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Home My WebLink AboutDrainage Reports - 03/16/2022JANUARY 2022 | VERSION 1 Prepared By: 3801 Automation Way, Suite 210 Fort Collins, Co 80525 Emily Felton Registered Professional Engineer State of Colorado No. 54609 City of Fort Collins Approved Plans Approved by: Date: 2 INTRODUCTION The proposed 847 SE Frontage Road Project is located within the Northwest Quarter of Section 15, Township 7 North, Range 68 West of the Sixth Principal Meridian, City of Fort Collins, County of Larimer, Colorado. The site is bound by an existing Vehicle Emissions Testing Station to the northeast, I-25 to the northwest, and the frontage road to the south. - East: Vehicle Emissions Testing Facility South: Frontage Road - A vicinity map is provided below. PROPOSED DEVELOPMENT This project will be developed on a platted tract located in Lot 1 of the northeast quarter of Section 15, Township 7 North, Range 69 West of the 6th PM. The site is approximately 2.79 acres and is an existing vacant site. The proposed site includes one building with four stories and associated parking, landscape, and sidewalk improvements. The soil on the site is 100% Nunn loam (73), which is classified as Hydrologic Soil Group C The soil Classification Map can be found in Appendix A. The site is currently zoned C-G (General Commercial). The proposed land uses for this site will consist of a four-story hotel and surrounding site and utility improvements. Drainage Report 847 South East Frontage Road Fort Collins, Colorado 3 HISTORIC DRAINAGE The existing Site is relativity flat with slopes ranging from 0.5% to 3%. There are currently no existing on- site water quality or detention improvements. The majority of the site currently slopes to the southwest, conveying water into the frontage road. The site and surrounding area currently drain to a swale south of the Frontage Road conveyed into Boxelder Creek south of the swale. Once the Project takes over control of the Site, the existing topography is anticipated to be fairly flat and consist of the following: The majority of existing flows for this site are conveyed into an existing inlet at the northwest corner of the site which flows into a vegetated swale until it is intercepted by Spring Creek. Once the Project takes over control of the Site, the existing topography is anticipated to be fairly flat and consist of the following: Highest Elevation: 4931 Lowest Elevation: 4926 Average Slopes: ±3% The site is located within City of Fort Collins Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Number 08069C1003, and a LOMR/CLOMR was revised and effective February 21, 2019 and is designated as an area outside of the 100-year floodplain. The updated LOMR/CLOMR study is included in Appendix B. DESIGN CRITERIA The City of Fort Collins Stormwater Criteria Manual, December 2018 Edition, (Criteria Manual) and the (Drainage Manual), with latest revisions, were used to prepare the storm calculations. Weighted impervious values were calculated and used for the site area in accordance with the Criteria Manual and Drainage Manual. Hydrologic Criteria The proposed on stormwater runoff. This was compared to the existing drainage master plan that exists for the area. No storm sewer adjacent to the site is available to service the site because of existing depths of service lines. A topographic survey and knowledge of the Site was utilized for this analysis. The existing report used the pare the existing report to the proposed condition due to a change in rainfall, impervious values, and area assumed. This analysis is and site-specific calculations are Appendix C. A drainage area map representing the proposed conditions has been included in Appendix D. The existing drainage report has been included within Appendix E. The 2-year, 10-year and 100-year storm events were used in determining rainfall and runoff for the proposed site. The existing report uses the minor storm as 10 year, which is why both the 2-year and the 10-year calculations were included Table RA-7 of the Criteria Manual was used to determine rainfall data for the storm events and has been included in Appendix C. 4 The C value of the site was originally planned for 0.78, and this is decreasing with the site C value proposed at 0.76. This site is designed to flow through onsite storm system entering the system at inlets A, B, and through roof and area drains to collect and convey runoff from the site through underground storm sewer. Water quality events will pass through a proposed underground water quality structure while larger storm events will bypass the structure through a storm sewer bypass. Eventually water will outfall offsite through an underground storm sewer system and into Boxelder Creek. The outfall flow of 18.48 cfs was utilized based on the 100-year storm event and resulting in an outflow storm sewer sized at 30 The master drainage report has this site (basin 2) flowing offsite to the Frontage Road and into Inlets 2A and 2B and being conveyed through a swale into