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Home My WebLink AboutDrainage Reports - 05/18/2018 (3)I 1 I 1 Prepared for: ' Landmark Properties 4455 Epps Bridge Parkway, Suite 20 ' Athens, GA 30606 Prepared by: ' ■� `� NORTHERN ENGINEERING 301 North Howes Street, Sub 100 Fort Collins, Colorado 80521 Phone: 970.221.4158 Far: 970.221.4159 x .nodhemenQnxring.00m ' 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. Project Number: 1290-001 NarthernEnaineerina.cam 11 970.221.4158 1 1 NORTHERN ENGINEERING May 10, 2017 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 ' RE: Final Drainage Report for The Standard @ Fort Collins ' Dear Staff: Northern Engineering is pleased to submit this Preliminary Drainage and Erosion Control Report for your review. This report accompanies the Preliminary Development Review submittal for the ' proposed The Standard @ Fort Collins. Comments from the Preliminary Development Plans Letter dated October 13, 2017 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 the Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed The ' Standard @ Fort Collins 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. 1 Iq 391 0: PO 05.10.1 0 �SS�ONAL ECG\ ' Cody Snowdon, PE Project Manager ' FORT COLLINS:, 301 North Howes Street, Suite 100, 80521 1970.221.4158 GREELEY: 820 8`h Street, 80631 1970.395.9880 1 WEB: www.northernengineering.com ' NORTHERN ENGINEERING The Standard @ Fort Collins 1 TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION................................................................... 1 ' A. Location.............................................................................................................................................1 B. Description of Property .....................................................................................................................2 C. Floodplain..........................................................................................................................................3 II. DRAINAGE BASINS AND SUB-BASINS....................................................................... 5 ' A. Major Basin Description....................................................................................................................5 B. Sub -Basin Description.......................................................................................................................5 ' III. A. DRAINAGE DESIGN CRITERIA...................................................................................5 Regulations........................................................................................................................................5 B. Four Step Process..............................................................................................................................5 ' C. Development Criteria Reference and Constraints............................................................................6 D. Hydrological Criteria.........................................................................................................................7 ' E. Hydraulic Criteria..............................................................................................................................7 F. Floodplain Regulations Compliance..................................................................................................7 G. Modifications of Criteria...................................................................................................................7 IV. DRAINAGE FACILITY DESIGN.................................................................................... 8 ' A. General Concept...............................................................................................................................8 B. Specific Details................................................................................................................................10 V. CONCLUSIONS........................................................... ....:...................................... 14 A. Compliance with Standards............................................................................................................14 ' B. Drainage Concept............................................................................................................................14 References....................................................................................................................... 15 ' APPENDICES: APPENDIX A — Hydrologic Computations APPENDIX B — Hydraulic Computations B.1 — Storm Sewers (For Future Use) ' B.2 — Inlets (For Future Use) B.3 — Detention Facilities (For Future Use) APPENDIX C — Water Quality Design Computations ' APPENDIX D — Erosion Control Report I Final Drainage Report ' (NORTHERN ENGINEERING LIST OF TABLES AND FIGURES: Figure1 — Aerial Photograph................................................................................................ 2 Figure 2 — Proposed Site Plan............................................................................................... 3 Figure 3 — Existing FEMA Floodplains.................................................................................... 4 Figure 4 — Existing City Floodplains....................................................................................... 4 ' MAP POCKET: C8.00 - Drainage Exhibit I 11 I 1 1 Final Drainage Report NORTHERN ENGINEERING rI. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map 11 r r [I r r 11 r r r 2. The Standard @ Fort Collins project is located in the southwest quarter of Section 14, ' Township 7 North, Range 69 West of the 6 h Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. 3. The project site is located south of Lake Street and expands all the way to West ' Prospect Road. It encompasses Blue Ridge Apartments (775 West Lake Street) and four single family residences (900, 836 832, and 820 West Prospect Road). r 4. Currently the existing lots do not have any stormwater or water quality facilities. The northern property consists of Blue Ridge Apartments, which includes an existing building, two parking lots and associated sidewalks. The southern properties consist of single family residences, which includes, multiple buildings, gravel drives, and associated sidewalks. The northern project site is composed of 81 percent imperviousness, while the southern portion of the project is composed of only 20 percent imperviousness, resulting in an overall imperviousness of 49 percent. The rexisting site all drains to both West Lake Street and West Prospect Road. r Final Drainage Report NORTHERN ENGINEERING The C� I 1 5. The project is currently bordered to the south by West Prospect Road, west by Plymouth Congregational Church, north by West Lake Street and east by Farmhouse Fraternity. B. Description of Property 1. The Standard @ Fort Collins is approximately 4.23 net acres. Figure 1 — Aerial Photograph 2. The Standard @ Fort Collins consists of five properties with five existing structures and multiple out buildings. The northern lot consist of Blue Ridge Apartments with two parking lots and associated sidewalks. The southern lot consists of four single family residences with associated gravel driveways, multiple accessory buildings and associated sidewalks. There is no off -site drainage entering the existing properties. ' All runoff generated from the project drains either south to West Prospect Road or north to 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 lots, gravel drives and associated sidewalks. The proposed project will include two large multi -family buildings, an internal parking structure and a central drive aisle acting as a pedestrian spine between West Prospect Road and West Lake Street. The central drive aisle and courtyards are planned to be composed of StormTech chambers underneath the surface. These areas will act as a portion of the project's ' water quality and detention facility. Internal to Building 1, a concrete vault is proposed to treat stormwater through the use of a sand filter, as well as detaining the major storm event. The surrounding green space will act as the remaining water ' quality. Final Drainage Report 2 ■� INORTHERN ENGINEERING PROSPECT ROAD 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 FEMA Panel 0801010979H illustrates the proximity of the project site to the nearest FEMA delineated 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 mutN a z S MAP SCALE 1'.700' 250 a ®e lWiE ET ° -._- METE PTI{IN SINF IYIIEF.L WIYN FIRM - FLOOD INSURANCE RATE NAP CITY OF FORT COLLINS r 080102 ® LARIMER(X)UNTY, COIA3RADO , AND I.YCORWRATEDAREAe IMIBnDF1m Project Site L aurvm.. Nee., nr1: 51, op cl AD.10 3 HOB&!6'tNEEt 6USAM L/uvE 1%ANNUALCNANCEFLD0DDMHAR08 E� g CDNTNNEDIN ULVEAT JUNWEP Wl[ p I o s ��_ wr sIMPOWNSIN 1 23 A el N lrMcw aN IMPRINVIED DAME ZONE AE1 R� r..w., LaMresp lrAwe�As: R `2 ZONE Pi QED a Figure 3 — Existing FEMA Floodplains =ort Collins FCMaps - Floodplain "d f,KCYU[IOSTSTE •,nINER$ITY i''�leC: t Y uNynp_NmrwaJ+ulry-Mla. _—. b/l MfiAs�ON •+�fonA coins ..,e•. lu,d.u.l rml. Legend P.m Cw, Fbwpl . oloun rnw.y.mml Arou Psns SNoole N.4 lAea[ Lf G.t, Llmft Y, 3.429 a -- Notes rb...c �.. W. E.i.tlma.I. u,IPx w.w crea Fm faYnFfYe MrrM ^TP^G /Y m] i.l>Mwwa� aM. C✓• bY..tlwIAW� m Yn ^AP M/ a �1AY M Y.NxM. uM1Y. s /�wvY Iil W Figure 4 — Existing City Floodplains Final Drainage Report 4 ' ■� NORTHERN ENGINEERING The Standard @ Fort Collins II. DRAINAGE BASINS AND SUB -BASINS ' A. Major Basin Description 1. The Standard @ Fort Collins is located within the Old Town Basin, which is located primarily in Old Town Fort Collins. B. Sub -Basin Description 1. The property historically drains from the southeast corner of the southern lots and to the northeast corner of the northern lot. Stormwater is routed via overland flow across the existing lots. The project only consists of two basins; Basin HN1 and HS1 ' representing the historic basin draining to the north and the historic basin draining to the south, respectively. The stormwater within Historic Basin HN1, historically discharges directly into West Lake Street at a rate of 4.11 cfs and 20.03 cfs for the ' 2-year and 100-year storm event, respectively. The stormwater within Historic Basin HS1, historically discharges directly into West Prospect Road at a rate of 1.36 cfs and 6.21 cfs for the 2-year and 100-year storm event, respectively. See Section IV.A.4. ' below, for a more detailed description of the projects proposed drainage patterns. 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 Standard @ Fort Collins project. ' B. Four Step Process The overall stormwater management strategy employed with The Standard @ Fort Collins ' 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 consist of Blue Ridged Apartments and single family residences, two asphalt parking lots, multiple gravel access drives and associated sidewalks. w Providing vegetated open areas along the north, south, east and west 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 both within the underground detention section to increase time of concentration, promote infiltration and provide initial water quality. ' final Drainage Report 5 J ' INORTHERN ENGINEERING The Standard @ Fort Collins ' Routing runoff through the drain rock within the underground detention area to increase time of concentration, promote infiltration and provide water quality. 