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Home My WebLink AboutDrainage Reports - 01/24/2017 (3)IJanuary 18, 2017IMMM City of ForP-/ Approved P ns Approved by: Date: I- z ' NA This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double sided printing. Prepared for: Student Housing CSU LLC 2607 Monroe Street Madison, WI 53711 Prepared by: NORTHERN ENGINEERING 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 Phone: 970.221.4158 Fax: 970.221.4159 w .northemengineenng.com Project Number: 1232-001 North ernE nai neerina.com /1 970.221.4159 NORTHERN ENGINEERING 1 January 18, 2017 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 1 I 1 k 1 I RE: Final Drainage Report for Stadium Apartments Dear Staff: Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your review. This report accompanies the Final Plan submittal for the proposed Stadium Apartments. Comments from the Staff Review Letter dated December 5, 2016 have been addressed. Written responses thereto can be found in the comprehensive response to comments letter on file with Current Planning. This report has been prepared in accordance to Fort Collins Stormwater Criteria'Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed Stadium Apartments project. We understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Nicholas W. Haws, PE Vice President M If,> -- Cody Snowdon Project Engineer 1 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 1 970.221.4158 1 www.northernengineering.com ' (NORTHERN ENGINEERING TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION...................................................................1 A. Location.................................................................................................................. 1 C. ' II. A. B. III. A. B. C. D. E. F. G. IV. A. B. V. A. Descriptionof Property ...............................................................................................2 Floodplain................................................................................................................ 3 DRAINAGE BASINS AND SUB-BASINS......................................................:................ 5 Major Basin Description............................................................................................. 5 Sub -Basin Description....................................................................................... 5 DRAINAGE DESIGN CRITERIA................................................................................... 5 Regulations.............................................................................................................. 5 FourStep Process..................................................................................................... 5 Development Criteria Reference and Constraints............................................................ 6 HydrologicalCriteria.................................................................................................. 7 HydraulicCriteria......................................................................................................7 Floodplain Regulations Compliance............................................................................. 7 Modifications of Criteria............................................................................................. 7 DRAINAGE FACILITY DESIGN.................................................................................... 7 GeneralConcept................:...................................................................................... 7 SpecificDetails.........................................................................................................9 CONCLUSIONS......................................................................................................12 Compliance with Standards...................................................................................... 12 DrainageConcept.................................................................................................... 12 References....................................................................................................................... 13 APPENDIX A — APPENDIX B — B.1 — B.2 — B.3 — APPENDIX C — APPENDIX D — Hydrologic Computations Hydraulic Computations Storm Sewers Inlets Detention Facilities Water Quality Design Computations Erosion Control Report Final Drainage Report ■� I NORTHERN ENGINEERING LIST OF TABLES AND FIGURES: Figure1 — Aerial Photograph................................................................................................ 2 Figure2 — Proposed Site Plan............................................................................................... 3 Figure 3 — Existing FEMA Floodplains....................................................................................4 Figure 4 —Existing City Floodplains....................................................................................... 4 MAP POCKET: C6.00 — Drainage Exhibit Final Drainage Report ■� NORTHERN ENRTHEINB 1 I. GENERAL LOCATION AND DESCRIPTION 1 A. Location 1. Vicinity Map I ' 1 II i 1 1 1 2. Stadium Apartments project is located in the southwest quarter of Section 14, Township 7 North, and Range 69 West of the 6'" Principal Meridian,. City of Fort Collins, County of Larimer, State of Colorado. 3. The project site is located south of Lake Street and is composed of two properties, 1 821 and 801 West Lake Street. 4. Currently the existing lots does not have any stormwater detention or water quality facilities. The western property consists of Beebe Christian School and is composed 1 of an existing building, parking lot and associated walks. The eastern property consists of a single family residence with a gravel drive and associated walks and accessory buildings. The project site is composed of 26% imperviousness. The existing site all drains from the southwest comer of the property to the northeast corner and into West Lake Street. 5. The project is currently bordered to the south by single family residences, west by Plymouth Congregational Church, north by West Lake Street and east by Blue Ridge Apartments. Final Drainage Report 1 ■� NORTHERN ENGINEERING Stadium Apartments 1 1 1 1 1 1 1 B. Description of Property 1. Stadium Apartments is approximately 2.45 net acres. 1 Figure 1 —Aerial Photograph 2. Stadium Apartments consists of two properties with two existing structures and multiple outbuildings. The western lot consists of Beebe Christian School with a parking lot and associated sidewalks. The eastern lot consists of a single family residence with a gravel driveway, multiple accessory buildings and associated 1 sidewalks. There is no off -site drainage entering the existing properties. All runoff generated from the project drains from the southwest corner of the site to the northeast corner and is discharged into West Lake Street. 3. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey, 100 percent of the site consists of Altvan- Satanta loam, which falls into Hydrologic Soil Groups B. 1 4. The proposed development will include the demolition of the existing structures, parking lot, gravel drive and associated sidewalks. The proposed project will include one large multi -family building, exterior parking lots and associated drive aisle, and sidewalks. The exterior parking lot will be composed of StormTech chambers underneath the paving. The StormTech Chambers will act as a portion of the project's water quality and detention facilities. Surrounding green space will act as the ' remaining water quality and detention facilities. i 1 1 1 Final Drainage Report 2 ■� (NORTHERN C ENGINEERING um Figure 2— Proposed Site Plan 5. No irrigation facilities or major drainageways are within the property limits. 6. The project site is within the High Density Mixed -Use Neighborhood District (H-M-N) Zoning District. The proposed use is permitted within the zone district. C. Floodplain 1. The subject property is not located in a FEMA or City regulatory floodplain. 2. The FIRM Panel 080069C0979H illustrates the proximity of the project site to the nearest FEMA regulatory floodplain. It is noted that the vertical datum utilized for site survey work is the City of Fort Collins Benchmark #29-92 Elevation = 5025.67 (NAVD 88) Final Drainage Report 3 HER NORTN ENGI THEE 6 CITY OF FORT COLLINS 080102 Protect Site I 1% LLfl1 SCALE 1"s M* FIRM ROOD INSURANCE RATE RAP LARIMER COUNTY, COLORADO ANO INCO"ORATF.II AREAS PAN& m of um m ,,,..ate 11.11." 1-1 mama BAY uFrvE YAPNumam MAP REMSED PaieYN.v�gM.m�n..rm.lpt Figure 3 — Existing FEMA Floodplains vv_+.ADO TATE UNIVERSITY Oka r e, Project Figure 4 — Existing City Floodplains Final Drainage Report 4 ' NORTHERN ENGINEERING Stadium Apartment 1 II. DRAINAGE BASINS AND SUB -BASINS ' A. Major Basin Description 1. Stadium Apartments is located within the Old Town Basin. 1 B. Sub -Basin Description ' 1. The property historically drains from the southwest corner of the western lot to the northeast corner of the eastern lot. Stormwater is routed via overland flow across the existing lots. The project only consists of one basin; Basin H1. Stormwater is ' historically discharged directly into West Lake Street. The runoff generated from the existing impervious area is 1.90 cfs and 7.30 cfs for the 2-year and 100-year events, respectively. The runoff generated from the remaining pervious area is 0.44 cfs and 1.93 cfs for the 2-year and 100-year events, respectively. A more detailed ' description of the project's proposed drainage patterns follows in Section IV.A.4., below. 