Boxelder Creek. The proposed design has the same outfall but a different location into Boxelder Creek. The overall drainage report could not be followed due to the requirement of The City of Fort Collins to have water quality to treat this site. This is due to the master plan allowing for outfall directly in to Boxelder Creek. Hydraulic Criteria Hydraulic design criteria utilized in the analysis of proposed drainage systems consists of provisions as outlined within the Criteria and the Manual. Majority runoff for the Site will be conveyed via the surface pavement, curb and gutter, and concrete curb cuts to the proposed inlets and underground storm sewer system. Hydraulic design criteria is as follows: Inlet Hydraulics Applicable design methods were utilized to size proposed storm sewer inlets, which includes the use of the -Inlet, Version 4.05 Spreadsheets. Inlet Hydraulic Calculations are provided in Appendix F for reference. Storm Pipe Hydraulics Applicable storm sewer hydraulic analysis design methods were utilized, which includes FlowMaster modeling software based upon direct runoff and with assumed slopes of one half of a percent and full pipe flow. Flowmaster modeling software allows the designer to conservatively analyze the system with respect to system capacity calculations. Calculations are provided in Appendix G for reference. Storm sewer design and modeling will consist of design intervals as outlined by the following design storm event: o Major Storm: 100-year Storm Event Water Quality Treatment Criteria Applicable design methods have been utilized to size the proposed water quality facility, which includes the use of the provided Chamber Configuration Summary spreadsheet and using the following design storm events: o ½ the 2-year Storm Event Water Quality Calculations are provided in Appendix H.Impervious areas of the site including drive/parking pavement, sidewalk pavement, and the roof total 71,932 SF. Of this impervious area, 90% is encompassed in basins A, B, C, D, E, F, OS1 and R1 and drains into the underground LID system. The Drainage Report 847 South East Frontage Road Fort Collins, Colorado 5 treatment from the LID system. Further calculations are shown in Appendix H. DRAINAGE PLAN GENERAL CONCEPT The site was divided into ten onsite sub-basins which are described in greater detail in the following section. BMPs were selected utilizing the four step process outlined in Volume 3, Chapter 1, Section 4 of the Drainage Manual: 1. Employ runoff reduction practices - The redevelopment on an urban site provides limited opportunities to employ runoff reduction practices. Site has been developed to install landscaping wherever pavement (or building) is not required. 2. Implement BMPs that provide a water quality capture volume with a slow release the site will be treated with a StormTech MC-3500 system. 3. Stabilize streams Not applicable. 4. Implement site specific and other source control BMPs The site will be surrounded by silt fence to reduce potential for contamination discharges at the perimeter. Site access will be provided through an area of vehicle tracking control to reduce tracking of contamination offsite which will be further controlled with street sweeping and rock socks along the Frontage Road gutter. Proposed storm sewer will have inlet protection to guard Boxelder Creek from any contamination. Runoff generated by the majority of these drainage basins will be conveyed into the proposed storm sewer and conveyed to the proposed water quality system before being released into Elderbox Creek. No . A proposed drainage area map which shows the limits of these sub-basins has been provided in Appendix D. Calculations related to the preliminary sizing of the basin runoff have been included in Appendix C. SPECIFIC DETAILS Sub-basin A Sub-basin A is 1.03 acres and consists of parking, sidewalk, and landscape areas that drains into an inlet. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer. The runoff coefficients for this sub-basin are 0.80 and 1.00 for the 2-year and 100-year storm, respectively. Sub-basin B Sub-basin B is 0.47 acres and consists of parking, sidewalk and landscaped areas. Runoff within this sub- basin will enter Boxelder Creek via underground storm sewer. This sub-basin receives flows from Sub- Basin OS1, which is offsite and detailed below. The runoff coefficients for this sub-basin are 0.82 and 1.00 for the 2-year and 100-year storm, respectively. 6 Sub-basin C Sub-basin C is 0.02 acres and consists of landscaped areas. Runoff within this sub-basin will enter design Point C, which is an area drain. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer. The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2-year and 100-year storm, respectively. Sub-basin D Sub-basin D is 0.03 acres and consists of landscaped areas. Runoff within this sub-basin will enter design Point C, which is a sidewalk chase. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer. The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2-year and 100-year storm, respectively. Sub-basin E Sub-basin D is 0.03 acres and consists of landscaped areas. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2- year and 100-year storm, respectively. Sub-basin F Sub-basin F is 0.02 acres and consists of landscaped areas. Runoff within this sub-basin will enter Boxelder Creek via underground storm sewer. The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2- year and 100-year storm, respectively. Sub-basin ES1 Sub-basin ES1 is 0.76 acres and consists of the mostly landscape area that runs offsite. Runoff within this sub-basin will flow to the west and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2-year and 100-year storm, respectively. Sub-basin ES2 Sub-basin ES2 is 0.01 acres and consists of mostly pavement area that runs offsite. Runoff within this sub- basin will flow to the east and the north of the site and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.95 and 1.00 for the 2-year and 100-year storm, respectively. Sub-basin ES3 Sub-basin ES3 is 0.09 acres and consists of mostly driveway, sidewalk, and landscape area that runs offsite. This sub-basin receives flows from Sub-Basins ES2 and ES5 which are detailed above and below respectively. Runoff within this sub-basin will flow to the east and the north of the site and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.75 and 0.93 for the 2-year and 100-year storm, respectively. Sub-basin ES4 Sub-basin ES4 is 0.04 acres and consists of the mostly landscape area that runs offsite. Runoff within this sub-basin will flow to the east and the north of the site and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.45 and 0.56 for the 2-year and 100-year storm, respectively. Drainage Report 847 South East Frontage Road Fort Collins, Colorado 7 Sub-basin ES5 Sub-basin ES5 is 0.12 acres and consists of the mostly driveway, sidewalk, and landscape area that runs offsite. Runoff within this sub-basin will flow into Sub-Basin ES3 and flow to the east and the north of the site and will enter into existing drainage systems. The runoff coefficients for this sub-basin are 0.70 and 0.87 for the 2-year and 100-year storm, respectively. Sub-basin OS1 Sub-basin OS1 is 0.05 acres of offsite landscape area that flows onsite from the northeast. Runoff within this sub-basin will flow into Sub-Basin B, be collected via inlet, and routed offsite through proposed storm sewer to Boxelder Creek . The runoff coefficients for this sub-basin are 0.20 and 0.25 for the 2-year and 100-year storm, respectively. Sub-basin R1 Sub-basin R is 0.29 acres and consists of the roof area. Runoff within this sub-basin will be detailed at a later date through roof drains and is anticipated to connect to the proposed underground storm sewer and run offsite to Boxelder Creek. The runoff coefficients for this sub-basin are 0.95 and 1.00 for the 2-year and 100-year storm, respectively. IMPLEMENTATION AND PHASING The Project will disturb over 10,000 square feet of stabilized ground; therefore, a Stormwater Management Plan is required. Construction will be implemented in one phase due to the size of the project and types of improvements required for the Project. The Stormwater Management Plans and Details will be provided in the Project Construction Documents, and a separate StormWater Management Plan and Report have been included with this submittal. CONCLUSIONS COMPLIANCE WITH STANDARDS The 847 South East Frontage Road project is in compliance with City of Fort Collins criteria for storm drainage design as it is in compliance with the Master Drainage Plan for the Area developed by Northern Engineering Services, Inc dated April 13, 2001 Stormwater Criteria Manual, December and the Urban Drainage Flood Control District Urban Storm Drainage Criteria Manual Volumes 1, 2, and 3 have been utilized for reference. SUMMARY OF CONCEPT The onsite drainage basins are collected into two inlets along with four area drains to collect and convey runoff from the site through underground storm sewer. Water quality events will pass through a proposed underground water quality structure while larger storm events will bypass the structure through a storm sewer bypass. Once treated, the water is conveyed via underground storm sewer to Boxelder Creek. This design differs from the master drainage report referenced above due to the requirement of The City of Fort Collins to have water quality to treat this site. 8 REFERENCES Fort Collins Stormwater Criteria Manual, December 2018 Edition, City of Fort Collins. Urban Storm Drainage Criteria Manual, Volume 1-3, Urban Drainage and Flood Control District, Denver, CO; January 2016, with latest revisions. APPENDICES A. NRCS Data B. FEMA Firmette Map C. CIA Calculations D. Proposed Drainage Map E. Existing Drainage Report F. Inlet Calculations G. FlowMaster Calculations H. Water Quality Calculations 9 APPENDIX A 10 APPENDIX B 105°0'17.56"W 104°59'40.11"W Pr o j e c t S i t e 11 APPENDIX C 096813000 Woodsprings Suites Fort Collins, CO 1/27/2020 Prepared By: MTH Checked By: EPF Rainfall Intensity TIME 2 