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. The stormwater generated from Building 1 will be routed internally and discharge into a pond/sand filter located in the garage. The water quality event will be filtered through the sand layer and discharge into West Lake Street. Stormwater generated from the northern portion of the central drive will be either treated through the use of ' StormTech Chambers or permeable pavers. Stormwater generated from the southern portion of the central drive will be treated through the use of pavers. Stormwater generated from Building 2 will be routed internal and discharge into StormTech Chambers ' located around the building where it will be treated through the drain rock section. 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.5, above, there are no major drainageways in or near the subject site. While this step may not seem applicable to The Standard @ Fort Collins, the 1 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 with existing stormwater infrastructure, 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 drainage studies for both the Stadium Apartments to the north and The Slab ' Project east, but those projects will not have any effect on The Standard @ Fort Collins 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 West Lake Street will be maintained. Existing elevations along the south property lines adjacent to the ' West Prospect Road will be maintained. Existing elevations along the west will also be maintained. Areas along the southern property line of Building 1 and east of the southern half of the alley will be raised through use of a landscape wall. w As previously mentioned, overall drainage patterns within the Master Drainage ' Basin will be maintained. To alleviate the current drainage problem within West Lake Street, the majority of the drainage will be routed to West Prospect Road. Final Drainage Report 6 ' ■V NORTHERN ENGINEERING The Standard 0 Fort Collins ' 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 801 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 both West Lake Street ' and West Prospect Road. The majority of the site drains stormwater via overland flow. 2. All drainage facilities proposed with The Standard @ Fort Collins 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 Standard @ Fort Collins 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. F I I� 4, J G. Modifications of Criteria 1. The proposed The Standard @ Fort Collins development is not requesting any modification at this time. r-� Final Drainage Report E ' NORTHERN ENGINEERING I r u I IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objectives of The Standard @ Fort Collins drainage design are to maintain existing drainage patterns, minimize the amount of drainage routed to West Lake Street and ensure no adverse impacts to any adjacent properties. 2. As previously mentioned, there are no off -site flows draining onto the existing property. 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 Standard @ Fort Collins project is composed of four major drainage basins, designated as Basins N, S, ON, and OS. The drainage patterns for each major basin are further described below. Basin N Basin N is further subdivided into four (4) sub -basins, designated as Basins N1, N2, N3 and N4. Sub -basin N1 is composed primarily of the drive located west of Building 1 and the fire turnaround located north of Building 2 with minor roof contribution from Building A. It consists of some landscape surfacing, but predominantly hardscape. Stormwater generated from this sub -basin is routed via overland and gutter flow and discharges into underground StormTech Chambers during the water quality event, and detained within the same chambers during the 100-year event. Sub -basin N2 is composed primarily of the drive located west of Building 1 and consists of some landscape surfacing, but predominantly hardscape. Stormwater generated from this sub -basin is routed via overland flow and gutter flow and is treated through use of a paver section. During the major storm event, runoff from both Basin N2 will be discharged undetained into West Lake Street. Sub -basin N3 is composed entirely of roofs from Building 1. Stormwater generated from this sub -basin is routed internal to the building and discharges into a detention structure within the parking garage. The structure has three components incorporated within the design. The lower section of the structure will include a sand bed and treat the stormwater before releasing the Water Quality event into West Lake Street. The middle portion will consist of the 2- year rain event and will release at a rate less than the 2-year event into Lake Street. The upper section will detain for the events larger than the 2-year event and restrict flow out to Prospect Road. The overall release from this vault will not exceed the historic runoff allowed. The stormwater within this section will be routed to West Prospect Road by use of a siphoned storm drain. Sub -Basin N4 is composed entirely of the internal courtyards within Building 1. Stormwater generated from this sub - basin is routed internal to the building and discharges in to Storm Line C. This stormwater is routed through Storm Line C and discharged undetained into West Lake Street. Basin S Basin S is further subdivided into six (6) sub -basins, designated as Basins S1-S6. Sub -basin S1 is composed of the southern roof of Building 2 and the area west of Building 2. Stormwater generated from this sub -basin will be routed through roof leaders form the building and overland flow west of the building. Stormwater Final Drainage Report 8 ' ■V NORTHERN ENGINEERING The Standard 0 Fort Collins ' discharges directly into Detention Pond S1. Pond S1 was designed with isolator rows to treat the Water Quality Event and sized to detain the 100-year event. Sub -basin S2 ' is composed of the western courtyard, as well as a portion of the roof from Building 2. Stormwater generated from this sub -basin will be routed both internal and external to the building and discharges directly into Detention Pond S2. Pond S2 was designed ' with isolator rows to treat the Water Quality Event and sized to detain the 100-year event. Sub -basin S3 is composed of the central courtyard, as well as a portion of the roof from Building 2. Stormwater generated from this sub -basin will be routed both ' internal and external to the building and discharges directly into Detention Pond S3. Pond S3 was designed with isolator rows to treat the Water Quality Event and sized to detain the 100-year event. Sub -basin S4 is composed of the eastern courtyard, as ' well as a portion of the roof from Building 2. Stormwater generated from this sub - basin will be routed both internal and external to the building and discharges directly into Detention Pond S4. Pond S4 was designed with isolator rows to treat the Water ' Quality Event and sized to detain the 100-year event. Sub -basin S5 is composed of a portion of the roof from Building 2. Stormwater generated from this sub -basin will be routed internal to the building and discharges directly into Detention Pond S5. Pond S5 was designed with isolator rows to treat the Water Quality Event and sized to detain the 100-year event. Sub -basin S6 is composed primarily of the drive located east of Building 2 and consists of some landscape surfacing, but predominantly hardscape. Stormwater generated from this sub -basin is routed via overland flow and ' gutter flow and is treated through use of a paver section. During the major storm event, runoff from Sub -basin S6 will be discharged undetained into West Prospect Road. Basin ON Basin ON is further subdivided into two (2) sub -basins, designated as Basins ON and ON2. Sub -basin ON is composed primarily of the area located north of the Building 1, and consists of landscape and public sidewalk. Stormwater generated from this ' sub -basin is routed via overland flow and discharges undetained into West Lake Street. Sub -basin ON2 is composed of a small area located east and south of Building 1 and consists entirely of landscaping. Stormwater generated from this sub -basin is routed via overland flow and discharges undetained into the bio-swale designed by the Slab project. ' Basin OS Basin OS is further subdivided into two (2) sub -basins, designated as Basins OS1 and OS2. Sub -basin OS1 is composed primarily of the area located south of the Building 2, and consists of landscape and public sidewalk. Stormwater generated from this sub -basin is routed via overland flow and discharges undetained into West Prospect Road. Sub -basin OS2 is composed of a small area located north of Building 2 and ' consists entirely of landscaping. Stormwater generated from this sub -basin is routed via overland flow and discharges undetained to the north. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. 1 Final Drainage Report 9 r� ■� I NORNHERN ENGI 1 1 1 I 1 1 1' fl i I I 1 1 11 B. Specific Details 1. One of the main drainage problems associated with this project site is the deficiency of water quality present within the existing site. The northern portion of the site (Blue Ridge Apartments) drains overland and discharges directly into the West Lake Street without water quality. The southern portion of the site (single family residences) drains overland flow and discharges directly into the West Prospect Road without water quality. The proposed site will mitigate this issue by instituting the following water quality devices: All of the runoff generated from the proposed roof of Building 1 (Sub -basin N3) will be routed through a sand filter before discharging into West Lake Street. All of the runoff generated to the west of Building 1 and north of Building 2 (Sub - basin ND will be treated by a paver section, as well as the StormTech Chambers within the drive aisle. Nim All of the runoff generated from the proposed roof of Building 2 (Sub -basins S2- SW will be routed to StormTech Chambers and filter through the drain rock surrounding the chambers before discharging in to West Prospect Road. All of the runoff generated to the west of Building 2 (Sub -basin S1) will be treated by a paver section, as well as the StormTech Chambers within the drive aisle. The runoff generated from the central drive corridor will be treated through a paver section. Paz The landscape areas surrounding the project (Sub -basin ON1, ON2, OS1, and OS2) will be treated by use of a grass buffer, as the run on area is less that 1:1. 2. The release rate for the undeveloped land (Ore -development) was established by calculating the Z-vear peak runoff rate of the existing pervious area and the 100-year peak runoff rate of the existing impervious area located within the project area, resulting in an overall release of 23.72 cis. In excluding all portions of the proposed project that releases undetained (Sub -basins N1, N2, N4, S6, OS1, OS2, ON1, and ON2), the overall allowable peak runoff rate for the remaining site was calculated at 17.56 cfs. This remaining release rate was divided among Sub -Basins N3, S1, S2, S3, S4 and S5. The site is designed to release the minor storm (2-year) into Lake Street at a rate of 4.11 cfs and into West Prospect Road at a rate of 3.92 cfs. The site is designed to release the major storm (100-year) into Lake Street at a rate of 10.60 cfs and into West Prospect Road at a rate of 13.12 cfs. Please see the table below summarizing the change in flows released into West Lake Street and West Prospect. Historic Release Rates Design Release Rates Change In Release Rates Release Location Flow, Q2 (ds) Flow, Qroo (ds) Flow, Q2 (cfs) Flow, QI00 (cfs) Flow, Q2 (cfs) Flow, QI00 (ds) West Lake Street 4.11 20.03 4.11 10.60 0.00 -9.43 West Prospect Road 1.36 6.21 3.92 13.12 2.56 6.90 Through initial discussion with City Stormwater and the existing flood issues along West Lake Street, it was discussed that it could be beneficial to drain more stormwater towards West Prospect Road to elevate some of the flooding issues along West Lake Street. In West Prospect Road being an Arterial Street, the cross-section of this roadway can convey more stormwater than the cross-section of West Lake Street. It is also modeled through CSU Floodplain Mapping that the stormwater at the intersection of Centre Avenue and Lake Street overtop and is ultimately conveyed to West Prospect Road, same location we are proposing. I Final Drainage Report 10 ■� NORTHERN ENGINEERING The Standard @ Fort Coli 3. These release rates were utilized in the FAA method for design of Ponds S1-S5 and N3. (Refer to Appendix B for these calculations). 