2. No drainage is routed onto the property from the surrounding properties. A full-size copy of the Proposed Drainage Exhibit can be found in the Map Pocket at the end of this report. III. DRAINAGE DESIGN CRITERIA 1 A. Regulations There are no optional provisions outside of the FCSCM proposed with the Stadium ' Apartments project. B. Four Step Process The overall stormwater management strategy employed with the Stadium Apartments project utilizes the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has ' incorporated each step. Step 1— Employ Runoff Reduction Practices ' Several techniques have been utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the current use by implementing multiple Low -Impact Development (LID) strategies including: Selecting a site that has been previously developed and currently consists of a school building and single family residence, an asphalt parking lot, gravel access drive and ' associated sidewalks. Providing vegetated open areas along the north, south and east portion of the site to reduce the overall impervious area and to minimize directly connected impervious 1 areas (MDCIA). Routing flows, to the extent feasible, through drain rock within the underground detention section to increase time of concentration, promote infiltration, filtration and ' provide water quality treatment. 1 Final Drainage Report 5 ■_ r� NORTHERN ENGINEERING Stadium Apartment: Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release' ' The efforts taken in Step 1 will facilitate the reduction of runoff; however, this development will still generate stormwater runoff that will require additional BMPs and water quality. Stormwater generated from the southeast corner of property and the ' courtyard located within the center area of the building will be routed through a Rain Garden for water quality. Stormwater generated from the roof is routed directly into isolator rows located in the underground detention sections and drains through the drain ' rock surrounding the chambers. Stormwater generated from the majority of the parking area will be routed via overland flow to an area inlet located south of the parking area. The stormwater will then be routed directly into isolator rows located in the underground detention sections and drains through the drain rock surrounding the chambers. Stormwater generated from a small portion of the parking lot being routed to the north will be directed to a water quality pond. The areas running off -site to the west and the east ' only consist of landscape area and will be routed across landscape before leaving the site. Step 3 — Stabilize Drainageways ' As stated in Section I.B.S, above, there are no major drainageways in or near the subject property. While this step may not seem applicable to Stadium Apartments, the proposed project indirectly helps achieve stabilized drainageways nonetheless. Once again, site ' selection has a positive effect on stream stabilization. By repurposing an already developed, under-utilized site, combined with LID, the likelihood of bed and bank erosion is greatly reduced. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve ' Citywide drainageway stability. Step 4 — Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments and is not applicable for this project. ' C. Development Criteria Reference and Constraints 1. There are no known drainage studies for the existing properties. ' 2. There are no known drainage studies for any adjacent properties that will have any effect on the Stadium Apartments project. 3. The subject property is essentially an "in -fill" development project as the property is surrounded by currently developed properties. As such, several constraints have been identified during the course of this analysis that will impact the proposed drainage system including: w Existing elevations along the north property lines adjacent to the West Lake Street will be maintained. Existing elevations along the south and west will also be ' maintained. Areas along the eastern property line will be raised through use of a landscape wall. m Existing vegetationalong a portion of the.east and west sides of the subject 1 property will be preserved. m As previously mentioned, overall drainage patterns of the existing site will be maintained. 1 Final Drainage Report 6 INORTHERN ENGINEERING Stadium Apartment: D. Hydrological Criteria ' 1. The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations associated with this development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables RO-11 and RO-12 of the FCSCM. 3. The Rational Formula -based Modified Federal Aviation Administration (FAA) procedure has been utilized for detention storage calculations. - ' 4. Three separate design storms have been utilized to address distinct drainage scenarios. A fourth design storm has also been computed for comparison purposes. The first design storm considered is the 80"' percentile rain event, which has been ' employed to design the project's water quality features. The second event analyzed is the "Minor," or "Initial" Storm, which has a 2-year recurrence interval. The third event considered is the "Major Storm," which. has a 100-year recurrence interval. The fourth storm computed, for comparison purposes only, is the 10-year event. ' 5. No other assumptions or calculation methods have been used with this development that are not referenced by current City of Fort Collins criteria. ' E. Hydraulic Criteria 1. As previously noted, the subject property historically drains into West Lake Street via ' overland flow. 2. All drainage facilities proposed with the Stadium Apartments project are designed in accordance with criteria outlined in the FCSCM and/or the Urban Drainage and Flood ' Control District's (UDFCD) Urban Storm Drainage Criteria Manual. 3. As stated in Section I.C.1, above, the subject property is not located within any ' regulatory floodplain. 4. The Stadium Apartments project does not propose to modify any natural drainageways. ' F. Floodplain Regulations Compliance ' 1. As previously mentioned, all structures are located outside of any FEMA 100-year or City floodplain, and thus are not subject to any floodplain regulations. G. Modifications of Criteria 1. The proposed Stadium Apartments development is not requesting any modification at this time. IV. DRAINAGE FACILITY DESIGN ' A. General Concept 1. The main objectives of the Stadium Apartments drainage design are to maintain ' existing drainage patterns and ensure no adverse impacts to any adjacent properties. 2. As previously mentioned, there are no off -site flows draining onto the existing property. ' Final Drainage Report 7 ' NORTHERN ENGINEERING Stadium Apartmen ' 3. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. 4. The Stadium Apartments project is composed of five major drainage basins, designated as Basins A, B, C, D and OS. The drainage patterns for each major basin are further described below. Basin A Basin A is further subdivided into two (2) sub -basins, designated as Basins Al and A2. Sub -basin Al is composed primarily of the area located southeast of the building ' and consists of landscape surfacing. Stormwater generated from this sub -basin is routed via overland and Swale flow and discharges directly into a designed Rain Garden. Sub -basin A2 is composed entirely of the courtyard internal to the building and consists of some landscape surfacing, but is predominantly hardscape. ' Stormwater generated from this sub -basin is routed via overland flow within the courtyard and discharges through a pipe internal to the building and into a designed Rain Garden. Any storm event over the water quality storm will overtop the Rain ' Garden at the northeast corner of the pond into a concrete chase. The chase has been sized to convey the 100-year storm event and discharges undetained into West Lake Street. ' Basin B 11 I Basin B is further subdivided into four (4) sub -basins, designated as Basins B1, B2, B3 and B4. Sub -basin B1 is composed primarily of the parking area located south of the building and consists of some landscape surfacing. Stormwater generated from this sub -basin is routed via overland and gutter flow and discharges through curb cuts before being intercepted by an area inlet and discharges directly into an isolator row within the underground Detention Pond B. Sub -basin B2 consists entirely of roof surface. Stormwater generated from this sub -basin is routed internal to the building through pipe flow and discharges directly into an isolator row within the underground Detention Pond B. Sub -basin B3 is composed primarily of the parking area located southwest of the building and consists of some landscape surfacing, but is predominantly paved. Stormwater generated from this sub -basin is routed via overland and gutter flow and is intercepted by a curb inlet which discharges directly into an isolator row within the underground Detention Pond B. Sub -basin B4 consists entirely of roof surface. Stormwater generated from this sub -basin is routed internal to the building through pipe flow and discharges