YR 10 YR 100 YR 5 2.85 4.87 9.95 6 2.67 4.56 9.31 7 2.52 4.31 8.80 8 2.40 4.10 8.38 9 2.30 3.93 8.03 10 2.21 3.78 7.72 11 2.13 3.63 7.42 12 2.05 3.50 7.16 13 1.98 3.39 6.92 14 1.92 3.29 6.71 15 1.87 3.19 6.52 20 1.61 2.74 5.60 25 1.43 2.44 4.98 30 1.30 2.21 4.52 40 1.07 1.83 3.74 50 0.92 1.58 3.23 60 0.82 1.40 2.86 120 0.49 0.86 1.84 Note: Time Intensity Frequency Tabulation Intensity values from the City of Fort Collins Intensity-Duration-Frequency Tables; Chapter 5, Section 3.4 of the Fort Collins Stormwater Criteria Manual, 2018 Edition. K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 096813000 Woodsprings Suites Fort Collins, CO 1/27/2020 Prepared By: MTH Checked By: EPF Proposed Imperviousness and Runoff Coefficient Calculations Basin A Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 8,802 20% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 35,907 80% 100% 0.95 0.95 1.19 44,709 100% 81% 0.80 0.80 1.00 Basin B Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 3,842 19% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 16,698 81% 100% 0.95 0.95 1.19 20,540 100% 82% 0.81 0.81 1.00 Basin C Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 943 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 943 100% 2% 0.20 0.20 0.25 Basin D Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 1,519 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 1,519 100% 2% 0.20 0.20 0.25 Basin E Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 1,239 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 1,239 100% 2% 0.20 0.20 0.25 Basin F Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 1,025 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 1,025 100% 2% 0.20 0.20 0.25 Basin ES1 Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 33,094 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 33,094 100% 2% 0.20 0.20 0.25 Basin ES2 Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 0 0% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 428 100% 100% 0.95 0.95 1.19 428 100% 100% 0.95 0.95 1.00 Basin ES3 Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 1,016 27% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 2,722 73% 100% 0.95 0.95 1.19 3,738 100% 73% 0.75 0.75 0.93 Basin ES4 Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 1,103 67% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 551 33% 100% 0.95 0.95 1.19 1,654 100% 35% 0.45 0.45 0.56 Basin ES5 Area (sf) Basin % I C2 C10 C100 K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 096813000 Woodsprings Suites Fort Collins, CO 1/27/2020 Prepared By: MTH Checked By: EPF Lawns, Clayey Soil 1,802 34% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 3,501 66% 100% 0.95 0.95 1.19 5,303 100% 67% 0.70 0.70 0.87 Basin OS1 Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 2,182 100% 2% 0.20 0.20 0.25 Rooftop 0 0% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 2,182 100% 2% 0.20 0.20 0.25 Basin R1 Area (sf) Basin % I C2 C10 C100 Lawns, Clayey Soil 0 0% 2% 0.20 0.20 0.25 Rooftop 12,536 100% 90% 0.95 0.95 1.19 Asphalt, Concrete 0 0% 100% 0.95 0.95 1.19 12,536 100% 90% 0.95 0.95 1.00 Notes: 1. Imperviousness, I, values per UDFCD Criteria Manual Volume 1, Table 6-3 2. Runoff Coefficient values are from the City of Fort Collins Runoff Coefficient Tables 3.2-2 and 3.2-3; Chapter 5, Section 3.2 of the Fort Collins Stormwater Criteria Manual, 2018 Edition. K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 09 6 8 1 3 0 0 0 Wo o d s p r i n g s S u i t e s Fo r t C o l l i n s , C O 1/ 2 7 / 2 0 2 0 Pr e p a r e d B y : M T H Ch e c k e d B y : E P F Pr o p o s e d R u n o f f C a l c u l a t i o n s 2- Y e a r D e s i g n S t o r m R u n o f f C a l c u l a t i o n s (R a t i o n a l M e t h o d P r o c e d u r e ) A A 1 . 0 3 0 . 8 0 5 . 0 0 . 8 2 2 . 8 5 2 . 3 5 B B 0 . 4 7 0 . 8 1 5 . 0 0 . 3 8 2 . 8 5 1 . 0 9 6 . 3 0 . 3 9 9 . 1 6 3 . 5 9 BA S I N B , B & O S 1 C C 0 . 0 2 0 . 2 0 5 . 0 0 . 0 0 2 . 8 5 0 . 0 1 D D 0 . 0 3 0 . 2 0 5 . 0 0 . 0 1 2 . 8 5 0 . 0 2 E E 0 . 0 3 0 . 2 0 5 . 0 0 . 0 1 2 . 8 5 0 . 0 2 F F 0 . 0 2 0 . 2 0 5 . 0 0 . 0 0 2 . 8 5 0 . 0 1 ES 1 E S 1 0 . 7 6 0 . 2 0 1 0 . 5 0 . 1 5 2 . 1 7 0 . 3 3 ES 2 E S 2 0 . 0 1 0 . 9 5 5 . 0 0 . 0 1 2 . 8 5 0 . 0 3 ES 3 E S 3 0 . 0 9 0 . 7 5 5 . 0 0 . 0 6 2 . 8 5 0 . 1 8 5 . 0 0 . 1 6 9 . 9 5 1 . 5 7 BA S I N E S 3 , E S 3 , E S 2 , E S 5 ES 4 E S 4 0 . 0 4 0 . 4 5 5 . 0 0 . 0 2 2 . 8 5 0 . 0 5 ES 5 E S 5 0 . 1 2 0 . 7 0 5 . 0 0 . 0 8 2 . 8 5 0 . 2 4 OS 1 O S 1 0 . 0 5 0 . 2 0 6 . 3 0 . 0 1 2 . 6 3 0 . 0 3 R1 R 1 0 . 2 9 0 . 9 5 5 . 0 0 . 2 7 2 . 8 5 0 . 7 8 TO T A L 2 . 9 6 5 . 1 4 Q (C F S ) I (I N / H R ) C* A TC Q (C F S ) AR E A (A C ) RE M A R K S BA S I N I N F O R M A T O N T O T A L R U N O F F DE S I G N PO I N T DI R E C T R U N O F F I (I N / H R ) C* A TC C2 DR A I N BA S I N K: \ D E N _ C i v i l \ 0 9 6 8 1 3 0 0 0 _ W o o d S p r i n g s F o C o \ _ P r o j e c t F i l e s \ E n g \ D r a i n a g e \ C a l c s \ C I A C a l c u l a t i o n s . x l s 09 6 8 1 3 0 0 0 Wo o d s p r i n g s S u i t e s Fo r t C o l l i n s , C O 1/ 2 7 / 2 0 2 0 Pr e p a r e d B y : M T H Ch e c k e d B y : E P F Pr o p o s e d R u n o f f C a l c u l a t i o n s 10 - Y e a r D e s i g n S t o r m R u n o f f C a l c u l a t i o n s (R a t i o n a l M e t h o d P r o c e d u r e ) A A 1 . 