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Home My WebLink About006 - Stormwater Report DRAINAGE REPORT HIGHLANDS AFFORDABLE HOUSING BOZEMAN, MT Lots 1 and 2 of Block 2 of Aaker Phase 1 Subdivision (Pending Final Plat) Bozeman, MT 59718 Prepared By: Tracey Daniels Zack Graham, PE (#14298) tracey@grahameng.com zack@grahameng.com Graham Engineering LLC Project Engineer 4350 Ravalli St Suite B Bozeman, MT 59718 Graham Project Number: 25008_EDMT_HIGHLANDS City of Bozeman Planning Application Number: 25251 Date: October 24, 2025 Page | 1 Table of Contents 1.0 Introduction ..................................................................................................................... 4 1.1 Description .................................................................................................................. 4 1.1.1 Location ................................................................................................................... 4 1.1.2 Existing Ground Cover and Vegetation ....................................................................... 4 1.1.3 Zoning & Land Use .................................................................................................... 4 1.1.4 Topographic Features ............................................................................................... 4 1.1.5 Geologic Features and Geotechnical Data ................................................................. 4 1.1.6 Existing Drainage Conditions ..................................................................................... 4 1.1.7 Natural Water Courses ............................................................................................. 5 1.1.8 Wetlands .................................................................................................................. 5 1.1.9 FEMA Floodplain Classification ................................................................................. 5 1.2 Previous Drainage Studies ............................................................................................ 5 1.3 State or Federal Regulations ......................................................................................... 5 2.0 Hydrology and Hydrogeology ............................................................................................ 5 2.1 Design Storm Rainfall ................................................................................................... 5 2.2 Geotechnical/Hydrogeological Evaluation ..................................................................... 6 2.2.1 Groundwater ............................................................................................................ 6 3.0 Existing Stormwater Drainage Conditions .......................................................................... 6 4.0 Proposed Stormwater Drainage System ............................................................................ 7 4.1 Applicable Design Standards ........................................................................................ 7 4.2 Drainage System Design ............................................................................................... 7 4.3 Hydrologic and Hydraulic Calculations & Modeling ........................................................ 8 4.3.1 Post-Development Conveyance ................................................................................ 9 4.3.1.1 Gutters ................................................................................................................. 9 4.3.1.2 Storm Inlets .......................................................................................................... 9 4.3.1.3 Pipes .................................................................................................................. 10 4.3.1.4 Water Quality Treatment Design .......................................................................... 11 4.3.1.5 Retention Sizing (Infiltration) ............................................................................... 11 4.3.1.6 Groundwater Mounding ...................................................................................... 12 5.0 Evaluation of Major Storm Flood Risks ............................................................................. 12 6.0 Operation, Inspection, & Maintenance Considerations .................................................... 13 7.0 References ..................................................................................................................... 13 Appendix A: Geotechnical Report Appendix B: Subdivision Storm Drainage Report Appendix C: Drainage Exhibits Appendix D: Calculations Appendix E: Operation, Inspection, & Maintenance Considerations List of Tables Table 1 – Storm Intensity in in/hour ............................................................................................ 6 Table 2 – Existing Drainage Basins ............................................................................................ 6 Table 3 - Post-Development Drainage Basins ............................................................................ 8 Table 4 – Coefficients for Stormwater Calculations .................................................................... 8 Table 5 – Pre-Development and Post-Development Offsite Runoff Summary ............................ 9 Table 6 – Pipe Summary ...........................................................................................................10 Table 7 – Infiltration Basin Summary .........................................................................................12 1.0 Introduction 1.1 Description 1.1.1 Location The subject property is in Bozeman, MT on the northwest corner of Remington Way and South 23rd Avenue. It is comprised of Lots 1 and 2 of Block 2 of the Aaker Phase 1 Subdivision (Pending Final Plat approval at time of report preparation). The site is bounded to the north by Montana State University property, to the west by South 25th Avenue, to the south by Remington Way, and to the east by South 23rd Avenue. All three streets are close to being constructed by the Aaker Subdivision Development at the time of this report. 1.1.2 Existing Ground Cover and Vegetation The site’s ground cover is predominantly agricultural crops and grasses. 1.1.3 Zoning & Land Use The subject property is zoned for REMU (Residential Emphasis Mixed Use), as are the adjacent lots south and west. The lot to the east is zoned R-4, Residential High Density District. The land immediately north of the lot lies outside of Bozeman City Limits. The site is currently an undeveloped agricultural field. 1.1.4 Topographic Features The site is relatively flat, with slopes generally between 1 and 2%. The site generally slopes towards the northeast and northwest corners. 1.1.5 Geologic Features and Geotechnical Data See Appendix A for the geotechnical investigation prepared by Allied Engineering Services, Inc. titled “Geotechnical Report for West University” dated August 2022. This report is for the entire Aaker Subdivision. The soil is similar throughout the subdivision, but test pits TP-12 and TP-11, and associated monitoring well MW-8, fall within the property lines for this project. The Geotechnical Report found a layer of topsoil 0.75 to 1.0 feet below ground surface on the site. Below that is a layer of fine-grained sandy silt/clay soil that extends to approximately 2.5 feet below ground surface. Below the fined-grained layer is a layer of alluvium consisting of sandy gravel that extends beyond the bottom of the test pits, which were terminated at 9 feet below ground level. See report for full soil details. 1.1.6 Existing Drainage Conditions The site has no existing drainage infrastructure. Stormwater generally flows to the northeast and northwest corners of the property. Subdivision plans indicate that the utility easements along the roads will be graded to flow towards the roads, where stormwater will be captured and treated by the subdivision retention facilities. The easement areas were included in the subdivision’s calculations, per their drainage report (see Appendix B). 1.1.7 Natural Water Courses No natural water courses exist on the site. An existing natural watercourse, the West Fork of Catron Creek, exists to the west of the site and is preserved within the Aaker Subdivision parkland. The closest part of the waterway is 192’ from the property line. 1.1.8 Wetlands In accordance with the National Wetland Inventory map, no existing wetlands are within the site. Existing wetlands exist to the west and of the site, within the Aaker Subdivision, and are preserved in the parkland of the Aaker Subdivision. The closest wetland to the west is 152’ from the property line and is associated with the West Fork of Canton Creek. The closest wetland to the east is 83’ from the property line and is associated with an irrigation ditch. 1.1.9 FEMA Floodplain Classification According to the latest official Federal Emergency Management Association (FEMA) Flood Insurance Rate Map (FIRM), community panel number 30031C0812D, dated 2011, the site is not located in a known floodplain. 1.2 Previous Drainage Studies This site was included in the Aaker Subdivision Storm Drainage Engineers Report (Included as Appendix B) prepared by Stahly Engineering and Associates dated March 23, 2023. 1.3 State or Federal Regulations There are no additional state or federal regulations pertaining to stormwater for this project. 2.0 Hydrology and Hydrogeology 2.1 Design Storm Rainfall The City of Bozeman Design and Construction Standards (COBDCS), dated October 2024, were used for the basis of stormwater design for the project. The United States Department of Agriculture (USDA) Technical Release 55 (TR-55) was used to calculate the time of concentration for existing and proposed conditions. Per the COBDCS, multiple flow paths were evaluated and the shortest time of concentration was chosen. The existing conditions yielded a 35 minute time of concentration, and the proposed conditions yielded a 7 minute time of concentration. Table 1 shows the intensities for these times of concentration for the required design storms. These intensities are from the COBDCS. The 7-minute intensities were interpolated from the depth chart, then converted to intensity. Table 1 – Storm Intensity in in/hour Duration (min) 2-year 5-year 10-year 25-year 50-year 100-year 7 1.73 2.64 3.26 4.05 4.58 5.16 35 0.66 0.99 1.22 1.50 1.71 1.92 2.2 Geotechnical/Hydrogeological Evaluation 2.2.1 Groundwater Groundwater was encountered in the test pits on the site between 7 and 7.5 feet deep. A groundwater well, MW-8 in the geotechnical report, was installed in one of the test pits. The groundwater monitoring log shows the groundwater varying from below the well casing (at 7.8 feet) to 2.69 feet below ground surface at its highest. For design purposes, 2.69 feet below existing ground surface is assumed to be the seasonally high water table for the site. The geotechnical report demonstrates that the groundwater elevation generally follows the ground elevation across the subdivision, staying at a fairly consistent distance from the ground surface even as the ground surface slopes downward to the north. 3.0 Existing Stormwater Drainage Conditions The pre-development drainage map is located in Appendix C – Exhibit E-DA. The site is relatively flat and generally drains offsite to the northeast and the northwest. Data for the two existing drainage basins can be seen in Table 2. The property line on the north side and the utility easement lines on the other three sides were used as the basin boundaries, which lines up with the boundaries the subdivision developer set. Table 2 – Existing Drainage Basins Existing Basins Grassed Area (sf) Impervious Area (sf) Total Area (sf) Percent Impervious Q10 (cfs) Q100 (cfs) Ex. Basin #1 99,325 0 99,325 0% 0.61 1.20 Ex. Basin #2 75,972 0 75,972 0% 0.47 0.92 Total 175,297 0 175,297 0% 1.08 2.12 4.0 Proposed Stormwater Drainage System 4.1 Applicable Design Standards The City of Bozeman Design and Construction Standards (COBDCS), dated October 2024, were used for the basis of stormwater design for the project. The rational method was used to calculate peak flow for the site to size conveyance structures, using the equation and constants from the COBDCS. The EPA SWMM method was used within Autodesk’s Storm and Sanitary Analysis (SSA) software to calculate the volume of runoff generated by design storms. The Federal Highway Administration’s Hydraulic Engineering Circular No. 22 (HEC-22), fourth edition, was utilized for conveyance calculations. Conveyances were sized for the minor storm (10-year) and checked for passage of the major storm (100-year). The underground infiltration systems were sized according to the Montana Post-Construction Storm Water BMP Guidance Manual, first edition. 4.2 Drainage System Design Stormwater falling on the site will sheet flow to curb and gutter, which will convey it to stormwater inlets distributed around the site. Pipes will collect stormwater from the gutter downspouts on the buildings and convey it to the combination inlets/manholes. From there, underground pipes will convey the runoff to an underground infiltration system. Manholes with pretreatment devices recommended by the manufacturer will be placed immediately upstream of the infiltration system. Due to the inability to tie into any public infrastructure, it was decided that this site will detain and infiltrate all storms up through the major design storm. Since all storms will be routed to the infiltration system, that will include the water quality storm. A 2-foot separation from the bottom of the infiltration to the seasonally high water table was maintained. The post-development drainage map is located in Appendix C – Exhibit P-DA. Drainage Basin #1 consists of the roof of Building A, some landscaped areas between the building and Remington Way, and the western half of the parking lot. Drainage Basin #2 consists of the roof of Building B, some landscaped areas between the building and Remington Way, and the eastern half of the parking lot. Each of these basins will drain to their own underground infiltration system. There will be five small drainage basins that flow offsite. Basin OFF1 consists of the landscaped area between Building A and the utility easement along South 25th Street and part of the northwest driveway, both unable to be captured because of the ground slope. Basin OFF2 consists of the landscaped area between Building B and the utility easement along South 23rd Street and part of the northeast driveway, also unable to be captured because of the ground slope. These areas will run off to the nearby street where they will be captured by the subdivision’s stormwater system. Basins OFF3 and OFF4 are located along Remington Way, in the southwest and southeast corners of the lot, respectively. These are small, landscaped areas between the building and the utility easement that cannot be captured because of the ground slope. These four areas are more than offset by the amount of area from the utility easement accounted for in the Subdivision Drainage Report (see Appendix 2) that will now flow into the site and be captured by the site’s stormwater system. The site will have a net gain of 2,238 square feet of contributing area, resulting in 0.022 cfs for the minor storm and 0.044 cfs for the major storm that will flow onsite instead of offsite, as compared to the subdivision’s stormwater report. Basin OFF5 consists of the grassed area with the small retaining wall on the north side of the site between the edge of the parking lot and the property line, and parts of both driveways. This basin will mostly sheet flow offsite to the property to the north, mimicking the pre-development condition. The small portions of the driveways that can’t be captured will flow through the gutters and onto the property above, following pre- development drainage patterns. This will result in a lower peak flow leaving the site post- development than pre-development. The pre-development minor storm had 1.08 cfs leaving the site and flowing to the north, and the post-development minor storm will have 0.22 cfs. The major storm peak flow was 2.12 cfs predevelopment and will be 0.45 cfs post-development. Information for all the post-development drainage basins can be found in Table 3. Table 3 - Post-Development Drainage Basins 4.3 Hydrologic and Hydraulic Calculations & Modeling Full calculations can be found in Appendix D. Table 4 shows the coefficients used for each type of ground cover for the Rational Method and TR-55 curve number method (used within EPA SWMM), all from the COBDCS. The USDA Web Soil Survey Identifies the soil on sight as Turner Loam, which is Hydrologic Soil Group B (USDA NRCS, 2019). Table 4 – Coefficients for Stormwater Calculations The Rational Method was used for calculating peak flow since the drainage basins are under 5 acres. The EPA SWMM method was used in SSA to calculate the final basin volumes. The runoff volumes were also calculated for the site using the rational method and the TR-55 method, to use as comparisons. Table 5 compares the pre- and post-development runoff peak flows and volumes. PROPOSED BASINS IMPERVIOUS AREA (SF) LANDSCAPED AREA (SF) TOTAL AREA (SF) PERCENT IMPERVIOUS Q10 (cfs) Q100 (cfs) BASIN #1 12,030 71,063 83,093 85% 5.24 10.38 BASIN #2 13,155 72,772 85,927 85% 5.39 10.67 BASIN OFF1 855 584 1,439 41% 0.06 0.11 BASIN OFF2 1,001 314 1,315 24% 0.04 0.08 BASIN OFF3 193 67 260 26% 0.01 0.02 BASIN OFF4 473 8 481 2% 0.01 0.02 BASIN OFF5 5,688 1,847 7,535 25% 0.22 0.45 TOTAL 33,467 146,583 180,050 81% 10.96 21.71 Land Cover C, Rational Method CN, TR-55 Paved Areas 0.95 98 Landscaped Areas 0.22 61 Table 5 – Pre-Development and Post-Development Offsite Runoff Summary The net is relative to the existing, meaning the peak flow and the volume running offsite will be less post-development than they are pre-development. The runoff from Proposed Basins #1 and #2 is due to the inlets in the driveways. They are on-grade and will experience a small amount of bypass during the major and minor storms. 4.3.1 Post-Development Conveyance 4.3.1.1 Gutters Gutters were designed with a minimum cross-slope of 0.6%. All calculations use HEC-22 procedures. During the minor storm, gutter spread varies from 1.12 to 4.38 feet, with the corresponding depths of stormwater at the curb being 0.04 and 0.18 feet. This will still leave 19.6’ of the drive available for cars at inlet with the highest spread. Similarly for the major storm, the spread will vary from 1.45 to 5.66 feet, with the stormwater depths at the curb being 0.06 and 0.23 feet, respectively. This will still leave 18.3’ of the drive accessible in the worst location. Cars will still be able to enter and leave the site and navigate the parking area during the major storm. The building will not be in danger of flooding during the major storm – the highest elevation of stormwater on a curb near the building is 4908.82, about a foot below the building finished floor elevation. 4.3.1.2 Storm Inlets There are 14 curb inlets and 10 area inlets proposed on this site. Twelve of the curb inlets are in local low points and will receive flow from the gutter on both sides, and the other two are on grade (located in the driveways). The area inlets are located along the south side of the buildings where Basin Q10 (cfs) V10 (cf) Q100 (cfs) V100 (cf) Ex Basin #1 0.61 934 1.20 3061 Ex Basin #2 0.47 755 0.92 2393 Total Existing 1.08 1689 2.12 5454 Basin #1 0.002 45 0.011 64 Basin #2 0.012 27 0.044 81 Basin OFF1 0.06 107 0.11 166 Basin OFF2 0.04 65 0.08 111 Basin OFF3 0.01 10 0.02 19 Basin OFF4 0.01 8 0.02 19 Basin OFF5 0.22 391 0.45 661 Total Proposed 0.35 653 0.72 1121 Net -0.73 -1036 -1.41 -4333 the road elevation is higher than the building finished floor elevation. These will capture stormwater runoff from the landscaped area between the back of sidewalk and the building. The calculations for inlet capacity in sag locations included 50% clogging, per COBDCS, and 25% clogging for inlets on grade. Analysis of inlets is included in Appendix D. 4.3.1.3 Pipes Storm pipes will be PVC SDR-35, so Manning’s n of 0.011 was used in calculations per COBDCS Table 6.7.3. The minimum size chosen for the roof drain connections was 6 inches for maintenance purposes. Collector pipes have a minimum diameter of 8 inches. Pipes were designed to convey the 10-year storm and checked for passage of the 100-year storm. All pipes will maintain a velocity between 2.5 ft/s and 12 ft/s during the minor storm, per the COBDCS. A minimum of 1’ of cover is maintained over all the pipes, exclusive of pavement thickness. Table 6 summarizes the pipe diameters, elevations, and the maximum hydraulic grade line for the major and minor storms. Table 6 – Pipe Summary Pipe ID D (in) Start IE End IE Minor Storm (10-yr) Major Storm (100-yr) Start HGL End HGL Start HGL End HGL P-1 8 4908.03 4906.29 4908.23 4906.49 4908.27 4906.53 P-2 8 4906.29 4905.81 4906.46 4905.98 4906.49 4906.01 P-3 8 4905.81 4905.66 4906.04 4905.89 4906.08 4905.93 P-4 8 4905.78 4905.66 4905.83 4905.71 4905.84 4905.72 P-5 10 4905.66 4905.17 4905.92 4905.43 4905.97 4905.48 P-6 6 4908.20 4907.74 4908.35 4907.89 4908.38 4907.92 P-7 8 4906.67 4906.46 4906.90 4906.69 4906.95 4906.74 P-8 10 4905.17 4905.10 4905.51 4905.44 4905.58 4905.51 P-9 12 4905.91 4905.85 4906.28 4906.22 4906.35 4906.29 P-10 8 4906.79 4906.39 4906.99 4906.59 4907.04 4906.64 P-11 8 4908.03 4907.58 4908.27 4907.82 4908.32 4907.87 P-12 6 4908.20 4907.60 4908.29 4907.69 4908.31 4907.71 P-13 8 4907.30 4906.86 4907.46 4907.02 4907.49 4907.05 P-14 10 4906.51 4906.34 4906.86 4906.68 4906.93 4906.76 P-15 12 4906.34 4906.18 4906.75 4906.59 4906.84 4906.68 P-16 10 4907.87 4906.68 4908.22 4907.04 4908.31 4907.12 P-17 10 4906.68 4906.37 4907.00 4906.68 4907.06 4906.75 P-18 12 4906.37 4905.82 4906.66 4906.11 4906.72 4906.17 P-19 15 4905.82 4905.56 4906.26 4906.00 4906.36 4906.10 P-20 12 4905.97 4905.93 4906.40 4906.36 4906.50 4906.46 P-21 8 4906.95 4906.60 4907.16 4906.81 4907.21 4906.86 P-22 10 4907.87 4906.59 4908.16 4906.88 4908.22 4906.94 P-23 10 4906.59 4906.17 4906.87 4906.45 4906.94 4906.52 P-24 15 4905.84 4905.53 4906.28 4905.97 4906.39 4906.08 Pipe identifications can be found on exhibit P-DA in Appendix C, and calculations are provided within Appendix D. 4.3.1.4 Water Quality Treatment Design The Runoff Reduction Volume was calculated from the Montana Post-Construction Stormwater BMP Manual design criteria and was found to be 2,829 cubic feet (cf) for Basin 1 and 2,867 cf for Basin 2. This will be captured and infiltrated through the underground infiltration basins. Pre- treatment will be handled in the storm manholes upstream from the R-Tank with manufacturer- recommended screens on inlets. The same infiltration basins will be used to store and infiltrate the minor and major storm. 