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Home My WebLink AboutSWEETWATER BREWING - BEER GARDEN - MJA210004 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE MEMO: WATERFIELD MINOR SITE PLAN AMENDMENT FORT COLLINS | GREELEY 1 | 4 August 18, 2021 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 RE: DRAINAGE MEMO FOR LOT 1 & 2, FORT COLLINS BREWERY SWEETWATER BREWING MAJOR AMENDMENT CITY OF FORT COLLINS, COLORADO PROJECT NUMBER: 100-033 Dear Staff: Sweetwater Brewing has bought the property previously developed by Fort Collins Brewery and previously occupied by Red Truck Brewing Company. Sweetwater Brewing is proposing a major site plan amendment to allow for a beer garden along with a revised parking lot shifted into the undeveloped Lot 1 of the original Fort Collins Brewery Plat. The proposed improvements consist of a new parking lot shifted west from its existing condition and a beer garden to take its place. The beer garden will consist of various furniture, surface types and landscape features to accommodate patrons for outdoor activities. This area of the property was previously analyzed as part of the Final Drainage, Erosion Control and Water Quality Report for Fort Collins Brewery, Fort Collins, Colorado prepared by Apex Engineering dated April 20, 2009. This area was also amended as part of the Red Truck Brewery – Minor Amendment prepared by Apex Engineering dated August 23, 2017. The proposed improvements are located on the northwest corner and along the west side of the existing building. The existing area consists of a parking lot along with sidewalk, landscaping, and a portion an outdoor patio at the southwest corner of the building. Lot 1 consists of gravel surfacing. The existing area sheet drains to the northeast to an inlet in the center of the drive aisle which conveys the runoff to the site’s detention pond at the SE corner of the lot. The proposed improvements have been delineated into five separate basins described in detail below. Basin A1 consists of 0.46 acres of about two thirds of the proposed parking lot, sidewalk, bicycle parking and the proposed rain garden. Flows from this basin will sheet drain across the parking lot and be conveyed via curb and gutter to a sidewalk chase that discharges into the rain garden which will treat the water quality control volume up to 10” of depth. This runoff will discharge via underdrain following treatment into the existing storm line in the existing drive aisle to the north. The sidewalk chase will be able to convey the 10-year storm event of 1.73 cfs. This basin generates 1.01 cfs in the minor storm and 4.40 cfs in the 100-year with a percent impervious of 75% Basin B1 consists of 0.31 acres of the proposed beer garden area that includes concrete paths, artificial turf areas, landscaped seat walls, a structural stage, and a portion of the existing building’s roof. Flows from this basin will sheet drain to three defined sumped areas with an inlet to a proposed storm sewer. The storm sewer has been sized to convey the maximum amount of flow without surfacing above ground. This flowrate is 2.3 cfs with 1.3 cfs going to the most northern area and 0.5 cfs in each of the other two areas. The rest of the 100-year runoff will pond up on the surface and overtop to the next sumped area at specific elevations. These overtopping elevations were calculated using the HY8 program (see attached calculations). The first area receives one third of the 100-year flow (3.12 