0 3 0 . 8 0 5 . 0 0 . 8 2 4 . 8 7 4 . 0 1 B B 0 . 4 7 0 . 8 1 5 . 0 0 . 3 8 4 . 8 6 1 . 8 6 6 . 3 0 . 3 9 9 . 1 6 3 . 5 9 BA S I N B , B & O S 1 C C 0 . 0 2 0 . 2 0 5 . 0 0 . 0 0 4 . 8 7 0 . 0 2 D D 0 . 0 3 0 . 2 0 5 . 0 0 . 0 1 4 . 8 7 0 . 0 3 E E 0 . 0 3 0 . 2 0 5 . 0 0 . 0 1 4 . 8 7 0 . 0 3 F F 0 . 0 2 0 . 2 0 5 . 0 0 . 0 0 4 . 8 7 0 . 0 2 ES 1 E S 1 0 . 7 6 0 . 2 0 1 0 . 5 0 . 1 5 3 . 7 1 0 . 5 6 ES 2 E S 2 0 . 0 1 0 . 9 5 5 . 0 0 . 0 1 4 . 8 7 0 . 0 5 ES 3 E S 3 0 . 0 9 0 . 7 5 5 . 0 0 . 0 6 4 . 8 7 0 . 3 1 5 . 0 0 . 1 6 9 . 9 5 1 . 5 7 BA S I N E S 3 , E S 3 , E S 2 , E S 5 ES 4 E S 4 0 . 0 4 0 . 4 5 5 . 0 0 . 0 2 4 . 8 7 0 . 0 8 ES 5 E S 5 0 . 1 2 0 . 7 0 5 . 0 0 . 0 8 4 . 8 7 0 . 4 1 OS 1 O S 1 0 . 0 5 0 . 2 0 6 . 3 0 . 0 1 4 . 4 9 0 . 0 4 R1 R 1 0 . 2 9 0 . 9 5 5 . 0 0 . 2 7 4 . 8 7 1 . 3 3 TO T A L 2 . 9 6 8 . 7 5 DI R E C T R U N O F F Q (C F S ) BA S I N I N F O R M A T O N T O T A L R U N O F F RE M A R K S DE S I G N PO I N T DR A I N BA S I N AR E A (A C ) C10 TC I (I N / H R ) C* A I (I N / H R ) Q (C F S ) TC C* A K: \ D E N _ C i v i l \ 0 9 6 8 1 3 0 0 0 _ W o o d S p r i n g s F o C o \ _ P r o j e c t F i l e s \ E n g \ D r a i n a g e \ C a l c s \ C I A C a l c u l a t i o n s . x l s 09 6 8 1 3 0 0 0 Wo o d s p r i n g s S u i t e s Fo r t C o l l i n s , C O 1/ 2 7 / 2 0 2 0 Pr e p a r e d B y : M T H Ch e c k e d B y : E P F Pr o p o s e d R u n o f f C a l c u l a t i o n s 10 0 - Y e a r D e s i g n S t o r m R u n o f f C a l c u l a t i o n s (R a t i o n a l M e t h o d P r o c e d u r e ) A A 1 . 0 3 1 . 0 0 5 . 0 1 . 0 3 9 . 9 5 1 0 . 2 1 B B 0 . 4 7 1 . 0 0 5 . 0 0 . 4 7 9 . 9 5 4 . 6 9 5 . 9 0 . 4 8 9 . 3 7 4 . 5 4 BA S I N B , B & O S 1 C C 0 . 0 2 0 . 2 5 5 . 0 0 . 0 1 9 . 9 5 0 . 0 5 D D 0 . 0 3 0 . 2 5 5 . 0 0 . 0 1 9 . 9 5 0 . 0 9 E E 0 . 0 3 0 . 2 5 5 . 0 0 . 0 1 9 . 9 5 0 . 0 7 F F 0 . 0 2 0 . 2 5 5 . 0 0 . 0 1 9 . 9 5 0 . 0 6 ES 1 E S 1 0 . 7 6 0 . 2 5 1 0 . 0 0 . 1 9 7 . 7 2 1 . 4 7 ES 2 E S 2 0 . 0 1 1 . 0 0 5 . 0 0 . 0 1 9 . 9 5 0 . 1 0 ES 3 E S 3 0 . 0 9 0 . 9 3 5 . 0 0 . 0 8 9 . 9 5 0 . 8 0 5 . 0 0 . 2 0 9 . 9 5 1 . 9 5 BA S I N E S 3 , E S 3 , E S 2 , E S 5 ES 4 E S 4 0 . 0 4 0 . 5 6 5 . 0 0 . 0 2 9 . 9 5 0 . 2 1 ES 5 E S 5 0 . 1 2 0 . 8 7 5 . 0 0 . 1 1 9 . 9 5 1 . 0 5 OS 1 O S 1 0 . 0 5 0 . 2 5 5 . 9 0 . 0 1 9 . 3 7 0 . 1 2 R1 R 1 0 . 2 9 1 . 0 0 5 . 0 0 . 2 9 9 . 9 5 2 . 8 6 TO T A L 2 . 9 6 0 . 7 5 2 1 . 7 8 DI R E C T R U N O F F Q (C F S ) BA S I N I N F O R M A T O N T O T A L R U N O F F RE M A R K S DE S I G N PO I N T DR A I N BA S I N AR E A (A C ) C10 0 TC I (I N / H R ) C* A I (I N / H R ) Q (C F S ) TC C* A K: \ D E N _ C i v i l \ 0 9 6 8 1 3 0 0 0 _ W o o d S p r i n g s F o C o \ _ P r o j e c t F i l e s \ E n g \ D r a i n a g e \ C a l c s \ C I A C a l c u l a t i o n s . x l s 0969813000 Woodsprings Suites Fort Collins, CO 1/27/2020 Prepared By: MTH Checked By: EPFProposed Imperviousness and Runoff Coefficient Summary A A 1.03 35% 81% 28.0% 0.83 0.80 0.80 1.00 B B 0.47 16% 82% 13.0% 0.39 0.81 0.81 1.00 C C 0.02 1% 2% 0.0% 0.00 0.20 0.20 0.25 D D 0.03 1% 2% 0.0% 0.00 0.20 0.20 0.25 E E 0.03 1% 2% 0.0% 0.00 0.20 0.20 0.25 F F 0.02 1% 2% 0.0% 0.00 0.20 0.20 0.25 ES1 ES1 0.76 26% 2% 0.5% 0.02 0.20 0.20 0.25 ES2 ES2 0.01 0% 100% 0.3% 0.01 0.95 0.95 1.00 ES3 ES3 0.09 3% 73% 2.1% 0.06 0.75 0.75 0.93 ES4 ES4 0.04 1% 35% 0.4% 0.01 0.45 0.45 0.56 ES5 ES5 0.12 4% 67% 2.7% 0.08 0.70 0.70 0.87 OS1 OS1 0.05 2% 2% 0.0% 0.00 0.20 0.20 0.25 R1 R1 0.29 10% 90% 8.8% 0.26 0.95 0.95 1.00 2.96 100% 56.0% 1.66 C100 DESIGN POINT DRAIN BASIN AREA (AC) % of Site (%) I (%) WEIGHTED (%) TOTAL Impervious Area (Ac)C2 C10 K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 096813000 Woodsprings Suites Fort Collins, CO 1/27/2020 Prepared By: MTH Checked By: EPF Proposed Direct Runoff Summary A A 1.03 2.35 4.01 10.21 B B 0.47 1.09 1.86 4.69 C C 0.02 0.01 0.02 0.05 D D 0.03 0.02 0.03 0.09 E E 0.03 0.02 0.03 0.07 F F 0.02 0.01 0.02 0.06 ES1 ES1 0.76 0.33 0.56 1.47 ES2 ES2 0.01 0.03 0.05 0.10 ES3 ES3 0.09 0.18 0.31 0.80 ES4 ES4 0.04 0.05 0.08 0.21 ES5 ES5 0.12 0.24 0.41 1.05 OS1 OS1 0.05 0.03 0.04 0.12 R1 R1 0.29 0.78 1.33 2.86 2.96 5.14 8.75 21.78 Standard Rational Method Q100 (CFS) Q2 (CFS) DESIGN POINT DRAIN BASIN AREA (AC) Q10 (CFS) K:\DEN_Civil\096813000_WoodSprings FoCo\_Project Files\Eng\Drainage\Calcs\CIA Calculations.xls 12 APPENDIX D FORT COLLINS, COLORADO 847 SE FRONTAGE ROAD WOODSPRING SUITES DRAINAGE PLAN 13 APPENDIX E 14 APPENDIX F Worksheet for Curb Cut A Project Description Manning FormulaFriction Method DischargeSolve For Input Data 0.013Roughness Coefficient ft/ft0.015Channel Slope in6.0Normal Depth ft2.00Bottom Width Results cfs6.73Discharge ft²1.0Flow Area ft3.0Wetted Perimeter in4.0Hydraulic Radius ft2.00Top Width in8.5Critical Depth ft/ft0.006Critical Slope