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HomeMy WebLinkAboutDrainage Reports - 01/24/2017January 18, 2017 Prepared for: City of Fort Colli s Approved Plans Student Housing CSU LLC 2607 Monroe Street Approved by: _- Madison, WI 53711 Date: z 1 ' @A 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. North ernEn a in eerina.com // 970.221.4158 Prepared by: NORTHERN ENGINEERING 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 Phone: 970.221,4158 Fax: 970.221.4159 www. northemengineering. corn Project Number: 1232-001 ■ NEE I I I 1 1 1 1 1 1 1 1 NORTHERN ENGINEERING January 18, 2017 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 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. W Co )� Nicholas W. Haws, PE LEED Cody Snowdon Vice President AP Project Engineer ' 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 I 970.221.4158 I www.northernengineering.com NORTHERN EN6INEERINB TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION................................................................... 1 A. Location.................................................................................................................. 1 1 II 1 [] I i I 1 I B. C. A. B. Description of 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 IV. DRAINAGE FACILITY DESIGN.................................................................................... 7 A. General Concept....................................................................................................... 7 B. Specific Details.........................................................................................................9 V. CONCLUSIONS......................................................................................................12 A. Compliance with Standards...................................................................................... 12 B. Drainage Concept.................................................................................................... 12 References....................................................................................................................... 13 APPENDICES: 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 I Final Drainage Report 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 ■� I NORTHERN ENGINEERING LIST OF TABLES AND FIGURES: Figure 1 —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 0 Final Drainage Report NORTHERN ENGINEERING Stadium I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map 2. Stadium Apartments project is located in the southwest quarter of Section 14, Township 7 North, and Range 69 West of the 61h 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, 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 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 corner 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 IB. Description of Property I I r I 1 I 1. Stadium Apartments is approximately 2.45 net acres. 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 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. 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 I i 1 Final Drainage Report 2 ■� NORTHERN NG OIN ., %. - 'r k ' art Figure 2— Proposed Site Plan 2M 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 080069CO979H 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 ■� NORTHERN ENGINEERING 4 UTH DRIVE tl�Yi6 MAP SCALE 1" s SDP i c a fi? FEEr _ — NEEE PITNN SiREEi 1 I _ WWtL W/tl!1 FIRM W FLOOD INSURANCE RATE MAP CITY OF FORT COLLINS ° M102 LARLVtER COUNTY, COLOR\DO AND I%CD POR.Vff:D AREAS _ NOEL IM OF UN 1s 1 " �x 1— �L u Y c WNIANS III PROSPECT ROAD HOE&T STIIEET BALSAM IANF 1%ANNUAL CHANCE FLOOD DISCHARGE f� g CONTAINEDIN LVERT JUNIPER L1XE m BAY 0�11F — — — r r BIRNY RACE u � T 23 � /l © ~~ RM IRiI p p10YC�TN) S�Gq Fm IR �( YAP REVISED MAY 2, 2012 DRIVE �` ZC+NE AE j� n I1 feJe�l Eaer�!M.WImuI AEmT napnn.me nvP atio RMI. TooO tlq 6www.mk�iw�. W Figure 3 — Existing FEMA Floodplains COLOWO S TATE ONIVERSITY Figure 4 — Existing City Floodplains Final Drainage Report 4 ' ■� (NORTHERN ENGINEERING Stadium Apartment II. DRAINAGE BASINS AND SUB -BASINS ' A. Major Basin Description 1. Stadium Apartments is located within the Old Town Basin. ✓� B. Sub -Basin Description 1. The property historically drains from the southwest corner of the western lot to the northeast comer 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 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. P" 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 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. ' Final Drainage Report 5 ■V (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 1.B.5, 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: 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. Existing vegetation along a portion of the east and west sides of the subject ' property will be preserved. As previously mentioned, overall drainage patterns of the existing site will be maintained. Final Drainage Report 6 ' NORTHERN 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 IA. 