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HomeMy WebLinkAboutReports - 06/01/2025 COLLEGE & TRILBY WASTEWATER IMPACT ANALYSIS REPORT June 2025 Prepared For: Zocalo 455 Sherman Street, Ste 250 Denver, CO 80020 (303) 820-8611 Contact: Kolby O Herron Prepared By: JR ENGINEERING, LLC 2900 S College Avenue, Ste 1A Fort Collins, CO 80525 303-267-6235 Contact: Andrew Hugill, PE (Project No. 39793.03) College & Trilby WIAR May 2025 i Table of Contents CERTIFICATION STATEMENT .................................................................................................................... ii I. INTRODUCTION ............................................................................................................................... 1 Project Location and Description ......................................................................................................... 1 II. SANITARY SEWER SYSTEM ............................................................................................................... 2 Existing and Proposed System ............................................................................................................. 2 Calculated Wastewater Flows and Design Flow Requirements ............................................................. 2 Hydraulic Analysis ................................................................................................................................ 3 Conclusions ......................................................................................................................................... 3 III. REFERENCES ................................................................................................................................ 4 Appendices A: Vicinity Map B: SFCSD Design Sheet, Sanitary Sewer Loading, Sanitary Map, StormCAD Results College & Trilby WIAR May 2025 ii CERTIFICATION STATEMENT This Wastewater Impact Analysis Report for the design of the College & Trilby development was prepared by me or under my direct supervision in accordance with the South Fort Collins Sanitation District Standards and Specifications and acceptable professional practices of the industry. _______________________________________________________ Andrew J. Hugill, Registered Professional Engineer Colorado Professional Engineer No. 57007 For and on behalf of JR Engineering, LLC College & Trilby WIAR May 2025 1 I. INTRODUCTION Project Location and Description The site is located in The Southeast Quarter of Section 11, Township 6 North, Range 69 West of the 6th P.M. in the City of Fort Collins, Larimer County, Colorado. More specifically, the site is a 39.18 acre property that is currently undeveloped. The site borders College Ave to the East, Trilby Road, South Gate Church, and a right in and right out with access to Ziggy's Coffee to the south. To the west, the site borders a detention pond that controls runoff for the First Free Will Baptist Church, the Skyview South First Filing Subdivision, and a social services organization owned by Foothills Gateway Inc. To the north, the site borders Hazel Self Storage, two current vacant parcels of land, and a portion of Skyview Drive. The College and Trilby site is composed of 264 single family equivalent unit lots all designated as single family attached. The site also has a recreation center with a pool. Sanitary loadings on the site travel from the south end of the site to the north end of the site via an existing eight -inch sanitary sewer system. College & Trilby WIAR May 2025 2 II. SANITARY SEWER SYSTEM Existing and Proposed System The College and Trilby sanitary sewer will connect into an existing 8” South Fort Collins Sanitation sewer line located at the northeastern corner