ft/s6.73Velocity ft0.70Velocity Head ft1.20Specific Energy 1.678Froude Number SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth Profile Description ft0.00Profile Headloss ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in6.0Normal Depth in8.5Critical Depth ft/ft0.015Channel Slope ft/ft0.006Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterCurb Cut Calculations.fm8 Worksheet for Curb Cut A2 Project Description Manning FormulaFriction Method DischargeSolve For Input Data 0.013Roughness Coefficient ft/ft0.020Channel Slope in6.0Normal Depth ft2.00Bottom Width Results cfs7.77Discharge ft²1.0Flow Area ft3.0Wetted Perimeter in4.0Hydraulic Radius ft2.00Top Width in9.3Critical Depth ft/ft0.006Critical Slope ft/s7.77Velocity ft0.94Velocity Head ft1.44Specific Energy 1.938Froude Number SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth Profile Description ft0.00Profile Headloss ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in6.0Normal Depth in9.3Critical Depth ft/ft0.020Channel Slope ft/ft0.006Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterCurb Cut Calculations.fm8 Worksheet for Curb Cut B Project Description Manning FormulaFriction Method DischargeSolve For Input Data 0.013Roughness Coefficient ft/ft0.008Channel Slope in6.0Normal Depth ft2.00Bottom Width Results cfs4.91Discharge ft²1.0Flow Area ft3.0Wetted Perimeter in4.0Hydraulic Radius ft2.00Top Width in6.9Critical Depth ft/ft0.005Critical Slope ft/s4.91Velocity ft0.38Velocity Head ft0.88Specific Energy 1.225Froude Number SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth Profile Description ft0.00Profile Headloss ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in6.0Normal Depth in6.9Critical Depth ft/ft0.008Channel Slope ft/ft0.005Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 9/20/2019 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterCurb Cut Calculations.fm8 Version 4.05 Released March 2017 Worksheet Protected INLET NAME No Bypass Flow Received A B User-Defined URBAN URBAN STREET STREET In Sump In Sump CDOT Type R Curb Opening CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows 2.4 1.1 10.2 4.7 No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 Watershed Characteristics Watershed Profile Minor Storm Rainfall Input Major Storm Rainfall Input CALCULATED OUTPUT 2.4 1.1 10.2 4.7 N/A N/A N/A N/A Minor Storm (Calculated) Analysis of Flow Time N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Major Storm (Calculated) Analysis of Flow Time N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Site Type (Urban or Rural) Calculated Local Peak Flow, Qp Overland Flow Velocity, Vi Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Calculated Local Peak Flow, Qp C Recommended Tc Tc selected by User Design Rainfall Intensity, I C5 Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) C C5 Overland Flow Velocity, Vi Recommended Tc Tc selected by User Design Rainfall Intensity, I Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) Channel Flow Velocity, Vt Overland Flow Time, Ti Channel Travel Time, Tt Calculated Time of Concentration, Tc Regional Tc Channel Slope (ft/ft) Channel Length (ft) Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Overland Length (ft) INLET MANAGEMENT Inlet Application (Street or Area) Hydraulic Condition Minor QKnown (cfs) Major QKnown (cfs) Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Subcatchment Area (acres) Percent Impervious NRCS Soil Type Overland Slope (ft/ft) Inlet Type Bypass (Carry-Over) Flow from Upstream Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.050 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =33.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.030 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =33.0 33.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Woodspring Fort Collins A UD-Inlet_v4.05.xlsm, A 1/27/2020, 12:43 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.83 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 12.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =2.4 10.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo W P CDOT Type R Curb Opening Override Depths UD-Inlet_v4.05.xlsm, A 1/27/2020, 12:43 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.050 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =34.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.025 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =34.0 34.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Woodspring Fort Collins B UD-Inlet_v4.05.xlsm, B 1/27/2020, 12:43 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 11.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate = 0.523 0.989 ft Depth for Curb Opening Weir Equation dCurb =0.33 0.80 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.94 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.6 8.