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 [1 I I u 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 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. Final Drainage Report 8 ■y (NORTHERN ENGINEERING 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: m The runoff generated from Basin A will be routed to a designed Rain Garden. Nm 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. NMI 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. Nm The runoff generated from Basin C will be routed to an extended detention pond. w The remaining runoff generated from Basin OS is routed across landscape areas 2. The allowable release rate was established by calculating the 2- ear peak runoff rate of the existing pervious area and the 100-year 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 131, 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 Apartment 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 1 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 = 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 ,' 11 1 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 INORTHERN ENGINEERING Stadium Apartment 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 ' concrete chase further to the north. In the case that the area inlet within Sub -basin 131 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 ' 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. ' 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 ' 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. I Final Drainage Report 11 ' ■V (NORTHERN ENSINEERINB 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. B. 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 LIB 1 ' Final Drainage Report 12 ' ■� (NORTHERN ENGINEERING ' References I [1 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. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008. Final Drainage Report 13 I 1 I I V4AA? t .J North Pm Enain eerina.com 11 970.221.4159 @ t a � I I I � q @ I � = E{/��� .f ■ 14 cm 2!: ! :!■ cm #!| | & 2!! � EEE |!| | ` }}}}} LZ ® OR • $�@ P 0)k)a (MG 2 \ !»» ;§§§§ & IE`d;J e � all n COW �0 §2 Q #® 0kE � \ I Cos / § # � , � mz zo z� �x �m G:,z @ LI @ � @ i $ � » � I z Ia E 811 f a (|2 \� ,j ! ,{■ [§ ■$�� f. / � A [§ § k § E tk [ ■ ■ o2 A. B R w � §; E7� . I g ! 2 • COCO | | § 2 ■G a /- � & . 'l k� k ■ � ! cy �§<$■ _ � ESE PO!E! 7 �0£ ! 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S02 I O O O O Wo W m N O 00 O C O O fwT OWD C O u 0 u Z O ■ [] 11 1 rn v A w N p � z v m O o ai .. m 1 1 1 Cl) E v v v v v v ° m m m m m m o 0 0 0 0 n 0 � °. m W W W N m 11 O 3 3 9 CD (D m m r m m m. y n n m n n n s n m r ao 0CD °- N O O N N N 2 r m ^.ter o m m CD OD 0 0 0 0 rn 0 f y r u) CYJ -4 OD �' 0 w r m to t0 O W O A W v to S i N 4 OD O W mg 0 0 0 0 0 m (NIA � N N (nn = a (°1l� 0) N A w O mg u N ° N u N cn N <n N N N r C m co w 0) Lnn w (A 0 0 0 0 0 0 "a N N N N N m Ul OD OD N W m - O O O O O C 3 N N N N N O° N ity r 91 01 O) 9) 0) N N V fU1O iWn A ° • ♦ a x a y 0) m m 0) 0) L" r CD N O N 6 W OD 0 0 0 0 0 o xo 3 O V O N O O coN O m y y 0 O O O O O 0 .�Y' C= rn m rn rn rn rn r 0) A (n <D N W o 7 0 m Z r m ° o m y C n N W N O-4 0 w w 0) V m V C: O O O O O O a 7 W W N W N N m .°. O 7 Ch O CD VI G Ml CA 64 J 1 J 1 t[N z -0 Zr ° m m (D O) al A W N v) a ru) � v �_ co v i -( �-' o � m v m m n m m m a V g 0 m CD U) fD U) O) U) r r r r r r m m m m m m n n n n n 0 o 0 0 0 0 0 M p c m m �n x pA w w w •Nw W w w 7 3 N N N CyyT m w w O f�J� A W Q _ A V (A A N N V A O V W m N N N N N N 0. O O Co co co (D '� C V N w v w a W 3 (Nll (T U1 V1 DI (N)1 X' 'O m No m N A w O coo n O N N N W Ct N '4 A M D V V 0o Dt A O A w _ x mr r (D O W Wco V m m N OV (WD w ID W . yr 0 0 0 0 o Ol ;' *0 0 (A)O N N O N N m Z m C 3 °' m r V N O O O O O N Q 7 "' ry 7 m m' m n n n n n n vm m O O O O O O .a N N N N N N an d 0 0 0 0 0 0 DE N O O O O O 0) V7 O W O O N N m (ACD (T V 0) O) A N A 0 0 0 0 0 o n N O O O O O O O V O O O O O O 000 O O O O O O N Tt A 0 0 0 0 0 o W Om tD 0 tD 0 tD 0 (O 0 t0 0 fD 0 =t • o o O O o O v 0 i4 V A A (D (D W w Er ic CD Mo I E Z_0 o 0 0 0 0 0 o (D Ot O1 CA CA m Cn E NW ONE ONE m 0) rT L) �—' w w o w r CD. r coo CD 'O CD to N N to N Cn Nrn O O O O O O _ L= w w rn w 3 �' �' w w 0 N) m C) rn w cn a w r N + CO W A W Cn CA Cn CA m 0 m rn rn rn rn rn x a G) .Nw A O V N O Cn N Cn Cn CA Cn ' C- m rn rn rn rn rn rn x �G) 0 OD w w w + w CA a W N w w N V O (n (O O O O m 7 CDD C O N O O fm w W + N O O o r + + O + O + O O O O N O _ to O m y r 3 0 0 0 0 0 o x 0 N 0 N 0 0 w 0 Cn a O O O f0 O ? IV O OVD O O A A O N � m + + + N N A A A H O OD O O w N N W C C OODD O O A A + 0 m 3 v (D O CD N w v m' N 0 O V X CD MO a 0) CO (D i I 1 1 1 i 1 i 1 1 i 1 1 1 i 1 North ernEnaineerina.com /1 970.221.4159 Capacity (cfs) 0 Z N R N x N CA m eo W 3 D 0 0 d m 7 w n CI a n S N 3 DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Project: 992-WI Inlet ID: Inlet A13 @ Design Point B3 Show 4faU I ROADWAY CENTERLINE Design Flge: ONLY a Neatly tleferininetl Ilaoup oVw war,e0: Minor Storm Mapr Slortn (bnl eaali floe for lR of saeel OR OuseO'+o chanme: Oa„e.,,'i, Cis -ior vabee In Row 1a, ae tlw ms[ of ml. anear erW no eetl to sheet C-%:r,,. ,i Are, aogra n Stbmltltnera Arne = Pertert lnpeniarsmas= % Sm TIr"' pyey yo,. NRCS Soil Type = A. B, C, or D rO sre n ureae O meal L,l SlopeO Sri,n Mm oan O Nee Inlets n a MMa Overland Flo.