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Home My WebLink AboutDrainage Reports - 08/03/2020FINAL DRAINAGE REPORT FORT COLLINS MONTESSORI SCHOOL LoT 1, MONTESSORI SUBDIVISION FORT COLLINS, CO 80526 Prepared For: Hauser Architects, P.C. 3780 East 15t" Street, Su ite 201 Loveland, CO 80538 970-669-8220 Prep�red Bv: Coffey En�ineering�Surveying, LLC 4045 St� Cloud Drive, Suite 180 Lovel�.nd, CO 80538 970-622-2095 coFFEY � � � . � , �_ ,,,: Projec� No. 2259.03 M�y 6, 2020 Fort Collins Montessori School FINAL DRAINAGE REPORT ENGINEER'S CERTIFICATION I hereby attest that this report for the final drainage design of stormwater management facilities for the Fort Collins Montessori School site was prepared by me, or under my direct supervision, in accordance with the provisions of the City of Fort Collins Sto�mwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. Pp0 UC�C� ��......� ��,SF,�I >� � P��;•��O ri"/T�L o �9 : �R�� v } � B'��Q ftams�y J, Pickard. P.F.. ,��..••��``' Regisl�red Pmtessiona) Gngineer NA1.�-N State of Colorado No. 56732 raGE�l I. Table of Contents I. GENERAL LOCATION AND DESCRIPTION .........................................4 A. Location .................................................................................................................... 4 B. Description of Property ........................................................................................... 4 II. DRAINAGE BASINS AND SUB-BASINS ..................................................4 A. Major Basin Description ......................................................................................... 5 B. Sub-Basin Description ............................................................................................. 5 IIL DRAINAGE CRITERIA ...............................................................................6 A. Regulations ............................................................................................................... 6 B. Implementation of the "Four Step Process" .......................................................... 6 C. Development Criteria Reference and Constraints ................................................ 7 D. Hydrological Criteria ............................................................................................... 8 E. Hydraulic Criteria ................................................................................................... 8 F. Modifications of Criteria ......................................................................................... 9 IV. DRAINAGE FACILITY DESIGN ...............................................................9 A. General Concept ....................................................................................................... 9 B. Specific Details ......................................................................................................... 9 V. CONCLUSIONS .............................................................................................9 A. Compliance with Standards .................................................................................... 9 B. Drainage Concept ................................................................................................... 10 VI. REFERENCES .............................................................................................10 raGE�2 VII. APPENDICES A. H, d� i�c Computations Vicinity Map Fort Collins Flood Map FEMA FIRM Map Panel 08069C0979H USGS Soil Map Figure 3.4-1 Fort Collins Rainfall Intensity Curve Table 3.4-1 Fort Collins Rainfall Intensity Table Table 3.2-2 Surface Type - Runoff Coefficients Rational Method Calculated Composite C Tables Rational Method Calculated Imperviousness Rational Method Calculated Flows LID Rational Method Calculated Composite C Tables LID Rational Method Calculated Imperviousness LID Rational Method Calculated Flows B. H_ydraulic Computations Fort Collins FAA Method Stage-Storage Sizing for Detention Ponds Water Quality Capture Volume Calculation Restrictor Plate Calculation Outlet Calculations Spillway Calculation LID Summary Stage-Starage Sizing far Rain Gardens Rain Garden Outlet Pipe Calculations Rain Garden Storm Inlet Calculation Equalizer Pipe Calculations Swale Cross-Section A-A 2' Curb Cut Calculation SDI Spreadsheet C. Map Pocket Drainage Plan LID Plan Outlet Structure Detail PAGE�3 I. GENERAL LOCATION AND DESCRIPTION A. Location The proposed site is located in the northeast quarter (NE '/4) of Section 3, Township 6 North, Range 69 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. Specifically, the property is located southwest of the intersection of West Harmony Road and South Shields Street. The property can be legally described as Lot 1, Montessori Subdivision. (Please see the vicinity map located in the Appendix A). B. Description of Property The site is 4.29 acres currently zoned as low-density mixed-use neighborhood district (LMN). The existing site consists of a residence, detached garage, various outbuildings, gravel access drive and native vegetation. The site is bound by Harmony Road to the north, Shields Street to the east, and residential lots to the south and west. The existing site is comprised of two sub-basins. The northern portion of the site, approximately 2.17 acres, drains to the northeast corner of the site at a slope of approximately 3 percent to an existing 3'x3' area inlet. The southern portion of the site, approximately 2.12 acres, sheet flows to the south onto the adjacent property. According to the NRCS soils map survey, the native soils consist of Altvan-Satanta Loams (a United States Department of Agriculture Type `B" hydrologic soil). These soils have a moderate rate of water transmission. There are no active irrigation facilities located within the proposed site area. The developinent of the site will occur in two phases. This drainage report will address the improvements for phase I. Rain gardens and detention ponds have been designed for full build out of Phase IL The development of phase I consists of the construction of a 14,700-sf Montessori school, two temporary modular buildings, concrete sidewalks, playground area, right turn lane off Shields Street and landscaping improvements. Parking will be provided to the north of the proposed building on an asphalt parking lot with concrete curb and gutter allowing for site drainage. The site will utilize four on-site detention ponds connected by equalizer pipes. PAGE�4 II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description The proposed site is located within the Mail Creek Basin, located in southwest Fort Collins. The basin has a drainage area of approxiinately 1676 acres and is primarily located between Taft Hill Road and Lemay Avenue between Horsetooth Road and County Road 36. The basin generally drains from west to east to the confluence of Mail Creek and Fossil Creek, and ultimately to Fossil Creek Reservoir. The site is located within the FEMA Firm Map Panel 08069C1000F but is outside of the FEMA floodplain and floodway (see FEMA Firm Map Panel in Appendix