4.3.1.5 Retention Sizing (Infiltration) Underground infiltration facilities (R-Tanks) will be used to retain the minor and major storm. There is no outlet, so all stormwater up through the 100-year storm will be stored and infiltrate through the R-Tanks. Table 7 provides a summary of the infiltration basin volumes. R-tanks are installed with a layer of rock on all sides, so the bottom of the rock layer will be 2’ from the seasonally high water table (SHWT). The storage capacity within the rocks is also taken into account for storage volume, up to 6” above the R-Tank. The infiltration sizing equation from the Montana Post- Construction Storm Water BMP Manual allowed for up to 144 inches of depth for the 3-day drawdown time. Due to the high SHWT, only a single layer of R-Tanks will be installed, with a depth of around 17”, so it should infiltrate in much less than 72 hours due to the spread across a large area. R-Tanks have inspection ports used for inspection and maintenance of the tank. The drawdown time was based on the sandy gravel deposit located approximately 2.5’ below the ground surface. If during excavation it is found that the fine-grained sandy silt/clay soil that makes up the top layer of soil on the site extends past where the R-Tank is to be installed, that soil will be removed and replaced with a soil similar to the sandy gravel underneath the R-Tank up until the native sandy gravel is reached, so that infiltration will not be impeded. Pipe ID D (in) Start IE End IE Minor Storm (10-yr) Major Storm (100-yr) Start HGL End HGL Start HGL End HGL P-25 8 4908.03 4906.66 4908.20 4906.83 4908.23 4906.86 P-26 10 4906.32 4906.17 4906.65 4906.50 4906.72 4906.57 P-27 6 4908.20 4907.23 4908.35 4907.38 4908.38 4907.41 P-28 10 4906.45 4906.06 4906.74 4906.35 4906.80 4906.41 P-29 12 4906.06 4905.85 4906.48 4906.27 4906.57 4906.36 P-30 10 4907.87 4905.45 4908.05 4905.63 4908.08 4905.66 P-31 10 4905.45 4905.41 4905.69 4905.65 4905.74 4905.70 P-32 6 4905.57 4905.41 4905.67 4905.51 4905.69 4905.53 P-33 10 4905.41 4905.31 4905.70 4905.60 4905.75 4905.65 P-34 10 4905.31 4905.05 4905.62 4905.36 4905.68 4905.42 P-35 6 4906.25 4905.05 4906.34 4905.14 4906.35 4905.15 P-36 12 4905.05 4904.87 4905.42 4905.24 4905.50 4905.32 Table 7 – Infiltration Basin Summary ID Infiltration Volume (cf) Required Provided IB-1 14,562 15,626 IB-2 15,231 16,307 4.3.1.6 Groundwater Mounding Groundwater mounding beneath the underground infiltration basins was evaluated using the Hantush Equation, with a calculator available from USGS (Carleton, 2010). All values entered were for the sandy gravel layer that the infiltration basin will discharge to (i.e. not the top layer of soil on the site). Appendix A of MTDEQ-8 lists an infiltration rate of 4 inches per hour for gravelly sand. The average value for specific yield for gravelly sand from a USGS publication was used (USGS, 1967). The horizontal hydraulic conductivity for the aquifer over which the site is located has been measured in several studies, summarized by a Montana Bureau of Mines and Geology (MBMG) report (MBMG, 2020). From this report, a low median value of 300 ft/day was chosen from the ranges measured. MBMG also published a report that stated the alluvial fan deposit that is located under the site (the sandy gravel layer where the water table is located) can be up to 100’ thick (MGMB, 2014). Data from the MBMG’s Ground Water Information Center (GWIC) shows nearby groundwater wells extend up to 60 feet (MBMG, 2025), so 60’ was chosen as a conservative saturated zone thickness. The infiltration basins consist of two closely placed basins, but they were treated as one large basin for the calculations. These inputs yielded a result of a maximum ground water mounding underneath the infiltration basin of 0.66’, which would be expected under the center of the infiltration basin. At 120’ from the center of the basin, the expected groundwater mounding is 0.436’. This should not interfere with the building foundations or cause issues for the developer’s detention basins, as the closest basin is 290’ from the center of the infiltration basin. With this small amount of mounding, the SWHT is expected to remain below the building foundations, developer’s detention basins, and the bottom of the retaining wall on the north side of the property. 5.0 Evaluation of Major Storm Flood Risks The site has little risk during the major storm. The buildings finished floor elevations are over 1’ above the highest stormwater ponding expected during the major storm (at inlet CI-6). The drives around the parking lot will still be accessible by car during the major storm, and the infiltration system was designed to detain the 100-year storm. In addition, there will be less runoff leaving the site during the 100-year storm than there was pre-development, so there should be no increase in flooding hazards to adjacent properties. 6.0 Operation, Inspection, & Maintenance Considerations Appendix E includes a copy of the Operation, Inspection and Maintenance Plan, the Acknowledgement of Stormwater Facility Maintenance Requirements, and Stormwater Facility Inspection Form. This is intended to be a living document with periodic updates. The developer will designate a management company at a future date, who will be given control of the document to complete and manage. 7.0 References Carleton, G. B. (2010). Simulation of Groundwater Mounding Beneath Hypothetical Stormwater Infiltration Basins. U.S. Geological Survey Scientific Investigations. Retrieved from https://pubs.usgs.gov/sir/2010/5102/ City of Bozeman. (2024). City of Bozeman Design and Construction Standards. Montana Bureau of Mines and Geology. (2014). Geologic Map of the Bozeman 30' x 60' Quadranagle Southwestern Montana. Retrieved from https://pubs.usgs.gov/wsp/1662d/report.pdf Montana Bureau of Mines and Geology. (2020). Hydrogeologic Investigation of the Four Corners Area, Gallatin County, Montana: Interpretive Report. Retrieved from https://glwqd.org/wp- content/uploads/2020/11/2020.11-mbmg_4cornersstudy.pdf Montana Bureau of Mines and Geology. (2025). Ground Water Information Center Applications. Retrieved from Ground Water Information Center : https://gis-data-hub- mbmg.hub.arcgis.com/pages/water-resources Montana Department of Environmental Quality. (2017). Montana Post-Construction Storm Water BMP Design Guidance Manual. Montana Department of Environmental Quality. (2024). Circular DEQ-8: Montana Standards for Subdivision Storm Water Drainage. United States Department of Agriculture. (1986). Urban Hydrology for Small Watersheds. Technical Release 55. United States Department of Agriculture Natural Resouces Conservation Service. (2019). Web Soil Survey. Retrieved from https://websoilsurvey.nrcs.usda.gov/app/ United States Department of Transportation. (2024). Hydraulic Engineering Circular No. 22: Urban Drainage Design. 4th Edition. 4th Edition. United States Geological Survey. (1967). Specific Yield - Compilation of Specific Yields for Various Materials. Retrieved from https://www.mbmg.mtech.edu/pdf_100k/bozeman-text648.pdf Appendix A: Geotechnical Report GEOTECHNICAL REPORT FOR: West University Bozeman, Montana August 2022 Project 22-027 i TABLE OF CONTENTS INTRODUCTION ............................................................................................................................... 1 KEY GEOTECHNICAL CONSIDERATIONS .......................................................................................... 1 SCOPE OF WORK ............................................................................................................................. 2 GEOLOGY OF THE SITE .................................................................................................................... 3 EXPLORATIONS AND SUBSURFACE CONDITIONS ........................................................................... 3 Subsurface Explorations .............................................................................................................. 3 Subsurface Conditions ................................................................................................................. 4 Groundwater Conditions ............................................................................................................. 6 Laboratory Testing ...................................................................................................................... 6 FOUNDATION, SLAB, AND DRAINAGE RECOMMENDATIONS......................................................... 7 Seismic Design Factors ................................................................................................................ 7 Foundation Design ...................................................................................................................... 7 Foundation Bearing Criteria ........................................................................................................ 8 Option 1: Mass-Excavation Down to Native Sandy Gravels ........................................................ 8 Option 2: Over-Excavation Under Footings Down to Native Sandy Gravels .............................. 9 Lateral Earth Pressures.............................................................................................................. 10 Subgrade Reaction Modulus (Under Interior Slabs) ................................................................. 11 Foundation Wall Backfill............................................................................................................ 11 Subsurface Drainage and Damp-Proofing ................................................................................. 11 Vapor Barrier ............................................................................................................................. 11 Soil Corrosion to Concrete and Metal ....................................................................................... 12 Surface Drainage Recommendations ........................................................................................ 12 Interior Slab Recommendations................................................................................................ 12 Exterior Slab Recommendations ............................................................................................... 13 FOUNDATION-RELATED FILL MATERIAL RECOMMENDATIONS ................................................... 14 Excavated Foundation Soils ....................................................................................................... 14 Structural Fill ............................................................................................................................. 14 Clean Crushed Rock ................................................................................................................... 15 FILL PLACEMENT AND COMPACTION ........................................................................................... 15 ii PAVEMENT SECTION RECOMMENDATIONS ................................................................................. 16 UNDERGROUND UTILITY RECOMMENDATIONS ........................................................................... 23 Foundation Support of Utility Lines .......................................................................................... 23 Trench Backfill ........................................................................................................................... 23 COLD/WINTER WEATHER CONSTRUCTION .................................................................................. 24 AESI FUTURE INVOLVEMENT ........................................................................................................ 24 LIMITATIONS ................................................................................................................................. 24 REFERENCES .................................................................................................................................. 25 SUPPLEMENTAL INFORMATION • List of Tables o Table 1. Summary of Subsurface Conditions o Table 2. Atterberg Limit Results o Table 3. Standard Proctor Results Per ASTM D-698. o Table 4. Corrosion Testing Results o Table 5. Interior Concrete Slab Support – Mass-Excavation Down to Native Gravels (Option 1) o Table 6. Interior Concrete Slab Support – Over-Excavation Down to Native Gravels Under Footings Only (Option 2) o Table 7. Exterior Concrete Slab (Light Duty) – Sidewalks Away from Buildings o Table 8. Exterior Concrete Slab (Medium Duty) – Sidewalks Near Buildings o Table 9. Exterior Concrete Slab (Heavy Duty) – Vehicle Loaded Slabs o Table 10. Compaction Recommendations (Application vs. Percent Compaction) o Table 11. Required Design ESALs o Table 12. Pavement Section 1A – South 19th Avenue – Stable Silt/Clay Subgrade o Table 13. Pavement Section 1B – South 19th Avenue – Native Sandy Gravel Subgrade o Table 14. Pavement Section 1C – South 19th Avenue – Geogrid-Reinforced Silt/Clay Subgrade o Table 15. Pavement Section 2A – Kagy Boulevard – Stable Silt/Clay Subgrade o Table 16. Pavement Section 2B – Kagy Boulevard – Native Sandy Gravel Subgrade o Table 17. Pavement Section 2C – Kagy Boulevard – Geogrid-Reinforced Silt/Clay Subgrade o Table 18. Pavement Section 3A – Stucky Road – Stable Silt/Clay Subgrade o Table 19. Pavement Section 3B – Stucky Road – Native Sandy Gravel Subgrade iii o Table 20. Pavement Section 3C – Stucky Road – Geogrid-Reinforced Silt/Clay Subgrade o Table 21. Pavement Section 4A – City Streets – Stable Silt/Clay Subgrade o Table 22. Pavement Section 4B – City Streets – Native Sandy Gravel Subgrade o Table 23. Pavement Section 4C – City Streets – Geogrid-Reinforced Silt/Clay Subgrade o Table 24. Pavement Section 5A – Private Drives – Stable Silt/Clay Subgrade o Table 25. Pavement Section 5B – Private Drives – Native Sandy Gravel Subgrade o Table 26. Pavement Section 5C – Private Drives – Geogrid-Reinforced Silt/Clay Subgrade • List of Figures o Figure 1 – Vicinity Map o Figure 2 – Quadrangle Map o Figure 3 – Geology Map o Figure 4 – Groundwater Map o Figure 5 – Test Pit Location Map o Figure 6 – Depth to Gravels Map o Figure 7 – Depth to Peak Groundwater Map o Figure 8 – Foundation Typical – Slab-On-Grade (Option 1) o Figure 9 – Foundation Typical – Slab-On-Grade (Option 2) • List of Appendices o Appendix A – Test Pit Logs o Appendix B – Laboratory Testing Results o Appendix C – Groundwater Monitoring Results Through 7/27/2022 o Appendix D – Pavement Section Design o Appendix E – Limitations of Your Geotechnical Report INTRODUCTION This report and attachments provide our geotechnical recommendations for the future development of West University located on the south side of Bozeman, Montana. The information contained herein is based on an investigation of the property’s topographical and subsurface conditions, a review of geologic maps and literature for the project area, and our experience with similar developments in the area. The purpose of this report is to provide a description of the site’s soil and groundwater conditions as well as recommendations for the design and construction of future developments proposed for the property. The 95.65-acre property is located northwest of the intersection of the Stucky Road and South 19th Avenue. The property is described as Remainder Lot 2A of Minor Subdivision 191-B located in the Southeastern One-Quarter of Section 14, Township 2 South, Range 5 East, Principal Meridian Montana, Gallatin County, Montana. See Figures 1 and 2 for site location maps. The property is comprised of an undeveloped agricultural field that is mostly flat, falling slightly to the north at less than 2 percent. The property is bound to the west by Montana State University property, the north by Montana State University property and Kagy Boulevard, the east by Kagy Crossing Subdivision and South 19th Avenue, and the south by Stucky Road. Site vegetation consists primarily of agricultural crops and grasses. An irrigation ditch bisects the property, flowing in a northerly direction. Two existing stream and wetland corridors also flow to the north along the western and eastern portions of the property. One stand of cottonwoods and willows are situated in the southwest corner of the property. At this time, we understand improvements will include South 19th Avenue widening, Kagy Boulevard widening and extension, Stucky Road widening and reconstruction, and new extensions of South 22nd Avenue, South 25th Avenue, and Remington Way. We understand the proposed zoning of the property will consist of a combination of REMU (Residential Emphasis Mixed-Use) and B-2M (Community Business District – Mixed). At this time, we have not been provided any specific site plans so our geotechnical recommendations can be described as general recommendations for future development. We ask that we be retained for future work to review proposed developments to ensure our geotechnical recommendations are appropriate. KEY GEOTECHNICAL CONSIDERATIONS Below are some of the critical geotechnical conditions encountered at the property and should be considered in design: • High groundwater is present across the site. Groundwater monitoring beginning on March 25, 2022, through July 27, 2022, indicate that groundwater rises within approximately 2 feet of the ground surface outside of the stream corridors. Groundwater within the stream corridors rises to the existing ground surface. There is always a West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 2 possibility of groundwater levels rising even higher than we observed during our monitoring in 2022 in particularly wet years. • Depth to “target bearing” native sandy gravels varies from 1.25 to 4.0 feet across the site. Our geotechnical recommendations are based on placing foundations on the native sandy gravels or on import granular structural fill that in turn bears on the native sandy gravels. • Due to high groundwater conditions, slab-on-grade foundations set above existing grade should be considered to alleviate any flooding issues. • If crawlspace foundations are considered, there will be significant challenges with pumping out high groundwater that enters crawlspaces and finding a suitable place to discharge the water. The City of Bozeman does not allow groundwater to be pumped into city streets or storm facilities. If crawlspaces are considered, we suggest setting the bottom of footing grades a minimum of 2 feet above high groundwater elevations (likely putting footing grades near the existing ground surface). Road finished grades will need to be elevated accordingly to help limit the depth of crawlspaces. • With high groundwater, it should be anticipated that soft and very moist to saturated subgrade will be present during construction. To achieve proper compaction of the onsite soils, it will likely be necessary to dry, re-work, and scarify the soils to ensure proper compaction. If the soils cannot be dried to a point to achieve proper compaction, import materials to achieve proper compaction will be needed. Various pavement sections have been provided in this report to account for soft subgrade conditions. • Dewatering will likely be needed during construction activities including but not limited to road construction, utility installation, and foundation earthwork. SCOPE OF WORK The Scope of Services for this project included: • Review of the project site information and geologic maps. • Completion of twenty-two (22) test pits across the property. Fourteen (14) groundwater monitors were installed in select test pits for future monitoring. The location of each test pit and monitoring well is shown on Figure 5. • Perform laboratory testing of select samples from the test pits. • Provide foundation recommendations, allowable bearing capacity criteria, lateral earth pressures, and foundation earthwork recommendations. • Perform corrosion testing and DIPRA Analysis. • Perform weekly groundwater monitoring beginning in March 2022. West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 3 • Provide surface and subsurface drainage recommendations. • Recommend backfill material and compaction recommendations. • Prepare asphalt pavement section materials and design thickness. GEOLOGY OF THE SITE The geologic map for the area prepared by Lonn and English in 2002 indicates the site is underlain by older alluvial deposits of braid plains (Qabo) which is described as well-rounded, moderately to well-sorted, bouldery gravel with interbedded silt. An excerpt of this mapping is provided on Figure 3. Geologic mapping prepared in 1995 by the Unites States Geological Survey also maps the site as alluvial-fan deposits (see Figure 4). During our test pit explorations, we encountered alluvial deposits of sandy gravel with rounded cobbles across the site, which is consistent with the geologic mapping shown in Figures 3 and 4. In addition, available hydrogeologic information (see Figure 4) roughly indicate that the groundwater elevation drops approximately 50 feet from the south to north end of the property (elevation 4,950 to 4,900) with flow primarily in a northerly to northeasterly direction. Ground surface elevations across the site roughly match the groundwater elevations suggesting that groundwater is shallow across the site. Groundwater monitoring performed this year at the site further support that groundwater levels across the property are shallow (4 feet or less), particularly in the vicinity of the stream and irrigation corridors. EXPLORATIONS AND SUBSURFACE CONDITIONS Subsurface Explorations Subsurface conditions were investigated on March 11 and 14, 2022, under the direction of Erik Schnaderbeck, a professional geotechnical engineer with Allied Engineering Services, Inc. Twenty-two (22) test pit excavations, which are identified as TP-1 through TP-22, were excavated on the property using a tracked excavator provided by RLS Construction. It should be noted that TP-3 and TP-17 were excavated with a rubber-tracked mini-excavator to minimize site disturbance within the stream corridors. The test pits were evenly distributed to provide coverage of the property. A total of fourteen (14) groundwater monitoring wells were installed in select test pits across the property for future monitoring. During the explorations, soil and groundwater conditions were characterized, measured, and logged. The relative densities of the exposed soils were estimated based on the ease or difficulty of digging, probing of the test pit walls, pocket penetrometer readings, and overall stability of the completed excavations. Copies of our test pit logs are provided in Appendix A. The logs provide assorted field information, such as soil depths and descriptions, groundwater conditions, relative density data, and a sketch of the soil stratigraphy. Please be aware that the detail provided in the logs cannot be summarized in a paragraph; therefore, it is important to review the logs in conjunction with this report. Following completion of the fieldwork, the test pit locations were backfilled and cleaned up to the extent possible. Each was staked with a wooden West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 4 lath that identified it accordingly. If any test pits will underlie future site improvements, they should be completely re-excavated and backfilled in properly compacted lifts to avoid undesirable settlements. Select soil samples were brought back to the laboratory for further testing and classification. Laboratory testing results are provided in Appendix B. Subsurface Conditions Similar soil conditions were encountered in all 22 test pits across the site. Topsoil consisted of about a 0.5 to 1.5 feet of dark brown organic silt/clay with fine roots and occasional cobbles. Fine roots in many test pits extended less than one foot below the ground surface indicating that deep root penetration is not required by vegetation due to high groundwater levels. Below the topsoil from depths of 0.5 to 4.0 feet, the test pits encountered soft to medium stiff, light brown, native sandy silt/clay that was very moist. It should be noted that the sandy silt/clay became softer and moister with depth. Underlying the sandy silt/clay deposits were alluvial deposits of dense sandy gravel with 6-inch-minus rounded cobbles that extended to the bottom of all 22 test pits to depths of 10.5 feet. Please refer to Table 1 for a summary of soil conditions encountered. Table 1: Summary of Subsurface Conditions Test Pit Identification Native Topsoil Native Sandy Silt/Clay Native Sandy Gravel TP-1 0.0’ – 1.5’ 1.5’ – 2.5’ 2.5’ – 10.0’ TP-2 0.0’ – 1.0’ 1.0’ – 3.0’ 3.0’ – 10.0’ TP-3 0.0’ – 1.5’ 1.5’ – 2.5’ 2.5’ – 8.5’ TP-4 0.0’ – 0.5’ 0.5’ – 2.75’ 2.75’ – 10.0’ TP-5 0.0’ – 1.0’ 1.0’ – 3.5’ 3.5’ – 10.0’ TP-6 0.0’ – 1.0’ 1.0’ – 2.25’ 2.25’ – 10.0’ TP-7 0.0’ – 1.25’ 1.25’ – 4.0’ 4.0’ – 10.0’ TP-8 0.0’ – 1.5’ 1.5’ – 3.0’ 3.0’ – 10.5’ TP-9 0.0’ – 1.0’ 1.0’ – 3.5’ 3.5’ – 10.0’ TP-10 0.0’ – 1.0’ 1.0’ – 2.75’ 2.75’ – 9.0’ TP-11 0.0’ – 0.75’ 0.75’ – 2.5’ 2.5’ – 9.0’ TP-12 0.0’ – 1.0’ 1.0’ – 2.5’ 2.5’ – 9.0’ TP-13 0.0’ – 1.0’ 1.0’ – 3.5’ 3.5’ – 10.0’ TP-14 0.0’ – 0.75’ 0.75’ – 3.0’ 3.0’ – 10.0’ TP-15 0.0’ – 0.5’ 0.5’ – 3.5’ 3.5’ – 9.5’ TP-16 0.0’ – 1.5’ 1.5’ – 2.5’ 2.5’ – 8.5’ TP-17 0.0’ – 1.5’ -- 1.5’ – 8.0’ TP-18 0.0’ – 0.75’ 0.75’ – 2.5’ 2.5’ – 9.0’ West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 5 TP-19 0.0’ – 1.0’ 1.0’ – 4.0’ 4.0’ – 9.0’ TP-20 0.0’ – 1.5’ 1.5’ – 3.5’ 3.5’ – 9.0’ TP-21 0.0’ – 1.5’ 1.5’ – 2.5’ 2.5’ – 9.0’ TP-22 0.0’ – 1.25’ -- 1.25’ – 9.0’ Target foundation bearing is within the native sandy gravel deposits found at depths of 1.25 to 4.0 feet depending on location. Foundation support recommendations provided later in this report are based on excavation to these gravels and placement of the footings either on the native gravels or on granular structural fill placed on the native sandy gravels. Please refer to Photo 1 for details on the native sandy gravel. A map showing the depth to target bearing gravels across the site is shown on Figure 6 attached to this report. Photo 1: Native sandy gravel (Target Bearing Material) observed in TP-14. Native Sandy Gravel (Target Bearing Material) West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 6 Groundwater Conditions During the test pit explorations conducted on March 11 and 14, 2022, groundwater was encountered in all 22 test pits. Monitoring wells were installed in select test pits across the site for future monitoring. Weekly groundwater monitoring was conducted after completion of the test pits beginning on