63 0.65 970 8,638 30 2.20 4,033 0.61 0.25 449 3,584 30 4.49 10,381 0.61 0.62 1,123 9,258 35 2.00 4,289 0.60 0.24 510 3,779 35 4.09 11,040 0.60 0.61 1,276 9,764 40 1.84 4,512 0.58 0.24 572 3,941 40 3.77 11,615 0.58 0.60 1,429 10,186 45 1.71 4,710 0.57 0.23 633 4,077 45 3.49 12,123 0.57 0.59 1,582 10,541 50 1.60 4,887 0.57 0.23 694 4,193 50 3.26 12,580 0.57 0.58 1,735 10,845 55 1.50 5,048 0.56 0.23 755 4,293 55 3.06 12,994 0.56 0.57 1,888 11,106 60 1.41 5,196 0.56 0.23 816 4,379 60 2.89 13,373 0.56 0.57 2,041 11,332 65 1.34 5,331 0.55 0.23 878 4,454 65 2.74 13,723 0.55 0.56 2,194 11,529 70 1.27 5,457 0.55 0.22 939 4,519 70 2.60 14,048 0.55 0.56 2,347 11,701 75 1.21 5,575 0.54 0.22 1,000 4,575 75 2.48 14,351 0.54 0.56 2,500 11,851 80 1.16 5,686 0.54 0.22 1,061 4,624 80 2.37 14,635 0.54 0.55 2,653 11,982 85 1.11 5,790 0.54 0.22 1,122 4,667 85 2.27 14,903 0.54 0.55 2,806 12,097 90 1.07 5,888 0.54 0.22 1,184 4,704 90 2.18 15,156 0.54 0.55 2,959 12,197 95 1.03 5,981 0.54 0.22 1,245 4,736 95 2.10 15,396 0.54 0.55 3,112 12,284 100 0.99 6,070 0.53 0.22 1,306 4,764 100 2.03 15,624 0.53 0.54 3,265 12,359 105 0.96 6,155 0.53 0.22 1,367 4,787 105 1.96 15,842 0.53 0.54 3,418 12,424 110 0.93 6,236 0.53 0.22 1,428 4,807 110 1.89 16,051 0.53 0.54 3,571 12,479 115 0.90 6,313 0.53 0.22 1,490 4,824 115 1.83 16,250 0.53 0.54 3,724 12,526 120 0.87 6,388 0.53 0.22 1,551 4,837 120 1.78 16,442 0.53 0.54 3,877 12,565 125 0.84 6,459 0.53 0.21 1,612 4,847 125 1.72 16,626 0.53 0.54 4,030 12,596 Project: Basin ID: UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3, Released March 2012 DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Brookdale Senior Living Basin A Inflow and Outflow Volumes vs. Rainfall Duration 0 5,000 10,000 15,000 20,000 25,000 0 50 100 150 200 250 300 350 Duration (Minutes) Volume (Cubic Feet) Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume 39674.00 UD-Detention BASIN A.xls, Modified FAA 6/6/2012, 10:20 AM Project: Basin ID: Design Information (Input): Width of Pond Bottom, W = ft Right Triangle OR… Length of Pond Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': 0.112 0.291 acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Stage Side Pond Pond Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft 2 ft 2 User ft 3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 4979.00 (input) 1,176 0 0.027 0.000 4980.00 4.00 0.00 0.00 6,904 4,040 0.158 0.093 10-YR WSE 4980.12 4.00 0.00 0.00 7,246 4,889 0.166 0.112 0.112 4981.00 4.00 0.00 0.00 9,754 12,369 0.224 0.284 100-YR WSE 4981.03 4.00 0.00 0.00 9,805 12,662 0.225 0.291 0.291 4982.00 4.00 0.00 0.00 11,470 22,981 0.263 0.528 Freeboard 4983.00 4.00 0.00 0.00 11,934 34,683 0.274 0.796 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Project: Basin ID: STAGE-STORAGE SIZING FOR POLYGONAL, ELLIPTICAL, OR IRREGULAR PONDS STAGE-STORAGE CURVE FOR THE POND 100.00 1100.00 2100.00 3100.00 4100.00 5100.00 6100.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 Storage (acre-feet) Stage (ft. elev.) 39674.00 UD-Detention BASIN A.xls, Pond 7/13/2012, 10:17 AM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 58.7 percent Diameter of holes, D = 0.593 in. Time to Drain the Pond = 40 hours Catchment Area, A = 2.040 acres Number of holes per row, N = 1 Depth at WQCV outlet above lowest perforation, H = 12 inches OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 3 Height of slot, H = in. Orifice discharge coefficient, Co = 0.63 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.010 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.232 watershed inches Water Quality Capture Volume (WQCV) = 0.039 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.047 acre-feet Recommended maximum outlet area per row (based on 4" vertical spacing of rows), Ao = 0.28 square inches Total opening area at each row based on user-input above, Ao = 0.28 square inches Total opening area at each row based on user-input above, Ao = 0.002 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 6 ft 4979.30 4979.63 4979.96 Flow (input) 4979.00 0.000 0.000 0.000 0.00 4980.00 0.008 0.006 0.002 0.02 4980.12 0.009 0.007 0.004 0.02 4981.00 0.013 0.011 0.010 0.03 4981.03 0.013 0.011 0.010 0.03 4982.00 0.016 0.015 0.014 0.04 4983.00 0.019 0.018 0.017 0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Brookdale Senior Living Basin A STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 0.00 1000.00 2000.00 3000.00 4000.00 5000.00 6000.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 Discharge (cfs) Stage (feet, elev.) 39674.00 UD-Detention BASIN A.xls, WQCV 7/13/2012, 10:19 AM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 4,981.06 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,979.55 feet Required Peak Flow through Orifice at Design Depth Q = 1.02 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 18.0 inches Orifice Coefficient Co = 0.63 Full-flow Capacity (Calculated) Full-flow area Af = 1.77 sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 7.8 cfs Percent of Design Flow = 764% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Theta = 0.81 rad Flow area Ao = 0.17 sq ft Top width of Orifice (inches) To = 12.96 inches Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.23 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,979.78 feet Resultant Peak Flow Through Orifice at Design Depth Qo = 1.0 cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.74 feet Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,979.67 feet Brookdale Senior Living Basin A RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES 39674.00 UD-Detention BASIN A.xls, Restrictor Plate 7/13/2012, 10:18 AM POND VOLUME PROVIDED Subdivision BROOKDALE SENIOR LIVING Project Name: CLARE BRIDGE Location FORT COLLINS Project No. 39674.00 By: JMT Volume=1/3 x Depth x (A+B+(A*B)^0.5) Checked By: 0 A - Upper Surface Date: 6/5/12 B - Lower Surface Basin A Stage Elevation Surface Area Volume Cumulative Volume Cumulative Volume (square feet) (cubic feet) (cubic feet) (acre feet) 0.00 4978.41 0 0 0 0.00 0.59 4979.00 1,154 229 229 0.01 1.59 4980.00 6,811 3,590 3,819 0.09 2.59 4981.00 9,657 8,193 12,012 0.28 3.59 4982.00 11,345 10,490 22,502 0.52 4.59 4983.00 13,283 12,301 34,803 0.80 Volume (acre feet) Volume Water Surface Elevation Water Quality 0.05 4979.55 10-Year Detention 0.00 #VALUE! 