4. Detention Pond Calculations Pond N 1 Calculations for Pond N1, based on the characteristics of Sub -basin N1 and an adjusted release rate of 2.45 cfs, indicate a detention volume of 283 cu. ft. This volume includes the 12-hour release WQCV calculated for this basin (252 cu. ft.). During a Water Quality storm event, the WQCV will be routed directly into an isolator row. The isolator rows were sized to capture either the 12-hour release WQCV within the chambers and the surrounding aggregate or the volume required to detain the Water Quality storm event only within the chambers, whichever is greater. Pond N3 Calculations for Pond N3, based on the characteristics of Sub -basin N3 and an adjusted release rate of 6.22 cfs, indicate a detention volume of 2,774 cu. ft. This does not include the Water Quality Capture Volume (WQCV) of 1,291cu. ft., resulting in an overall detention volume of 4,065 cu. ft. Water quality will be treated through the use of a sand filter and discharge into West Lake Street, while overall quantity detention will be released into both West Lake Street and West Prospect Road. The minor storm event will be directed towards West Lake Street at a restricted rate of 2.0 cfs to avoid increasing overall historic flows entering into West Lake Street during the minor event. Any event over the minor storm will be routed to W. Prospect Road at a restricted release of 4.22 cfs resulting in an overall restricted release of 6.22 cfs during the major storm event. Pond S1 Calculations for Pond S1, based on the characteristics of Sub -basin S1 and an adjusted release rate of 1.00 cfs, indicate a detention volume of 1,254 cu. ft. This volume includes the 12-hour release WQCV calculated for this basin (229 cu. ft.). ' During a Water Quality storm event, the WQCV will be routed directly into an isolator row. The isolator rows were sized to capture either the 12-hour release WQCV within the chambers and the surrounding aggregate or the volume required to detain the Water Quality storm event only within the chambers, whichever is greater. Pond S2 Calculations for Pond S2, based on the characteristics of Sub -basin S2 and an adjusted release rate of 1.08 cfs, indicate a detention volume of 1,225 cu. ft. This volume includes the 12-hour release WQCV calculated for this basin (248 cu. ft.). ' During a Water Quality storm event, the WQCV will be routed directly into an isolator row. The isolator rows were sized to capture either the 12-hour release WQCV within the chambers and the surrounding aggregate or the volume required to detain the Water Quality storm event only within the chambers, whichever is greater. Pond S3 Calculations for Pond S3, based on the characteristics of Sub -basin S3 and an adjusted release rate of 0.56 cfs, indicate a detention volume of 1,480 cu. ft. This volume includes the 12-hour release WQCV calculated for this basin (207 cu. ft.). During a Water Quality storm event, the WQCV will be routed directly into an isolator row. The isolator rows were sized to capture either the 12-hour release WQCV within the chambers and the surrounding aggregate or the volume required to detain the Final Drainage Report 11 ' RV (NORTHERN ENGINEERING The Standard 0 Fort Collins Water Quality storm event only within the chambers, whichever is greater. Pond S Calculations for Pond S4, based on the characteristics of Sub -basin S4 and an adjusted release rate of 1.06 cfs, indicate a detention volume of 1,412 cu. ft. This volume includes the 12-hour release WQCV calculated for this basin (275 cu. ft.). During a Water Quality storm event, the WQCV will be routed directly into an isolator row. The isolator rows were sized to capture either the 12-hour release WQCV within the chambers and the surrounding aggregate or the volume required to detain the Water Quality storm event only within the chambers, whichever is greater. Pond S5 Calculations for Pond S5, based on the characteristics of Sub -basin S5 and an adjusted release rate of 0.42 cfs, indicate a detention volume of 340 cu. ft. This volume includes the 12-hour release WQCV calculated for this basin (112 cu. ft.). During a Water Quality storm event, the WQCV will be routed directly into an isolator row. The isolator rows were sized to capture either the 12-hour release WQCV within the chambers and the surrounding aggregate or the'volume required to detain the Water Quality storm event only within the chambers, whichever is greater. 5. Detention Pond Results Pond N1 The storage volume available within StormTech Vault Structure within Pond N1 is 536 cu. ft. This includes the volume stored in the aggregate surrounding the chambers. To achieve water quality, a total of 18 chambers are proposed to be wrapped and installed as isolator rows. The water quality volume achieved within isolator rows (aggregate included) is 287 cu. ft., while the volume achieved within only the chambers of the isolator row is 123 cu. ft. In the case that the area inlet within Sub -basin S1 should clog or backwatering should occur, stormwater would overtop the inlet and discharge directly into Lake Street. ' Pond N3 The total storage available within Pond N3 is 4,484 cu. ft at a High Water Surface Elevation (HWSE) of 5031.0 feet. The top of the structure will provide more 12- inches of freeboard. The WQCV is achieved at a water surface elevation of 5028.36 feet, while the 100-year detention volume is achieved at a water surface elevation of 5031.0 feet. There are two outlet pipes proposed with the vault; one discharging less than the 2-year event (2.35 cfs) to Lake Street and the other discharging the 100-year event to Prospect Road and a restricted rate (3.83 cfs). The overall combined flow being released from the vault is 6.18 cfs. In the case that the outlet structure within Pond N1 were to clog, stormwater will exit the pond structure through vents within the exterior wall and discharge into the drainage swale to the east that was designed for The Slab. Once within this Swale, the emergency flow will discharge directly into West Lake Street. Pond S1 The storage volume available within StormTech Vault Structure within Pond S1 is 1,491 cu. ft. This includes the volume stored in the aggregate surrounding the ' chambers. To achieve water quality, a total of 18 chambers are proposed to be wrapped and installed as isolator rows. The water quality volume achieved within isolator rows (aggregate included) is 287 cu. ft., while the volume achieved within ' Final Drainage Report 12 (NORTHERN ENGINEERING The Standard @ Fort Co only the chambers of the isolator row is 123 cu. ft. In the case that the area inlet within Sub -basin S1 should clog or backwatering should occur, stormwater would overtop the inlet and discharge directly into West Prospect Road. Pond S2 The storage volume available within StormTech Vault Structure within Pond S2 is 1,532 cu. ft. This includes the volume stored in the aggregate surrounding the chambers. To achieve water quality, a total of 4 chambers are proposed to be wrapped and installed as isolator rows. The water quality volume achieved within isolator rows (aggregate included) is 300 cu. ft., while the volume achieved within only the chambers of the isolator row is 184 cu. ft. In the case that the outlet structure within Sub -basin S2 should clog or backwatering should occur, stormwater will bubble up from the outlet structure and overtop the wall located at the south end of the courtyard and discharge directly into West Prospect Road. Pond S3 The storage volume available within StormTech Vault Structure within Pond S3 is 1,697 cu. ft. This includes the volume stored in the aggregate surrounding the chambers. To achieve water quality, a total of 5 chambers are proposed to be wrapped and installed as isolator rows. The water quality volume achieved within isolator rows (aggregate included) is 375 cu. ft., while the volume achieved within only the chambers of the isolator row is 230 cu. ft. In the case that the outlet structure within Sub -basin S3 should clog or backwatering should occur, stormwater will bubble up from the outlet structure and overtop the wall located at the south end of the courtyard and discharge directly into West Prospect Road. ' Pond S4 The storage volume available within StormTech Vault Structure within Pond S4 is 1,697 cu. ft. This includes the volume stored in the aggregate surrounding the chambers. To achieve water quality, a total of 5 chambers are proposed to be wrapped and installed as isolator rows. The water quality volume achieved within isolator rows (aggregate included) is 375 cu. ft., while the volume achieved within only the chambers of the isolator row is 230 cu. ft. In the case that the outlet structure within Sub -basin S4 should clog or backwatering should occur, stormwater will bubble up from the outlet structure and overtop the wall located at the south end 1 of the courtyard and discharge directly into West Prospect Road. Pond S5 The storage volume available within StormTech Vault Structure within Pond S5 is 453 cu. ft. This includes the volume stored in the aggregate surrounding the chambers. To achieve water quality, a total of 3 chambers are proposed to be wrapped and installed as isolator rows. The water quality volume achieved within isolator rows (aggregate included) is 117 cu. ft., while the volume achieved within only the chambers of the isolator row is 44 cu. ft. In the case that the outlet structure within Sub -basin S2 should clog or backwatering should occur, stormwater bubble up from the outlet structure and overtop into the central drive aisle, where it will be routed directly into West Prospect Road. I Final Drainage Report 13 ■y (NORTHERN ENGINEERING 1 I 17 I 1 I 1 L LJ I I V. CONCLUSIONS A. Compliance with Standards 1. The drainage design proposed with The Standard @ Fort Collins project complies with the City of Fort Collins' Stormwater Criteria Manual. 2. The drainage design proposed with The Standard @ Fort Collins 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 Standard @ Fort Collins development. 4. The drainage plan and stormwater management measures proposed with The Standard @ Fort Collins 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 effectively limit potential damage associated with its stormwater runoff. The Standard @ Fort Collins will detain for the pervious area converted to impervious areas by releasing at the 2-year existing rate during the developed100-year storm. 2. The proposed The Standard @ Fort Collins development will not impact the Master Drainage Plan recommendations for the Old Town major drainage basin. tFinal Drainage Report 14 ■� (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. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008. 