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HomeMy WebLinkAboutKUM & GO #0951 - PDP210013 - DOCUMENT MARKUPS - ROUND 3 - DRAINAGE REPORT PRELIMINARY DRAINAGE REPORT KUM & GO #0 951 FORT COLLINS , CO 949 E PROSPECT RD Prepared for: Kum & Go, L.C. 1459 Grand Avenue Des Moines, IA 50309 Contact: Ryan Halder (515) 457-6232 Prepared by: Olsson 1880 Fall River Drive, Suite 200 Loveland, CO 80538 Contact: Josh Erramouspe, PE (970) 461-7733 February 9th, 2022 Olsson Project No. 020-2883 December 2018 Kum & Go #951 February 9, 2022 Project No. 020-2883 S-1 ENGINEER’S STATEMENT This report and plan for the drainage design for Kum & Go #0951 was prepared by me (or under my direct supervision) and is correct to the best of my knowledge and belief. Said report has been prepared in accordance with the City of Fort Collins Storm Drainage Criteria. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. I accept responsibility for any liability caused by any negligent acts, errors, or omissions on my part in preparing this repor t. Josh Erramouspe Colorado Licensed Professional Engineer No. 42141 Kum & Go #951 February 9, 2022 Project No. 020-2883 S-2 TABLE OF CONTENTS 1.0 GENERAL LOCATION AND DESCRIPTION ....................................................................... 1 2.0 DRAINAGE BASIN AND SUB-BASINS ................................................................................ 2 3.0 DRAINAGE BASIN CRITERIA ............................................................................................. 6 4.0 DRAINAGE FACILITY DESIGN ........................................................................................... 6 5.0 CONCLUSION ..................................................................................................................... 8 6.0 REFERENCES ..................................................................................................................... 9 APPENDICES APPENDIX A HYDROLOGIC CALCULATIONS APPENDIX B HYDRAULIC CALCULATIONS APPENDIX C REFERENCED INFORMATION Kum & Go #951 February 9, 2022 Project No. 020-2883 1 1.0 GENERAL LOCATION AND DESCRIPTION This document is the Final Drainage Report for Kum & Go #0951 (the “SITE”). The purpose of this report is to identify onsite and offsite drainage patterns, storm sewer, inlet locations, and areas tributary to the site with the goal of safely routing developed storm water runoff to adequate outfall facilities. The proposed project is located within at 949 E Prospect Road, being a portion of the northwest quarter of Section 24, Township 7 North, Range 69 west of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. The proposed site is bordered on the north by Prospect Road, on the east by Lemay Avenue, and on the west and south by residential houses. Currently the site consists of a convenience store with two fuel pumps, three single story houses, two garages, a storage shed, and a concrete retaining wall. Development of the site will require demolition of the existing structures, as well as the convenience’s store fuel pumps and concrete retaining wall. The proposed area of improvements is 1.46 acres while the proposed Kum & Go property is to be 1.20 acres. The remainder 0.26 acres is to be for improvements to the adjacent right-of-way along Lemay Avenue and Prospect Road. Based on the NRCS soil survey, the entirety of the soil present on the site is classified as Hydrologic Group C. The site generally slopes away from each of the existing structures. There are curb inlets located adjacent to the property along E Prospect Road and S Lemay Avenue. Changes to the site grading are proposed to ensure proper drainage around the proposed building and parking lot. These changes will include installation of curb, gutter, concrete paving, storm sewer infrastructure, and an underground detention facility. Per FEMA Map Panel 08069C0983H, dated May 2nd, 2012, the majority of the site is within Zone X, Area of Minimal Flood Hazard. The southern property line and western curb and gutter of Lemay Avenue are within Zone AE, with small portions crossing into the subject property. The proposed building and canopy will both be within Zone X. Kum & Go #951 February 9, 2022 Project No. 020-2883 2 2.0 DRAINAGE BASIN AND SUB -BASINS Existing Basin Description: In the existing condition, the site drains towards the adjacent streets and is collected by curb inlets and underground storm sewer pipes that convey stormwater to the south towards Spring Creek. Using the rational method, runoff generated within the SITE’s proposed property line in the existing condition was calculated to be 0.89 cfs and 3.87 cfs for the 2-year and 100-year storm events, respectively. This area, denoted as Basin EX1, can be seen on the Existing Drainage Basin Map, located within Appendix C of this report. The existing drainage patterns for the land surrounding the property will not be impacted. All drainage from surrounding