A). B. Sub-Basin Description Historically, the northern portion of the site drains to the northeast corner of the site to an existing storm sewer inlet and the southern portion of the site sheet flows to the adjacent property to the south. The developed site is delineated into seven sub-basins, that will generally follow historic drainage patterns. Runoff that enters the drainage system is directed northeast to the Harmony drainage system. The total runoff to the south is decreased after development. Sub-basin P1, (0.93 acres), consists of the northwest portion of the site, and is comprised of a portion of the proposed building, asphalt parking lot, concrete sidewalks and landscaped area. Runoff is directed north to the low point of the proposed parking lot. Runoff flows through a curb cut to the proposed rain garden then east to the northern portion of the proposed detention pond. This basin produces roughly 6.42 cfs of flow during a 100-year event. Sub-basin P2, (1.71 acres), consists of the southwestern portion of the site, and is comprised of a portion of the proposed building, existing greenhouse and concrete sidewalks, playground areas and detention pond. Runoff is directed southwest towards the proposed rain garden then to the detention pond. Runoff is then directed through a storm pipe to the ultimate outlet point located in the sub-basin P3 detention pond. This basin produces roughly 4.09 cfs of flow during a 100-year event. Sub-basin P3, (0.53 acres), consists of the northeast portion of the site, and is comprised of a portion of the asphalt drive aisle, concrete sidewalks and detention pond. The asphalt drive aisle is shaped as an oval with the detention pond located in the center. Runoff drains towards the center of the drive aisle through curb cuts to the proposed detention pond. Runoff exits the proposed detention pond through an outlet structure designed to release runoff at the 2-year historic rate. This basin produces roughly 4.57 cfs of flow during a 100- year event. raGE�s Sub-basin P4, (0.50 acres), consists of the southeast portion of the site, and is comprised of a portion of the asphalt drive aisle, landscaping and detention pond. Runoff drains west towards the flowline of the drive aisle then south to a proposed curb cut to the proposed rain garden then to the detention pond. Runoff exits the proposed detention pond through a storm pipe to the proposed detention pond located in sub-basin P3. This basin produces roughly 2.52 cfs of flow during a 100-year event. Sub-basin P5, (0.07 acres), consists of the central portion of the site, and is comprised of a portion of the proposed building, concrete sidewalks and landscaping. Runoff is directed towards a 12" catch basin located at the center of the basin. Runoff is directed through a storm pipe to the proposed detention pond located in sub-basin P3. This basin produces roughly 1.0 cfs of flow during a 100-year event. Sub-basin P6, (0.39 acres), consists of the south-central portion of the site, and is comprised of landscaped area. Runoff sheet flows south to the adjacent property. This basin produces roughly 0.35 cfs of flow during a 100-year event, which is less than the historic rate of 1.97 cfs that currently drains onto the property to the south. Sub-basin P7, (0.13 acres), consists of the northeastern portion of the site, and is comprised of landscaped area. Runoff sheet flows east to the flowline of South Shields Street. This basin produces roughly 0.16 cfs of flow during a 100-year event. Currently, offsite flows do not enter the site property per the Westbury P.U.D. First Filing Utility Plans, dated November 17, 1994. This will not change after the site has been developed. III. DRAINAGE CRITERIA C. Regulations Drainage design criteria specified in the Fort Collins Stormwater Criteria Manual and the Urban Storm Drainage Criteria Manual, Volume 3 by the Urban Drainage and Flood Control District (UDFCD) have been referenced in the preparation of this study. D. Implementation of the "Four Ste� Process" Our stormwater management strategy utilizes the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters, as follows: Step 1— Employ Runoff Reduction Practices. To reduce runoff peaks, volumes and pollutant loads from urbanizing areas, implement LID strategies, including Minimizing Directly Connected Impervious Area (MDCIA). LID PAGE�6 practices reduce unnecessary impervious areas and route runoff from impervious surfaces over permeable areas to slow runoff (increase time of concentration) and promote infiltration. Step 2— Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release. Rain gardens treat 80% of the new impervious area, exceeding the 75% requirement. Minor storms are captured in the rain gardens, limiting the release rate to the infiltration rate of the flat area of the rain gardens. After runoff has been minimized, the remaining runoff should be treated again through capture and slow release of the detention pond outlet structure. Extended detention basins will be utilized to ensure that runoff is released at the 2-year historic rate and provide additional water quality. Step 3 — Stabilize Drainageways. Mail Creek is the governing drainageway for the proposed site. By improving the water quality, limiting runoff to 2-year historic rates and increasing infiltration the likelihood of bed and bank erosion caused by runoff from this site is reduced. The Mail Creek Master Plan update is currently underway. The development of this site will not impede the progress of the master plan. Step 4— Implement Site Specific and Other Source Control BMPs. Rain Garden- Bioretention areas (often called Rain Gardens) are depressed landscape features that are designed to collect and treat stormwater. These areas can be linear or free form depending on the site context. Bioretention areas primarily treat stormwater by filtering sediment as the water travels downward through the soil, but it is also a living system where plants and micro-organisms maintain the soil structure and break down dissolved pollutants. Extended Detention Basin: An extended detention basin (EDB) is a sedimentation basin designed to detain stormwater for many hours after storm runoff ends. This BMP is similar to a detention basin used for flood control, however; the EBD uses a inuch smaller outlet that extends the emptying time of the more frequently occurring runoff events to facilitate pollutant removal. E. Development Criteria Reference and Constraints The criteria used as the basis for analysis and design of stormwater management improvements for this site are found in the references cited. raGE�� To the knowledge of the author, there are no other capital drainage improvements planned for the site that would constrain or otherwise influence the design of the stormwater improvements for this site. F. Hydrological Criteria Stonnwater runoff is analyzed for storms with 2-year and 100-year return frequencies. The Rational Method was chosen for this small site. The Rational Method provides that: Q = CIA, where: Q= Design flow in cubic feet per