directly into an isolator row within the underground Detention Pond B. Basin C Basin Cl is composed of a small drive area located towards the northwest corner of the building and consists primarily of pavement. Stormwater generated from this sub - basin is routed via overland flow and is intercepted by a sidewalk culvert and discharged directly into Water Quality Pond C. Any storm event over the water quality storm will overtop the curb and discharge undetained directly into West Lake Street. i Final Drainage Report 8 NORTHERN ENGINEERING J Fri II Basin D Basin D1 is composed of the drive area located northwest of the building and consists primarily of pavement. Stormwater generated from this sub -basin is routed via overland flow and is intercepted by a sumped inlet and discharged directly into an isolator row within the underground Detention Pond D. Basin OS Basin OS is further subdivided into four (4) sub -basins, designated as Basins OS1, OS2, OS3 and OS4. Sub -basin OS1 is composed primarily of the area located north and east of the building and consists of landscape surfacing and a small portion of the private entrances. Stormwater generated from this sub -basin is routed via overland flow and discharges undetained into West Lake Street. Sub -basin OS2 is composed of a small portion of the drive entrance and consists primarily of pavement. Stormwater generated from this sub -basin is routed via overland flow and discharges undetained into West Lake Street. Sub -basin OS3 is composed primarily of the area west of the western parking area and consists of landscape surfacing. Stormwater generated from this sub -basin is routed via overland flow and discharges undetained into the Plymouth Congregational Church's parking lot and ultimately dischargs into West Lake Street. Sub -basin OS4 is composed entirely of landscape area and is located at the southeast comer of the project. Stormwater generated from this sub -basin is routed via overland flow and discharges undetained to the east. B. Specific Details 1. The main drainage problem associated with this project site is the deficiency of water quality present within the existing site. Currently the entire site drains overland and discharges directly into the West Lake Street without water quality. The proposed development will mitigate this issue by instituting the following water quality strategies: MI The runoff generated from Basin A will be routed to a designed Rain Garden. MI All of the runoff generated from the proposed building roof (Basin B2 & 64) will be routed into isolator rows and through the drain rock surrounding the StormTech Chambers. The runoff generated from the majority of the proposed drive aisle and parking (Basins B and D) will be routed through isolator rows and through the drain rock surrounding the StormTech Chambers. The runoff generated from Basin C will be routed to an extended detention pond. The remaining runoff generated from Basin OS is routed across landscape areas 2. The allowable release rate was established by calculating the ?-vear peak runoff rate of the existing pervious area and the 1 0- ear peak runoff rate of the existing impervious area, resulting in an overall release of 7.74 cfs. In excluding all portions of the proposed project that release undetained (Sub -basins Al, A2, C1, OS1, OS2, OS3, and OS4), the overall allowable peak runoff rate for the remaining site was calculated at 3.84 cfs. This remaining release rate was divided among Sub -Basins B1, B2, B3, B4 and D1. These release rates were utilized in the FAA method for design of the underground Detention Pond B and the underground Detention Pond D. (Refer to Appendix B.3 for these calculations). Final Drainage Report 9 NORTHERN ENGINEERING Stadium Apartments ' 3. Detention Pond Calculations and Results Rain Garden A Rain Garden A was sized for the 12-hour Water Quality Capture Volume (WQCV). Calculations for Rain Garden A, based on the characteristics of Basin A, indicate a ' WQCV of 217 cu. ft. The total WQCV provided is 223 cu. ft. at a water surface elevation of 5027.5 feet. All storm events above the water quality storm will overtop the concrete chase located at the northeast comer and be conveyed undetained into ' West Lake Street. Underground Detention Pond B ' The modified FAA method was used to quantify the required detention volume. Calculations for underground Detention Pond B, based on the characteristics of Basin B and an adjusted release rate of 3.24 cfs, indicate a detention volume of 10,264 cu. ft. The 12-hour Water Quality Capture Volume (WQCV) calculated for this basin is 1,668 cu. ft., resulting in a total required volume of 11,932 cu. ft. During a Water Quality storm event, the WQCV will be routed directly into isolator rows. The isolator rows were sized to capture either the 12-hour WQCV within the chambers and the ' surrounding aggregate or the volume required to detain the Water Quality Storm event within the chambers only, whichever is greater. The water quality volume achieved within these wrapped chambers (aggregate included) is 2,674 cu. ft. To achieve ' volume to store both the required WQCV and the required 100-year storm volume, a total of 180 chambers are proposed, resulting in a total volume of 11,946 cu. ft. This total volume includes the storage available within the aggregate surrounding the chambers. Water Quality Pond C ' The Water Quality Pond C was sized for the 40-hour Water Quality Capture Volume (WQCV). Calculations for Water Quality Pond C, based on the characteristics of Basin C, indicate a WQCV of 81 cu. ft. The total WQCV provided is 82 cu. ft. at a high water elevation of 5026.60 feet. All storm events above the Water Quality Storm will back up into the drive and be conveyed undetained into West Lake Street. Underground Detention Pond D J I The modified FAA method was used to quantify the required detention volume. Calculations for underground Detention Pond D, based on the characteristics of Basin D and an adjusted release rate of 0.60 cfs, indicate a detention volume of 350 cu. ft. The 12-hour Water Quality Capture Volume (WQCV) calculated for this basin is 152 cu. ft., resulting in a total required volume of 502 cu. ft. During a Water Quality storm event, the WQCV will be routed directly into isolator rows. The isolator rows were sized to capture either the 12-hour WQCV within the chambers and the surrounding aggregate or the volume required to detain the Water Quality Storm event within the chambers only, whichever is greater. The water quality volume achieved within these wrapped chambers (aggregate included) is 256 cu. ft. To achieve volume to store both the required WQCV and the required 100-year storm volume, a total of 32 chambers are proposed, resulting in a total volume of 511 cu. ft. This total volume includes the storage available within the aggregate surrounding the chambers. Final Drainage Report io 1 (NORTHERN ENGINEERING Stadium Apartment: 1 4. Basin A is designed to overtop the rain garden in the northeast comer. In the case that the outlet weir should clog, stormwater would overtop and be routed to the 1 concrete chase further to the north. In the case that the area inlet within Sub -basin B1 should clog or backwatering occur, stormwater would overtop from Sub -basin Bl into Sub -basin B3. The excess stormwater from this basin would continue to overtop 1 and pass through Sub -Basins B3, D1, C1, and OS2 before it discharges directly into West Lake Street. In the case that the curb inlet within Sub -basin B3 should clog or backwatering occur, stormwater would overtop from Sub -basin B3 into Sub -basin D1. 1 The excess stormwater from this basin would continue to overtop and pass through Sub -Basins C1, and OS2 before it discharges directly into West Lake Street. Water Quality Pond C was designed to back up and discharge into Sub -basin OS2. In the 1 case that the sidewalk chase is clogged, stormwater would overtop the water quality pond along the north and discharge directly into West Lake Street. In the case that the curb inlet within Sub -basin D1 should clog, stormwater would overtop from Sub - basin D1 into Sub -basin C1. The excess stormwater from this basin would continue to overtop and pass through Sub -Basins OS2 before it discharges directly into West Lake Street. 1 i 1 1 1 1 1 1 1 1 1 Final Drainage Report 11 ' ■� NORTHERN ENGINEERING Stadium Apartment ' V. CONCLUSIONS ' A. Compliance with Standards 1. The drainage design proposed with the Stadium Apartments project complies with the City of Fort Collins' Stormwater Criteria Manual. ' 2. The drainage design proposed with the Stadium Apartments project complies with the City of Fort Collins' Master Drainage Plan for the Old Town Basin. 3. There are no regulatory floodplains associated with the Stadium Apartments development. 4. The drainage plan and stormwater management measures proposed with the Stadium Apartments development are compliant with all applicable State and Federal regulations governing stormwater discharge. ' S. Drainage Concept 1. The drainage design proposed with this project will limit potential damage associated ' with its stormwater runoff. Stadium Apartments will detain for the pervious area converted to impervious areas by releasing at the 2-year existing rate during the developed 100-year storm. ' 2. The proposed Stadium Apartments development will not impact the Master Drainage Plan recommendations for the Old Town major drainage basin. I 1 1 Final Drainage Report 12 1 1 1 1 1 1 1 1 1 1 1 1 i 1 i 1 i NORTHERN ENGINEERING References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 4. Soils Resource Report for Larimer County Area. Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 5. 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CO 4 0 e M 0 D m � � N � 0 3 00 F+ O O O N N N m W w 00 0 0 O (T A O O N Ut ,-+ m y 00 N N 8 4 cn mo��oNm000m.- N m O N O O N d a ID 0 N.P. m Q n non n n 'tl m 3 9 a O N R FU m Z z C n mm m �m Z m n Z fcD M �O I I 1 a a i o �mmmn a_p N c N A A N !U C m o tx b H i � rm O �'00 O " OV O OVl A (wll ^ v A �-+ to N V A Gb m m O A O O W (ODO "0'Ol W N o c [ O o D 0 o 0 0 o 0 oA 0 No r', m c y V OD w w Ul R P 0 y Q O V O O OA 0 0 O O O O O ryy� •Z7 O O OD N O C O W x N �� r+ A OUIO t0 Vt t0 U•Uf O n w N o a° 3 � a rt 2 cCZ O 0 0 0 O O O O O O O O O o O O o b m b v o N O O O m ? a C 0 0 0 0 O p o 0 0 0 RI y 3 n u0i m y n o 0 0 0 0 o v D d N A c N v b o c b - 0 0 0 0 O D A V to W^ vl mw w In Q n n b V 00 kD OD m ~° 0 b II n a 0 .. - € �- 0 3 I ¢ n �cowaurn (n o v C 00 3 3 00 � wd i obi c 2 o .- .... o o N i0000 A 0 0 0 V H d n Ya3 D _ II .0 r N 71 � � 3 N O p V 3 N0 O N O O O O ry y ? m m z Z O — M Z —4 m = m �m Z� mz I � �\ UCD / I I I I I tO t � \ � � @ /� m ( }0�-\■ ` Z £ . ; §0 / §/\/(ifs ` \ 0 /§9 � q s! � k � � o ¥%k¥a <S-li a. 7 �� n k ] 2;#<0 a 2 § �.\ c »rsr _ 2 w 3|$ ■ �r« / 9 mz 3o -M _..q Mx f� 3z 0 ,o 1 I 0d o o 3 �pd 03 n x w oa m m a c N � n o 0O _n Q A o_ T 0 O O O O o m ao w ^ V r-'tDN O Ol A- a 0 N � S^ o " f7 cn cn Ut V, T N O � Y s Zryry V1 V1 V1 V1 V1 Q NNYN 9 e S VrNY „ ,0ooU- v m 00000 e� & m V 0o iD 00 Ol n y {� N v 0 0 0 0 0 ao ao C > m Z O A n O r✓ .-. r-+ CDO v c00 0 i 9 tD P. 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(NO OND CD V Vn O coW O .OND O w .ON) WJ — r a cnn A m 0) (n o m (n N (n s m Nm S ,tNO ,(NO v ON) W O WNWO O W 0 0 0 0 0 0 0 _ m (NO (N0 OND v W ,ON) .(Nn — r (N OD O W W N w OW (A ul (n (n 0 N 0 N 0 (n 0 m m m m m � rn 9) w 0 (o 0) rn 0) r N w 0) J (O — W (n (n O Ut N m O) C-m ' W 0) to V 0) ON) .(NO Vt N .(NO O OD (O O ,— .. r - OD W O O O O 0 0 0 co v ao (Nn pop A N OOD O mON) (n W N (n Ut W A 0 Om G O (Jig N m O (n W y O O Op O O O ON) O p A O W pOp A 00f yy M 0 O O O 0 0 3 A A A A A A N L G W W W W W W (An O) m � A A A A A A A p G m W W W W W W W A A A A A A A C G W W W W W W W D m a C 3 C CD O m m ' v v m N O V I I I I a 0 T N cn 0 3 CD m W 3 Z c 3 c 0 y C1 m N W N O v YJ I 1 1 I I 1 1 1 1 0 0 m4 0 0 0 v _m o 0 0 0 0 o 0 O 0 o 0 o 0 8to 0+D0.p0 - Outhll Omd. El, 6027.00 Inv. El. 5027.15 In x G) O rn r c w 6tit 0+29.691- Ln:1 o Omd. El. 6026.D6 Inv. 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O O O O O O 00 cotoW r-. ic CD MO I I I I I I I I I I I I i I Z-V o 0 0 0 0 0 ° m U) v f0 -4 On W T i O) V7 0 0 O1 01 of s m m p p p vn x va m w w o��' CD r CL r m 'O 7 (D (T ul VI Ui V1 OI x N rn rn rn rn rn 9) .Y` 3 a p w - w o r m W � ON1 ONi m N x � ci W W v A OD r N 0 W A W m rn rn rn rn p p x o G) O v N O — r m 0 0 OI O1 O1 m rn W rn rn rn 9) — r rn co 0) 0)- 0) rn Cn a W > cn » OD OD N 7-4O N O] O op 7 m OOD O N O O 0to W W > N O O o > > O > o > G O (D _ r 3 0 0 0 0 0 o 0 N 0 N 0 0 OD 0 N N D o > > > N N W < C OVD O O A A O Of 0 1 OOD _ O _ O A A (NO � O m > N N W C G Z C V OD L-L> O O N A N A > q 3 (D m N v ' m N F O V ic CD O 04 I 1 1 1 1 1 1 I 1 1 1 1 NorthernEnnineerino.com /1 970.221.4158 Capacity (cfs) A m o ii S S S S Q CD O I-mf W 1 Z Po w N X N N W N 3 a 0 P 7 M 0 Ci 13 IN n 0 S OI Workahuet Protected DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Ro)xt: 982-001 Inlet ID: Inlet A13 @ Deslgm Point 83 SIDE FLAW D I STREET I FLOW OVERLANDI A GUTTER FLOW GUTTER PUSS CARRYOVER FLOW ShmDetift — — ROADWAY CENTERLINE — _ _ �)FIC7irakeadydeta iughotftr"mos Mlmr Slam Major Storm — nn�wnee6nowlorlRolstnetORgrmahrdcbmw0: 'Danam wts FILL IN THIS SECTION . 1 <. 6k the tact ei arN iMet irld eed to eiriwt 0,46. or Aran inlet OR... Geographic ormaton: m FILL IN THE Stbstdtmwt Aida ACM SECTIONS BELOW Percent lrtperviourMea % — slD: T6 : D&Mootsl For: NRCS Soil Type w ^ B, C, or D O sne is leeen O street Inlets Slope (iVr[) Length(R) Q Site n Ron- hears O Area Inso; In a Medan Ovwlmd Fbw= Charnel Fbw= am a orma an: e = rMinorStonn MajorStann Design Stom Raton Fenno, T, - year' Raker, Pedod Orm Hoer Preapiwbon, Pr = Imlrea Cr= C2: Cy= User-0erned Stom Rv ff CoeKvert (Ieeve ins blank to adept a cala ted vak e), C w UserDahrnd Syr, R"tt Coeff oere Ileeve ilea INenk to accept a cakadated value). C6 e Bypeaa (Cwrty er) Flow hum upstream Subcelchments, Q w am 0.00 de Total Design Peak Flow, C w OA 1.0 de UD Inlet Al3.ldsm, O7eak 11121/2016, 8:31 AM INLET IN A SUMP OR SAG LOCATION Project • 882-001 mist ID = Inlet A13 C Design Point B3 4`Lo (C;)-4 N-Cur! N-Man We WP W a (0) an Information 0DoW r of Inter Net Type' I Depression (addmorW w cororwra guider depreseron'a' from YO.Alloi a.' Der of Um Ireeu (Grate or Cum Opening) No a Depth al Fbwtire (outside of bast depression) Flow Depth e Informa0on th of a Wit Grate L. (G)' n of a unit Grate W. Opening Ratio for a Gnle (typml values 0.1 S0.90) A. girg Faller for a Single Crate (typical value 0,50 - 030) Cr (G)' I Weir Coeffiaer ftpical a kre 2.15 - 3 60) " (G)' I Orifice Caemoere (typical value 0.60 - 0.80) C. (G)' . Opening Morma0on th of a Unt Cum Opening L. (C)' 1t of Vertical Curt, Opening in Inr7na Hie, t of Cub Qncce Thoat in Irof Ner,r' r of Throat tree USDCM Figure ST3) Them, Width for Depression Pan (typiesy the gutter width of 2 feat) wr. prig FBGor for a Single Cup Opening (tMasl value 0.10) Cr (C)' Opening Weir Coeffoent (typical vahn 2.3-3.6) C. (C)' Opering Orifice Coefficient (typical Value 0.60 - 030) C, (C)' III Inlet Interception Capacity (assumes clopped condition) Q. ._.1.: _.1-...,i.or5tomu(>O PEAK) 0fawrmaalm' MINOR MAJOR CDOT/Demer 13 ColrWrrtlon 2.00 ircles 1 6.0 8.0 inches MINOR MAJOR 3.00 feet 1.73 feel 0.43 0.50 Q50 3.30 0.60 &OD 630 5.25 0.00 200 0.10 0.10 3.70 0.66 eet hones nCes leg. eal UD inlet A13.Asm, Inlet In Sump 1112112016, 8:31 AM Worksheel Prolo. DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project 992.001 Inlet ID: Inlet C9 @ Design Point Dt OVERLAND SIDE OVERLAND FLOW I STREET I FLAW GLn TER FLOW T GUTTER PLUS CARRYOVER FLOW Show Odell ROADWAY CENTERLINE s n ollier ,eftds Menctr8bim Mapr Sionn _ cape past epwblRaf aaesl OR prau�meo ciumell: -Q Fm 71 L :-rs FILL IN THIS SECTION �w ta, sk dr rest �' n,ia cheat arid x to aMat ?Abw or Ana ktle! OR. ,eograp ormat n: FILL IN THE erit mart Area:�Aaes SECTIONS BELOW ParpenllmperWounese= % — ype Twe: Floes oevelopea For NRCS Soil Type = A, B. C, or D O Sae ¢ U oan O Street Inlets Sbpe O sae rs npn u•oan O Nee Inlets m a 7�.] Overlertl Flo. = Chmsel Flew = e iY i e Design Stone Rmt n Period. T, =myawa Rebm Period Oro-Holr Preripiraoon P, =1 1 Ihfdtea User-Defineo Stone Runb Coelfiaere (leave this blank to accept a paledaled vaiuej, C User-Oefirwd Syr. Runts CoeHiaani (leave the blerik to accept a ralarfelad value), Cs= Bypoa (4rry-Ovar) Flew from upabeam Subutckmarrb, 4 0 OA0 m T qal Design Pack Flow. G 0.7 1 1.2 ofs UD Inlet C9.,d m, O-Peak � .'21'2015, b_'? AN INLET IN A SUMP OR SAG LOCATION Project 992-001 Inlat ID = Inlet Co a Deal Point 01 4' Lo (C)-K NZerO "-Van Wo W at k9onnavater,(calm of Irasl fast Type I Depression (addNora l W mraraous Millie, depression' afrom O-AbW) a.w mr of Unit Inem (Grote or Curb Opening) No r Depth at Rowena, (out ide of local de session) Flow Depth r Monaetlen th of a Unit Grate Ile (G) t of a Unit Grate W. Opening Rana for a Grate (tM.1 values 0.15.0 N) Awar ling Factor for a Single Crate (tylaal value 0.50 - 0 70) Cr (G) r W car Coefficient (typical value 2,15 - 3,60) C. (G) r OMce Coeffiato (typical nits 0.60 - 0.80) C. (G) Open" noormalbn th of a Unt Curb Opening Ica (C) t of Vertical Cub Opening In Inches yf.n t of Cub OrSica Thlrost in Irict Nrr.e i of Throat (saa USDCM Figure ST-5) ThMe WEM for Depre Won Pan (tygoely the gutter wilt of 2 feet) We ling Factor for a Single Curo Opening (typical value 0.10) Q (C) Opening Wen Coefficient (typical value 2.3-3.6) Cw (C) Opemlg Orifice Coefficient (typical value G.60 - 0,70) C. (C) ll Inlet Interception Capacity (assumes clopped condidl Q. Stomw (>G PEAK) Oraaaeraaam MINOR MAJOR CDOTlDm 130*mbl Won 2.00 ocher 1 0.0 6.0 mchai MINOR MAJOR 3.00 feet 1.73 feel 0.43 0.60 0 50 3 30 0.60 3.00 5.50 5.25 0.00 2.00 0.10 0.10 3.70 see eel ones s:Ms IaBreas eat UD Inlet C9.dsm, Inlet In Sump 1112112016, 8:29 AM Channel Report ' Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Concrete Pan Outlet A 1 Rectangular Bottom Width (ft) = 2.00 ' Total Depth (ft) = 0.50 Invert Elev (ft) = 5027.50 Slope (%) = 2.90 N-Value = 0.016 'Calculations Compute by: Known Q (cfs) 1 Elev (ft) �o2s.00 �028.50 1028.00 1027.50 i 1027.00 0 5 Known Q = 3.35 11 33% 0100 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 1 1.5 2 Reach (ft) Monday, Nov 7 2016 = 0.29 = 3.350 = 0.58 = 5.78 = 2.58 = 0.45 = 2.00 = 0.81 2.5 3 Depth (ft) 1.50 1.00 0.50 m -0.50 Channel Report ' Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31® by Autodesk, Inc. Sidewalk Chase Storm Line A Rectangular Bottom Width (ft) = 3.00 ' Total Depth (ft) = 0.50 Invert Elev (ft) = 5024.75 'Slope (%) = 0.50 N-Value = 0.016 'Calculations Compute by: Known Q Known Q (cfs) = 3.86 1 ' Elev (ft) �026.00 �025.50 1 1025.00 1 1024.50 I024.00 0 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fUs) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Dec 19 2016 = 0.42 = 3.860 = 1.26 = 3.06 = 3.84 = 0.38 = 3.00 = 0.57 .5 1 1.5 2 2.5 3 3.5 4 Reach (ft) Depth (ft) 1.25 0.75 0.25 -0.25 -0.75 Channel Report ' Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc. Curb Cuts - Basin B1 Rectangular Bottom Width (ft) = 2.