properties that is currently being routed through the SITE has been accounted for within the design of the SITE’s proposed storm sewer system. Proposed Major Basin Description: The proposed area of improvements has been divided into three categories of major drainage basins based off the proposed drainage patterns. These basins have been denoted as ONSITE, OFFSITE, and ROW. Descriptions of each are as follows. The ONSITE major basin is the area that will be conveyed to the proposed storm sewer system and underground detention facility. Detained runoff will be released from the underground detention facility at a controlled rate into the adjacent existing sewer infrastructure within S Lemay Avenue. The ONSITE major basin is comprised of basin R-1, R-2, and A through H. The OFFSITE major basin is the remainder of the area within the proposed Kum & Go property that will not be conveyed to the proposed storm sewer system and underground detention facility. Runoff from this major basin will flow offsite undetained and contribute additional runoff to the ROW major drainage basin. The OFFSITE major basin is comprised of basins OS.1 through OS.5. The ROW major basin is the remainder of the proposed area of improvements that is not within the proposed Kum & Go property line and will not be conveyed to the proposed storm sewer system and underground detention facility. Runoff generated within this major basin will follow the existing drainage patterns for both E Prospect Road and S Lemay Avenue. The existing storm sewer infrastructure within both roadways has been improved upon and analyzed for adequacy of these additional flows. The ROW major basin is comprised of basins ROW-1 through ROW-4. A description of each of the basins can be found in the following section. Proposed Sub-Basin Description: The three major drainage basins have been further divided into numerous drainage basins. The delineation of each of these basins can be found on the Proposed Drainage Basin Map within Appendix C. Kum & Go #951 February 9, 2022 Project No. 020-2883 3 Basin R-1 consists of proposed building roof area. Runoff generated in this basin will be captured by roof drains and be conveyed to the underground detention facility via the proposed storm sewer system. Basin R-2 consists of proposed canopy area. Runoff generated in this basin will be captured by roof drains and be conveyed to the underground detention facility via the proposed storm sewer system. Basin A consists of the western portion of the pavement area that will drain southwest to a proposed curb inlet (Inlet I2) in the southwest corner of the site. Stormwater collected in this inlet drains to the proposed underground detention facility. Basin B (comprised of Basin B.1 and B.2 as it is bisected by Basin R-2) consists of the central portion of the pavement area that will drain southeast to a proposed curb inlet (Inlet A) in the southern curb line. Stormwater collected in this inlet drains to the proposed underground detention facility. Basin C consists of an eastern portion of the pavement area that will drain southeast to a proposed trench drain located in the access drive along the property line. Stormwater collected by the trench drains to the proposed underground detention facility. Basin D consists of proposed landscape area in the northwestern corner of the site, north of the trash enclosure. Runoff generated in the basin will flow overland in a grass swale before being captured by an area inlet (Inlet P1) and conveyed to the proposed storm sewer system and underground detention facility. Basin E consists of proposed building sidewalk and landscape area along the eastern side of the building. Runoff generated in the basin will be captured by an area inlet (Inlet O4) and conveyed to the proposed storm sewer system and underground detention facility. Basin F consists of the proposed building sidewalk and landscape area along the western side of the building. Runoff generated in the basin will be captured an area inlet (Inlet M2) and conveyed to the proposed storm sewer system and underground detention facility. Basin G consists of proposed landscape area in the western portion of the property, including some area of the adjacent properties that are currently routing runoff through the SITE. Runoff generated in the basin will flow overland in a grass swale before being captured by an area inlet (Inlet K1) and conveyed to the proposed storm sewer system and underground detention facility. Basin H consists of proposed landscape area in the southwestern corner, including some area of the adjacent properties that are currently routing runoff through the SITE. Runoff generated in the basin will flow overland in a grass swale before being captured by an area inlet (Inlet I3) and conveyed to the proposed storm sewer system and underground detention facility. Kum & Go #951 February 9, 2022 Project No. 020-2883 4 Basin OS.1 consists of the