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El. 5029 Inv. El. 5027.64 Ste 0+07.165 - Gmd. El. 5029 Inv. El. 5027.65 Inv. El. 5027.65 Sta 0+23.323 - Gmd. El. 5029 Inv. El. 5027.73 •}::::::,+.::: Inv. El. 5027.73 Gmd. El. 5030 ��<��• — Inv. El. 5028.30 Inv. El. 5028.30 • •{}r'}'''`'' Y^�'{fit''••`• Gmd. El. 5030 Inv. El. 5028.33 .: �4;,,h•'{y:;x+{;;;:. Inv. El. 5028.33 Gmd. El. 5031. Inv. El. 5028.89 Inv. El. 5028.89 r W O Sta 2+19.485 - Gmd. El. 5032. - — Inv. El. 5029.14 - — — all Ll I 1 I I zr (O OD J O) m A W N 0 3 z fA m M 3 r m m cn 1 cn cn cn ,>,, v v v v - 'D v - m v Q0 m m m m m m m m OD m W ca a) W W w w w W 0O ' m a It O N { C C n m oo 0 0 fa rr� m p = co AW co N N N A p'p A N 0 r v (D O N N N 0) 0) O 0) A A O m r =S. 0 0 0 O O A n n O 2 m _ N W N Ut .0 m N m ' D) -4 r "� 7 to O) m OD m m coJ (—I)w ow 7 A A W O N N O J N W N LA N N m Vt N Ln OA m rri r m co A A ONO co co J N v 3O N v 0 !mD W O W (n A m- x . O, (n r NW NW NW N cm (Nn A !ND OD J W A (D OD W W J O) OD (n J A O7 W O W Ol 0 0 0 O 0 0. o o a C 6 6w ` m (AD A O O O J (AD W 0 O 0 A Om0 N 0 N 01 ^YOS r 3 !N ND OD OND N W W m OD OD W 6 m W N W W N 11) W m (mn CJ p 7 O O O O O O O O OCD .gyp m (D (D OD N N 0 OD co r O A V V M -4 W O Ow) 0 0 0 0 O o 0 0 0 3 T W m OJ O J N 0O °)D J x to w O 0 0 0 0 0 0 0co) 0 0 0 x c N N (ND (ND ONO OND OD r w w co CD N A Ul - W N N O w C m !� au J (AA w N m 9>> m N OD a N _O J O O O O O O O O O m m m m m m m m m K C m A O 7 J r 1 r Z (1) co OD V m 0 A W N + 7 o m O 1 CD v, 3 rn C r 7 N N N m m O O . A � O M m N d pD + + + o 0 0 + + w S, A D AO N N N A A N c W OAD OD - O O O O O O O O < 0 _ W A A OND •OND •OND V V V Nv O m to W O w (A A N 0 Cr (T N CA (A0 m W W N N < (N O OND W Cl) OD N m m r =r W O N N O OD N m N • - W N W W N V) W W OD O O O O O 0W A f) - v O O O O O O O O O O y D O 11 4 -) �4 N N N N 6 m d m 7 N (D (D (O O O O O m m 0 V + + + N N N fD + W m N 3 Q W W coA A _ A V OD W - x O O O O O O + O O O m O m O m O V O -1 O -1 Cl) -I v K) W "' N Cy m N N N W W W N N N x< r (O OD OD N N (D OD O W t0 W m O co O) -1 (r co W co O O N O O + O O O O O O tO O O e •-• 4 v VD VD -4OODD co-4 co-4 co 0 N N N 0 N + -4 m N W N 0 O + OD m m. .-. O ((pO W -4COO V m N � A W 0 N W O N m OND A •(NO •OND W OD -4 -4< W A O + OD W W 4 m m N v A (D W O W ( O O O O O O O O 0 Cl) co tND CND 0 N O OND OND < r OVD V V A V V a) O W O + + O O O 0 O O (O O O N m N NO V L 9 Z m O O O O O c O O O O O O O O O N D w m m m o 0 0 0 0) x d O ^ N W W V v - A A A O O O O O O 0 O z x W m O m 0 m O m O -4 0 -4 O -4 w -4 -4 � a O O O N N N W m < r O W N A co A W V W O O O O O O (D O O e M N A A v v v -4O N C W v V co OD CO 01 O m 7 O O O O O O (D O O e< Q A A A + O La m J J V v 0 CD m coW 00 coV coV m 0 O _ W A ol Nm_N( W O -4 W w N w (n t7) W !a �< -4 + + + + + o o + J o (_ r 0 0 0 0 `0 w 0 0 1D n�i 0 0 0 0 0 0 0 �_ 0 x a 3 Ov N O W W a)) V (OJ) co v 0 I 1 I 1 I 1 1 11 11 1 I 1 r m N W W W W A V O W T f0 N O O O o O o Sta 0+00.00 - Outfall Gmd. El. 5032.49 Inv. El. 5028.99 In x r Sta 0+05.10 - Ln: 1 r o Gmd. El. 5032.46 Inv. El. 5029.10 Out Inv. El. 5029.10 In m Sta 0+15.329 - Ln: 2 c Gmd. El. 5032.35 Inv. El. 5029.30 Out Inv. El. 5029.30 In Sta 0+20.636 - Ln: 3 Gmd. El. 5032.33 c Inv. El. 5029.41 Out — — O C CD w n N S O W O O O O 0174 ' ro N 0 W a) W 0 0 0 0 0 O I I [1 zr z O o � n T m fD c (n 0 v v 3 m o 9 m m m D m r n W m N m N � _ y n J" Ol fn N T S W W W W E r Q -- CD r m S n N N N O f J w r 0 0 0 S 3 m R xm r o v J S N 00 m_m 7 4 f0 O O O r m (ND (ND OND .: W O O ID to ME cn cn �n r m m m m c A L W O O ' N N N C 7 O O O '° 0 ((D O W 0S c 0 0 0 ° 0 r 3 wWCT o Wo m rn 0 0 0 o xc= y O O r W W • (D 0) o O O xo 3 O U _ N N 0 O 0 O V O V O L = : C Q o 0 C N OD O N OD A 7 6/ zr0 m N - m o > > m a m y v N O v z z z J J J C (D m m C m n_ O 7 CA O CO) ^ml i ma O a I I I J i r � � A 0 7 � m 0 N N N u y `D o N N N H ci W W W v n D w m 0 o m 0 0 o i m m r con � m O O O N D O f m m m a 60� O O O 0 x m N N N O O O a ut N fl1 O O 0 0 m '— 0 0 w w wo < r N O OD VI N V O O O co a W W W N 0 Vt .3' 0 O 00 3 � 0 x— <m 0 0 0 = x w w0 oED < r o bD au o m � m Z O O O J c mo 0 o a m c v m 0 3 H o 0 o w 0 0 o S< � � N IV IV 0 0 o G01 a _000 o < r N OD OD O O O O O e M Zl W W W C O co OD O O O O N D e N W W W 0 S 0 OD OD OD OD n V O O O _ x p m W � D` O N N 0 V (D `w x o r O ((A N 0 0 0 o x w 3 7 0 CA N 0 0 I E 3 r 5 m n N y 3 � A W N J Z 3 6 O (D 41 U Ct O C O M W N O_ J m o o 0 0 < a .Ni o w rn 0 0 0 0 0 0 0 0 0 0 0 0 0 utfall 20 Inv. El. 5021 In x G o m L) o r U 0 N O O N n: 1 CD C O N .64 = 041t Inv. El. 5024.2 In wo Ln: 2 0 Out In w Ln: 3 o Nil S", Out Inv. El 50242 In Ln: 4 c 09 CD Out In CA O Ln: 5 a 56 o Out ro N 0 m (n 0 3 r CD 0 N N ro N 0 m (n 0 3 r CD 0 N N 0 m (n 0 3 r CD 0 N N I t I 1 11 I I [1 Z U) m O0 O M 3 r m cA N T m a am m m m am m N N ` N O N " v 0 0 c O T 63 N N N N N gag n 0 0 tAi� tAi� N Ln r m ^wr 0 0 W m m _ N co _ N _ N _ 00 O O f m r n n 0 A 0 CD _ w O _ m 0 O O A 0 7 O O O O r V1 Vt ut Vt LA m A A A A W 7� W N N (O N 0) N W 0) 0) x N ut V) 0) Ln r < m (N) A A A A a ^1 N w a) W ;(Ar O O O O O o p v -4 co 00 m m V 01 30 Z c vt N cr N ut N vt N N N G) f r QVt Vt N O� A W VNi N W UNi O 0 0 0r10 0 0 .:' C= .... a 0) Lh ut Ot 0 r iN O cn V 0 0 o O O 3 cn cn w A m 0 0 0 o 0 0 xc ' m r .cNn w w w c c (n co v m R A w N m p 3 O O m m O N . O Z Z Z Z Z O > O > O > O > O > - m m m m m .L C 0 lT7 0 I IJ F' 0 0 r C C N A W N + W 1 y � � y r ! OD J ! 7 m p N Q N N co V OD 0 N N N H A A A A A 9 CD xm d N N N N N < m n A A A A W II 4 O O O m N W O rl)erY O A < r r II (.AN L" — 'C1 W LA U W LA _ o O m o � S x C O + O O O D N CD i coV N fv0 (VO (°In a N W W N W W W m m 3 N A N N OD O O O O O S C x N (D (n O (O N 0 N N G N N xS m N (n N (n N fn N A �-I W 6 W A CD A O CD V W O W W 0 N -4 A OD N CO O O O A O O O 0 x < C.O m < m (Nn A A A A � + W N N O N O) N W N N N N N x x m Q O) Un (n N (T < r N �I Cn N A O N O + N O O x 0 O O) O O O O 0 -D O O N Z c 3 0 + O 0 + _ y N 1 c m w (On (VO tJ0 + 3 N N A N N O) (71 O O O O O S C x CD M Cn O (D N En O v d G N N N N N G) O) N N N (n < r A V (n A N W + (n N O O O O O e M co C J W O W CWn W 0 0 O 0 0 0 < 0< N A W A W W N 0 LaO w W m CD O O O O to p rnOrn A W (On T A N (CI + O + O O n C- m r 0 O (T o O 0 -I 0 co 0 0 0 0 o x to 3 (n N W A O' I I I 1 1 I 1 a 3 5 m n 3 C N Z c 0- CD 0 S m m N 0 (D O) N O v CA O an _r CD 0 N I I i 1 I I 1 I 1 I I m N W W W W N W to N N N OD O O Sta 0+00.00 - Outfall Gmd. El. 5029.55 Inv. El. 5025.22 In x Sta 0+04.166 - Ln: 1 r o Gmd. El. 5029.57 Inv. El. 5025.22 Out Inv. El. 5025.22 In m G) N r p - - - o Sta 0+31.364 - Ln: 2 Gmd. El. 5030.20 Inv. El. 5025.77 Out A O (D N n N � O O O co O O O �Nj tli N W m m N OD 8 S S 8 o� O O I 11 Ll I 11 N O Z (A m O M 0 3 •• r z CDn m T T C N N �N V N CL m u N N C j N C N N 2 CAn � r c ^.tpr < W m CD n _ _ N N 0 w r 7 � n A a m m mr 4 A 7 7 m � (4 7 m N N N N m- cn N N C m 4 N -) N e N O G 7 ''s(D N N A 30 Z 3 (A G) i t U N N 01 O) N O D N N x G% N rn rn r N V A O O� g (T N w O 1 N N erY O n r V 9) U C N m w 7 m m m 0>> OD O. 0 w - r N O_ v O O 7 7 N N L K C m A O 7 I 1 I I [1 1 I r n O u 3 qi 11 n D7 N N N n D � N II En CA x K) .Z IJ N N N N cn 2 � � r 4 N x m 9 O O J v O O in D i � � a x m d N N N N M p, N N sm CD`Y m m r so m V O O e M W W V A Y m 7 v O !D U < m !A V N V N N N m m < r aD -I V A eY' m Z O O = c v o o D a m c o m 3 CD N —y— in N N m V T O OD N co O O e CO) C W W 7 N A A O O 0 � W W � N O O M N R C> V O V < R o r O A 0 o x w 3 Ln N 0 I 1 i 1 i 1 INnrthnrnFnninonrinn.rom // 070.221I1SS Safety Be11U Z.4 FA,vupM ED Vd+O i YVeI poMQ D ISM Cl-~44 FN o4e b0e•I E D W.O. d . O�Glrl' DIVEDPwd il---wl Wet ED Vow J� ■ MarthernEnain"rina.com 11 970.221.4158 1 NORTHERN ' ENGINEERING 11 1 I 1 DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 1290-001 Project Name The Standard @ Fort Collins Project Location Fort Collins, Colorado Pond No Pond N1 Input Variables Results Design Point n1 Design Storm 100-yr C = 0.98 Tc = 5.00 min A = 0.31 acres Max Release Rate = 2.45 cfs Required Detention Volume 283 ft3 0.007 ac-ft Time (min) Ft Collins 100-yr Intensity n/hr Inflow Volume s (ft) Outflow Adjustment Factor Oa" cfs ( ) Outflow Volume3 ft ( ) Storage Volume s (ft ) 5 9.950 892 1.00 2.45 735 157 10 7.720 1385 0.75 1.84 1103 282 15 6.520 1754 0.67 1.63 1471 283 20 5.600 2009 0.63 1.53 1838 170 25 4.980 2233 0.60 1.47 2206 27 30 4.520 2432 0.58 1.43 2574 -142 35 4.080 2561 0.57 1.40 2941 -380 40 3.740 2683 0.56 1.38 3309 -626 45 3.460 2792 0.56 1.36 3677 -884 50 3.230 2896 0.55 1.35 4044 -1148 55 3.030 2989 0.55 1.34 4412 -1423 60 2.860 3077 0.54 1.33 4779 -1702 65 2.720 3171 0.54 1.32 5147 -1976 70 2.590 3251 0.54 1.31 5515 -2263 75 2.480 3336 0.53 1.31 5882 -2547 80 2.380 3415 0.53 1.30 6250 -2835 85 2.290 3491 0.53 1.30 6618 -3127 90 2.210 3567 0.53 1.29 6985 -3418 95 2.130 3629 0.53 1.29 7353 -3724 100 2.060 3694 0.53 1.29 7721 -4026 105 2.000 3766 0.52 1.28 8088 -4322 110 1.940 3827 0.52 1.28 8456 -4629 115 1.890 3898 0.52 1.28 8824 -4926 120 1.840 3960 0.52 1.28 9191 -5231 `Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Pond N1 DetentionVolume FAAModified Method.xls Page 1 A 1 8/2/2017 ADS Design Tool Site User Inputs Chamber Model SC-160 Outlet Control Structure Yes (Outlet) Project Name The Standard Project Location Pond N1 Project Date 04/03/2017 Engineer C.Snowdon Measurement Type Imperial Required Storage Volume 535 cubic ft. Stone Porosity 40% Stone Above Chambers 6 in. Stone Foundation Depth 6 in. Average Cover Over Chambers 14 in. Design Constraint Width Design Constraint Dimension 8 ft. .7LCV111 UL;lI ylr Illy IDS Results System Volume and Bed Size Installed Storage Volume 536 cubic ft. Storage Volume Per Chamber 15.97 cubic ft. Number Of Chambers Required 21 each Number Of End Caps Required 4 each Rows/Chambers 1 row(s) of 11 chamber(s) Leftover Rows/Chambers 1 row(s) of 10 chamber(s) Maximum Length 84.48 ft. Maximum Width 6.77 ft. Approx. Bed Size Required 562 square ft. System Components Amount Of Stone Required 36.29 cubic yards Volume Of Excavation (Not Including 42 cubic yards Fill) Non -woven Filter Fabric Required 182 square yards Length Of Isolator Row 79.00 ft. Woven Isolator Row Fabric 109 square yards PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) I 1 1 TO MTlOMOG RFAIOIE GIvE4Fll1 fOR IIHMl4D ��ALKUM1M54ME11E 11VRtHGi1gM 6"(mm) 10' W.X,91MY ocaw mcxe�cuven roaiaomm� MIN ( ) MI (3W mm) 30 m 0 1 MIN' MAX I 1 I 1T 1 (300 mm) I 1 1 1 DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN 25' 1T f3f10 mm) ENGINEER 6' (150 mm) MIN' _ (635 mm) TYp NO SPACING REQUIRED SINGLE LAYER OF GEOGRID EX124GG 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 BX124GG ON THE FOUNDATION STONE IS USED BOTTOM OF THE FOUNDATION STONE ID ADS Stonntech 2016 ' http://stormtechcaic.azurewebsites.net/ 1/1 11 I !