second (cfs) C= Coefficient of runoff for the area under consideration I= Rainfall intensity for the design storm duration (in/hr) A= Area of the drainage sub-basin under consideration (ac) Peak flows were calculated using the Rational Method for the 2-year and 100-year storm events. This software uses the local 1-hour rainfall depth and Fort Collins rainfall intensities, calculated as a function of the time of concentration. These values were obtained by the City of Fort Collins Rainfall Intensity-Duration-Frequency (IDF) curve/table; Figure 3.4-1 and Table 3.4- l, and can be found in Appendix A. Additionally, per the City of Fort Collins, the "C' coefficients have been multiplied by the appropriate storm frequency factors. "C" values were taken from Table 3.2-2, Surface Types — Runoff Coefficients (See Appendix A). Soils of hydrologic soil type "B" dominate the site. Onsite runoff was calculated to determine the runoff differential between existing and developed conditions for use in sizing the WQCV as required by the FCSDM. The hydrologic basin paraineters and runoff rates are included in the Appendices. The design worksheets included in the Appendices to this Final Drainage Report present documentation of the hydrologic calculations for the on-site storm drainage systems. The FAA spreadsheet incorporates the rainfall data from the Fort Collins Stormwater Criteria Manual, Table 3.4-1. G. Hydraulic Criteria Within this development, all runoff will be conveyed on the surface, initially as sheet flow and subsequently as concentrated flow in swales, bioswales, and curb & gutter. The assessment of required capacity and the sizing of the respective components of the drainage system are based on the anticipated runoff from the 100-year storm event. The surface runoff will culminate into an on-site detention pond. PAGE�8 H. Modifications of Criteria There are no modifications or variances requested in connection with the design of the stormwater management for the Fort Collins Montessori School development. IV. DRAINAGE FACILITY DESIGN I. General Concept The storm drainage system is designed to safely convey developed storm flows by sheet flow, pipe flow, concentrated swale and gutter flow to the rain gardens and detention pond. The design worksheets included in the Appendices to this Final Drainage Report present details of the hydrologic and hydraulic calculations pertinent to the design of the on-site storm drainage system. A drainage plan, showing the proposed development of the site and developed drainage patterns is included in the map pocket following the Appendices. J. Specific Details The site will utilize on-site detention ponds and rain gardens. Runoff will enter the detention system through proposed rain gardens and PVC pipes. Three rain gardens are provided on-site. The rain gardens were sized based on full build out of Phase II of development. Phase II was split into four drainage basins. Three of these basins are treated with water quality, totaling 80% of the new impervious area. The proposed detention ponds have a capacity of approximately 28,872 cubic feet. The required detention for the site is 27,626 cubic feet. The detention pond will drain through an outlet structure with a release rate of 1.36 cfs. The 100-year release rate was based off the 2-year historic flow rate. The proposed detention pond will have three controlled release rates. The detention pond has a water quality volume of 696 cubic feet and a release rate of 0.04 cfs through a 1" orifice. Runoff exceeding the water quality elevation of 5085.0 will flow through a grated lid into the 12" outlet pipe. This pipe will be covered by a restrictar plate to control the release rate to 1.36 cfs. Runoff greater than a 100-year event will exit the detention pond through an emergency spillway at a rate no greater than the 100-year developed flow. The 100-year WSEL is 5088.60' with 1' of freeboard provided. 1�K�]`►[�11111.�[�7�(.� K. Compliance with Standards The drainage design for the Fort Collins Montessori School Site follows the requirements of the Fort Collins Sto�mwater Criteria Manual as well as the City's floodplain regulations. PAGE�9 The criteria and recommendations of the Uf-ban Storm Drainage Criteria Manual are also reflected in the design of the drainage systems. L. Drainage Concept The drainage design for the Fort Collins Montessori School site will safely convey onsite flows from the development into extended detention basin. Water quality treatment will be achieved by the extended detention basin system and linear bioretention. VL REFERENCES "Fort Collins Stormwater Criteria Manual", City of Fort Collins, Adopted December 2018. Natural Resources Conservation Service Web Soil Survev at websoilsurvey.nres.usda.gov/app Urban Storm Draina�e Criteria Manual, Volumes 1, 2, and 3, Urban Drainage and Flood Control District, Apri12008. raGE�lo VII. APPENDICES A. H,ydrolo i� c Computations Vicinity Map Fort Collins Flood Map FEMA FIRM Map Panel 08069C0979H USGS Soil Map Figure 3.4-1 Fort Collins Rainfall Intensity Curve Table 3.4-1Fort Collins Rainfall Intensity Table Table 3.2-2 Surface Type - Runoff Coefficients Rational Method Calculated Composite C Tables Rational Method Calculated Imperviousness Rational Method Calculated Flows LID Rational Method Calculated Composite C Tables LID Rational Method Calculated Imperviousness LID Rational Method Calculated Flows 1 W h�ssetoo,n Fd N �V Horseto^th Rd . � O� 1c�� . 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IDF Table for Rational Method Duration Intensity Intensity Intensity (min) 2'Year 10-year 100-year (in/hr) (in/hr) (in/hr) 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 16 1.81 3.08 6.30 17 1.75 2.99 6.10 18 1.70 2.90 5.92 19 1.65 2.82 5.75 20 1.61 2.74 5.60 21 1.56 2.67 5.46 22 1.53 2.61 5.32 23 1.49 2.55 5.20 24 1.46 2.49 5.09 25 1.43 2.44 4.98 26 1.4 2.39 4.87 27 1.37 2.34 4.78 28 1.34 2.29 4.69 29 1.32 2.25 4.60 30 1.30 2.21 4.52 31 1.27 2.16 4.42 32 1.24 2.12 4.33 33 1.22 2.08 4.24 34 1.19 2.04 4.16 35 1.17 2.00 4.08 36 1.15 1.96 4.01 37 1.16 1.93 3.93 38 1.11 1.89 3.87 F�rt� ns Hydrology Standards (Ch. 5) 3.0 Rational Method Duration Intensity Intensity Intensity (min) 2'Year 10-year 100-year (in/hr) (in/hr) (in/hr) 39 1.09 1.86 3.8 40 1.07 1.83 3.74 41 1.05 1.80 3.68 42 1.04 1.77 3.62 43 1.02 1.74 3.56 44 1.01 1.72 3.51 45 0.99 1.69 3.46 46 0.98 1.67 3.41 47 0.96 1.64 3.36 48 0.95 1.62 3.31 49 0.94 1.6 3.27 50 0.92 1.58 3.23 51 0.91 1.56 3.18 52 0.9 1.54 3.14 53 0.89 1.52 3.10 54 0.88 1.50 3.07 55 0.87 1.48 3.03 56 0.86 1.47 2.99 57 0.85 1.45 2.96 58 0.84 1.43 2.92 59 0.83 1.42 2.89 60 0.82 1.4 2.86 65 0.78 1.32 2.71 70 0.73 1.25 2.59 75 0.70 1.19 2.48 80 0.66 1.14 2.38 85 0.64 1.09 2.29 90 0.61 1.05 2.21 95 0.58 1.01 2.13 100 0.56 0.97 2.06 105 0.54 0.94 2.00 110 0.52 0.91 1.94 115 0.51 0.88 1.88 120 0.49 0.86 1.84 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 8 7 FORT COLLINS STORMWATER CRITERIA MANUAL Figure 3.4-1. Rainfall IDF Curve — Fort Collins Hydrology Standards (Ch. 5) 3.0 Rational Method io.00 __ _ _ _ _ _ � � -- -_ _---- ii i L - - - -- - - ' � '- 100-Year Storm 9�� - -� � � � I I I � �� - ---10-Yea�Sio�m � � I . . - - -; �J - -- - � � , �- . . . .