= CMnal Flow= Minor Stow Major Stow Design Storm RoU P, ,T,= y„re Rahn Period Orsllolr PradpBatlon, P,= indres 1.1ser-0efined Sturm R"ff Coelfioert (leave ttte bone to accept a raktilleted vakw), C = User -Defined 5-yr. Runts Coeyfiaert (leave Ms blank to accept a calrJatetl vake), C. = Bypass (uny-D+M Flo. ft. upstream Suefmnraprb. 0, o aoo as Total Design Re" Flow, p= 0.4 1.! cle 'HIS SECTION HE NS BELOW UD Inlet Al3.dsm, O-Peak 1112112016, 8:31 AM INLET IN A SUMP OR SAG LOCATION Project = 1g -M Inlet ID = InIst A13 a Design Point 83 d—W (C)—f H-Curb N-Vart Wo W pm Information fin or Ir1el Indet Type 1 Depresvan (aEEaioiwl to mM.. 9" oapreaeion's' from'O-AIoW) e�. Ear of UM Irilets (Grate or Cub Opening) No a Depth at Fbwtirw (aut id of brat Eepremion) Flow Depth . Information th of a Unit Grate 4 (G) a of a UM Grate W. Opening Raoo for a Grata (typal values 0.15-0.90) Aa.. gang Fodor for a Singh Gate (Weal vats 0.50 - 0.70) G (a) Weir Coefficient (typo) vats 215 - 3 60) C. (G) e Onfica Coefficient (typical value 0.60 - 0.80) C. (G) � Operig Marrnsidi N of a Uric Clrb Opening L. (C) M of Vertical CUE Opening in Inches H. rt of Cub Orrfice Ttroel in Inciwa Haee" t of Tnoat (see USDCM Figure ST-5) The@ WEN for Depreauon Pan (typcaty the gutter width of 2 fast) W. ging Factor for a Single Cub Doering (typsail nka 0.10) Cr(C)' Opening Weir Coeffaart (typical value 2.3-3.6) C. (C)' Opening orifice Coefficient (typical value 0.50 - 0.70) C. (0)' el Inlet6 las aptlon Capacity (assumes clogged condition) 4.' _.._.:aey IS GOOD for Minor a -.. _ .;:: O.ewaQ.. MINOR MAJOR CDOTIDemer 13 GomWwHon 2.00 irrdnes 1 6.0 6.0 irt3ss MINOR MAJOR 3.00 jeat 1.73 feet 0.43 0.50 150 330 0.60 3.00 6.50 525 0.00 2.00 0.10 0.10 J.70 o.e6 set ,dtas tctes legreea set UD Inlet A13.Idam, Inlet In Sump 1112VP016, 6:31 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS -LINED CHANNEL BY THE RATIONAL METHOD Pregsct: 992-001 Inlet ID: Inlet C9 ® Design Point 01 Shm Dash ROADWAY CEHTERUNE Desgn Fic,w ONLY a already delermired (hough other "U,ods Minor Storm Map' StOnn _ ibcN peak Mw lot 1.2 of asset OR prmeinea tfwrwll_ Cf! FILL OR. eograpn ¢ in iorna onm I r7ler eta m ce s FILL SWntcr l A. 5FC. Percent ImperWotcneas m % Sle Ira,. �may. pev,eonro vw NRCS Sall Type >: A, B. C. or D Q $ilt•i5 UNdI, Q $Ir,WI Ink45 Sbpe La (ft srte , nw,urt»r, Q Dverlerd Flow = Channel Flow = a orm n: tie y irk = rortin- MeWStorrim Design Stoml Return Period, T, a yeas Room Period Ore-Hom Pnerapaation, P, e C,e Cte Ce. Usa-Defined Storm RlrloM CoefRaeh (leave tins blerYc to swept a celpeeted value). C e User-Deflned Syr. Rl ff Coefficient (leave tins blank m accept a retained vale). Ce - Bypeea (CaryO er) Fbw flan UPeewn Subu chmand, Q e 0.00 OAO da Toilet Dulgn Peak Flow, O e O.S 12 c6 Warksheol Prolocled N THIS SECTION N THE 'IONS BELOW. UD Inlet C9.dam, O-Peak 11212010, 829 AM INLET IN A SUMP OR SAG LOCATION Project = O 2.061 Inlet ID = Vital47 to Deftis PSUt D1 A' -La (C)-R' H-Cwb IiVert We W Im.Mvrmrt n flrwW of Inlet Hat Type I Depression (addNorol W mrdr.su gWer deorassfon'afrarn r pW) ey oer of UM Inlets (Grate or Cub Opening) No r DepO'st FloWine (o Wide of loyal depression) Flow Depth r Information th of a Unit Grate L. (G) i of a Unit Caste W.' Opening Ratio for a Grate (typical "Kas 0.15.0.90) A.e' prig Factor for a Singie Grate (typical value 0.60 - 0.70) G (a)' f Wee Coefficient (type v eue 2.15 - 3.60) C„ Rl' I Orifice Coefficient (typical value O60 - O60) C. (G)' Openaq Indonewtlon h of a Unit Cub Opening Le (C)' t of Vertical Cue Opening in Inctws K. f of Cub Orifice Throat In Inches H.r.e' , of Throat (see USDCM Figure ST-5) TIMb' Width for Depracalon Pen (typically the outer width of 2 feet) We, png Factor for a Sirgb Cut, Opening (typcal value 0.10) Q (C)' Opening Weir Coefficient (typical vale 2.3-3 6) C. (C)' Opening Orifice Coefficient (typical r 0.W - 0.70) Do (C)r it Inlet Interception Capacity (assumes clogged condition) Q. a MINOR MAJOR CDOTIDerarer 13 ConleelWts 200 motes 1 6.0 8.0 inclss MINOR MAJOR 100 Ifeet 1.73 feet 0.43 0.50 0.50 3.30 0-60 3.00 5 50 525 0.00 2.00 0.10 0.10 3.70 0.55 Moron MAJOR ads fries rctm eat UD Inlet C9.dam, inlet In Sump 1121/2016. 6:29 AM Channel Report ' Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Concrete Pan Outlet A 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 Known Q (cfs) = 3.35 J 33% Q,00 IElev (ft) IFo2s.00 0 .5 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 1 t5 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) I 1.50 0.50 M -0.50 Channel Report ' Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Sidewalk Chase Storm Line A 1 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 ' Elev (ft) �o2s.00 �025.50 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 0 .