of the property with a new proposed manhole. There is an existing eight-inch sanitary sewer system traversing the project site that will be removed upon installation of the proposed sanitary sewer system servicing the site. Currently, the existing system receives loading from a portion of residential development south of Trilby, two church buildings and the Ziggy’s coffee shop. These loadings will be bypassed during the construction of the proposed system. A map of the existing and proposed sanitary sewer system is included in Appendix B. Calculated Wastewater Flows and Design Flow Requirements The basis of design for this study was set forth in the South Fort Collins Sanitation District Development and Design Specifications, version 9/29/2023. The following is a summary of the criteria used to establish the wastewater flows and final sanitary sewer design: Criteria for Establishing Wastewater Flows Single-Family Residential Population Density: 3.20 Capita/dwelling unit Residential Average Use: 80 gpd/capita Peak Factor: 3.0 Infiltration and Inflow Rate (for all uses): 5% of total peak loading Mannings value: 0.013 Design Requirements Diameter Minimum Slope Maximum Slope Minimum Flow Velocity (at peak design flow, and n=0.013) 8 in (minimum) 0.40% 8.3% 2 ft/s The proposed College and Trilby development has a total area of approximately 39.18 acres, comprised of 264 single-family detached residential lots. This corresponds to an estimated total population of 845 and an estimated population density of 21.6 people per acre. The recreation center and pool is assumed to serve approximately 50 people on average at 15 gallons per person per day. The total wastewater design flows calculated for College and Trilby are shown in Table 1 below. College & Trilby WIAR May 2025 3 Table 1: College and Trilby Total Wastewater Design Flows Summary Table Acres DU’s Recreation Center (capita) Flow Rate (gpd) Average Day Peak Day Peak Day Flow + Infiltration and Inflow 39.18 264 50 68,334 205,002 215,252 Wastewater from the College and Trilby site will be ordinary domestic sewage from single- family residences, and will not contain industrial waste. Flow monitoring data was provided by SFCSD at MH 3550 (EXMH-02) and MH2308 (EXMH- 08) from March 12 to April 16 to utilize in the on-site and off-site analysis. The peak flows in MH 3550 and MH2308 were approximately 46gpm and 166gpm respectively. The provided flow monitoring peak flows were rounded up to 50gpm(0.1114cfs) and 170gpm(0.3788cfs) and incorporated into the existing and proposed analysis. Hydraulic Analysis The proposed site was analyzed in both an existing condition and a proposed condition. StormCAD was utilized in order to confluence sanitary flows and account for flow timing within the proposed system and results can be found in Appendix B. The proposed condition incorporated the peak flow from the flow monitoring of MH3550 and routed the peak flow through the site. SFCSD also requested that a portion of their existing system is analyzed approximately ten manholes downstream. The existing analysis of the offsite system SFCSD was interested in was also analyzed to establish a baseline for the system. Note that in the proposed condition analysis the flow velocities range sometimes fall below the minimum flow velocity criteria of 2 ft/s. The low velocities are typical considering the low number of lots contributing to the sewer system in those sections. The proposed 8” sanitary sewer pipes are the minimum size allowed, and steeper slopes are not feasible given depth constraints set by the existing sanitary sewer line downstream. Conclusions This study presents the results of the analysis performed for the sanitary sewer system associated with