proposed building sidewalk and landscape area along the northern side of the building. Runoff generated in the basin will flow offsite undetained to a proposed 10’ Type R inlet (Inlet V) located within basin ROW-1. Basin OS.2 consists of the proposed landscape area along the northeastern building corner. Runoff generated in the basin will flow offsite undetained to a proposed 5’ Type R inlet (Inlet W) located within basin ROW-2. Basin OS.3 consists of the proposed building sidewalk and landscape area along the southern building corner. Runoff generated in the basin will flow offsite undetained to two existing Type 13 combination inlets located within basin ROW-3. Basin OS.4 consists of the proposed bus stop benches and landscape area adjacent to S Lemay Avenue. Runoff generated in the basin will flow offsite undetained to basin ROW-4 and make its way to three existing Type 13 combination sump inlets located within the S Lemay Avenue curb line, approximately 200’ to the south of the property. Basin OS.5 consists of the of proposed landscape area in the southern portion of the property. Runoff generated within this basin will flow offsite undetained to the adjacent property to the south and make its way to three existing Type 13 combination sump inlets located within the S Lemay Avenue curb line, approximately 200’ to the south of the property. Basin ROW-1 consists of the southern half of E Prospect Road and the proposed adjacent sidewalks. Runoff generated within this basin will be routed via overland flow and curb and gutter to a proposed 10’ Type R inlet (Inlet V) located within the new proposed curb line of E Prospect Road. This proposed inlet is to serve as a replacement of the existing Type 13 combination inlet that is to be demolished with the curb and gutter along E Prospect Road. Basin ROW-2 consists primarily of the proposed right turn-lane, with the addition of some area within both E Prospect Road and S Lemay Avenue. Runoff generated within this basin will b e routed via overland flow and curb and gutter to a proposed 5’ Type R inlet (Inlet W) located within the new proposed curb line of S Lemay Avenue. This proposed inlet is to serve as a replacement of the existing Type 13 combination inlet that is to be demolished with the curb and gutter along S Lemay Avenue. Kum & Go #951 February 9, 2022 Project No. 020-2883 5 Basin ROW-3 consists of the western half of S Lemay Avenue and the proposed adjacent sidewalks. Runoff generated within this basin will be routed via overland flow and curb and gutter to two existing Type 13 combination inlets located within the S Lemay Avenue curb line that are to remain in place through proposed development of the SITE. As ROW-3 represent the total area to these existing inlets, capacity calculations have been performed in order verify their adequacy. These capacity calculations can be found within Appendix B. As the inlets have capacity available for their new tributary area, no adverse effects are to be expected. Basin ROW-4 consists of a portion of the SITE access drive that is not within the proposed Kum & Go property line, in addition to western half of S Lemay Avenue and the proposed adjacent sidewalks. Runoff generated within this basin will be routed south via overland flow and curb and gutter to three existing Type 13 combination sump inlets located within the S Lemay Avenue curb line, approximately 200’ to the south of the property. The sizing for all proposed inlets can be found within Appendix B of this report. A summary of each of the basins and their generated runoff can be seen below in Table 1. The full hydrologic equations and calculations can also be seen in Appendix A of this report. Table 1. Proposed Basins Basin Area (acres) Q2 (cfs) Q100 (cfs) R-1 0.09 0.25 0.92 R-2 0.06 0.16 0.59 A 0.27 0.74 2.72 B 0.10 0.28 1.04 C 0.13 0.36 1.33 D 0.02 0.001 0.005 E 0.02 0.001 0.004 F 0.01 0.02 0.08 G 0.12 0.03 0.11 H 0.14 0.01 0.03 OS.1 0.03 0.03 0.12 OS.2 0.01 0.001 0.002 OS.3 0.01 0.02 0.09 OS.4 0.02 0.02 0.07 OS.5 0.04 0.002 0.010 ROW-1 0.39 1.03 3.88 ROW-2 0.09 0.24 0.90 ROW-3 0.06 0.10 0.45 ROW-4 0.06 0.12 0.51 Kum & Go #951 February 9, 2022 Project No. 020-2883 6 3.0 DRAINAGE BASIN CRITERIA Development Criteria Reference and Constraints: The design of the proposed drainage system was completed in accordance with the criteria set forth within the City of Fort Collins Stormwater Criteria Manual (FCSCM). Hydrological Criteria: Hydrologic calculations have been prepared in accordance with criteria set forth within the FCSCM. Hydrologic calculations can be found within Appendix A of this report. Hydraulic Criteria: Hydraulic calculations have been prepared in accordance with the criteria set forth within the FCSCM. Hydraulic calculations can be found within Appendix B of this report. Floodplain Regulations Compliance: Portions of the property are located within the FEMA- regulatory, Spring Creek floodplain and must conform to the safety regulations of Chapter 10 of City Municipal Code. Any development in the floodplain must be preceded by an approved floodplain use permit. Modifications of Criteria: There are no proposed modifications to the criteria for this project. 