- . � �. � - 2-Year Storm _I_. . -� �---- -- ._�._._'._. . ._:_._._._. . .- -. ---� ---�-- I I � i _ � I _ . . . . _ . . . I 8.00 -- ---- . - _ _ _. - I �- _ I I I I.. �I I I I.... _ ! �! j . . _�, . . . _ . _. . . . __ . _. . ._ . _ . . _ _ . _ . . �.00 _ i 'i i i- - i i i � �. i � , T , � � _ _ _r � _� _ N �.00 —. _ � i � - - � � - �- �' s.00 -.__ _ -�_ � —_.� . � � �_�_�_._ � i_ _I_ ,`, � I I I__ j l i l G � . . . . � , . -. . ._ .. . . �-I-�I_:-. .i � . _�_ ._-� -. i . .. . � 4.00 --�-. _ I I I I I i � I � ♦ _ _ _ _ l-i � i i � i 7: i _-�-:_ _i ._. _ � , - -- 3.00 . -� � � 1 I � I I . `. ��` . . � �-- � i i � i � i i i . \ . .�� . . . . \ � . ♦ ... �� ... 2.00 ��` -. _ ��y`-_ _ � �� l �� ► 1.00 I._�I . . i . I�I�.+�i _! `s` __ ___�'��-.��.�---.:��«�� _ _ - T i �I � i �� . � - . . II I I � ��.. ��..+�� - _..,�r�i ! �� 0.00 . 0 10 20 30 40 50 60 70 80 90 100 110 120 Storm Duration (minutes) c�tyof 3.4 Intensity-Duration-Frequency Curves for Rational Method ��F�rt� ns Page 9 Table 3.2-2. Surface Type - Runoff Coefficients Surface T Runoff Coefficients Hardscape or Hard Surface Asphalt, Concrete 0.95 Rooftop 0.95 Recycled Asphalt 0.80 Gravel 0.50 Pavers 0.50 Landscape or Pervious Surface Lawns, Sandy 5oil, Flat Slope < 29'0 0.10 Lawns, Sandy Soil, Avg Slope 2-79�0 0.15 Lawns, Sandy Soil, Steep 51ope >7% 0.20 Lawns, Clayey Soil, Flat Slope < 29'� 0.20 Lawns, Cla e Soil, Av Slo e 2-7% 0.25 Lawns, Clayey Soil, Steep Slope >7% 0.35 Table 4.1-3. Surface Type — Percent Impervious Percent Impervious Surface Type (96j Hardscape or Hard Surface As halt, Concrete 100 Raoftop 90 Recycled Asphalt 80 Gravel 40 Pavers 40 landuape ar Pervious Surface Pla rounds 25 Lawns, Sandy 5oil 2 Lawns, Clayey soil 2 0 N O N n c-1 N H � � � � U �l � H O � U O � v c0 G 0 U 0 LL �n m rn �t m �� o m m o� N.-i .� t� m oo in o.� ��n io 0 0 0 0 0 0 0.--i o 0 0 0 0 0�m m � m.� � o 0 o m N c-1 c-1 V"1 N t0 CY 00 .--1 c-I d' t1'1 O O O O O O O O O O O O I� N 01 M.-1 (Yl O O Ol ('/1 Ol Ol c-i �-1 N Ql 1� tfl M .-i lYl .-I N N ` N N V' O� O O O O O V G � N Ql Ql N lO N c-I Ol fn N l0 n.� o� m m ti m o m ti r� o rl N M O rl O O O O O N N o.� .-+ m N N o� o o ti m ti O a--i ti N O O O O O� h 0 0 0 0 0 0 0 0 0 0 0 0 � � � c � .= w v a o�� o 0 0 0 0 0 0 0 0 N O N O ti O O O O O ti ti O O O O O O O O O O O O Vl O�-n O I� O N Vl O O � I� 0 0 o ti o ti o 0 0 o m m 000 000000000 O O O � O V1 �D O O O N M O O Q M O N� O O O f� O 0 0 0 0 0 0 0 0 0 0 o ti v ++ c-1 N � �--I N (�'1 V tfl lD f� � in W w N 2 n. d O. 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Hydraulic Computations Fort Collins FAA Method Stage-Storage Sizing far Detention Ponds Water Quality Capture Volume Calculation Restrictor Plate Calculation Outlet Calculations Spillway Calculation LID Summary Stage-Starage Sizing for Rain Gardens Rain Garden Outlet Pipe Calculations Rain Garden Storm Pipe Calculations Equalizer Pipe Calculations Swale Cross-Section A-A 2' Curb Cut Calculation SDI Spreadsheet 15 City of Fort Collins FAA Method Project: Fort Collins Montessori School Basin ID: Detemination of MAJOR Detention Volume Using FAA Method: Catchment Drainage Area A= 4.29 acres la= 50 percent T= 100 years (2 or 100) Tc= 8 minutes Type= B A, B, C, or D q= 0.32 cfs/acre Catchment Drainage Imperviousness Return Period for Detention Control Time of Concentration of Watershed NRCS Soil Group Allowable Unit Release Rate Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Modified FAA Major Storage Rainfall Rainfall Duration Intensity minutes inches / hr (input) (output) 0 0.00 5 9.95 10 7.72 15 6.52 I 20 5.60 � 25 4.98 30 4.52 35 4.08 40 3J4 45 3.46 50 3.23 55 3.03 60 2.86 65 2.71 70 2.59 75 2.48 80 2.38 85 2.29 90 2.21 95 2.13 100 2.06 105 2.00 � 110 1.94 115 1.88 120 1.84 Inflow Outflow Storage Volume Volume Volume cubic feet cubic feet cubic feet 0 8,452 13,115 16,615 19,027 21,151 23,036 24,259 25,415 26,451 27,436 28,311 29,152 29,925 30,800 31,598 32,346 33,068 33,790 34,376 34,996 35,676 36,253 36,729 37,510 0 412 824 1,236 1,647 2,059 2,471 2,883 3,295 3,707 4,118 4,530 4,942 5,354 5,766 6,178 6,589 7,001 7,413 7,825 8,237 8,649 9,060 9,472 9,884 0 8,040 12,291 15,379 17,380 19,091 20,565 21,377 22,120 22, 744 23,318 23,781 24, 210 24, 571 25,034 25,421 25,756 26,067 26,377 26,551 26,759 27,027 27,193 27,257 27,626 C= 0.66 Qp-in= 28.35 cfs Qp-out= 1.37 cfs Volume=� 27,626 �cubic feet 16 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Fort Collins Montessori School Basin ID: Detention Pond 1 D�^ ___ SideSlope.Z A _�� Flon W ��T� � �� -�- ir ` Side Slope Z .___ L__� s� sm� z Dam � Elow � w� i-� <___________`_________> SideSlopeZ Side Slope: Dyn /_�--� �� , (�l� ��_ `--- - _�_Y- E L � � Stide$lapez Desiqn Information (Inputl: Check Basin Sha e W idth of Basin Bottom, W ft Right Triangle OR... Length of Basin Bottom, L= ft Isosceles Triangle OR... Dam Side-slope (H:V), Zd = fUft Rectangle OR... Circle / Ellipse OR... Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet'Modified FAA': 0.09 0.54 acre-ft. St_age-Storaae Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft fUft ft ft ft2 ft2 User ft3 acres acre-ft Volumes in ut in ut Below EI. out ut out ut out ut Overide out ut out ut out ut for oal seek 5083.60 in ut 0 0.000 0.000 5084.00 0.00 0.00 263 53 0.006 � 0.001 5084.50 0.00 0.00 856 332 � 0.020 I 0.008 5085.00 0.00 0.00 1,353 885 0.031 I 0.020 5085.50 0.00 0.00 1,837 1,682 I 0.042 0.039 5086.00 0.00 0.00 � 2,348 2,728 I 0.054 II 0.063 5086.50 0.00 0.00 � 2,883 4,036 I 0.066 I 0.093 5087.00 0.00 0.00 I 3,444 5,618 I 0.079 I 0.129 5087.50 0.00 0.00 4,029 7,486 I 0.092 � 0.172 5088.00 0.00 0.00 4,640 9,653 � 0.107 � 0.222 5088.50 0.00 0.00 5,275 12,132 0.121 0.279 5088.60 0.00 0.00 5,405 12,666 � 0.124 0.291 100-YR 5089.10 0.00 0.00 I 5,070 15,285 0.116 I, 0.351 5089.60 0.00 0.00 I 6,770 18,245 0.155 I 0.419 Detention Pond 1 v2.35.x1s, Basin 10/14/2019, 4:57 PM 17 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Fort Collins Montessori School Basin ID: Detention Pond 2 D�^ ___ SideSlope.Z A _�� Flon W ��T� � �� —�— ir ` Side Slope Z .___ L__� s� sm� z Dam � Elow � w� i—� <___________`_________> SideSlopeZ Side Slope: Dyn /_�--� �� , (�l� ��_ `--- — _�_Y- E L � � Stide$lapez Desiqn Information (Inputl: Check Basin Sha e W idth of Basin Bottom, W ft Right Triangle OR... Length of Basin Bottom, L= ft Isosceles Triangle OR... Dam Side-slope (H:V), Zd = fUft Rectangle OR... Circle / Ellipse OR... Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet'Modified FAA': 0.09 0.54 acre-ft. St_age-Storaae Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft fUft ft ft ft2 ft2 User ft3 acres acre-ft Volumes in ut in ut Below EI. out ut out ut out ut Overide out ut out ut out ut for oal seek 5086.10 in ut 0 0.000 0.000 5086.50 0.00 0.00 95 19 0.002 0.000 5087.00 0.00 0.00 190 90 � 0.004 I 0.002 5087.50 0.00 0.00 560 278 0.013 I 0.006 5088.00 0.00 0.00 924 649 I 0.021 I 0.015 5088.50 0.00 0.00 � 1,321 1,210 � 0.030 � 0.028 5088.60 0.00 0.00 � 1,404 1,346 � 0.032 I 0.031 100-YR 5089.10 0.00 0.00 I 1,837 2,157 � 0.042 I 0.050 5089.60 0.00 0.00 2,300 3,191 � 0.053 0.073 Detention Pond 2 v2.35.x1s, Basin 10/14/2019, 4:01 PM � STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Fort Collins Montessori School Basin ID: Detention Pond 3 D�^ ___ SideSlope.Z A _�� Flon W ��T� � �� —�— ir ` Side Slope Z .