100-Year Detention 0.29 4981.06 X:\3960000.all\3967400\Excel\Drainage\39674.00 Drainage_Calcs.xls Page 1 of 1 7/13/2012 Project: Basin ID: Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. Circular Opening: Diameter in Inches Dia. = inches OR Rectangular Opening: Width in Feet W = 2.00 1.50 0.71 ft. Length (Height for Vertical) L or H = 2.00 0.25 0.21 ft. Percentage of Open Area After Trash Rack Reduction % open = 60 100 100 % Orifice Coefficient Co = 0.63 0.63 0.63 Weir Coefficient Cw = 3.00 Orifice Elevation (Bottom for Vertical) Eo = 4981.03 4,980.12 4,979.00 ft. Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) Ao = 2.40 0.38 0.15 sq. ft. OPTIONAL: User-Overide Net Opening Area Ao = sq. ft. Perimeter as Weir Length Lw = 6.40 ft. OPTIONAL: User-Overide Weir Length Lw = ft. Top Elevation of Vertical Orifice Opening, Top = 4980.37 4979.21 ft. Center Elevation of Vertical Orifice Opening, Cen = 4980.25 4979.11 ft. Horizontal Orifices Vertical Orifices Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor, & Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes (input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek) 4979.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4980.00 0.02 0.00 0.00 0.00 0.00 0.00 0.72 0.02 10-YR WSE 4980.12 0.02 0.00 0.00 0.00 0.00 0.00 0.76 0.02 4981.00 0.03 0.00 0.00 0.00 0.00 1.65 1.04 1.04 100-YR WSE 4981.03 0.03 0.00 0.00 0.00 0.00 1.68 1.05 1.05 4982.00 0.04 18.34 11.95 0.00 0.00 2.51 1.29 1.29 Freeboard 4983.00 0.05 53.09 17.03 0.00 0.00 3.15 1.50 1.50 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Project: Basin ID: Brookdale Senior Living Basin A STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE 4979.00 4979.50 4980.00 4980.50 4981.00 4981.50 4982.00 4982.50 4983.00 4983.50 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Discharge (cfs) Stage (feet, elev.) 39674.00 UD-Detention BASIN A.xls, Outlet 6/6/2012, 10:20 AM Project: Basin ID: Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness Ia = 60.07 percent Catchment Drainage Imperviousness I a = 60.07 percent Catchment Drainage Area A = 2.590 acres Catchment Drainage Area A = 2.590 acres Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 7 minutes Time of Concentration of Watershed Tc = 7 minutes Allowable Unit Release Rate q = 0.20 cfs/acre Allowable Unit Release Rate q = 0.50 cfs/acre One-hour Precipitation P1 = 1.40 inches One-hour Precipitation P 1 = 2.86 inches Design Rainfall IDF Formula i = C1* P1 /(C2+Tc )^C3 Design Rainfall IDF Formula i = C1 * P1/(C2 +Tc)^C3 Coefficient One C1 = 28.50 Coefficient One C 1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C 2 = 10 Coefficient Three C3 = 0.786 Coefficient Three C 3 = 0.786 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.51 Runoff Coefficient C = 0.63 Inflow Peak Runoff Qp-in = 5.76 cfs Inflow Peak Runoff Qp-in = 14.55 cfs Allowable Peak Outflow Rate Qp-out = 0.52 cfs Allowable Peak Outflow Rate Qp-out = 1.30 cfs Mod. FAA Minor Storage Volume = 6,348 cubic feet Mod. FAA Major Storage Volume = 16,077 cubic feet Mod. FAA Minor Storage Volume = 0.146 acre-ft Mod. FAA Major Storage Volume = 0.369 acre-ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr cubic feet "m" cfs cubic feet cubic feet minutes inches / hr cubic feet "m" cfs cubic feet cubic feet (input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0 0.00 0.00 0 0 0 0.00 0 0.00 0.00 0 0 5 4.75 1,882 1.00 0.52 155 1,726 5 9.70 4,749 1.00 1.30 389 4,360 10 3.79 3,002 0.84 0.43 260 2,742 10 7.74 7,575 0.84 1.08 649 6,926 15 3.18 3,778 0.72 0.37 337 3,441 15 6.49 9,535 0.72 0.94 843 8,692 20 2.75 4,365 0.67 0.35 415 3,950 20 5.63 11,016 0.67 0.86 1,037 9,978 25 2.44 4,834 0.63 0.33 493 4,341 25 4.98 12,198 0.63 0.82 1,232 10,967 30 2.20 5,223 0.61 0.32 570 4,652 30 4.49 13,180 0.61 0.79 1,426 11,754 35 2.00 5,554 0.60 0.31 648 4,906 35 4.09 14,017 0.60 0.77 1,620 12,397 40 1.84 5,843 0.58 0.30 726 5,118 40 3.77 14,746 0.58 0.76 1,814 12,932 45 1.71 6,099 0.57 0.30 803 5,296 45 3.49 15,392 0.57 0.74 2,009 13,383 50 1.60 6,329 0.57 0.29 881 5,448 50 3.26 15,971 0.57 0.73 2,203 13,769 55 1.50 6,537 0.56 0.29 959 5,579 55 3.06 16,497 0.56 0.73 2,397 14,100 60 1.41 6,728 0.56 0.29 1,037 5,692 60 2.89 16,979 0.56 0.72 2,591 14,387 65 1.34 6,904 0.55 0.29 1,114 5,790 65 2.74 17,423 0.55 0.71 2,786 14,637 70 1.27 7,067 0.55 0.28 1,192 5,876 70 2.60 17,835 0.55 0.71 2,980 14,855 75 1.21 7,220 0.54 0.28 1,270 5,950 75 2.48 18,220 0.54 0.71 3,174 15,046 80 1.16 7,363 0.54 0.28 1,347 6,016 80 2.37 18,581 0.54 0.70 3,368 15,212 85 1.11 7,498 0.54 0.28 1,425 6,073 85 2.27 18,920 0.54 0.70 3,563 15,358 90 1.07 7,625 0.54 0.28 1,503 6,122 90 2.18 19,242 0.54 0.70 3,757 15,485 95 1.03 7,746 0.54 0.28 1,580 6,165 95 2.10 19,547 0.54 0.69 3,951 15,596 100 0.99 7,861 0.53 0.28 1,658 6,203 100 2.03 19,837 0.53 0.69 4,145 15,691 105 0.96 7,970 0.53 0.28 1,736 6,234 105 1.96 20,113 0.53 0.69 4,340 15,774 110 0.93 8,075 0.53 0.27 1,814 6,262 110 1.89 20,378 0.53 0.69 4,534 15,844 115 0.90 8,176 0.53 0.27 1,891 6,284 115 1.83 20,631 0.53 0.69 4,728 15,903 120 0.87 8,272 0.53 0.27 1,969 6,303 120 1.78 20,875 0.53 0.68 4,922 15,953 125 0.84 8,365 0.53 0.27 2,047 6,318 125 1.72 21,109 0.53 0.68 5,117 15,993 Project: Basin ID: UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3, Released March 2012 DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Brookdale Senior Living BASIN B Inflow and Outflow Volumes vs. Rainfall Duration 0 