4.0 DRAINAGE FACILITY DESI G N General Concept: In the developed condition, the majority of runoff generated on-site is designed to be collected within the underground storage tanks. Runoff will be conveyed via overland flow and curb and gutter to the storm sewer system. Runoff from the building roof and canopy will be collected and conveyed in roof drains, and runoff from the parking and landscape areas will be conveyed to their respective inlets. 100-year flows entering the storm sewer system will be conveyed to the underground storage system before being discharged at a rate no greater than maximum allowable release rate. In addition to any standard emergency spill response procedures, COFC requires spill control structures for all new and redeveloping gas stations and vehicle maintenance facilities. Any spills will be contained within the proposed pavement area of the SITE (Basins A, B, and C). As these basins flow to various inlets around the perimeter of the SITE, the spill control structure has been placed at the downstream convergence point of the basins, prior to entering the underground detention facility. The spill control structure is a permanent facility and shall have a minimum capacity of 150 gallons and shall be covered for safety while providing ventilation to allow for evaporation between storms. Kum & Go #951 February 9, 2022 Project No. 020-2883 7 Per the geotechnical report for the SITE (Report of Geotechnical Exploration, Kum & Go Store #0951, Olsson, dated June 24, 2021), groundwater was encountered at depths ranging from 7.1 feet to 14.0 feet below the existing grade of the SITE. The proposed underground detention system will only reach approximately 3.5 feet below the existing grade. Specific Details: Low Impact Design COFC requires Low Impact Design (LID) for new projects. For this project, every effort was made to limit directly connected impervious areas and to route stormwater through landscape areas before in enters the proposed storm sewer system. FlexStorm inserts are also to be placed within inlets to provide additional water quality prior to entering the underground detention facility. Additionally, the Isolator Row within the underground detention facility will serve as WQCV treatment and LID for the SITE. The Isolator Row has been sized separately and will drain the WQCV in 12 hours, while allowing the 100-year storm runoff to drain at, or below, its maximum allowable release rate. The following sections provide more information on the design and methodology for the proposed underground detention facility. Minimum Required Storage Volume Water quality and runoff attenuation for the site will be provided in the underground detention facility. The required WQCV volume for LID Isolator Row was calculated by using criteria set forth within the FCSCM (Chapter 7, Section 5.4, Equations 7-1 & 7-2). The required volume for the 100-yr storm event was completed using by utilizing the COFC Modified FAA Method. These methods resulted in a required 973.7 cubic feet of storage for the WQCV, and 3172.3 cubic for the 100-yr storm event. Calculations for required volume are located within Appendix B. Calculations for the sizing of the StormTech chambers were completed by utilizing a COFC Modified ADS StormTech Sizing spreadsheet. Per these spreadsheets, the underground detention system will require 13 SC-740 chambers for the WQCV Isolator Row and an additional 42 SC-740 chambers for the 100-yr storm event. In order to verify provided volume, StormTech Stage-Storage spreadsheet results have been provided for the overall 55 SC-740 chamber system. This spreadsheet can be seen within Appendix B of this report. Table 2 below highlights the key parameters of the underground detention. Table 2. Underground Detention Parameters Parameter REQUIRED PROVIDED WQCV Volume 934.3 CF 973.7 CF 100-YR Volume 3172.6 CF 3429.96 CF Total Volume 4106.9 CF 4680.38 CF Kum & Go #951 February 9, 2022 Project No. 020-2883 8 Outlet Structure and Spillway The outlet structure has been designed to drain the WQCV in 12 hours while releasing the runoff from the 100-yr storm volume at, or below the maximum allowable release rate. Per discussions with the COFC, the allowable release rate has been defined as 100-yr flow from the existing impervious area (2.39 cfs) plus the 2-yr flow the existing pervious area (0.04 cfs) minus any proposed undetained offsite flow (0.29 cfs) for a final value of 2.14 cfs. This allowable release rate calculation is provided in more detail within Appendix B. The outlet structure will be comprised of a 4-foot diameter concrete manhole with a rectangular concrete weir located within the manhole. The weir