___ L__� s� sm� z Dam � Elow � w� i—� <___________`_________> SideSlopeZ Side Slope: Dyn /_�--� �� , (�l� ��_ `--- — _�_Y- E L � � Stide$lapez Desiqn Information (Inputl: Check Basin Sha e W idth of Basin Bottom, W ft Right Triangle OR... Length of Basin Bottom, L= ft Isosceles Triangle OR... Dam Side-slope (H:V), Zd = fUft Rectangle OR... Circle / Ellipse OR... Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet'Modified FAA': 0.09 0.54 acre-ft. St_age-Storaae Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft fUft ft ft ft2 ft2 User ft3 acres acre-ft Volumes in ut in ut Below EI. out ut out ut out ut Overide out ut out ut out ut for oal seek 5084.95 in ut 0 0.000 0.000 5085.00 0.00 0.00 31 1 0.001 � 0.000 5085.50 0.00 0.00 374 102 I 0.009 I 0.002 5086.00 0.00 0.00 815 399 0.019 � 0.009 5086.50 0.00 0.00 1,249 915 � 0.029 0.021 5087.00 0.00 0.00 � 1,718 1,657 � 0.039 � 0.038 5087.50 0.00 0.00 � 2,220 2,642 I 0.051 I 0.061 __ — , 5088.00 0.00 0.00 I 2,755 3,885 I 0.063 I 0.089 5088.60 0.00 0.00 3,442 5,744 I 0.079 � 0.132 100-YR 5089.60 0.00 0.00 4,676 9,803 0.107 Q225 Detention Pond 3 v2.35.x1s, Basin 10/14/2019, 4:02 PM 19 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Fort Collins Montessori School Basin ID: Detention Pond 4 D�^ ___ SideSlope.Z A _�� Flon W ��T� � �� —�— ir ` Side Slope Z .___ L__� s� sm� z Dam � Elow � w� i—� <___________`_________> SideSlopeZ Side Slope: Dyn /_�--� �� , (�l� ��_ `--- — _�_Y- E L � � Stide$lapez Desiqn Information (Inputl: Check Basin Sha e W idth of Basin Bottom, W ft Right Triangle OR... Length of Basin Bottom, L= ft Isosceles Triangle OR... Dam Side-slope (H:V), Zd = fUft Rectangle OR... Circle / Ellipse OR... Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet'Modified FAA': 0.09 0.54 acre-ft. St_age-Storaae Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft fUft ft ft ft2 ft2 User ft3 acres acre-ft Volumes in ut in ut Below EI. out ut out ut out ut Overide out ut out ut out ut for oal seek 5086.30 in ut 0 0.000 0.000 5087.00 0.00 0.00 1,397 489 0.032 0.011 5087.50 0.00 0.00 3,719 1,768 I 0.085 0.041 5088.00 0.00 0.00 7,272 4,516 0.167 0.104 5088.60 0.00 0.00 8,482 9,242 0.195 0.212 100-YR 5089.60 0.00 0.00 16,654 21,810 0.382 0.501 Detention Pond 4 v2.35.x1s, Basin 12/12/2019, 3:16 PM 20 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Fort Collins Montessori School Basin ID: Detention Pond System D�^ ___ SideSlope.Z A _�� Flon W ��T� � �� -�- ir ` Side Slope Z .___ L__� s� sm� z Dam � Elow � w� i-� <___________`_________> SideSlopeZ Side Slope: Dyn /_�--� �� , (�l� ��_ `--- - _�_Y- E L � � Stide$lapez Desiqn Information (Inputl: Check Basin Sha e W idth of Basin Bottom, W ft Right Triangle OR... Length of Basin Bottom, L= ft Isosceles Triangle OR... Dam Side-slope (H:V), Zd = fUft Rectangle OR... Circle / Ellipse OR... Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet'Modified FAA': acre-ft. St_age-Storaae Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft fUft ft ft ft2 ft2 User ft3 acres acre-ft Volumes in ut in ut Below EI. out ut out ut out ut Overide out ut out ut out ut for oal seek 0.00 5083.60 in ut 0 0.000 0.000 0.40 5084.00 0.00 0.00 263 53 0.006 � 0.001 0.90 5084.50 0.00 0.00 856 332 � 0.020 I 0.008 1.40 5085.00 0.00 0.00 1,384 892 0.032 I 0.020 WQCV 1.90 5085.50 0.00 0.00 2,211 1,791 I 0.051 I 0.041 2.40 5086.00 0.00 0.00 � 3,163 3,135 � 0.073 � 0.072 2.90 5086.50 0.00 0.00 � 4,227 4,982 � 0.097 I 0.114 3.40 5087.00 0.00 0.00 I 6,749 7,726 � 0.155 I 0.177 3.90 5087.50 0.00 0.00 10,528 12,045 I 0.242 � 0.277 4.40 5088.00 0.00 0.00 15,591 18,575 � 0.358 � 0.426 5.00 5088.60 0.00 0.00 18,733 28,872 0.430 0.663 100-YR 5.50 5089.10 0.00 0.00 21,373 38,899 0.491 0.893 6.00 5089.60 0.00 0.00 30,400 51,842 � 0.698 1.190 Detention Pond Outlet Design File_v2.35.xis, Basin 2/17/2020, 2:48 PM 21 W J � � � U � W � � J O > W � � a a U � H J a � v � w a � w x � � 0 � z N � W � � a x U � 0 W ('3 a � s° U � O m G O � C .Q U `o � a` m > � V G C O .0 m 0 0 m � �� I � o z = � d o — �g � o� E z' � �� iirt Q S r Z U tn o " o o " E � d �' ¢ m o °� � "c o � U c - F a 3 `m _ m ~ � o E � 3 n E��... � � �' z � H E E a m ~ j U � = m a ? O � U O � > 3 o a 3 d� � � ,°p;� d � H - R�W � �(J�100 ��1�1 0 0 c0000 0000� 0000 0000 0000 0000 I � Q lll Q a � H F n _ = r N i� - d m N u � � d d � a t 0 3 � `�� I�o�� o > > ° ¢° a ¢° U V > 3oHod �E��Sa° �>°. - - �j U V O o D �, O m m � � E o 0 3 v > �N 0 �� E O a - �--====--_:: 'I IIII IIIIIII 'I I'lll'I'I'll ' I II"IIII"'I ' I II"IIII"'I 'I IIIIIIIIIIII 'I III'llllllll � I II'I'lll"'I ' I'I"IIIIII'I 'I IIIIIIIIIIII �I IIIIIIIIIIII ' IIIIIIII'I : � , I'llll"'I ' � "'I'I'I'I " ': II'llllllll 'I IIII'lllll'I • I III'llllll'I � I IIIIIIIIIIII • I III'llllllll • I II'lllll'I'I ' I'I"IIII"'I ' I II"'I'I'I'I • I III'llllllll ' IIIIIIIIIII' ■� -' - � � -' 22 RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Fort Collins Montessori School Basin ID: Detention Pond System Sizinq the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth Pipe/Vertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth Pipe/Vertical Orifice Diameter (inches) Orifice Coefficient Full-flow Caoacitv (Calculatedl Full-flow area Half Central Angle in Radians Full-flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Width of Equivalent Rectangular Vertical Orifice Centroid Elevation of Equivalent Rectangular Vertical Orifice #1 Vertical #2 Vertical Orifice Orifice EIev:WS= 5,085.60 feet Elev:lnvert= 5,083.60 feet Q = 1.36 cfs Dia = 72.0 inches Co = 0.60 Af = 0.79 J i sq ft Theta = 3.14 � � rad Qf =� 8.0 � cfs Percent of Design Flow =l 590 % Theta=� 0.98 rad Ap=� 0.13 sqft Tp=l 9.94 inches Yo =i 0.22 feet Elev Plate Bottom Edge =� 5,083.82 feet Qp =I 1.4 cfs Equivalent Width =! 0.59 feet Equiv. Centroid EI. _� 5,083.71 �feet Detention Pond Outlet Design File_v2.35.x1s, Restrictor Plate 2/17/2020, 2:49 PM 23 STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: Fort Collins Montessori School Basin ID: Detention Pond System Ituu�n�UNe�NI (tiianJ:uel) RnuiineONerH'_ -_- "- - .i��'-� .