5,000 10,000 15,000 20,000 25,000 30,000 0 50 100 150 200 250 300 350 Duration (Minutes) Volume (Cubic Feet) Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume 39674.00 UD-Detention BASIN B.xls, Modified FAA 6/6/2012, 10:20 AM Project: Basin ID: Design Information (Input): Width of Pond Bottom, W = ft Right Triangle OR… Length of Pond Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': 0.146 0.369 acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Stage Side Pond Pond Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft 2 ft 2 User ft 3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 4977.50 (input) 0 0 0.000 0.000 4978.00 4.00 0.00 0.00 1,206 302 0.028 0.007 4979.00 4.00 0.00 0.00 4,425 3,117 0.102 0.072 4980.00 4.00 0.00 0.00 5,597 8,128 0.128 0.187 100-YR WSE 4980.39 4.00 0.00 0.00 14,277 12,003 0.328 0.276 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Project: Basin ID: STAGE-STORAGE SIZING FOR POLYGONAL, ELLIPTICAL, OR IRREGULAR PONDS STAGE-STORAGE CURVE FOR THE POND 4977.50 4978.00 4978.50 4979.00 4979.50 4980.00 4980.50 4981.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 Storage (acre-feet) Stage (ft. elev.) 39674.00 UD-Detention BASIN B.xls, Pond 7/13/2012, 10:20 AM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 60.2 percent Diameter of holes, D = 0.655 in. Time to Drain the Pond = 40 hours Catchment Area, A = 2.590 acres Number of holes per row, N = 1 Depth at WQCV outlet above lowest perforation, H = 12 inches OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 3 Height of slot, H = in. Orifice discharge coefficient, Co = 0.63 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.010 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.237 watershed inches Water Quality Capture Volume (WQCV) = 0.051 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.061 acre-feet Recommended maximum outlet area per row (based on 4" vertical spacing of rows), Ao = 0.34 square inches Total opening area at each row based on user-input above, Ao = 0.34 square inches Total opening area at each row based on user-input above, Ao = 0.002 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 6 ft 4978.33 4978.66 4978.99 Flow (input) 4977.50 0.000 0.000 0.000 0.00 4978.00 0.000 0.000 0.000 0.00 4979.00 0.010 0.007 0.001 0.02 4980.00 0.015 0.014 0.012 0.04 4980.39 0.017 0.016 0.014 0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Brookdale Senior Living BASIN B STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 0.00 1000.00 2000.00 3000.00 4000.00 5000.00 6000.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 Discharge (cfs) Stage (feet, elev.) 39674.00 UD-Detention BASIN B.xls, WQCV 7/13/2012, 10:19 AM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 4,980.94 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,978.84 feet Required Peak Flow through Orifice at Design Depth Q = 1.30 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 18.0 inches Orifice Coefficient Co = 0.63 Full-flow Capacity (Calculated) Full-flow area Af = 1.77 sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 10.4 cfs Percent of Design Flow = 802% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Theta = 0.82 rad Flow area Ao = 0.18 sq ft Top width of Orifice (inches) To = 13.20 inches Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.24 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,979.08 feet Resultant Peak Flow Through Orifice at Design Depth Qo = 1.3 cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.75 feet Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,978.96 feet Brookdale Senior Living BASIN B RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES 39674.00 UD-Detention BASIN B.xls, Restrictor Plate 7/13/2012, 10:21 AM POND VOLUME PROVIDED Subdivision BROOKDALE SENIOR LIVING Project Name: CLARE BRIDGE Location FORT COLLINS Project No. 39674.00 By: JMT Volume=1/3 x Depth x (A+B+(A*B)^0.5) Checked By: 0 A - Upper Surface Date: 6/5/12 B - Lower Surface Basin B Stage Elevation Surface Area Volume Cumulative Volume Cumulative Volume (square feet) (cubic feet) (cubic feet) (acre feet) 0.00 4977.50 0 0 0 0.00 0.50 4978.00 1,206 203 203 0.00 1.50 4979.00 4,425 2,647 2,850 0.07 2.50 4980.00 5,955 5,171 8,021 0.18 3.00 4980.50 8,675 3,636 11,657 0.27 3.50 4981.00 13,037 5,391 17,048 0.39 Volume (acre feet) Volume Water Surface Elevation Water Quality 0.06 4978.93 10-Year Detention xx #VALUE! 100-Year Detention 0.38 4980.96 X:\3960000.all\3967400\Excel\Drainage\39674.00 Drainage_Calcs.xls Page 1 of 1 7/13/2012 Project: Basin ID: Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. Circular Opening: Diameter in Inches Dia. = inches OR Rectangular Opening: Width in Feet W = 2.00 1.50 0.71 ft. Length (Height for Vertical) L or H = 2.00 0.25 0.21 ft. Percentage of Open Area After Trash Rack Reduction % open = 60 100 100 % Orifice Coefficient Co = 0.63 0.63 0.63 Weir Coefficient Cw = 3.00 Orifice Elevation (Bottom for Vertical) Eo = 4979.50 4,978.75 4,977.50 ft. Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) Ao = 2.40 0.38 0.15 sq. ft. OPTIONAL: User-Overide Net Opening Area Ao = sq. ft. Perimeter as Weir Length Lw = 6.40 ft. OPTIONAL: User-Overide Weir Length Lw = ft. Top Elevation of Vertical Orifice Opening, Top = 4979.00 4977.71 ft. Center Elevation of Vertical Orifice Opening, Cen = 4978.88 4977.61 ft. Horizontal Orifices Vertical Orifices Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor, & Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes (input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek) 4977.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4978.00 0.00 0.00 0.00 0.00 0.00 0.00 0.48 0.00 4979.00 0.02 0.00 0.00 0.00 0.00 0.67 0.90 0.69 4980.00 0.04 6.79 8.58 0.00 0.00 2.01 1.17 1.17 100-YR WSE 4980.39 0.05 16.12 11.45 0.00 0.00 2.33 1.27 1.27 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Project: Basin ID: Brookdale Senior Living BASIN B STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE 4977.50 4978.00 4978.50 4979.00 4979.50 4980.00 4980.50 4981.