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 3D® by Autodesk, Inc. Curb Cuts - Basin B1 Rectangular Bottom Width (ft) = 2.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 5026.75 'Slope (%) = 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 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 ' Elev (ft) Section M--- -- Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (fUs) 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 G)rL+7 0.25 -0.25 -0.75 Reach (ft) perTrWrlem Aqujl. v-r-- LAV cu Paw a At1 7 Wet ED Pond North PmF noin Pprino.com // 970.221-4159 1 NORTHERN ' ENGINEERING 1 1 I 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 W ac-ft Time (min) Ft Collins 100-yr Intensity inJhr Inflow Volume s (ft) Outflow Adjustment Factor Qav (cfs) Outflow Volume (ft) Storage Volume (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 100" 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 2.000 20273 0.52 1.70 10692 9581 110 1.940 20602 0.52 1.69 11178 9424 F--1-1-5--T 1.890 20983 0.52 1 1.69 11664 9319 120 1 1.840 21316 0.52 1 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 Page 1 of 1 1215 2016 ADS StormTech Design Tod StormTech � Illlllr� User Inputs Chamber Model SC-740 ' Outlet Control Structure Yes (Outlet) Project Name Stadium Apartments Project Engineer Cody Snowdon Project Location Fort Collins Pond 131 Project Date 12/02/2016 Measurement Type Imperial ' Required Storage Volume 10,860 cubic fL Stone Porosity 40% Stone Foundation Depth 6 in. Amount of Stone Above Chambers 6 in. Average Cover Over Chambers 18 in. Design Constraint WIDTH Design Constraint Dimension 20 ft. 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) Leftover Rows/Chambers 2 row(s) of 48 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) 6' Te' 11) (2.4 m) (450 mm) MIN MAX „•t;: - _ 6" (150 mm) MIN 30" -_: (760 mm) L DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (150 nm) MIN I t 5-- mrr, M w - 51" (1295 mm) 12" (300 mm) TYP III- TO BOTTOM OF FLEJOBLE PAVEMENT FOR "AVEO INSTALLAMONG WHERE RUTTING FROM VEHICLES ANY OCCUR INOREASEOOVER TO24-IERO.) ® ADS StormTech 2015 http://storm techr.d cazurewebsi tes.neU Project: Stadium Apartments - Pond B (SC-740) ' Chamber Model - Units - Number of chambers - Voids in the stone (porosity) - Base of STONE Elevation - Amount of Stone Above Chambers Amount of Stone Below Chambers I 1� I I SC-740 imperial cua„e,eyrbr„� 100 145 40 StormTech I11118 M 5026.18 ft 6 In � Include Storem Glculations 6 In StormTech SC-740 Cumulative Storage Vo!urles Height of Incremental Single Incremental Incremental lincrementalChl Cumulative System Chamber Total Chamber Stone 8 St Chamber Elevation inches cubic fees cubic feet cubicleer (cubic/set (cubicles" feet 42 0.00 0.0C 163.39 163.39 10859.97 5029.68 41 a 00 0.00 163.39 163.39 10696.58 502960 40 0.00 0.00 163.39 163.39 10533.20 5029.51 39 0.00 0.00 163.39 163.39 10369.81 5029.43 38 0.00 0.00 163.39 163.39 10206.42 5029.35 37 0.00 0.00 163.39 163.39 10043.04 5029.26 36 0.05 7.97 160.20 168A7 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 11625 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 8650-64 5028.68 29 1 A 8 171.17 94.92 266.09 8393.97 5028.60 28 1.27 183.52 89.98 273.50 8127.88 5028.51 27 1.36 196.48 84.80 28127 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 68A3 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 26B.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 48.94 335.21 4447.99 5027.51 15 2.01 291.44 46.81 338.25 4112.78 5027.43 14 2.04 296.52 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 1 ' 1216 ADS StormTech Design Tool DESIG' � StormTech- U TCMN.::.:.......... User Inputs Results Chamber Model SC-310 Outlet Control Structure Yes (Outlet) System Volume and Bed Size Project Name Stadium Apartments Installed Storage Volume 1085 cubic ft. Project Engineer Cody Snowdon Storage Volume Per Chamber 31.00 cubic ft. ' Project Location Fort Collins Pond B3 Number Of Chambers Required 35 Project Date 12/02/2016 Number Of End Caps Required 6 Measurement Type Imperial Rows/Chambers 2 row(s) of 12chamber(s) ' Required Storage Volume 1,085 cubic ft. Stone Porosity 40% Leftover Rows/Chambers 1 row(s) of 11 Stone Foundation Depth Amount of Stone Above Chambers 6 in. 6 in. Maximum Length chamber(s) 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. [1 I 6" (150 Min) MIN �' ( mm) m Com Amount Of Stone Required 76 cubic yards Volume Of Excavation (Not Including 95 cubic yards Fill) 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) MIN 18" (2.4 m) (450 mm) MIN[1] MAX (405 mm) DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (150 MM) MIN 12" (300 mm) TYP f 1I - TO BOTTOM OF FLEABLE PAVEMENT FOR IMPAVED INSTP IATONS WHERE RUTTING RROM VEHCLES IMY OCCUR. INCREASE COVER TO 24" lMG.) © ADS StormTech 2015 Ihttp://stormtechrAc.azurewebsites.neV 