_J 11 'J 11 1 11 I I I 1 1 NORTHERN S ENGINEERING DETENTION POND CALCULATION; MODIFIED FAA METHOD wl Ft Collins IDF Project Number 1290-001 Project Name The Standard @ Fort Collins Project Location Fort Collins, Colorado Pond No Pond N3 Input Variables Results Design Point n3 Design Storm 2-yr C = 0.95 Tc = 5.00 min A = 1.11 acres Max Release Rate = 2.00 cfs Required Detention Volume 575 W 0.013 ac-ft Time (min) Ft Collins 2 yr Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor Qa� (cfs) Outflow Volume s (ft) Storage Volume (ft) 5 2.85 902 1.00 2.00 600 302 10 2.21 1398 0.75 1.50 900 498 15 1.87 1775 0.67 1.33 1200 575 20 1.61 2037 0.63 1.25 1500 537 25 1.43 2262 0.60 1.20 1800 462 30 1.30 2468 0.58 1.17 2100 368 35 1.17 2591 0.57 1.14 2400 191 40 1.07 2708 0.56 1.13 2700 8 45 0.99 2819 0.56 1.11 3000 -181 50 0.92 2910 0.55 1.10 3300 -390 55 0.87 3027 0.55 1.09 3600 -573 60 0.82 3113 0.54 1.08 3900 -787 65 0.77 3167 0.54 1.08 4200 -1033 70 0.73 3233 0.54 1.07 4500 -1267 75 0.69 3274 0.53 1.07 4800 -1526 80 0.66 3341 0.53 1.06 5100 -1759 85 0.63 3388 0.53 1.06 5400 -2012 90 0.61 3474 0.53 1.06 5700 -2226 95 0.58 3486 0.53 1.05 6000 -2514 100 0.56 3543 0.53 1.05 6300 -2757 105 0.54 3587 0.52 1.05 6600 -3013 110 0.52 3619 0.52 1.05 6900 -3281 115 0.51 3711 0.52 1.04 7200 -3489 120 0.49 1 3720 0.52 1.04 7500 -3780 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001_Pond N3-2-yr_DetentionVolume_FAAModified Method.xls ' Page 1 of 1 ■� ;NORTHERN ' I ENGINEERING t i 1 I DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 1290-001 Project Name The Standard @ Fort Collins Project Location Fort Collins, Colorado Pond No Pond N3 Input Variables Results Design Point N3 Design Storm 100-yr C = 1.00 Tc = 5.00 min A = 1.11 acres Max Release Rate = 6.22 cfs Required Detention Volume 2774 W 0.064 ac-ft Time (min) Ft Collins 100-yr Intensity in/hr Inflow Volume (fts) Outflow Adjustment Factor 4a" (cfs) Outflow Volume s (ft) Storage Volume (ft3) 5 9.950 3304 1.00 6.22 1866 1438 10 7.720 5128 0.75 4.67 2799 2329 15 6.520 6496 0.67 4.15 3732 2764 20 5.600 7439 0.63 3.89 4665 2774 25 4.980 8269 0.60 3.73 5598 2671 30 4.520 9007 0.58 3.63 6531 2476 35 4.080 9485 0.57 3.55 7464 2021 40 3.740 9936 0.56 3.50 8397 1539 45 3.460 10342 0.56 3.46 9330 1012 50 3.230 10727 0.55 3.42 10263 464 55 3.030 11069 0.55 3.39 11196 -127 60 2.860 11398 0.54 3.37 12129 -731 65 2.720 11743 0.54 3.35 13062 -1319 70 2.590 12042 0.54 3.33 13995 -1953 75 2.480 12354 0.53 3.32 14928 -2574 80 2.380 12646 0.53 3.30 15861 -3215 85 2.290 12929 0.53 3.29 16794 -3865 90 2.210 13211 0.53 3.28 17727 -4516 95 2.130 13440 0.53 3.27 18660 -5220 100 2.060 13683 0.53 3.27 19593 -5910 105 2.000 13948 0.52 3.26 20526 -6578 110 1.940 14174 0.52 3.25 21459 -7285 115 1.890 14436 0.52 3.25 22392 -7956 120 1.840 14666 0.52 1 3.24 23325 -8659 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Pond N3 DetentionVolume FAAModified Method.xls Page 1 of 1 NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Project Number 1290-001 Client Pond Designation 2-Year Orifice - N3 Q= Release Rate (cfs) C = Discharge Coefficients (unitless) A, = Area Allowed of Opening (ft) g = Gravity (32.2 ft/s') Eh = High Water Surface Elevation (ft) E, = Elevation of Outlet Invert (ft) E, = Elevation of Outlet Centroid (ft) Circular Orifice 100-Year Orifice Orifice Size (in.) 6 - 1/8 in. Area (in') 29.68 sq-in Q ?.92 cfs Date: August 9,2017 Calcs By: C. Snowdon Q = 2.D0 cfs C = 0.65 Eh = 28.56 ft E; = 25.10 ft E, = 25.36 ft Circular E,=25.31ft Rectanguaai A. _ 10.206127367 ft' 29.682341 in' Rectangular Orifice 1D0-Year Orifice Orifice Height (in.) 5 in. Orifice Width (in.) 6 in. Area (in) 29.68 sq-in Q 1.94 cfs NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Project Number 1290-001 Client Pond Designation 100-Year Orifice - N3 Q = Release Rate (cfs) C = Discharge Coefficients (unitless) A, = Area Allowed of Opening (ft') g = Gravity (32.2 ft/52) Eh = High Water Surface Elevation (ft) E; = Elevation of Outlet Invert (ft) Ec = Elevation of Outlet Centroid (ft) Circular Orifice 1O0-Year OrlNce Orifice Size (in.) 9 - 3/4 in. Area (in') 74.58 sq-in 1 Q 3.85 cfs Q = 4.22 cfs C = 0.65 Eh = 31.00 ft E; = 28.56 ft E, = 28.97 ft Ec = 29.08 ft Date: August 9, 2017 Calcs By: C. Snowdon Circular Rectangular 0.517918289 ft' 74.580234 in' Rectangular Orifice 100-Year Orifice Orifice Height (in.) 12 - 1/2 in. Orifice Width (in.) 6 in. Area (in') 74.58 sq-in Q 3.75 cfs UZ4 a k yA� � • I ----- U 1e D A Y' I fi by I � W i i I I STANDARD AT FORT COWNS d w e IrIsmudgo I rQ- NORTHERN ENGINEERING I 1 r 1 1 I I 1 DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 1290-001 Project Name The Standard @ Fort Collins Project Location Fort Collins, Colorado Pond No Pond S1 Input Variables Results Design Point s1 Design Storm 100-yr C = 0.97 Tc = 5.00 min A = 0.29 acres Max Release Rate = 1.00 cfs Required Detention Volume 1254 W 0.029 ac-ft Time (min) Ft Collins 100-yr Intensity in/hr Inflow Volume s (n) Outflow Adjustment Factor eV (cfs) Outflow Volume s (ft) Storage Volume 3 (ft ) 5 9.950 845 1.00 1.00 300 545 10 7.720 1312 0.75 0.75 450 862 15 6.520 1662 0.67 0.67 600 1062 20 5.600 1903 0.63 0.63 750 1153 25 4.980 2116 0.60 0.60 900 1216 30 4.520 2304 0.58 0.58 1050 1254 35 4.080 2427 0.57 0.57 1200 1227 40 3.740 2542 0.56 0.56 1350 1192 45 3.460 2646 0.56 0.56 1500 1146 50 3.230 2745 0.55 0.55 1650 1095 55 3.030 2832 0.55 0.55 1800 1032 60 2.860 2916 0.54 0.54 1950 966 65 2.720 3005 0.54 0.54 2100 905 70 2.590 3081 0.54 0.54 2250 831 75 2.480 3161 0.53 0.53 2400 761 80 2.380 3236 0.53 0.53 2550 686 85 2.290 3308 0.53 0.53 2700 608 90 2.210 3380 0.53 0.53 2850 530 95 2.130 3439 0.53 0.53 3000 439 100 2.060 3501 0.53 0.53 3150 351 105 2.000 3569 0.52 0.52 3300 269 110 1.940 3627 0.52 0.52 3450 177 115 1.890 3694 0.52 0.52 3600 94 120 1.840 3752 0.52 0.52 3750 2 'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Pond S1 DetentionVolume FAAModified Method.xls Page 1 of 1 8/2/2017 ADS Design Tool Site ' JLVI I 1 IICC:1 1 Pmnryrr User Inputs Results ' Chamber Model SC-160 Outlet Control Structure Yes (Outlet) stem Volume and Bed Size Project Name The Standard 1 Installed Storage Volume 1491 cubic ft. Project Location Pond S1 Storage Volume Per Chamber 15.97 cubic ft. Project Date 04/03/2017 Number Of Chambers Required 77 each Engineer C. Snowdon ' Number Of End Caps Required 14 each Measurement Type Imperial Rows/Chambers 7 row(s) of 11 Required Storage Volume 1,490 cubic ft. chamber(s) ' Stone Porosity 40% Maximum Length 87.95 ft. Stone Above Chambers 6 in. Maximum Width 17.18 ft. Stone Foundation Depth 6 in. Approx. Bed Size Required 1468 square ft. ' Average Cover Over Chambers 14 in. Design Constraint Width Design Constraint Dimension 17.5 It, System Components ' Amount Of Stone Required 89,20 cubic yards Volume Of Excavation (Not Including 109 cubic yards Fill) ' Non -woven Filter Fabric Required 379 square yards Length Of Isolator Row 79.00 ft. Woven Isolator Row Fabric 90 square yards ' PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) TO B�iTOMO� REtlpF P.VFyBIf iQIUNMVm GENE aulnw rlouvew�s wr 8'(15I mm) 10' ixs.Cn l occim iwarewse tovEn touniomm' MIN (3.0 m) 0 (3MI � * MAX J- MIN' 12 r (300 mm1 / T ( DEPTH OF STONE BE DETERMINED BY SITE DESIGN 'L 25- 17 OW mm) ENGINEER B' 050 mm) MIN' — - - _ (835 mm) TYP NO SPACING REOUIRED 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 BX124GG ON THE ' FOUNDATION STONE IS USED BOTTOM OF THE FOUNDATION STONE DADS Stonntech 2016 I� http://stormtechcaic.azurewebsites.net/ 1/1 I 1 1 1 1 I� L 1 1 1 i 1 i 1 i 1 1 r 1 1 ■� NORTHERN ' ENGINEERING I 1 11 1 1 1 r I DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 1290-001 Project Name The Standard @ Fort Collins Project Location Fort Collins, Colorado Pond No Pond S2 Input Variables Results Design Point s2 Design Storm 100-yr C = 1.00 Tc = 5.00 min A = 0.29 acres Max Release Rate = 1.08 cfs Required Detention Volume 1225 ft 3 0.028 ac-ft Time (min) Ft Collins 100-yr Intensity n/hr Inflow Volume (ns) Outflow Adjustment Factor Qav (cfs) Outflow a Volume (ft) Storage Volume (ft3) 5 9.950 866 1.00 1.08 324 542 10 7.720 1343 0.75 0.81 486 857 15 6.520 1702 0.67 0.72 648 1054 20 5.600 1949 0.63 0.68 810 1139 25 4.980 2166 0.60 0.65 972 1194 30 4.520 2359 0.58 0.63 1134 1225 35 4.080 2485 0.57 0.62 1296 1189 40 3.740 2603 0.56 0.61 1458 1145 45 3.460 2709 0.56 0.60 1620 1089 50 3.230 2810 0.55 0.59 1782 1028 55 3.030 2900 0.55 0.59 1944 956 60 2.860 2986 0.54 0.59 2106 880 65 2.720 3076 0.54 0.58 2268 808 70 2.590 3155 0.54 0.58 2430 725 75 2.480 3236 0.53 0.58 2592 644 80 2.380 3313 0.53 0.57 2754 559 85 2.290 3387 0.53 0.57 2916 471 90 2.210 3461 0.53 0.57 3078 383 95 2.130 3521 0.53 0.57 3240 281 100 2.060 3584 0.53 0.57 3402 182 105 2.000 3654 0.52 0.57 3564 90 110 1.940 3713 0.52 0.56 3726 -13 115 1.890 3782 0.52 0.56 3888 -106 120 1.840 3842 0.52 0.56 4050 -208 'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Pond S2 DetentionVolume FAAModified Method.xls Page 1 of 1 8/3I2017 ADS Design Tool Site ' jLVIIIII Cl 777M User Inputs Chamber Model SC-740 Outlet Control Structure Yes (Outlet) Project Name The Standard Engineer C. Snowdon Project Location Pond S2 Project Date 04/03/2017 Measurement Type Imperial Required Storage Volume 1,473 cubic ft. Stone Porosity 40% Stone Foundation Depth 6 in. Stone Above Chambers 6 in. Average Cover Over Chambers 18 in. Design Constraint Width Design Constraint Dimension 22 ft. 7- Results Svstem Volume and Bed Size Installed Storage Volume 1532 cubic ft. Storage Volume Per Chamber 74.90 cubic ft. Number Of Chambers Required 16 each Number Of End Caps Required 8 each Rows/Chambers 4 row(s) of 4 chamber(s) Maximum Length 39.56 ft. Maximum Width 21.10 ft. Approx. Bed Size Required 779 square ft. System Components Amount Of Stone Required 74 cubic yards Volume Of Excavation (Not Including 101 cubic yards Fill) Non -woven Filter Fabric Required 214 square yards Length Of Isolator Row 30.08 ft- Non-Woven Isolator Row Fabric 25 square yards Woven Isolator Row Fabric 32 square yards PAVEMENT LAYER (DESIGNED r BY SITE DESIGN ENGINEER) r 8' 16" 111 (2.4 m) (450 mm) MIN MAX 6" (150 mm) MIN 6 J 51" (1295 mm) (160 mm) MIN '1 30" (760 mm) tDEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (160 mm) MIN 12" (300 mm) TYP Ill. TO BOTTOM OF FL BLE PAVEMENT FOR UNPAVED INSTN Ar ONS WNERE RUTTING FROM VEHICLES MAY OCCUR, INCREfSE CANER TO 24-XO mml ® ADS Stormtech 2016 http://stormtechcalc.azurewebsites.net/ 1/1 i 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 i 1 ■� NORTHERN 1 ENGINEERING 1 1 i 1 1 i 1 1 i 1 1 i 1 1 i 1 DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number 1290-001 Project Name The Standard @ Fort Collins Project Location Fort Collins, Colorado Pond No Pond S3 Input Variables Results Design Point s3 Design Storm 100-yr C = 0.97 Tc = 5.00 min A = 0.26 acres Max Release Rate = 0.56 cfs Required Detention Volume 1473 W 0.034 ac-ft Time (min) Ft Collins 100-yr Intensity in/hr Inflow Volume 3 (ft) Outflow Adjustment Factor Oar (cfs) Volume Outflow 3 (ft) Storage Volume s (ft ) 5 9.950 738 1.00 0.56 168 570 10 7.720 1146 0.75 0.42 252 894 15 6.520 1451 0.67 0.37 336 1115 20 5.600 1662 0.63 0.35 420 1242 25 4.980 1848 0.60 0.34 504 1344 30 4.520 2012 0.58 0.33 588 1424 35 4.080 2119 0.57 0.32 672 1447 40 3.740 2220 0.56 0.32 756 1464 45 3.460 2311 0.56 0.31 840 1471 50 3.230 2397 0.55 0.31 924 1473 55 3.030 2473 0.55 0.31 1008 1465 60 2.860 2547 0.54 0.30 1092 1455 65 2.720 2624 0.54 0.30 1176 1448 70 2.590 2691 0.54 0.30 1260 1431 75 2.480 2760 0.53 0.30 1344 1416 80 2.380 2826 0.53 0.30 1428 1398 85 2.290 2889 0.53 0.30 1512 1377 90 2.210 2952 0.53 0.30 1596 1356 95 2.130 3003 0.53 0.29 1680 1323 100 2.060 3057 0.53 0.29 1764 1293 105 2.000 3117 0.52 0.29 1848 1269 110 1.940 3167 0.52 0.29 1932 1235 115 1.890 3226 0.52 0.29 2016 1210 120 1.840 3277 0.52 F 0.29 2100 1177 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Pond S3 DetentionVolume FAAModified Method.xls 1 Page 1 of 1 User InputsSC-740 ' Chamber Model Outlet Control Structure Yes (Outlet) ' Project Name The Standard Engineer C.Snowdon Project Location Pond S3 ' Project Date 04/03/2017 Measurement Type Imperial Required Storage Volume 1,687 cubic It. ' Stone Porosity 40% Stone Foundation Depth 6 in. Stone Above Chambers 6 in. ' Average Cover Over Chambers 18 in. Design Constraint Width ' Design Constraint Dimension 22 ft. 1 i\' / Ilrj /III 1 I ' 6" (150 mm) MIN ADS Design Tool Site Ns Siur?' Te;d v r 111 AIL Results Svstem Volume and Bed Size Installed Storage Volume 1697 cubic ft. Storage Volume Per Chamber 74.90 cubic ft. Number Of Chambers Required 18 each Number Of End Caps Required 8 each Rows/Chambers 2 row(s) of 5 chamber(s) Leftover Rows/Chambers 2 row(s) of 4 chamber(s) Maximum