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Discharge (cfs) Stage (feet, elev.) 39674.00 UD-Detention BASIN B.xls, Outlet 6/6/2012, 10:20 AM Project: Basin ID: Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness Ia = 51.53 percent Catchment Drainage Imperviousness I a = 51.53 percent Catchment Drainage Area A = 1.200 acres Catchment Drainage Area A = 1.200 acres Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 6 minutes Time of Concentration of Watershed Tc = 6 minutes Allowable Unit Release Rate q = 0.20 cfs/acre Allowable Unit Release Rate q = 0.50 cfs/acre One-hour Precipitation P1 = 1.40 inches One-hour Precipitation P 1 = 2.86 inches Design Rainfall IDF Formula i = C1* P1 /(C2+Tc )^C3 Design Rainfall IDF Formula i = C1 * P1/(C2 +Tc)^C3 Coefficient One C1 = 28.50 Coefficient One C 1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C 2 = 10 Coefficient Three C3 = 0.786 Coefficient Three C 3 = 0.786 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.46 Runoff Coefficient C = 0.61 Inflow Peak Runoff Qp-in = 2.49 cfs Inflow Peak Runoff Qp-in = 6.75 cfs Allowable Peak Outflow Rate Qp-out = 0.24 cfs Allowable Peak Outflow Rate Qp-out = 0.60 cfs Mod. FAA Minor Storage Volume = 2,554 cubic feet Mod. FAA Major Storage Volume = 7,137 cubic feet Mod. FAA Minor Storage Volume = 0.059 acre-ft Mod. FAA Major Storage Volume = 0.164 acre-ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr cubic feet "m" cfs cubic feet cubic feet minutes inches / hr cubic feet "m" cfs cubic feet cubic feet (input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0 0.00 0.00 0 0 0 0.00 0 0.00 0.00 0 0 5 4.75 786 1.00 0.24 72 714 5 9.70 2,130 1.00 0.60 180 1,950 10 3.79 1,254 0.80 0.19 115 1,139 10 7.74 3,398 0.80 0.48 288 3,110 15 3.18 1,579 0.70 0.17 151 1,428 15 6.49 4,277 0.70 0.42 378 3,899 20 2.75 1,824 0.65 0.16 187 1,637 20 5.63 4,942 0.65 0.39 468 4,474 25 2.44 2,020 0.62 0.15 223 1,797 25 4.98 5,472 0.62 0.37 558 4,914 30 2.20 2,183 0.60 0.14 259 1,923 30 4.49 5,913 0.60 0.36 648 5,265 35 2.00 2,321 0.59 0.14 295 2,026 35 4.09 6,288 0.59 0.35 738 5,550 40 1.84 2,442 0.58 0.14 331 2,111 40 3.77 6,615 0.58 0.35 828 5,787 45 1.71 2,549 0.57 0.14 367 2,182 45 3.49 6,905 0.57 0.34 918 5,987 50 1.60 2,645 0.56 0.13 403 2,242 50 3.26 7,165 0.56 0.34 1,008 6,157 55 1.50 2,732 0.55 0.13 439 2,293 55 3.06 7,401 0.55 0.33 1,098 6,303 60 1.41 2,812 0.55 0.13 475 2,336 60 2.89 7,617 0.55 0.33 1,188 6,429 65 1.34 2,885 0.55 0.13 511 2,374 65 2.74 7,816 0.55 0.33 1,278 6,538 70 1.27 2,953 0.54 0.13 547 2,406 70 2.60 8,001 0.54 0.33 1,368 6,633 75 1.21 3,017 0.54 0.13 583 2,434 75 2.48 8,174 0.54 0.32 1,458 6,716 80 1.16 3,077 0.54 0.13 619 2,458 80 2.37 8,335 0.54 0.32 1,548 6,787 85 1.11 3,133 0.54 0.13 655 2,478 85 2.27 8,488 0.54 0.32 1,638 6,850 90 1.07 3,186 0.53 0.13 691 2,495 90 2.18 8,632 0.53 0.32 1,728 6,904 95 1.03 3,237 0.53 0.13 727 2,510 95 2.10 8,769 0.53 0.32 1,818 6,951 100 0.99 3,285 0.53 0.13 763 2,522 100 2.03 8,899 0.53 0.32 1,908 6,991 105 0.96 3,331 0.53 0.13 799 2,532 105 1.96 9,023 0.53 0.32 1,998 7,025 110 0.93 3,375 0.53 0.13 835 2,539 110 1.89 9,142 0.53 0.32 2,088 7,054 115 0.90 3,417 0.53 0.13 871 2,545 115 1.83 9,255 0.53 0.32 2,178 7,077 120 0.87 3,457 0.53 0.13 907 2,550 120 1.78 9,365 0.53 0.32 2,268 7,097 125 0.84 3,496 0.52 0.13 943 2,552 125 1.72 9,470 0.52 0.31 2,358 7,112 Project: Basin ID: DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Brookdale Senior Living BASIN C UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3, Released March 2012 Inflow and Outflow Volumes vs. Rainfall Duration 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 0 50 100 150 200 250 300 350 Duration (Minutes) Volume (Cubic Feet) Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume 39674.00 UD-Detention BASIN C.xls, Modified FAA 6/6/2012, 10:20 AM Project: Basin ID: Design Information (Input): Width of Pond Bottom, W = ft Right Triangle OR… Length of Pond Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': 0.059 0.164 acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Stage Side Pond Pond Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft 2 ft 2 User ft 3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 4980.00 (input) 206 0 0.005 0.000 4981.00 4.00 0.00 0.00 5,794 3,000 0.133 0.069 100-YR WSE 4982.00 4.00 0.00 0.00 7,277 9,536 0.167 0.219 0.164 4982.26 4.00 0.00 0.00 8,007 11,522 0.184 0.265 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Project: Basin ID: STAGE-STORAGE SIZING FOR POLYGONAL, ELLIPTICAL, OR IRREGULAR PONDS STAGE-STORAGE CURVE FOR THE POND 4977.50 4978.00 4978.50 4979.00 4979.50 4980.00 4980.50 4981.00 4981.50 4982.00 4982.50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 Storage (acre-feet) Stage (ft. elev.) 39674.00 UD-Detention BASIN C.xls, Pond 7/13/2012, 10:21 AM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 51.5 percent Diameter of holes, D = 0.655 in. Time to Drain the Pond = 40 hours Catchment Area, A = 1.200 acres Number of holes per row, N = 1 Depth at WQCV outlet above lowest perforation, H = 12 inches OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 3 Height of slot, H = in. Orifice discharge coefficient, Co = 0.63 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.010 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.210 watershed inches Water Quality Capture Volume (WQCV) = 0.021 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.025 acre-feet Recommended maximum outlet area per row (based on 4" vertical spacing of rows), Ao = 0.17 square inches Total opening area at each row based on user-input above, Ao = 0.34 square inches Total opening area at each row based on user-input above, Ao = 0.002 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 