1/1 Project: Stadium Apartments - Pond B (SC-310) ' Chamber Model - StormTech SC-310 Units- Imperial _ t, <m,M 100 uAlt,���=yA7 Number of chambers - 35 Voids in the stone (porosity) - 40 % ' Base of STONE Elevation - 5027.37 It ❑ Induee rcrimeter Stone CaiMaeons Amount of Stone Above Chambers - 6 in in Amount of Stone Below Chambers - 6 in StormTech SC-310 Cumulative Storace Volume= Height of Incremental Single Incremental Incremental Incremental Ch Cumulative System Chamber Total Chamber Stone 8 St Chamber Elevation ' (inches) (cubic Mao (cubic feet) (cubic Wh (Cubic feet) (cubic feet) (fee0 28 0.00 000 27.68 27.68 1084.89 5029,70 27 0.00 0.00 27.68 27.68 1057.21 5029,62 26 25 0.00 0.00 0.00 0.D0 27.68 27.68 27.611 27.68 1029,54 1001.86 51129,54 5029.45 ' 24 0.00 0.00 27.68 27.68 974.18 5029.37 23 0.00 0.00 27.68 Z7.68 946.51 5029.29 22 0.06 2.06 26.85 28.91 918.83 5029.20 21 0.11 5.41 25.51 30.92 889.92 51129,12 20 0.27 9.31 23.96 33.26 859.00 5029.D4 ' 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 35.52 13.47 48.99 652.08 5028.62 ' 14 1.09 38.31 12.35 50.66 603.D9 5028.54 13 1.15 40.40 11.52 51.92 552.43 5028.45 12 1.21 42.52 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 5 0.00 0.00 0.00 0.00 27.611 27.68 27.68 27.68 166.06 138.38 5027.87 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 55.35 5027.54 _ 1 0.00 0.00 27.68 27.68 27.68 5027.45 I t I 1 I 11 1 ■� NORTHERN ' ENGINEERING I I L 1 I 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 D Input Variables Results Design Point d1 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 n/hr Inflow Volume (ft3) Outflow Adjustment Factor Oa" (cfs) Outflow Volume 3 (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 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 ' 12/5121116 ADS Storm Tech Design Tod i I i I 1 StormTech, :s dl," ion v.1, MW LLRgF1�1 User Inputs 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) , '10 eun.0 FIE.IKE W.WMEW 10 .i Wb irrr;�uunwsw>EAE nurrmc rnoe�vE�iuEs vw. '(i SD MM) 1410' 6' Xc w I"M [o IM 11 A MIN (3 (MAX) MIN' 1 1 1 tr (300 mm) 1 1 � DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN 25" it (300 mm) �— ENGINEER 6" (150 mm) MIN' (635 mm) TYP NO SPACING REQUIRED SINGLE LAYER OF GEOGRID SX124GG 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 SX124GG ON THE FOUNDATION STONE IS USED BOTTOM OF THE FOUNDATION STONE ® ADS StormTech 2015 1 http://stormtechcdc.azurewebsites.noU 1/1 Project: Stadium Apartments - Pond D (SC-160) t Chamber Model - SC-160 w�{,� v�} `Or TcVc , l InItS - �1�fiei C1[k Naru 1w M01ricCl[k Naru Iw MOlric 100 p�p� .:... u"iie Number of chambers - 32 Voids in the stone (porosity) - 40 Base of STONE Elevation - 5026.38 f1 include Perimeter Stmle in CalcuWtiora Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in StormTech SC-160 Cumulative Sto-aao Vcl:n ^s Height of Incremental Single I Incremental I incremental IncrementalCI Cumulative System Chamber I Total Chamber Slone & St Chamber Elevation (inches) cubic cubic feet cubic cubic rear cubic feet feet L4 v.UV u vu l b.6I - J.51 J11 14 Durt1.311 23 0.00 0.00 1581 15.81 495.33 5028,30 22 21 0.00 0.00 0.110 0.00 15111 15.81 15.111 15.81 479.51 463.70 5028.21 5028.13 20 0.00 0.00 15.81 15.81 447.89 5028.06 19 O.DO 0.00 15.81 15.81 432.07 5027.96 18 0.05 1.64 15.16 16.80 416.26 5027.88 17 16 0.13 0.29 4.30 9.30 14.09 12.10 18.40 21.39 399.46 381.06 5027.80 5027.71 ' 15 0.44 14.14 10.16 24.30 359.67 6027.63 14 0.54 17.25 8.91 26.17 335.37 5027.55 13 0.62 19.72 7.93 27.65 30920 5027-46 12 11 0.68 0.74 21.78 23.55 7.10 6.40 28.81 29.94 2111.55 252.67 5027,311 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 6 0.89 0.00 28.63 0.00 4.36 15.81 32.99 15.81 127.811 94.89 5026.96 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 5026.63 2 1 0.00 0.00 0.00 0.00 15.81 15.81 15.81 15.81 31.63 15.81 5026.55 5026.46 1 1 F L� 7 �I LI No Text a I 1 1 1 0 Enoineerina-com // 970.221.4158 Design Procedure Form: Rain Garden (RG) 1 Sheet 1 of 2 Designer: Cody Snowdon Company: Northern Engnlneering ' Date: Project: January 18, 2017 The Stadium Apartments Location: Baaln Ai-A2 1 1 1 1 I 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 = 1.1100) 1= 0.520 C) Water Quality Capture Volume (WQCV) for a 12-lour Drain Time WQCV = 0.17 watershed inches (WQCV=0.8' (0.91' i'- 1,19"i7+0.78"i) D) Contributing Watershed Area (including rain garden area) Area = 15,400 sq It E) Water Quality Capture Volume (WQCV) Design Volume Vwocv = 217 cu ft Val = (WQCV f 12) " Area F) For Watersheds Outside of the Denver Region, Depth of dr = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWocv owEn = cu It Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWayusr" = cu It (Only rf a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-Inch maximum) Dwocv = 6 in B) Rain Garden Side Slopes (Z = 4 min., honz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" 1 rain garden has vertical walls) C) Minimum Flat Surface Area Aw, = 145 sq ft D) Actual Flat Surface Area