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 5026.75 ISlope (%) = 0.50 N-Value = 0.016 'Calculations Compute by: Known Q Half of 100-year flow Known Q (cfs) = 1.75 with two curb cuts. 1 Elev (ft) Section `--- -- Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Nov 21 2016 = 0.34 = 1.750 = 0.68 = 2.57 = 2.68 = 0.29 = 2.00 = 0.44 0 .5 1 1.5 2 2.5 3 Depth (ft) 1.25 0.75 0.25 -0.25 -0.75 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Sidewalk Chase - Basin C Rectangular Bottom Width (ft) = 1.00 ' Total Depth (ft) = 0.50 Invert Elev (ft) = 5026.75 Slope (%) = 0.50 N-Value = 0.016 Calculations Compute by: Known Q Known Q (cfs) = 0.62 1 ' Elev (ft) Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Nov 21 2016 = 0.30 = 0.620 = 0.30 = 2.07 = 1.60 = 0.23 = 1.00 = 0.37 0 .25 .5 .75 1 1.25 1.5 Depth (ft) 1.25 FOR 0.25 -0.25 -0.75 Reach (ft) •.:ar.-tv (irn�h I•rrL w ,t \1 ��•.•r1.Vr4'.• Accr•.+ f .tr•rti]rJ D.'I.•�,ik r, Prr...tv.� A}o,m Nomvl W.d r, lrxi `'�_ ErrKrnRrrw,+rl L,r FloeR tN.cr cKwN ED PwM Div ED Pw,J I Iv► I /r %wr P..nA .•`1'r Fn CED Po.W Iw ow NorthernEnnineerina.com N 970.221.4158 JqA NORTHERN ' ENGINEERING 1 0 1 r I 1 1 t DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 1232-001 Project Name Stadium Apartments Project Location Fort Collins, Colorado Pond No Pond B Input Variables Results Design Point b1 Design Storm 100-yr C = 1.00 Tc = 5.00 min A = 1.61 acres Max Release Rate = 3.24 cfs Required Detention Volume 10264 W 0.236 ac-ft Time (min) Ft Collins 100-yr Intensity in/hr Inflow Volume s (ft) Outflow Adjustment Factor OB" cfs ( ) Outflow Volume s ft ( ) Storage Volume s (ft ) 5 9.950 4803 1.00 3.24 972 3831 10 7.720 7453 0.75 2.43 1458 5995 15 6.520 9442 0.67 2.16 1944 7498 20 5.600 10812 0.63 2.03 2430 8382 25 4.980 12019 0.60 1.94 2916 9103 30 4.520 13091 0.58 1.89 3402 9689 35 4.080 13786 0.57 1.85 3888 9898 40 3.740 14442 0.56 1.82 4374 10068 45 3.460 15031 0.56 1.80 4860 10171 50 3.230 15591 0.55 1.78 5346 10245 55 3.030 16088 0.55 1.77 5832 10256 60 2.860 16566 0.54 1.76 6318 10248 65 2.720 17068 0.54 1.74 6804 10264 70 2.590 17503 0.54 1.74 7290 10213 75 2.480 17956 0.53 1.73 7776 10180 80 2.380 18381 0.53 1.72 8262 10119 85 2.290 18792 0.53 1.72 8748 10044 90 2.210 19202 0.53 1.71 9234 9968 95 2.130 19535 0.53 1.71 9720 9815 100 2.060 19887 0.53 1.70 10206 9681 105 1 2.000 20273 0.52 1.70 10692 9581 110 1.940 20602 0.52 1.69 11178 9424 115 1.890 20983 1 0.52 1.69 11664 9319 120 1.840 21316 1 0.52 1.69 12150 9166 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1232-001 Pond B_DetentionVolume_FAAModified Method.xls 1 Page 1 of 1 ADS StormTech Design Tod 1 12/5/2016 1 1 User Inputs 64 StormTecho A diturnn .:1 11111111• MIIRr� Chamber Model SC-740 1 Outlet Control Structure Yes (Outlet) Project Name Stadium Apartments Project Engineer Cody Snowdon 1 Project Location Fort Collins Pond B1 Project Date 12/02/2016 1 Measurement Type Required Storage Volume Imperial 10,860 cubic R Stone Porosity 40% Stone Foundation Depth 6 in. 1 Amount of Stone Above Chambers 6 in. Average Cover Over Chambers 18 in. Design Constraint WIDTH 1 Design Constraint Dimension 20 ft. 1 1 1 F L Results System Volume and Bed Size Installed Storage Volume 10861 cubic ft. Storage Volume Per Chamber 74.90 cubic ft. Number Of Chambers Required 145 Number Of End Caps Required 6 Rows/Chambers 1 row(s) of49 chamber(s ) LeftoverRows/Chambers 2row(s)of48 chamber(s) Maximum Length 356.21 ft. Maximum Width 16.35 ft. Approx. Bed Size Required 5791 square ft. System Components Amount Of Stone Required 504 cubic yards Volume Of Excavation (Not Including 751 cubic yards Fill) Non -Woven Filter Fabric Required 1573 square yards Length Of Isolator Row 348.88 ft. Non -Woven Isolator Row Fabric 310 square yards Woven Isolator Row Fabric 388 square yards PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 9 (2.4 m) (450mm)MINt1) MAX 6"(150 RIM) MIN r 1 30" (760 min) 7 DEPTH OF STONE TO BE DETERMINED 1 (150mm)MIN BY DESIGN ENGINEER e" (150 mm) MIN 51"(1295 mm) �� 1T'(300 mm)TYP It] TO 60"M0F FL WLE PAVEMENT FOR UNPAVED INSTXL 11 DNS WHERE RUTTING FROM VERCLES MAY MMR, tNCREAEC VER TO 2V(M .) t © ADS StormTech 2015 1 1 http://stormtechcdc.azurewebsites.neU 1/1 I Project: Stadium Apartments - Pond B (SC-740) Chamber Model - Units - Number of chambers - Voids in the stone (porosity) - Base of STONE Elevation - Amoum of Stone Above Chambers - Amoum of Stone Below Chambers - I I I I I I L n I I 5�-74D StormTech- I irrrpenal u.r �o i� ua.� 100 145 40 5028.18 ft ❑ Induce Perimeter Sane m Celak b- 8 in 6 in StormTech SC-740 Cumulative Storaee Vo?urne= Height of Incremental Single Incremental Incremental lincrementalChl Cumulative System Chamber I Total Chamber Stone & St Chamber Elevation inches cubic feet cubic feet cubic feet cubic teat cubic feet feet 42 0.00 0.00 163.39 163.39 1085997 5029.68 41 0.00 0.00 163.39 163.39 10696.58 5029,60 40 0.00 0 00 163.39 163.39 1053320 5029.51 39 0.00 O.OD 163.39 163.39 10369.81 5029.43 38 0.00 0.00 163.39 163.39 10206.42 5029.35 37 0.00 0.00 183.39 163.39 10043.04 5029.26 36 0.05 7.97 160.20 168.17 9879.65 5029.18 35 0.16 23.62 153.94 177.56 9711.48 5029.10 34 0.28 40.88 147.03 187.92 9533.92 5029.01 33 0.60 87.57 128.36 215.93 9346.00 5028.93 32 0.80 116.25 116.89 233.14 9130.07 5028.85 31 0.95 137.85 108.25 246.10 8896.93 5028.76 30 1.07 155.80 101.07 256.87 8650.84 5028.68 29 1.18 171.17 94.92 266.09 8393.97 5028.60 28 1.27 183.52 89.98 273.50 8127.88 5028.51 27 1.36 196A8 94.80 281.27 7854.38 5028.43 26 1.45 210.84 79.05 289.89 7573.11 5028.35 25 1.52 221.09 74.95 296.04 7283.21 5028.26 24 1.58 229.44 71.61 301.05 6987.18 5028.18 23 1.64 238.13 68.13 306.27 6686.13 5028.10 22 1.70 246.43 64.82 311.24 6379.86 5028.01 21 1.75 254.17 61.72 315.89 6068.62 5027.93 20 1.80 261.41 58.82 320.23 5752.72 5027.85 19 1.85 268.97 55.80 324.77 5432.49 5027.76 18 1.89 274.50 53.59 328.09 5107.72 5027.68 17 1.93 280.43 51.21 331.65 4779.64 5027.60 16 1.97 286.37 48.84 335.21 4447.99 5027.51 15 2.01 291.44 46.81 338.25 4112.78 5027.43 14 2.D4 296.52 44.78 341.30 3774.53 5027.35 13 2.07 300.87 43.04 343.91 3433.23 5027.26 12 2.10 305.21 41.30 346.51 3089.32 5027.18 11 2.13 309.11 39.74 348.85 2742.81 5027.10 10 2.15 312.31 38.46 350.77 2393.95 5027.01 9 2.18 315.67 37.12 352.79 2043.18 5026.93 8 2.20 318.76 35.88 354.64 1690.39 5026.85 7 2.21 320.06 35.36 355.42 1335.75 5026.76 6 0.00 0.00 163.39 163.39 980.32 5026.68 5 0.00 0.00 163.39 163.39 816.93 5026.60 4 0.00 0.00 163.39 163.39 653.55 5026.51 3 0.00 0.00 163.39 163.39 490.16 5026.43 2 0.00 0.00 163.39 163.39 326.77 5026.35 1 0.00 0.00 163.39 163.39 163.39 5026.26 I ' 12/5=16 ADS Sla mTech Design Tod 14W MtdLLv:•RYMnrwi -YAW OWII, User Inputs Results Chamber Model SC-310 ' Outlet Control Structure Yes (Outlet) System Volume and Bed Size Project Name Stadium Apartments Project Engineer Cody Snowdon Installed Storage Volume 1085 cubic ft. ' Project Location Fort Collins Pond B3 Storage Volume Per Chamber 31.00 cubic ft. Project Date 12102/2016 Number Of Chambers Required 35 Measurement Type Imperial Number Of End Caps Required 6 Required Storage Volume 1,085 cubic ft. Rows/Chambers 2 row(s) of 12chamber(s) Stone Porosity 40% Leftover Rows/Chambers 1 row(s) of 11 Stone Foundation Depth 6 in. chamber(s) Amount of Stone Above Chambers 6 in. Maximum Length 92.07 ft. Average Cover Over Chambers 18 in. Maximum Width 12.10 ft. ' Design Constraint WIDTH Approx. Bed Size Required 1100 square ft. Design Constraint Dimension 15 ft. System Components Amount Of Stone Required 76 cubic yards Volume Of Excavation (Not Including 95 cubic yards Non -Woven Filter Fabric Required 297 square yards Length Of Isolator Row 85.44 ft. Non -Woven Isolator Row Fabric 47 square yards Woven Isolator Row Fabric 38 square yards PAVEMENT LAYER (DESIGNED / BY SITE DESIGN ENGINEER) i 1 MIN 19" (2.4 m) LL_ (450 mm) MIN111 MAX i ' 5I (405 mm) - i DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 5" (150 min) MIN S �-- 34" (865 MITI) 12" (300 mm) TYP (150 mm) MIN WD INSTALLLBAB fi0N WHERE UTT1 FRMVEHUESWV OCCUR, INCREASE COVER TO $f X0 MI ©ADS StormTech 2015 IhV://stormtechcalc.azurewebsites.net/ 1/1 Project: Stadium Apartments - Pond B (SC-310) ' Chamber Model - SC•310 �'►,{,,.�..,.,� w� �R.7f , . ,�GLt ■ Units- I imp�nar u�u w.a t«e�evx 100 i.ui,%r-l.