will contain an orifice plate covering a cutout at the bottom portion of the weir. In order to drain the WQCV in the required 12 hours, the orifice plate will contain a 7/8” diameter orifice with its invert at the base of stone elevation of the underground detention facility. To release the 100-yr storm event volume at, or below, the allowable release rate, the orifice plate will also contain a 6.75” diameter orifice with its invert located at the WQCV water surface elevation. Emergency overflow is provided by the weir within the manhole, as the top of the weir is set at the 100-year water surface elevation. Runoff exiting the outlet structure will enter the proposed storm sewer infrastructure, which flow east and tie into the existing storm sewer infrastructure within S Lemay Avenue directly to the east of the SITE. The sizing and calculations for each of the outlet structure orifices and spillway, as well as a detail of the outlet structure, is included within Appendix B. 5.0 CONCLUSION This report and the proposed drainage design for the SITE is compliance with the FCSCM, existing drainage patterns, floodplain regulations, and all other applicable state and federal regulations. The majority of the developed runoff generated onsite will be directed to the underground detention facility located beneath the pavement area. This facility will provide runoff attenuation, WQCV treatment, and LID for the SITE. The outlet structure from the facility will drain the WQCV within 12 hours while releasing the 100-yr storm volume at a rate less than the maximum allowable release rate. Any runoff that is not directed to the underground facility will flow offsite and match the existing regional drainage patterns. The addition of flow to the existing/relocated inlets has been analyzed and there are no expected adverse impacts to the existing storm sewer infrastructure or to the regional historic drainage patterns. Kum & Go #951 February 9, 2022 Project No. 020-2883 9 6.0 R EFERENCES Fort Collins Stormwater Criteria Manual, dated December 2018 Report of Geotechnical Exploration, Kum & Go Store #0951, Olsson, dated June 24, 2021 APPENDIX A HYDROLOGIC CALCULATIONS Kum & Go #951Rational Method Calculations1880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733 Kum & Go #9511880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733Rational Method Calculations Kum & Go #9511880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733Rational Method Calculations APPENDIX B HYDRAULIC CALCULATIONS A B C D E F G H I J K L M PROJECT NAME TRIBUTARY AREA (AC)IMP (%) WQCV (WATERSHED INCHES) WQCV REQUIRED VOLUME (CF) CHAMBER TYPE CHAMBER VOLUME (CF) CHAMBER VOLUME + AGGREGATE (CF) RELEASE RATE/ CHAMBER (CFS) NUMBER OF CHAMBERS NUMBER OF CHAMBERS REQUIRED RELEASE RATE (CFS) PROVIDED SYSTEM VOLUME (CF) KG 951 1.02 67.18% 0.210 934.3 SC-740 49.5 74.9 0.024 12.47 13 0.31 973.7 A B C D E F G H I J K L M SC-740 30.0 51.0 85.4 30.2 49.5 74.9 0.024 0.35 GPM/SF 1 CF = 7.48052 GAL 1 GALLON = 0.133681 CF 1 GPM = 0.002228 CFS *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT Total system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCV Total System release rate = I * K Number of chambers required to provide full WQCV within total installed system, include aggregate = E / H Selected Chamber Parameter from ROW 3 Selected Chamber Parameter from ROW 2 Tributary Area Imperviousness (%/100) Tributary Area to LID (acres) Project Name and/or Vault ID Total number of chambers required, rounded up Selected Chamber Parameter from ROW 1 Chamber Type Selection FCSCM Equation 7-2 FCSCM Equation 7-1 CHAMBER VOLUME (CF) - ROW 1 CHAMBER/AGGREGATE VOLUME (CF) - ROW 2 CHAMBER DIMENSIONS WIDTH (IN) INSTALLED LENGTH (IN) HEIGHT (IN) FLOW RATE* STORMTECH CHAMBER DATA STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS FOR LID CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) FLOW RATE / CHAMBER (CFS) - ROW 3 FLOOR AREA (SF) StormTech AllowableRelease RateKG # 0951E Prospect Rd & S Lemay Ave1880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733StormTech Systemfor LID & Underground DetentionAllowable Release Rate:The allowable release rate from the StormTech system has been defined as the following: Release Rate = [100-YR flow of existing impervious area] + [2-YR flow of existing pervious area] - [Proposed 100-YR Undetained Flows]100-YR Existing Impervious Area Flowrate: The existing condition within the proposed property line is defined as basin EX-1EX-1 has 0.24 acres of impervious area (paved and building) with a C100 of 1.0For the assumed 5 minute time of concentration, the 100-YR storm has an intensity of 9.95 in/hrQ=CIA = 1.0 * 0.24 * 9.95 = 2.39 cfsProposed 100-YR Undetained Flowrate: The proposed runoff generated within the property lines that will flow offsite undetained is represented by the OS basins (1 - 5)These basins combine for a 100-YR flowrate of 0.29 cfs2-YR Existing Pervious Area Flowrate:The existing condition within the proposed property line is defined as basin EX-1EX-1 has 0.68 acres of pervious area (gravel and landscaping) with a C2 of 0.02For the assumed 5 minute time of concentration, the 2-YR storm has an intensity of 2.85 in/hrQ=CIA = 0.02 * 0.68 * 2.85 = 0.04 cfsAllowable Release Rate = 2.39cfs + 0.04 cfs - 0.29cfs = 2.14 cfs 100 Year This is to convert % imp. to a C value 100-year (must insert % imp. and C pervious). ft3 acre-ft. 