A,,mw = 300 sq It E) Area at Design Depth (Top Surface Area) A,,r, = 600 sq ft F) Rain Garden Total Volume Vr= 225 cu it (Vr((Arm+Ar )/2)'Depth) 3. Growing Media r Choose One (g 18" Rain Garden Growing Media O Other (Explain): 4. Underdrain System Choose One * YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= ft Volume to the Censer of the Onfice ii) Volume to Drain in 12 Hours Vol,,= WA ou ft III) Orifice Diameter, 3/8" Minimum Do = WA in 1 1232-001 Basin Al-A2 UD-BMP_v3D2.x1s, RG 1/23/2017, 11:23 AM I 1 1 1 1 Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: Cody Snowdon Company: Northam Engninsering Date: January /S, 2017 Project: The Stadium Apartments Location: Basin Al-A2 5. Impermeable Geomembrane Liner and Geotexdle Separator Fabric Choose One Q YES A) Is an impermeable finer provided due to proximity O NO of strictures or groundwater contamination? 6. Inlet / Outlet Control Ir Choose One I Q Sheet Flow- No Energy Dissipation Required A) Inlet Control I 0 Concentrated Flow- Energy Dissipation Provided 7. Vegetation Choose One Q Seed (Plan for frequent weed control) Q Plantings Q Sand Grown or Other High Infiltration Sod 6, Irrigation A) Will the rain garden be irrigated? Choose One - Q YES NO SPRINKLER HEADS ON THE FLAT SURFACE Q NO Notes: 1 1232-001 Basin Al-A2 UD-BMP_v3.02.xis, RG 1/232017, 11:23 AM NORTHERN ENGINEERING Project Title Project Number Client Pond Designation Stadium Apartments 1232-001 Rain Garden A Date: January 18, 2017 Calcs By: C. Snowdon WQCV=al0.91i'-1.19i2+0.78i Drain Time 12hi a= 0.8 WQCV = Watershed inches of Runoff (inches) i = 52.00% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100) WQCV = 0.17 in Water Quality Capture Volume 0.5 0.45 WQCV=a0.91i'-1.19i2+0.7&) N s 0.4 c 0.35 d 0.3 r d 0.25 3 0.2 0.15 3 0.1 0.05 0 O o C V N W A V1 Ch V 00 {O O O O O O O O O O O O O Total Imperviousness Ratio (i = Iw9/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V— *A CWQC0.35 ac 12 V = 10.0050 ac-ft 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: January 18, 2017 1232-001 Calcs By: C. Snowdon Rain Garden A Invert Elevation 5027.00 ft Water Quality Volume 0.0050 ac-ft SDO-yr Detention Volume NA Total Pond Volume NA V D*1A+A,+f�•A"/ 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. Total Vol. (ft) Area (ft2) Depth (ft) Vol. (fta) (ft3) (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 5027.80 795.78 0.20 145.87 432.49 0.0099 5028.00 931.14 0.20 172.51 605.00 0.0139 Elevation Depth volume WQN 5027.49 0.49 0.0050 1OD-yr Detention NA NA NA Overall Detention NA NA NA WQN Project Title Project Number Client Basin NORTHERN ENGINEERING Stadium Apartments 1232-001 Bl Date: January 18, 2017 Calcs By: C. Snowdon WQCV 0.9F'—l.l�Z+0.7� Drain Time 12hi 0.8 WQCV = Watershed inches of Runoff (inches) 63.00% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = I,,,q/100) 10.197 in ", 0 0 0 0 0 0 0 0 0 0 0 F+ iv W A it Ch V Co W Total Imperviousness Ratio (1= I,,,q/300) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V _ r WQCV A A = 1 0.43 ac l 12 V = 1 0.0070 ac-ft 305 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) I ■� NORTHERN ENGINEERING I I 1 I 1 ETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins I Project Name : Stadium Apartments Project Number : 1232-001 Client : Pond No 131 Input Variables Results Design Point b1 Design Storm WQ C = 0.83 Tc = 5.00 min A = 0.43 acres Max Release Rate = 0.12 cfs Required Detention Volume 29S ft3 0.01 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 1.425 151 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 0.385 530 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 1 Page 2 of 13 Project Title Project Number Client Basin NORTHERN ENGINEERING Stadium Apartments 1232-001 B2 Date: January 18, 2017 Calcs By: C. Snowdon WQCV-- �0.9T'-1.191'`+0.78) Drain rime 12hi a WQCV = Watershed inches of Runoff (inches) i a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100) WQCVr��= 0.321 in Water Quality Capture Volume os 0.45 WQCV=a(0.9}i'-1.1912+0.7&) a 0.4 t c 0.35 u 0.3 r m 0.25 V 3 0.2 0.15 3 0.1 0.05 0 i-+ N y A lli Qi V 00 D Total Imperviousness Ratio (i = Iwq/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V _ WQCV A A = 42 0.ac 71 12 » V = 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) I NORTHERN ' ENGINEERING I I i I l J I I I 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 W 0.01 ac-ft Time (min) Ft Collins WCl Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustmen t Factor Qa" (cfs) Outflow Volume 3 (ft) Storage Volume (ft3) 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 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 11 L� Project Title Project Number Client Basin NORTHERN ENGINEERING Stadium Apartments 1232-001 B3 Date: January 18, 2017 Calcs By: C. Snowdon WQCV 0.9F3-1.19i2+0.7� DrainTirm 12hi a = o.s WQCV = Watershed inches of Runoff (inches) i = 86.00% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100) WQCV = 0.296 in Water Quality Capture Volume 0.5 0.45 WQCV= a 