March 25, 2022, through July 27, 2022. A summary of the groundwater monitoring data is provided in Appendix C. Our weekly monitoring will continue into the fall of 2022. Results can be provided upon request. Groundwater levels rose as high as 2.23 feet below the existing ground surface in areas outside of the stream corridors across the site. In TP-17 (MW-11), located within the western stream corridor, groundwater rose to the existing ground surface. In TP-3 (MW-3), located within the eastern stream corridor, groundwater rose to approximately 1.36 feet below the existing ground surface. During our monitoring period, sporadic dewatering may have been conducted as part of the South University District development construction located just east of the site across South 19th Avenue. For this reason, groundwater levels observed in the eastern portion of this property may not be representative of the true peak groundwater elevations. Figure 7 attached shows the highest groundwater levels observed during our monitoring during the Spring of 2022. Based on this information, high groundwater will impact design and construction activities. Dewatering should be anticipated for all construction activities. Laboratory Testing Select sack samples were taken in all 22 test pits for moisture content testing, corrosion testing, and Atterberg Limit testing. In addition to sack samples taken from the explorations, three composite samples were taken of the upper fine-grain sandy silt/clay soils at 1.5 to 2.5 feet to obtain a range of Standard Proctor densities of soils to be encountered during utility and site work. All laboratory testing results are provided in Appendix B. Moisture contents of the soils present above groundwater during the time of the test pit explorations ranged from approximately 3.3 to 26.4 percent. The upper fine-grained soils were generally very moist and became softer and wetter with depth. A table of the Atterberg Limits results from samples of the upper fine-grained soils are provided in Table 2. Table 2: Atterberg Limit Results Sample Identification Plastic Limit (PL) Liquid Limit (LL) Plastic Index (PI) USCS Soil Classification S1-A at 2.0’ (TP-1) 19.6 39.8 20.2 Lean Clay (CL) S3-A at 2.0’ (TP-3) 16.6 39.0 22.4 Lean Clay (CL) S7-A at 2.0’ (TP-7) 18.8 36.8 18.1 Lean Clay (CL) S15-A at 2.0’ (TP-15) 20.4 31.3 10.9 Lean Clay (CL) West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 7 Due to the elevated groundwater conditions across the site, the soils will likely be saturated during construction activities and be very difficult to properly compact. The material will likely need to be dried out to achieve proper compaction or import material will be needed to ensure proper compaction is achieved. Table 3 provides the Standard Proctor results of anticipated soils (silts and clays) mostly likely to be encountered at the road subgrade elevations. Table 3: Standard Proctor Results Per ASTM D-698 Sample Identification Maximum Dry Density (pcf) Optimum Moisture (%) Composite A (1.5’ – 2.5’) 98.0 18.5 Composite B (1.5’ – 2.5’) 102.7 18.5 Composite C (1.5’ – 2.5’) 104.0 16.0 During the test pit explorations, four additional composite samples were obtained from 4.0 to 8.0 feet for corrosion testing and to perform a DIPRA Analysis for protection of ductile iron water mains across the site. Corrosion testing was performed by Energy Labs in Helena, Montana. The results are provided in Table 4. Sulfide levels were not detected at the reporting limit. Table 4: Corrosion Testing Results Sample ID: pH Chloride (mg/kg) Conductivity (mmhos/cm) Oxidation- Reduction Potential (mV) Sulfide (mg/L) Resistivity (ohm-cm) Composite 1 8.4 5 0.2 296 ND 6610 Composite 2 8.2 3 0.1 292 ND 7840 Composite 3 8.4 3 0.1 337 ND 9100 Composite 4 8.2 2 0.1 278 ND 7450 FOUNDATION, SLAB, AND DRAINAGE RECOMMENDATIONS Seismic Design Factors Based on our on-site explorations and knowledge of the area’s geology, the project site class is Site Class D per the 2021 IBC (not Default Site Class D). Foundation Design Due to the presence of high groundwater, we recommend that foundations consist of slab-on- grades with finished floor elevations raised to the extent possible and above native grades. We do not recommend basement foundations across the site. West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 8 If crawlspaces are considered, we recommend maintaining a minimum of two feet of separation between high groundwater and the bottom of footings (in crawlspace applications). The City of Bozeman does not allow groundwater to be pumped into streets or storm facilities, so we recommend elevating the crawlspaces as discussed earlier. This would likely place footings near the existing grade across the site meaning adjacent streets will also need to be brought up as well as exterior grades adjacent foundations to provide appropriate frost protection. Recognize that providing appropriate separation to groundwater in crawlspace applications will also require additional structural fill to extend from the target bearing sandy gravels encountered at 1.0 to 4.0 feet below existing grade up to footing grade. Clean crushed rock would be recommended to infill the crawlspace up to the top of footings. Foundation Bearing Criteria The upper sandy silt/clay found at the site are prone to excessive settlement (over an inch) under anticipated foundation loads. For this reason, we recommend over-excavating to the native sandy gravel (found at a depth of 1.25 to 4.0 feet) and bearing footings on this material or on granular structural fill that is founded on the native sandy gravel. For frost protection, exterior and perimeter footings should bear at a depth of four feet below the lowest adjacent exterior finished grade (unless the foundation is insulated and frost-protected in accordance with IBC standards). In a slab on grade application or an elevated crawlspace, two options exist with respect to the installation of the structural fill (if needed) to extend from the target bearing native sandy gravels up to the bottom of footings: Option 1: Mass-Excavation Down to Native Sandy Gravels • The first option is to mass-excavate within the footprint of the structures down to the target bearing native sandy gravels and replace with compacted structural fill (1.5-inch minus road mix or 3-inch-minus pit-run gravel). This may be the easiest option if there are a significant number of interior spread footings that need to be dug out individually. • Prior to placing granular structural fill (under footings and throughout the foundation footprint area), the excavated gravel subgrade surface must be vibratory re-compacted with a large, smooth drum roller to densify the native sandy gravel and induce soil settlements in the uppermost gravels. If any soft spots are found in the subgrade, they should be removed and replaced with compacted structural fill. • For the mass over-excavation scenario, the minimum excavated width (beyond the outside edge of perimeter footings) will depend on the thickness of granular structural fill to be placed under footings (if needed). The excavation should extend laterally a minimum of one-half (½) the required thickness of structural fill required to build back up West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 9 from the native sandy gravel subgrade up to footing grade, but at a minimum should extend 2.0 feet. For instance, if the depth to the native gravel below a foundation is 5 feet, the excavation should extend 2.5 feet laterally from the outside edge of footings. This dimension is measured at the bottom of the excavation. It is important that adequate compaction is achieved along the edges and corners of the excavation where access is difficult with large compaction equipment. Please see Figure 8 for details. Option 2: Over-Excavation Under Footings Down to Native Sandy Gravels • The second option to perhaps save on foundation preparation costs is to leave the non- organic sandy silt/clay under the interior slab (or between the interior spread footings in a crawlspace application) and dig out the footings individually down to the native gravels, using compacted structural fill as needed to build back up to footing elevation. • To ensure load transfer occurs in the structural fill, the required width of the excavation is the width of the footing plus the depth of structural fill measured from the bottom of footing to the native gravels (essentially a load transfer of 2V:1H). For instance, if the width of the footing is 2 feet and the thickness of structural fill extending from the bottom of footing to native gravels is 2 feet, the width of the excavation would need to be 4 feet. This assumes the footing is centered on the trench. The native sandy gravel subgrade shall be proof-rolled prior to placing structural fill. It is important that adequate compaction is achieved along the edges and corners of the excavation where access is difficult with large compaction equipment. • With Option 2, lightly loaded interior slabs would be supported by the native non-organic fine-grained soils and a section of structural fill. We recommend against supporting any portion of interior slabs on organic soils since these soils will be prone to settlement depending on the degree of organics present. Organic soils should be completely removed and the non-organic fine-grained subgrade proof-rolled to a dense, unyielding condition. Please recognize that the upper sandy silt/clay soils were very moist and may be soft upon excavation. Drying and scarifying of the surface may be needed to compact the subgrade to an unyielding condition. • Under interior slabs, we recommend placing 6 inches of crushed drainage rock over 18 inches of structural fill, which in turn is placed on compacted subgrade. If widespread unstable subgrade conditions are encountered, we recommend placing a woven geotextile fabric (Mirafi 600X) on top of the subgrade prior to placing granular structural fill. Please refer to Figure 9 for details. Our experience is that there is often a balance between leaving some of the fine-grain soils under the slabs and individually digging the spread footings and perimeter footings down to the native West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 10 gravels versus the ability to utilize larger construction equipment and excavating everything down to the gravel. In the case of the latter, more gravel is used; however, the work can proceed much faster with the use of the larger equipment. We suggest consulting with a foundation excavation contractor to determine which option will be the most cost-effective for this development. In the event groundwater is encountered at the bottom of the excavation, clean crushed rock may be placed to raise the bottom of the excavation above the groundwater before switching to more traditional structural fill (3-inch-minus pit-run or crushed sandy gravel). Providing separation from groundwater using the non-moisture-sensitive clean crushed rock will avoid the saturation of the structural fill and subsequent difficulty with compaction. Clean crushed rock should be placed in loose lifts not exceeding 12 inches and vibratory compacted. Clean crushed rock should be covered with a nonwoven geotextile fabric such as a Mirafi 180N or equal prior to structural fill placement to prevent the migration of fines into the crushed rock. Structural fill shall be placed in lifts and compacted to 98 percent of its Standard Proctor Density based on ASTM D-698. Further details on lift thickness and compaction requirements are provided later in this report. An appropriate bearing capacity for design assuming conventional spread and continuous footings is 3,000 pounds per square foot (psf). Total settlements are estimated to be under 0.75 inches with minimal differential settlements. Allowable bearing pressures during earthquakes may be increased by 50 percent. Lateral Earth Pressures All foundation walls that will be fixed at the top prior to the placement of backfill should be designed for an “at rest” equivalent fluid pressure of 60 pounds per cubic foot (pcf). In contrast, cantilevered retaining walls may be designed for a lower, “active” equivalent fluid pressure of 45 pcf, provided either some slight outward rotation of the wall is acceptable upon backfilling, or the wall is constructed in such a way that accommodates the expected rotation. The “at rest” and “active” design values are only applicable for walls that will have backfill slopes of less than ten percent and will not be externally loaded by surface pressures applied above and/or behind the wall. Lateral forces from wind, earthquakes, and earth pressures on the opposite side of the structure will be resisted by passive earth pressure against the buried portion of the foundation wall and by friction at the bottom of the footing. Passive earth pressures in compacted backfill should be assumed to have an equivalent fluid pressure of 280 pcf; while a coefficient of friction of 0.4 should be used between cast-in-place concrete and the native gravels or granular structural fill. Actual footing loads (not factored or allowable loads) should be used for calculating frictional resistance to sliding along the base of the footing. Please be aware that the friction coefficient has no built-in factor of safety; therefore, an appropriate safety factor should be selected and used in all subsequent calculations for each load case. West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 11 The lateral earth pressures summarized above are for static conditions and should be factored for seismic conditions. Subgrade Reaction Modulus (Under Interior Slabs) If our recommendations are followed for support of interior slabs, the subgrade reaction modulus (k) can be assumed to be 200 pounds per cubic inch (pci). The design value assumes the slab will be underlain by at least 24 inches granular structural fill and clean crushed rock (6 inches of clean crushed rock over 18 inches of compacted granular structural fill). Foundation Wall Backfill Interior foundation backfill shall consist of granular structural fill (3-inch-minus pitrun or 1.5- inch-minus road mix). The native sandy gravels found onsite contain abundant oversize cobbles making the material difficult to compact with small compaction equipment under interior slabs and behind the interior side of walls; therefore, we do not recommend using it for interior foundation backfill unless rock over 3 inches is screened off. Exterior wall backfill can consist of any excavated foundation soil, other than topsoil, provided it is not overly moist, highly plastic, or too rocky in composition. The native soils will likely require drying prior to re-use as backfill. All select backfill materials should be placed in multiple thin lifts and properly compacted to 95 percent of their Standard Proctor density. Foundation walls intended to be braced should not be backfilled until the bracing (such as floor joists) is in place to prevent unintended rotation/deflection of the wall. To prevent damaging foundation walls during the backfilling process, only hand-operated compaction equipment is recommended within three feet of walls that are not buried on both sides. Finally, the re-use of topsoil as backfill should be limited to the uppermost four to six inches in landscaped areas. Subsurface Drainage and Damp-Proofing Perimeter footing drains for slab-on-grade foundations are not necessary unless the exterior grade will extend above the top of slab (which is normally not done). Buried foundation walls should be damp-proofed with an acceptable commercial product as per the requirements of the International Building Code (IBC 2021). If crawslpaces are proposed, the installation of footing drains (while always preferable), may not be possible unless there is a daylight point (again not likely on a flat site). It is possible to run the footing drains to a sump and pump, but again, discharging the water to an appropriate location may not be possible given the City’s stance on groundwater discharge from sump pumps. In those cases, the only option is to elevate the footings as discussed earlier. Vapor Barrier To control moisture vapor, we recommend installing a heavy-duty vapor barrier under interior slabs or over the top of crawlspace subgrades. We recommend a vapor barrier with a water vapor West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 12 transmission rate of 0.006 or lower as established by ASTM E-96, such as a Stego 15-mil Vapor Barrier. The vapor barrier should be installed as per the manufacturer recommendations and ASTM E-1643, ensuring it is properly attached to footings/walls and sealed at the seams. Soil Corrosion to Concrete and Metal Corrosion testing performed by Energy Labs on Composite Samples 1, 2, 3, and 4 indicated that sulfide levels were not detectable at the reporting limit. Based on the results, the soils are not corrosive to standard concrete. Resistivity testing conducted by Energy Labs on Composite Samples 1, 2, 3, and 4 ranged from 6,610 to 9,100 ohm-cm. NACE classifies soils with resistivity values ranging from 5,000 to 10,000 ohm-cm as “mildly corrosive.” Based on test results, the soils onsite are “mildly corrosive” to metal. Surface Drainage Recommendations No water should be allowed to accumulate against or flow along any exposed foundation walls. Concrete or asphalt surfacing that abuts the foundation should be designed with a minimum grade of 2 percent away from the structure, and adjacent landscaped areas should have a slope of at least 5 percent within 10 feet of the wall (see the IBC building codes). Note that surface water or roof water should never be routed to foundation drains. To further reduce the potential for moisture infiltration along foundation walls, backfill materials should be well- compacted. The upper 4 to 6 inches of backfill should consist of low permeability topsoil. Except for locations that will be surfaced by concrete or asphalt, finished grades next to foundation walls should be set no less than 6 inches below the top of the sill plate. Interior Slab Recommendations As discussed earlier, interior slab support will be dictated by how the earthwork contractor decides to proceed with foundation excavation (mass-excavate down to native gravels or follow footing lines). Slab thickness for interior slabs will be dictated by the Structural Engineer. Table 5 provides our interior slab support recommendations if Option 1 (Mass-Excavation Down to Native Sandy Gravels) is followed. Table 5. Interior Concrete Slab Support – Mass-Excavation Down to Native Gravels (Option 1) MATERIAL COMPACTED THICKNESS (IN) Concrete Slab Determined by Structural Engineer 1”-Minus Clean Crushed Rock 6 Granular Structural Fill As Required to Extend Up from Native Sandy Gravels 315 lb. Woven Geotextile Fabric (Mirafi 600X) No TOTAL SECTION THICKNESS Slab Thickness + 6” Crushed Rock + Granular Structural Fill West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 13 Table 6 provides the minimum section under interior slabs if Option 2 is followed for foundation excavation. The section assumes all footings will supported on native sandy gravels or on granular structural fill that in turn bears on native sandy gravels. Assuming topsoil and organics are stripped from under the foundation, the interior slab would be supported by the upper fine- grained silts/clay. Table 6. Interior Concrete Slab Support – Over-Excavation Down to Native Gravels Under Footings Only (Option 2) MATERIAL COMPACTED THICKNESS (IN) Concrete Slab Determined by Structural Engineer 1”-Minus Clean Crushed Rock 6 Granular Structural Fill 18 315 lb. Woven Geotextile Fabric (Mirafi 600X) As Needed Stable Subgrade Soils Compacted to 95% TOTAL SECTION THICKNESS Slab Thickness + 6” Crushed Rock + 18” Structural Fill Exterior Slab Recommendations Provided below are three exterior slab recommendations for various applications. We suggest that critical exterior slab areas where minimal frost heaving is required be underlain by additional crushed rock and two inches or more of below-grade insulation extending outward two feet from the edge of the slab to limit frost penetration. Prior to placing any embankment fill or structural fill, both of which must be adequately compacted, the subgrade surface should be proof-rolled to confirm its stability. If soft or wet areas are identified, they should be over-excavated and replaced with compacted structural fill. An appropriate slab thickness based on application will be determined by the Structural Engineer. A structural section for light duty sidewalks away from buildings is listed in Table 7. Table 7. Exterior Concrete Slab (Light Duty) – Sidewalks Away from Buildings – Stable Subgrade MATERIAL COMPACTED THICKNESS (IN) Concrete Slab 4 (min.) 1”-Minus Clean Crushed Rock 6 Granular Structural Fill No 315 lb. Woven Geotextile Fabric (Mirafi 600X) No Stable Subgrade Soils or Embankment Fill Compacted to 95% TOTAL SECTION THICKNESS Slab Thickness + 6” Crushed Rock West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 14 Provided in Table 8 is our recommendations for design section under medium duty slabs (including pedestrian sidewalks next to buildings and doorways). Table 8. Exterior Concrete Slab (Medium Duty) – Sidewalks Near Buildings – Stable Subgrade MATERIAL COMPACTED THICKNESS (IN) Concrete Slab 4 (min.) 1”-Minus Clean Crushed Rock 12 Granular Structural Fill No 315 lb. Woven Geotextile Fabric (Mirafi 600X) No Stable Subgrade Soils or Embankment Fill Compacted to 95% TOTAL SECTION THICKNESS Slab Thickness + 12” Crushed Rock Provided in Table 9 is our recommendations for the design section under vehicle loaded slabs. Table 9. Exterior Concrete Slab (Heavy Duty) – Vehicle Loaded Slabs – Stable Subgrade MATERIAL COMPACTED THICKNESS (IN) Concrete Slab 6 (min.) – design by Structural Engineer 1”-Minus Clean Crushed Rock 6 Granular Structural Fill 12 315 lb. Woven Geotextile Fabric (Mirafi 600X) Yes Stable Subgrade Soils or Embankment Fill Compacted to 95% TOTAL SECTION THICKNESS Slab Thickness + 6” Crushed Rock + 12” Structural Fill FOUNDATION-RELATED FILL MATERIAL RECOMMENDATIONS Excavated Foundation Soils All topsoil should be stripped and stockpiled for re-use during site reclamation. On-site soils suitable for re-use as site fill or backfill should be separated from wet, rocky, or otherwise unsuitable soils during excavation. The suitability of the non-organic excavated soils will depend on their rockiness, plasticity, natural moisture content, and ability to be re-compacted. The driest soils containing an even mixture of soil matrix and smaller rock fragments should be selected for use as compacted fill, while the wettest and rockiest soils should either be hauled off-site or used for general site grading in non-critical locations. Depending on the time of year, some of the native soil that is excavated will likely be wet of optimum and require drying prior to re-use. This may necessitate the import of easily compacted fill material if work is conducted during the wet or winter season when drying is not an option. Structural Fill If needed, import granular structural fill under foundations and slabs for the project should West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 15 consist of organic-free, well-graded 3-inch-minus sandy (pit-run) gravel or 1.5-inch-minus crushed (road mix) gravel. The gravels shall meet the material and gradation specifications as presented in the Montana Public Works Standard Specifications (MPWSS) for sub-base course and base course gravel. The native gravels may be acceptable for re-use as structural fill assuming rock larger than 3 inches in diameter is screened off. Clean Crushed Rock The primary uses for clean crushed rock include placement under concrete slabs and behind foundation and retaining walls for drainage-related purposes. It may also be used to bring the subgrade up above the groundwater level in below foundation applications. Crushed rock shall consist of a clean assortment of angular fragments with 100 percent passing a one-inch screen and less than 1 percent (by weight) finer than the No. 100 sieve. Over 50 percent of the rock particles must have fractured faces. FILL PLACEMENT AND COMPACTION All fill materials should be placed in uniform, horizontal lifts and compacted to an unyielding condition. The “loose” thickness of each layer of fill prior to compaction should not exceed 10 inches for self-propelled rollers, 6 inches for remote-controlled trench rollers, and 4 inches for plate compactors. The moisture content of any fill material to be compacted should be within 2 percent of its optimum value. Table 10 provides our compaction