cfs). Because 0.5 cfs is underground, this leaves 0.54 cfs to pond up. This flow was calculated to overtop to the next area at an elevation of 4944.76. The next area also has an additional 0.54 cfs ponding up with the added 0.54 cfs from the first sumped area. This 1.08 cfs was calculated to NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE MEMO: WATERFIELD MINOR SITE PLAN AMENDMENT FORT COLLINS | GREELEY 2 | 4 overtop at an elevation of 4944.69. Lastly, the water will pond up in the third sumped area and eventually drain into the proposed rain garden at an elevation of 4944.62. Once it reaches the rain garden, it follows the same drainage path as basin A1. The ponding elevation of this area will not exceed 4944.76 which does not endanger the building which has a finish floor elevation of 4945.26’. This basin generates 0.74 cfs in the minor storm event and 3.12 cfs in the 100-year event with a percent impervious area of 77%. Basins A1 and B1 contains 0.49 acres of the total 0.65 acres of the newly added or modified impervious area. This is 75% of the impervious area for the project. These basins consist of the area that will be treated by the proposed rain garden for Low Impact Development requirements. The effective imperviousness of these combined basins is 76% requiring a WQCV of 682 cf. 699 cf is provided with a ponding depth of 10”. An underdrain system will collect the WQCV and discharge it into the existing storm line in the north drive aisle. Basin C1 consists of 0.16 acres of the rest of the proposed parking lot, sidewalk, the existing trash enclosure, and landscaping. Flows from this basin will sheet drain to the center of the drive aisle which is then conveyed to an existing storm inlet which is eventually conveyed to the site’s existing detention pond. This basin is not treated through the proposed rain garden but is accounted for in the existing pond both for water quality and the 100- year detention volume. This basin generates 0.41 cfs in the minor storm event and 1.78 cfs in the 100-year event with a percent impervious of 94%. Basin D1 consists of 0.07 acres of landscaping. Flows from this basin follow the existing drainage paths of draining onto the adjacent lots to the west and north. This basin generates 0.04 cfs in the minor storm and 0.17 cfs in the 100-year event with a percent impervious of 2%. As this is the existing condition and the imperviousness is not increasing, this flow is considered negligible. Basin E1 consists of a portion of the existing roof, concrete patio, landscape wall, and landscaping. Flows from this basin will sheet drain into a proposed trench drain which discharges into an existing swale along the south side of the building which discharges into the existing detention pond. This basin is not treated in the proposed rain garden but is accounted for in the existing pond for both the water quality and the 100-year detention volume. This basin generates 0.13 cfs in the minor storm event and 0.58 cfs in the 100-year storm event with a percent impervious of 81%. The existing detention pond was designed with a water quality storage volume of 0.094 acre-ft which is treated through the pond’s outlet structure. The pond was also designed with a 100-year storage volume of 0.99 acre-ft. This was based on a percent impervious of 83% for an area of 2.70 acres. The proposed percent impervious is 73% meaning the existing infrastructure is adequately sized for the proposed improvements with no negative