Length 42.79 ft. Maximum Width 21.10 ft. Approx. Bed Size Required 858 square ft. System Components Amount Of Stone Required 81 cubic yards Volume Of Excavation (Not Including 111 cubic yards Fill) Non -woven Filter Fabric Required 237 square yards Length Of Isolator Row 37.19 ft. Non -Woven Isolator Row Fabric 32 square yards Woven Isolator Row Fabric 40 square yards PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) (450mm)MIN(1) MAX) 6" (150 mm) MIN L 30" (760 Mill) DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (150 rtvn) MIN 51"(1295mm) 12"(300 mm)TYP Ill -TO BOTTOM OF FLEOBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEFI CIES MAY OCCUR, INCREASE COVER TO 24' (NO.) ® ADS Stormtech 2016 http://stormtechcalc.azurewebsites.net/ 1/1 NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Project Number 1290-001 Client Pond Designation 100-Year Orifice - S3 Q= Release Rate (cfs) C = Discharge Coefficients (unitless) A. = Area Allowed of Opening (ft2) g = Gravity (32.2 ft/52) E, = High Water Surface Elevation (ft) E; = Elevation of Outlet Invert (ft) Ec = Elevation of Outlet Centroid (ft) Date: August 9,2017 Calcs By: C. Snowdon Q = 0.56 cfs C = 0.65 Eh = 32.78 ft E; = 28.22 ft E, = 28.35 ft Circular Ec=28.32ft Rectangular ft' A. = 10.05027468 7.239554 in Circular Orifice 100-Year Orifice Orifice Size (in.) 3 in. Area (in') 1 7.24 sq-in Q 0.55 cfs Rectangular Orifice 100-Year Orifice Orifice Height (in.) 2 - 1/2 in. Orifice Width (in.) 3 in. Area (in) 7.24 sq-in Q 0.55 cfs I w� ■% NORTHERN ' ENGINEERING I I I I I I I FJ I L_ J 1 DE ON POMMLCULATIOMWOBW Project Number 1290-001 Project Name The Standard @ Fort Collins Project Location Fort Collins, Colorado Pond No Pond S4 Input Variables Results Design Point s4 Design Storm 100-yr C = 1.00 Tc = 5.00 min A = 0.31 acres Max Release Rate = 1.06 cfs Required Detention Volume 1409 ft3 0.032 ac-ft Time (min) Ft Collins 100-yr Intensity in/hr Inflow Volume 3 (ft) Outflow Adjustment Factor Qa" (cfs) Outflow Volume 3 (ft) Storage Volume 3 (ft ) 5 9.950 925 1.00 1.06 318 607 10 7.720 1436 0.75 0.80 477 959 15 6.520 1819 0.67 0.71 636 1183 20 5.600 2083 0.63 0.66 795 1288 25 4.980 2316 0.60 0.64 954 1362 30 4.520 2522 0.58 0.62 1113 1409 35 4.080 2656 0.57 0.61 1272 1384 40 3.740 2783 0.56 0.60 1431 1352 45 3.460 2896 0.56 0.59 1590 1306 50 3.230 3004 0.55 0.58 1749 1255 55 3.030 3100 0.55 0.58 1908 1192 60 2.860 3192 0.54 0.57 2067 1125 65 2.720 3288 0.54 0.57 2226 1062 70 2.590 3372 0.54 0.57 2385 987 75 2.480 3460 0.53 0.57 2544 916 80 2.380 3541 0.53 0.56 2703 838 85 2.290 3620 0.53 0.56 2862 758 90 2.210 3700 0.53 0.56 3021 679 95 2.130 3764 0.53 0.56 3180 584 100 2.060 3832 0.53 0.56 3339 493 105 2.000 3906 0.52 0.56 3498 408 110 1.940 3969 0.52 0.55 3657 312 115 1.890 4043 0.52 0.55 3816 227 120 1.840 1 4107 1 0.52 1 0.55 3975 132 `Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Pond S4 DetentionVolume FAAModified Method.xls IPage 1 of 1 8/312117 ADS Design Tool Site Sivi r i !tar 1 User Inputs Chamber Model SC-740 Outlet Control Structure Yes (Outlet) Project Name The Standard Engineer C. Snowdon Project Location Pond S4 Project Date 04/03/2017 Measurement Type Imperial Required Storage Volume 1,687 cubic ft. Stone Porosity 40% Stone Foundation Depth 6 in. Stone Above Chambers 6 in. Average Cover Over Chambers 18 in. Design Constraint Width Design Constraint Dimension 22 ft. Results Svstem Volume and Bed Size Installed Storage Volume 1697 cubic ft. Storage Volume Per Chamber 74.90 cubic ft. Number Of Chambers Required 18 each Number Of End Caps Required 8 each Rows/Chambers 2 row(s) of 5 chamber(s) Leftover Rows/Chambers 2 row(s) of 4 chamber(s) Maximum Length 42.79 ft. Maximum Width 21.10 ft. Approx. Bed Size Required 858 square ft. System Components Amount Of Stone Required 81 cubic yards Volume Of Excavation (Not Including 111 cubic yards Fill) Non -woven Filter Fabric Required 237 square yards Length Of Isolator Row 37.19 ft. Non -Woven Isolator Row Fabric 32 square yards Woven Isolator Row Fabric 40 square yards PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) W (450 mm)MIN"1 (MAX) 6' (150 mm) MIN 30" \ _ (760 mm) ] 7 / � I I 11 l 1 t• I � ,I DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6- (150 mm) MIN (150 mm)MIN '� 51-(1295 mm) �— 12'(300 mm)TYP III - TO BOTTOM OF FLEABLE PAVEMENT FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM V UES 1MY OCCUR, INCREASE COVER TO 24' MOO mm) ® ADS Stormtech 2016 1 http://stormtechcalc.azurewebsites.net/ 1/1 NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Project Number 1290-001 Client Pond Designation 100-Year Orifice - S4 Q = Release Rate (cfs) C = Discharge Coefficients (unitless) A, = Area Allowed of Opening (ft') g = Gravity (32.2 ft/s') Eh = High Water Surface Elevation (ft) E, = Elevation of Outlet Invert (ft) E, = Elevation of Outlet Centroid (ft) Date: August 9,2017 Calcs By: C. Snowdon Q = 1.06 cfs C = 0.65 Eh = 32.53 ft E, = 28.02 ft E,=28.19ft Circular E`=28.21ft Rectangular _ A, 10.095688843 ft' 13.779193 in' Circular Orifice 100-Year OrBke Orifice Size (in.) 4 - 1/4 in. Area (inz) 13.78 sq-in 1 Q 1.04 cfs Rectangular Orifice 100-Year Orifice Orifice Height (in.) 4 - 1/2 in. Orifice Width (in.) 3 in. Area (in') 13.78 sq-in Q 1.04 cfs 1 ■� NORTHERN ' ENGINEERING I I I I I DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins OF Project Number : 1290-001 Project Name : The Standard @ Fort Collins Project Location : Fort Collins, Colorado Pond No Pond S5 Input Variables Results Design Point s5 Design Storm 100-yr C = 1.00 Tc = 5.00 min A = 0.10 acres Max Release Rate = 0.42 cfs Required Detention Volume 340 ft3 0.008 aC-ft Time (min) Ft Collins 100-yr Intensity in/hr Inflow Volume (ft3) Outflow Adjustment Factor Qa" (cfs) Outflow Volume 3 (ft) Storage Volume (ft3) 5 9.950 287 1.00 0.42 126 161 10 7.720 445 0.75 0.32 189 256 15 6.520 563 0.67 0.28 252 311 20 5.600 645 0.63 0.26 315 330 25 4.980 717 0.60 0.25 378 339 30 4.520 781 0.58 0.25 441 340 35 4.080 823 0.57 0.24 504 318 40 3.740 862 0.56 0.24 567 295 45 3.460 897 0.56 0.23 630 267 50 3.230 930 0.55 0.23 693 237 55 3.030 960 0.55 0.23 756 204 60 2.860 988 0.54 0.23 819 169 65 2.720 1018 0.54 0.23 882 136 70 2.590 1044 0.54 0.23 945 99 75 2.480 1071 0.53 0.22 1008 63 80 2.380 1097 0.53 0.22 1071 26 85 2.290 1121 0.53 0.22 1134 -13 90 2.210 1146 0.53 0.22 1197 -51 95 2.130 1166 0.53 0.22 1260 -95 100 2.060 1187 0.53 0.22 1323 -137 105 2.000 1210 0.52 0.22 1386 -177 110 1.940 1229 0.52 0.22 1449 -220 115 1.890 1252 0.52 0.22 1512 -260 120 1.840 1272 0.52 0.22 1575 -303 'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Pond S5 DetentionVolume FAAModified Method.xls ' Page 1 of 1 ' 8/3/2017 ADS Design Tool Site I ' Spu.ur m le,c >f>f .u�ipiu �M User Inputs Chamber Model SC-310 Outlet Control Structure Yes (Outlet) Project Name The Standard Engineer C. Snowdon Project Location Pond S5 Project Date 04/03/2017 Measurement Type Imperial Required Storage Volume 452 cubic ft. Stone Porosity 40% Stone Foundation Depth 6 in. Stone Above Chambers 6 in. Average Cover Over Chambers 18 in. Design Constraint Width Design Constraint Dimension 10 ft. Results Svstem Volume and Bed Size Installed Storage Volume 453 cubic ft. Storage Volume Per Chamber 3 1. 00 cubic ft. Number Of Chambers Required 10 each Number Of End Caps Required 4 each Rows/Chambers 2 row(s) of 5 chamber(s) Maximum Length 45.86 ft. Maximum Width 8.77 ft. Approx. Bed Size Required 390 square ft. System Components Amount Of Stone Required 28 cubic yards Volume Of Excavation (Not Including 34 cubic yards Fill) Non -woven Filter Fabric Required 111 square yards Length Of Isolator Row 36.78 ft. Non -Woven Isolator Row Fabric 20 square yards Woven Isolator Row Fabric 16 square yards PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) ,.. _. .......... ........ 6"(150 Trim) MIN I S V. I 16" )1 (405 mm) ' 6" �---- 34" (865 Mill)(150 mm) MIN I r. J 8' 16" (2.4 m) (450 mm) MINIM MAX DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (150 Trim) MIN 12" (300 mm) TYP Ill - TO BOTTOM OF FLEIBBLE PAVEMENT FOR UNPAVEO INSTILLATIONS WHERE RUTTING MOM VEHICLES MAY OCCUR INCREASE OpVER TO 24'=.) ® ADS Stormtech 2016 http://sto rmtech cai c. azu rewebsites. netl 1/1 I 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 i 1 Detention Pond Summary Pond ID Restricted Flow Rate (ds) Required WQ (cf) Required Detention Volume Total Required Volume (cf) Detention Type N1 2.45 252 283 535 Stormtech Chambers N3 6.22 1291 2804 4095 Internal Vault S1 1.00 229 1254 1483 Stormtech Chambers S2 1.08 248 1225 1473 Stormtech Chambers S3 0.56 207 1480 1687 Stormtech Chambers S4 1.06 275 1412 1687 Stormtech Chambers S5 0.42 112 340 452 Stormtech Chambers Total 12.79 0 1 J B i ' Nnrf6arnFnninnorinn.rom // 970.771.411;9 I I I 1 1 1 Design Procedum Form: Permeable Pavement Systems (PPS) Short 1 of 2 Designer: Cody Snowdon Company: Data: Project: LouNon: Northern Eninearing Aupuat 9, 2017 The Standard • Fan COMM - Resin M2 Fort Co01es, CO IT. One 1 Type of Penneabe Pavement Section Q No Irdllbabon A) What type of eecbm of permeable Pavement is used? O partial InMtrabon section (Based an Me land use and activates, pros msy to adjacent stn icoaes and sal Waractenstics 1 O Full InIfirld n seteorn B) What type of wearing course? Ore MCP O fmveb Grid Pasarmrt O Pervious Cdconee O Pomss Gravet 2 Required Storage Volume A) Effecdve Imperviousness of Area Tributary to Permeable Pavement. 1. 1.• 50.0 % B) Tdbubry Anse's Imperviousness Ratio (I = 1.1100) 1= 0.500 C) Tributary Watershed Area ATa. = 6.789 ad It (Including area of permeable pavement system ) D) Arm of Pairm aWe Pavement System A.es = 1,943 ad ft (Minimum mcornmended permeable pavement area = 1358 so fl) F) Impervious Tributary Raba RT= 1.3 (Comhouting Impervlum Area / Permeable Pavement Raba) F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 93 cu M1 (WQCV =(0.8-(0.91'I'- 1. 19' le- 0. 78' 1)/ 12)' Arm) Choose Qne G) Is flood col volume being added? �O NO OQ NO 3 Depth of Reservoir A) Mlnlmum Depth of Reservoir D,,,,,, = 160 Inches (Minimum mcommended depth Is 6 inches) O�oow Pm B) Is the slope of the mservoinsubgrade interface equal to 0%? 1Ir 0 y Flat or Stepped I Bacon O NU S1opsa Insmlladon C) P000ady (Porous Gravel Pavement < 0,3, Others 10,40) P = 0.30 F) Volume Provided Based ors Depth of Base Coupe V = 691 cu It Flat or Stepped: V - P' ((D...e Y12)' Arm Sloped: V - P - [(Dn . (D.e- G SL-1)) / 121Area d. Lateral Flow Barriers Uooss Onit A) Type of Lateral Flow Barriers O t-ands, Walls O P/C aeomembrane installed normal b flaw Q N/A- Me ssbllatbn O Oder (Desollfe): B) Number of Permeable Pavement Cells Colis = 5 Perimeter Bamer A) Is a perimeter banter pmvided on all sides of the r0 YES pavement system? NO (Recommeded for PICP, conprab grid pavement, or for any no-inflllra0m section.) ' WD - Basin N2 - UD-BMP_v3.03.zlsm. PPS 8/9/2D17, 9:01 AM 1 1 1 i 1 i 1 1 1 1 1 1 Design Procedure Form: Permeable Pavement Systems (PPS) Sheet 2 of 2 Deslgnar Cody seaside. Company: Northwn Engineering Data: Auguat 9, 2017 Project Tha standard ® Fort Collins, - Basin N2 Location: Fort Collins, CO 6. Filter Maternal and Undernram System A) Is the underdaced bela 6-Inch Mid layer or pow CDOT Class C filter material? a"min rNO::" B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) f7lsasa fie 0 **1* • gitll C) Distance from the Lowest Elevation of the Storage Volume ye 20 A 0e. the bottom of the base course to the center of the onflce) 7 Impermeable C»aeembrane Liner and Geotextile Separator Fabric A) Is there a minimum 30 mil thick imp rmisaole PVC geomembrane Choose OrK I~ on the bottom and sides of line basin, edanding up to the lop of the base course? 