recommendations for general site applications. These recommendations apply to all fill materials and are presented as a percentage of the maximum dry density of the material being placed as defined by ASTM D-698. A common misconception is that washed or screened crushed rock does not require compaction. However, this material does require compaction with a vibratory plate or smooth drum roller. Table 10. Compaction Recommendations (Application vs. Percent Compaction) APPLICATION % COMPACTION Granular Structural Fill Under Footings and Interior Slabs: 98 Site Fill Under Concrete and Pavement Areas: 95 Exterior Backfill Behind Foundation: 95 Clean Crushed Rock Under Slabs: N/A (Vibration Required) Sub-base and Base Course Materials for Asphalt Pavement: 95 West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 16 PAVEMENT SECTION RECOMMENDATIONS From our understanding, significant improvements of surrounding streets and roads will be part of the development of the property. At this time, we understand that South 19th Avenue will be widened on the east side of the property, Kagy Boulevard will be widened and extended to the west, Stucky Road will be either reconstructed and/or widened, local streets will be extended across the property. Private drives and internal streets will also be constructed on a lot-specific basis. Design ESAL requirements were provided by Stahly Engineering based on the Bozeman 2017 Transportation Master Plan and are provided in Table 11. Table 11. Required Design ESALs Road Identification Required Design ESALs South 19th Widening (City Arterial) 2,190,000 Kagy Boulevard Extension/Widening (City Arterial) 1,314,000 Stucky Road Reconstruction/Widening (City Collector) 1,051,200 City Streets 292,000 Private Drives 150,000 Pavement sections have been provided for each road with a specific ESAL design requirement. Specific road pavement sections are numbered 1 through 5. For each road section, various pavement options have been provided to account for various subgrade conditions and demonstrate how various subgrade conditions control the calculated ESALs that each road can support over its lifetime. The various pavement sections for each specific road are labeled as “A”, “B”, and “C”. All pavement sections in this report exceed the required design values listed in Table 11. Please note, that MDT controlled state routes (such as 19th Avenue) often require the gravel section to consist solely of crushed aggregate (no sub-base gravel), with an increased base course structural coefficient of 0.14. This would effectively decrease the required gravel sections summarized below which include an uncrushed sub-base section. They may also require a minimum asphalt section of 6 inches placed in two lifts, which would also impact the required gravel section thickness. In these cases, please consult with this office and we will work with the design team to develop a new gravel section based solely on the use of crushed aggregate and/or the use of a thicker asphalt section. Option A for all sections assumes stable silt/clay subgrade with a 315 lb. woven geotextile fabric (Mirafi 600X or equivalent) placed over the compacted stable subgrade. Option A is considered the minimum design section. Option B assumes native sandy gravel subgrade. This option was provided since the depth to gravels in some areas across the site is shallow and it may be advantageous to sub-excavate down to native gravels and build back up to subgrade elevations. Option B can also be considered as a West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 17 pavement section if unstable subgrade conditions are encountered as the unstable material (very moist silt/clay) will be removed down to the native gravels and replaced with subbase. Due to high groundwater conditions, there is a significant possibility that the upper fine-grained silts/clays will become softer and wetter with depth creating increasingly worse conditions until the native sandy gravels are encountered. Option B demonstrates a significant increase in the calculated ESALs based on the improved subgrade conditions. For example, in Tables 12 (Option 1A) and 13 (Option 1B) for South 19th Avenue widening, the calculated ESALs for the design section increases from approximately 2,430,000 to 39,700,000 ESALS (approximately a 16X increase) respectively simply by excavating to the native gravels. Option C assumes silt/clay subgrade with geogrid reinforcement (Tensar TX-190L underlain by an 8-ounce nonwoven geotextile fabric or Mirafi RS580i) to improve subgrade conditions. Option C is an option if “moderately” unstable thick silt/clay subgrade conditions are encountered, and there is a cost advantage using this option versus Option B (removing all the unsuitable silts/clay down to native sandy gravels). Note that if the subgrade is highly unstable, we recommend utilizing Option B. With Option C, the subgrade soils should be compacted to the extent possible, and care should be taken to avoid severe rutting and deflection or damaging the road stabilization fabrics from heavy construction equipment. The improved subgrade modulus was obtained using Tensar+ design software for calculations. Option C also shows a significant increase in the calculated ESALs for the various sections. In Tables 12 (Option 1A) and 14 (Option 1C) for South 19th Avenue widening, the calculated ESALs are 2,430,000 and 18,000,000 (approximately a 7.4X increase) respectively. All pavement sections are listed in Tables 12 through 26. A summary of the pavements section design calculations and explanation of the input design values are provided in Appendix D. West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 18 Table 12 provides our pavement section recommendation (Option 1A) for widening of South 19th Avenue assuming stable silt/clay subgrade. The calculated ESALs is 2,430,000. Table 12. Pavement Section 1A – South 19th Avenue – Stable Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 5 (placed in 2 lifts) Base Course Gravel 6 Sub-Base Course Gravel 24 315 lb. Woven Geotextile Fabric Yes Stable Subgrade Soils (less Topsoil) Compacted to 95% TOTAL SECTION DESIGN THICKNESS 35 Table 13 provides our pavement section recommendation (Option 1B) for widening of South 19th Avenue assuming sandy gravel subgrade. The calculated ESALs is 39,700,000. Table 13. Pavement Section 1B – South 19th Avenue – Native Sandy Gravel Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 5 (placed in 2 lifts) Base Course Gravel 6 Sub-Base Course Gravel 24 Sub-Excavate Down to Native Sandy Gravels and Replace with Sub-Base Compacted to 95% Yes 315 lb. Woven Geotextile No TOTAL SECTION DESIGN THICKNESS 35 + Additional Sub-Excavation and Replacement Table 14 provides our pavement section recommendation (Option 1C) for South 19th Avenue widening assuming geogrid-reinforced silt/clay subgrade. The calculated ESALs is 18,000,000. Table 14. Pavement Section 1C – South 19th Avenue – Geogrid-Reinforced Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 5 (placed in 2 lifts) Base Course Gravel 6 Sub-Base Course Gravel 24 8 ounce nonwoven geotextile fabric and Tensar TX-190L geogrid or Mirafi RS580i Yes Stable Subgrade Soils (less Topsoil) Compacted To Extent Possible TOTAL SECTION DESIGN THICKNESS 35 West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 19 Table 15 provides our pavement section recommendation (Option 2A) for Kagy Boulevard widening/extension assuming stable silt/clay subgrade. The calculated ESALs is 1,660,000. Table 15. Pavement Section 2A – Kagy Boulevard– Stable Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 5 (placed in 2 lifts) Base Course Gravel 6 Sub-Base Course Gravel 21 315 lb. Woven Geotextile Fabric Yes Stable Subgrade Soils (less Topsoil) Compacted to 95% TOTAL SECTION DESIGN THICKNESS 32 Table 16 provides our pavement section recommendation (Option 2B) for Kagy Boulevard widening/extension assuming sandy gravel subgrade. The calculated ESALs is 27,200,000. Table 16. Pavement Section 2B – Kagy Boulevard – Native Sandy Gravel Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 5 (placed in 2 lifts) Base Course Gravel 6 Sub-Base Course Gravel 21 Sub-Excavate Down to Native Sandy Gravels and Replace with Sub-Base Compacted to 95% Yes 315 lb. Woven Geotextile Fabric No TOTAL SECTION DESIGN THICKNESS 32 + Additional Sub-Excavation and Replacement Table 17 provides our pavement section recommendation (Option 2C) for Kagy Boulevard widening/extension assuming geogrid-reinforced subgrade. The calculated ESALs is 12,400,000. Table 17. Pavement Section 2C – Kagy Boulevard – Geogrid-Reinforced Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 5 (placed in 2 lifts) Base Course Gravel 6 Sub-Base Course Gravel 21 8 ounce nonwoven geotextile fabric and Tensar TX-190L geogrid or Mirafi RS580i Yes Stable Subgrade Soils (less Topsoil) Compacted To Extent Possible TOTAL SECTION DESIGN THICKNESS 32 West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 20 Table 18 provides our pavement section recommendation (Option 3A) for Stucky Road widening/extension assuming stable silt/clay subgrade. The calculated ESALs is 1,260,000. Table 18. Pavement Section 3A – Stucky Road– Stable Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 4 (placed in 2 lifts) Base Course Gravel 6 Sub-Base Course Gravel 24 315 lb. Woven Geotextile Fabric Yes Stable Subgrade Soils (less Topsoil) Compacted to 95% TOTAL SECTION DESIGN THICKNESS 34 Table 19 provides our pavement section recommendation (Option 3B) for Stucky Road widening/reconstruction assuming sandy gravel subgrade. The calculated ESALs is 20,600,000. Table 19. Pavement Section 3B – Stucky Road – Native Sandy Gravel Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 4 (placed in 2 lifts) Base Course Gravel 6 Sub-Base Course Gravel 24 Sub-Excavate Down to Native Sandy Gravels and Replace with Sub-Base Compacted to 95% Yes 315 lb. Woven Geotextile Fabric No TOTAL SECTION DESIGN THICKNESS 34 + Additional Sub-Excavation and Replacement Table 20 provides our pavement section recommendation (Option 3C) for Stucky Road assuming geogrid-reinforced silt/clay subgrade. The calculated ESALs is 9,400,000. Table 20. Pavement Section 3C – Stucky Road – Geogrid-Reinforced Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 4 (placed in 2 lifts) Base Course Gravel 6 Sub-Base Course Gravel 24 8 ounce nonwoven geotextile fabric and Tensar TX-190L geogrid or Mirafi RS580i Yes Stable Subgrade Soils (less Topsoil) Compacted To Extent Possible TOTAL SECTION DESIGN THICKNESS 34 West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 21 Table 21 provides our pavement section recommendation (Option 4A) for city streets. The calculated ESALs is 405,000. Table 21. Pavement Section 4A – City Streets – Stable Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 3 Base Course Gravel 6 Sub-Base Course Gravel 21 315 lb. Woven Geotextile Fabric Yes Stable Subgrade Soils (less Topsoil) Compacted to 95% TOTAL SECTION DESIGN THICKNESS 30 Table 22 provides our pavement section recommendation (Option 4B) for city streets assuming native sandy gravel subgrade. The calculated ESALs is 6,650,000. Table 22. Pavement Section 4B – City Streets – Native Sandy Gravel Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 3 Base Course Gravel 6 Sub-Base Course Gravel 21 Sub-Excavate Down to Native Sandy Gravels and Replace with Sub-Base Compacted to 95% Yes 315 lb. Woven Geotextile Fabric No TOTAL SECTION DESIGN THICKNESS 30 + Additional Sub-Excavation and Replacement Table 23 provides our pavement section recommendation (Option 4C) for city streets assuming geogrid-reinforced silt/clay subgrade. The calculated ESALs is 3,020,000. Table 23. Pavement Section 4C – City Streets – Geogrid-Reinforced Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 3 Base Course Gravel 6 Sub-Base Course Gravel 21 8 ounce nonwoven geotextile fabric and Tensar TX-190L geogrid or Mirafi RS580i Yes Stable Subgrade Soils (less Topsoil) Compacted To Extent Possible TOTAL SECTION DESIGN THICKNESS 30 West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 22 Table 24 provides our pavement section recommendation (Option 5A) for private drives and parking lots. The calculated ESALs is 155,000. Table 24. Pavement Section 5A – Private Drives - Stable Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 3 Base Course Gravel 6 Sub-Base Course Gravel 15 315 lb. Woven Geotextile Fabric Yes Stable Subgrade Soils (less Topsoil) Compacted to 95% TOTAL SECTION DESIGN THICKNESS 24 Table 25 provides our pavement section recommendation (Option 5B) for private drives and parking lots assuming sandy gravel subgrade. The calculated ESALs is 2,540,000. Table 25. Pavement Section 5B – Private Drives – Native Sandy Gravel Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 3 Base Course Gravel 6 Sub-Base Course Gravel 15 Sub-Excavate Down to Native Sandy Gravels and Replace with Sub-Base Compacted to 95% Yes 315 lb. Woven Geotextile Fabric No TOTAL SECTION DESIGN THICKNESS 24 + Additional Sub-Excavation and Replacement Table 26 provides our pavement section recommendation (Option 5C) for private drives and parking lots assuming geogrid-reinforced silt/clay subgrade. The calculated ESALs is 1,150,000. Table 26. Pavement Section 5C – Private Drives – Geogrid-Reinforced Silt/Clay Subgrade MATERIAL COMPACTED THICKNESS (IN) Asphalt 3 Base Course Gravel 6 Sub-Base Course Gravel 15 8 ounce nonwoven geotextile fabric and Tensar TX-190L geogrid or Mirafi RS580i Yes Stable Subgrade Soils (less Topsoil) Compacted To Extent Possible TOTAL SECTION DESIGN THICKNESS 24 West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 23 Please recognize that the Option A sections listed above are only applicable to stable subgrade conditions (no rutting, deflecting, etc). Given that the fine-grain soils were generally very moist (wet of optimum) and became softer with depth, it will likely need to be dried, scarified, and re-worked to achieve adequate compaction to a stable condition prior to placing fabric and sub-base gravel. As discussed earlier, should widespread moderately unstable subgrade conditions be found (minor rutting and deflecting, very moist subgrade, etc.), we recommend implementing either Option B or C for all pavement sections. We suggest incorporating a bid item within the contract documents in the event unstable subgrade conditions are encountered. Due to high groundwater and anticipated soft subgrade, bid items should be provided for both Option B and Option C to help plan for increased costs with unstable subgrades and avoid delays during construction. We should be retained during construction of roadways and parking areas to evaluate the severity of any unstable conditions encountered and the need for higher strength fabrics and/or increasing the sub-base section. The sub-base and base course materials that comprise the granular parts of the pavement section shall consist of 6-inch-minus uncrushed sandy (pitrun) gravel and 1-1/2-inch-minus crushed (road mix) gravel, respectively. Both gravel courses shall meet the material and gradation specifications presented in MPWSS, Sections 02234 and 02235. Under normal circumstances, the gravel products should be placed in lifts not exceeding 12 inches in thickness (depending on the size of the compactor) and compacted to at least 95 percent of the maximum dry density as defined in ASTM D-698. However, if the subgrade soils are found to be overly moist, soft, or unstable, the initial lift thickness of the sub-base gravel should be thickened to prevent damaging and tearing the geotextile fabric with construction equipment and to bridge unstable subgrade. Asphalt pavement shall meet specifications in MPWSS Section 02510 and be compacted to a minimum of 93 percent of the Rice mix density. UNDERGROUND UTILITY RECOMMENDATIONS Foundation Support of Utility Lines Exterior utility lines (water, sewer, and dry utilities) can be adequately supported by the native gravels. If utility lines will be supported by the upper fine-grained soils that were very moist and soft, Type 2 bedding may be required by the Engineer to support the lines. We recommend a bid item be included on the bid form in case Type 2 bedding is deemed necessary. We suggest proper bedding of all utilities following the specifications found in the Montana Public Works Standard Specifications. Trench Backfill Trench backfill can consist of any native material (except materials containing significant organics) that is not overly wet. Due to the very moist and soft upper fine-grained soils and likely saturated soils from high groundwater, we recommend that a bid item be included in the event West University, LLC. Geotechnical Report – West University August 5, 2022 Project Number: 22-027 Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582-0221 Page 24 import material is needed for trench backfill. We recommend that trench backfill be compacted to a minimum of 95 percent of ASTM D-698 under pavement/slab areas and 92 percent in landscaped areas. Note that development wide construction de-watering will likely be required (particularly in the spring/summer). We suggest setting the dewatering in place several weeks in advance of the utility and road construction. This additional time may help to dry the upper materials. COLD/WINTER WEATHER CONSTRUCTION If foundation construction will occur during the cold/winter weather season, the Contractor shall take all necessary precautions to prevent the earthwork from freezing and/or from being contaminated with snow. Exposed subgrade and fill materials (under footings, slabs, and walls) should be adequately covered with concrete insulation blankets to prevent frost penetration and to protect them from snow. All soils that are used for fill under or around foundation components should be relatively dry, free of intermixed snow and frozen clods, and must not be placed when it is snowing. Fill materials or foundations should not be placed over frozen soils, which may be in a “frost-heaved condition,” or over layers of snow. When earthwork will proceed during the non-optimal times of the year, we recommend that it be performed expeditiously to minimize the time that the foundation excavation is open and exposed to the elements. AESI FUTURE INVOLVEMENT We suggest that we be retained during the design of the development to ensure that the recommendations provided herein are followed properly. We further recommend that we be allowed to view the construction excavations to verify that the appropriate target bearing materials have been reached and during road construction to verify subgrade conditions. LIMITATIONS This report provides our geotechnical-related recommendations for West University located in Bozeman, Montana. Please be advised that this report is only applicable for the above- referenced project and shall not be used for other nearby projects. The recommendations presented herein are primarily based on observation and evaluation of the site’s surface and subsurface conditions, along with review and interpretation of geologic maps, and previous engineering experience in the area. If during earthwork construction, soil and groundwater conditions are found to be inconsistent with those described in the report, we should be advised immediately so we can analyze the situation and modify our recommendations. All individuals associated with this project should consult this report during the planning, design, and construction of the site improvements. It should be made available to other parties for information on factual data only and not as a warranty of actual subsurface conditions such as those interpreted herein. LIST OF FIGURES FFiigguurree 11 –– VViicciinniittyy MMaapp FFiigguurree 22 –– QQuuaaddrraannggllee MMaapp FFiigguurree 33 –– GGeeoollooggyy MMaapp FFiigguurree 44 –– GGrroouunnddwwaatteerr MMaapp FFiigguurree 55 –– TTeesstt PPiitt LLooccaattiioonn MMaapp FFiigguurree 66 –– DDeepptthh ttoo GGrraavveellss MMaapp FFiigguurree 77 –– DDeepptthh ttoo PPeeaakk GGrroouunnddwwaatteerr MMaapp FFiigguurree 88 –– FFoouunnddaattiioonn TTyyppiiccaall––SSllaabb--OOnn--GGrraaddee ((OOppttiioonn 11 FFiigguurree 99 –– FFoouunnddaattiioonn TTyyppiiccaall––SSllaabb--OOnn-- GGrraaddee ((OOppttiioonn 22)) FIGURECivil Engineering Geotechnical EngineeringLand Surveying 32 DISCOVERY DRIVE . BOZEMAN, MT 59718PHONE (406) 582-0221 . FAX (406) 582-5770www.alliedengineering.com WEST UNIVERSITY PROPERTY QUADRANGLE MAP BOZEMAN, MONTANA 2 N FIGURECivil Engineering Geotechnical EngineeringLand Surveying 32 DISCOVERY DRIVE . BOZEMAN, MT 59718PHONE (406) 582-0221 . FAX (406) 582-5770www.alliedengineering.com WEST UNIVERSITY PROPERTY GEOLOGY MAP BOZEMAN, MONTANA 3 N FIGURECivil Engineering Geotechnical EngineeringLand Surveying 32 DISCOVERY DRIVE . BOZEMAN, MT 59718PHONE (406) 582-0221 . FAX (406) 582-5770www.alliedengineering.com WEST UNIVERSITY PROPERTY GROUNDWATER MAP BOZEMAN, MONTANA 4 N FIGURECivil Engineering Geotechnical EngineeringLand Surveying 32 DISCOVERY DRIVE . BOZEMAN, MT 59718PHONE (406) 582-0221 . FAX (406) 582-5770www.alliedengineering.com WEST UNIVERSITY PROPERTY TEST PIT LOCATION MAP BOZEMAN, MONTANA 5 TP# NTP#MW# TP-6TP-5 TP-16 TP-19 TP-14 TP-21 TP-12 TP-10 TP-1MW-1 TP-3MW-3TP-4MW-4 TP-17 MW-11TP-18 MW-12 TP-15MW-10 TP-20 MW-13 TP-8MW-6TP-9MW-7 TP-7MW-5 TP-13MW-9 TP-22 MW-14 TP-11MW-8 TP-2MW-2 FIGURECivil Engineering Geotechnical EngineeringLand Surveying 32 DISCOVERY DRIVE . BOZEMAN, MT 59718PHONE (406) 582-0221 . FAX (406) 582-5770www.alliedengineering.com WEST UNIVERSITY PROPERTY DEPTH TO GRAVELS MAP BOZEMAN, MONTANA 6 TP-6 2.25'TP-5 3.5' TP-162.5' TP-19 4.0' TP-14 3.0' TP-21 2.0' TP-12 2.5' TP-10 2.75' TP-12.5' TP-3 2.5'TP-42.75' TP-17 1.5' TP-18 2.5' TP-153.5' TP-20 3.5' TP-83.0'TP-93.5'TP-7 4.0' TP-13 3.5' TP-221.25' TP-11 2.5' TP-2 3.0' NTP-# ##' FIGURECivil Engineering Geotechnical EngineeringLand Surveying 32 DISCOVERY DRIVE . BOZEMAN, MT 59718PHONE (406) 582-0221 . FAX (406) 582-5770www.alliedengineering.com WEST UNIVERSITY PROPERTY DEPTH TO PEAK GROUNDWATER MAP BOZEMAN, MONTANA 7 NTP-# MW-# ##' TP-1MW-13.44' TP-2 MW-2 3.62' TP-3 MW-3 1.36' TP-4 MW-4 2.39' TP-17 MW-11 0.00' TP-18MW-122.42' TP-15 MW-10 2.53' TP-20 MW-13 2.23'TP-7 MW-5 3.55' TP-8 MW-6 3.72' TP-9 MW-7 3.40' TP-13 MW-9 3.11' TP-11MW-82.69' TP-22 MW-14 3.32' Figure 822-027Aug. 2022West UniversityFoundation Typical - Slab-On-Grade (Option 1)Bozeman, MontanaLegendFoundation BackfillAnd Embankment FillNative Sandy Gravel(”Target” Bearing Material)ConcreteNative TopsoilLow Permeable TopsoilNot To ScaleCivil EngineeringGeotechnical EngineeringLand Surveying32 Discovery DriveBozeman, MT 59718Phone: (406) 582-0221Fax: (406) 582-5770Native Fine-Grained Soil(Sandy Silt/Clay)Granular Structural FillClean Crushed RockGroundwaterFinished Floor Elevation15 Mil Polyethylene Vapor Barrier (Typ.)ExistingGroundReviewed By:EGS/CRMAug. 20226” (Min.) Clean Crushed Rock Under SlabMass Over-Excavate Entire Foundation Footprint And Place Granular StructuralFill From Excavated Gravel Surface Up To Perimeter And Interior Footing Grades.Perimeter FootingImportant Note: Increase The Level Of Care For Wall BackfillAnd Compaction In Areas That Will Receive Concrete Slabs.Finished Landscape GradeTo Slope Away @ 5% (Min.)Concrete andAsphalt ToSlope Away @ 2% (Min.)Upper 4” - 6” Of FoundationBackfill Should Consist OfLow Permeable Topsoil.2’ (Min.)6” (Min.)Raise FF Above Existing Grades As HighAs Site Grading Will Allow.Depth Of Cover ForFrost Protection4’ (Min.)Excavated Gravel Surface Should Be “Clean” Sandy Gravel. Re-Compact To An Unyielding Condition Prior To Placement Of Structural Fill.1.25’ To 4.0’Depth To“Target” GravelAll Fill Materials Shall Be Placed And Compacted InAccordance With The Specifications In The Report.All Footings Must Bear Directly On Native Gravel Or OnStructural Fill That In Turn Is Supported On Native Gravel.Foundation Walls To Be Damp-Proofed Per IBC Requirements. No FootingDrain Is Required Unless Exterior Grade Will Extend Above Top Of SlabGroundwater Likely To Be Encountered During Foundation Excavation. Dewatering ToBe Anticipated. Clean Crushed Rock May Be Used To Raise Bottom of Excavation AboveGroundwater. See Geotechnical Report For Details.Interior Foundation Backfill To Consist Of GranularStructural Fill.Interior FootingSee Report for Details RegardingWidth Of Mass Over-Excavation Figure 922-027Aug. 2022West UniversityFoundation Typical - Slab-On-Grade (Option 2)Bozeman, MontanaLegendFoundation BackfillAnd Embankment FillNative Sandy Gravel(”Target” Bearing Material)ConcreteNative TopsoilLow Permeable TopsoilNot To ScaleCivil EngineeringGeotechnical EngineeringLand Surveying32 Discovery DriveBozeman, MT 59718Phone: (406) 582-0221Fax: (406) 582-5770Native Fine-Grained Soil(Sandy Silt/Clay)Granular Structural FillClean Crushed RockGroundwaterFinished Floor Elevation15 Mil Polyethylene Vapor Barrier (Typ.)ExistingGroundReviewed By:EGS/CRMAug. 