0.91t3 -1.1912 +0.78i) d 0.4 L c 0.35 d 0.3 L d 0.25 3 0.2 v M1r 0.15 74 M1, Cr 0.1 b° 3 0.05 0 0 C C C 0 C O O O O �+ �+ N W A to Ol �-I Co i0 Total Imperviousness Ratio (i = Iwa/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V _ WQCV A = 1 0.18 ac 12 V = 1 0.0045 ac-ft 1 194 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) NORTHERN ' ENGINEERING I I I I I I I I I I I I E I TENTION 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 ft3 Mac-ft Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume s (ft) Outflow Adjustmen t Factor Qav (cfs) Volume Outflow s (ft) Storage Volume a (ft ) 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 0.585 1 223 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 1 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 1 299 0.53 0.06 330 -31 100 0.280 304 0.53 0.06 347 -42 105 0.270 308 0.52 0.06 363 -55 110 0.260 311 0.52 0.06 380 -69 115 0.255 319 0.52 0.06 396 1 -77 120 0.245 320 1 0.52 1 0.06 413 1 -93 'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1232-001 Chamber Summary.xlsx IPage 6 of 13 NORTHERN ENGINEERING Project Title Stadium Apartments Project Number 1232-001 Client Basin 84 Date: January 18, 2017 Calcs By: C. Snowdon WQCV 0.91f3 Time 12 hi - r-1.19FZn a WQCV = Watershed inches of Runoff (inches) a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = I,q/100) 0.321 in Water Quality Capture Volume 0.5 WQCV=a0.91i'-1.19i2+0.78i) 0.45 d 0.4 r c 0.35- 9q 0.3 r m00 0.25 - 0.231„ sp 3 0.2 0.15 24 "' r�Y V 0.1 3 bM 0.05 0 0 0 0 0 0 0 0 0 0 0 F+ N w A V1 C, V 0° l0 Total Imperviousness Ratio (i = IWq/100) Figure ED3-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Evert ( WQCV A = 0.58 ac V _ Il s A 12 V = I 0.0155 ac-ft 677 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1 d I F I i r-� ■� NORTHERN ENGINEERING TENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins I 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 283it' 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 1.425 248 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 0.52 0.20 1359 -336 120 0.245 1025 0.52 0.20 1415 -390 'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1232-001 Chamber Summary.xlsx Page 8 of 13 A S OO A m n P d Q< 3 A- c 3 m 3 c c A 3 J A A A A A A ma °, d o F 'm N� d a P ry P A Q J n N J 3 w 3 o J o o c a c a n Y Q O u 0 4 A d p~ Y A p n C 0 ro w p A N n F A 3 F ae o W d n N (C W O O; C CO pdp ' J d A A a Op j C A d 2 3 1 n C A S a W N d 3 O. 3 A W A 39 ma Srd A A w n d N p J n A J - n &o ' 3 s m ryry A pp o d A c p n o A T d x g� n o a A � N � < O O O d 2 Y m P m W m N m t+ C rT Jo y � V �o3PCC N N T c AAG 0 0 0 0py :E QmQ W O W O J OA V OA p 3 1� AP n S d O O O O A p R N A n 61 A A N N c O N 0 0OQ mp g G O r C Y � W� iN° �Nn O O O �A�pO O 1P1pp O� nn A pj 7 Y 3 c A A 3 3 3 = d A J V IA 3, Q O a 3 a' to 0 0 0 0 A Y Y A • N Y A go �� A pp a } 3 o 9. 3 P W 1+ 1+ R J d OYO a saA A N b y A — A a � A— A 3 �^ n I NORTHERN ENGINEERING Project Title Project Number Client Pond Designation Stadium Apartmnets 1232-001 Water Quality Pond C Date: December 7, 2016 Calcs By: C. Snowdon WQCV=a(0.91i3-1.IM+0.78i Drain Time 40hi a= 1 WQCV = Watershed inches of Runoff (inches) i = 67.00% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwa/100) WCIEV 0.262 in Water Quality Capture Volume 0.5 0.45 WQCV =a�0.91i3-1.19i2+0.78i� 0.4 L c 0.35 d 0.3 L m 0.25 3 0.2 0.15 C 0.1 0.05 0 O O O O O O O O O O i-- O F+ N W A V'� Ot V 00 l0 O O O O O O O O O O O O Total Imperviousness Ratio (i = Iw4/100) Figure EDB-2 - Water Qualitv Capture Volume (WQCV), 80th Percentile Runoff Event V=I WQCV A= 0.07ac V�*A*1.2 l J V = 10.0019 ac-ft 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) NORTHERN ENGINEERING Project Title Project Number Client Pond Designation Stadium Apartmnets Date: December 7, 2016 1232-001 Calcs By: C. Snowdon 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-+ D = Depth between contours (ft.) A, = Surface Area lower contour (ft) Az = Surface Area upper contour (ft) Water Quality Pond C Volume Elevation Surface Incremental Incremental Total Vol. Total Vol. (ft) Area (fe) Depth (ft) I Vol. (ft3) (ft3) I (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 5027.00 280.50 0.20 52.05 178.05 0. 0041 Elevation Depth Volume WQ 5026.60 0.60 0.0019 1o0-yr Detention NA NA NA Overall Detention NA NA NA wQCV Circular Perforation Sizing Pia (in.) Min S, 1 n t 1/4 Area/Row 0.05 Required Area Per Row 0.012 sq-in No. of Rows 2 Total Outlet 0.10 sq. in. Area NORTHERN ENGINEERING Project Title Stadium Apartments Date: January 18, 2017 Project Number 1232-001 Calcs By: C. Snowdon Client Basin DI ' WQCN,r=0.gV3_1.15lz+0.7> 12hi 0.8 WQCV = Watershed inches of Runoff (inches) 94.00% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = I,,,q/100) 001=0.350 in Water Quaro Capture Volume IrO.45 WQCV=a 0.9h3—l.li[2+0.78i) a 0.4 s 5 c 0.35- 0.3 ' = .25 1 d 0.25 0.231 Mir 3 0.2 ' C 0.15 3 0.1 0.05 0 0 0 0 0 0 0 a 0 0 0 F+ N W A In in J 00 l0 Total Imperviousness Ratio (i = IWa/100) ' Figure