6 ft 4978.33 4978.66 4978.99 Flow (input) 4977.50 0.000 0.000 0.000 0.00 4978.00 0.000 0.000 0.000 0.00 4979.00 0.010 0.007 0.001 0.02 4980.00 0.015 0.014 0.012 0.04 4980.39 0.017 0.016 0.014 0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Brookdale Senior Living BASIN C STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 0.00 1000.00 2000.00 3000.00 4000.00 5000.00 6000.00 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 Discharge (cfs) Stage (feet, elev.) 39674.00 UD-Detention BASIN C.xls, WQCV 7/13/2012, 10:21 AM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 4,981.88 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,980.11 feet Required Peak Flow through Orifice at Design Depth Q = 0.60 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 18.0 inches Orifice Coefficient Co = 0.63 Full-flow Capacity (Calculated) Full-flow area Af = 1.77 sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 9.0 cfs Percent of Design Flow = 1503% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Theta = 0.64 rad Flow area Ao = 0.09 sq ft Top width of Orifice (inches) To = 10.78 inches Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.15 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,980.26 feet Resultant Peak Flow Through Orifice at Design Depth Qo = 0.6 cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.60 feet Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,980.19 feet Brookdale Senior Living BASIN C RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES 39674.00 UD-Detention BASIN C.xls, Restrictor Plate 7/13/2012, 10:22 AM POND VOLUME PROVIDED Subdivision BROOKDALE SENIOR LIVING Project Name: CLARE BRIDGE Location FORT COLLINS Project No. 39674.00 By: JMT Volume=1/3 x Depth x (A+B+(A*B)^0.5) Checked By: 0 A - Upper Surface Date: 6/5/12 B - Lower Surface Basin C Stage Elevation Surface Area Volume Cumulative Volume Cumulative Volume (square feet) (cubic feet) (cubic feet) (acre feet) 0.00 4979.16 0 0 0 0.00 0.84 4980.00 2,070 584 584 0.01 1.84 4981.00 6,119 3,916 4,500 0.10 2.84 4982.00 7,324 6,712 11,212 0.26 3.84 4983.00 7,324 7,324 18,536 0.43 Volume (acre feet) Volume Water Surface Elevation Water Quality 0.03 4980.13 10-Year Detention 0.00 #VALUE! 100-Year Detention 0.24 4981.89 X:\3960000.all\3967400\Excel\Drainage\39674.00 Drainage_Calcs.xls Page 1 of 1 7/13/2012 Project: Basin ID: Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. Circular Opening: Diameter in Inches Dia. = inches OR Rectangular Opening: Width in Feet W = 2.00 1.50 0.64 ft. Length (Height for Vertical) L or H = 2.00 0.25 0.14 ft. Percentage of Open Area After Trash Rack Reduction % open = 60 100 100 % Orifice Coefficient Co = 0.63 0.63 0.63 Weir Coefficient Cw = 3.00 Orifice Elevation (Bottom for Vertical) Eo = 4981.75 4,981.00 4,980.00 ft. Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) Ao = 2.40 0.38 0.09 sq. ft. OPTIONAL: User-Overide Net Opening Area Ao = sq. ft. Perimeter as Weir Length Lw = 6.40 ft. OPTIONAL: User-Overide Weir Length Lw = ft. Top Elevation of Vertical Orifice Opening, Top = 4981.25 4980.14 ft. Center Elevation of Vertical Orifice Opening, Cen = 4981.13 4980.07 ft. Horizontal Orifices Vertical Orifices Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor, & Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes (input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek) 4980.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4981.00 0.00 0.00 0.00 0.00 0.00 0.00 0.44 0.00 100-YR WSE 4982.00 0.02 2.40 6.07 0.00 0.00 1.77 0.63 0.63 4982.26 0.04 6.99 8.67 0.00 0.00 2.02 0.67 0.67 0.05 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Project: Basin ID: Brookdale Senior Living BASIN C STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE 4980.00 4980.50 4981.00 4981.50 4982.00 4982.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Discharge (cfs) Stage (feet, elev.) 39674.00 UD-Detention BASIN C.xls, Outlet 6/6/2012, 10:20 AM APPENDIX C Drainage Maps Know what's X:\3960000.all\3967400\Drawings\Sheet Dwgs\CD's\3967401DR.dwg, DRAINAGE AND EROSION CONTROL, 8/23/2012 11:54:03 AM, GengH Know what's SEE SPECIFIC POND DATA BELOW NORTH POND OUTLET (A) SOUTHEAST POND OUTLET (B) SOUTHWEST POND OUTLET (C) X:\3960000.all\3967400\Drawings\Sheet Dwgs\CD's\3967401Dt01.dwg, DETAIL SHEET 2, 8/23/2012 11:57:32 AM, GengH Know what's X:\3960000.all\3967400\Drawings\Sheet Dwgs\CD's\3967401Dt01.dwg, DETAIL SHEET 3, 8/23/2012 11:56:28 AM, GengH #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Routing 2: Water flows through WQCV plate and #1 vertical opening and #1 horizontal opening into #2 vertical opening (#2 horizontal opening is not used). STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Brookdale Senior Living BASIN C Current Routing Order is #2 W.S. EL. WQ W.S. EL. Minor W.S. EL. Major WQ H1 H2 V1 V2 Routing Order #1 (Standard) V1 W.S. EL. WQ W.S. EL. Design Storm WQ H1 Routing Order #3 (Single Stage) Routing Order #4 V2 V1 H1 WQ W.S. EL. Major W.S. EL. Minor W.S. EL. WQ W.S. EL. Emergency Spillway Emergency Overflow into Pipe- H2 V2 H1 WQ W.S. EL. Major W.S. EL. Minor W.S. EL. WQ V1 Routing Order #2 39674.00 UD-Detention BASIN C.xls, Outlet 6/6/2012, 10:20 AM #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Brookdale Senior Living BASIN C Water Quality Capture Volume Method Selected (40-Hour Release) 39674.00 UD-Detention BASIN C.xls, WQCV 7/13/2012, 10:21 AM #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A STAGE-STORAGE SIZING FOR POLYGONAL, ELLIPTICAL, OR IRREGULAR PONDS Brookdale Senior Living Check Pond Shape BASIN C 39674.00 UD-Detention BASIN C.xls, Pond 7/13/2012, 10:21 AM 130 0.82 3,533 0.52 0.13 979 2,554 130 1.68 9,571 0.52 0.31 2,448 7,123 135 0.80 3,569 0.52 0.13 1,015 2,554 135 1.63 9,669 0.52 0.31 2,538 7,131 140 0.78 3,604 0.52 0.13 1,051 2,553 140 1.59 9,763 0.52 0.31 2,628 7,135 145 0.76 