20226” (min.) Clean Crushed Rock Under SlabPerimeter FootingImportant Note: Increase The Level Of Care For Wall BackfillAnd Compaction In Areas That Will Receive Concrete Slabs.Finished Landscape GradeTo Slope Away @ 5% (Min.).ConcreteAnd Asphalt ToSlope Away at 2% (Min).Upper 4” - 6” Of FoundationBackfill Should Consist OfLow Permeable Topsoil.6” (Min.)Depth Of Cover ForFrost Protection4’ (Min.)Excavated Gravel Surface Should Be “Clean” Sandy Gravel. Re-Compact To An Unyielding Condition Prior To Placement Of Structural Fill.Foundation Walls To Be Damp-Proofed Per IBC Requirements. No FootingDrain Is Required Unless Exterior Grade Will Extend Above Top Of SlabGroundwater Likely To Be Encountered During Foundation Excavation. Dewatering ToBe Anticipated. Clean Crushed Rock May Be Used To Raise Bottom of Excavation AboveGroundwater. See Geotechnical Report for Details.1.25’ To 4.0’Depth To“Target” GravelInterior FootingRaise FF Above Existing Grades As HighAs Site Grading Will Allow.All Fill Materials Shall Be Placed And Compacted InAccordance With The Specifications In The Report.6”-min of Clean Crushed Rock Under Slab18”-min of Granular Structural FillInterior FoundationBackfill To Consist OfGranular Structural FillAll Footings Must Bear Directly On Native Gravel Or OnStructural Fill That In Turn Is Supported On Native Gravel.The Required Width Of Structural Fill UnderInterior Footings Is The Width Of The FootingPlus The Depth Of Structural Fill MeasuredFrom The Bottom Of The Footings To TheNative Gravels. The Footing Needs To BeCentered On The Trench For Load Transfer.The Required Width Of Structural Fill Under InteriorFootings Is The Width Of The Footing Plus The Depth OfStructural Fill Measured From The Bottom Of The FootingsTo The Native Gravels. The Footing Needs To Be CenteredOn The Trench For Load Transfer.Subgrade To Be Proof-Rolled Prior ToPlacing Structural Fill. Soft Spots ShouldBe Removed And Replaced With GranularStructural Fill. A Woven 315 Lb. GeotextileFabric May Be Used To Stabilize Subgrade. LIST OF APPENDICES AAppppeennddiixx AA –– TTeesstt PPiitt LLooggss AAppppeennddiixx BB –– LLaabboorraattoorryy TTeessttiinngg RReessuullttss AAppppeennddiixx CC –– GGWW MMoonniittoorriinngg RReessuullttss TThhrroouugghh 77//2277//2222 AAppppeennddiixx DD –– PPaavveemmeenntt SSeeccttiioonn DDeessiiggnn AAppppeennddiixx EE –– LLiimmiittaattiioonnss ooff YYoouurr GGeeootteecchhnniiccaall RReeppoorrtt APPENDIX A TTeesstt PPiitt LLooggss Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.5'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.·Frost to 24".{1.5' - 2.5'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 2.0' = 1.5 tsf.·Becoming softer and wetter with depth.{2.5' - 10.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 7.5'.·Groundwater encountered at 8.5'.·Target bearing material.Notes:·MW-1 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.0'8.5'Test Pit Designation: TP-1 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S1-A@2.0'See Test Pit Location Map;45.65856, -111.0639018.0%246810108642LAB TESTING RESULTS:Atterberg Limits at 2.0'PL = 19.6, LL = 39.8, PI = 20.2Soil Classification = CL (Lean Clay)S1-B@4.0'5.8%S1-C@6.0'8.5%132Target Bearing at 2.5'GWT at 8.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.0'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{1.0' - 3.0'}: Fine-Grain Deposit:Stiff; light brown; sandy SILT/CLAY; slightlymoist.·Pocket Penetrometer @ 1.5' = 3.5 tsf.·Pocket Penetrometer @ 2.5' = 3.0 tsf.·Drier than TP-1.·Becoming softer and wetter with depth.{3.0' - 10.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 8.0'.·Groundwater encountered at 9.5'.·Target bearing material.Notes:·MW-2 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.0'9.5'Test Pit Designation: TP-2 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S2-A@2.0'See Test Pit Location Map;45.65715, -111.063929.2%246810108642S2-B@4.0'3.6%S2-C@6.0'5.9%132Target Bearing at 3.0'GWT at 9.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.5'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.·No frost.{1.5' - 2.5'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;slightly moist.·Pocket Penetrometer @ 2.0' = 1.0 tsf.·Becoming softer and wetter with depth.{2.5' - 8.5'}: Alluvium:Dense; brown; sandy GRAVEL with abundant12"-minus rounded boulders and cobbles; moistto wet.·Wet below 5.0'.·Groundwater encountered at 6.5'.·Target bearing material.Notes:·MW-3 installed.·Test pit conducted in proposed pondlocation.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0278.5'6.5'Test Pit Designation: TP-3 Location:Surface Elevation: Backhoe Type: Hitachi 50 Job Number:Total Depth: Backhoe Operator: John (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 14, 20223S3-A@2.0'See Test Pit Location Map;45.65745, -111.06610(Wetland Pond)21.0%246810108642S3-B@4.0'8.5%S3-C@6.0'9.1%LAB TESTING RESULTS:Atterberg Limits at 2.0'PL = 16.6, LL = 39.0, PI = 22.4Soil Classification = CL (Lean Clay)132Target Bearing at 2.5'GWT at 6.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 0.5'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.·Frost to 6".{0.5' - 2.75'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 1.5' = 1.0 tsf.·Pocket Penetrometer @ 2.5' = 0.5 tsf.·Becoming softer and wetter with depth.{2.75' - 10.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 6.5'.·Groundwater encountered at 8.0'.·Target bearing material.Notes:·MW-4 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.0'8.0'Test Pit Designation: TP-4 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S4-A@2.0'See Test Pit Location Map;45.65734, -111.0678820.0%246810108642S4-B@4.0'5.3%S4-C@6.0'6.3%132Target Bearing at 2.75'GWT at 8.0' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.0'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.·No frost.{1.0' - 3.5'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 2.0' = 1.0 tsf.·Pocket Penetrometer @ 3.0' = 0.5 tsf.·Becoming softer and wetter with depth.{3.5' - 10.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 6.5'.·Groundwater encountered at 7.75'.·Target bearing material.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.0'7.75'Test Pit Designation: TP-5 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S5-A@2.0'See Test Pit Location Map;45.65871, -111.0677425.2%246810108642S5-B@4.0'8.5%S5-C@6.0'7.0%132Target Bearing at 3.5'GWT at 7.75' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.0'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.·No frost.{1.0' - 2.25'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 2.0' = 1.0 tsf.·Becoming softer and wetter with depth.{2.25' - 10.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 7.0'.·Groundwater encountered at 8.0'.·Target bearing material.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.0'8.0'Test Pit Designation: TP-6 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S6-A@2.0'See Test Pit Location Map;45.65876, -111.0662323.6%246810108642S6-B@4.0'4.4%S6-C@6.0'5.1%132Target Bearing at 2.25'GWT at 8.0' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.25'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{1.25' - 4.0'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;moist.·Pocket Penetrometer @ 2.0' = 3.5 tsf.·Pocket Penetrometer @ 3.0' = 2.0 tsf.·Becoming softer and wetter with depth.·Drier than Layer 2 in other test pits.{4.0' - 10.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 8.5'.·Groundwater encountered at 9.75'.·Target bearing material.Notes:·MW-5 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.0'9.75'Test Pit Designation: TP-7 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S7-A@2.0'See Test Pit Location Map;45.65970, -111.0659114.0%246810108642S7-B@4.0'3.3%LAB TESTING RESULTS:Atterberg Limits at 2.0'PL = 18.8, LL = 36.8, PI = 18.1Soil Classification = CL (Lean Clay)132Target Bearing at 4.0'GWT at 9.75' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.5'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.·No frost.{1.5' - 3.0'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 2.0' = 1.0 tsf.·Pocket Penetrometer @ 2.5' = 0.5 tsf.·Becoming softer and wetter with depth.{3.0' - 10.5'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 8.0'.·Groundwater encountered at 10.0'.·Target bearing material.Notes:·MW-6 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.5'10.0'Test Pit Designation: TP-8 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S8-A@2.0'See Test Pit Location Map;45.65958, -111.0674714.9%246810108642S8-B@4.0'4.4%S8-C@6.0'7.1%132Target Bearing at 3.0'GWT at 10.0' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.0'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.·No frost.{1.0' - 3.5'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 2.0' = 1.0 tsf.·Pocket Penetrometer @ 3.0' = 0.5 tsf.·Becoming softer and wetter with depth.{3.5' - 10.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 8.0'.·Groundwater encountered at 9.0'.·Target bearing material.Notes:·MW-7 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.0'9.0'Test Pit Designation: TP-9 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S9-A@2.0'See Test Pit Location Map;45.66025, -111.0682724.1%246810108642S9-B@4.0'5.6%S9-C@6.0'6.1%132Target Bearing at 3.5'GWT at 9.0' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.0'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.·No frost.{1.0' - 2.75'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 2.0' = 1.0 tsf.·Pocket Penetrometer @ 2.5' = 0.5 tsf.·Becoming softer and wetter with depth.{2.75' - 9.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 7.0'.·Groundwater encountered at 7.5'.·Target bearing material.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0279.0'7.5'Test Pit Designation: TP-10 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S10-A@2.0'See Test Pit Location Map;45.66144, -111.0682318.5%246810108642S10-B@4.0'4.6%S10-C@6.0'6.5%132Target Bearing at 2.75'GWT at 7.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 0.75'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{0.75' - 2.5'}: Fine-Grain Deposit:Very soft; light brown; sandy SILT/CLAY; verymoist.·Pocket Penetrometer @ 2.0' = 0.5 tsf.·Becoming softer and wetter with depth.{2.5' - 9.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 6.5'.·Groundwater encountered at 7.5'.·Target bearing material.Notes:·MW-8 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0279.0'7.5'Test Pit Designation: TP-11 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S11-A@2.0'See Test Pit Location Map;45.66226, -111.0680425.0%246810108642S11-B@4.0'5.3%S11-C@6.0'6.7%132Target Bearing at 2.5'GWT at 7.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.0'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{1.0' - 2.5'}: Fine-Grain Deposit:Very soft; light brown; sandy SILT/CLAY;slightly moist.·Pocket Penetrometer @ 2.0' = 1.0 tsf.·Becoming softer and wetter with depth.{2.5' - 9.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 6.0'.·Groundwater encountered at 7.0'.·Target bearing material.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0279.0'7.0'Test Pit Designation: TP-12 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S12-A@2.0'See Test Pit Location Map;45.66243, -111.0697425.4%246810108642S12-B@4.0'6.1%S12-C@6.0'6.8%132Target Bearing at 2.5'GWT at 7.0' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.0'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{1.0' - 3.5'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 1.5' = 1.0 tsf.·Pocket Penetrometer @ 2.0' = 0.5 tsf.·Pocket Penetrometer @ 3.0' = 0.5 tsf.·Becoming softer and wetter with depth.{3.5' - 10.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 6.5'.·Groundwater encountered at 7.5'.·Target bearing material.Notes:·MW-9 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.0'7.5'Test Pit Designation: TP-13 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S13-A@2.0'See Test Pit Location Map;45.66136, -111.0697023.8%246810108642S13-B@4.0'5.3%S13-C@6.0'10.5%132Target Bearing at 3.5'GWT at 7.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 0.75'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{0.75' - 3.0'}: Fine-Grain Deposit:Very soft; light brown; sandy SILT/CLAY; verymoist.·Pocket Penetrometer @ 1.5' = 1.0 tsf.·Pocket Penetrometer @ 2.0' = 0.5 tsf.·Pocket Penetrometer @ 3.0' = 0.5 tsf.·Becoming softer and wetter with depth.{3.0' - 10.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 7.5'.·Groundwater encountered at 8.75'.·Target bearing material.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-02710.0'8.75'Test Pit Designation: TP-14 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S14-A@2.0'See Test Pit Location Map;45.66017, -111.0697026.4%246810108642S14-B@4.0'3.8%S14-C@6.0'7.0%132Target Bearing at 3.0'GWT at 8.75' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 0.5'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{0.5' - 3.5'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 1.5' = 1.0 tsf.·Pocket Penetrometer @ 2.0' = 0.5 tsf.·Pocket Penetrometer @ 3.0' = 0.5 tsf.·Becoming softer and wetter with depth.{3.5' - 9.5'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 6.5'.·Groundwater encountered at 7.5'.·Target bearing material.Notes:·MW-10 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0279.5'7.5'Test Pit Designation: TP-15 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S15-A@2.0'See Test Pit Location Map;45.65872, -111.0697017.2%246810108642S15-B@4.0'4.2%S15-C@6.0'5.7%LAB TESTING RESULTS:Atterberg Limits at 2.0'PL = 20.4, LL = 31.3, PI = 10.9Soil Classification = CL (Lean Clay)132Target Bearing at 3.5'GWT at 7.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.5'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{1.5' - 2.5'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 2.0' = 0.5 tsf.·Becoming softer and wetter with depth.{2.5' - 8.5'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 5.5'.·Groundwater encountered at 6.5'.·Target bearing material.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0278.5'6.5'Test Pit Designation: TP-16 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: Dan (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 11, 20223S16-A@2.0'See Test Pit Location Map;45.65748, -111.0696323.4%246810108642S16-B@4.0'9.8%S16-C@6.0'8.4%132Target Bearing at 2.5'GWT at 6.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.5'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAYwith roots and large cobbles; moist.·Roots to 3.5'.{1.5' - 8.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 3.5'.·Groundwater encountered at 4.5'.·Target bearing material.Notes:·MW-11 installed.·Test pit conducted in proposed pondlocation.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0278.0'4.5'Test Pit Designation: TP-17 Location:Surface Elevation: Backhoe Type: Hitachi 50 Job Number:Total Depth: Backhoe Operator: John (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 14, 2022S17-A@2.0'See Test Pit Location Map;45.65753, -111.07048(Wetland Pond)17.6%246810108642S17-B@4.0'15.5%S17-C@6.0'13.0%12Target Bearing at 1.5'GWT at 4.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 0.75'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{0.75' - 2.5'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY withsome gravels; very moist.·Pocket Penetrometer @ 2.0' = 1.0 tsf.·Becoming softer and wetter with depth.{2.5' - 9.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 4.0'.·Groundwater encountered at 4.5'.·Target bearing material.Notes:·MW-12 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0279.0'4.5'Test Pit Designation: TP-18 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: John (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 14, 20223S18-A@2.0'See Test Pit Location Map;45.65750, -111.0713912.3%246810108642S18-B@4.0'8.7%S18-C@6.0'10.6%132Target Bearing at 2.5'GWT at 4.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.0'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAYwith roots; moist.·Roots to 3.0'.{1.0' - 4.0'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY;very moist.·Pocket Penetrometer @ 1.5' = 1.0 tsf.·Pocket Penetrometer @ 2.0' = 0.5 tsf.·Pocket Penetrometer @ 3.0' = 0.5 tsf.·Becoming softer and wetter with depth.{4.0' - 9.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 5.0'.·Groundwater encountered at 6.0'.·Target bearing material.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0279.0'6.0'Test Pit Designation: TP-19 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: John (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 14, 20223S19-A@2.0'See Test Pit Location Map;45.65875, -111.0713317.5%246810108642S19-B@4.0'8.5%S19-C@6.0'8.3%132Target Bearing at 4.0'GWT at 6.0' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.5'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{1.5' - 3.5'}: Fine-Grain Deposit:Medium stiff; light brown; sandy SILT/CLAY withsome gravels; very moist.·Pocket Penetrometer @ 2.0' = 1.0 tsf.·Becoming softer and wetter with depth.{3.5' - 9.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 4.0'.·Groundwater encountered at 4.5'.·Target bearing material.Notes:·MW-13 installed.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0279.0'4.5'Test Pit Designation: TP-20 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: John (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 14, 20223S20-A@2.0'See Test Pit Location Map;45.66000, -111.0715520.2%246810108642S20-B@4.0'9.2%S20-C@6.0'10.4%132GWT at 4.5'Target Bearing at 3.5' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.5'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{1.5' - 2.5'}: Fine-Grain Deposit:Medium stiff to stiff; light brown; sandySILT/CLAY with some gravels; very moist.·Pocket Penetrometer @ 2.0' = 1.5 tsf.·Becoming softer and wetter with depth.{2.5' - 9.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant6"-minus rounded cobbles; moist to wet.·Wet below 5.0'.·Groundwater encountered at 6.0'.·Target bearing material.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0279.0'6.0'Test Pit Designation: TP-21 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: John (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 14, 20223S21-A@2.0'See Test Pit Location Map;45.66129, -111.0717811.0%246810108642S21-B@4.0'8.9%S21-C@6.0'10.7%132Target Bearing at 2.5'GWT at 6.0' Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.com{0.0' - 1.25'}: Native Topsoil:Stiff; dark brown to black; organic SILT/CLAY;moist.{1.25' - 9.0'}: Alluvium:Dense; brown; sandy GRAVEL with abundant8"-minus rounded cobbles; moist to wet.·Wet below 5.5'.·Groundwater encountered at 6.5'.·Target bearing material.Notes:·MW-14 installed.·No fine-grained deposit observed in test pit.12DEPTH (FT) SAMPLES % WATER CONTENTDESCRIPTION OF MATERIALSHorizontal Distance in FeetNA22-0279.0'6.5'Test Pit Designation: TP-22 Location:Surface Elevation: Backhoe Type: Hitachi 130 Job Number:Total Depth: Backhoe Operator: John (RLS Construction) Project: West University PropertyGroundwater: Logged By: EGS (AESI) Date: March 14, 2022S22-A@2.0'See Test Pit Location Map;45.66256, -111.071687.9%246810108642S22-B@4.0'6.0%S22-C@6.0'9.7%12Target Bearing at 1.25'GWT at 6.5' APPENDIX B LLaabboorraattoorryy TTeessttiinngg RReessuullttss MOISTURE CONTENT DETERMINATION (ASTM D-2216) Project: West University Property Project Number: 22-027Sample Identification: Varies Soil Classification: Varies Date Sampled: March 11, 2022 & March 14, 2022 Date Tested: March 16, 2022 Tested By: HRT Sample Identification:S1-A S1-B S1-C S2-A S2-B S2-C S3-A S3-B Exploration Location:TP-1 TP-1 TP-1 TP-2 TP-2 TP-2 TP-3 TP-3 Sample Depth (ft):2.0 4.0 6.0 2.0 4.0 6.0 2.0 4.0 Container Number:K SS DD UU H LL QQ I Weight of Container:31.73 30.98 30.89 30.99 31.60 31.06 31.19 31.83 Container + Wet Soil:143.68 170.46 208.08 126.58 219.04 170.66 160.72 185.39 Container + Dry Soil:126.63 162.82 194.22 118.50 212.54 162.92 138.25 173.37 Weight of Water:17.05 7.64 13.86 8.08 6.50 7.74 22.47 12.02 Weight of Dry Soil:94.90 131.84 163.33 87.51 180.94 131.86 107.06 141.54 Moisture Content:18.0%5.8%8.5%9.2%3.6%5.9%21.0%8.5% Sample Identification:S3-C S4-A S4-B S4-C S5-A S5-B S5-C Exploration Location:TP-3 TP-4 TP-4 TP-4 TP-5 TP-5 TP-5 Sample Depth (ft):6.0 2.0 4.0 6.0 2.0 4.0 6.0 Container Number:MM TT A C RR B JJ Weight of Container:31.05 31.01 31.97 31.78 31.27 31.56 30.96 Container + Wet Soil:180.54 184.12 192.21 217.91 192.90 161.29 183.83 Container + Dry Soil:168.10 158.59 184.15 206.92 160.35 151.18 173.78 Weight of Water:12.44 25.53 8.06 10.99 32.55 10.11 10.05 Weight of Dry Soil:137.05 127.58 152.18 175.14 129.08 119.62 142.82 Moisture Content:9.1%20.0%5.3%6.3%25.2%8.5%7.0% Reviewed By: 32 Discovery DriveBozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 MOISTURE CONTENT DETERMINATION (ASTM D-2216) Project: West University Property Project Number: 22-027Sample Identification: Varies Soil Classification: Varies Date Sampled: March 11, 2022 & March 14, 2022 Date Tested: March 16, 2022 Tested By: HRT Sample Identification:S6-A S6-B S6-C S7-A S7-B S8-A S8-B S8-C Exploration Location:TP-6 TP-6 TP-6 TP-7 TP-7 TP-8 TP-8 TP-8 Sample Depth (ft):2.0 4.0 6.0 2.0 4.0 2.0 4.0 6.0 Container Number:KK OO J F G E D L Weight of Container:31.21 31.10 31.65 31.73 31.61 31.64 31.75 31.70 Container + Wet Soil:183.74 182.72 196.91 153.56 245.42 168.79 183.99 150.44 Container + Dry Soil:154.61 176.31 188.85 138.59 238.50 151.04 177.62 142.56 Weight of Water:29.13 6.41 8.06 14.97 6.92 17.75 6.37 7.88 Weight of Dry Soil:123.40 145.21 157.20 106.86 206.89 119.40 145.87 110.86 Moisture Content:23.6%4.4%5.1%14.0%3.3%14.9%4.4%7.1% Sample Identification:S9-A S9-B S9-C S10-A S10-B S10-C Exploration Location:TP-9 TP-9 TP-9 TP-10 TP-10 TP-10 Sample Depth (ft):2.0 4.0 6.0 2.0 4.0 6.0 Container Number:NN V Q HH T AA Weight of Container:30.86 51.02 50.97 48.30 51.59 49.02 Container + Wet Soil:158.44 218.00 229.12 250.53 202.07 222.76 Container + Dry Soil:133.70 209.18 218.88 218.93 195.44 212.22 Weight of Water:24.74 8.82 10.24 31.60 6.63 10.54 Weight of Dry Soil:102.84 158.16 167.91 170.63 143.85 163.20 Moisture Content:24.1%5.6%6.1%18.5%4.6%6.5% Reviewed By: 32 Discovery DriveBozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 MOISTURE CONTENT DETERMINATION (ASTM D-2216) Project: West University Property Project Number: 22-027Sample Identification: Varies Soil Classification: Varies Date Sampled: March 11, 2022 & March 14, 2022 Date Tested: March 16, 2022 Tested By: HRT Sample Identification:S11-A S11-B S11-C S12-A S12-B S12-C S13-A Exploration Location:TP-11 TP-11 TP-11 TP-12 TP-12 TP-12 TP-13 Sample Depth (ft):2.0 4.0 6.0 2.0 4.0 6.0 2.0 Container Number:EE P BB Z U R S Weight of Container:48.92 49.28 48.39 49.46 51.14 50.73 50.55 Container + Wet Soil:300.68 204.72 239.97 271.28 233.45 229.99 233.61 Container + Dry Soil:250.36 196.93 227.91 226.35 222.95 218.56 198.42 Weight of Water:50.32 7.79 12.06 44.93 10.50 11.43 35.19 Weight of Dry Soil:201.44 147.65 179.52 176.89 171.81 167.83 147.87 Moisture Content:25.0%5.3%6.7%25.4%6.1%6.8%23.8% Sample Identification:S13-B S13-C S14-A S14-B S14-C S15-A S15-B S15-C Exploration Location:TP-13 TP-13 TP-14 TP-14 TP-14 TP-15 TP-15 TP-15 Sample Depth (ft):4.0 6.0 2.0 4.0 6.0 2.0 4.0 6.0 Container Number:M Y B E UU TT A G Weight of Container:50.63 50.97 31.59 31.67 31.00 30.99 31.97 31.58 Container + Wet Soil:216.96 296.31 172.57 195.51 226.57 189.98 191.27 153.72 Container + Dry Soil:208.63 273.08 143.13 189.48 213.83 166.69 184.87 147.12 Weight of Water:8.33 23.23 29.44 6.03 12.74 23.29 6.40 6.60 Weight of Dry Soil:158.00 222.11 111.54 157.81 182.83 135.70 152.90 115.54 Moisture Content:5.3%10.5%26.4%3.8%7.0%17.2%4.2%5.7% Reviewed By: 32 Discovery DriveBozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 MOISTURE CONTENT DETERMINATION (ASTM D-2216) Project: West University Property Project Number: 22-027Sample Identification: Varies Soil Classification: Varies Date Sampled: March 11, 2022 & March 14, 2022 Date Tested: March 16, 2022 Tested By: HRT Sample Identification:S16-A S16-B S16-C S17-A S17-B S17-C S18-A S18-B Exploration Location:TP-16 TP-16 TP-16 TP-17 TP-17 TP-17 TP-18 TP-18 Sample Depth (ft):2.0 4.0 6.0 2.0 4.0 6.0 2.0 4.0 Container Number:L NN JJ MM H F SS J Weight of Container:31.71 30.88 30.97 31.07 31.58 31.72 31.00 31.65 Container + Wet Soil:214.33 150.93 193.09 130.81 170.67 107.10 159.71 176.80 Container + Dry Soil:179.70 140.21 180.55 115.88 152.03 98.42 145.65 165.23 Weight of Water:34.63 10.72 12.54 14.93 18.64 8.68 14.06 11.57 Weight of