the proposed College and Trilby Development. The design and layout of the sanitary sewer system as shown and discussed in this study and Appendices conform to the SFCSD design standards. College & Trilby WIAR May 2025 4 III. REFERENCES 1. South Fort Collins Sanitation District, Development and Design Specifications; 2023 College & Trilby WIAR May 2025 Appendix A Vicinity Map A Westrian Company College & Trilby WIAR May 2025 Appendix B Sanitary Sewer System Loading, Sanitary Map, and StormCAD Results Design Criteria Fact Sheet South Fort Collins Sanitation District This Fact Sheet is provided as a courtesy. It is the Design Engineer’s responsibility to be aware of all requirements of the South Fort Collins Sanitation District Development and Design Specifications. (Version 9/29/2023) Calculations: use Manning’s Equation with 0.013 coefficient Velocity: minimum 2 ft/sec, maximum 7 ft/sec Depth Ratio Maximum (d/D ): ≤15 inch diameter: 0.5, >15 inch diameter: 0.75 Pipe Size: minimum 8 inch diameter for mains, 4 inch diameter for services Peaking Factor: 3 Separation Minimums: 10 feet from water supply and trees, 1.5 feet vertically from all utilities. Potable water lines shall pass above sewer lines unless specifically exempted. Manhole Drop Min.: straight channel to 45° bend: 0.1 ft, 45° - 75°: 0.2 ft, 75° - 90°: 0.3 ft Average Daily Flow: Pipe Slope: Land Use Criteria All Residential 80 gpd/capita Single Family Residential Single Family Attached 3.2 capita/dwelling unit Multi-Family (≥3 units) 2.8 capita/dwelling unit Retail, Offices 0.2 gpd/sq ft Hotels (meeting space, add 0.6 gpd/sq ft) 75 gpd/guest room Commercial, Industrial, Institutional, Churches and Others Considered case-by-case Pipe Diameter (inches) Minimum Slope (Percent) Maximum Slope (Percent) Service Laterals 4 2.0 21 6 1.0 12 Sewer Mains 8 0.40 8.3 10 0.28 6.2 12 0.22 4.9 15 0.15 3.6 18 0.12 2.8 21 0.10 2.3 24 0.08 1.9 MH ID Number of SF Units Cumulative Units ADF (gpm) ADF (cfs) I&I (gpm) Peak Flow (gpm) Peak Flow (cfs)Notes MH-32 0 0 0.00 0.0000 0.0000 0.0 0.0000 MH-33 0 0 0.00 0.0000 0.0000 0.0 0.0000 MH-15 0 0 0.00 0.0000 0.0000 50.0 0.1114 Flow Monitoring Data MH3550 MH-14 0 0 0.00 0.0000 0.0000 0.0 0.0000 MH-13 13 13 2.31 0.0051 0.1156 7.3 0.0162 MH-29 0 0 0.00 0.0000 0.0000 0.0 0.0000 Existing church and Ziggy's loading incorporated into MH-05 loading MH-11 3 57 0.53 0.0012 0.0267 1.7 0.0037 MH-10 6 63 1.59 0.0035 0.0794 5.0 0.0111 Rec center & Pool total 50 Customers MH-28 0 0 0.00 0.0000 0.0000 0.0 0.0000 MH-26 0 24 0.00 0.0000 0.0000 0.0 0.0000 MH-08 30 120 5.33 0.0119 0.2667 16.8 0.0374 MH-07 6 126 1.07 0.0024 0.0533 3.4 0.0075 MH-25 0 0 0.00 0.0000 0.0000 0.0 0.0000 MH-24 21 21 3.73 0.0083 0.1867 11.8 0.0262 MH-23 25 46 4.44 0.0099 0.2222 14.0 0.0312 MH-05 4 206 0.71 0.0016 0.0356 2.2 0.0050 MH-21 0 0 0.00 0.0000 0.0000 0.0 0.0000 MH-20 12 12 2.13 0.0048 0.1067 6.7 0.0150 MH-19 21 33 3.73 0.0083 0.1867 11.8 0.0262 MH-18 6 39 1.07 0.0024 0.0533 3.4 0.0075 MH-17 0 39 0.00 0.0000 0.0000 0.0 0.0000 MH-03 3 264 0.53 0.0012 0.0267 1.7 0.0037 MH-02 0 264 0.00 0.0000 0.0000 0.0 0.0000 Total 0.4444 College & Trilby Sanitary Sewer Loading Proposed Condition Peak Flow Depth/Rise (%) Depth (Out) (ft) Depth (In) (ft) Flow (gpm) Velocity (ft/s) Manning's n Slope (ft/ft) Length (User Defined) (ft) Invert (Stop) (ft) Invert (Start) (ft) Label 56.50.370.38215.712.350.0130.004115.55,006.495,006.97EXSP-01 52.40.320.37215.712.380.0130.004286.55,005.265,006.49EXSP-02 53.20.320.39215.712.300.0130.004360.15,003.445,004.86EXSP-03 53.60.320.39215.712.270.0130.004229.65,002.475,003.34EXSP-04 53.20.320.38215.712.300.0130.004176.85,001.675,002.37EXSP-05 50.90.320.35215.712.540.0130.005415.44,999.445,001.57EXSP-06 