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 4.7 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo W P CDOT/Denver 13 Combination Override Depths UD-Inlet_v4.05.xlsm, B 1/27/2020, 12:43 PM 15 APPENDIX G Inlet A Pipe Project Description Manning FormulaFriction Method Full Flow DiameterSolve For Input Data 0.013Roughness Coefficient ft/ft0.005Channel Slope in20.3Normal Depth in20.3Diameter cfs10.21Discharge Results in20.3Diameter in20.3Normal Depth ft²2.2Flow Area ft5.3Wetted Perimeter in5.1Hydraulic Radius ft0.00Top Width in14.4Critical Depth %100.0Percent Full ft/ft0.007Critical Slope ft/s4.55Velocity ft0.32Velocity Head ft2.01Specific Energy (N/A)Froude Number cfs10.98Maximum Discharge cfs10.21Discharge Full ft/ft0.005Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in20.3Normal Depth in14.4Critical Depth ft/ft0.005Channel Slope ft/ft0.007Critical Slope Page 3 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/27/2020 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterPipe Sizing Calculations.fm8 Inlet B Pipe Project Description Manning FormulaFriction Method Full Flow DiameterSolve For Input Data 0.013Roughness Coefficient ft/ft0.005Channel Slope in15.3Normal Depth in15.3Diameter cfs4.82Discharge Results in15.3Diameter in15.3Normal Depth ft²1.3Flow Area ft4.0Wetted Perimeter in3.8Hydraulic Radius ft0.00Top Width in10.6Critical Depth %100.0Percent Full ft/ft0.007Critical Slope ft/s3.77Velocity ft0.22Velocity Head ft1.50Specific Energy (N/A)Froude Number cfs5.18Maximum Discharge cfs4.82Discharge Full ft/ft0.005Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %100.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in15.3Normal Depth in10.6Critical Depth ft/ft0.005Channel Slope ft/ft0.007Critical Slope Page 1 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/27/2020 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterPipe Sizing Calculations.fm8 Inlet A Pipe After MH Project Description Manning FormulaFriction Method Full Flow DiameterSolve For Input Data 0.013Roughness Coefficient ft/ft0.005Channel Slope in23.4Normal Depth in23.4Diameter cfs15.03Discharge Results in23.4Diameter in23.4Normal Depth ft²3.0Flow Area ft6.1Wetted Perimeter in5.9Hydraulic Radius ft0.00Top Width in16.9Critical Depth %100.0Percent Full ft/ft0.007Critical Slope ft/s5.01Velocity ft0.39Velocity Head ft2.34Specific Energy (N/A)Froude Number cfs16.17Maximum Discharge cfs15.03Discharge Full ft/ft0.005Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in23.4Normal Depth in16.9Critical Depth ft/ft0.005Channel Slope ft/ft0.007Critical Slope Page 2 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/27/2020 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterPipe Sizing Calculations.fm8 Roof/Area Drain Pipe Project Description Manning FormulaFriction Method Full Flow DiameterSolve For Input Data 0.013Roughness Coefficient ft/ft0.005Channel Slope in10.5Normal Depth in10.5Diameter cfs1.77Discharge Results in10.5Diameter in10.5Normal Depth ft²0.6Flow Area ft2.8Wetted Perimeter in2.6Hydraulic Radius ft0.00Top Width in7.1Critical Depth %100.0Percent Full ft/ft0.008Critical Slope ft/s2.94Velocity ft0.13Velocity Head ft1.01Specific Energy (N/A)Froude Number cfs1.90Maximum Discharge cfs1.77Discharge Full ft/ft0.005Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in10.5Normal Depth in7.1Critical Depth ft/ft0.005Channel Slope ft/ft0.008Critical Slope Page 4 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/27/2020 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterPipe Sizing Calculations.fm8 After WQ Pipe Project Description Manning FormulaFriction Method Full Flow DiameterSolve For Input Data 0.013Roughness Coefficient ft/ft0.005Channel Slope in25.2Normal Depth in25.2Diameter cfs18.16Discharge Results in25.2Diameter in25.2Normal Depth ft²3.5Flow Area ft6.6Wetted Perimeter in6.3Hydraulic Radius ft0.00Top Width in18.2Critical Depth %100.0Percent Full ft/ft0.007Critical Slope ft/s5.26Velocity ft0.43Velocity Head ft2.53Specific Energy (N/A)Froude Number cfs19.53Maximum Discharge cfs18.16Discharge Full ft/ft0.005Slope Full UndefinedFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %0.0Normal Depth Over Rise ft/s0.00Downstream Velocity ft/s0.00Upstream Velocity in25.2Normal Depth in18.2Critical Depth ft/ft0.005Channel Slope ft/ft0.007Critical Slope Page 5 of 527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/27/2020 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution CenterPipe Sizing Calculations.fm8 16 APPENDIX H PR O J E C T N A M E : W o o d s p r i n g F o r t C o l l i n s PR O J E C T N U M B E R : 09 6 8 1 3 0 0 0 CA L C U L A T E D B Y : MT H CH E C K E D B Y : EP F DA T E : 3/ 1 8 / 2 0 2 0 4582 S. Ulster Street - Suite 1500 Denver, Colorado 80237 Project: Woodspring Suites Fort Collins Prepared By: MTH Project Number: 096813000 Checked By: EPF Date: 18-Mar-20 Water Quality Capture Volume - On-Site Basins Contributing Basin Characteristics Contributing Site Area = 1.93 76.0% - - Impervious Area (SF) % Draining to Underground LID system1 = 64,730 90.0% Draining offsite untreated2 = 7,202 10.0% Total = 71,932 1. Includes area from basins A, B, C, D, E, F, OS1 and R1 2. Includes area from basins ES1, ES2, ES3, ES4, & ES5 Water Quality Capture Volume FCSCM