3,638 0.52 0.12 1,087 2,551 145 1.55 9,855 0.52 0.31 2,718 7,137 150 0.74 3,670 0.52 0.12 1,123 2,547 150 1.51 9,943 0.52 0.31 2,808 7,135 155 0.72 3,702 0.52 0.12 1,159 2,543 155 1.47 10,029 0.52 0.31 2,898 7,131 160 0.70 3,733 0.52 0.12 1,195 2,538 160 1.44 10,113 0.52 0.31 2,988 7,125 165 0.69 3,763 0.52 0.12 1,231 2,532 165 1.41 10,194 0.52 0.31 3,078 7,116 170 0.67 3,792 0.52 0.12 1,267 2,525 170 1.38 10,273 0.52 0.31 3,168 7,105 175 0.66 3,820 0.52 0.12 1,303 2,517 175 1.35 10,349 0.52 0.31 3,258 7,091 180 0.65 3,848 0.52 0.12 1,339 2,509 180 1.32 10,424 0.52 0.31 3,348 7,076 185 0.63 3,875 0.52 0.12 1,375 2,500 185 1.29 10,497 0.52 0.31 3,438 7,059 190 0.62 3,901 0.52 0.12 1,411 2,490 190 1.27 10,569 0.52 0.31 3,528 7,041 195 0.61 3,927 0.52 0.12 1,447 2,480 195 1.24 10,638 0.52 0.31 3,618 7,020 200 0.60 3,952 0.52 0.12 1,483 2,469 200 1.22 10,706 0.52 0.31 3,708 6,998 205 0.59 3,977 0.51 0.12 1,519 2,457 205 1.20 10,773 0.51 0.31 3,798 6,975 210 0.58 4,001 0.51 0.12 1,555 2,446 210 1.18 10,838 0.51 0.31 3,888 6,950 215 0.57 4,024 0.51 0.12 1,591 2,433 215 1.15 10,902 0.51 0.31 3,978 6,924 220 0.56 4,047 0.51 0.12 1,627 2,420 220 1.13 10,964 0.51 0.31 4,068 6,896 225 0.55 4,070 0.51 0.12 1,663 2,407 225 1.12 11,025 0.51 0.31 4,158 6,867 230 0.54 4,092 0.51 0.12 1,699 2,393 230 1.10 11,085 0.51 0.31 4,248 6,837 235 0.53 4,114 0.51 0.12 1,735 2,379 235 1.08 11,144 0.51 0.31 4,338 6,806 240 0.52 4,135 0.51 0.12 1,771 2,364 240 1.06 11,202 0.51 0.31 4,428 6,774 245 0.51 4,156 0.51 0.12 1,807 2,349 245 1.05 11,259 0.51 0.31 4,518 6,741 250 0.50 4,177 0.51 0.12 1,843 2,334 250 1.03 11,315 0.51 0.31 4,608 6,707 255 0.50 4,197 0.51 0.12 1,879 2,318 255 1.02 11,370 0.51 0.31 4,698 6,672 260 0.49 4,217 0.51 0.12 1,915 2,302 260 1.00 11,423 0.51 0.31 4,788 6,635 265 0.48 4,236 0.51 0.12 1,951 2,285 265 0.99 11,476 0.51 0.31 4,878 6,598 270 0.48 4,256 0.51 0.12 1,987 2,268 270 0.97 11,528 0.51 0.31 4,968 6,560 275 0.47 4,275 0.51 0.12 2,023 2,251 275 0.96 11,580 0.51 0.31 5,058 6,522 280 0.46 4,293 0.51 0.12 2,059 2,234 280 0.95 11,630 0.51 0.31 5,148 6,482 285 0.46 4,311 0.51 0.12 2,095 2,216 285 0.93 11,680 0.51 0.31 5,238 6,442 290 0.45 4,330 0.51 0.12 2,131 2,198 290 0.92 11,729 0.51 0.31 5,328 6,401 295 0.44 4,347 0.51 0.12 2,167 2,180 295 0.91 11,777 0.51 0.31 5,418 6,359 300 0.44 4,365 0.51 0.12 2,203 2,162 300 0.90 11,825 0.51 0.31 5,508 6,317 Mod. FAA Minor Storage Volume (cubic ft.) = 2,554 Mod. FAA Major Storage Volume (cubic ft.) = 7,137 Mod. FAA Minor Storage Volume (acre-ft.) = 0.0586 Mod. FAA Major Storage Volume (acre-ft.) = 0.1638 DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Brookdale Senior Living BASIN C Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3, Released March 2012 Determination of MINOR Detention Volume Using Modified FAA Method 39674.00 UD-Detention BASIN C.xls, Modified FAA 6/6/2012, 10:20 AM #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Routing 2: Water flows through WQCV plate and #1 vertical opening and #1 horizontal opening into #2 vertical opening (#2 horizontal opening is not used). STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Brookdale Senior Living BASIN B Current Routing Order is #2 W.S. EL. WQ W.S. EL. Minor W.S. EL. Major WQ H1 H2 V1 V2 Routing Order #1 (Standard) V1 W.S. EL. WQ W.S. EL. Design Storm WQ H1 Routing Order #3 (Single Stage) Routing Order #4 V2 V1 H1 WQ W.S. EL. Major W.S. EL. Minor W.S. EL. WQ W.S. EL. Emergency Spillway Emergency Overflow into Pipe- H2 V2 H1 WQ W.S. EL. Major W.S. EL. Minor W.S. EL. WQ V1 Routing Order #2 39674.00 UD-Detention BASIN B.xls, Outlet 6/6/2012, 10:20 AM #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Brookdale Senior Living BASIN B Water Quality Capture Volume Method Selected (40-Hour Release) 39674.00 UD-Detention BASIN B.xls, WQCV 7/13/2012, 10:19 AM #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A STAGE-STORAGE SIZING FOR POLYGONAL, ELLIPTICAL, OR IRREGULAR PONDS Brookdale Senior Living Check Pond Shape BASIN B 39674.00 UD-Detention BASIN B.xls, Pond 7/13/2012, 10:20 AM 130 0.82 8,454 0.53 0.27 2,124 6,330 130 1.68 21,335 0.53 0.68 5,311 16,024 135 0.80 8,541 0.52 0.27 2,202 6,339 135 1.63 21,553 0.52 0.68 5,505 16,048 140 0.78 8,624 0.52 0.27 2,280 6,344 140 1.59 21,763 0.52 0.68 5,699 16,064 145 0.76 8,705 0.52 0.27 2,357 6,347 145 1.55 21,967 0.52 0.68 5,894 16,073 150 0.74 8,783 0.52 0.27 2,435 6,348 150 1.51 22,164 0.52 0.68 6,088 16,077 155 0.72 8,859 0.52 0.27 2,513 6,346 155 1.47 22,356 0.52 0.68 6,282 16,074 160 0.70 8,933 0.52 0.27 2,591 6,342 160 1.44 22,542 0.52 0.67 6,476 16,066 165 0.69 9,004 0.52 0.27 2,668 6,336 165 1.41 22,723 0.52 0.67 6,671 16,052 170 0.67 9,074 0.52 0.27 2,746 6,328 170 1.38 22,899 0.52 0.67 6,865 16,034 175 0.66 9,142 0.52 0.27 2,824 6,318 175 1.35 23,070 0.52 0.67 7,059 16,011 180 0.65 9,208 0.52 0.27 2,901 6,307 180 1.32 23,237 0.52 0.67 7,253 15,983 185 0.63 9,273 0.52 0.27 2,979 6,294 185 1.29 23,400 0.52 0.67 7,448 15,952 190 0.62 9,336 0.52 0.27 3,057 6,279 190 1.27 23,558 0.52 0.67 7,642 15,917 195 0.61 9,397 0.52 0.27 3,134 6,263 195 1.24 23,714 0.52 0.67 7,836 15,878 200 0.60 9,457 0.52 0.27 3,212 6,245 200 1.22 23,865 0.52 0.67 8,030 15,835 205 0.59 9,516 0.52 0.27 3,290 6,226 205 1.20 24,014 0.52 0.67 8,225 15,789 210 0.58 9,573 0.52 0.27 3,368 6,206 210 1.18 24,159 0.52 0.67 8,419 15,740 215 0.57 9,630 0.52 0.27 3,445 6,185 215 1.15 24,301 0.52 0.67 8,613 15,688 220 0.56 9,685 0.52 0.27 3,523 6,162 220 1.13 24,440 0.52 0.67 8,807 15,633 225 0.55 9,739 0.51 0.27 3,601 6,138 225 1.12 24,577 0.51 0.67 9,002 15,575 230 0.54 9,792 0.51 0.27 3,678 6,114 230 1.10 24,711 0.51 0.67 9,196 15,515 235 0.53 9,844 0.51 0.27 3,756 6,088 235 1.08 24,842 0.51 0.67 9,390 15,452 240 0.52 9,895 0.51 0.27 3,834 6,061 240 1.06 24,971 0.51 0.67 9,584 15,387 245 0.51 9,945 0.51 0.27 3,911 6,034 245 1.05 25,097 0.51 0.67 9,779 15,319 