139.71.450.41335.736.840.0130.055140.54,990.094,997.81EXSP-07 180.50.901.50335.732.140.0130.000169.74,989.994,990.04EXSP-08 98.40.410.90335.732.140.0130.003400.44,988.864,989.99EXSP-09 65.50.470.41335.733.710.0130.010365.44,984.824,988.64EXSP-10 65.50.410.47335.732.830.0130.0054,984.724,984.82Outfall 50.00.320.34215.712.660.0130.005412.95,007.275,009.48SP-01 49.80.320.34215.712.690.0130.00621.55,009.685,009.80SP-02 46.90.290.34174.192.200.0130.004131.75,009.905,010.43SP-03 45.80.280.33166.922.180.0130.004149.35,010.535,011.13SP-04 39.00.240.28123.792.010.0130.004118.75,011.235,011.70SP-05 38.80.240.28122.132.000.0130.004118.75,011.805,012.27SP-06 38.10.240.27118.761.990.0130.004212.95,012.375,013.22SP-07 64.90.660.2088.552.910.0130.014387.85,012.835,018.43SP-08 32.30.200.2386.891.820.0130.004121.25,018.535,019.01SP-09 31.30.200.2281.911.800.0130.004205.85,019.115,019.93SP-10 23.60.120.1980.254.180.0130.044124.75,020.235,025.68SP-11 22.00.130.1657.272.660.0130.016291.55,025.985,030.70SP-12 24.30.150.1750.001.560.0130.004183.25,030.805,031.53SP-13 24.30.150.1750.001.560.0130.00456.85,031.835,032.06SP-14 18.00.100.1439.862.530.0130.019129.15,026.555,028.99SP-15 18.90.120.1338.202.000.0130.01059.25,029.295,029.88SP-16 18.90.120.1338.202.000.0130.010146.75,030.185,031.65SP-17 17.50.110.1334.832.140.0130.01329.25,031.855,032.23SP-18 7.80.050.056.731.290.0130.013353.95,032.535,037.14SP-19 0.00.000.000.000.000.0130.007353.55,037.345,039.70SP-20 17.30.090.1440.893.100.0130.033250.55,021.845,030.18SP-21 17.40.110.1225.761.290.0130.004290.35,030.385,031.54SP-22 11.80.070.0811.761.020.0130.004336.65,031.645,032.99SP-23 0.00.000.000.000.000.0130.005210.25,033.095,034.08SP-24 41.30.460.0913.421.060.0130.004171.85,013.035,013.72SP-25 12.60.080.0913.421.060.0130.00430.05,013.925,014.04SP-26 0.00.000.000.000.000.0130.023288.65,014.245,020.93SP-27 0.00.000.000.000.000.0130.00459.95,020.235,020.47SP-28 10.30.060.0814.002.110.0130.028124.75,025.985,029.41SP-29 7.00.040.055.611.330.0130.01776.65,030.715,031.99SP-30 0.00.000.000.000.000.0130.021380.25,032.195,040.34SP-31 0.00.000.000.000.000.0130.013352.25,030.715,035.29SP-32 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/24/2025 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3979303Sanitary.stsw Proposed Condition Peak Flow Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Total Out) (gpm) Velocity (Out) (ft/s) Elevation (Invert) (ft) Elevation (Ground) (ft) Label 5,006.865,006.86215.712.385,006.495,010.06EXMH-01 5,005.255,005.25215.712.305,004.865,010.01EXMH-02 5,003.735,003.73215.712.275,003.345,008.37EXMH-03 5,002.755,002.75215.712.305,002.375,007.25EXMH-04 5,001.925,001.92215.712.545,001.575,006.34EXMH-05 4,998.224,998.22335.733.334,997.815,004.48EXMH-06 4,991.544,991.54335.732.144,990.045,006.28EXMH-07 4,990.894,990.89335.732.144,989.995,002.84EXMH-08 4,989.054,989.05335.733.334,988.645,001.04EXMH-09 4,985.294,985.29335.732.884,984.824,999.38EXMH-10 5,007.355,007.35215.712.355,006.975,012.54MH-01 5,009.825,009.82215.712.665,008.925,031.49MH-02 5,010.145,010.14215.712.695,009.315,032.45MH-03 5,010.775,010.77174.192.205,009.945,031.19MH-04 5,011.465,011.46166.922.185,010.645,030.27MH-05 5,011.985,011.98123.792.005,011.215,026.94MH-06 5,012.555,012.55122.132.005,011.785,023.62MH-07 5,013.495,013.49118.761.995,012.735,021.23MH-08 5,018.635,018.6388.552.185,018.435,030.97MH-09 5,019.245,019.2486.891.825,019.015,032.33MH-10 5,020.155,020.1581.911.805,019.935,035.42MH-11 5,025.875,025.8780.252.125,025.685,038.22MH-12 5,030.865,030.8657.271.935,030.705,043.50MH-13 5,031.705,031.7050.001.565,031.535,046.05MH-14 5,032.235,032.2350.001.565,032.065,047.15MH-15 5,029.135,029.1339.861.745,028.995,039.37MH-16 5,030.015,030.0138.201.735,029.885,038.68MH-17 