impact. The narrative for the Fort Collins Brewery project indicated that the existing parking lot was designed to detain 0.17 acre-ft of the 100-year storm event. At an elevation of 4940.60 NVGD 29 (4943.78 NAVD88), the proposed improvements will fill a portion of the previously designed parking lot inundation area, thereby needing to accommodate this detention volume in the proposed improvements. The existing parking lot grading was analyzed and compared to the proposed improvements grading. Based on a topographic survey performed by Northern Engineering on July 6th, 2021, a surface was created comparing the existing parking lot to the 100-year water surface elevation. The area of the parking lot used for the 100-year inundation contained a volume of 0.18 acre-ft at the 100-wsel of 4943.78’. Another surface was created with the added improvements (both the Sweetwater Major and Minor Site Plan amendments) and compared to the new limits of the 100-wsel. The volume decreases to 0.17 acre-ft which is in compliance with the approved Final Drainage, Erosion Control and Water Quality Report for Fort Collins Brewery, Fort Collins, Colorado dated April 20, 2009, along with the Drainage Memo for the Red Truck Brewery – Minor Amendment dated August 23, 2017. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE MEMO: WATERFIELD MINOR SITE PLAN AMENDMENT FORT COLLINS | GREELEY 3 | 4 The overall stormwater management strategy employed with the Sweetwater Beer Garden 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 redeveloped from the current use by implementing multiple Low-Impact Development (LID) strategies including: Selecting a site that has been previously developed to reduce development impacts. Routing flows, to the extent feasible, through a bioretention located for water quality purposes. Stormwater will be routed through a sand filter to increase filtration. Through existing on-site detention time of concentration will increase and reduce loads on downstream storm infrastructure. Providing a bioretention facility that will treat 75% of the newly added impervious area for additional treatment prior to the existing water quality pond. 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, urban development of this intensity will still generate stormwater runoff that will require additional BMPs and water quality. The majority of stormwater runoff from the site will be intercepted and treated using bioretention. The rest will flow and be conveyed directly to the existing water quality pond at the southeast corner of the site. Step 3 – Stabilize Drainageways There is no major drainageway within the subject property making this step not applicable. Step 4 – Implement Site Specific and Other Source Control BMPs. The proposed project includes a concrete parking lot and pedestrian sidewalks, all of which will require the need for site specific source controls including: A existing trash enclosure on the northwest corner of the property. The proposed development will provide LID features within the existing water quality pond to provide enhanced water quality. The bioretention facility is designed to capture the first flush storm event for basins A1 and B1; thus, eliminating sources of potential pollution previously left exposed to weathering and runoff processes. The revised impervious area for the project is less than the previously approved impervious area for Fort Collins Brewery from the approved drainage report. The approved percent impervious was 83% for an area of 2.70 acres. The percent impervious of the property including the improvements is 73% for the same 2.70 acres. This is less than the approved percent impervious. The decrease in percent impervious will not negatively impact the existing drainage infrastructure. The proposed improvements are in compliance with the approved Final Drainage, Erosion Control and Water Quality Report for Fort Collins Brewery, Fort Collins, Colorado dated April 20, 2009. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE MEMO: WATERFIELD MINOR SITE PLAN AMENDMENT FORT COLLINS | GREELEY 4 | 4 If you should have any questions or comments, please feel free to contact us at your convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. CODY T PAPE, EIT Civil Engineer Attachments · Attachment A Rational Calculations · Attachment B Storm Sewer Calculations · Attachment C Rain Garden Calculations · Attachment D Drainage Exhibits CHARACTER OF SURFACE1: Percentage Impervious 2-yr Runoff Coefficient 10-yr Runoff Coefficient 100-yr Runoff Coefficient Developed Asphalt .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 0.95 1.19 Concrete .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 0.95 1.19 Rooftop .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………90%0.95 0.95 1.19 Gravel .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 0.50 0.63 Pavers .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 0.50 0.63 Landscape or Pervious Surface Playgrounds .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………25%0.35 0.35 0.44 Lawns Clayey Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.25 0.25 0.31 Lawns Sandy Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.15 0.15 0.19 Notes: Basin ID Basin Area (ac) Area of Asphalt (ac) Area of Concrete (ac) Area of Rooftop (ac) Area of Gravel (ac) Area of Pavers (ac) Area of Playgrounds (ac) Area of Lawns (ac) Composite % Imperv. 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient A1 0.46 0.00 0.34 0.00 0.00 0.00 0.00 0.12 75% 0.77 0.77 0.96 B1 0.31 0.00 0.12 0.13 0.00 0.00 0.00 0.06 77% 0.81 0.81 1.02 C1 0.16 0.00 0.15 0.00 0.00 0.00 0.00 0.01 94% 0.90 0.90 1.13 D1 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.07 2% 0.25 0.25 0.31 E1 0.05 0.00 0.03 0.01 0.00 0.00 0.00 0.01 83% 0.85 0.85 1.06 EX1 1.65 0.00 0.60 0.58 0.14 0.00 0.00 0.32 72% 0.77 0.77 0.97 TOTAL SITE 2.70 0.00 1.25 0.72 0.14 0.00 0.00 0.59 73% 0.77 0.77 0.97 DEVELOPED BASIN % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS 2) Runoff Coefficients are taken from the Fort Collins Stormwater Criteria Manual, Chapter 3. Table 3.2-1 and 3.2-2 1) Percentage impervious taken from the Fort Collins Stormwater Criteria Manual, Chapter 5, Table 4.1-2 and Table 4.1-3 Overland Flow, Time of Concentration: Channelized Flow, Time of Concentration: Total Time of Concentration : T c is the lesser of the values of Tc calculated using T c = T i + T t C2 C100 Length, L (ft) Slope, S (%) Ti2 Ti100 Length, L (ft) Slope, S (%) Roughness Coefficient Assumed Hydraulic Radius Velocity, V (ft/s) Tt (min)Tc (Eq. 3.3-5) Tc2 = Ti +Tt Tc100 = Ti +Tt Tc2 Tc100 a1 A1 0.77 0.96 54 1.86% 3.7 1.6 190 0.59% 0.026 0.53 2.88 1.1 11.4 4.8 2.7 5.0 5.0 b1 B1 0.81 1.02 54 2.40% 3.0 0.9 0 N/A 0.026 0.53 N/A N/A 10.3 3.0 0.9 5.0 5.0 c1 C1 0.90 1.13 45 3.06% 1.7 -0.3 74 0.51% 0.026 0.53 2.69 0.5 10.7 2.2 0.1 5.0 5.0 d1 D1 0.25 0.31 35 1.00% 9.4 8.8 0 N/A 0.026 0.53 N/A N/A 10.2 9.4 8.8 9.4 8.8 e1 E1 0.85 1.06 35 0.77%3.0 0.4 0 N/A 