Dry Soil:147.99 109.33 149.58 84.81 120.45 66.70 114.65 133.58 Moisture Content:23.4%9.8%8.4%17.6%15.5%13.0%12.3%8.7% Sample Identification:S18-C S19-A S19-B S19-C S20-A S20-B S20-C Exploration Location:TP-18 TP-19 TP-19 TP-19 TP-20 TP-20 TP-20 Sample Depth (ft):6.0 2.0 4.0 6.0 2.0 4.0 6.0 Container Number:QQ I KK RR C D DD Weight of Container:31.20 31.84 31.22 31.33 31.79 31.75 30.89 Container + Wet Soil:170.70 168.70 168.86 125.76 166.92 232.52 130.00 Container + Dry Soil:157.30 148.29 158.13 118.49 144.24 215.68 120.69 Weight of Water:13.40 20.41 10.73 7.27 22.68 16.84 9.31 Weight of Dry Soil:126.10 116.45 126.91 87.16 112.45 183.93 89.80 Moisture Content:10.6%17.5%8.5%8.3%20.2%9.2%10.4% Reviewed By: 32 Discovery DriveBozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 MOISTURE CONTENT DETERMINATION (ASTM D-2216) Project: West University Property Project Number: 22-027Sample Identification: Varies Soil Classification: Varies Date Sampled: March 11, 2022 & March 14, 2022 Date Tested: March 16, 2022 Tested By: HRT Sample Identification:S21-A S21-B S21-C S22-A S22-B S22-C Exploration Location:TP-21 TP-21 TP-21 TP-22 TP-22 TP-22 Sample Depth (ft):2.0 4.0 6.0 2.0 4.0 6.0 Container Number:OO K LL Y S M Weight of Container:31.10 31.76 31.06 51.13 50.52 50.63 Container + Wet Soil:146.62 140.69 174.69 233.26 299.41 344.07 Container + Dry Soil:135.14 131.78 160.80 219.95 285.30 318.24 Weight of Water:11.48 8.91 13.89 13.31 14.11 25.83 Weight of Dry Soil:104.04 100.02 129.74 168.82 234.78 267.61 Moisture Content:11.0%8.9%10.7%7.9%6.0%9.7% Sample Identification: Exploration Location: Sample Depth (ft): Container Number: Weight of Container: Container + Wet Soil: Container + Dry Soil: Weight of Water: Weight of Dry Soil: Moisture Content: Reviewed By: 32 Discovery DriveBozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 ATTERBERG LIMITS DETERMINATION (ASTM D-4318) Project: West UniversityProject Number: 22-027Sample Identification: S1-A at 2.0' Soil Classification: Lean CLAY (CL) Date Sampled: March 11, 2022 Date Tested: June 16, 2022Tested By: Zach Liley Test Results Plastic Limit:19.6 Liquid Limit:39.8 Plasticity Index:20.2 Reviewed By:_________________ A-Line CL ML or OL CH MH or OH CL-ML ML 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100Plasticity IndexLiquid Limit PLASTICITY CHART 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 ATTERBERG LIMITS DETERMINATION (ASTM D-4318) Project: West UniversityProject Number: 22-027Sample Identification: S3-A at 2.0' Soil Classification: Lean CLAY (CL) Date Sampled: March 14, 2022 Date Tested: June 16, 2022Tested By: Zach Liley Test Results Plastic Limit:16.6 Liquid Limit:39.0 Plasticity Index:22.4 Reviewed By:_________________ A-Line CL ML or OL CH MH or OH CL-ML ML 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100Plasticity IndexLiquid Limit PLASTICITY CHART 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 ATTERBERG LIMITS DETERMINATION (ASTM D-4318) Project: West UniversityProject Number: 22-027Sample Identification: S7-A at 2.0' Soil Classification: Lean CLAY (CL) Date Sampled: March 14, 2022 Date Tested: June 16, 2022Tested By: Zach Liley Test Results Plastic Limit:18.8 Liquid Limit:36.8 Plasticity Index:18.1 Reviewed By:_________________ A-Line CL ML or OL CH MH or OH CL-ML ML 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100Plasticity IndexLiquid Limit PLASTICITY CHART 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 ATTERBERG LIMITS DETERMINATION (ASTM D-4318) Project: West UniversityProject Number: 22-027Sample Identification: S15-A at 2.0' Soil Classification: Lean CLAY (CL) Date Sampled: March 11, 2022 Date Tested: June 16, 2022Tested By: Zach Liley Test Results Plastic Limit:20.4 Liquid Limit:31.3 Plasticity Index:10.9 Reviewed By:_________________ A-Line CL ML or OL CH MH or OH CL-ML ML 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100Plasticity IndexLiquid Limit PLASTICITY CHART 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 STANDARD PROCTOR COMPACTION TEST (ASTM D-698) Project: West University Property Project Number: 22-027 Sample Identification: Comp. A from 1.5'-2.5' (East Portion of Site) Soil Classification: Sandy Silt/Clay Date Sampled: March 11, 2022 Date Tested: June 23, 2022 Tested By: Zach Liley Note: No Oversize Correction Applied Note: In situ moisture content may be wetter than optimum. Natural Moisture Content: 3.3 - 26.4 % Optimum Moisture Content: 18.5 % Maximum Dry Unit Weight: 98.0 pcf Reviewed By: Summary of Lab Test Data 80 85 90 95 100 105 110 115 120 10% 12% 14% 16% 18% 20% 22% 24% 26%Dry Unit Weight (pcf)Moisture Content PROCTOR COMPACTION CURVE Compaction CurveZ.A.V. for S.G.=2.50 Z.A.V. for S.G.=2.65 Z.A.V. for S.G.=2.80 Poly. (Compaction Curve) 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 STANDARD PROCTOR COMPACTION TEST (ASTM D-698) Project: West University Property Project Number: 22-027 Sample Identification: Comp. B from 1.5'-2.5' (Central Portion of Site) Soil Classification: Sandy Silt/Clay Date Sampled: March 11, 2022 Date Tested: June 23, 2022 Tested By: Zach Liley Note: No Oversize Correction Applied Note: In situ moisture content may be wetter than optimum. Natural Moisture Content: 3.3 - 26.4 % Optimum Moisture Content: 18.5 % Maximum Dry Unit Weight: 102.7 pcf Reviewed By: Summary of Lab Test Data 80 85 90 95 100 105 110 115 120 8% 10% 12% 14% 16% 18% 20% 22% 24% 26%Dry Unit Weight (pcf)Moisture Content PROCTOR COMPACTION CURVE Compaction CurveZ.A.V. for S.G.=2.50 Z.A.V. for S.G.=2.65 Z.A.V. for S.G.=2.80 Poly. (Compaction Curve) 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 STANDARD PROCTOR COMPACTION TEST (ASTM D-698) Project: West University Property Project Number: 22-027 Sample Identification: Comp. C from 1.5'-2.5' (West Portion of Site) Soil Classification: Sandy Silt/Clay Date Sampled: March 11, 2022 Date Tested: June 23, 2022 Tested By: Zach Liley Note: No Oversize Correction Applied Note: In situ moisture content may be wetter than optimum. Natural Moisture Content: 3.3 - 26.4 % Optimum Moisture Content: 16.0 % Maximum Dry Unit Weight: 104.0 pcf Reviewed By: Summary of Lab Test Data 80 85 90 95 100 105 110 115 120 8% 10% 12% 14% 16% 18% 20% 22% 24% 26%Dry Unit Weight (pcf)Moisture Content PROCTOR COMPACTION CURVE Compaction CurveZ.A.V. for S.G.=2.50 Z.A.V. for S.G.=2.65 Z.A.V. for S.G.=2.80 Poly. (Compaction Curve) 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 ANALYTICAL SUMMARY REPORT The analyses presented in this report were performed by Energy Laboratories, Inc., 3161 E. Lyndale Ave., Helena, MT 59604, unless otherwise noted. Any exceptions or problems with the analyses are noted in the report package. Any issues encountered during sample receipt are documented in the Work Order Receipt Checklist. The results as reported relate only to the item(s) submitted for testing. This report shall be used or copied only in its entirety. Energy Laboratories, Inc. is not responsible for the consequences arising from the use of a partial report. If you have any questions regarding these test results, please contact your Project Manager. Lab ID Client Sample ID Collect Date Receive Date Matrix Test Report Approved By: H22030461-001 Composite 1 (East) [4-8]03/14/22 8:00 03/17/22 Soil Conductivity, 1:X Water Extractable Anions, Water Extractable Moisture Oxidation Reduction Potential pH, 1:X Water Extractable DI Water Soil Extract ASA10-3 Resistivity Soil Preparation USDA1 Sulfide, Methylene Blue Colorimetric H22030461-002 Composite 2 (SE Portion of SW Corner) [4-8] 03/14/22 8:00 03/17/22 Soil Conductivity, 1:X Water Extractable Anions, Water Extractable Moisture Oxidation Reduction Potential pH, 1:X Water Extractable DI Water Soil Extract ASA10-3 Resistivity Sulfide, Methylene Blue Colorimetric H22030461-003 Composite 3 (NW Portion of SW Corner) [4-8] 03/14/22 8:00 03/17/22 Soil Same As Above H22030461-004 Composite 4 (North) [4- 8] 03/14/22 8:00 03/17/22 Soil Same As Above Allied Engineering Services Inc Project Name:West University Property Work Order:H22030461 32 S Discovery Dr Bozeman, MT 59718-3428 March 29, 2022 H2173Quote ID: Energy Laboratories Inc Helena MT received the following 4 samples for Allied Engineering Services Inc on 3/17/2022 for analysis. Page 1 of 13 Project:West University Property CLIENT:Allied Engineering Services Inc Work Order:H22030461 CASE NARRATIVE 03/29/22Report Date: Tests associated with analyst identified as ELI-B were subcontracted to Energy Laboratories, 1120 S. 27th St., Billings, MT, EPA Number MT00005. Page 2 of 13 LABORATORY ANALYTICAL REPORT Client:Allied Engineering Services Inc Project:West University Property Lab ID:H22030461-001 Client Sample ID:Composite 1 (East) [4-8] Collection Date:03/14/22 08:00 Matrix:Soil Report Date:03/29/22 DateReceived:03/17/22 Prepared by Helena, MT Branch Analyses Result Units Analysis Date / ByRLMethod MCL/ QCLQualifiers PHYSICAL CHARACTERISTICS 03/18/22 08:30 / jjp0.2wt%6.9Moisture D2974 1:X SOIL:WATER 03/22/22 15:54 / jjp0.1s.u.8.4pH, 1:2 ASA10-3 WATER EXTRACTABLE 03/23/22 22:52 / JAR1mg/kg5Chloride, 1:2 E300.0 1:X SOIL:WATER 03/22/22 16:39 / sah0.1mmhos/cm0.2Conductivity, 1:2 ASA10-3 PHYSICAL PROPERTIES 03/23/22 12:55 / eli-b23mV296Oxidation-Reduction Potential A2580 BM INORGANICS H 03/24/22 11:12 / JAR0.04mg/LNDSulfide A4500-S D RESISTIVITY OF SOIL 03/23/22 11:59 / sah1ohm-cm6610Resistivity A2510 B Report Definitions: RL - Analyte Reporting Limit MCL - Maximum Contaminant Level QCL - Quality Control Limit ND - Not detected at the Reporting Limit (RL) H - Analysis performed past the method holding time Page 3 of 13 LABORATORY ANALYTICAL REPORT Client:Allied Engineering Services Inc Project:West University Property Lab ID:H22030461-002 Client Sample ID:Composite 2 (SE Portion of SW Corner) [4-8] Collection Date:03/14/22 08:00 Matrix:Soil Report Date:03/29/22 DateReceived:03/17/22 Prepared by Helena, MT Branch Analyses Result Units Analysis Date / ByRLMethod MCL/ QCLQualifiers PHYSICAL CHARACTERISTICS 03/18/22 08:30 / jjp0.2wt%9.1Moisture D2974 1:X SOIL:WATER 03/22/22 15:56 / jjp0.1s.u.8.2pH, 1:2 ASA10-3 WATER EXTRACTABLE 03/23/22 23:06 / JAR1mg/kg3Chloride, 1:2 E300.0 1:X SOIL:WATER 03/22/22 16:40 / sah0.1mmhos/cm0.1Conductivity, 1:2 ASA10-3 PHYSICAL PROPERTIES 03/23/22 13:00 / eli-b23mV292Oxidation-Reduction Potential A2580 BM INORGANICS H 03/24/22 11:12 / JAR0.04mg/LNDSulfide A4500-S D RESISTIVITY OF SOIL 03/23/22 11:59 / sah1ohm-cm7840Resistivity A2510 B Report Definitions: RL - Analyte Reporting Limit MCL - Maximum Contaminant Level QCL - Quality Control Limit ND - Not detected at the Reporting Limit (RL) H - Analysis performed past the method holding time Page 4 of 13 LABORATORY ANALYTICAL REPORT Client:Allied Engineering Services Inc Project:West University Property Lab ID:H22030461-003 Client Sample ID:Composite 3 (NW Portion of SW Corner) [4-8] Collection Date:03/14/22 08:00 Matrix:Soil Report Date:03/29/22 DateReceived:03/17/22 Prepared by Helena, MT Branch Analyses Result Units Analysis Date / ByRLMethod MCL/ QCLQualifiers PHYSICAL CHARACTERISTICS 03/18/22 08:30 / jjp0.2wt%6.5Moisture D2974 1:X SOIL:WATER 03/22/22 15:59 / jjp0.1s.u.8.4pH, 1:2 ASA10-3 WATER EXTRACTABLE 03/23/22 23:21 / JAR1mg/kg3Chloride, 1:2 E300.0 1:X SOIL:WATER 03/22/22 16:40 / sah0.1mmhos/cm0.1Conductivity, 1:2 ASA10-3 PHYSICAL PROPERTIES 03/23/22 13:08 / eli-b23mV337Oxidation-Reduction Potential A2580 BM INORGANICS H 03/24/22 11:12 / JAR0.04mg/LNDSulfide A4500-S D RESISTIVITY OF SOIL 03/23/22 11:59 / sah1ohm-cm9100Resistivity A2510 B Report Definitions: RL - Analyte Reporting Limit MCL - Maximum Contaminant Level QCL - Quality Control Limit ND - Not detected at the Reporting Limit (RL) H - Analysis performed past the method holding time Page 5 of 13 LABORATORY ANALYTICAL REPORT Client:Allied Engineering Services Inc Project:West University Property Lab ID:H22030461-004 Client Sample ID:Composite 4 (North) [4-8] Collection Date:03/14/22 08:00 Matrix:Soil Report Date:03/29/22 DateReceived:03/17/22 Prepared by Helena, MT Branch Analyses Result Units Analysis Date / ByRLMethod MCL/ QCLQualifiers PHYSICAL CHARACTERISTICS 03/18/22 08:30 / jjp0.2wt%7.3Moisture D2974 1:X SOIL:WATER 03/22/22 16:00 / jjp0.1s.u.8.2pH, 1:2 ASA10-3 WATER EXTRACTABLE 03/23/22 23:35 / JAR1mg/kg2Chloride, 1:2 E300.0 1:X SOIL:WATER 03/22/22 16:41 / sah0.1mmhos/cm0.1Conductivity, 1:2 ASA10-3 PHYSICAL PROPERTIES 03/23/22 13:24 / eli-b23mV278Oxidation-Reduction Potential A2580 BM INORGANICS H 03/24/22 11:12 / JAR0.04mg/LNDSulfide A4500-S D RESISTIVITY OF SOIL 03/23/22 11:59 / sah1ohm-cm7450Resistivity A2510 B Report Definitions: RL - Analyte Reporting Limit MCL - Maximum Contaminant Level QCL - Quality Control Limit ND - Not detected at the Reporting Limit (RL) H - Analysis performed past the method holding time Page 6 of 13 Client:Allied Engineering Services Inc Work Order:H22030461 QA/QC Summary Report 03/29/22Report Date: Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits QualCount Prepared by Helena, MT Branch Method:A2580 BM Batch: B_R376632 Lab ID:LCS2 03/23/22 11:35Laboratory Control Sample Run: SUB-B376632 Oxidation-Reduction Potential 101 97 103304mV Lab ID:H22030464-001B 03/23/22 11:47Sample Duplicate Run: SUB-B376632 Oxidation-Reduction Potential 100.2303mV Qualifiers: RL - Analyte Reporting Limit ND - Not detected at the Reporting Limit (RL) Page 7 of 13 Client:Allied Engineering Services Inc Work Order:H22030461 QA/QC Summary Report 03/29/22Report Date: Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits QualCount Prepared by Helena, MT Branch Method:A4500-S D Analytical Run: GENESYS 20_220324B Lab ID:CCV 03/24/22 11:12Continuing Calibration Verification Standard Sulfide 98 85 1150.0400.489 mg/L Lab ID:CCB 03/24/22 11:12Continuing Calibration Blank Sulfide 0.040-0.00484 mg/L Method:A4500-S D Batch: R173182 Lab ID:MBLK 03/24/22 11:12Method Blank Run: GENESYS 20_220324B Sulfide 0.005NDmg/L Lab ID:LCS 03/24/22 11:12Laboratory Control Sample Run: GENESYS 20_220324B Sulfide 103 85 1150.0400.278 mg/L Lab ID:H22030461-001AMS 03/24/22 11:12Sample Matrix Spike Run: GENESYS 20_220324B Sulfide 98 70 1300.0400.535 mg/L Lab ID:H22030461-001AMSD 03/24/22 11:12Sample Matrix Spike Duplicate Run: GENESYS 20_220324B Sulfide 98 70 130 200.040 0.40.533 mg/L Lab ID:H22030464-004ADUP 03/24/22 11:12Sample Duplicate Run: GENESYS 20_220324B Sulfide 200.040NDmg/L Qualifiers: RL - Analyte Reporting Limit ND - Not detected at the Reporting Limit (RL) Page 8 of 13 Client:Allied Engineering Services Inc Work Order:H22030461 QA/QC Summary Report 03/29/22Report Date: Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits QualCount Prepared by Helena, MT Branch Method:ASA10-3 Analytical Run: SOIL EC_220323B Lab ID:ICV_1_220322_1 03/22/22 16:35Initial Calibration Verification Standard Conductivity, 1:2 105 90 1100.101.48 mmhos/cm Lab ID:CCV_1_220322_1 03/22/22 16:36Continuing Calibration Verification Standard Conductivity, 1:2 101 90 1100.105.04 mmhos/cm Lab ID:CCV1_1_220322_1 03/22/22 16:37Continuing Calibration Verification Standard Conductivity, 1:2 101 90 1100.101.01 mmhos/cm Method:ASA10-3 Batch: 60562 Lab ID:MB-60562 03/22/22 16:37Method Blank Run: SOIL EC_220323B Conductivity, 1:2 0.1NDmmhos/cm Lab ID:LCS-60562 03/22/22 16:38Laboratory Control Sample Run: SOIL EC_220323B Conductivity, 1:2 100 70 1300.101.17 mmhos/cm Lab ID:H22030464-002ADUP 03/22/22 16:43Sample Duplicate Run: SOIL EC_220323B Conductivity, 1:2 100.10 0.60.274 mmhos/cm Method:ASA10-3 Analytical Run: SOIL PH METER - ORION A211_220323A Lab ID:ICV_1_220322_1 03/22/22 15:47Initial Calibration Verification Standard pH, 1:2 100 98.6 101.40.106.99 s.u. Lab ID:CCV_1_220322_1 03/22/22 15:48Continuing Calibration Verification Standard pH, 1:2 100 98.6 101.40.107.01 s.u. Lab ID:CCV1_1_220322_1 03/22/22 15:49Continuing Calibration Verification Standard pH, 1:2 100 97.5 102.50.103.99 s.u. Method:ASA10-3 Batch: 60562 Lab ID:LCS-60562 03/22/22 15:51Laboratory Control Sample Run: SOIL PH METER - ORION A2 pH, 1:2 100 95 1050.108.23 s.u. Lab ID:H22030464-002ADUP 03/22/22 16:05Sample Duplicate Run: SOIL PH METER - ORION A2 pH, 1:2 200.10 0.18.98 s.u. Qualifiers: RL - Analyte Reporting Limit ND - Not detected at the Reporting Limit (RL) Page 9 of 13 Client:Allied Engineering Services Inc Work Order:H22030461 QA/QC Summary Report 03/29/22Report Date: Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits QualCount Prepared by Helena, MT Branch Method:D2974 Batch: PMOIST_220318_A Lab ID:H22030461-002A DUP 03/18/22 08:30Sample Duplicate Run: SOIL DRYING OVEN 2_22032 Moisture 200.20 108.19 wt% Qualifiers: RL - Analyte Reporting Limit ND - Not detected at the Reporting Limit (RL) Page 10 of 13 Client:Allied Engineering Services Inc Work Order:H22030461 QA/QC Summary Report 03/29/22Report Date: Analyte Result %REC RPDLow Limit High Limit RPDLimitRLUnits QualCount Prepared by Helena, MT Branch Method:E300.0 Batch: 60562 Lab ID:MB-60562 03/23/22 22:23Method Blank Run: IC METROHM_220323A Chloride, 1:2 0.008NDmg/kg Lab ID:LCS-60562 03/23/22 22:37Laboratory Control Sample Run: IC METROHM_220323A Chloride, 1:2 114 70 1301.0121mg/kg Lab ID:H22030464-002ADUP 03/24/22 00:18Sample Duplicate Run: IC METROHM_220323A Chloride, 1:2 201.0 5.014.1 mg/kg Lab ID:H22030471-003AMS 03/24/22 02:28Sample Matrix Spike Run: IC METROHM_220323A Chloride, 1:2 99 90 1101.0523mg/kg Qualifiers: RL - Analyte Reporting Limit ND - Not detected at the Reporting Limit (RL) Page 11 of 13 Shipping container/cooler in good condition? Custody seals intact on all shipping container(s)/cooler(s)? Custody seals intact on all sample bottles? Chain of custody present? Chain of custody signed when relinquished and received? Chain of custody agrees with sample labels? Samples in proper container/bottle? Sample containers intact? Sufficient sample volume for indicated test? All samples received within holding time? (Exclude analyses that are considered field parameterssuch as pH, DO, Res Cl, Sulfite, Ferrous Iron, etc.) Container/Temp Blank temperature: Containers requiring zero headspace have no headspace or bubble that is <6mm (1/4"). Water - pH acceptable upon receipt? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes No No No No No No No No No No No No R £ £ £ R R R R R R R £ £ £ £ £ £ £ £ £ £ £ £ £ Not Present Not Present Not Present £ R R No VOA vials submitted Not Applicable R R 18.0°C No Ice 3/17/2022Skyler T. Pester FedEx Ground RMF Date Received: Received by: Login completed by: Carrier name: BL2000\spester 3/29/2022 Reviewed by: Reviewed Date: Contact and Corrective Action Comments: COC not signed or dated when relinquished. No collection times listed on COC, Collection times estimated in laboratory. 3/17/2022 STP. Temp Blank received in all shipping container(s)/cooler(s)?Yes No£R Not Applicable £ Lab measurement of analytes considered field parameters that require analysis within 15 minutes of sampling such as pH, Dissolved Oxygen and Residual Chlorine, are qualified as being analyzed outside of recommended holding time. Solid/soil samples are reported on a wet weight basis (as received) unless specifically indicated. If moisture corrected, data units are typically noted as –dry. For agricultural and mining soil parameters/characteristics, all samples are dried and ground prior to sample analysis. The reference date for Radon analysis is the sample collection date. The reference date for all other Radiochemical analyses is the analysis date. Radiochemical precision results represent a 2-sigma Total Measurement Uncertainty. Standard Reporting Procedures: Work Order Receipt Checklist Allied Engineering Services Inc H22030461 Page 12 of 13 Page 13 of 13 APPENDIX C GGWW MMoonniittoorriinngg RReessuullttss TThhrroouugghh 77//2277//2222 Date Time Name MW- 1 MW- 2 MW- 3 MW- 4 MW- 5 MW- 6 MW- 7 MW- 8 MW- 9 MW- 10 MW- 11 MW- 12 MW- 13 MW- 14 3/25/2022 2:00 PM JGE 7.19 7.39 4.19 6.69 7.89 7.55 7.32 6.90 6.68 6.18 3.03 5.32 4.94 6.25 4/1/2022 2:00 PM JGE 6.67 6.96 4.04 6.20 7.66 7.36 7.26 6.93 6.73 6.13 2.96 5.46 5.11 6.32 4/6/2022 12:00 PM JGE 6.72 7.03 4.21 6.33 8.11 7.58 7.44 7.07 6.88 6.25 3.03 5.51 5.20 6.39 4/12/2022 3:45 PM ORB 6.58 6.97 4.44 6.42 8.19 7.60 7.53 7.19 6.99 6.33 3.12 5.63 5.31 6.46 4/19/2022 2:30 PM ORB 6.49 6.95 4.46 6.51 7.54 7.65 7.60 7.20 7.05 6.39 3.12 5.64 5.31 6.54 4/26/2022 11:30 AM ORB 6.99 7.40 4.24 5.65 7.36 7.07 6.88 6.44 6.27 5.74 2.75 5.17 4.73 6.06 5/4/2022 9:00 AM ORB 6.52 7.11 3.29 4.72 6.30 6.33 6.10 5.71 5.62 5.07 2.41 4.76 4.23 5.61 5/10/2022 12:40 PM ORB 6.02 6.49 2.77 4.50 5.92 6.12 6.02 5.66 5.55 4.95 2.34 4.65 4.14 5.47 5/17/2022 3:30 PM JGE 5.26 5.51 3.00 4.48 5.33 5.69 5.74 5.67 5.60 5.10 2.42 5.00 4.49 5.57 5/23/2022 12:45 PM ORB 5.29 5.49 3.11 4.73 5.89 5.99 6.05 5.98 5.82 5.31 2.56 5.17 4.77 5.84 5/31/2022 1:15 PM ORB 5.20 5.00 2.76 3.75 5.27 5.00 4.90 4.89 4.87 4.49 2.30 4.68 4.06 5.29 6/8/2022 4:15 PM ORB 4.81 4.83 2.81 4.06 5.20 5.11 5.16 5.20 5.06 4.74 2.33 4.86 4.24 5.25 6/15/2022 1:20 PM ORB 5.45 5.27 3.03 4.35 5.80 5.62 5.70 5.77 5.46 4.99 2.42 4.99 4.45 5.50 6/22/2022 2:30 PM ORB 5.99 5.71 3.18 4.89 6.88 6.40 6.31 6.16 6.00 5.46 2.58 5.30 5.02 5.94 6/29/2022 2:40 PM ORB 6.87 6.53 3.61 5.55 8.01 7.10 7.02 6.80 6.59 5.88 2.84 5.52 5.46 6.41 7/6/2022 3:40 PM ORB 6.57 6.96 4.87 5.89 8.42 7.25 6.97 6.66 6.75 6.12 2.91 5.55 5.68 6.57 7/13/2022 1:45 PM HDS 6.90 7.52 5.42 6.45 8.87 7.86 7.58 7.20 7.13 6.42 3.17 5.65 5.87 6.84 7/20/2022 1:30 PM HDS 7.30 8.22 5.95 6.94 9.24 8.22 7.94 7.50 7.39 6.69 3.36 5.70 5.98 7.03 7/27/2022 1:50 PM HDS 7.58 8.60 6.22 7.17 9.40 8.58 8.21 7.80 7.64 7.00 3.56 5.84 6.16 7.22 Measure from TOC to GW (feet) Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 Installed By: EGS (AESI) NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.37 8.63 7.19 5.82 69.84 4926.57 4927.94 4917.94 4920.75 4922.57 JGE 4/1/2022 2:00 PM 10 1.37 8.63 6.67 5.30 63.60 4926.57 4927.94 4917.94 4921.27 4922.57 JGE 4/6/2022 12:00 PM 10 1.37 8.63 6.72 5.35 64.20 4926.57 4927.94 4917.94 4921.22 4922.57 JGE 4/12/2022 3:45 PM 10 1.37 8.63 6.58 5.21 62.52 4926.57 4927.94 4917.94 4921.36 4922.57 ORB 4/19/2022 2:30 PM 10 1.37 8.63 6.49 5.12 61.44 4926.57 4927.94 4917.94 4921.45 4922.57 ORB 4/26/2022 11:30 AM 10 1.37 8.63 6.99 5.62 67.44 4926.57 4927.94 4917.94 4920.95 4922.57 ORB 5/4/2022 9:00 AM 10 1.37 8.63 6.52 5.15 61.80 4926.57 4927.94 4917.94 4921.42 4922.57 ORB 5/10/2022 12:40 PM 10 1.37 8.63 6.02 4.65 55.80 4926.57 4927.94 4917.94 4921.92 4922.57 ORB 5/17/2022 3:30 PM 10 1.37 8.63 5.26 3.89 46.68 4926.57 4927.94 4917.94 4922.68 4922.57 JGE 5/23/2022 12:45 PM 10 1.37 8.63 5.29 3.92 47.04 4926.57 4927.94 4917.94 4922.65 4922.57 ORB 5/31/2022 1:15 PM 10 1.37 8.63 5.20 3.83 45.96 4926.57 4927.94 4917.94 4922.74 4922.57 ORB 6/8/2022 4:15 PM 10 1.37 8.63 4.81 3.44 41.28 4926.57 4927.94 4917.94 4923.13 4922.57 ORB 6/15/2022 1:20 PM 10 1.37 8.63 5.45 4.08 48.96 4926.57 4927.94 4917.94 4922.49 4922.57 ORB 6/22/2022 2:30 PM 10 1.37 8.63 5.99 4.62 55.44 4926.57 4927.94 4917.94 4921.95 4922.57 ORB 6/29/2022 2:40 PM 10 1.37 8.63 6.87 5.50 66.00 4926.57 4927.94 4917.94 4921.07 4922.57 ORB 7/6/2022 3:40 PM 10 1.37 8.63 6.57 5.20 62.40 4926.57 4927.94 4917.94 4921.37 4922.57 ORB 7/13/2022 1:45 PM 10 1.37 8.63 6.90 5.53 66.36 4926.57 4927.94 4917.94 4921.04 4922.57 HDS 7/20/2022 1:30 PM 10 1.37 8.63 7.30 5.93 71.16 4926.57 4927.94 4917.94 4920.64 4922.57 HDS 7/27/2022 1:50 PM 10 1.37 8.63 7.58 6.21 74.52 4926.57 4927.94 4917.94 4920.36 4922.57 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-1 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4916 4918 4920 4922 4924 4926 4928 4930 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027)MONITOR WELL 1 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.21 8.79 7.39 6.18 74.16 4935.73 4936.94 4926.94 4929.55 4931.73 JGE 4/1/2022 2:00 PM 10 1.21 8.79 6.96 5.75 69.00 4935.73 4936.94 4926.94 4929.98 4931.73 JGE 4/6/2022 12:00 PM 10 1.21 8.79 7.03 5.82 69.84 4935.73 4936.94 4926.94 4929.91 4931.73 JGE 4/12/2022 3:45 PM 10 1.21 8.79 6.97 5.76 69.12 4935.73 4936.94 4926.94 4929.97 4931.73 ORB 4/19/2022 2:30 PM 10 1.21 8.79 6.95 5.74 68.88 4935.73 4936.94 4926.94 4929.99 4931.73 ORB 4/26/2022 11:30 AM 10 1.21 8.79 7.40 6.19 74.28 4935.73 4936.94 4926.94 4929.54 4931.73 ORB 5/4/2022 9:00 AM 10 1.21 8.79 7.11 5.90 70.80 4935.73 4936.94 4926.94 4929.83 4931.73 ORB 5/10/2022 12:40 PM 10 1.21 8.79 6.49 5.28 63.36 4935.73 4936.94 4926.94 4930.45 4931.73 ORB 5/17/2022 3:30 PM 10 1.21 8.79 5.51 4.30 51.60 4935.73 4936.94 4926.94 4931.43 4931.73 JGE 5/23/2022 12:45 PM 10 1.21 8.79 5.49 4.28 51.36 4935.73 4936.94 4926.94 4931.45 4931.73 ORB 5/31/2022 1:15 PM 10 1.21 8.79 5.00 3.79 45.48 4935.73 4936.94 4926.94 4931.94 4931.73 ORB 6/8/2022 4:15 PM 10 1.21 8.79 4.83 3.62 43.44 4935.73 4936.94 4926.94 4932.11 4931.73 ORB 6/15/2022 