0 NO One B) CDOT Gass B Separator Fabni, 0 %sad above the laher, �0 Pia ed above a d below On Aw 8. Duller (Assumes sack call has similar arm, eubgmds elope, and length between lateral barman, (unless subgrade is Ilat). Calculate calls indhoduaily whers this vanes ) A) Depth of WOCV in the Neaarwir D, = 2.03 Incles (Elevation of the Flood Control Oullel) B) Diameter of Orifice for 124hour Drain Time Da,em = Inches (Use a minimum orifice diameter of 3/8-Inches) Nvlas iWO - Base N2 - UD-BMP v3.03.xlsm, PPS 81912017, 9:01 AM I Design Procedure Form: Sand Filter (SF) UD-BMP (Version 3.06, November 2016) Sheet 1 of 2 ' Designer: Cody Snowdon Company: Northam Engineering Date: September 20, 2017 Project: The Standard Location: Fort Collins I 1 1 1 1 1 1 1 1 I 1 1 i 1 1 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, I, I, = 90.0 % (100% lt all paved and roofed areas upstream of sand fitter) B) TributaryArea's Imperviousness Ratio (i = 1./100) = 0.900 C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 0.32 watershed inches WQCV=0.8' (0.91" i°- 1,19'?-0.78"i) D) Contributing Watershed Area (including sand fitter area) Area = 48,231 sq it E) Water Quality Capture Volume (WQCV) Design Volume Vwocv = 1,291 cu It Vwocv = WQCV 112' Area F) For Watersheds Outside of the Denver Region, Depth of de = in Average Runoff Producing Storm G) For Watersheds Outside o1 the Denver Region, Vwocv ones = cu it Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwacv usce = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWOCV = 1.33 It B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 0.00 ft / ft 4:1 or flatter preferred). Use "0" 9 sand fitter has vertical walls. C) Minimum Fitter Area (Flat Surface Area) Ar = 543 sq it D) Actual Filter Area A� = 970 sq ft E) Volume Provided VT = 1293 cu it Choose One 3. Filter Material Q le" CDOT Class B or C Filter Material O Other (Explain): 4. Underdratn System A) Are underdrams provided? Goose One O YES 0 NO B) Untlardrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 1.8 ft Volume to the Center of the Orrice if) Volume to Drain in 12 Hours Volrz= 1,291 cu ft iil) Orifice Diameter, 318" Minimum Do = 13 / 16 in 1 WQ - Basin N3 - UD-BMP_v3.03.1dsm, SF 9/2012017, 8:37 AM Design Procedure Form: Sand Filter (SF) Designer: Cody Snowdon Company: Northern Engineering Date: September 20, 2017 Project: The Standard Location: Fort Collins Sheet 2 of 2 5. Impermeable Geoembnane Liner and Geotextile Separator Fabnc mm A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? Choose Dne YESNO Q 6-7. Inlet / Cutlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the W QCV through the outlet Notes: ' WO - Basin N3 - UD-BMP_v3.03.xdsm, SF 9/20/2017, 8:37 AM NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Project Number 1290-001 Client Landmark Basin S1 WQCV = a 0.91i'-1.19i2 +0.78i WQCV = Watershed inches of Runoff (inches) a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwa/100) Date: September 8, 2017 Calcs By: C. Snowdon Drain Time 12 hr a WQCV = 0.216 in Water Quality Capture Volume 0.5 0.45 WQCV =a(0.9li'-1.19i2+0.7&) d 0.4 — r c 0.35 00, d 0.3-100 t 0.25 0.231 3 0.2 ssN 0.15 3 0.1 - IION 0.05 0 000 —._— O O O O O O O O O O F+ F+ N W A Ln in V OC iz Total Imperviousness Ratio (i = Iwa/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V— l WQCVJA= A A= 0.29 ac 12 # =11 0.0053 ac-ft 1 229 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) ■� NORTHERN ' ENGINEERING 1 1 1 I 1 I TENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins I Project Name : The Standard @ Fort Collins Project Number : 1290-001 Client : Landmark Pond No S1 Input Variables Results Design Point s1 Design Storm WQ C = 0.97 Tc = 5.00 min A = 0.29 acres Max Release Rate = 0.21 cfs Required Detention Volume 119 ft3 0.00 ac-ft Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustmen t Factor Q a (cfs) Outflow Volume 3 (ft) Storage Volume (ft3) 5 1.425 121 1.00 0.21 62 59 10 1.105 188 1.00 0.21 123 64 15 0.935 238 0.67 0.14 123 115 20 0.805 274 0.63 0.13 154 119 25 0.715 304 0.60 0.12 185 119 30 0.650 331 0.58 0.12 216 115 35 0.585 348 0.57 0.12 247 101 40 0.535 364 0.56 0.12 278 86 45 0.495 379 0.56 0.11 309 70 50 0.460 391 0.55 0.11 339 52 55 0.435 407 0.55 0.11 370 36 60 0.410 418 0.54 0.11 401 17 65 0.385 425 0.54 0.11 432 -7 70 0.365 434 0.54 0.11 463 -29 75 0.345 440 0.53 0.11 494 -54 80 0.330 449 0.53 0.11 524 -76 85 0.315 455 0.53 0.11 555 -100 90 0.305 466 0.53 0A 1 586 -120 95 0.290 468 0.53 0.11 617 -149 100 0.280 476 0.53 0.11 648 -172 105 0.270 482 0.52 0.11 679 -197 110 0.260 486 0.52 0.11 710 -224 115 0.255 4-981 0.52 0.11 740 -242 120 0.245 500 1 0.52 0.11 771 -272 'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Chamber Summary.xlsx Page 2 of 14 NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Date: September 8, 2017 Project Number 1290-001 Calcs By: C. Snowdon Client Landmark Basin S2 WQCV =a0.9li'-1.19i2+01 Drain Time 12hr a = 0.8 WQCV = Watershed inches of Runoff (inches) i = 74.00% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = l ,q/S00) WQCV = 0.235 in Water Quality Capture Volume 0.5 0.45 WQCV=a(0.91i'-1.19i2+0.78i) m 0.4 — r c 0.35 -- - - - - --- - - -- v 0.3 r `w 0.25 6M 3 0.2 M 0.15 - NM 3 0.1 0.05 0 0 0 0 0 0 0 0 0 0 F+ iJ 4W A N iT �14 Oo tp Total Imperviousness Ratio (i = Iwa/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V _ WQCV 1 * A 0.29 ac 12 J 0.0057 ac-ft 248 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1 w� ■� NORTHERN ' ENGINEERING I I I 1J 1 1 1 CALC , 1 Project Name : The Standard @ Fort Collins Project Number : 1290-001 Client Landmark Pond No S2 Input Variables Results Design Point s2 Design Storm WQ C = 0.79 Tc = 5.00 min A = 0.29 acres Max Release Rate = 0.09 cfs Required Detention Volume 169 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 (ft) 5 1.425 98 1.00 0.09 28 70 10 1.105 152 1.00 0.09 57 95 15 0.935 193 0.67 0.06 57 136 20 0.805 221 0.63 0.06 71 151 25 0.715 246 0.60 0.06 85 161 30 0.650 268 0.58 0.06 99 169 35 0.585 281 0.57 0.05 113 168 40 0.535 294 0.56 0.05 127 167 45 0.495 306 0.56 0.05 142 165 50 0.460 316 0.55 0.05 156 160 55 0.435 329 0.55 0.05 170 159 60 0.410 338 0.54 0.05 184 154 65 0.385 344 0.54 0.05 198 146 70 0.365 351 0.54 0.05 212 139 75 0.345 356 0.53 0.05 226 129 80 0.330 363 0.53 0.05 241 122 85 0.315 368 0.53 0.05 255 113 90 0.305 377 0.53 0.05 269 108 95 0.290 379 0.53 0.05 283 96 100 0.280 385 0.53 0.05 297 88 105 0.270 390 0.52 0.05 311 78 110 0.260 393 0.52 0.05 325 68 115 0.255 403 0.52 0.05 340 63 120 0.245 404 0.52 0.05 354 50 'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Chamber Summary.xlsx Page 4 of 14 NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Project Number 1290-001 Client Landmark Basin S3 WQCV = a(0.91i'—1.19i2 +0.78i WQCV = Watershed inches of Runoff (inches) a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = 1wq/100) AV 0.45 d 0A r c 0.35 a 0.3 L a 0.25 3 0.2 0.15 3 0.1 0.05 0 Date: September 8, 2017 Calcs By: C. Snowdon Drain Time 12 hr a WQCV = 0.224 in Water Quality Capture Volume WQCV = a(0.91i'—1.19i' + 0.78i ) 0 0 0 0 0 0 0 0 0 0 i-+ N W A Ln T .I W l0 Total Imperviousness Ratio (i = Iwq/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V — WQCV 1 d A= 1 0.26 ac 12 V = 1 0.0048 ac-ft 1 207 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1 NORTHERN ' ENGINEERING 1 I 1 L TENTION POND CALCULATION; MODIFIED FAA METHOD Project Name : The Standard @ Fort Collins Project Number 1290-001 Client Landmark Pond No S3 Input Variables Results Design Point s3 Design Storm WQ C = 0.97 Tc = 5.00 min A = 0.26 acres Max Release Rate = 0.09 cfs Required Detention Volume 191 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 Storage Volume (ft3) 5 1.425 106 1.00 0.09 28 77 10 1.105 164 1.00 0.09 57 107 15 0.935 208 0.67 0.06 57 152 20 0.805 239 0.63 0.06 71 168 25 0.715 265 0.60 0.06 85 180 30 0.650 289 0.58 0.06 99 190 35 0.585 304 0.57 0.05 113 191 40 0.535 1 318 0.56 0.05 127 190 45 0.495 331 0.56 0.05 142 189 50 0.460 341 0.55 0.05 156 186 55 0.435 355 0.55 0.05 170 185 60 0.410 365 0.54 0.05 184 181 65 0.385 371 0.54 0.05 198 173 70 0.365 379 0.54 0.05 212 167 75 0.345 384 0.53 0.05 226 158 80 0.330 392 0.53 0.05 241 151 85 0.315 397 0.53 0.05 255 143 90 0.305 407 0.53 0.05 269 139 95 0.290 409 0.53 0.05 283 126 100 0.280 416 0.53 0.05 297 118 105 0.270 421 0.52 0.05 311 109 110 1 0.260 424 0.52 0.05 325 99 115 0.255 435 0.52 0.05 340 96 120 0.245 436 1 0.52 1 0.05 354 83 `Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Chamber Summary.xlsx Page 6 of 14 NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Date: September 8, 2017 Project Number 1290-001 Calcs By: C. Snowdon Client Landmark Basin S4 WQCV =a0.91i'-1.19i2+01 Drain Time 12hr a= 0.8 WQCV = Watershed inches of Runoff (inches) l = 76.00% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100) WQCV = 0.244 in Water Quality Capture Volume LL3cy 0.5 0A5 WQCV =a(0.91i'—1.19i' +0.78i) 0.4 0.35 0.3 0.25 — 00r cx, 0.2 ssx, 0.15a ' O 0.1 wn, 3 0.05 0 0 0 0 0 0 0 0 0 0 0 F+ N W A Ln 0n �4 W iD Total Imperviousness Ratio (i = IWq/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V = WQCV 1 A A = 1 0.31 ac 12 s Y= 1 0.0063 ac-ft 1 275 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 'i NORTHERN ENGINEERING 1 11 i 1 Project Name : The Standard @ Fort Collins Project Number : 1290-001 Client : Landmark Pond No S4 Input Variables Results Design Point s4 Design Storm WQ C = 1.00 Tc = 5.00 min A = 0.31 acres Max Release Rate = 0.14 cfs Required Detention Volume 214 W 0.00 ac-ft Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume ( fta) Outflow Adjustmen t Factor Qav cfs (ems) Outflow Volume a (ft) Storage Volume s (ft ) 5 1.425 133 1.00 0.14 42 90 10 1.105 206 1.00 0.14 85 121 15 0.935 261 0.67 0.09 85 176 20 0.805 299 0.63 0.09 106 193 25 0.715 332 0.60 0.08 127 205 30 0.650 363 0.58 0.08 149 214 35 0.585 1 381 0.57 0.08 170 211 40 0.535 398 0.56 0.08 191 207 45 0.495 414 0.56 0.08 212 202 50 0.460 428 0.55 0.08 233 194 55 0.435 445 0.55 0.08 255 190 60 0.410 458 0.54 0.08 276 182 65 0.385 465 0.54 0.08 297 168 70 0.365 1 475 0.54 0.08 318 157 75 0.345 481 0.53 0.08 340 142 80 0.330 491 0.53 0.08 361 130 85 0.315 498 0.53 0.07 382 116 90 0.305 511 0.53 0.07 403 107 95 0.290 512 0.53 0.07 425 88 100 0.280 521 0.53 0.07 446 75 105 1 0.270 1 527 0.52 0.07 467 60 110 0.260 532 0.52 0.07 488 44 115 0.255 545 0.52 0.07 509 36 120 0.245 547 1 0.52 1 0.07 1 531 16 "Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Chamber Summary.xlsx Page 8 of 14 I NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Project Number 1290-001 Client Landmark Basin S5 WQCV = a O.91i3—1.1912 +0.78i WQCV = Watershed inches of Runoff (inches) a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i=1.4/100) o.s 0.a5 WQCV=a�0.91i'-1.19i'+0.78i) t 0.4 c 0.35 ---r---r --- --7 --M.RM-- � ffffffff� iffffffff� Date: September 8, 2017 Calcs By: C. Snowdon Drain Time 12 hr a j� 0.15 3 0.1 0.05 0 - o 0 0 0 0 0 0 0 0 0 A Vt M J 00 tp Total Imperviousness Ratio (i=1w4/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V = WQCV A Morm0.10ac 12 # 0.0026 ac-ft 112 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) ■� NORTHERN ENGINEERING ! ! 11 [l ! ! ! 