+Q Number of chambers - 35 Voids in the stone (porosity) - 40 Base of STONE Elevation - Amount of Stone Above Chambers - 5027.37 b in tndu0e Perimeter Stone in Gkulaeons 6 Amount of Stone Below Chambers - 6 in StnrmTech SC-310 Cumulative StnraaF Vn:iw,,,, Height of Incremental Single Incremental I Incremental lincrementalChl Cumulative System Chamber Total Chamber Slone 8 St Chamber Elevation inches cubic feet) cubic feet cubic feet cubic feet cubic feet feel Lo v.vv v.w Ll U0 C/ no IU04.0Y ouzy. fu 27 0.00 0.00 27.68 2768 1057.21 5029,62 26 0.00 0.00 27.68 27.68 1029,54 5029.54 25 0.00 0.00 27.68 27.68 1001.86 5029.45 24 0.00 0.00 27.68 27.68 974.18 5029.37 23 0.00 0.00 27.68 27.68 946.51 5029.29 22 0.06 2.06 26.85 28.91 918.83 5029.20 21 0.15 5.41 25.51 30.92 889.92 5029.12 20 0.27 9.31 23.95 33.26 859.00 5029.04 19 0.54 19.07 20.05 39.12 825.74 5028.95 18 0.70 24.64 17.82 42.46 786.62 5028.87 17 0.82 28.86 16.13 44.99 744.16 5028.79 16 0.92 32.36 14.73 47.09 699.17 5028.70 15 1.01 35S2 13.47 48.99 652.08 5028.62 14 1.09 38.31 12.35 50.66 603.09 5028.54 13 1.15 40A0 11.52 51.92 552.43 5028.45 12 1.21 42S2 10.67 53.19 500.51 5028.37 11 1.27 44.62 9.83 54.45 447.32 5028.29 10 1.32 46.36 9.13 55.49 392.87 5028.20 9 1.36 47.77 8.57 56.34 337.38 5028.12 8 1.40 49.17 8.01 57.18 281.04 5028.04 7 1.43 50.21 7.59 57.80 223.86 5027.95 6 0.00 0.00 27.68 27.68 166.06 5027.87 5 0.00 0.00 27.68 27.68 138.38 5027.79 4 0.00 0.00 27,68 27.68 110.70 5027.70 3 0.00 0.00 27.68 27.68 83.03 5027.62 2 0.00 0.00 27.68 27.68 56.35 5027.54 1 0.00 0.00 27.68 27.68 27.68 5027.45 NORTHERN ENGINEERING Project Title Stadium Apartments Project Number 1232-001 Client Pond Designation Pond B - Outlet Structure Q = Release Rate (cfs) C = Discharge Coefficients (unitless) A. = Area Allowed of Opening (ft') g = Gravity (32.2 ft/s2) Eh = High Water Surface Elevation (ft) E, = Elevation of Outlet Invert (ft) Ec = Elevation of Outlet Centroid (ft) Circular Orifice 100-Year Orifice Orifice Size (in.) 7 11/16 in. Area (in2) 46.13 sq-in Q 1 3.10 cfs Date: January 18, 2017 Calcs By: C. Snowdon Q = 3.24 cfs C = 0.65 Eh = 5029.18 ft E; = 5025.42 ft E,=5025.74ft Circular E,=5025.74ft Rectangulai _ 10.320327923 ft2 A, 46.127221 in' Rectangular Orifice 100-Year Orifice Orifice Height (in.) 7 - 3/4 in. Orifice Width (in.) 6 in. Area (in') 46.13 sq-in Q 3.10 cfs I I �J I I I I I 1 r ■� NORTHERN ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number : 1232-001 Project Name : Stadium Apartments Project Location : Fort Collins, Colorado Pond No Pond D Input Variables Results Design Point dl Design Storm 100-yr C = 1.00 Tc = 5.00 min A = 0.12 acres Max Release Rate = 0.60 cfs Required Detention Volume 350 ft3 0.008 ac-ft Time (min) Ft Collins 100-yr Intensity in/hr Inflow Volume (ft3) Outflow Adjustment Factor Qav (cfs) Outflow 3 Volume (ft) Storage Volume (ft3) 5 9.950 355 1.00 0.60 180 175 10 7.720 551 0.75 0.45 270 281 15 6.520 698 0.67 0.40 360 338 20 5.600 800 0.63 0.38 450 350 25 4.980 889 0.60 0.36 540 349 30 4.520 968 0.58 0.35 630 338 35 4.080 1020 0.57 0.34 720 300 40 3.740 1068 0.56 0.34 810 258 45 3.460 1112 0.56 0.33 900 212 50 3.230 1153 0.55 0.33 990 163 55 3.030 1190 0.55 0.33 1080 110 60 2.860 1225 0.54 0.33 1170 55 65 2.720 1262 0.54 0.32 1260 2 70 2.590 1294 0.54 0.32 1350 -56 75 2.480 1328 0.53 0.32 1440 -112 80 2.380 1359 0.53 0.32 1530 -171 85 2.290 1390 0.53 0.32 1620 -230 90 2.210 1420 0.53 0.32 1710 -290 95 2.130 1445 0.53 0.32 1800 -355 100 1 2.060 1471 0.53 0.32 1890 -419 105 2.000 1499 0.52 0.31 1980 -481 110 1.940 1524 0.52 0.31 2070 -546 115 1.890 1552 0.52 0.31 2160 -608 120 1.840 1577 0.52 0.31 2250 -673 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1232-001 Pond D_DetentionVolume_FAAModified Method.xls Page 1 of 1 12/5/2016 ADS StormTech Design Tod 1 I I J I 11 I I User Inputs 04 StormTech- :! dstisuln 1,� ' tnulr Chamber Model SC-160 Outlet Control Structure Yes (Outlet) Project Name Stadium Apartments Project Location Fort Collins Pond D1 Project Date 12/02/2016 Engineer Cody Snowdon Measurement Type Imperial Required Storage Volume 502 cubic ft. Stone Porosity 40% Stone Above Chamber 6 in. Stone Foundation Depth 6 in. Average Cover Over Chambers 14 in. Design Constraint WIDTH Design Constraint Dimension 50 ft. Results System Volume and Bed Size Installed Storage Volume 511 cubic ft. Storage Volume Per Chamber 15.97 cubic ft. Number Of Chambers Required 32 each Number Of End Caps Required 44 each Rows/Chambers 10 row(s) of 2 chamber(s ) Leftover Rows/Chambers 12 row(s) of 1 chamber(s) Maximum Length 20.43 ft. Maximum Width 48.43 ft. Approx. Bed Size Required 896 square ft. System Components Volume Of Excavation (Not Including 88 cubic yards Fill) Non -woven Filter Fabric Required 228 square yards Length Of Isolator Row 16.2 ft. Geogrid NA square yards Woven Isolator Row Fabric 14 square yards PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 1 1 6' (150 mm) 14m 10' MIN (350 mm) (30 m) I MIN' MAX / t t I 1 DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN 25' _ _ ` 1 r (300 MM) ENGINEER 6' (150 mm) MIN' (635 mm) TYP NO SPACING REQUIRED SINGLE LAYER OF GEOGRID BX124GG TO BE 'A MINIMUM OF 4' (100 mm) OF BETWEEN CHAMBERS INSTALLED BETWEEN NON WOVEN GEOTEXTILE FOUNDATION STONE CAN BE USED WHEN AND BASE STONE WHEN BETWEEN 4' AND 6' OF PLACING GEOGRID SXI24GG ON THE FOUNDATION STONE IS USED BOTTOM OF THE FOUNDATION STONE ® ADS StormTech 2015 r TO BOrtW Oi fl&ORE v.WFIENi IOR wUr�EO nSiulwndsVPEPENVrt,MvEwaEs W� pCC,9i INCNFA%NKA TO I510 mm, 1 1r (300 mm) Ihttp://stormtechcalc.azurewebsites.neV 1/1 Project: Stadium Apartrnents - Pond D (SC-160) ' Chamber Model - SG160 StormTech Units- I lmpenai G�tl Mere ra Mnric 100 Number of chambers - 32 Voids in the stone (porosity) - 40 % I Base of STONE Elevation - 5026.38 tt in Perimeter Stone In Calculations Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in I StnrmTarhe SC-1fef1 Cmmilafiv. Stnronn Vnh,o, Height of Incremental Single Incremental Incremental Incremental Ch Cumulative System Chamber Total Chamber Stone 8 St Chamber Elevation (inches) cubic fee cubic feet cubic feet cubic feet cubic feet e L4 UM u.uu lb bl 1bt11 b11.14 bU26.35 23 0.00 0 00 15.81 15.81 495.33 5028,30 22 0.00 0 00 15.81 15.81 479.51 5028.21 21 0.00 0.00 15.81 15.81 463.70 5028.13 20 0.00 0.00 15.81 15.81 447.89 5028.05 19 0.00 0.00 15.81 15.81 432.07 5027.96 18 0.05 1.64 15.16 16.80 416.26 5027.88 17 0.13 4.30 14.09 18.40 399.46 5027.80 16 0.29 9.30 12.10 21.39 381.06 5027.71 15 0.44 14.14 10.16 24.30 359.67 5027.63 14 0.54 17.25 8.91 26.17 335.37 5027.55 13 0.62 1972 7.93 27.65 309.20 5027.46 12 0.68 21.78 7.10 28.89 281.55 6027.38 11 0.74 23.55 6.40 29.94 252.67 5027.30 10 0.78 25.07 5.79 30.86 222.72 5027.21 9 0.82 26.40 5.26 31.65 191.87 5027.13 8 0.86 27.53 4.80 32.33 160.21 5027.05 7 0.89 28.63 4.36 32.99 127.88 5026.96 6 0.00 0.00 15.81 15.81 94.89 5026-88 5 0.00 0.00 15.81 15.81 79.07 5026.80 4 0.00 0.00 15.81 15.81 63.26 5026.71 3 0.00 0.00 15.81 15.81 47.44 5026.83 2 0.00 0.00 15.81 15.81 31.63 5026.55 1 0.00 0.00 15.81 15.81 15.81 5026.46 I i i 1 1 1 1 i 1 1 1 1 1 1 1 1 1 I 1 I . I I I I i I I fi I I I I I 1 O N d m m A c d 0 I I I C I I I I I I I I I 1 I ow NorthernEnaineerina.eom // 970.221.4159 Design Procedure Form: Rain Garden (RG) t Sheet 1 of 2 Designer: Cody Snowdon company: Northern Engnineering Date: January 18, 2017 Project: The Stadium Apartrnents Location: Benin Al-A2 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, 1„ = 52.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = I„/l00) = 0.520 C) Water Quality Capture Volume (WQCV) for a 12-tour Drain Time WQCV = 0.17 watershed inches (WQCV= 0.6' (0.91' f - 1.19' i2+ 0.78 - it D) Contributing Watershed Area (including rein garden area) Area = 15,400 so ft E) Water Quality Capture Volume (WQCV) Design Volume Vwocv = 217 cu it Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of tle = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, Vwocv OTHER = cu it Water Quality Capture Volume (WQCV) Design Volume H) User Input o/ Water Quality Capture Volume (WQCV) Design Volume Vwocvusrs = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch manmum) Dwocv = 6 in B) Rain Garden Side Slopes (Z = 4 min., hortz. disc par unit vertical) Z = 4.00 ft / ft (Use "0" H ram garden has vertical walls) C) Mimimum Flat Surface Area AMH = 145 so it D) Actual Flat Surface Area A� = 300 sq it E) Area at Design Depth (Top Surface Area) Arm = 600 sq ft F) Rain Garden Total Volume Vr= 225 CU it (Vr ((AT. + A�) / 2)' Depth) 3. Growing Media r Choose One eQ 18" Rain Garden Growing Media 0 Other (Explain): 4. Underdmin System Choose One * YES A) Are underdrains provided? (DNO B) Undeterain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= it Volume to the Center of the Onfice ii) Volume to Drain in 12 Hours Vol,, = N/A W ft iii) Orifice Diameter, 3/8' Minimum Dc = N/A in 1 1232-001 Basin Al-A2 UD-BMP_v3.02.xls, RG 1/232017. 11:23 AM I 1 i 1 1 i [1 [1 [1 1 i i 1 1 1 1 1 1 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Cody Snowdon Company: Northern Engnineering Date: January 18, 2017 Project: The Stadium Apartments Location: Basin Al-A2 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity Q NO of structures or groundwater contamination? 