- _ �„ �� µ '�� -- w� � � � � _ Rnwing ONeru31Single Swgel Rowin�or,lei �u '�`,1._ ,�ii I / ,. L ._._` ` �'�� v�i � V i � '_ " „ f-• , ,.. . I Current Routing Order is #3 r_'_� Desian Information (Input): Circular Opening: OR Rectangular Opening: Diameter in Inches #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. Dia. = inches W = 3.00 0.68 ft. L or H= 3.00 0.79 ft. % open = 50 100 % Co = 0.67 0.60 Cw = 3.00 Eo = 5086.00 5,083.60 ft. Width in Feet Length (Height for Verticaq Percentage of Open Area After Trash Rack Reduction Orifice Coefficient Weir Coefficient Orifice Elevation (8ottom for Verticaq Calculation of Collection CanacitV: Net Opening Area (after Trash Rack Reduction) Ao = 4.50 0.13 sq. ft. OPTIONAL: User-Overide Net Opening Area Ao = sq. ft. Perimeter as Weir Length Lw = 9.00 ft. OPTIONAL: User-Overide Weir Length L„, = g_ Top Elevation of Vertical Orifice Opening, Top = 5083.79 ft. Center Elevation of Verticai Orifice Opening. Cen = 508370 ft. Routing 3: Single Stage - Water flows through W�CV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to culvert sheet (#2 vertical & horizontal openings is not used). Horizontal Orifices Vertical Orifices Labels Water WQCV #1 Horiz. #t Horiz. #2 Horiz. #2 Horiz. #i Vert. #2 Vert. Total Target Volumes to� WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for wc1Gv, Minoc & Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity a nnajor Storage W.S. Elevations ft cfS cf5 Cf5 Cf5 cfS Cf5 cf5 cfS Volumes (in ut) (linked) (User-Ilnked) (output) (out uq (out uq (out ut) (outpu[) (out ut) (ou[ uq (Ilnx�orgoalseek� SOS3.60 0.00 0.0o I o.00 I o.00 � o.00 o.00 I o.00 I o.00 5084.00 0.02 0.00 0.00 I 0.00 0.00 0.35 0.00 I OA2 SOS4.50 0.02 0.00 0.00 0.00 0.00 0.56 0.00 I 0.02 5085.00 0.04 0.00 0.00 0.00 0.00 0.72 � 0.00 0.04 WQCV 5085.50 0.04 0.00 0.00 0.00 0.00 0.84 0.00 0.04 5086.00 0.04 0.00 I 0.00 0.00 0.00 0.95 0.00 0.04 5056.50 0.04 9.55 � 17.11 0.00 0.00 � 1.05 0.00 1.05 � SOS7.00 0.05 27.00 I_ 2420 0.00 0.00 I 1.74 0.00 1.14 5087.50 0.05 49.60 � 29.63 0.00 I 0.00 122 0.00 1.22 5085.00 0.06 76.37 �I 34.22 0.00 0.00 7.30 0.00 1.30 5085.60 0.06 773.19 � 39.01 0.00 0.00 1.39 0.00 I 1.39 100-Year 5089.10 0.06 147.37 � 42.60 0.00 0.00 1.46 0.00 1.46 5089.60 �� #N/A 184.42 45.91 0.00 0.00 1.52 0.00 #N/A Detention Pond Outlet Design File_v2.35.x1s, Outlet 2/17/2020, 2:49 PM 24 STAGE-DISCHARGE SIZING OF THE SPILLWAY PCOJ@Ct: Fort Collins Montessori School BaSlll ID: Detention Pond System Desiqn Information (input): Bottom Length of Weir L= 27.00 feet Angle of Side Slope Weir Angle = 45.00 degrees Elev. for Weir Crest EL. Crest = 5,088.60 feet Coef. for Rectangular Weir CW = 2.60 Coef. for Trapezoidal Weir Ct = 2.20 Calculation of Spillwav Capacitv (output): Water Rect. Triangle Total Total Surface Weir Weir Spillway Pond Elevation Flowrate Flowrate Release Release ft. cfs cfs cfs cfs linked (out ut out ut out ut out ut 5083.60 0.00 0.00 0.00 0.00 5084.00 0.00 0.00 0.00 0.00 5084.50 0.00 0.00 0.00 0.00 5085.00 0.00 0.00 0.00 0.00 5085.50 0.00 0.00 0.00 0.00 5086.00 0.00 0.00 0.00 0.00 5086.50 0.00 0.00 0.00 0.00 5087.00 0.00 0.00 0.00 0.00 5087.50 0.00 0.00 0.00 0.00 5088.00 0.00 0.00 0.00 0.00 5088.60 0.00 0.00 0.00 0.00 5089.10 24.82 0.39 25.21 25.21 5089.60 70.20 2.20 72.40 72.40 Detention Pond Outlet Design File_v2.35.x1s, Spillway 3/5/2020, 1:54 PM 25 LID REQUIREMENTS TOTAL IMPERVIOUS AREA ON SITE 93,654 SQ FT REQUIRED TREATMENT AREA (75%) 70,240 SQ FT TOTAL IMPERVIOUS AREA TREATED BY 75,358 SQ FT LI D (80% ) BASIN SUMMARY BASIN BASIN BASIN BASIN 1 2 3 4 AREA (ACRES) 0.72 1.95 0.59 0.64 IMPERVIOUS AREA (ACRES) 0.54 0.78 0.42 0.41 PERCENT IMPERVIOUS (%) 74 41 71 62 PERCENT OF IMPERVIOUS AREA (%) 25.1 36.3 19.5 19.1 REQUIRED WQCV (INCHES) 0.235 0.146 - 0.194 LID VOLUME REQUIRED (CU. FT.) 738 1,240 697 542 LID VOLUME PROVIDED (CU. FT.) 774 1,332 892 704 REQUIRED FLAT AREA (SQ. FT) 464 697 - 346 PROVIDED FLAT AREA (SQ. FT) 508 1,190 - 350 WQCV = a�0.91/� 1.19P+0.781) Where: WQCV = Water QualRy Capture Volume, watershed irxhes n Coefficient corresponding to WQCV drain time ITsble 5.4-1) ! - Imperviousness (96/1001 Equation 7-1 V—�w 2� Axi. 2 Equation 7-2 Where: V= required volume, acre-ft A= tributary catchment area upstream, acres WQCV = Wate� Quality Capture Volume, watenhed Inches 1.2 = to accaunt for the additional 20% of requlred storage for sedimentation aaumulation .91 = 0.0? AI �1'here: At-= minimum {flat) filtcr arca (t��1 A= area tributary to the rain garden 1 ft'! Equation B-? != imrrrviousness of arca triMuta�y to thc rain gardcn (�xncnt exprrsscd as a dccimal) 26 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Fort Collins Montessori School Basin ID: Rain Garden 1 D�^ ___ SideSlope.Z A _�� Flon W ��T� � �� —�— ir ` Side Slope Z .___ L__� s� sm� z Dam � Elow � w� i—� <___________`_________> SideSlopeZ Side Slope: Dyn /_�--� �� , (�l� ��_ `--- — _�_Y- E L � � Stide$lapez Desiqn Information (Inputl: Check Basin Sha e W idth of Basin Bottom, W ft Right Triangle OR... Length of Basin Bottom, L= ft Isosceles Triangle OR... Dam Side-slope (H:V), Zd = fUft Rectangle OR... Circle / Ellipse OR... Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet'Modified FAA': 0.09 0.54 acre-ft. St_age-Storaae Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft fUft ft ft ft2 ft2 User ft3 acres acre-ft Volumes in ut in ut Below EI. out ut out ut out ut Overide out ut out ut out ut for oal seek 5088.30 in ut 470 0.011 0.000 5088.50 0.00 0.00 630 110 0.014 0.003 5088.75 0.00 0.00 837 293 I 0.019 I 0.007 5089.00 0.00 0.00 1,052 529 0.024 I 0.012 5089.30 0.00 0.00 1,320 885 I 0.030 0.020 Grate 5089.50 0.00 0.00 � 1,504 1,168 � 0.035 � 0.027 5089J5 0.00 0.00 � 1,742 1,573 I 0.040 I 0.036 5090.00 0.00 0.00 I 1,987 2,040 I 0.046 I 0.047 5090.30 0.00 0.00 2,291 2,681 � 0.053 0.062 To of RG Rain Garden 1 v2.35.x1s, Basin 2/17/2020, 2:52 PM 27 STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Fort Collins Montessori School Basin ID: Rain Garden 2 D�^ ___ SideSlope.Z A _�� Flon W ��T� � �� —�— ir ` Side Slope Z .___ L__� s� sm� z Dam � Elow � w� i—� <___________`_________> SideSlopeZ Side Slope: Dyn /_�--� �� , (�l� ��_ `--- — _�_Y- E L � � Stide$lapez Desiqn Information (Inputl: Check Basin Sha e W idth of Basin Bottom, W ft Right Triangle OR... Length of Basin Bottom, L= ft Isosceles Triangle OR... Dam Side-slope (H:V), Zd = fUft Rectangle OR... Circle / Ellipse OR... Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet'Modified FAA': 0.09 0.54 acre-ft. St_age-Storaae Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft fUft ft ft ft2 ft2 User ft3 acres acre-ft Volumes in ut in ut Below EI. out ut out ut out ut Overide out ut out ut out ut for oal seek 5090.25 in ut 1,038 0.024 0.000 5090.50 0.00 0.00 1,306 293 0.030 � 0.007 5090.75 0.00 0.00 1,623 659 � 0.037 0.015 5091.00 0.00 0.00 2,002 1,112 0.046 0.026 5091.25 0.00 0.00 2,101 1,625 I 0.048 �, 0.037 S illwa 5091.50 0.00 0.00 � 2,196 2,162 I 0.050 � 0.050 5091 J5 0.00 0.00 2,312 2,726 I 0.053 I 0.063 To of RG Rain Garden 2 v2.35.x1s, Basin 2/17/2020, 2:53 PM : STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Fort Collins Montessori School Basin ID: Rain Garden 3 D�^ ___ SideSlope.Z A _�� Flon W ��T� � �� —�— ir ` Side Slope Z .___ L__� s� sm� z Dam � Elow � w� i—� <___________`_________> SideSlopeZ Side Slope: Dyn /_�--� �� , (�l� ��_ `--- — _�_Y- E L � � Stide$lapez Desiqn Information (Inputl: Check Basin Sha e W idth of Basin Bottom, W ft Right Triangle OR... Length of Basin Bottom, L= ft Isosceles Triangle OR... Dam Side-slope (H:V), Zd = fUft Rectangle OR... Circle / Ellipse OR... Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet'Modified FAA': 0.09 0.54 acre-ft. St_age-Storaae Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft fUft ft ft ft2 ft2 User ft3 acres acre-ft Volumes in ut in ut Below EI. out ut out ut out ut Overide out ut out ut out ut for oal seek 5088.25 in ut 350 0.008 0.000 5088.50 0.00 0.00 528 110 0.012 � 0.003 5088.75 0.00 0.00 706 264 I 0.016 I 0.006 5089.00 0.00 0.00 880 462 0.020 � 0.011 5089.25 0.00 0.00 1,053 704 I 0.024 � 0.016 Grate 5089.50 0.00 0.00 � 1,223 988 � 0.028 I, 0.023 5089J5 0.00 0.00 � 1,391 1,315 � 0.032 I 0.030 5090.00 0.00 0.00 I 1,558 1,684 � 0.036 I 0.039 5090.25 0.00 0.00 1,661 2,086 � 0.038 0.048 To of RG Rain Garden 3 v2.35.x1s, Basin 3/5/2020, 2:05 PM Channel Report Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc. Rain Garden 1-18 Inch PCV Circular Diameter (ft) = 1.50 Invert Elev (ft) = 5084.63 Slope (%) = 1.20 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 6.42 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 29 Wednesday, Mar 4 2020 = 0.80 = 6.420 = 0.96 = 6.68 = 2.46 = 0.98 = 1.50 = 1.49 Elev (ft) Section � 5087.00 2.; 5086.50 5086.00 5085.50 5085.00 5084.50 5084.00 1.1 1.; 0.� 0.; -0 -0 ) 1 2 Reach (ft) 3 4 30 STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: Fort Collins Montessori School Basin ID: Rain Garden 1 Ituu�n�UNe�NI (tiianJ:uel) RnuiineONerH'_ -_- "- - .i��'-� .- _ �„ �� µ '�� -- w� � � � � _ Rnwing ONeru31Single Swgel Rowin�or,lei �u '�`,1._ ,�ii I / ,. L ._._` ` �'�� v�i � V i � '_ " „ f-• , ,.. . I Current Routing Order is #3 r_'_� Desian Information pnput): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. Circular Opening: Diameter in Inches Dia. = inches OR Rectangular Opening: Width in Feet W= 3.00 1.23 ft. Length (Height for Verticaq L or H= 3.00 1.40 ft. Percentage of Open Area After Trash Rack Reduction % open = 50 100 % Orifice Coefficient Co = 0.67 0.60 WeirCoefficient Cw= 3.00 Orifice Elevation (8ottom for Verticaq Eo = 5089.30 5,087.04 ft. Calculation of Collection CanacitV: Net Opening Area (after Trash Rack Reduction) Ao = 4.50 1.72 sq. ft. OPTIONAL: User-Overide Net Opening Area Ao = sq. ft. Perimeter as Weir Length Lw = 9.00 ft. OPTIONAL: User-Overide Weir Length L„, = g_ Top Elevation of Vertical Orifice Opening, Top = 5088.44 ft. Center Elevation of Verticai Orifice Opening. Cen = 508774 ft. Routing 3: Single Stage - Water flows through W�CV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to culvert sheet (#2 vertical & horizontal openings is not used). Horizontal Orifices Vertical Orifices Labels Water WQCV #1 Horiz. #t Horiz. #2 Horiz. #2 Horiz. #i Vert. #2 Vert. Total Target Volumes to� WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for wc1Gv, Minoc & Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity a nnajor Storage W.S. Elevations ft cfS cf5 Cf5 Cf5 cfS Cf5 cf5 cfS Volumes SOS8.30 0.00 0.00 I 0.00 5085.50 0.00 0.00 0.00 SOSS.75 0.00 0.00 0.00 5089.00 0.00 0.00 0.00 5089.30 0.00 0.00 I 0.00 5089.50 0.00 2.41 I 10.82 5059.75 0.00 8.15 � 16.23 5090.00 0.00 15.81 _I_ 20.24 5090.30 0.00 27.00 . 24.20 0.00 � 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I 0.00 5.92 I, 0.00 7.22 J 0.00 8.32 0.00 9.30 0.00 10.34 I 0.00 10.99 I 0.00 11.74 � 0.00 12.45 � 0.00 1325 � 0.00 0.00 2.41 8.15 13.25 The flowrate for Phase II Basin P1 is 6.60 cfs. Rain Garden 1_v2.35.x1s, Outlet 2/17/2020, 2:51 PM 31 STAGE-DISCHARGE SIZING OF THE SPILLWAY PPOJeCt: Fort Collins Montessori School BaSlll ID: Rain Garden 2 Desiqn Information (input): Bottom Length of Weir L= 20.00 feet Angle of Side Slope Weir Angle = 45.00 degrees Elev. for Weir Crest EL. Crest = 5,091.25 feet Coef. for Rectangular Weir CW = 2.50 Coef. for Trapezoidal Weir Ct = 2.20 Calculation of Spillwav Capacitv (output): Water Rect. Triangle Total Total Surface Weir Weir Spillway Pond Elevation Flowrate Flowrate Release Release ft. cfs cfs cfs cfs linked out ut (out ut out ut out ut 5090.25 0.00 0.00 0.00 0.00 5090.50 0.00 0.00 0.00 0.00 5090.75 0.00 0.00 0.00 0.00 5091.00 0.00 0.00 0.00 0.00 5091.25 0.00 0.00 0.00 0.00 5091.50 6.25 0.07 6.32 6.32 5091.75 17.68 0.39 18.07 18.07 Rain Garden 2_v2.35.x1s, Spiliway 2/17/2020, 2:54 PM Channel Report Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc. Rain Garden 3-18 Inch PCV Circular Diameter (ft) = 1.50 Invert Elev (ft) = 5085.74 Slope (%) = 0.40 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 5.13 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 32 Monday, Feb 17 2020 = 0.99 = 5.130 = 1.24 = 4.13 = 2.85 = 0.87 = 1.42 = 1.26 Elev (ft) Section � 5088.00 2.: 5087.50 5087.00 5086.50 5086.00 5085.50 5085.00 1.� 1.: � 0.� 0.: -0 -0 ) 1 2 Reach (ft) 3 4 33 STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: Fort Collins Montessori School Basin ID: Rain Garden 3 Ituu�n�UNe�NI (tiianJ:uel) RnuiineONerH'_ -_- "- - .i��'-� .- _ �„ �� µ '�� -- w� � � � � _ Rnwing ONeru31Single Swgel Rowin�or,lei �u '�`,1._ ,�ii I / ,. L ._._` ` �'�� v�i � V i � '_ " „ f-• , ,.. . I Current Routing Order is #3 r_'_� Desian Information pnput): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. Circular Opening: Diameter in Inches Dia. = inches OR Rectangular Opening: Width in Feet W= 3.00 1.19 ft. Length (Height for Verticaq L or H= 3.00 1.48 ft. Percentage of Open Area After Trash Rack Reduction % open = 50 100 % Orifice Coefficient Co = 0.67 0.60 WeirCoefficient Cw= 3.00 Orifice Elevation (8ottom for Verticaq Eo = 5089.25 5,085.91 ft. Calculation of Collection CanacitV: Net Opening Area (after Trash Rack Reduction) Ao = 4.50 1.76 sq. ft. OPTIONAL: User-Overide Net Opening Area Ao = sq. ft. Perimeter as Weir Length Lw = 9.00 ft. OPTIONAL: User-Overide Weir Length L„, = g_ Top Elevation of Vertical Orifice Opening, Top = 5087.39 ft. Center Elevation of Verticai Orifice Opening. Cen = 5086.65 ft. Routing 3: Single Stage - Water flows through W�CV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to culvert sheet (#2 vertical & horizontal openings is not used). Horizontal Orifices Vertical Orifices Labels Water WQCV #1 Horiz. #t Horiz. #2 Horiz. #2 Horiz. #i Vert. #2 Vert. Total Target Volumes to� WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for wc1Gv, Minoc & Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity a nnajor Storage W.S. Elevations ft cfS cf5 Cf5 Cf5 cfS Cf5 cf5 cfS Volumes SOS8.25 0.00 0.00 I 0.00 5085.50 0.00 0.00 0.00 SOSS.75 0.00 0.00 0.00 5089.00 0.00 0.00 0.00 5089.25 0.00 0.00 I 0.00 5089.50 0.00 3.38 I 12.10 5059.75 0.00 9.55 � 17.11 5090.00 0.00 17.5�_ 20.95 5090.25 0.00 27.00 � 24.20 0.00 � 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I 0.00 10.72 I, 0.00 11.53 J 0.00 12.28 0.00 12.99 0.00 13.66 � 0.00 14.31 I 0.00 14.92 I 0.00 15.57 0.00 16.08 � 0.00 0.00 The flowrate for Phase II Basin P4 is 5.13 cfs. 3.38 16.08 Rain Garden 3_v2.35.x1s, Outlet 2/17/2020, 2:59 PM Culvert Report Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc. 34 Wednesday, Feb 12 2020 Equalizer Pipe-Dentention Pond 2 to Detention Pond 1(Basin P1) Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n-Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) = 5083.62 = 66.00 = 3.91 = 5086.20 = 24.0 = Circular = 24.0 = 1 = 0.013 = Circular Culvert = Smooth tapered inlet throat = 0.534, 0.555, 0.0196, 0.9, 0.2 = 5090.10 = 24.00 = 20.00 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime _��. �h 5:i91 vL $O9"u.OJ 5089.