5,031.785,031.7838.201.735,031.655,040.71MH-18 5,032.365,032.3634.831.695,032.235,041.49MH-19 5,037.195,037.196.731.105,037.145,046.46MH-20 5,039.705,039.700.000.005,039.705,048.58MH-21 5,030.325,030.3240.891.765,030.185,035.18MH-22 5,031.675,031.6725.761.295,031.545,036.93MH-23 5,033.075,033.0711.761.025,032.995,038.95MH-24 5,034.085,034.080.000.005,034.085,040.21MH-25 5,013.815,013.8113.421.065,013.725,019.82MH-26 5,014.135,014.1313.421.065,014.045,020.16MH-27 5,020.935,020.930.000.005,020.935,027.52MH-28 5,020.475,020.470.000.005,020.475,033.56MH-29 5,029.495,029.4914.001.325,029.415,040.63MH-30 5,032.045,032.045.611.045,031.995,042.33MH-31 5,040.345,040.340.000.005,040.345,049.35MH-32 5,035.295,035.290.000.005,035.295,044.63MH-33 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/24/2025 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3979303Sanitary.stsw Existing Condition Peak Flow Depth/Rise (%) Depth (Out) (ft) Depth (In) (ft) Flow (gpm) Velocity (ft/s) Manning's n Slope (ft/ft) Length (User Defined) (ft) Invert (Stop) (ft) Invert (Start) (ft) Label 25.40.170.1750.001.580.0130.004115.55,006.495,006.97EXSP-01 24.10.150.1750.001.600.0130.004286.55,005.265,006.49EXSP-02 24.40.150.1750.001.550.0130.004360.15,003.445,004.86EXSP-03 24.50.150.1750.001.530.0130.004229.65,002.475,003.34EXSP-04 24.40.150.1750.001.560.0130.004176.85,001.675,002.37EXSP-05 23.50.150.1650.001.700.0130.005415.44,999.445,001.57EXSP-06 97.10.920.38286.086.560.0130.055140.54,990.094,997.81EXSP-07 113.30.540.97286.081.830.0130.000169.74,989.994,990.04EXSP-08 68.90.380.54286.082.100.0130.003400.44,988.864,989.99EXSP-09 59.60.420.38286.083.570.0130.010365.44,984.824,988.64EXSP-10 59.60.380.42286.082.750.0130.0054,984.724,984.82Outfall (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.005412.95,007.275,009.48SP-01 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.00621.55,009.685,009.80SP-02 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004131.75,009.905,010.43SP-03 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004149.35,010.535,011.13SP-04 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004118.75,011.235,011.70SP-05 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004118.75,011.805,012.27SP-06 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004212.95,012.375,013.22SP-07 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.014387.85,012.835,018.43SP-08 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004121.25,018.535,019.01SP-09 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004205.85,019.115,019.93SP-10 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.044124.75,020.235,025.68SP-11 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.016291.55,025.985,030.70SP-12 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004183.25,030.805,031.53SP-13 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.00456.85,031.835,032.06SP-14 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.019129.15,026.555,028.99SP-15 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.01059.25,029.295,029.88SP-16 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.010146.75,030.185,031.65SP-17 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.01329.25,031.855,032.23SP-18 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.013353.95,032.535,037.14SP-19 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.007353.55,037.345,039.70SP-20 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.033250.55,021.845,030.18SP-21 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004290.35,030.385,031.54SP-22 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004336.65,031.645,032.99SP-23 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.005210.25,033.095,034.08SP-24 