0.026 0.53 N/A N/A 10.2 3.0 0.4 5.0 5.0 DEVELOPED DIRECT TIME OF CONCENTRATION Channelized Flow Design Point Basin Overland Flow Time of Concentration Frequency Adjustment Factor: (Equation 3.3-2 FCSCM) (Equation 5-5 FCSCM) (Equation 5-4 FCSCM) (Equation 3.3-5 FCSCM) Table 3.2-3 FCSCM Therefore Tc2=Tc10 Rational Method Equation: Rainfall Intensity: a1 A1 0.46 5.0 5.0 0.77 0.96 2.85 4.87 9.95 1.01 1.73 4.40 b1 B1 0.31 5.0 5.0 0.81 1.02 2.85 4.87 9.95 0.71 1.21 3.12 c1 C1 0.16 5.0 5.0 0.90 1.13 2.85 4.87 9.95 0.41 0.69 1.78 d1 D1 0.07 8.8 8.8 0.25 0.31 2.35 4.02 8.21 0.04 0.07 0.17 e1 E1 0.05 5.0 5.0 0.85 1.06 2.85 4.87 9.95 0.13 0.23 0.58 Tc100 (min) Intensity, i2 (in/hr) Intensity, i100 (in/hr) DEVELOPED RUNOFF COMPUTATIONS Design Point Basin(s)Area, A (acres) Tc2 (min) Flow, Q2 (cfs) Flow, Q100 (cfs) C2 C100 IDF Table for Rational Method - Table 3.4-1 FCSCM Intensity, i10 (in/hr) Flow, Q10 (cfs) ()()()AiCCQf= BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) A1 0.46 5.0 5.0 0.77 0.96 1.01 4.40 B1 0.31 5.0 5.0 0.81 1.02 0.71 3.12 C1 0.16 5.0 5.0 0.90 1.13 0.41 1.78 D1 0.07 8.8 8.8 0.25 0.31 0.04 0.17 E1 0.05 5.0 5.0 0.85 1.06 0.13 0.58 Rational Flow Summary | Developed Basin Flow Rates 8/17/20213:16 PM P:\100-033\Drainage\Hydrology\100-033_Proposed Rational Calcs (FCSCM)-Major\Summary Tables Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Aug 17 2021 Sidewalk Walk Chase 100-Year Max Flow Rectangular Bottom Width (ft) = 2.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 1.00 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 3.88 Highlighted Depth (ft) = 0.50 Q (cfs) = 3.880 Area (sqft) = 1.00 Velocity (ft/s) = 3.88 Wetted Perim (ft) = 3.00 Crit Depth, Yc (ft) = 0.49 Top Width (ft) = 2.00 EGL (ft) = 0.73 0 .5 1 1.5 2 2.5 3 Elev (ft)Depth (ft)Section 0.75 -0.25 1.00 0.00 1.25 0.25 1.50 0.50 1.75 0.75 2.00 1.00 Reach (ft) Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Aug 18 2021 100-YEAR EMERGENCY OVERFLOW CURB CUT Rectangular Weir Crest = Sharp Bottom Length (ft) = 6.00 Total Depth (ft) = 0.50 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 7.00 Highlighted Depth (ft) = 0.50 Q (cfs) = 7.000 Area (sqft) = 2.98 Velocity (ft/s) = 2.35 Top Width (ft) = 6.00 0 1 2 3 4 5 6 7 8 Depth (ft)Depth (ft)100-YEAR EMERGENCY OVERFLOW CURB CUT -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. Water Surface Profile Plot for Culvert: Culvert 1 Site Data - Culvert 1 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 44.42 ft Outlet Station: 39.67 ft Outlet Elevation: 44.40 ft Number of Barrels: 1 Culvert Data Summary - Culvert 1 Barrel Shape: Circular Barrel Diameter: 0.01 ft Barrel Material: PVC Embedment: 0.00 in Barrel Manning's n: 0.0110 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None Water Surface Profile Plot for Culvert: Culvert 2 Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 44.42 ft Outlet Station: 34.86 ft Outlet Elevation: 44.20 ft Number of Barrels: 1 Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 0.01 ft Barrel Material: PVC Embedment: 0.00 in Barrel Manning's n: 0.0110 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =76.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.760 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 33,541 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =682 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =10 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 0.