6. Inlet / Outlet Control Ir Choose One Q Sheet Flow- No Energy Dissipation Required A) Inlet Control I Q Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation Q Seed (Plan for frequent weed control) pQ Plantings Q Sand Grown or Other High Infiltration Sod 8. Irrigation A) WIII the min garden be irrigated? Choose One QQ YES NO SPRINKLER HEADS ON THE FLAT SURFACE ONO Notes: 1 1232-001 Basin Al-A2 UD-BMP_v3.02.xls, RG 1/2312017, 11:23 AM NORTHERN ENGINEERING Project Title Project Number Client Pond Designation Stadium Apartments 1232-001 Rain Garden A Date: Calcs By: January 18, 2017 C.Snowdon WQCV= a10.91P—1.19i' +0.78i) Drain Time 12 hi a = 0.8 WQCV = Watershed inches of Runoff (inches) = 52.00% a = Runoff Volume Reduction (constant) i =Total imperviousness Ratio (i = Iwq/100) WQCV D.17 in Water Quality Capture Volume 0.5 0.45 WQCV =a(0.91i3-1.19i'+0.78i) t 0A — c 0.35 L0.3.000 0.25 e r 3 0.2 vm OAS 3+^r O 0.1 uer 3 o.os - 0 O O O O O C o - O o a c+ O A In <n V M W O O O O O O O O O O O O Total Imperviousness Ratio (i = Iwq/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V- -A IWQC� A= 0.35ac 12 * V = I O.00SO ac-ftl 217 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) ■� NORTHERN ENGINEERING Project Title Project Number Client Pond Designation Stadium Apartments Date: January18, 2017 1232-001 Calcs By: C. Snowdon Rain Garden A Invert Elevation 5027.00 ft Water QuaIityVol ume 0.0050ac-ft 100-yr Detention Volume NA Total Pond Volum. NA 3 D = Depth between contours (ft.) A, = Surface Area lower contour (ft) A= = Surface Area upper contour (ft) Rain Garden A Volume Elevation Surface Incremental Incremental Total Vol. Totai Vol. (ft) Area (ft�) Depth (ft) Vol. (R�) I (ft3) I (ac-ft) 5027.00 298.78 0.00 0.00 0.00 0.0000 5027.20 416.36 0.20 71.19 71.19 0.0016 5027.40 538.39 0.20 95.21 166.40 0.0038 5027.50 601.07 0.10 56.94 223.35 0.0051 5027.60 664.86 0.10 63.27 286.62 0.0066 5027.90 795.78 0.20 145.87 432.49 0.0099 5028.00 1 931.14 0.20 172.51 605.00 0.0139 Elevation Depth Volume WQCV 5027.49 0.49 0.0050 100-yr Detention NA NA NA Overall Detention NA NA NA WQCV NORTHERN ENGINEERING Project Title Stadium Apartments Date: January 18, 2017 Project Number 1232-001 Calcs By: C. Snowdon Client Basin B1 WQCV 0.9F3-1.19i2+0.78i Drain Time 12hi a = 0.8 WQCV = Watershed inches of Runoff (inches) a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100) WQCV = 0.197 in Water Quality Capture Volume o.s 0.a5 WQCV=a�0.91i'-1.19i2+0.78i) �� t 0.4 c 0.35 0.3 US 0.2 0.15 Cr 0.1 0.05 p. -- --- --- - 0 0 0 0 0 0 0 0 0 0 N N iu A In Ot �I OG t0 Total Imperviousness Ratio (i = Iwa/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V WQCV 1 A A= OA3ac 12 0.0070 ac-ft 1 305 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) I 1 I I NORTHERN ENGINEERING TENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins I Project Name Stadium Apartments Project Number : 1232-001 Client Pond No B1 Input Variables Results Design Point bl Design Storm WQ C = 0.83 Tc = 5.00 min A = 0.43 acres Max Release Rate = 0.12 cfs Required Detention Volume 295 ft3 0.01 ac-ft Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume 3 (ft) Outflow Adjustmen t Factor Qa" (cfs) Outflow Volume3 (ft) Storage Volume 3 (ft) 5 1.425 151 1.00 0.12 35 116 10 1.105 234 1.00 0.12 71 163 15 0.935 297 0.67 0.08 71 226 20 0.805 341 0.63 0.07 88 253 25 0.715 379 0.60 0.07 106 273 30 0.650 413 0.58 0.07 124 289 35 0.585 434 0.57 0.07 142 292 40 0.535 453 0.56 0.07 159 294 45 0.495 472 0.56 0.07 177 295 50 0.460 487 0.55 0.06 195 293 55 0.435 507 0.55 0.06 212 295 60 0.410 521 0.54 0.06 230 291 65 0.385 1 530 0.54 0.06 248 282 70 0.365 541 0.54 0.06 265 276 75 0.345 548 0.53 0.06 283 265 80 0.330 559 0.53 0.06 301 259 85 0.315 567 0.53 0.06 318 249 90 0.305 581 0.53 0.06 336 245 95 0.290 584 0.53 0.06 354 230 100 0.280 593 0.53 0.06 371 222 105 0.270 601 0.52 0.06 389 211 110 0.260 606 0.52 0.06 407 199 115 0.255 621 0.52 0.06 425 197 120 0.245 623 0.52 0.06 442 181 `Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1232-001 Chamber Summary.xlsx ' Page 2 of 13 ■� NORTHERN ENGINEERING Project Title Stadium Apartments Date: January 18, 2017 Project Number 1232-001 Calcs By: C. Snowdon Client Basin B2 WQCV 0.9F3-1.19iz+0 WQCV = Watershed inches of Runoff (inches) a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100) 0.5 0.45 a� 0.4 s c 035 a 0.3 s u 0.25 Y 3 0.2 0.15 3 0.1 0.05 0 Drain VOW 12 hi a.= 0.8 VVQCV = 0.321 in Water Quality Capture Volume WQCV= a(0.91P—1.19i' —: 07&) 0 0 0 0 0 0 0 0 0 0 .• V N W A Vt Oft V OD 1D Total Imperviousness Ratio (1= Iwy/1oo) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V _ WQCV A JA= 1 0.42 ac 12 U = 1 0.0113 ac-ft 492 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) ■41�E NORTHERN ' ENGINEERING I 11 1 1 TENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins I Project Name : Stadium Apartments Project Number : 1232-001 Client : Pond No B2 Input Variables Results Design Point b2 Design Storm WQ C = 1.00 Tc = 5.00 min A = 0.42 acres Max Release Rate = 0.17 cfs Required Detention Volume 320 ft3 0.01 ac-ft Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume a (ft) Outflow Adjustmen t Factor Qa" (cfs) Outflow Volume s (ft) Storage Volume 3 (ft ) 5 1.425 180 1.00 0.17 50 131 10 1.105 280 1.00 0.17 99 181 15 0.935 355 0.67 0.11 99 256 20 0.805 407 0.63 0.10 124 284 25 0.715 452 0.60 0.10 149 304 30 0.650 494 0.58 0.10 173 320 35 1 0.585 518 0.57 0.09 198 320 40 0.535 542 0.56 0.09 223 319 45 0.495 564 0.56 0.09 248 316 50 0.460 582 0.55 0.09 272 310 55 0.435 606 0.55 0.09 297 308 60 0.410 623 0.54 0.09 322 301 65 0.385 633 0.54 0.09 347 287 70 0.365 647 0.54 0.09 371 275 75 0.345 655 0.53 0.09 396 259 80 0.330 668 0.53 0.09 421 247 85 0.315 678 0.53 0.09 446 232 90 0.305 695 0.53 0.09 471 224 95 0.290 697 0.53 0.09 495 202 100 0.280 709 0.53 0.09 520 189 105 0.270 717 0.52 0.09 545 173 110 0.260 724 0.52 0.09 570 154 115 0.255 742 0.52 0.09 594 148 120 0.245 744 0.52 0.09 619 125 'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1232-001 Chamber Summary.xlsx Page 4 of 13 Project Title Project Number Client Basin NORTHERN ENGINEERING Stadium Apartments 1232-001 B3 Date: January 18, 2017 Calcs By: C. Snowdon WQC-*E= 40.9V3_1.19t2+0.7>§ IWTime 12h1 WQCV = Watershed Inches of Runoff (inches) 86.00% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i =1 4/100) 0.296 in Water Quality Capture Volume 0.5 .45 00.4 L 0.4 c 0.35 m 0.3 t v 0.25 0.2 0.15 3 0.1 0.05 0 0 0 0 0 0 0 0 0 0 0 �+ N W A Ln in V Oo l0 Total Imperviousness Ratio (i =1„ q/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V _ WQCV 1 A A= 1 0.18ac 12 V 0.0045 ac-ft 194 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1 1 1 1 1 1 1 I NORTHERN ENGINEERING ETEN71ON POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins I Project Name Stadium Apartments Project Number : 1232-001 Client Pond No B3 Input Variables Results Design Point b3 Design Storm WQ C= 1.00 Tc = 5.00 min A = 0.18 acres Max Release Rate = 0.11 cfs Required Detention Volume 96 ft3 0.00 ac-ft Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustmen t Factor Qa" (cfs) Outflow Volume 3 (ft) Storage Volume (ft3) 5 1.425 77 1.00 0.11 33 44 10 1.105 120 1.00 0.11 66 54 15 0.935 152 0.67 0.07 66 86 20 0.805 175 0.63 0.07 83 92 25 0.715 194 0.60 0.07 99 95 30 0.650 212 0.58 0.06 116 96 35 1 0.585 223 0.57 0.06 132 90 40 0.535 233 0.56 0.06 149 84 45 0.495 242 0.56 0.06 165 77 50 0.460 250 0.55 0.06 182 68 55 0.435 260 0.55 0.06 198 62 60 0.410 267 0.54 0.06 215 53 65 0.385 272 0.54 0.06 231 41 70 0.365 278 0.54 0.06 248 30 75 0.345 281 0.53 0.06 264 17 80 0.330 287 0.53 0.06 281 6 85 0.315 291 0.53 0.06 297 -6 90 0.305 298 0.53 0.06 314 -15 95 0.290 299 0.53 0.06 330 -31 100 0.280 304 0.53 0.06 347 -42 105 1 0.270 308 0.52 0.06 363 -55 110 0.260 311 0.52 0.06 380 -69 115 0.255 319 1 0.52 0.06 396 -77 120 0.245 320 1 0.52 0.06 413 -93 `Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1232-001 Chamber Summary.xlsx ' Page 6 of 13 Project Title Project Number Client Basin NORTHERN ENGINEERING Stadium Apartments 1232-001 L•L! Date: January 18, 2017 Calcs By: C. Snowdon WQCV 0.9F31-1.19i2+0.78i adinTilne 12hi WQCV = Watershed inches of Runoff (inches) 1 90.00% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iw,a/100) WQCV= 0.321 in --*M . � Water Quality Capture Volume 0.5 OAS a 0.4 L c 0.35 w 0.3 L `m 0.25 3 0.2 0.15 C 0.1 0.05 0 WQCV=a 0.91i3—l.l9i` +0.7 1 F+ N W A Ln in V Oo l0 Total Imperviousness Ratio (i = I,,,a/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V _ WQCV JA = 1 0.58 ac 12 ) I IV = 1 0.0155 ac-ft 1 677 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) I ■� NORTHERN ENGINEERING I I I I I I I I I I I I I 11 I ETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins 1 Project Name : Stadium Apartments Project Number : 1232-001 Client : Pond No B4 Input Variables Results Design Point b4 Design Storm WQ C = 1.00 Tc = 5.00 min A = 0.58 acres Max Release Rate = 0.38 cfs Required Detention Volume 283 ft' 0.01 ac-ft Time (min) Ft Collins WO Intensity (in/hr) Inflow Volume s (ft) Outflow Adjustmen t Factor Qe" (cfs) Outflow Volume s (ft) Storage Volume 3 (ft ) 5 1.425 248 1.00 0.38 113 135 10 1.105 385 1.00 0.38 226 159 15 0.935 489 0.67 0.25 226 262 20 0.805 561 0.63 0.24 283 278 25 0.715 623 0.60 0.23 340 283 30 0.650 680 0.58 0.22 396 283 35 0.585 714 0.57 0.22 453 261 40 0.535 746 0.56 0.21 509 236 45 0.495 776 0.56 0.21 566 210 50 0.460 802 0.55 0.21 623 179 55 0.435 834 0.55 0.21 679 155 60 0.410 857 0.54 0.20 736 122 65 0.385 872 0.54 0.20 792 80 70 0.365 891 0.54 0.20 849 42 75 0.345 902 0.53 0.20 906 -4 80 0.330 920 0.53 0.20 962 -42 85 0.315 933 0.53 0.20 1019 -86 90 0.305 957 0.53 0.20 1076 -119 95 0.290 960 0.53 0.20 1132 -172 100 0.280 976 0.53 0.20 1189 -213 105 0.270 988 0.52 0.20 1245 -257 110 0.260 997 0.52 0.20 1302 -305 115 0.255 1022 1 0.52 1 0.20 1359 -336 120 0.245 1025 