'C' value 0.67 3172.6 0.073 'C' * 1.25 0.84 Area 1.02 acres Modified Modified Release Rate 2.14 cfs M. FATER D. JUDISH C. LI May-95 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSITY Q 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (ft^3) (ft^3) (ft^3) (ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 8.50 2549.936 642.0 1907.9 0.0438 10 600 7.720 6.59 3956.886 1284.0 2672.9 0.0614 15 900 6.520 5.57 5012.739 1926.0 3086.7 0.0709 20 1200 5.600 4.78 5740.56 2568.0 3172.6 0.0728 25 1500 4.980 4.25 6381.248 3210.0 3171.2 0.0728 30 1800 4.520 3.86 6950.178 3852.0 3098.2 0.0711 35 2100 4.080 3.49 7319.214 4494.0 2825.2 0.0649 40 2400 3.740 3.19 7667.748 5136.0 2531.7 0.0581 45 2700 3.460 2.96 7980.404 5778.0 2202.4 0.0506 50 3000 3.230 2.76 8277.683 6420.0 1857.7 0.0426 55 3300 3.030 2.59 8541.646 7062.0 1479.6 0.0340 60 3600 2.860 2.44 8795.358 7704.0 1091.4 0.0251 65 3900 2.720 2.32 9061.884 8346.0 715.9 0.0164 70 4200 2.590 2.21 9292.532 8988.0 304.5 0.0070 75 4500 2.480 2.12 9533.43 9630.0 -96.6 -0.0022 80 4800 2.380 2.03 9758.952 10272.0 -513.0 -0.0118 85 5100 2.290 1.96 9976.786 10914.0 -937.2 -0.0215 90 5400 2.210 1.89 10194.62 11556.0 -1361.4 -0.0313 95 5700 2.130 1.82 10371.45 12198.0 -1826.6 -0.0419 100 6000 2.060 1.76 10558.53 12840.0 -2281.5 -0.0524 105 6300 2.000 1.71 10763.55 13482.0 -2718.5 -0.0624 110 6600 1.940 1.66 10937.82 14124.0 -3186.2 -0.0731 115 6900 1.890 1.61 11140.27 14766.0 -3625.7 -0.0832 120 7200 1.840 1.57 11317.1 15408.0 -4090.9 -0.0939 125 7500 1.790 1.53 11468.31 16050.0 -4581.7 -0.1052 130 7800 1.750 1.49 11660.51 16692.0 -5031.5 -0.1155 135 8100 1.710 1.46 11832.22 17334.0 -5501.8 -0.1263 140 8400 1.670 1.43 11983.42 17976.0 -5992.6 -0.1376 145 8700 1.630 1.39 12114.12 18618.0 -6503.9 -0.1493 150 9000 1.600 1.37 12301.2 19260.0 -6958.8 -0.1598 155 9300 1.570 1.34 12472.9 19902.0 -7429.1 -0.1705 160 9600 1.540 1.32 12629.23 20544.0 -7914.8 -0.1817 165 9900 1.510 1.29 12770.18 21186.0 -8415.8 -0.1932 170 10200 1.480 1.26 12895.76 21828.0 -8932.2 -0.2051 175 10500 1.450 1.24 13005.96 22470.0 -9464.0 -0.2173 180 10800 1.420 1.21 13100.78 23112.0 -10011.2 -0.2298 185 11100 1.400 1.20 13275.05 23754.0 -10479.0 -0.2406 190 11400 1.380 1.18 13439.06 24396.0 -10956.9 -0.2515 195 11700 1.360 1.16 13592.83 25038.0 -11445.2 -0.2627 200 12000 1.340 1.14 13736.34 25680.0 -11943.7 -0.2742 205 12300 1.320 1.13 13869.6 26322.0 -12452.4 -0.2859 210 12600 1.300 1.11 13992.62 26964.0 -12971.4 -0.2978 215 12900 1.280 1.09 14105.38 27606.0 -13500.6 -0.3099 220 13200 1.260 1.08 14207.89 28248.0 -14040.1 -0.3223 225 13500 1.240 1.06 14300.15 28890.0 -14589.9 -0.3349 230 13800 1.220 1.04 14382.15 29532.0 -15149.8 -0.3478 235 14100 1.210 1.03 14574.36 30174.0 -15599.6 -0.3581 240 14400 1.200 1.03 14761.44 30816.0 -16054.6 -0.3686 Required detention Page 1 A B C D E F G H I PROJECT NAME 100-YR REQUIRED VOLUME (CF) CHAMBER TYPE CHAMBER VOLUME (CF) CHAMBER VOLUME + AGGREGATE (CF) RELEASE RATE/ CHAMBER (CFS) NUMBER OF CHAMBERS REQUIRED RELEASE RATE (CFS) PROVIDED SYSTEM VOLUME (CF) KG 951 3172.6 SC-740 49.5 74.9 0.024 42 0.99 3429.96 A B C D E F G H I SC-740 30.0 51.0 85.4 30.2 49.5 74.9 0.024 0.35 GPM/SF 1 CF = 7.48052 GAL 1 GALLON = 0.133681 CF 1 GPM = 0.002228 CFS *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) FLOW RATE* STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS FOR 100-YR Cumulative Provided Volume from ADS StormTech Stage-Storage for required number of chambers Total System Release Rate = F *G Total number of chambers required = B / E Selected Chamber Parameter from ROW 3 Selected Chamber Parameter from ROW 2 Selected Chamber Parameter from ROW 1 WIDTH (IN) INSTALLED LENGTH (IN) FLOOR AREA (SF) CHAMBER VOLUME (CF) - ROW 1 CHAMBER/AGGREGATE VOLUME (CF) - ROW 2 FLOW RATE / CHAMBER (CFS) - ROW 3 STORMTECH CHAMBER DATA CHAMBER DIMENSIONS HEIGHT (IN) Chamber Type Selection Require Volume from COFC Modified FAA Method Project Name and/or Vault ID Project: Chamber Model - SC-740 Units -Imperial Number of chambers - 55 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4944.86 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in 6 Area of system -2260 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation 1 (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 42 0.00 0.00 75.33 75.33 4680.38 4948.36 41 0.00 0.00 75.33 75.33 4605.04 4948.28 40 0.00 0.00 75.33 75.33 4529.71 4948.19 0cf above elevation 39 0.00 0.00 75.33 75.33 4454.38 4948.11 0cf below