250 0.50 9,995 0.51 0.27 3,989 6,005 250 1.03 25,222 0.51 0.66 9,973 15,249 255 0.50 10,043 0.51 0.27 4,067 5,976 255 1.02 25,344 0.51 0.66 10,167 15,177 260 0.49 10,091 0.51 0.27 4,145 5,946 260 1.00 25,464 0.51 0.66 10,361 15,103 265 0.48 10,137 0.51 0.27 4,222 5,915 265 0.99 25,582 0.51 0.66 10,556 15,026 270 0.48 10,183 0.51 0.27 4,300 5,883 270 0.97 25,698 0.51 0.66 10,750 14,948 275 0.47 10,229 0.51 0.27 4,378 5,851 275 0.96 25,812 0.51 0.66 10,944 14,868 280 0.46 10,273 0.51 0.27 4,455 5,818 280 0.95 25,925 0.51 0.66 11,138 14,787 285 0.46 10,317 0.51 0.27 4,533 5,784 285 0.93 26,036 0.51 0.66 11,333 14,703 290 0.45 10,360 0.51 0.26 4,611 5,750 290 0.92 26,145 0.51 0.66 11,527 14,618 295 0.44 10,403 0.51 0.26 4,688 5,715 295 0.91 26,252 0.51 0.66 11,721 14,531 300 0.44 10,445 0.51 0.26 4,766 5,679 300 0.90 26,358 0.51 0.66 11,915 14,443 Mod. FAA Minor Storage Volume (cubic ft.) = 6,348 Mod. FAA Major Storage Volume (cubic ft.) = 16,077 Mod. FAA Minor Storage Volume (acre-ft.) = 0.1457 Mod. FAA Major Storage Volume (acre-ft.) = 0.3691 Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3, Released March 2012 Determination of MINOR Detention Volume Using Modified FAA Method DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Brookdale Senior Living BASIN B 39674.00 UD-Detention BASIN B.xls, Modified FAA 6/6/2012, 10:20 AM #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Routing 2: Water flows through WQCV plate and #1 vertical opening and #1 horizontal opening into #2 vertical opening (#2 horizontal opening is not used). STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Brookdale Senior Living Basin A Current Routing Order is #2 W.S. EL. WQ W.S. EL. Minor W.S. EL. Major WQ H1 H2 V1 V2 Routing Order #1 (Standard) V1 W.S. EL. WQ W.S. EL. Design Storm WQ H1 Routing Order #3 (Single Stage) Routing Order #4 V2 V1 H1 WQ W.S. EL. Major W.S. EL. Minor W.S. EL. WQ W.S. EL. Emergency Spillway Emergency Overflow into Pipe- H2 V2 H1 WQ W.S. EL. Major W.S. EL. Minor W.S. EL. WQ V1 Routing Order #2 39674.00 UD-Detention BASIN A.xls, Outlet 6/6/2012, 10:20 AM #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Brookdale Senior Living Basin A Water Quality Capture Volume Method Selected (40-Hour Release) 39674.00 UD-Detention BASIN A.xls, WQCV 7/13/2012, 10:19 AM #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A STAGE-STORAGE SIZING FOR POLYGONAL, ELLIPTICAL, OR IRREGULAR PONDS Brookdale Senior Living Check Pond Shape Basin A 39674.00 UD-Detention BASIN A.xls, Pond 7/13/2012, 10:17 AM 130 0.82 6,528 0.53 0.21 1,673 4,855 130 1.68 16,804 0.53 0.54 4,183 12,621 135 0.80 6,595 0.52 0.21 1,734 4,861 135 1.63 16,976 0.52 0.54 4,336 12,640 140 0.78 6,660 0.52 0.21 1,796 4,864 140 1.59 17,142 0.52 0.53 4,489 12,653 145 0.76 6,722 0.52 0.21 1,857 4,865 145 1.55 17,302 0.52 0.53 4,642 12,660 150 0.74 6,782 0.52 0.21 1,918 4,864 150 1.51 17,458 0.52 0.53 4,795 12,663 155 0.72 6,841 0.52 0.21 1,979 4,862 155 1.47 17,608 0.52 0.53 4,948 12,660 160 0.70 6,898 0.52 0.21 2,040 4,857 160 1.44 17,755 0.52 0.53 5,101 12,654 165 0.69 6,953 0.52 0.21 2,102 4,852 165 1.41 17,897 0.52 0.53 5,254 12,643 170 0.67 7,007 0.52 0.21 2,163 4,844 170 1.38 18,036 0.52 0.53 5,407 12,629 175 0.66 7,059 0.52 0.21 2,224 4,835 175 1.35 18,171 0.52 0.53 5,560 12,611 180 0.65 7,110 0.52 0.21 2,285 4,825 180 1.32 18,302 0.52 0.53 5,713 12,589 185 0.63 7,160 0.52 0.21 2,346 4,814 185 1.29 18,431 0.52 0.53 5,866 12,564 190 0.62 7,209 0.52 0.21 2,408 4,801 190 1.27 18,556 0.52 0.53 6,019 12,537 195 0.61 7,256 0.52 0.21 2,469 4,788 195 1.24 18,678 0.52 0.53 6,172 12,506 200 0.60 7,303 0.52 0.21 2,530 4,773 200 1.22 18,797 0.52 0.53 6,325 12,472 205 0.59 7,348 0.52 0.21 2,591 4,757 205 1.20 18,914 0.52 0.53 6,478 12,436 210 0.58 7,393 0.52 0.21 2,652 4,740 210 1.18 19,029 0.52 0.53 6,631 12,398 215 0.57 7,436 0.52 0.21 2,714 4,723 215 1.15 19,141 0.52 0.53 6,784 12,357 220 0.56 7,479 0.52 0.21 2,775 4,704 220 1.13 19,250 0.52 0.53 6,937 12,313 225 0.55 7,521 0.51 0.21 2,836 4,685 225 1.12 19,358 0.51 0.53 7,090 12,268 230 0.54 7,561 0.51 0.21 2,897 4,664 230 1.10 19,463 0.51 0.52 7,243 12,220 235 0.53 7,602 0.51 0.21 2,958 4,643 235 1.08 19,567 0.51 0.52 7,396 12,171 240 0.52 7,641 0.51 0.21 3,020 4,621 240 1.06 19,668 0.51 0.52 7,549 12,119 245 0.51 7,680 0.51 0.21 3,081 4,599 245 1.05 19,768 0.51 0.52 7,702 12,066 250 0.50 7,718 0.51 0.21 3,142 4,576 250 1.03 19,866 0.51 0.52 7,855 12,011 255 0.50 7,755 0.51 0.21 3,203 4,552 255 1.02 19,962 0.51 0.52 8,008 11,954 260 0.49 7,792 0.51 0.21 3,264 4,528 260 1.00 20,056 0.51 0.52 8,161 11,895 265 0.48 7,828 0.51 0.21 3,326 4,502 265 0.99 20,149 0.51 0.52 8,314 11,835 270 0.48 7,864 0.51 0.21 3,387 4,477 270 0.97 20,241 0.51 0.52 8,467 11,774 275 0.47 7,899 0.51 0.21 3,448 4,451 275 0.96 20,331 0.51 0.52 8,620 11,711 280 0.46 7,933 0.51 0.21 3,509 4,424 280 0.95 20,420 0.51 0.52 8,773 11,647 285 0.46 7,967 0.51 0.21 3,570 4,396 285 0.93 20,507 0.51 0.52 8,926 11,581 290 0.45 8,000 0.51 0.21 3,632 4,369 290 0.92 20,593 0.51 0.52 9,079 11,514 295 0.44 8,033 0.51 0.21 3,693 4,340 295 0.91 20,677 0.51 0.52 9,232 11,445 300 0.44 8,066 0.51 0.21 3,754 4,312 300 0.90 20,761 0.51 0.52 9,385 11,376 Mod. FAA Minor Storage Volume (cubic ft.) = 4,865 Mod. FAA Major Storage Volume (cubic ft.) = 12,663 Mod. FAA Minor Storage Volume (acre-ft.) = 0.1117 Mod. FAA Major Storage Volume (acre-ft.) = 0.2907 Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3, Released March 2012 Determination of MINOR Detention Volume Using Modified FAA Method DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Brookdale Senior Living Basin A 39674.00 UD-Detention BASIN A.xls, Modified FAA 6/6/2012, 10:20 AM L M I N G T O N D R ROM A VALL E Y D R R E DBER R Y C T H U M M E L L N M I L AN TERRA C E D R G L OBE C T I N N O V A T I O N D R F O S SIL RI D G E DR S I L K O A K D R G REENV A L E D R B L U E S T