Equation 7-1 WQ Watershed Inches = a*(0.91i3-1.19i2+.078i) a12 = 0.8 (12-Hr Drain Time) a24 = 0.9 (24-Hr Drain Time) a40 = 1.0 (40-Hr Drain Time) FCSCM Equation 7-2 WQCV = (WQCV/12)*(Area)*1.2 WQCV Impervious (Site) = 76.0% a = 0.8 WQ Watershed Inches (Site) = 0.244 WQCV Area (Site) = 1.93 WQ Capture Volume (Site) = 0.047 AC-FT 100% WQ Design Volume (Site)= 0.047 AC-FT 2,051 Cu Ft 2,051 Cu Ft 0.05 AC-FT Area (AC) Impervious (%) Watershed Flow Length (ft) Watershed Flow Slope (ft/ft) Site WQ Volume WQCV On-site - 3/17/2020 DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 ADVANCED DRAINAGE SYSTEMS, INC. R REVDRWCHKDESCRIPTIONWOODSPRING SUITES FORT COLLINS, CO 9-19-19SMAC S150740SMAC 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality 22.25' 20.25' 20'10'0 DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 ADVANCED DRAINAGE SYSTEMS, INC. R REVDRWCHKDESCRIPTIONWOODSPRING SUITES FORT COLLINS, CO 9-19-19SMAC S150740SMAC 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 ADVANCED DRAINAGE SYSTEMS, INC. R REVDRWCHKDESCRIPTIONWOODSPRING SUITES FORT COLLINS, CO 9-19-19SMAC S150740SMAC 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 ADVANCED DRAINAGE SYSTEMS, INC. R REVDRWCHKDESCRIPTIONWOODSPRING SUITES FORT COLLINS, CO 9-19-19SMAC S150740SMAC 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 ADVANCED DRAINAGE SYSTEMS, INC. R REVDRWCHKDESCRIPTIONWOODSPRING SUITES FORT COLLINS, CO 9-19-19SMAC S150740SMAC 3130VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -12 Number of End Caps - 6 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 0.00 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Amount of Stone Between Chambers - 6 in Area of system - 911 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 66 0.00 0.00 0.00 0.00 30.37 30.37 2849.66 5.50 65 0.00 0.00 0.00 0.00 30.37 30.37 2819.29 5.42 64 0.00 0.00 0.00 0.00 30.37 30.37 2788.93 5.33 63 0.00 0.00 0.00 0.00 30.37 30.37 2758.56 5.25 62 0.00 0.00 0.00 0.00 30.37 30.37 2728.19 5.17 61 0.00 0.00 0.00 0.00 30.37 30.37 2697.83 5.08 60 0.00 0.00 0.00 0.00 30.37 30.37 2667.46 5.00 59 0.00 0.00 0.00 0.00 30.37 30.37 2637.09 4.92 58 0.00 0.00 0.00 0.00 30.37 30.37 2606.73 4.83 57 0.00 0.00 0.00 0.00 30.37 30.37 2576.36 4.75 56 0.00 0.00 0.00 0.00 30.37 30.37 2545.99 4.67 55 0.00 0.00 0.00 0.00 30.37 30.37 2515.63 4.58 54 0.06 0.00 0.70 0.00 30.09 30.78 2485.26 4.50 53 0.19 0.02 2.33 0.14 29.38 31.85 2454.48 4.42 52 0.29 0.04 3.53 0.23 28.87 32.62 2422.63 4.33 51 0.40 0.05 4.84 0.31 28.31 33.46 2390.01 4.25 50 0.69 0.07 8.25 0.41 26.91 35.56 2356.55 4.17 49 1.03 0.09 12.34 0.53 25.22 38.09 2320.99 4.08 48 1.25 0.11 14.99 0.64 24.11 39.75 2282.90 4.00 47 1.42 0.13 17.07 0.76 23.24 41.06 2243.15 3.92 46 1.57 0.14 18.88 0.87 22.47 42.21 2202.09 3.83 45 1.71 0.16 20.49 0.98 21.78 43.24 2159.88 3.75 44 1.83 0.18 21.94 1.09 21.15 44.19 2116.64 3.67 43 1.94 0.20 23.25 1.20 20.58 45.04 2072.45 3.58 42 2.04 0.22 24.49 1.31 20.05 45.85 2027.41 3.50 41 2.13 0.23 25.62 1.41 19.56 46.58 1981.56 3.42 40 2.22 0.25 26.69 1.50 19.09 47.28 1934.98 3.33 39 2.31 0.27 27.68 1.59 18.66 47.93 1887.70 3.25 38 2.38 0.28 28.62 1.68 18.25 48.54 1839.77 3.17 37 2.46 0.29 29.51 1.76 17.86 49.13 1791.22 3.08 36 2.53 0.31 30.34 1.85 17.49 49.68 1742.09 3.00 35 2.59 0.32 31.12 1.93 17.15 50.20 1692.41 2.92 34 2.66 0.33 31.87 2.01 16.81 50.69 1642.22 2.83 33 2.72 0.35 32.58 2.08 16.50 51.16 1591.52 2.75 32 2.77 0.36 33.26 2.16 16.20 51.62 1540.36 2.67 31 2.82 0.37 33.90 2.23 15.91 52.04 1488.74 2.58 30 2.88 0.38 34.51 2.31 15.64 52.45 1436.70 2.50 29 2.92 0.40 35.09 2.38 15.38 52.85 1384.24 2.42 28 2.97 0.41 35.64 2.45 15.13 53.22 1331.40 2.33 27 3.01 0.42 36.15 2.51 14.90 53.56 1278.18 2.25 26 3.05 0.43 36.64 2.58 14.68 53.90 1224.62 2.17 25 3.09 0.44 37.13 2.64 14.46 54.23 1170.72 2.08 24 3.13 0.45 37.57 2.70 14.26 54.53 1116.49 2.00 23 3.17 0.46 37.99 2.77 14.07 54.82 1061.96 1.92 22 3.20 0.47 38.39 2.82 13.88 55.10 1007.14 1.83 21 3.23 0.48 38.77 2.88 13.71 55.36 952.04 1.75 20 3.26 0.49 39.14 2.94 13.54 55.61 896.68 1.67 19 3.29 0.50 39.48 2.99 13.38 55.85 841.07 1.58 18 3.32 0.51 39.82 3.04 13.23 56.08 785.22 1.50 17 3.34 0.51 40.13 3.09 13.08 56.30 729.15 1.42 16 3.37 0.52 40.42 3.13 12.94 56.50 672.85 1.33 15 3.39 0.53 40.71 3.18 12.81 56.70 616.35 1.25 14 3.41 0.54 40.97 3.22 12.69 56.88 559.65 1.17 13 3.44 0.54 41.24 3.26 12.57 57.07 502.77 1.08 12 3.46 0.55 41.49 3.30 12.45 57.24 445.70 1.00 11 3.48 0.56 41.74 3.33 12.34 57.41 388.46 0.92 10 3.51 0.59 42.06 3.57 12.11 57.75 331.05 0.83 9 0.00 0.00 0.00 0.00 30.37 30.37 273.30 0.75 8 0.00 0.00 0.00 0.00 30.37 30.37 242.93 0.67 7 0.00 0.00 0.00 0.00 30.37 30.37 212.57 0.58 6 0.00 0.00 0.00 0.00 30.37 30.37 182.20 0.50 5 0.00 0.00 0.00 0.00 30.37 30.37 151.83 0.42 4 0.00 0.00 0.00 0.00 30.37 30.37 121.47 0.33 3 0.00 0.00 0.00 0.00 30.37 30.37 91.10 0.25 2 0.00 0.00 0.00 0.00 30.37 30.37 60.73 0.17 1 0.00 0.00 0.00 0.00 30.37 30.37 30.37 0.08 StormTech MC-3500 Cumulative Storage Volumes WOODSPRING SUITES 692 sf min. area Include Perimeter Stone in Calculations Click Here for Metric