elevation 38 0.00 0.00 75.33 75.33 4379.04 4948.03 0cf above elevation 37 0.00 0.00 75.33 75.33 4303.71 4947.94 0cf below elevation 36 0.05 3.02 74.12 77.15 4228.38 4947.86 4680.38cf between elevations and 35 0.16 8.96 71.75 80.71 4151.23 4947.78 34 0.28 15.51 69.13 84.64 4070.52 4947.69 33 0.60 33.22 62.05 95.26 3985.88 4947.61 WQ Volume: cf 32 0.80 44.09 57.70 101.79 3890.62 4947.53 0cf below elevation 31 0.95 52.29 54.42 106.71 3788.83 4947.44 30 1.07 59.10 51.69 110.79 3682.12 4947.36 29 1.18 64.93 49.36 114.29 3571.33 4947.28 WQv achieved at elevation: 28 1.27 69.61 47.49 117.10 3457.04 4947.19 27 1.36 74.53 45.52 120.05 3339.94 4947.11 26 1.45 79.98 43.34 123.32 3219.89 4947.03 25 1.52 83.86 41.79 125.65 3096.57 4946.94 24 1.58 87.03 40.52 127.55 2970.92 4946.86 23 1.64 90.33 39.20 129.53 2843.37 4946.78 22 1.70 93.47 37.94 131.42 2713.85 4946.69 21 1.75 96.41 36.77 133.18 2582.43 4946.61 20 1.80 99.15 35.67 134.83 2449.25 4946.53 19 1.85 102.02 34.52 136.55 2314.42 4946.44 18 1.89 104.12 33.69 137.81 2177.87 4946.36 17 1.93 106.37 32.79 139.16 2040.07 4946.28 16 1.97 108.62 31.88 140.51 1900.91 4946.19 15 2.01 110.55 31.12 141.66 1760.40 4946.11 14 2.04 112.47 30.34 142.82 1618.74 4946.03 13 2.07 114.12 29.68 143.81 1475.93 4945.94 12 2.10 115.77 29.03 144.80 1332.12 4945.86 11 2.13 117.25 28.43 145.68 1187.32 4945.78 10 2.15 118.46 27.95 146.41 1041.64 4945.69 9 2.18 119.74 27.44 147.18 895.23 4945.61 8 2.20 120.91 26.97 147.88 748.05 4945.53 7 2.21 121.40 26.77 148.18 600.18 4945.44 6 0.00 0.00 75.33 75.33 452.00 4945.36 5 0.00 0.00 75.33 75.33 376.67 4945.28 4 0.00 0.00 75.33 75.33 301.33 4945.19 3 0.00 0.00 75.33 75.33 226.00 4945.11 2 0.00 0.00 75.33 75.33 150.67 4945.03 1 0.00 0.00 75.33 75.33 75.33 4944.94 StormTech SC-740 Cumulative Storage Volumes REV0 Kum & Go 951 (S278645) 1-31-22 1859 sf min. area Include Perimeter Stone in Calculations Click Here for Metric WQCV WSEL 100-YR WSEL CUMULATIVE STORAGE Outlet StructureOrifice Hole SizingKG # 0951E Prospect Rd & S Lemay Ave1880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733934.3CF12hours0.022cfs10inches0.005ft20.078ft7/8inches2.14cfs35inches0.256ft2WHERE:C0 = 0.610.571 ftg =32.2ft/sec26 3/4inchesDiameter (D) =Hole Size* =* Hole sizes have been rounded down to nearest sizeRelease Rate (Q) =WSEL (h) = CALCULATIONSArea (A) =Hole Size* =PARAMETERSCALCULATIONSWQCV100-YRPARAMETERSRelease Rate (Q) =Drain Time =Volume =WSEL (h) = Area (A) =Diameter (D) == 2ℎ= 2 ∗ Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Feb 2 2022 OS Emergency Overflow Rectangular Weir Crest = Sharp Bottom Length (ft) = 3.83 Total Depth (ft) = 1.00 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 8.53 Highlighted Depth (ft) = 0.76 Q (cfs) = 8.530 Area (sqft) = 2.93 Velocity (ft/s) = 2.91 Top Width (ft) = 3.83 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Depth (ft)Depth (ft)OS Emergency Overflow -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S. Outlet Structure DetailKG # 0951E Prospect Rd & S Lemay Ave1880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 8" Dome Grate Inlet Capacity Chart Largest Required Capacity: 0.11 cfs (Area Inlet K1) Largest Required Head: 0.06 ft (Area Inlet K1) 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 2' x 3' Curb Inlet High Flow Grate Inlet Capacity Chart High Hood Setting (8.47" Curb Setting) Mid Hood Setting (6.47" Curb Setting) Low Hood Setting (4.47" Curb Setting) 2.72 cfs Curb Inlet I2 1.04 cfs 0.18 ft 0.09 ft Curb Inlet A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME ROW-1 ROW-2 ROW-3 User-Defined Site Type (Urban or Rural)URBAN URBAN URBAN Inlet Application (Street or Area) STREET STREET STREET Hydraulic Condition On Grade On Grade On Grade Inlet Type CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT/Denver 13 Combination USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)1.06 0.24 0.12 Major QKnown (cfs)4.00 0.90 0.54 Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Major Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) 1.1 0.2 0.1 Major Total Design Peak Flow, Q (cfs) 4.0 0.9 0.5 Minor Flow Bypassed Downstream, Qb (cfs)0.0 0.0 0.0 Major Flow Bypassed Downstream, Qb (cfs)0.0 0.0 0.0 INLET MANAGEMENT PR INLET W (2) EX TYPE 13 COMBO INLETSPR INLET V Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =15.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =46.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.020 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.020 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =6.0 12.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =1.3 5.3 cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 1.1 4.0 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs Capture Percentage = Qa/Qo =C% = 100 100 % MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) KG #0951 ROW-1 Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) CDOT Type R Curb OpeningCDOT Type R Curb Opening 1 PR INLET V Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =15.