E M C T G OLDE N W I L L O W D R P A R KW A Y C I R N PI N N AC L E PL O A K P A R K D R LIV E OA K CT FELTLEAF CT G R I F FITH D R B E L V E D ER E C T F A I RW A Y S I X DR R I V E R O A K DR FRONT N I N E D R P A R KWAY CIR W STOVER ST W IL L O W S P R I N G S W A Y PASSWAY HAX T O N DR BARBE R R Y DR GREENWAY DR MEADOW RUN DR SETON ST G R E E N V IEW DR FAI R W AY F I V E D R P L EASAN T O A K DR FOSS I L C T N V E N T U R I LN S A W G R A S S C T PARKWAY CIR E FANTAIL CT WHITE O A K CT NIC K LA U S CT TWIN O A K CT FOSSIL RIDGE D R E OAK LE A F CT SIL K O A K CT DORAL PL HIG H C A S T L E CT BULRUSH CT ARMSLEY CT ANTERO CT MAIL CREEK CT KEENLAND DR OAKRIDGE DR 6/5/2012 10:00:45 AM CITY GEOGRAPHICCOLLINS OF FORT INFORMATION SYSTEM MAP PRODUCTS © These and were map not products designed and or all intended underlying for general data are use developed by members for use of the by the public. City The of Fort City Collins makes for no its representation internal purposes or warranty only, as contours, to its accuracy, property timeliness, boundaries, or or completeness, placement of location and in particular, of any map its features accuracy thereon. in labeling THE or CITY displaying OF FORT dimensions,COLLINS MAKES NO OREXPRESSED WARRANTY IMPLIED, WITH OF RESPECT MERCHANTABILITY TO THESE OR MAP WARRANTY PRODUCTS FOR OR FITNESS THE UNDERLYING OF USE FOR DATA. PARTICULAR Any users PURPOSE, of these map products, map covenantsfurther applications, and agrees or data, to hold accepts the City same harmless AS IS, WITH from and ALL against FAULTS, all damage, and assumes loss, all or liability responsibility arising of from the any use use thereof, of this and map product, Independent in consideration verification of of all the data City's contained having made herein this should information be obtained available.by any users of these products, or underlying data. The which City arises disclaims, or may and arise shall from not these be held map liable products for any or the and use all damage, thereof by loss, any or person liability, or whether entity. direct, indirect, or consequential, 0 260 520 1,040 1,560 2,080 2,600 3,120 Feet L e g n d aR i orl a d L ni e s eC n et r nil e L a b le s iC yt F l oo d p al ni siH g h R si k C ti y F ol o wd a y - A er a o f 1 00 -y e a r olf o d p al ni w i ht g er a et s t ed p ht s a n d af iH ts g e h R v si k ol C ic ti it y se F . o d nir g e - Ma y nI c ul d :e - A r ae s o f F C E ti MA y 01 1 0 00 - e ey a f r ol olf o d lp p a al ni ( c EF ul MA d g Z p no o e n s id A , g EA a er O s , na d A h H e ) te f hT ol e w a i er s 1 w % ti h n a ev au r l ga c e ah d n p ht s a o t f -1 se 3 ef a e r .t ae s w li l eb f ol o d de . G or w ht M na a g me ne t A er a aP niL r sk ec sl L M I N G T O N D R ROM A VALL E Y D R R E DBER R Y C T H U M M E L L N M I L AN TERRA C E D R G L OBE C T I N N O V A T I O N D R F O S SIL RI D G E DR S I L K O A K D R G REENV A L E D R B L U E S T E M C T G OLDE N W I L L O W D R P A R KW A Y C I R N PI N N AC L E PL O A K P A R K D R LIV E OA K CT FELTLEAF CT G R I F FITH D R B E L V E D ER E C T F A I RW A Y S I X DR R I V E R O A K DR FRONT N I N E D R P A R KWAY CIR W STOVER ST W IL L O W S P R I N G S W A Y PASSWAY HAX T O N DR BARBE R R Y DR GREENWAY DR MEADOW RUN DR SETON ST G R E E N V IEW DR FAI R W AY F I V E D R P L EASAN T O A K DR FOSS I L C T N V E N T U R I LN S A W G R A S S C T PARKWAY CIR E FANTAIL CT WHITE O A K CT NIC K LA U S CT TWIN O A K CT FOSSIL RIDGE D R E OAK LE A F CT SIL K O A K CT DORAL PL HIG H C A S T L E CT BULRUSH CT ARMSLEY CT ANTERO CT MAIL CREEK CT KEENLAND DR OAKRIDGE DR 6/5/2012 10:02:24 AM CITY GEOGRAPHICCOLLINS OF FORT INFORMATION SYSTEM MAP PRODUCTS © These and were map not products designed and or all intended underlying for general data are use developed by members for use of the by the public. City The of Fort City Collins makes for no its representation internal purposes or warranty only, as contours, to its accuracy, property timeliness, boundaries, or or completeness, placement of location and in particular, of any map its features accuracy thereon. in labeling THE or CITY displaying OF FORT dimensions,COLLINS MAKES NO OREXPRESSED WARRANTY IMPLIED, WITH OF RESPECT MERCHANTABILITY TO THESE OR MAP WARRANTY PRODUCTS FOR OR FITNESS THE UNDERLYING OF USE FOR DATA. PARTICULAR Any users PURPOSE, of these map products, map covenantsfurther applications, and agrees or data, to hold accepts the City same harmless AS IS, WITH from and ALL against FAULTS, all damage, and assumes loss, all or liability responsibility arising of from the any use use thereof, of this and map product, Independent in consideration verification of of all the data City's contained having made herein this should information be obtained available.by any users of these products, or underlying data. The which City arises disclaims, or may and arise shall from not these be held map liable products for any or the and use all damage, thereof by loss, any or person liability, or whether entity. direct, indirect, or consequential, 0 260 520 1,040 1,560 2,080 2,600 3,120 Feet Leg en d R a li r o d L ni e s C e n t r il n e L a b e sl C ti y F ol H o gi d p h l R a ni si s k C i yt F l o d w a y - A er a o f 1 0 -y e a r lf o d p l a i n w ti h g er a et s t d e p ht s a n d af s t e v l o c i it e s . H gi h R si k C i yt F l o d F r ni g e - M a y I n c l u d e : - A r e a s o f F E M A 1 0 -y e a r lf o d p al i n ( F E M A Z o n e s A , E A O , a n d A H ) - A r e a s o f C i yt 1 0 - y e a r f ol o d p al i n ni c l u d i n g p o n d i g a er s a n d s h e t lf o w a r e s w ti h a v e r g d e p ht s o f 1 -3 ef e .t T h e r i s a 1 % a n u a l c h n e t h a e s a r e s w i ll b e f ol o d e . G r o w t h Ma n a g e me n t A r e a P a r c e sl iL n sk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