EDB-2 - Water Quality Capture Volume (WQCV), 8Dth Percentile Runoff Event V _ ( WQCV 1 _ * A 0.12 ac Il 12 11 0.0035 ac-ft 152 cu. ft. V = Water Quality Design Volume (ac-ft) ' WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) I I� 1 �l NORTHERN ' ENGINEERING 1 1 11 1 TENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins I Project Name Stadium Apartments Project Number : 1232-001 Client Pond No D1 Input Variables Resufts 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 ft3 0.00 ac-ft Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustmen t Factor Qa" (cfs) Outflow Volume3 (ft) Storage Volume (ft3) 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 1 197 0.53 0.06 343 -146 100 0.280 200 0.53 0.06 360 -160 105 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 1 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 I / I I I / I I I I I / I I I I I I \ !!7 5«oE. |� §)!� | ) >77 § «� f® - /a$\ �f; � I g 2 s ? 0 [7(( E»�! wiz/J} ,! t�| G(ƒ� !!- I I 1 1 1 1 1 1 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 0,m" in Figure 17 of UNH Testing Report Chamber Flow Rate SC-160 I SC-310 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 I 11 u T0lan 000' 1. r A Q r d I.' v o M 7 QO -40 O O o o v n D 2� ao ^' of A W N FN+ ~' r A D N v N O O O O O O r O W d A O O O N r C Cn w Ln N W N O r V O to 7 n cO1i n n n n m d m m Ol GI W S rt d S Ln FA3 tAO m O j 3 m m 0 3 3 m m s a m m m o v fD Z Z Z Z Z r O O O O O N N o v 3 3 r o 0 0 0 o o r o v �, � m W O N W N 2 Cn O O O O Ln r r w- A t0 W O In O. O O! n 07 G1 n G1 GI ci W n O1 n O1 rf w n 3 "' '< C r D v� d 3 o 0 0 0 0, o 00 � v .� m; 3E � M a v � d IL f r�nsx I North ernEnaineerina.com // 970.221-4159 ' ■y (NORTHERN ENGINEERING 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 t 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, silt 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 .1 1 1 ' Final Erosion Control Report orthernEngineerinq.com // 970.221.4158 w,t,Erza- ENE FROMEING2 _Z�C- A.6 r10 - ____.BET CCaly� - _ _ _ I I> I rA w�Enw�narl�°Ye-1J ERO13aVNOr �PPONDD u I NA RGaF IEaom _ �.� , i 1 1 � 1 1 ASSUMES m I aI�I NUTTER \I WATER WESBASIN I I RUNOFF SUMMARY TABLE: 1 1 1 DESIGN PqM mm ID TOTK AREA Wal C3 elm 2.9r Tc frWrl IOOp Tc (EAR) w (W glop w AI 0.1]] 03B 0.35 SA SD 0.El Obi a To 0..I77 age 1,00 5Fl510 0A8 1.M b1 81 0.05 am am 5.4 SA am 3.50 N a 0.4e1 0.95 1AJ 9.0 SL 1.14 920 W a3 0,181 OAS I.W 5.0 SD QU IN W 89 dual 0.95 1m 5.0 5A 1.53 Sae el cl OA]I On OM TO 60 0.D 0.6E 61 OF 0.119 Oki 1A5 5.0 W 0.31 1.1E To WE OM am 029 5A 53 0.11 0.39 To a9E OOM 0.5] n]I SO To QW OA ml 03 aA3I 0.1E 0.19 50 EA 0.01 Bob 56 W9 O.OH Oak 0.19 TO SA D.a1 D 1 1 r W. LAKE STREET I1L' I �SUPEwAa , l 031 1 _ I 1 GAVE o uYE y ` i Ga.� rRDSuwA, �• ': i L If I I j i 1 j 1 1 , 1 n I , H y �AINE Ir W v4eFENCErESrce � II 1 1 /1 -a�rmEDuieD /i Y IO4N1 Llr \ E romA 5 I 7 PDaAnluTe i I I / 1 \ / 1 1 \ / \ 1 IT 11 T. It1 I 1 \ GRAPHIC SCALE: ® NORTH a o (INFEET) 20FE IET LEGEND: - - Iaa ST� EXISTING STORM SEWER LINE _ PROPOSED SYSTEM Eruw WRIT SLEET L-4]- PPOMSED SOmOY�a� --- --- EAIRTxGCDTwR AT GRWXO9LOFE GETTING _ �-� mOPWMovErawDaowwr.cTaN �xp o y coxcERnR..TEN ELow01rIECTan O'"Wi .... TIRE Exisnxc cwllr.mEE r] A� Enisnxc srurv� z c:1 � ixACE auwa Z owxacE aAax NlxwlxA,NRENEEE. �_ LTL.I ct� yp� QGESiGx rVM 1 w [ Q Z NOTES: Z w 1. BUFFER TO TIE 'nxu DRAINAGE REPORT FOR 3TAaYN MMTEEHi' BY NDmIFRI: ENO NSERIrvC, DATED JANUARY 18, 2017 FOR A[dTMµ INFDI4ABW. g 3� FOR DRAINAGE REVIEW ONLY ... NOT FOR CONSTRUCTION Rs 7- �1 =• i L A� '9� LOA • Mary ^+ 5��������� T`L �,� _ Crawwr:.---____�____ EilRur- - B1 muJAP r' osTwrtwAu DETENTION POND SUMMARY TABLE: Design point Basin lD Badn Area Treabnem Type LID system Impervious Area Treated by LID System Percelrt Of Impervious Area TreatedbyllD System al Al&A2 0.351 at Rein Garden Yes 0.205 BE. 11.16% - bl B1414 1.809 BE, StormTech Olambers Yes 1A33 at. IBEoO% cl Cl OA71 aG Exlerldzd Detention No 0.00.9 K. 0.00% dl D1 0.119ac. storanTech Chambers Yes 0.123 K. 6.18% am 051 0.209 ac. Grass Buffer No 0.1323 K. O.DD% os2 OR Q029ac. None No 0.015 K. 0D09i 043 OKI 0.031ac. Grass Buffer No 0.000 K. 0.W% ask OSA 0.029 ac Grass Buffer NO DODD ac. 0.00% TolaI 3A51 ac 18368 95% Pond ID 100-year Realease aides(SIT) Required Water Quality Volume (w. R) Prodded Water Qualty Volume (a. R) Water QualirySurfu Elevation (N) Required100-year Detention Volume (w.R) Total to Volume (car. ff.) Nigh Waler Surface Elevation (N) Rain Garden PordA 2.37 217 223 5027.50 N/A 223 5027.50 Detention Pond 8(OG) 3.24 11668 2,6T3 WA ]0,2(A 11,932 WA Water Quality Pand C(EDB) om 81 82 502G.60 N/A g2 5026GOD Detention Pond 0 DIG) DID 152 256 N/A 350 502 N/A vu vDnr xaLORADO CFMERW Rae..rrbRbw, CBIIbaMyou dq. City of Fort Collins, Colorado UTIUTY PLAN APPROVAL AWROAD) pt) Bedew. D.Y DIE«m BY .nor a ...4..R.. wary M4 EXEP(ED BY: STEAM" U 1 M4 CNEC%ED BY: �b kT0® w ONECREB IRS _ 4 CNECNED BY: .le°�ommfY PT^^ M4 Tn H Z m W = w CL Q w'^ Q V Z Q Q � Q Sheet C6.00 15 of 26