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =28.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.020 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.020 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =2.0 6.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =0.4 1.3 cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 0.2 0.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs Capture Percentage = Qa/Qo =C% = 100 100 % CDOT Type R Curb Opening Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) KG #0951 ROW-2 CDOT Type R Curb Opening 1 PR INLET W Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =15.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =28.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.020 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.020 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =2.0 6.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =0.4 1.3 cfs Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 0.1 0.6 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs Capture Percentage = Qa/Qo =C% = 100 100 % CDOT/Denver 13 Combination Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) KG #0951 ROW-3 CDOT/Denver 13 Combination 1 (2) EX TYPE 13 COMBINATION INLETS APPENDIX C REFERENCED INFORMATION VICINITY MAPE PROSPECT RD & S LEMAY AVE1880 Fall River Drive, Suite 200Loveland, CO 80538Tel. 970-461-7733SITE United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, ColoradoNatural Resources Conservation Service January 24, 2022 15 Custom Soil Resource Report Map—Hydrologic Soil Group 4490610449062044906304490640449065044906604490670449068044906904490700449071044906104490620449063044906404490650449066044906704490680449069044907004490710495010 495020 495030 495040 495050 495060 495070 495080 495090 495010 495020 495030 495040 495050 495060 495070 495080 495090 40° 34' 1'' N 105° 3' 32'' W40° 34' 1'' N105° 3' 28'' W40° 33' 58'' N 105° 3' 32'' W40° 33' 58'' N 105° 3' 28'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:531 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 16, Sep 2, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 16 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 76 Nunn clay loam, wet, 1 to 3 percent slopes C 0.9 78.8% 95 Satanta loam, 1 to 3 percent slopes C 0.3 21.2% Totals for Area of Interest 1.2 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 17 EX1 0.91 0.34 0.43 E. PROSPECT RD LEMAY AVELEGEND A B C D SHEET NUMBER: CPM: SDM: RDM: 02/04/2022#0951 - FORT COLLINS, COKG PROJECT TEAM:949 E PROSPECT1459 Grand Avenue Des Moines, Iowa 50309 P: 515-226-0128 F: 515-223-9873 DATE: TOM CARRICO RYAN HALDER PERRY DEPHILLIPS CALL 811 SEVENTY-TWO HOURS PRIOR TO DIGGING, GRADING OR EXCAVATING FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES.DOCUMENT REVISION DATE: JULY 2013Know what's below. before you dig.CallR www.olsson.comTEL 303.237.20721525 Raleigh St. Suite 400Denver, CO 80204DATEREVISION DESCRIPTION OF 37 EXISTING DRAINAGE BASIN MAP SHEET 1 E PROSPECT RD S LEMAY AVESQUARE FOOTAGE: 4,045 BISTRO-RNP-2021V1 TT EV EV R-1 0.09 0.95 1.00 R-2 0.06 0.95 1.00 B.1 0.04 0.95 1.00 C 0.13 0.95 1.00 B.2 0.06 0.95 1.00 A 0.27 0.95 1.00 OS.4 0.02 0.32 0.40 D 0.02 0.02 0.03 E 0.02 0.02 0.03 F 0.01 0.48 0.60 OS.3 0.01 0.61 0.77 OS.2 0.01 0.02 0.03 ROW-2 0.09 0.93 1.00 ROW-4 0.06 0.65 0.81 OS.5 0.04 0.02 0.03 G 0.12 0.08 0.10 ROW-1 0.39 0.93 1.00 OS.1 0.03 0.30 0.37 H 0.14 0.02 0.03 ROW-3 0.06 0.65 0.82 LEGEND A B C D SHEET NUMBER: CPM: SDM: RDM: 02/04/2022#0951 - FORT COLLINS, COKG PROJECT TEAM:949 E PROSPECT1459 Grand Avenue Des Moines, Iowa 50309 P: 515-226-0128 F: 515-223-9873 DATE: TOM CARRICO RYAN HALDER PERRY DEPHILLIPS CALL 811 SEVENTY-TWO HOURS PRIOR TO DIGGING, GRADING OR EXCAVATING FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES.DOCUMENT REVISION DATE: JULY 2013Know what's below. before you dig.CallR www.olsson.comTEL 303.237.20721525 Raleigh St. Suite 400Denver, CO 80204DATEREVISION DESCRIPTION OF 37 PROPOSED DRAINAGE BASIN MAP SHEET 1 VAN 11 S LEMAY AVE2 3 SQUARE FOOTAGE: 4,045 BISTRO-RNP-2021V1 TT EV EV STORM STRUCTURE TABLESTORM PIPE TABLE DOCUMENT REVISION DATE: JULY 2013SHEET NUMBER: CPM: SDM: RDM: 02/04/2022#0951 - FORT COLLINS, COKG PROJECT TEAM:949 E PROSPECT1459 Grand Avenue Des Moines, Iowa 50309 P: 515-226-0128 F: 515-223-9873 DATE: TOM CARRICO RYAN HALDER PERRY DEPHILLIPS CALL 811 SEVENTY-TWO HOURS PRIOR TO DIGGING, GRADING OR EXCAVATING FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES.DOCUMENT REVISION DATE: JULY 2013Know what's below. before you dig.CallR www.olsson.comTEL 303.237.20721525 Raleigh St. Suite 400Denver, CO 80204DATEREVISION DESCRIPTION OF 37 C2.3 10 DRAINAGE PLANLOD LEGEND: NOTE: FLOOD ZONE: BENCHMARKS: NOTES: · · · · · · · · FLAG NOTES: KUM & GO #951 FORT COLLINS , CO 949 E PROSPECT RD Fort Collins, Colorado February 2022 Olsson Project No. 020-2883