1 0.52 1 0.20 1415 -390 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1232-001 Chamber Summary.xlsx IPage 11 of 13 L I Si 1 I i i L r d m m m m G d a w N •- c O G p C � J A N VOi SLt C 3 10 rt n O O O O =1 F o n Y Y A A NN S b 0 0 O T O O a o O '} » 9 b s d G n 3 F+ Y A A O d Q V V l0 0 0 0 0 3 O 3 OF £ � N � C 1 lu O1 ti w 0 W 0 b 0 w o R CI yp b 3 Ln C P 3 3 dz 3 w c d 0 3 H O O O O� A u W b q Y Y w R N A o�p N W W N 3 C O L n n � b z 3 N w w 3 s g s A n m w r d 3 91 A n 01 a N m 01 N N _ O_ N y c r4 _ O N A A P 3 IL R- ms 3 n 0 mz ZO z� xm T= zm n Z ■� NORTHERN ENGINEERING Project Title Project Number Client Pond Designation Stadium Apartmnets 1232-001 Water Quality Pond C WQCV = a(0.91i' — l.l9i' + 0.78i WQCV = Watershed inches of Runoff (inches) a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100) 0.5 0.45 u 0.4 t c 0.35 d 0.3 r u 0.25 3 0.2 0.15 3 0.1 0.05 0 c o 0 0 0 0 0 0 0 0 M V 00 tO O O O O O O O O O O O 0 Total Imperviousness Ratio (i = Iwq/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event / 0.07 ac V=I WQCV�'A*1.2 l 12 J 0.0019 ac-ftr 81 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1.2 = 20% Additional Volume (Sediment Accumulation) Date: December 7, 2016 Calcs By: C. Snowdon Drain Time 40hi - a= 1 i = 67.00% 0.262 in ..aw WQCV = Water Quality Capture Volume ■� NORTHERN ENGINEERING Project Title Project Number Client Pond Designation Stadium) 1232-001 Water Quality Pond C Invert Elevation 5026.00 ft Water Quality Volume 0.0019 ac-ft 100-yr Detention Volume NA Total Pond Volum NA V_D•(A,+A,++Az� D = Depth between contours (ft.) A, = Surface Area lower contour (ft') A, = Surface Area upper contour (ft') Water Quality Pond C Volume Elevation Surface Incremental Incremental Total Vol. Total Vol. (ft) Area (ft) Depth (ft) VOL (ft') (ft') (ac-ft) 5026.00 44.24 0.00 0.00 0.00 0.0000 5026.20 129.24 0.20 16.61 16.61 0.00 5026.40 163.07 0.20 29.17 45.77 0.0011 5026.60 199.99 0.20 36.24 82.02 0.0019 5026.80 240.50 0.20 43.99 126.00 0.0029 5027.00 1 280.50 0.20 52.05 178.05 0.0041 Elevation Depth Volume WQN 5026.60 0.60 0.0019 100-yr Detention NA NA NA Overall Detention NA NA NA WQN Date: December 7, 2016 Calcs By: C. Snowdon Circular Perforation Sizing Dia (in.) -. Min S, 1 n t 1/4 Area/Row 1 0.05 Required Area Per Row 0.012 sq-in No. of Rows 2 Total Outlet 0.10 sq. in. Area F Project Title Project Number Client Basin NORTHERN ENGINEERING Stadium Apartments 1232-001 DI Date: January 18, 2017 Calcs By: C. Snowdon WQCV- a0.9Y'-1.19i2+0.7& 12hi ' 0.8 WQCV = Watershed inches of Runoff (inches) 94.00% a = Runoff Volume Reduction (constant) i =Total imperviousness Ratio (i = Iwq/100) 0.350 in Water Quality Capture Volume os ' 0.45 WQCV=a(0.91i'-1.19i2+0_7&) r 0.4 c 0.35 -- --- m 0.3 — L `m 0.25 0.231 ., _. ... - an. 0 0.2 ve. 3 0.15 um C 0.1 whr 3 0.05 0 O O O G G O O O O O �+ r N W A t1N V 00 iD Total Imperviousness Ratio (i = I,,,q/100) L Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V _ WQCV 1 * A K-St"I 0.12 ac 12 0.0035 ac-ft 152 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1 ■� NORTHERN ' ENGINEERING 1 I I I I I TEN71ON POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins 1 Project Name Stadium Apartments Project Number : 1232-001 Client Pond No D1 Input Variables Results Design Point d1 Design Storm WQ C= 1.00 Tc = 5.00 min A = 0.12 acres Max Release Rate = 0.11 cfs Required Detention Volume 32 W 0.00 ac-ft Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume s (ft) Outflow Adjustmen t Factor Qav (cfs) Volume Outflow a (ft) Storage Volume 3 (ft ) 5 1.425 51 1.00 0.11 34 17 10 1.105 79 1.00 0.11 69 10 15 0.935 100 0.67 0.08 69 32 20 0.805 115 0.63 0.07 86 29 25 0.715 128 0.60 0.07 103 25 30 0.650 140 0.58 0.07 120 20 35 0.585 146 0.57 0.07 137 9 40 0.535 153 0.56 0.06 154 -1 45 0.495 159 0.56 0.06 171 -12 50 0.460 165 0.55 0.06 189 -24 55 0.435 171 0.55 0.06 206 -35 60 0.410 176 0.54 0.06 223 -47 65 0.385 179 0.54 0.06 240 -61 70 0.365 183 0.54 0.06 257 -74 75 0.345 185 0.53 0.06 274 -89 80 0.330 189 0.53 0.06 291 -102 85 0.315 192 0.53 0.06 309 -117 90 0.305 196 0.53 0.06 326 -129 95 0.290 197 0.53 0.06 343 -146 100 0.280 200 0.53 0.06 360 -160 105 1 0.270 203 0.52 0.06 377 -174 110 0.260 205 0.52 0.06 394 -190 115 0.255 210 0.52 0.06 411 -202 120 0.245 210 0.52 0.06 428 -218 "Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1232-001 Chamber Summary.xlsx Page 10 of 13 !£, 5\«�! |!- §k31E E / !(� | «, tr ;[ ( E g . 2 ) .§r! `ESL ( £ o [k(§ |E!£ i�k ; »(�E !!- rml; I i [1 1] I 11 1 w StormTech Chamber Data Chamber Dimensions SC-160 I SC-310 I SC-740 Width (in) 25.0 34.0 51.0 Length (in) 84.4 85.4 85.4 Height (in) 12.0 16.0 30.0 Floor Area (sf) 14.7 20.2 30.2 Chamber Volume (cf) 6.9 14.7 45.9 Chamber/Aggregate Volume (cf) 1 16.0 1 29.3 1 74.9 Chamber Flow Rate Conversion (gpm/sf to cfs) Flow Rate* 0.35 gpm/sf 1 cf = 7.48052 gal 1 gallon = 0.133681 cf 1 GPM = 0.002228 cfs *Flow rate based on 1/2 of Nov 07 QmAx in Figure 17 of UNH Testing Report Chamber Flow Rate SC-160 I SC-310 I SC-740 Flow Rate/chamber (cfs) 1 0.0114261 0.0157241 0.023586 NORTHERN ENGINEERING ' D:\Projects\1232-001\Drainage\WatQual\1232-001 Chamber Summary.xlsx 1 I 1 1 .1 T!R.n v .. m z d ON ON (� c n RoLA O w hi to F+ F+ A > 7 0 N O O O O O O N O O a t11 F+ N lO W F+ N tO O lO l0 to V F+ O l0 ul A. 7 D a (1 a (1 a A a A a A a A a A a A a A m a m m Ol GI rt d ? `� fu a)S O �p O °N�° o ° m c c� c a c m m s m rho 10 c m 0 Z Z Z Z Z { r O O O O H O N H m O 3 3 o 0 0 0 0 o N O v m O O w N W W W Ln O_ O a n a n a n a n a n a n a ci a ci a ci D r v m � 3 mGp v m ,4 z m�opp m�opp ��Opp �oOp m�opp < N f7'T r D 0 v m a North ernEnaineerina.com 11 970.221.4158 ' NORTHERN EN6INEERINB ' A comprehensive Erosion and Sediment Control Plan (along with associated details) is included with the final construction drawings. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. ' It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living ' document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. ' The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices ' from the Volume 3, Chapter 7 — Construction BMPs will be utilized. Measures may include, but are not limited to, sift fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at proposed storm inlets. Vehicle tracking control pads, spill containment and ' clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet C0.01 of the Utility Plans. The Utility ' Plans also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in any existing Development ' Agreement(s) of record, as well as the Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the Site Contractor for this project will be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health ' and Environment (CDPHE), Water Quality Control Division — Stormwater Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE requirements ' and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction n ' Final Erosion control Report a // 970.221.41S8 W. LAKE STREET GRAPHIC SCALE Me Rrals GUTTE ,wvM RUNOFF SUMMARY TABLE: DEGDN PoINT &WN ID TOtu ARFA lens) C2 elm 2m TV (cold idea Te IcoMI OE (del aide Wd .1 RI 0.1]] an om 5.0 50 0..14 0.61 a To 0.1]] a95 L00 50 50 a" LM at 61 out am am 5A 54 Om 3.m ai G2 am a95 Ion 5.0 6A 1.14 Am 0 an 0.181 GAS Lm 54 30 ou 1.80 N IN eml 0.95 Im 5.0 50 1,57 an n cl unit am am 5.0 50 au am at 01 0.119 0.91 Im 59 Nor 031 L19 al o.Ff am a" 5,41 52 014 a% ai OR G.OM A u 0.]S 59 0113 Om mi Bi 0 ut6 a.L9 5.0 SO 091 O.C6 our OAM 0.15 0.19 54 50 OA1 0.05 DGNgn PoNIt Been 10 BasNArea Treabnem Type LID System Impervious Area Treated by LID System Percent of lm Area Treatedb System' ous LID a1 A18LA2 0.354 K. Rein Garden Yes 0.2%ac. 1116%' - b1 BIAe 1.609K stormTerA Cumbers Yes 1.033 ac. i"11, a a OA)1 K. EatelMM Detention No 0.049 ac. MOON dl DI 0.139 K. StormTedl Chambers Yes 0.10st. 6`dn` osl 051 0.209 K. Glass Buffer No OA21K (1400% os3 052 OA29 K. None No 0.015 K. DAD% . 053 OS3 0.01 K. Gnu Buffer No 0.000 ar. O01796 j and CM OLMK. Gnu Buffer I No cl 0.001I leg) I L.PSl ae. lA.tOK YSra DETENTION POND SUMMARY TABLE: i Pond 10 300Year Realeare Rates Ids) Required Water Coality Volume (cu. ft.) Provided Water Duality Volume (cu. ft.) Wale Qudlty Surface Elmton (ft) Yeeuired100.yex Detentnn Volume (cu. k) Total Oehntbn Volume (a. ft.) High Water surface ENnOon (ftl Rain Garden Fred A 2.37 21) 223 502].W N/A 223 5027.W Deeramn Pond 6(UG) 33a 1,fifi8 2,673 N/A 10.26E 11,932 N/A Water Quality Pond C IEDBI 0.W 81 82 5026.W N/A 82 5026.60 Detention Pond D(IN3) 0.60 152 256 N/A 3W W2 N/A ® NORTH 1NPPETI LEGEND: IA4IX6TNOSKECIFROPLHE ICI MNG CURBOGUL ROWLAW FR W OSEO STORM IXW H MTN BIET 11— — PROPGSED SwµE FLOsv¢ PRf mSEO GURLGVTTm FLYALM 103J- - EKI MOCATOUN INI ACY4 WRTSEO OVERIµO FLGN DIRECTOR H MINCERTRATED anry 0MCTON ■ EXISTING INLET GRATE EXISTING DECID THREE EQWING WMPFARE Q EOSTING LIGHT IVIE �. EASTINGSTWP DRAINAGE CASH a DRAINAGE BEGIN MMOH WJOH COErr QpFPJGN Mrvt NOTES: 1. REFER To THE 'FIN& DNMNAGE IE➢ORT PER ST/DEBI I➢M1YENts' By NORTMERIN ENGINEERING, 01TED 10AURY 18, 201] PER .ADDITION& INFORMATION. FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION caLunmxDleutwxu mexv Rn.,IIr.BBIG F. CBllbelRnyou■N City of Fort Collins, Colorado UTILITY PLAN APPROVAL PFRONED: Guy Xanm,r OeTz CHECKED BY: Ruw a lr, .A r UmLy D.1. PECKED BY: IF my CEIXm BY: CE %CI BY PECKED Br 0.Y