1 TENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins I Project Name The Standard @ Fort Collins Project Number : 1290-001 Client Landmark Pond No S5 Input Variables Results Design Point S5 Design Storm WQ C = 0.94 Tc = 5.00 min A = 0.10 acres Max Release Rate = 0.06 cfs Required Detention Volume 40 W 0.00 ac-ft Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustmen t Factor Qav (cfs) Volume Outflow 3 (ft) Storage Volume (ft3) 5 1.425 39 1.00 0.06 19 20 10 1.105 60 1.00 0.06 38 22 15 0.935 76 0.67 0.04 38 38 20 0.805 87 0.63 0.04 47 40 25 0.715 97 0.60 0.04 57 40 30 0.650 106 0.58 0.04 66 40 35 0.585 111 0.57 0.04 75 35 40 0.535 116 0.56 0.04 85 31 45 0.495 121 0.56 0.03 94 26 50 0.460 125 0.55 0.03 104 21 55 0.435 130 0.55 0.03 113 16 60 0.410 133 0.54 0.03 123 11 65 0.385 135 0.54 0.03 132 3 70 0.365 138 0.54 0.03 142 -3 75 0.345 140 0.53 0.03 151 -11 80 0.330 143 0.53 0.03 160 -17 85 0.315 145 0.53 0.03 170 -25 90 0.305 149 0.53 0.03 179 -31 95 0.290 149 0.53 0.03 189 -40 100 0.280 152 0.53 0.03 198 -47 105 0.270 153 0.52 0.03 208 -54 110 0.260 155 0.52 0.03 217 -62 115 0.255 159 1 0.52 0.03 226 -68 120 0.245 159 1 0.52 0.03 236 -77 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Chamber Summary.xlsx ! Page 10 of 14 NORTHERN ENGINEERING Project Title The Standard @ Fort Collins Project Number 1290-001 Client Landmark Basin N1 WQCV = a 0.91i'—1.19i` +0.78i WQCV = Watershed inches of Runoff (inches) a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100) Date: September 8, 2017 Calcs By: C. Snowdon Drain Time 12 hr a WQCV = 0.227 in is Water Quality Capture Volume 0.5 0.45 WQCV = a(0.91i' — 1. 1 9i2 + 0.78i) 6M V] NN MM Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event V _ (WQCV 1 fi A 0.31 ac Il 12 )i IV---1 0.0058 ac-ft 1 252 cu. ft. V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) I 1 1 I I I ■� NORTHERN ENGINEERING TENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins I Project Name : The Standard @ Fort Collins Project Number : 1290-001 Client : Landmark Pond No N1 Input Variables Results Design Point n1 Design Storm WQ C = 1.00 Tc = 5.00 min A = 0.31 acres Max Release Rate = 0.23 cfs Required Detention Volume 123 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 1.425 130 1.00 0.23 69 62 10 1.105 202 1.00 0.23 137 65 15 0.935 257 0.67 0.15 137 120 20 0.805 295 0.63 0.14 171 123 25 0.715 327 0.60 0.14 206 121 30 0.650 357 0.58 0.13 240 117 35 0.585 375 0.57 0.13 274 100 40 0.535 392 0.56 0.13 309 83 45 0.495 408 0.56 0.13 343 65 50 0.460 421 0.55 0.13 377 44 55 0.435 438 0.55 0.12 411 26 60 0.410 450 0.54 0.12 446 5 65 0.385 458 0.54 0.12 480 -22 70 0.365 468 0.54 0.12 514 -47 75 0.345 474 0.53 0.12 548 -75 80 0.330 483 0.53 0.12 583 -100 85 0.315 490 0.53 0.12 617 -127 90 0.305 502 0.53 0.12 651 -149 95 0.290 504 0.53 0.12 686 -181 100 0.280 1 512 0.53 0.12 720 -207 105 0.270 519 0.52 0.12 754 -235 110 0.260 523 0.52 0.12 788 -265 115 0.255 537 0.52 0.12 823 -286 120 0.245 538 0.52 0.12 857 -319 `Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. 1290-001 Chamber Summary.xlsx Page 12 of 14 L I i I ! r ; r d m d I A v d 2 N N N N N » 0 O ry N Y N N N N y < 1] p n n O w O w O O IW-� O O m C O '" 'o F n n n n n n n y Y w J J V Y O O O O O O rp S 3 O O O O O O O A O •} d � O O 0 0 O A d n d v < s Y A A A O d A bo A N N N P C 1 V O tp O to O to O N n A ry v O 00 F � � � m Y N J J J Y A•p ry O N IO A A t0 W l0 l0 l0 l0 d 3 c 3 � 3 d 3 17 d z 3 'O pw C No 3 y 0 A RL Y CO O O1 O t0 O J O l0 Y J � T A d N A g` O N rt m � s v m n o � a n 3 d z 3 _ 3 < N J N V V O ONO L » E rpi n t I� I F, L I I 1 StormTech Chamber Data Chamber Dimensions SC-160 I SC-310 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 In of Nov 07 Om" 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\1290-001\Drainage\WatQual\1290-001 Chamber Summary.xlsx Design Procedure Form: Permeable Pavement Systems (PPS) Sheet 1 of 2 Oesigne,: Cody Snowdon Company. Northern Engineering Data Aull 9, 2017 Project The standard ® Fast Collins - Basin S6 Location: Fort Collins, CO Choose One '. Type of Permeable Pavement Section Q NO Infiltration A) What type of sacbm of penneade pavement is used? O partial InVospon Seaton (Based on the land use and activibes, prosimily to adjacent ON IIIIWaaon Scbon structures and soil chareaenstics.) Choose One 8) What We of wearing course? Oe pia O c«ee� crld pavenleda O san se. Conceal O issaw Grad 2. Required Storage Volume A) Effective Imperviousness of Area Tributary to Pereable Pavement, I, Is a 48.0 % B) Tntutary Area's Imperviousness Rabo (I = Ir1100) i � 0.480 C) Tdbulary Watershed Area ATy = 9,332 ac It Onauding area of permeable pavement system) D) Area of Permeable Pavement System Arno = 982 aq 8. (Minenum recommended permeable pavement area = 1806 aq ff) E) Impervious Tributary Ratio RT= 4.1 WPERVlOtfS TRIBUTARY RATIO (Contributing Im lannuos Area / Permeable Pavement Ratio) ExcEEOS 2.0 F) Will Duality Capture Volume (WOCV) Based or, 12-hour Drain Time WOCV = 125 w 8 (WOCV - (0.8' (0,91 ' I° - 1.19 - I° . 0.78 - 1) / 121' Area) aoou One G) is flood Control volume being add"? rO NO e0 NO 3 Depth of Reservoir A) Minimum Depth of Reservolr 0— = 160 Inches (Minimum recommended depth Is 6lnohes) a. one B) la slope of the nine rvoldsubgrade, Interface equal to 0%7 the al OQ YES Flat or Stepped Installation O NO Soped 4istallatlon C) Poroeity (Porous Gravel Pavement < 0.3. On. 9 0 40) P = 0.30 F) Volume Provided Based on Depth of Base Course V = 368 w 0 Flat or Stepped: V = P' ((D_,Y12)' Area Sloped: V = P' j(D_ (D,_-6-SL-1))/ 121Area 4 Lateral Flow Bamers Toose One A) Type of I-ini l Flow Barriers O Comets Wolk O WC geomend Installed! normal bar flow OQ N/M Fiat in5b0abon O other (Oesdol B) Number of Permeable Pavement Cells Cells = 5. Perimeter Banner 0. A) Is a perimeter tamer provided onall sides of the pavement system? (Recommeded for PICP, cmraete god pavement or for any ONO noinflhratim section.! WO - Basin Sb - JD-BMP v3.03.osm, PPS 81912017, 8:59 AM I 1 1 i 11 1 I Design Procedure Foi : Permeable Pavement Systems (PPS) Shen 2 of 2 Desill., Cody Snowdon company: Northam Engineering Date: August 9, 2017 Project, The Standard ® Fort Collins - Basin 56 Location: Fort Collins, Co 6 Fker Matenal and Underdrain System A) Is the undardrain placed below a B-Inrh thick layer of Ch. Orie ®1F5 COOT Class C filter matenal7 O NO Q NJA B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2) Otause 0lr 049h e«a C) Distance from the Lowest Elevation of the Storage Volume ye 2a it (I.a the bonom of the base course to the center of the once) 7 Impermeable Geornembrene Liner and Geoteslile Separator Fabric A) Is there a minimum 30 mil thick impennable PVC geomembrane Choose One liner on the bottom and sides of the basin, emending up to the lop Ir ®Via; or the base course"! No Ooass Ctr B) COOT Class B Separator Fabric Q /Yv! abase the Irlar p Fa9ad @Win OW New the In r 6 Outlet ,Assumes each cell has similar area, subgrade slope, and length between lateral bamers iunlese subgmde is flat) Calculate cells ,ndindually where this vanes I A) Depth of WOCV in the Reservoir O«ecv = 5.09 Inches (Elevation of the Flood Corrod Outlet) B) Diameter of ice for 12-hosn Drain Time Dun = inches (Use a minimum orifice diameter of 3/6-inches) Notes' ' WO - Basin S6 - UD-BMP_v3.03.zism, PPS 8/9/2017, 8:59 AM i FI ' I `1 1 fi 0 w 0 7 7 N �^ 7 v O N N N F+ D1 Ln A W N N A W N FA 7 Ot7 eT 7 O O O Z Z W W N N A W N f+ 7 O O O O O O O O O O O O F+ O O d F+ W F+ I-+ N N N N N W O W N O (1 V W F+ O A V V V 00 W to N 7 01 D1 D1 0) A V tD o o V tD 1+ T G1 D W W W W 0) W W W W W W W W W -� n n n n rf n n n n n n W W W A OOi O d 0 0 0 O d .Ni O N IN/1 N N N < W 3 3 3 3 3 3 3 3 3 3 W < 3 3 3 LT tT a- a- Q T ; Q m N N !D W W W A m IO m N rf to W N N t/) Z Z Z Z m m m m m m Z m m r O O O O to to N to In In O to to mK N m v 3 D 0 0 0 0 0 0 o o to r D 3; D 3;p o o � D r m m m W W W W W W W W W O_ m O O O O to to D1 (3) 01 tD O w A to H W 7 CL N 0, O 3 ,< r v? O m O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 o c o o o D O OOO W O OOO A < w 0 W W W W W W W W W W W W W W N O n O O O O O O O O O o 0 OLn O o O c O 0 O v m D O O V W pA O O V N 0 F T O) Ul W 0) W W O W I-+ W W 0) 00 W 1+ W W W W W 00i 7 W O Z Z Z Z Z Z 2 Z V Z Z W w d \ \ \D \ W \D \ \ \ Om \ \' N F+ N N D D D � D D D � D D ONO� o+ N 0 0 0 o v o 0 0 0 0 0 0 0 0 ~ 00fu V <D to0 m W z c Z Z Z Z w Z Z Z Z Z Z Z N w y 0 o D 'm W l _�, � ` ��1• � ti tlr74CE North arnF nninaarinn.rom // 970.771.415R ■� NORTHERN ENGINEERING Lake Avenue u [1 A comprehensive Erosion and Sediment Control Plan (along with associated details) will be 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, 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 CS2 of the Utility Plans. The Utility Plans at final design will 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 BMPs. Final Erosion Control Report \ ` f` ``� 1` ` �1� ;ccc0000000coom ZOOMED O000000oo EM 00000111:oOml STANDARD AT FORT COLLI V o DRAINAGE EXHIBIT If z m n T fi ~ � T NORTHERN ENGINEERING „ w ... Design LID Area Percent of Site Area a Area of Percent Run on Area Run-on Area Basin ID Basin Area Treatment SWORD Treated by Treated by LID Pavers Asphalt pavers far Paver "do Point Lo system System Paraing SecBon nl N1 0.336 ac. StornnTecb Yes 0.226 ac. 5% 0A20ac GUMac. 13.166, 0.064 3.2 Chambers n2 N2 OA%at.. Pavers Yes 0.156 ac. 4% 0.042 ac 0.087x. 48.2814 0.083 2.1 n3 N3 1.391 ac. Send Filter Yes 1.391 ac. 33% 0.000 ac. 0.000 x. N/A 0 WA M N4 0.089 ac. No N/A OR 0.000ac 0.000 x. N/A 0 WA sl 51 0.377 ac. Starmi Yes 0.377 ac. 9% 0.024ac 0.%1 x. 47.06% 0 N/A Chambers 52 52 0.370 ac. StamlTeNYes 0.3T1 ac. 6% 0.000 ac. 0.038 At. WA 0 N/A Chambers s3 53 0.2M ac StormTech Yes D.2Mac. 6% 0.000 ac. 0.043 St. WA 0 N/A Chambers 0 fill. 0.249 ac. StomlTech Yes 0349 ac. 6% 0.000 ac. 0.031 x. N/A 0 N/A 35 SS 0.3W ac. 5tar Yes 0.307 ac. 5% O.Il00ac 0.000 St. NIA 0 WA C bers ham 56 56 0.214 ac. Pavers Yes 0.214 ac. 5% 0.023 ac 0.313x. 20.35% 0.0319 3.1 onl ON3 0.136ac. Grass Buffer No WA C% O.OWae 0.047x. WA 0 N/A on2 ON2 0.126 ac. Grass Buffer No N/A 096 O.00Dac. 0.000 ac N/A 0 N/A DAL 051 0.366 ac. Grass Buffer No WA OAWac 0.155 ac. N/A 0 WA oa 09 DADS ac. Grass Buffer No N/A 0% OAOOac 0.000 ac. N/A 0 N/A Tami 4.23 BE. 3.360 x. 79% 0.109 ac 0.711 ac. 15.20% iY II I ri I ' I Ll I I I I r' r' I Ly LF I �\ - -�/ =-------- ------- -------- � osz uum ..TI yj POOR IFMA1 / / gV' C a NOWATERQUALITY MOCTWEARS Ia�r am.__._L.Emil=1111 HEN ...V.. ' ■ I I I I r SEANET won / r I ■ BUILDING 2 ■ ■ 0 /i ■ I ,/ I / 1 I / s3 ./ 1"��ffel�CLl56�"; Ike fly • I�iii" 1 I I 1 1 1 If II II II II III III III I! LAKE STREET (60' PUBLIC ROW) W& _111IMM. w F- h BUILDING 1 I - - ,-'r---r-r ----------------- K _ p I I \ - ' THE SLAB \ I I J_ PROSPECT ROAD (60' PUBLIC ROW) . . s IM0 GRAPHIC SCALE: ® NORTH mAD Iwr%]I LEGEND: uleTINQ smxx SLxsER UVE u EnisnxG cote or FsolvaT Dc EXDnxGCURST3U ER LQWNE INLET PROPOSED STOW DRANWITH nonaE ` II PROPOSED CONTOUR URxwnERawuriE i on2 I �'->w .. I ----4950---- FISTING G«navR Rzj BANK ACFE pP00 L/CE 1 i y CONCENTRATED D RECTDFanELipx o+m ° EXOrTINGINUETCURATE 9 I FF1911XaaECIO.INEE altls]ING CONIF. TREE aroNAL EN \ I Ir L 45 "ISTINOLIGIn FqE I {". "Di STUMP ZD9 CAAN eaBASiSIINN�eV I � , I AwwncE usw %xowEwoncaEFF. = w �- y R.EeeLE PAVERS Z z W I I I NOTES: I I. I PREFERTO THE VIRAL DRAINAGE REPORT isFOR COLLRVBY NORMRN ENgNEEBINC, DATED 05 /10/18 FOR ACOTONKLINFORMATION, {888[ Or fH j RUNOFF SUMMARY TABLE: I _ I 1 II CALLU%NIY�� RXNR6 MAN callbabalON. CBIImA.rm ay 'Ov:L4Ea R WIN IS WAL AREA a ciao (eGO aim xl am "I LED allo xa ARE! 0328 a]a am am Sao AD 1.107 0.96 1.00 am IIM IN am 0.70 am a19 an $1 am 0..I8 0.97 am 2a3 % Sam "I 1% DID 2m N 03Y 019 097 am 2.0 % pa10 am IDO an YES 8a am 09S IEO Om 0% % Eae 0.61 an an Om a% pN IM E81 All Dam A@ 011E aN an is an ml a" a" ON OM 221 UPS MUM DID 011 L FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: tlty plElgn 0.M CICIXEO BY a4Fr a aMmtn Peps SLY ClSglm BY ILY d CHECKED BY: AEgQD BY: CHECKED Be 6 P�DIU �§ m eJ E� Se z Z 0 U 0 a Q ❑ H m 2 x LU LU Z Sheet C7.00 31 of 31