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =510 sq ft D) Actual Flat Surface Area AActual =839 sq ft E) Area at Design Depth (Top Surface Area)ATop =839 sq ft F) Rain Garden Total Volume VT=699 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Rain Garden (RG) Cody Pape Northern Engineering August 17, 2021 100-033 - Sweetwater Brewing UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO 100-033_LID Sizing, RG 8/17/2021, 3:13 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW THE LINER IF THE SUBGRADE IS ANGULAR 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) Cody Pape Northern Engineering August 17, 2021 100-033 - Sweetwater Brewing Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO 100-033_LID Sizing, RG 8/17/2021, 3:13 PM SSSSSSSSSSSS SS SS SS SSSSTELECABLEVAULTF.O.ELECVAULTF.O.VAULTF.O.VAULTF.O.ELECELECCONTROLIRRFDCCONTROLIRRELECELECBRKRELECBRKREEEEEEEEEEEEEEGGGGGGGGGWWWWWWEEE E E E E E E EGGFOFOEEEEE GGE E E EEEEEEFO EEEEEEGGGGGGGGGGGG G G G G G FO FOFOFOFOFOFOW W W W W W W W W WEEEEFOFOFOFOFOFOFOFOEEEEEEWWWWWXXXXXXXXXXXSTSTSTSTSTSTSTSTSTSTSTSTCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVEEEEEEEEEEEEEWWWWEAST LINCOLN AVENUEX XXXXXXUDUDUDUDUDUDUDNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS E E EEEEEEEEECTV CTVCTVCTVCTVCTVCTVCTV225 LEMAY LLC225 N LEMAY AVEa1b1e1d1c1A1B1D1E1EX1EXISTING 10'UTILITY EASEMENTEXISTING UTILITY ANDDRAINAGE EASEMENTEXISTING 30'ACCESS, EMERGENCY ACCESS,UTILITY AND DRAINAGE EASEMENTEXISTING UTILITY ANDDRAINAGE EAESMENTEXISTING UTILITY ANDDRAINAGE EASEMENT24' EMERGENCY ACCESSEASEMENT DEDICATED BYSEPARATE DOCUMENTC1PROPOSED INLETPROPOSED INLETPROPOSED INLETPROPOSED INLETPROPOSED SIDEWALK CHASEEXISTING INLETEXISTING SWALEEXISTING DRAINAGE AND UTILITY EASEMENTPROPOSEDRAIN GARDENPROPOSED TANK FARMSEE LOT 2, FORT COLLINS BREWERYSWEETWATER BREWING MINOR AMENDMENTFOR DESIGN.EXISTING BREWERY BUILDINGPROPOSED OVERTOP 3ELEVATION: 4944.62PROPOSED OVERTOP 1ELEVATION: 4944.76PROPOSED OVERTOP 2ELEVATION: 4944.69PROPOSED OVERTOPELEVATION: 4944.62PROPOSED 100-YEAR OVERFLOW6' CURB CUT AT ELEVATION: 4943.54PROPOSED4" TRENCH DRAINEXISTING UTILITY ANDDRAINAGE EASEMENTEXISTING 26'ACCESS, EMERGENCY ACCESS,UTILITY AND DRAINAGE EASEMENTEXISTING 15' UTILITYAND DRAINAGE EASMENTEXISTING DRAINAGEEASEMENTEXISTING 15'UTILITY EAEMENTSTORM DRAIN LINE 1SEE SHEET C3.01STORM DRAIN LINE 1ASEE SHEET 06100-YEAR WSELINUNDATION AREA100-YEAR OVERTOPPINGELEVATION: 4943.90CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOUDIG, GRADE, OR EXCAVATE FOR THE MARKING OFUNDERGROUND MEMBER UTILITIES.CALL UTILITY NOTIFICATION CENTER OFCOLORADOKnow what'sbelow.before you dig.CallRNORTH( IN FEET )1 inch = ft.Feet02020204060FOR DRAINAGE REVIEW ONLYNOT FOR CONSTRUCTIONLEGEND:PROPOSED CONTOURPROPOSED STORM SEWERPROPOSED SWALEEXISTING CONTOURPROPOSED CURB & GUTTERPROPOSED INLETADESIGN POINTFLOW ARROWDRAINAGE BASIN LABELDRAINAGE BASIN BOUNDARYNOTES:1.REFER TO THE "FINAL DRAINAGE, EROSION CONTROL AND WATER QUALITYREPORT FOR FORT COLLINS BREWERY" DATED APRIL 20, 2009 AND "DRAINAGEMEMO RED TRUCK BREWERY - MINOR AMENDMENT" DATED AUGUST 23, 2017, BYAPEX ENGINEERING FOR PREVIOUSLY APPROVED DESIGNS AND CALCULATIONS.REFER TO "LOT 2, FORT COLLINS BREWERY - SWEETWATER BREWING MAJORAMENDMENT" BY NORTHERN ENGINEERING, FOR RAIN GARDEN SIZING ANDDRAINAGE CALCULATIONS.DESCRIPTIONDATEENGINEERNGIEHTRONRNFORT COLLINS: 301 North Howes Street, Suite 100, 80521GREELEY: 820 8th Street, 80631970.221.4158northernengineering.comAPROJECT INFORMATIONSHEET INFORMATION PROJECT PHASE ARCHITECTSEAL ISSUE DATE:PROJECT #:CONSULTANT T - 970.484.0117F - 970.484.0264315 East Mountain AveSuite 100Fort Collins, CO 80524-2913© 2021www.rbbarchitects.comARCHITECTSREVISIONS:100-033CONSTRUCTION DOCUMENTS 08/18/2021BCD54321SWEETWATER BEER GARDEN 1020 EAST LINCOLN AVENUE FORT COLLINS, COLORADO 80524 SWEETWATER BREWING COMPANY NOT FOR CO N S T R U C T I O N REVIEW SE T These drawings are instruments of serviceprovided by Northern Engineering Services,Inc. and are not to be used for any type ofconstruction unless signed and sealed by aProfessional Engineer in the employ ofNorthern Engineering Services, Inc.DESIGNED BY: C. Pape REVIEWED BY: S. Thomas OF 14DRAINAGE EXHIBITC6.02BASINDESIGNATIONMINOR "C2"ABASINAREA (AC)MAJOR "C100"Rational Flow Summary | Developed Basin Flow RatesBASINTOTALAREA(acres)Tc2(min)Tc100(min)C2C100Q2(cfs)Q100(cfs)A10.465.05.00.770.961.014.40B10.315.05.00.811.020.713.12C10.165.05.00.901.130.411.78D10.078.88.80.250.310.040.17E10.055.05.00.851.060.130.58100-YEAR INUNDATION AREA14100-YEAR OVERTOP CONTOUR ELECTELEVAULTF.O.CABLEVAULTF.O.ELECVAULTF.O.VAULTF.O.VAULTF.O.ELECELECCONTROLIRRFDCCONTROLIRRELECELECBRKRELECBRKREEEEGGGWEE E EFOE GE EEEEGGGGG G FOW W W WEFOFOFOFOEEEWWXXXXSTSTST12' Ø TANK5' Ø TANKCTVCTV CTV CTVCTV E EEEEW XXUDNYLOPLAST DUCTILE IRONDO NOT POLLUTE DRAINS TO WATERWAYS EEEECTVCTVEAST LINCOLN AVENUESSSSSS A1B1D1E1EX1C12' SIDEWALKCHASE3.88 CFS IN 100-YR100-YR OVERTOPELEV: 4943.900.52 CFS IN 100-YRMAX CAPACITY 8"1.00 CFSBASIN B1 ASSUMED TO SPLIT TO 3 INLETSEVENLY (1.04 CFS TO EACH INLET). PIPELINEDOES NOT HAVE CAPACITY FOR FULL 100-YR.FLOWS ARE ROUTED THROUGH ACOMBINATION OF THE PIPELINE ANDOVERTOPPING IN THE BEER GARDENMAX CAPACITY 12"2.30 CFS0.5 CFSTO 12"INLET0.5 CFSTO 12"INLETOVERTOP 10.54 CFSOVERTOP 21.08 CFS1.3 CFSTO 15"INLETOVERTOP 30.82 CFSEMERGENCY OVERFLOW7.0 CFSRAIN GARDENRational Flow Summary | Developed Basin Flow RatesBASINTOTALAREA(acres)Tc2(min)Tc100(min)C2C100Q2(cfs)Q100(cfs)A10.465.05.00.770.961.014.40B10.315.05.00.811.020.713.12C10.165.05.00.901.130.411.78D10.078.88.80.250.310.040.17E10.055.05.00.851.060.130.58DRAWN BY:SCALE:ISSUED:SWEETWATER BEERGARDENSHEET NO:FORT COLLINS: 301 North Howes Street, Suite 100, 80521GREELEY: 820 8th Street, 80631ENGINEERNGIEHTRONRN970.221.4158northernengineering.comP:\100-033\DWG\EXHIBITS\2021-08-18 FLOW ROUTING EXHIBIT\FLOW ROUTING EXHIBIT.DWG FLOW ROUTING EXHIBITSWEETWATER BEER GARDENC. Pape1in=50ft08-18-20211 OF 1 XXSSSSSSSSELECTELEVAULTF.O.CABLEVAULTF.O.VAULTF.O.VAULTF.O.ELECELECFDCIRRELECELECBRKRELECBRKREEEEGGGEE E EE GE EEEEGGGGG G FOW W W WEFOFOFOFOEEXXXXSTSTST FND #4 REBARW/RPC, ILLEGIBLEFND #5 REBARW/OPC, PLS 37968EDMONDSFND #5 REBARW/OPC, PLS 37968EDMONDSCTVCTV CTV CTVCTV E EEEEW 100-YR WSEL: 4,943.78PARKING LOT DETENTIONDRAWN BY:SCALE:ISSUED:SWEETWATER BEERGARDENSHEET NO:FORT COLLINS: 301 North Howes Street, Suite 100, 80521GREELEY: 820 8th Street, 80631ENGINEERNGIEHTRONRN970.221.4158northernengineering.com100-YEAR INUNDATION STAGE STORAGESWEETWATER BEER GARDENC. Pape1in=50ft08-18-20211 OF 1ELEVAREATOTAL(sq. ft.)DEPTH(ft)AVG ENDINC. VOL.(cu. ft.)AVG ENDTOTALVOL.(cu. ft.)AVG ENDTOTALVOL.(AC. ft.)4,942.7021N/AN/A00.0004,942.804440.1023230.0014,942.901,2180.10831060.0024,943.002,3370.101782840.0074,943.103,8030.103075910.0144,943.205,4840.104641,0550.0244,943.307,3470.106421,6970.0394,943.409,4970.108422,5390.0584,943.5011,3430.101,0423,5810.0824,943.6013,1070.101,2224,8040.1104,943.7014,8940.101,4006,2040.1424,943.7816,0510.081,2387,4420.1714,943.8016,3400.023127,7540.178