�YJ 5068."vG 50B7 "v^ 5086.0'J 5085 C�5 508R.Ki 5083.4G SG82.00 Equalizer Pipe-Dentention Pond 2 to Detention Pond 1 = 6.42 = 6.42 = 5088.6 = 6.42 = 6.42 = 0.00 = 2.04 = 2.04 = 5088.60 = 5088.65 = 5088.73 = 1.27 = Outlet Control He� Ceptn �R�, a&� 3.6u 2 &D I Bu 7,80 � zo -L20 22D 32�J -4.20 � Reach (ft) 6 > tu 15 2� 25 30 35 .. .: 5� 55 09 65 ,., ?5 6G 85 .:i:culerCUvert HGL EmbanF Culvert Report Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc. Equalizer Pipe-Detention Pond 3 to Detnetion Pond 1 (Basin P4) Invert Elev Dn (ft) = 5084.60 Calculations Pipe Length (ft) = 83.00 Qmin (cfs) Slope (%) = 0.40 Qmax (cfs) Invert Elev Up (ft) = 5084.93 Tailwater Elev (ft) Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) No. Barrels = 1 Qpipe (cfs) n-Value = 0.013 Qovertop (cfs) Culvert Type = Circular Culvert Veloc Dn (ft/s) Culvert Entrance = Smooth tapered inlet throat Veloc Up (ft/s) Coeff. K,M,c,Y,k = 0.534, 0.555, 0.0196, 0.9, 0.2 HGL Dn (ft) Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) _��. �h 5:i91 � 5096.vG 5G89.f 5088.C�5 5087 OG 5055 a+ 5085 00 5084 GG 5083.OG 6 = 5090.86 = 25.00 = 20.00 HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Equalizer Pipe-Detention Pond 3 to 6emetion Pond 1 35 Wednesday, Feb 12 2020 = 2.52 = 2.52 = 5088.6 = 2.52 = 2.52 = 0.00 = 1.43 = 1.43 = 5088.60 = 5088.65 = 5088.69 = 2.50 = Outlet Control He� Ceptn �R�, 5 J7 4 07 3 07 2.07 I 67 0 �7 0.93 -7.93 13� Reach �R) i'; �„ 3� 45 50 SO 7u o� �d i:;B nG t26 .:i.c�lan;�:�:e=. HGL Embank Culvert Report Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc. Equalizer Pipe-Detention Pond 4 to Detention Pond 1 (Basin P2) Invert Elev Dn (ft) = 5084.61 Calculations Pipe Length (ft) = 440.00 Qmin (cfs) Slope (%) = 0.40 Qmax (cfs) Invert Elev Up (ft) = 5086.36 Tailwater Elev (ft) Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) No. Barrels = 1 Qpipe (cfs) n-Value = 0.013 Qovertop (cfs) Culvert Type = Circular Culvert Veloc Dn (ft/s) Culvert Entrance = Smooth tapered inlet throat Veloc Up (ft/s) Coeff. K,M,c,Y,k = 0.534, 0.555, 0.0196, 0.9, 0.2 HGL Dn (ft) HGL Up (ft) Embankment Hw Elev (ft) Top Elevation (ft) = 5089.60 Hw/D (ft) Top Width (ft) = 100.00 Flow Regime Crest Width (ft) = 20.00 _��. �h 569'v Uv 5689.P� 50fi8 � 5087.� 5086.00 5u85 GG 5D84.0"u 5083.00 6 Equalizer Pipe-Detention Pond 4 to 6etention Pond 1 36 Wednesday, Feb 12 2020 , �. , �. . :. . = 4.09 = 4.09 = 0.00 = 2.31 = 2.31 = 5088.60 = 5089.27 = 5089.37 = 2.01 = Outlet Control n,�, cEvm �.e� 3 c'4 2.64 1 53 : c1 Q.36 1 35 2 3c -3.35 650 Reach �R) -„ 1r� i5_ �..,, 25;� 3tb 35,`.° 4G., s>,; ;,,,, :�. _�,. .:i.c�lart;�:ve=. HGL Embank Culvert Report Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc. 37 Tuesday, Feb 18 2020 Equalizer Pipe-Dentention Pond 1 to Spillway (Phase II total - P1) Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n-Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) = 5086.20 = 66.00 _ -3.91 = 5083.62 = 24.0 = Circular = 24.0 = 1 = 0.013 = Circular Culvert = Smooth tapered inlet throat = 0.534, 0.555, 0.0196, 0.9, 0.2 = 5090.10 = 40.00 = 20.00 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime _��. �h 5:i91 vL $O9"u.OJ 5089.�YJ 5068."vG 50B7 "v^ 5086.0'J 5085 C�5 508R.Ki 5083.4G SG82.00 The flowrate has been updated to be the total flow of Phase II (25.07) - The Phase II flow from Basin P1 (6.60) or 18.65 cfs. Equalizer Pipe-Dentention Pond 1 to Spillway = 18.65 = 18.65 = 5088.6 = 18.65 = 18.65 = 0.00 = 5.94 = 5.94 = 5088.60 = 5089.05 = 5089.71 = 3.04 = Outlet Control He� Ceptn �R�, 73& c3^o 5.38 3 3b "s 3"0 � 3& I 38 �38 P.62 -1.62 � Reach (ft) 6 > tu 15 2� 25 30 35 .. .: 5� 55 09 65 ,., ?5 6G 85 .:i:culerCUvert HGL EmbanF Channel Report Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc. Western Swale Cross Section A-A Triangular Side Slopes (z:1) = 12.00, 6.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 5090.72 Slope (%) = 1.00 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 4.28 38 Thursday, Dec 12 2019 Highlighted Depth (ft) = 0.50 Q (cfs) = 4.280 Area (sqft) = 2.25 Velocity (ft/s) = 1.90 Wetted Perim (ft) = 9.06 Crit Depth, Yc (ft) = 0.43 Top Width (ft) = 9.00 EGL (ft) = 0.56 Elev (ft) Section Depth (ft) 5093.00 2.28 5092.50 1.78 5092.00 1.28 5091.50 0.78 v 5091.00 0.28 5090.50 -0.22 5090.00 -� �� 0 5 10 15 20 25 30 35 40 v Reach (ft) Channel Report Hydraflow Express Extension for AutodeskOO AutoCAD RO Civil 3DOO by Autodesk, Inc. 2 FOOt CUrb CUt Rectangular Bottom Width (ft) = 2.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 5090.38 Slope (%) = 3.00 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 2.52 Elev (ft) 5091.00 5090.75 5090.50 5090.25 5090.00 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 39 Monday, Feb 17 2020 = 0.21 = 2.520 = 0.42 = 6.00 = 2.42 = 0.37 = 2.00 = 0.77 C 5 1 1.5 2 Reach (ft) 2.5 3 Depth (ft) 0.62 0.37 0.12 -0.13 -0.38 .� Stormwater Detention and Infiltration Design Data Sheet Stormwater Facility Name: Fort Collins Montessori School Facility Location & Jurisdiction: 1109 West Harmony Road, Fort Co�lins Colorado, 80526 User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ftj Area [ft^Z) Stage [ftj Discharge [cfsJ Watershed Length = 500 ft 0.00 0 0.00 0.00 Watershed Area = 4.29 acres 0.40 263 0.40 0.02 Watershed Imperviousness = 50.0% percent 0.90 856 0.90 0.02 Percentage Hydrologic Soil Group A= 0.0% percent 1.40 1,384 1.40 0.06 Percentage Hydrologic Soil Group B= 100.0% percent 1.90 2,211 1.90 0.07 Percentage Hydrologic Soil Groups C/D = 0.0% percent 2.40 3,163 2.40 0.07 Location for 1-hr Rainfall Depths (use dropdown): 2.90 4,227 2.90 1.05 Userinput � I 3.40 6,749 3.40 1.14 WQCV Treatment Method = Extendecl Detention After completing and printing this worksheet to a pdf, go to: https://ma perture.disitaldataservices.com/�vh/?viewer=cswd if create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed H� Design Storm Return Period = WQCV One-Hour Rainfall Depth = 0.75 Calculated Runoff Volume = 0.074 OPTIONAL Override Runoff Volume = Inflow Hydrograph Volume = 0.073 Time to Drain 97% of Inflow Volume = 17.z Time to Drain 99% of Inflow Volume = 18.0 Maximum Ponding Depth = Z.z9 Maximum Ponded Area = 0.07 Maximum Volume Stored = 0.064 �� 11 � 11 � �� . 11 1 � 11 . 11 � ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- >h Results 2 Year 5 Year 0.87 1.14 0.135 0.192 0.135 0.191 18.0 17.3 19.7 19.6 2.73 3.01 0.09 0.11 0.098 0.125 10 Year SO Year 100 Year 1.44 2.44 3.00 i n 0.281 0.618 0.824 a< 0.281 0.617 0.823 16.5 16.3 16.8 19.8 20.8 21.4 3.49 4.55 5.01 0.17 038 0.43 0.191 0.479 0.667 u rs ,.�c:�.y SDI_Design_Data_v1.08.xlsm, Design Oata 12/17/2019, 11:27 AM 41 Stormwater Detention and Infiltration Design Data Sheet �8 16 14 12 � 10 u � � LL $ 6 4 2 0 0.1 F �7 4 x � a W � ::� z 3 c z 0 a 2 1 DRAIN TIME [hr] SDI_Design_Data_v1.08.xlsm, Design Oata 12/17/2019, 11:27 AM TIMH [hr] 10 0 0.1 1 10 100 C. 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