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.004171.85,013.035,013.72SP-25 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.00430.05,013.925,014.04SP-26 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.023288.65,014.245,020.93SP-27 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.00459.95,020.235,020.47SP-28 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.028124.75,025.985,029.41SP-29 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.01776.65,030.715,031.99SP-30 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.021380.25,032.195,040.34SP-31 (N/A)(N/A)(N/A)(N/A)(N/A)0.0130.013352.25,030.715,035.29SP-32 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/24/2025 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3979303Sanitary.stsw Existing Condition Peak Flow Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Total Out) (gpm) Velocity (Out) (ft/s) Elevation (Invert) (ft) Elevation (Ground) (ft) Label 5,006.665,006.6650.001.605,006.495,010.06EXMH-01 5,005.035,005.0350.001.555,004.865,010.01EXMH-02 5,003.515,003.5150.001.535,003.345,008.37EXMH-03 5,002.545,002.5450.001.565,002.375,007.25EXMH-04 5,001.735,001.7350.001.705,001.575,006.34EXMH-05 4,998.194,998.19286.083.144,997.815,004.48EXMH-06 4,991.014,991.01286.081.834,990.045,006.28EXMH-07 4,990.534,990.53286.082.104,989.995,002.84EXMH-08 4,989.024,989.02286.083.144,988.645,001.04EXMH-09 4,985.244,985.24286.082.764,984.824,999.38EXMH-10 5,007.145,007.1450.001.585,006.975,012.54MH-01 (N/A)(N/A)0.00(N/A)5,008.925,031.49MH-02 (N/A)(N/A)0.00(N/A)5,009.315,032.45MH-03 (N/A)(N/A)0.00(N/A)5,009.945,031.19MH-04 (N/A)(N/A)0.00(N/A)5,010.645,030.27MH-05 (N/A)(N/A)0.00(N/A)5,011.215,026.94MH-06 (N/A)(N/A)0.00(N/A)5,011.785,023.62MH-07 (N/A)(N/A)0.00(N/A)5,012.735,021.23MH-08 (N/A)(N/A)0.00(N/A)5,018.435,030.97MH-09 (N/A)(N/A)0.00(N/A)5,019.015,032.33MH-10 (N/A)(N/A)0.00(N/A)5,019.935,035.42MH-11 (N/A)(N/A)0.00(N/A)5,025.685,038.22MH-12 (N/A)(N/A)0.00(N/A)5,030.705,043.50MH-13 (N/A)(N/A)0.00(N/A)5,031.535,046.05MH-14 (N/A)(N/A)0.00(N/A)5,032.065,047.15MH-15 (N/A)(N/A)0.00(N/A)5,028.995,039.37MH-16 (N/A)(N/A)0.00(N/A)5,029.885,038.68MH-17 (N/A)(N/A)0.00(N/A)5,031.655,040.71MH-18 (N/A)(N/A)(N/A)(N/A)5,032.235,041.49MH-19 (N/A)(N/A)0.00(N/A)5,037.145,046.46MH-20 (N/A)(N/A)0.00(N/A)5,039.705,048.58MH-21 (N/A)(N/A)0.00(N/A)5,030.185,035.18MH-22 (N/A)(N/A)0.00(N/A)5,031.545,036.93MH-23 (N/A)(N/A)0.00(N/A)5,032.995,038.95MH-24 (N/A)(N/A)0.00(N/A)5,034.085,040.21MH-25 (N/A)(N/A)0.00(N/A)5,013.725,019.82MH-26 (N/A)(N/A)0.00(N/A)5,014.045,020.16MH-27 (N/A)(N/A)0.00(N/A)5,020.935,027.52MH-28 (N/A)(N/A)0.00(N/A)5,020.475,033.56MH-29 (N/A)(N/A)0.00(N/A)5,029.415,040.63MH-30 (N/A)(N/A)0.00(N/A)5,031.995,042.33MH-31 (N/A)(N/A)0.00(N/A)5,040.345,049.35MH-32 (N/A)(N/A)0.00(N/A)5,035.295,044.63MH-33 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 6/24/2025 StormCAD [10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center3979303Sanitary.stsw A Westrian Company COLLEGE & TRILBY OFFSITE SANITARY BASINS A Westrian Company       ROVER DRIVE MARS DR I V E NOVA LANE GALACTIC LANE MOONBEAM WAY LU N A R   C O U R T NOVA LA N E STARDU S T   L A N E ST E L L A R   D R I V E MARS DRIVE SP-26 DETENTION POND SP-18 SP-02 MH-32 MH-31 MH-30 MH-12 MH-29 MH-27 MH-26 MH-17 MH-16 MH-02 MH-01 EXMH-01 EXMH-02 EXMH-03 EXMH-04 EXMH-05 EXMH-06 EXMH-07EXMH-08EXMH-09 EXMH-10 SP-31 SP-30SP-32 SP-29 SP-14 SP-13 SP-12 SP-11 SP-28 SP-10 SP-09 SP-08 SP-27 SP-25 SP-07 SP-06 SP-05 SP-24 SP-23 SP-22 SP-21 SP-04 SP-03 SP-20 SP-19 SP-17 SP-16 SP-15 SP-01 EXSP-01 EXSP-02 EXSP-03 EXSP-04 EXSP-05 EXSP-06 EXSP-07 EXSP-08EXSP-09 EXSP-10 MH-03MH-04 MH-05 MH-33 MH-15 MH-14 MH-11 MH-10 MH-09 MH-28 MH-08 MH-07 MH-06 MH-22MH-21 MH-20 MH-19 MH-18 MH-13 MH-23 MH-25 MH-24