1:20 PM 10 1.21 8.79 5.27 4.06 48.72 4935.73 4936.94 4926.94 4931.67 4931.73 ORB 6/22/2022 2:30 PM 10 1.21 8.79 5.71 4.50 54.00 4935.73 4936.94 4926.94 4931.23 4931.73 ORB 6/29/2022 2:40 PM 10 1.21 8.79 6.53 5.32 63.84 4935.73 4936.94 4926.94 4930.41 4931.73 ORB 7/6/2022 3:40 PM 10 1.21 8.79 6.96 5.75 69.00 4935.73 4936.94 4926.94 4929.98 4931.73 ORB 7/13/2022 1:45 PM 10 1.21 8.79 7.52 6.31 75.72 4935.73 4936.94 4926.94 4929.42 4931.73 HDS 7/20/2022 1:30 PM 10 1.21 8.79 8.22 7.01 84.12 4935.73 4936.94 4926.94 4928.72 4931.73 HDS 7/27/2022 1:50 PM 10 1.21 8.79 8.60 7.39 88.68 4935.73 4936.94 4926.94 4928.34 4931.73 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-2 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4926 4928 4930 4932 4934 4936 4938 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027) MONITOR WELL 2 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.40 8.60 4.19 2.79 33.48 4932.58 4933.98 4923.98 4929.79 4928.58 JGE 4/1/2022 2:00 PM 10 1.40 8.60 4.04 2.64 31.68 4932.58 4933.98 4923.98 4929.94 4928.58 JGE 4/6/2022 12:00 PM 10 1.40 8.60 4.21 2.81 33.72 4932.58 4933.98 4923.98 4929.77 4928.58 JGE 4/12/2022 3:45 PM 10 1.40 8.60 4.44 3.04 36.48 4932.58 4933.98 4923.98 4929.54 4928.58 ORB 4/19/2022 2:30 PM 10 1.40 8.60 4.46 3.06 36.72 4932.58 4933.98 4923.98 4929.52 4928.58 ORB 4/26/2022 11:30 AM 10 1.40 8.60 4.24 2.84 34.08 4932.58 4933.98 4923.98 4929.74 4928.58 ORB 5/4/2022 9:00 AM 10 1.40 8.60 3.29 1.89 22.68 4932.58 4933.98 4923.98 4930.69 4928.58 ORB 5/10/2022 12:40 PM 10 1.40 8.60 2.77 1.37 16.44 4932.58 4933.98 4923.98 4931.21 4928.58 ORB 5/17/2022 3:30 PM 10 1.40 8.60 3.00 1.60 19.20 4932.58 4933.98 4923.98 4930.98 4928.58 JGE 5/23/2022 12:45 PM 10 1.40 8.60 3.11 1.71 20.52 4932.58 4933.98 4923.98 4930.87 4928.58 ORB 5/31/2022 1:15 PM 10 1.40 8.60 2.76 1.36 16.32 4932.58 4933.98 4923.98 4931.22 4928.58 ORB 6/8/2022 4:15 PM 10 1.40 8.60 2.81 1.41 16.92 4932.58 4933.98 4923.98 4931.17 4928.58 ORB 6/15/2022 1:20 PM 10 1.40 8.60 3.03 1.63 19.56 4932.58 4933.98 4923.98 4930.95 4928.58 ORB 6/22/2022 2:30 PM 10 1.40 8.60 3.18 1.78 21.36 4932.58 4933.98 4923.98 4930.80 4928.58 ORB 6/29/2022 2:40 PM 10 1.40 8.60 3.61 2.21 26.52 4932.58 4933.98 4923.98 4930.37 4928.58 ORB 7/6/2022 3:40 PM 10 1.40 8.60 4.87 3.47 41.64 4932.58 4933.98 4923.98 4929.11 4928.58 ORB 7/13/2022 1:45 PM 10 1.40 8.60 5.42 4.02 48.24 4932.58 4933.98 4923.98 4928.56 4928.58 HDS 7/20/2022 1:30 PM 10 1.40 8.60 5.95 4.55 54.60 4932.58 4933.98 4923.98 4928.03 4928.58 HDS 7/27/2022 1:50 PM 10 1.40 8.60 6.22 4.82 57.84 4932.58 4933.98 4923.98 4927.76 4928.58 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-3 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4922 4924 4926 4928 4930 4932 4934 4936 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027) MONITOR WELL 3 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.36 8.64 6.69 5.33 63.96 4934.05 4935.41 4925.41 4928.72 4930.05 JGE 4/1/2022 2:00 PM 10 1.36 8.64 6.20 4.84 58.08 4934.05 4935.41 4925.41 4929.21 4930.05 JGE 4/6/2022 12:00 PM 10 1.36 8.64 6.33 4.97 59.64 4934.05 4935.41 4925.41 4929.08 4930.05 JGE 4/12/2022 3:45 PM 10 1.36 8.64 6.42 5.06 60.72 4934.05 4935.41 4925.41 4928.99 4930.05 ORB 4/19/2022 2:30 PM 10 1.36 8.64 6.51 5.15 61.80 4934.05 4935.41 4925.41 4928.90 4930.05 ORB 4/26/2022 11:30 AM 10 1.36 8.64 5.65 4.29 51.48 4934.05 4935.41 4925.41 4929.76 4930.05 ORB 5/4/2022 9:00 AM 10 1.36 8.64 4.72 3.36 40.32 4934.05 4935.41 4925.41 4930.69 4930.05 ORB 5/10/2022 12:40 PM 10 1.36 8.64 4.50 3.14 37.68 4934.05 4935.41 4925.41 4930.91 4930.05 ORB 5/17/2022 3:30 PM 10 1.36 8.64 4.48 3.12 37.44 4934.05 4935.41 4925.41 4930.93 4930.05 JGE 5/23/2022 12:45 PM 10 1.36 8.64 4.73 3.37 40.44 4934.05 4935.41 4925.41 4930.68 4930.05 ORB 5/31/2022 1:15 PM 10 1.36 8.64 3.75 2.39 28.68 4934.05 4935.41 4925.41 4931.66 4930.05 ORB 6/8/2022 4:15 PM 10 1.36 8.64 4.06 2.70 32.40 4934.05 4935.41 4925.41 4931.35 4930.05 ORB 6/15/2022 1:20 PM 10 1.36 8.64 4.35 2.99 35.88 4934.05 4935.41 4925.41 4931.06 4930.05 ORB 6/22/2022 2:30 PM 10 1.36 8.64 4.89 3.53 42.36 4934.05 4935.41 4925.41 4930.52 4930.05 ORB 6/29/2022 2:40 PM 10 1.36 8.64 5.55 4.19 50.28 4934.05 4935.41 4925.41 4929.86 4930.05 ORB 7/6/2022 3:40 PM 10 1.36 8.64 5.89 4.53 54.36 4934.05 4935.41 4925.41 4929.52 4930.05 ORB 7/13/2022 1:45 PM 10 1.36 8.64 6.45 5.09 61.08 4934.05 4935.41 4925.41 4928.96 4930.05 HDS 7/20/2022 1:30 PM 10 1.36 8.64 6.94 5.58 66.96 4934.05 4935.41 4925.41 4928.47 4930.05 HDS 7/27/2022 1:50 PM 10 1.36 8.64 7.17 5.81 69.72 4934.05 4935.41 4925.41 4928.24 4930.05 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-4 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4924 4926 4928 4930 4932 4934 4936 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027)MONITOR WELL 4 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.65 8.35 7.89 6.24 74.88 4920.49 4922.14 4912.14 4914.25 4916.49 JGE 4/1/2022 2:00 PM 10 1.65 8.35 7.66 6.01 72.12 4920.49 4922.14 4912.14 4914.48 4916.49 JGE 4/6/2022 12:00 PM 10 1.65 8.35 8.11 6.46 77.52 4920.49 4922.14 4912.14 4914.03 4916.49 JGE 4/12/2022 3:45 PM 10 1.65 8.35 8.19 6.54 78.48 4920.49 4922.14 4912.14 4913.95 4916.49 ORB 4/19/2022 2:30 PM 10 1.65 8.35 7.54 5.89 70.68 4920.49 4922.14 4912.14 4914.60 4916.49 ORB 4/26/2022 11:30 AM 10 1.65 8.35 7.36 5.71 68.52 4920.49 4922.14 4912.14 4914.78 4916.49 ORB 5/4/2022 9:00 AM 10 1.65 8.35 6.30 4.65 55.80 4920.49 4922.14 4912.14 4915.84 4916.49 ORB 5/10/2022 12:40 PM 10 1.65 8.35 5.92 4.27 51.24 4920.49 4922.14 4912.14 4916.22 4916.49 ORB 5/17/2022 3:30 PM 10 1.65 8.35 5.33 3.68 44.16 4920.49 4922.14 4912.14 4916.81 4916.49 JGE 5/23/2022 12:45 PM 10 1.65 8.35 5.89 4.24 50.88 4920.49 4922.14 4912.14 4916.25 4916.49 ORB 5/31/2022 1:15 PM 10 1.65 8.35 5.27 3.62 43.44 4920.49 4922.14 4912.14 4916.87 4916.49 ORB 6/8/2022 4:15 PM 10 1.65 8.35 5.20 3.55 42.60 4920.49 4922.14 4912.14 4916.94 4916.49 ORB 6/15/2022 1:20 PM 10 1.65 8.35 5.80 4.15 49.80 4920.49 4922.14 4912.14 4916.34 4916.49 ORB 6/22/2022 2:30 PM 10 1.65 8.35 6.88 5.23 62.76 4920.49 4922.14 4912.14 4915.26 4916.49 ORB 6/29/2022 2:40 PM 10 1.65 8.35 8.01 6.36 76.32 4920.49 4922.14 4912.14 4914.13 4916.49 ORB 7/6/2022 3:40 PM 10 1.65 8.35 8.42 6.77 81.24 4920.49 4922.14 4912.14 4913.72 4916.49 ORB 7/13/2022 1:45 PM 10 1.65 8.35 8.87 7.22 86.64 4920.49 4922.14 4912.14 4913.27 4916.49 HDS 7/20/2022 1:30 PM 10 1.65 8.35 9.24 7.59 91.08 4920.49 4922.14 4912.14 4912.90 4916.49 HDS 7/27/2022 1:50 PM 10 1.65 8.35 9.40 7.75 93.00 4920.49 4922.14 4912.14 4912.74 4916.49 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-5 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4910 4912 4914 4916 4918 4920 4922 4924 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027) MONITOR WELL 5 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.28 8.72 7.55 6.27 75.24 4921.75 4923.03 4913.03 4915.48 4917.75 JGE 4/1/2022 2:00 PM 10 1.28 8.72 7.36 6.08 72.96 4921.75 4923.03 4913.03 4915.67 4917.75 JGE 4/6/2022 12:00 PM 10 1.28 8.72 7.58 6.30 75.60 4921.75 4923.03 4913.03 4915.45 4917.75 JGE 4/12/2022 3:45 PM 10 1.28 8.72 7.60 6.32 75.84 4921.75 4923.03 4913.03 4915.43 4917.75 ORB 4/19/2022 2:30 PM 10 1.28 8.72 7.65 6.37 76.44 4921.75 4923.03 4913.03 4915.38 4917.75 ORB 4/26/2022 11:30 AM 10 1.28 8.72 7.07 5.79 69.48 4921.75 4923.03 4913.03 4915.96 4917.75 ORB 5/4/2022 9:00 AM 10 1.28 8.72 6.33 5.05 60.60 4921.75 4923.03 4913.03 4916.70 4917.75 ORB 5/10/2022 12:40 PM 10 1.28 8.72 6.12 4.84 58.08 4921.75 4923.03 4913.03 4916.91 4917.75 ORB 5/17/2022 3:30 PM 10 1.28 8.72 5.69 4.41 52.92 4921.75 4923.03 4913.03 4917.34 4917.75 JGE 5/23/2022 12:45 PM 10 1.28 8.72 5.99 4.71 56.52 4921.75 4923.03 4913.03 4917.04 4917.75 ORB 5/31/2022 1:15 PM 10 1.28 8.72 5.00 3.72 44.64 4921.75 4923.03 4913.03 4918.03 4917.75 ORB 6/8/2022 4:15 PM 10 1.28 8.72 5.11 3.83 45.96 4921.75 4923.03 4913.03 4917.92 4917.75 ORB 6/15/2022 1:20 PM 10 1.28 8.72 5.62 4.34 52.08 4921.75 4923.03 4913.03 4917.41 4917.75 ORB 6/22/2022 2:30 PM 10 1.28 8.72 6.40 5.12 61.44 4921.75 4923.03 4913.03 4916.63 4917.75 ORB 6/29/2022 2:40 PM 10 1.28 8.72 7.10 5.82 69.84 4921.75 4923.03 4913.03 4915.93 4917.75 ORB 7/6/2022 3:40 PM 10 1.28 8.72 7.25 5.97 71.64 4921.75 4923.03 4913.03 4915.78 4917.75 ORB 7/13/2022 1:45 PM 10 1.28 8.72 7.86 6.58 78.96 4921.75 4923.03 4913.03 4915.17 4917.75 HDS 7/20/2022 1:30 PM 10 1.28 8.72 8.22 6.94 83.28 4921.75 4923.03 4913.03 4914.81 4917.75 HDS 7/27/2022 1:50 PM 10 1.28 8.72 8.58 7.30 87.60 4921.75 4923.03 4913.03 4914.45 4917.75 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-6 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4912 4914 4916 4918 4920 4922 4924 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027)MONITOR WELL 6 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.50 8.50 7.32 5.82 69.84 4917.27 4918.77 4908.77 4911.45 4913.27 JGE 4/1/2022 2:00 PM 10 1.50 8.50 7.26 5.76 69.12 4917.27 4918.77 4908.77 4911.51 4913.27 JGE 4/6/2022 12:00 PM 10 1.50 8.50 7.44 5.94 71.28 4917.27 4918.77 4908.77 4911.33 4913.27 JGE 4/12/2022 3:45 PM 10 1.50 8.50 7.53 6.03 72.36 4917.27 4918.77 4908.77 4911.24 4913.27 ORB 4/19/2022 2:30 PM 10 1.50 8.50 7.60 6.10 73.20 4917.27 4918.77 4908.77 4911.17 4913.27 ORB 4/26/2022 11:30 AM 10 1.50 8.50 6.88 5.38 64.56 4917.27 4918.77 4908.77 4911.89 4913.27 ORB 5/4/2022 9:00 AM 10 1.50 8.50 6.10 4.60 55.20 4917.27 4918.77 4908.77 4912.67 4913.27 ORB 5/10/2022 12:40 PM 10 1.50 8.50 6.02 4.52 54.24 4917.27 4918.77 4908.77 4912.75 4913.27 ORB 5/17/2022 3:30 PM 10 1.50 8.50 5.74 4.24 50.88 4917.27 4918.77 4908.77 4913.03 4913.27 JGE 5/23/2022 12:45 PM 10 1.50 8.50 6.05 4.55 54.60 4917.27 4918.77 4908.77 4912.72 4913.27 ORB 5/31/2022 1:15 PM 10 1.50 8.50 4.90 3.40 40.80 4917.27 4918.77 4908.77 4913.87 4913.27 ORB 6/8/2022 4:15 PM 10 1.50 8.50 5.16 3.66 43.92 4917.27 4918.77 4908.77 4913.61 4913.27 ORB 6/15/2022 1:20 PM 10 1.50 8.50 5.70 4.20 50.40 4917.27 4918.77 4908.77 4913.07 4913.27 ORB 6/22/2022 2:30 PM 10 1.50 8.50 6.31 4.81 57.72 4917.27 4918.77 4908.77 4912.46 4913.27 ORB 6/29/2022 2:40 PM 10 1.50 8.50 7.02 5.52 66.24 4917.27 4918.77 4908.77 4911.75 4913.27 ORB 7/6/2022 3:40 PM 10 1.50 8.50 6.97 5.47 65.64 4917.27 4918.77 4908.77 4911.80 4913.27 ORB 7/13/2022 1:45 PM 10 1.50 8.50 7.58 6.08 72.96 4917.27 4918.77 4908.77 4911.19 4913.27 HDS 7/20/2022 1:30 PM 10 1.50 8.50 7.94 6.44 77.28 4917.27 4918.77 4908.77 4910.83 4913.27 HDS 7/27/2022 1:50 PM 10 1.50 8.50 8.21 6.71 80.52 4917.27 4918.77 4908.77 4910.56 4913.27 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-7 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4908 4910 4912 4914 4916 4918 4920 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027)MONITOR WELL 7 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 2.20 7.80 6.90 4.70 56.40 4907.18 4909.38 4899.38 4902.48 4903.18 JGE 4/1/2022 2:00 PM 10 2.20 7.80 6.93 4.73 56.76 4907.18 4909.38 4899.38 4902.45 4903.18 JGE 4/6/2022 12:00 PM 10 2.20 7.80 7.07 4.87 58.44 4907.18 4909.38 4899.38 4902.31 4903.18 JGE 4/12/2022 3:45 PM 10 2.20 7.80 7.19 4.99 59.88 4907.18 4909.38 4899.38 4902.19 4903.18 ORB 4/19/2022 2:30 PM 10 2.20 7.80 7.20 5.00 60.00 4907.18 4909.38 4899.38 4902.18 4903.18 ORB 4/26/2022 11:30 AM 10 2.20 7.80 6.44 4.24 50.88 4907.18 4909.38 4899.38 4902.94 4903.18 ORB 5/4/2022 9:00 AM 10 2.20 7.80 5.71 3.51 42.12 4907.18 4909.38 4899.38 4903.67 4903.18 ORB 5/10/2022 12:40 PM 10 2.20 7.80 5.66 3.46 41.52 4907.18 4909.38 4899.38 4903.72 4903.18 ORB 5/17/2022 3:30 PM 10 2.20 7.80 5.67 3.47 41.64 4907.18 4909.38 4899.38 4903.71 4903.18 JGE 5/23/2022 12:45 PM 10 2.20 7.80 5.98 3.78 45.36 4907.18 4909.38 4899.38 4903.40 4903.18 ORB 5/31/2022 1:15 PM 10 2.20 7.80 4.89 2.69 32.28 4907.18 4909.38 4899.38 4904.49 4903.18 ORB 6/8/2022 4:15 PM 10 2.20 7.80 5.20 3.00 36.00 4907.18 4909.38 4899.38 4904.18 4903.18 ORB 6/15/2022 1:20 PM 10 2.20 7.80 5.77 3.57 42.84 4907.18 4909.38 4899.38 4903.61 4903.18 ORB 6/22/2022 2:30 PM 10 2.20 7.80 6.16 3.96 47.52 4907.18 4909.38 4899.38 4903.22 4903.18 ORB 6/29/2022 2:40 PM 10 2.20 7.80 6.80 4.60 55.20 4907.18 4909.38 4899.38 4902.58 4903.18 ORB 7/6/2022 3:40 PM 10 2.20 7.80 6.66 4.46 53.52 4907.18 4909.38 4899.38 4902.72 4903.18 ORB 7/13/2022 1:45 PM 10 2.20 7.80 7.20 5.00 60.00 4907.18 4909.38 4899.38 4902.18 4903.18 HDS 7/20/2022 1:30 PM 10 2.20 7.80 7.50 5.30 63.60 4907.18 4909.38 4899.38 4901.88 4903.18 HDS 7/27/2022 1:50 PM 10 2.20 7.80 7.80 5.60 67.20 4907.18 4909.38 4899.38 4901.58 4903.18 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-8 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4898 4900 4902 4904 4906 4908 4910 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027) MONITOR WELL 8 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.76 8.24 6.68 4.92 59.04 4911.70 4913.46 4903.46 4906.78 4907.70 JGE 4/1/2022 2:00 PM 10 1.76 8.24 6.73 4.97 59.64 4911.70 4913.46 4903.46 4906.73 4907.70 JGE 4/6/2022 12:00 PM 10 1.76 8.24 6.88 5.12 61.44 4911.70 4913.46 4903.46 4906.58 4907.70 JGE 4/12/2022 3:45 PM 10 1.76 8.24 6.99 5.23 62.76 4911.70 4913.46 4903.46 4906.47 4907.70 ORB 4/19/2022 2:30 PM 10 1.76 8.24 7.05 5.29 63.48 4911.70 4913.46 4903.46 4906.41 4907.70 ORB 4/26/2022 11:30 AM 10 1.76 8.24 6.27 4.51 54.12 4911.70 4913.46 4903.46 4907.19 4907.70 ORB 5/4/2022 9:00 AM 10 1.76 8.24 5.62 3.86 46.32 4911.70 4913.46 4903.46 4907.84 4907.70 ORB 5/10/2022 12:40 PM 10 1.76 8.24 5.55 3.79 45.48 4911.70 4913.46 4903.46 4907.91 4907.70 ORB 5/17/2022 3:30 PM 10 1.76 8.24 5.60 3.84 46.08 4911.70 4913.46 4903.46 4907.86 4907.70 JGE 5/23/2022 12:45 PM 10 1.76 8.24 5.82 4.06 48.72 4911.70 4913.46 4903.46 4907.64 4907.70 ORB 5/31/2022 1:15 PM 10 1.76 8.24 4.87 3.11 37.32 4911.70 4913.46 4903.46 4908.59 4907.70 ORB 6/8/2022 4:15 PM 10 1.76 8.24 5.06 3.30 39.60 4911.70 4913.46 4903.46 4908.40 4907.70 ORB 6/15/2022 1:20 PM 10 1.76 8.24 5.46 3.70 44.40 4911.70 4913.46 4903.46 4908.00 4907.70 ORB 6/22/2022 2:30 PM 10 1.76 8.24 6.00 4.24 50.88 4911.70 4913.46 4903.46 4907.46 4907.70 ORB 6/29/2022 2:40 PM 10 1.76 8.24 6.59 4.83 57.96 4911.70 4913.46 4903.46 4906.87 4907.70 ORB 7/6/2022 3:40 PM 10 1.76 8.24 6.75 4.99 59.88 4911.70 4913.46 4903.46 4906.71 4907.70 ORB 7/13/2022 1:45 PM 10 1.76 8.24 7.13 5.37 64.44 4911.70 4913.46 4903.46 4906.33 4907.70 HDS 7/20/2022 1:30 PM 10 1.76 8.24 7.39 5.63 67.56 4911.70 4913.46 4903.46 4906.07 4907.70 HDS 7/27/2022 1:50 PM 10 1.76 8.24 7.64 5.88 70.56 4911.70 4913.46 4903.46 4905.82 4907.70 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-9 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4902.00 4904.00 4906.00 4908.00 4910.00 4912.00 4914.00 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027) MONITOR WELL 9 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.96 8.04 6.18 4.22 50.64 4925.16 4927.12 4917.12 4920.94 4921.16 JGE 4/1/2022 2:00 PM 10 1.96 8.04 6.13 4.17 50.04 4925.16 4927.12 4917.12 4920.99 4921.16 JGE 4/6/2022 12:00 PM 10 1.96 8.04 6.25 4.29 51.48 4925.16 4927.12 4917.12 4920.87 4921.16 JGE 4/12/2022 3:45 PM 10 1.96 8.04 6.33 4.37 52.44 4925.16 4927.12 4917.12 4920.79 4921.16 ORB 4/19/2022 2:30 PM 10 1.96 8.04 6.39 4.43 53.16 4925.16 4927.12 4917.12 4920.73 4921.16 ORB 4/26/2022 11:30 AM 10 1.96 8.04 5.74 3.78 45.36 4925.16 4927.12 4917.12 4921.38 4921.16 ORB 5/4/2022 9:00 AM 10 1.96 8.04 5.07 3.11 37.32 4925.16 4927.12 4917.12 4922.05 4921.16 ORB 5/10/2022 12:40 PM 10 1.96 8.04 4.95 2.99 35.88 4925.16 4927.12 4917.12 4922.17 4921.16 ORB 5/17/2022 3:30 PM 10 1.96 8.04 5.10 3.14 37.68 4925.16 4927.12 4917.12 4922.02 4921.16 JGE 5/23/2022 12:45 PM 10 1.96 8.04 5.31 3.35 40.20 4925.16 4927.12 4917.12 4921.81 4921.16 ORB 5/31/2022 1:15 PM 10 1.96 8.04 4.49 2.53 30.36 4925.16 4927.12 4917.12 4922.63 4921.16 ORB 6/8/2022 4:15 PM 10 1.96 8.04 4.74 2.78 33.36 4925.16 4927.12 4917.12 4922.38 4921.16 ORB 6/15/2022 1:20 PM 10 1.96 8.04 4.99 3.03 36.36 4925.16 4927.12 4917.12 4922.13 4921.16 ORB 6/22/2022 2:30 PM 10 1.96 8.04 5.46 3.50 42.00 4925.16 4927.12 4917.12 4921.66 4921.16 ORB 6/29/2022 2:40 PM 10 1.96 8.04 5.88 3.92 47.04 4925.16 4927.12 4917.12 4921.24 4921.16 ORB 7/6/2022 3:40 PM 10 1.96 8.04 6.12 4.16 49.92 4925.16 4927.12 4917.12 4921.00 4921.16 ORB 7/13/2022 1:45 PM 10 1.96 8.04 6.42 4.46 53.52 4925.16 4927.12 4917.12 4920.70 4921.16 HDS 7/20/2022 1:30 PM 10 1.96 8.04 6.69 4.73 56.76 4925.16 4927.12 4917.12 4920.43 4921.16 HDS 7/27/2022 1:50 PM 10 1.96 8.04 7.00 5.04 60.48 4925.16 4927.12 4917.12 4920.12 4921.16 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-10 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4916 4918 4920 4922 4924 4926 4928 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027)MONITOR WELL 10 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 2.30 7.70 3.03 0.73 8.76 4928.66 4930.96 4920.96 4927.93 4924.66 JGE 4/1/2022 2:00 PM 10 2.30 7.70 2.96 0.66 7.92 4928.66 4930.96 4920.96 4928.00 4924.66 JGE 4/6/2022 12:00 PM 10 2.30 7.70 3.03 0.73 8.76 4928.66 4930.96 4920.96 4927.93 4924.66 JGE 4/12/2022 3:45 PM 10 2.30 7.70 3.12 0.82 9.84 4928.66 4930.96 4920.96 4927.84 4924.66 ORB 4/19/2022 2:30 PM 10 2.30 7.70 3.12 0.82 9.84 4928.66 4930.96 4920.96 4927.84 4924.66 ORB 4/26/2022 11:30 AM 10 2.30 7.70 2.75 0.45 5.40 4928.66 4930.96 4920.96 4928.21 4924.66 ORB 5/4/2022 9:00 AM 10 2.30 7.70 2.41 0.11 1.32 4928.66 4930.96 4920.96 4928.55 4924.66 ORB 5/10/2022 12:40 PM 10 2.30 7.70 2.34 0.04 0.48 4928.66 4930.96 4920.96 4928.62 4924.66 ORB 5/17/2022 3:30 PM 10 2.30 7.70 2.42 0.12 1.44 4928.66 4930.96 4920.96 4928.54 4924.66 JGE 5/23/2022 12:45 PM 10 2.30 7.70 2.56 0.26 3.12 4928.66 4930.96 4920.96 4928.40 4924.66 ORB 5/31/2022 1:15 PM 10 2.30 7.70 2.30 0.00 0.00 4928.66 4930.96 4920.96 4928.66 4924.66 ORB 6/8/2022 4:15 PM 10 2.30 7.70 2.33 0.03 0.36 4928.66 4930.96 4920.96 4928.63 4924.66 ORB 6/15/2022 1:20 PM 10 2.30 7.70 2.42 0.12 1.44 4928.66 4930.96 4920.96 4928.54 4924.66 ORB 6/22/2022 2:30 PM 10 2.30 7.70 2.58 0.28 3.36 4928.66 4930.96 4920.96 4928.38 4924.66 ORB 6/29/2022 2:40 PM 10 2.30 7.70 2.84 0.54 6.48 4928.66 4930.96 4920.96 4928.12 4924.66 ORB 7/6/2022 3:40 PM 10 2.30 7.70 2.91 0.61 7.32 4928.66 4930.96 4920.96 4928.05 4924.66 ORB 7/13/2022 1:45 PM 10 2.30 7.70 3.17 0.87 10.44 4928.66 4930.96 4920.96 4927.79 4924.66 HDS 7/20/2022 1:30 PM 10 2.30 7.70 3.36 1.06 12.72 4928.66 4930.96 4920.96 4927.60 4924.66 HDS 7/27/2022 1:50 PM 10 2.30 7.70 3.56 1.26 15.12 4928.66 4930.96 4920.96 4927.40 4924.66 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-11 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4920 4922 4924 4926 4928 4930 4932 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027) MONITOR WELL 11 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 2.23 7.77 5.32 3.09 37.08 4929.66 4931.89 4921.89 4926.57 4925.66 JGE 4/1/2022 2:00 PM 10 2.23 7.77 5.46 3.23 38.76 4929.66 4931.89 4921.89 4926.43 4925.66 JGE 4/6/2022 12:00 PM 10 2.23 7.77 5.51 3.28 39.36 4929.66 4931.89 4921.89 4926.38 4925.66 JGE 4/12/2022 3:45 PM 10 2.23 7.77 5.63 3.40 40.80 4929.66 4931.89 4921.89 4926.26 4925.66 ORB 4/19/2022 2:30 PM 10 2.23 7.77 5.64 3.41 40.92 4929.66 4931.89 4921.89 4926.25 4925.66 ORB 4/26/2022 11:30 AM 10 2.23 7.77 5.17 2.94 35.28 4929.66 4931.89 4921.89 4926.72 4925.66 ORB 5/4/2022 9:00 AM 10 2.23 7.77 4.76 2.53 30.36 4929.66 4931.89 4921.89 4927.13 4925.66 ORB 5/10/2022 12:40 PM 10 2.23 7.77 4.65 2.42 29.04 4929.66 4931.89 4921.89 4927.24 4925.66 ORB 5/17/2022 3:30 PM 10 2.23 7.77 5.00 2.77 33.24 4929.66 4931.89 4921.89 4926.89 4925.66 JGE 5/23/2022 12:45 PM 10 2.23 7.77 5.17 2.94 35.28 4929.66 4931.89 4921.89 4926.72 4925.66 ORB 5/31/2022 1:15 PM 10 2.23 7.77 4.68 2.45 29.40 4929.66 4931.89 4921.89 4927.21 4925.66 ORB 6/8/2022 4:15 PM 10 2.23 7.77 4.86 2.63 31.56 4929.66 4931.89 4921.89 4927.03 4925.66 ORB 6/15/2022 1:20 PM 10 2.23 7.77 4.99 2.76 33.12 4929.66 4931.89 4921.89 4926.9 4925.66 ORB 6/22/2022 2:30 PM 10 2.23 7.77 5.30 3.07 36.84 4929.66 4931.89 4921.89 4926.59 4925.66 ORB 6/29/2022 2:40 PM 10 2.23 7.77 5.52 3.29 39.48 4929.66 4931.89 4921.89 4926.37 4925.66 ORB 7/6/2022 3:40 PM 10 2.23 7.77 5.55 3.32 39.84 4929.66 4931.89 4921.89 4926.34 4925.66 ORB 7/13/2022 1:45 PM 10 2.23 7.77 5.65 3.42 41.04 4929.66 4931.89 4921.89 4926.24 4925.66 HDS 7/20/2022 1:30 PM 10 2.23 7.77 5.70 3.47 41.64 4929.66 4931.89 4921.89 4926.19 4925.66 HDS 7/27/2022 1:50 PM 10 2.23 7.77 5.84 3.61 43.32 4929.66 4931.89 4921.89 4926.05 4925.66 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-12 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4920 4922 4924 4926 4928 4930 4932 4934 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027) MONITOR WELL 12 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.83 8.17 4.94 3.11 37.32 4918.00 4919.83 4909.83 4914.89 4914.00 JGE 4/1/2022 2:00 PM 10 1.83 8.17 5.11 3.28 39.36 4918.00 4919.83 4909.83 4914.72 4914.00 JGE 4/6/2022 12:00 PM 10 1.83 8.17 5.20 3.37 40.44 4918.00 4919.83 4909.83 4914.63 4914.00 JGE 4/12/2022 3:45 PM 10 1.83 8.17 5.31 3.48 41.76 4918.00 4919.83 4909.83 4914.52 4914.00 ORB 4/19/2022 2:30 PM 10 1.83 8.17 5.31 3.48 41.76 4918.00 4919.83 4909.83 4914.52 4914.00 ORB 4/26/2022 11:30 AM 10 1.83 8.17 4.73 2.90 34.80 4918.00 4919.83 4909.83 4915.10 4914.00 ORB 5/4/2022 9:00 AM 10 1.83 8.17 4.23 2.40 28.80 4918.00 4919.83 4909.83 4915.60 4914.00 ORB 5/10/2022 12:40 PM 10 1.83 8.17 4.14 2.31 27.72 4918.00 4919.83 4909.83 4915.69 4914.00 ORB 5/17/2022 3:30 PM 10 1.83 8.17 4.49 2.66 31.92 4918.00 4919.83 4909.83 4915.34 4914.00 JGE 5/23/2022 12:45 PM 10 1.83 8.17 4.77 2.94 35.28 4918.00 4919.83 4909.83 4915.06 4914.00 ORB 5/31/2022 1:15 PM 10 1.83 8.17 4.06 2.23 26.76 4918.00 4919.83 4909.83 4915.77 4914.00 ORB 6/8/2022 4:15 PM 10 1.83 8.17 4.24 2.41 28.92 4918.00 4919.83 4909.83 4915.59 4914.00 ORB 6/15/2022 1:20 PM 10 1.83 8.17 4.45 2.62 31.44 4918.00 4919.83 4909.83 4915.38 4914.00 ORB 6/22/2022 2:30 PM 10 1.83 8.17 5.02 3.19 38.28 4918.00 4919.83 4909.83 4914.81 4914.00 ORB 6/29/2022 2:40 PM 10 1.83 8.17 5.46 3.63 43.56 4918.00 4919.83 4909.83 4914.37 4914.00 ORB 7/6/2022 3:40 PM 10 1.83 8.17 5.68 3.85 46.20 4918.00 4919.83 4909.83 4914.15 4914.00 ORB 7/13/2022 1:45 PM 10 1.83 8.17 5.87 4.04 48.48 4918.00 4919.83 4909.83 4913.96 4914.00 HDS 7/20/2022 1:30 PM 10 1.83 8.17 5.98 4.15 49.80 4918.00 4919.83 4909.83 4913.85 4914.00 HDS 7/27/2022 1:50 PM 10 1.83 8.17 6.16 4.33 51.96 4918.00 4919.83 4909.83 4913.67 4914.00 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-13 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4908.00 4910.00 4912.00 4914.00 4916.00 4918.00 4920.00 4922.00 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027)MONITOR WELL 13 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE NOTES: If the well is dry, graph shows the groundwater at bottom of the well casing. Ground Surface Elevation and Top of Casing provided by Stahly Engineering on 3/25/2022 All measurements for this well are in reference to the elevations provided by Stahly Engineering. Total Well Well Measure Depth to Top Bottom 4' Well Casing Casing from T.O.C.GW Depth to Ground of of GW below Measured Date Time Casing Height Bury to GW Below GW Surface Casing Casing Elev.Ground by Length Depth Ground Elev.Elev.Elev.Surface (ft)(feet)(feet)(feet)(feet)(inches)(feet)(feet)(feet)(feet) 3/25/2022 2:00 PM 10 1.93 8.07 6.25 4.32 51.84 4905.05 4906.98 4896.98 4900.73 4901.05 JGE 4/1/2022 2:00 PM 10 1.93 8.07 6.32 4.39 52.68 4905.05 4906.98 4896.98 4900.66 4901.05 JGE 4/6/2022 12:00 PM 10 1.93 8.07 6.39 4.46 53.52 4905.05 4906.98 4896.98 4900.59 4901.05 JGE 4/12/2022 3:45 PM 10 1.93 8.07 6.46 4.53 54.36 4905.05 4906.98 4896.98 4900.52 4901.05 ORB 4/19/2022 2:30 PM 10 1.93 8.07 6.54 4.61 55.32 4905.05 4906.98 4896.98 4900.44 4901.05 ORB 4/26/2022 11:30 AM 10 1.93 8.07 6.06 4.13 49.56 4905.05 4906.98 4896.98 4900.92 4901.05 ORB 5/4/2022 9:00 AM 10 1.93 8.07 5.61 3.68 44.16 4905.05 4906.98 4896.98 4901.37 4901.05 ORB 5/10/2022 12:40 PM 10 1.93 8.07 5.47 3.54 42.48 4905.05 4906.98 4896.98 4901.51 4901.05 ORB 5/17/2022 3:30 PM 10 1.93 8.07 5.57 3.64 43.68 4905.05 4906.98 4896.98 4901.41 4901.05 JGE 5/23/2022 12:45 PM 10 1.93 8.07 5.84 3.91 46.92 4905.05 4906.98 4896.98 4901.14 4901.05 ORB 5/31/2022 1:15 PM 10 1.93 8.07 5.29 3.36 40.32 4905.05 4906.98 4896.98 4901.69 4901.05 ORB 6/8/2022 4:15 PM 10 1.93 8.07 5.25 3.32 39.84 4905.05 4906.98 4896.98 4901.73 4901.05 ORB 6/15/2022 1:20 PM 10 1.93 8.07 5.50 3.57 42.84 4905.05 4906.98 4896.98 4901.48 4901.05 ORB 6/22/2022 2:30 PM 10 1.93 8.07 5.94 4.01 48.12 4905.05 4906.98 4896.98 4901.04 4901.05 ORB 6/29/2022 2:40 PM 10 1.93 8.07 6.41 4.48 53.76 4905.05 4906.98 4896.98 4900.57 4901.05 ORB 7/6/2022 3:40 PM 10 1.93 8.07 6.57 4.64 55.68 4905.05 4906.98 4896.98 4900.41 4901.05 ORB 7/13/2022 1:45 PM 10 1.93 8.07 6.84 4.91 58.92 4905.05 4906.98 4896.98 4900.14 4901.05 HDS 7/20/2022 1:30 PM 10 1.93 8.07 7.03 5.10 61.20 4905.05 4906.98 4896.98 4899.95 4901.05 HDS 7/27/2022 1:50 PM 10 1.93 8.07 7.22 5.29 63.48 4905.05 4906.98 4896.98 4899.76 4901.05 HDS Installed By: EGS (AESI) Groundwater Monitoring Results: MW-14 Project: West University Property Project Number: 22-027 Location: See well location map Date Installed: March 11 and 14, 2022 4896 4898 4900 4902 4904 4906 4908 3/15/2022 4/4/2022 4/24/2022 5/14/2022 6/3/2022 6/23/2022 7/13/2022 8/2/2022 8/22/2022 9/11/2022 10/1/2022ELEVATION (FT)DATE WEST UNIVERSITY PROPERTY (PROJECT 22-027) MONITOR WELL 14 Ground Surface Elevation Top oF Casing Elevation Groundwater Elevation Bottom of Casing Elevation 4' of Separation from GSE APPENDIX D PPaavveemmeenntt SSeeccttiioonn DDeessiiggnn PAVEMENT SECTION DESIGN 1A - Arterial (S. 19th Ave.) Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes silt/clay subgrade (CBR = 2.5) 4) Design Requirement = 2,190,000 ESALs 5) Subgrade to be covered with 315 lb. woven geotextile fabric (Mirafi 600X or equivalent). DESIGN INPUT PARAMETERS ESALs (total)2,430,000 Subgrade CBR, (%)2.50 Subgrade Resilient Modulus, MR (psi)3,750 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 6.38561 = left side Required Structural Number, RSN 4.75 6.3859 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)5.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)24.0 Calculated Structural Number, CSN 4.75 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 1B - Arterial (S. 19th Ave.) Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes "clean" sandy gravel subgrade (CBR = 20) 4) Sub. Exc to Native Gravels and Replacement w/Pitrun Sandy Gravel. 5) Design Requirement = 2,190,000 ESALs DESIGN INPUT PARAMETERS ESALs (total)39,700,000 Subgrade CBR, (%)20.00 Subgrade Resilient Modulus, MR (psi)12,500 Reliability, R (%)90 Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 7.59879 = left side Required Structural Number, RSN 4.75 7.5990 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)5.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)24.0 Calculated Structural Number, CSN 4.75 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 1C - Arterial (S. 19th Ave.) Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is moderately stable (minor rutting, deflecting, or yielding) 3) Design assumes geogrid-reinforced silt/clay subgrade. 4) Subgrade to be covered with 8-oz nonwoven fabric + Tensar TX-190L or Mirafi RS580i 5) Improved Resilient Modulus = 8,900 psi (From Tensar+ Analysis) 6) Design Requirement = 2,190,000 ESALs DESIGN INPUT PARAMETERS ESALs (total)18,000,000 Subgrade CBR, (%)NA Subgrade Resilient Modulus, MR (psi)8,900 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 7.25527 = left side Required Structural Number, RSN 4.75 7.2567 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)5.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)24.0 Calculated Structural Number, CSN 4.75 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 2A - Arterial (Kagy Blvd.) Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes silt/clay subgrade (CBR = 2.5) 4) Design Requirement = 1,314,000 ESALs 5) Subgrade to be covered with 315 lb. woven geotextile fabric (Mirafi 600X or equivalent). DESIGN INPUT PARAMETERS ESALs (total)1,660,000 Subgrade CBR, (%)2.50 Subgrade Resilient Modulus, MR (psi)3,750 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 6.22011 = left side Required Structural Number, RSN 4.51 6.2220 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)5.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)21.0 Calculated Structural Number, CSN 4.51 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 2B - Arterial (Kagy Blvd.) Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes "clean" sandy gravel subgrade (CBR = 20) 4) Sub. Exc to Native Gravels and Replacement w/Pitrun Sandy Gravel. 5) Design Requirement = 1,314,000 ESALs DESIGN INPUT PARAMETERS ESALs (total)27,200,000 Subgrade CBR, (%)20.00 Subgrade Resilient Modulus, MR (psi)12,500 Reliability, R (%)90 Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 7.43457 = left side Required Structural Number, RSN 4.51 7.4351 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)5.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)21.0 Calculated Structural Number, CSN 4.51 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 2C - Arterial (Kagy Blvd.) Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is moderately stable (minor rutting, deflecting, or yielding) 3) Design assumes geogrid-reinforced silt/clay subgrade. 4) Subgrade to be covered with 8-oz nonwoven fabric + Tensar TX-190L or Mirafi RS580i 5) Improved Resilient Modulus = 8,900 psi (From Tensar+ Analysis) 6) Design Requirement = 1,314,000 ESALs DESIGN INPUT PARAMETERS ESALs (total)12,400,000 Subgrade CBR, (%)NA Subgrade Resilient Modulus, MR (psi)8,900 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 7.09342 = left side Required Structural Number, RSN 4.51 7.0928 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)5.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)21.0 Calculated Structural Number, CSN 4.51 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 3A - City Collector (Stucky Road) Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes silt/clay subgrade (CBR = 2.5) 4) Design Requirement = 1,051,200 ESALs 5) Subgrade to be covered with 315 lb. woven geotextile fabric (Mirafi 600X or equivalent). DESIGN INPUT PARAMETERS ESALs (total)1,260,000 Subgrade CBR, (%)2.50 Subgrade Resilient Modulus, MR (psi)3,750 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 6.10037 = left side Required Structural Number, RSN 4.34 6.1022 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)4.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)24.0 Calculated Structural Number, CSN 4.34 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 3B - City Collector (Stucky Road) Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes "clean" sandy gravel subgrade (CBR = 20) 4) Sub. Exc to Native Gravels and Replacement w/Pitrun Sandy Gravel. 5) Design Requirement = 1,051,200 ESALs DESIGN INPUT PARAMETERS ESALs (total)20,600,000 Subgrade CBR, (%)20.00 Subgrade Resilient Modulus, MR (psi)12,500 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 7.31387 = left side Required Structural Number, RSN 4.34 7.3152 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)4.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)24.0 Calculated Structural Number, CSN 4.34 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 3C - City Collector (Stucky Road) Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is moderately stable (minor rutting, deflecting, or yielding) 3) Design assumes geogrid-reinforced silt/clay subgrade. 4) Subgrade to be covered with 8-oz nonwoven fabric + Tensar TX-190L or Mirafi RS580i 5) Improved Resilient Modulus = 8,900 psi (From Tensar+ Analysis) 6) Design Requirement = 1,051,200 ESALs DESIGN INPUT PARAMETERS ESALs (total)9,400,000 Subgrade CBR, (%)NA Subgrade Resilient Modulus, MR (psi)8,900 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 6.97313 = left side Required Structural Number, RSN 4.34 6.9730 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)4.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)24.0 Calculated Structural Number, CSN 4.34 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 4A - City Streets Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes silt/clay subgrade (CBR = 2.5) 4) Design Requirement = 292,000 ESALs 5) Subgrade to be covered with 315 lb. woven geotextile fabric (Mirafi 600X or equivalent). DESIGN INPUT PARAMETERS ESALs (total)405,000 Subgrade CBR, (%)2.50 Subgrade Resilient Modulus, MR (psi)3,750 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 5.60746 = left side Required Structural Number, RSN 3.69 5.6099 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)3.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)21.0 Calculated Structural Number, CSN 3.69 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 4B - City Streets Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes "clean" sandy gravel subgrade (CBR = 20) 4) Sub. Exc to Native Gravels and Replacement w/Pitrun Sandy Gravel. 5) Design Requirement = 292,000 ESALs DESIGN INPUT PARAMETERS ESALs (total)6,650,000 Subgrade CBR, (%)20.00 Subgrade Resilient Modulus, MR (psi)12,500 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 6.82282 = left side Required Structural Number, RSN 3.69 6.8230 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)3.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)21.0 Calculated Structural Number, CSN 3.69 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 4C - City Streets Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is moderately stable (minor rutting, deflecting, or yielding) 3) Design assumes geogrid-reinforced silt/clay subgrade. 4) Subgrade to be covered with 8-oz nonwoven fabric + Tensar TX-190L or Mirafi RS580i 5) Improved Resilient Modulus = 8,900 psi (From Tensar+ Analysis) 6) Design Requirement = 292,000 ESALs DESIGN INPUT PARAMETERS ESALs (total)3,020,000 Subgrade CBR, (%)NA Subgrade Resilient Modulus, MR (psi)8,900 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 6.48001 = left side Required Structural Number, RSN 3.69 6.4807 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)3.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)21.0 Calculated Structural Number, CSN 3.69 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 5A - Private Drives Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes silt/clay subgrade (CBR = 2.5) 4) Design Requirement = min. 50,000 ESALs (Used 150,000 ESALs for Construction) 5) Subgrade to be covered with 315 lb. woven geotextile fabric (Mirafi 600X or equivalent). DESIGN INPUT PARAMETERS ESALs (total)155,000 Subgrade CBR, (%)2.50 Subgrade Resilient Modulus, MR (psi)3,750 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 5.19033 = left side Required Structural Number, RSN 3.20 5.1927 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)3.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)15.0 Calculated Structural Number, CSN 3.20 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 5B - Private Drives Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is stable (no rutting, deflecting, or yielding) 3) Design assumes "clean" sandy gravel subgrade (CBR = 20) 4) Sub. Exc to Native Gravels and Replacement w/Pitrun Sandy Gravel. 5) Design Requirement = min. 50,000 ESALs (Used 150,000 ESALs for Construction) DESIGN INPUT PARAMETERS ESALs (total)2,540,000 Subgrade CBR, (%)20.00 Subgrade Resilient Modulus, MR (psi)12,500 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 6.40483 = left side Required Structural Number, RSN 3.20 6.4058 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)3.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)15.0 Calculated Structural Number, CSN 3.20 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 PAVEMENT SECTION DESIGN 5C - Private Drives Project: West University Project Number: 22-027 Date: July 11, 2022 Prepared By: Erik Schnaderbeck Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Design assumes that subgrade is moderately stable (minor rutting, deflecting, or yielding) 3) Design assumes geogrid-reinforced silt/clay subgrade. 4) Subgrade to be covered with 8-oz nonwoven fabric + Tensar TX-190L or Mirafi RS580i 5) Improved Resilient Modulus = 8,900 psi (From Tensar+ Analysis) 6) Design Requirement = min. 50,000 ESALs (Used 150,000 ESALs for Construction) DESIGN INPUT PARAMETERS ESALs (total)1,150,000 Subgrade CBR, (%)NA Subgrade Resilient Modulus, MR (psi)8,900 Reliability, R (%)90Standard Normal Deviate, ZR -1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI)2.2 6.0607 = left side Required Structural Number, RSN 3.20 6.0636 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.90 Sub-Base Course Layer Structural Coefficient, a3 0.09 Sub-Base Course Layer Drainage Coefficient, m3 0.90 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)3.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub-Base Course Thickness, D3 (in)15.0 Calculated Structural Number, CSN 3.20 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 Explanation of Design Input Parameters: Page 1 of 3 PAVEMENT SECTION DESIGN – WEST UNIVERSITY (EXPLANATION OF DESIGN INPUT PARAMETERS) Design Life (yr): 20 Required ESALs (From Stahly Eng.) – Arterial - S. 19th Avenue 2,190,000 Required ESALs (From Stahly Eng.) – Arterial - Kagy Boulevard 1,314,000 Required ESALs (From Stahly Eng.) – City Collector – Stucky Road 1,051,200 Required ESALs (From Stahly Eng.) – City Streets 292,000 Required ESALs – Private Drives (Minimum = 50,000 ESALs) 150,000 Soaked Subgrade CBR, (%) – Options A (Assumes Silt/Clay Subgrade) 2.5 Soaked Subgrade CBR, (%) – Options B (Assumes Clean Sandy Gravel Subgrade) 20 Subgrade Modulus, MR (psi) – Options A (Assumes Silt/Clay Subgrade): 3,750 Subgrade Modulus, MR (psi) – Options B (Clean Sandy Gravel Subgrade): 12,000 Subgrade Modulus, MR (psi) – Options C (Geogrid Reinforced - Silt/Clay Subgrade – From Tensar+ Analysis) 8,900 Reliability, R (%): 90 Standard Normal Deviate, ZR: -1.282 Overall Standard Deviation, So: 0.45 Initial Serviceability, po: 4.2 Terminal Serviceability, pt: 2.0 Design Serviceability Loss, (PSI) 2.2 Asphalt Concrete Layer Coefficient, a1: 0.41 Base Course Layer Structural Coefficient, a2: 0.14 Base Course Layer Drainage Coefficient, m2: 0.90 Sub-Base Course Layer Structural Coefficient, a3: 0.09 Sub-Base Course Layer Drainage Coefficient, m3: 0.90 Design Life: A design life of 20 years is typical for new asphalt projects in Bozeman Soil Conditions: The soil conditions across the West University property are anticipated to consist of 6 to 18 inches of topsoil overlying several feet of silt/clay overlying “clean” sandy gravel. Groundwater is shallow across the site and may impact construction. Explanation of Design Input Parameters: Page 2 of 3 Required ESALs (total): According to Table 18.12 in Reference 1, the estimated design Equivalent 18,000-lb Single Axle Load (ESAL) value for roadways subjected to light vehicle and medium truck traffic ranges from 10,000 to 1,000,000. ESAL design requirements for various improvements were provided by Stahly Engineering in an email dated on June 23, 2022. All pavement sections were designed to exceed the required design ESALs. Pavement sections were provided for each specific ESAL requirement and were numbered as “1 through 5”. Soaked Subgrade CBR: The estimated soaked subgrade CBRs for silt/clay (Option A) and for clean sandy gravel (Option B), are 2.5 % and 20.0%. For Option C, the pavement section was designed off the subgrade resilient modulus (8,900 psi) calculated from Tensar+ Software for geogrid stabilized subgrade. Subgrade Resilient Modulus: The corresponding subgrade resilient modulus values for a CBR of 2.5% (Option A assuming silt/clay subgrade), for 20.0 % (Option B assuming clean sandy gravel subgrade), are 3,750 psi and 12,000 psi respectively. An improved resilient modulus of 8,900 psi was used for Option C for stabilized subgrade comprised of silt/clay (CBR = 2.5). The improved resilient modulus was obtained from Tensar+ design software for geogrid reinforced subgrade. Reliability: According to Table 2.2 in Reference 2, the recommended reliability level for local streets in urban settings ranges from 50 to 80 percent, while reliability levels for collector and principal arterial streets are recommended to be 80 to 95 percent and 80 to 99 percent, respectively. For this project, we chose a conservative design reliability level of 90 percent. Standard Normal Deviate: According to Table 4.1 in Reference 2, a 90 percent reliability value corresponds to a standard normal deviate of –1.282. Overall Standard Deviation: According to Sections 2.1.3 and 4.3 in Reference 2, a design value of 0.45 is recommended for flexible pavements. Initial Serviceability: According to Section 2.2.1 in Reference 2, a design value of 4.2 is recommended for flexible pavements. Terminal Serviceability: According to Section 2.2.1 in Reference 2, a design value of 2.0 is suggested for roads that will be subjected to small traffic volumes; while a value of 2.5 or higher should be used when designing major highways. We selected a terminal serviceability of 2.0. Design Serviceability Loss: This is the difference between the initial and terminal serviceability. Therefore, the design value shall be 2.2. Asphalt Concrete Layer Coefficient: According to the table with the revised surfacing Explanation of Design Input Parameters: Page 3 of 3 structural coefficients in Reference 4, a design value of 0.41 is recommended for all asphalt plant mix grades. Base Course Layer Structural Coefficient: According to the table with the revised surfacing structural coefficients in Reference 4, a design value of 0.14 is recommended for new 1.5”-minus, crushed base course gravel. Base Course Layer Drainage Coefficient: According to Table 2.4 in Reference 2, a coefficient of 0.80 to 1.00 should be used when fair to good drainage is anticipated within the pavement structure. We assume good drainage for this project (ie. 1.00); however, in order to be more conservative, a value of 0.90 was selected for the design. Sub-Base Course Layer Structural Coefficient: For this project, the sub-base course gravel materials will consist of salvaged “clean” pitrun gravel (from the project site) as well as imported, 6”-minus, uncrushed sandy (pitrun) gravel. According to pavement design charts for gravelly soils, we estimated that 6”-minus pitrun will have a CBR of between 15.0 and 20.0%, which correlates to a structural coefficient of 0.09. Sub-Base Course Layer Drainage Coefficient: The drainage coefficients for sub-base and base course layers are typically the same; therefore, we selected a value of 0.90 for the design. See the base course layer drainage coefficient section for an explanation. Reference List 1) Traffic and Highway Engineering; Nicholas J. Garber and Lester A. Hoel; 1988. 2) Design of Pavement Structures; AASHTO; 1993. 3) Pavement Design Manual; Montana Department of Transportation; 1991. 4) Pavement Design Memo; Montana Department of Transportation; May 11, 2006. 5) Geotechnical Manual; Montana Department of Transportation; July 2008. APPENDIX E LLiimmiittaattiioonnss ooff YYoouurr GGeeootteecchhnniiccaall RReeppoorrtt LIMITATIONS OF YOUR GEOTECHNICAL REPORT GEOTECHNICAL REPORTS ARE PROJECT AND CLIENT SPECIFIC Geotechnical investigations, analyses, and recommendations are project and client specific. Each project and each client have individual criterion for risk, purpose, and cost of evaluation that are considered in the development of scope of geotechnical investigations, analyses and recommendations. For example, slight changes to building types or use may alter the applicability of a particular foundation type, as can a particular client’s aversion or acceptance of risk. Also, additional risk is often created by scope‐of service limitations imposed by the client and a report prepared for a particular client (say a construction contractor) may not be applicable or adequate for another client (say an architect, owner, or developer for example), and vice‐versa. No one should apply a geotechnical report for any purpose other than that originally contemplated without first conferring with the consulting geotechnical engineer. Geotechnical reports should be made available to contractors and professionals for information on factual data only and not as a warranty of subsurface conditions, such as those interpreted in the exploration logs and discussed in the report. GEOTECHNICAL CONDITIONS CAN CHANGE Geotechnical conditions may be affected as a result of natural processes or human activity. Geotechnical reports are based on conditions that existed at the time of subsurface exploration. Construction operations such as cuts, fills, or drains in the vicinity of the site and natural events such as floods, earthquakes, or groundwater fluctuations may affect subsurface conditions and, thus, the continuing adequacy of a geotechnical report. GEOTECHNICAL ENGINEERING IS NOT AN EXACT SCIENCE The site exploration and sampling process interprets subsurface conditions using drill action, soil sampling, resistance to excavation, and other subjective observations at discrete points on the surface and in the subsurface. The data is then interpreted by the engineer, who applies professional judgment to render an opinion about over‐all subsurface conditions. Actual conditions in areas not sampled or observed may differ from those predicted in your report. Retaining your consultant to advise you during the design process, review plans and specifications, and then to observe subsurface construction operations can minimize the risks associated with the uncertainties associated with such interpretations. The conclusions described in your geotechnical report are preliminary because they must be based on the assumption that conditions revealed through selective exploration and sampling are indicative of actual Allied Engineering Services, Inc. ● 32 Discovery Drive. Bozeman, Montana 59718 ● Ph: (406) 582‐0221 Page 2 conditions throughout a site. A more complete view of subsurface conditions is often revealed during earthwork; therefore, you should retain your consultant to observe earthwork to confirm conditions and/or to provide revised recommendations if necessary. Allied Engineering cannot assume responsibility or liability for the adequacy of the report’s recommendations if another party is retained to observe construction. EXPLORATIONS LOGS SHOULD NOT BE SEPARATED FROM THE REPORT Final explorations logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final exploration logs and data are customarily included in geotechnical reports. These final logs should not be redrawn for inclusion in Architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of exploration log misinterpretation, contractors should be given ready access to the complete geotechnical report and should be advised of its limitations and purpose. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with Allied Engineering and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. OWNERSHIP OF RISK AND STANDARD OF CARE Because geotechnical engineering is much less exact than other design disciplines, there is more risk associated with geotechnical parameters than with most other design issues. Given the hidden and variable character of natural soils and geologic hazards, this risk is impossible to eliminate with any amount of study and exploration. Appropriate geotechnical exploration, analysis, and recommendations can identify and reduce these risks. However, assuming an appropriate geotechnical evaluation, the remaining risk of unknown soil conditions and other geo‐hazards typically belongs to the owner of a project unless specifically transferred to another party such as a contractor, insurance company, or engineer. The geotechnical engineer’s duty is to provide professional services in accordance with their stated scope and consistent with the standard of practice at the present time and in the subject geographic area. It is not to provide insurance against geo‐hazards or unanticipated soil conditions. The conclusions and recommendations expressed in this report are opinions based our professional judgment and the project parameters as relayed by the client. The conclusions and recommendations assume that site conditions are not substantially different than those exposed by the explorations. If during construction, subsurface conditions different from those encountered in the explorations are observed or appear to be present, Allied Engineering should be advised at once such that we may review those conditions and reconsider our recommendations where necessary. RETENTION OF SOIL SAMPLES Allied Engineering will typically retain soil samples for one month after issuing the geotechnical report. If you would like to hold the samples for a longer period of time, you should make specific arrangements to have the samples held longer or arrange to take charge of the samples yourself. Appendix B: Subdivision Storm Drainage Report Engineering Report Stormwater Design Aaker Phase 1 Subdivision Preliminary Report for Preliminary Plat Review October 2022 Rev. March 2023 Submitted to: City of Bozeman Engineering Department 20 East Olive Bozeman, MT 59715 Prepared by: Stahly Engineering and Associates 851 Bridger Drive, Suite 1 Bozeman, MT 59715 (406) 522-9526 Stormwater Plan 1 3/28/2023 Engineering Report Table of Contents General Information and Design Criteria Existing Site Conditions Storm Drainage Plan Description Estimation of Runoff Retention Facilities Conveyance Capacity Flood Conveyance Aaker Phase 1 Subdivision Stormwater Maintenance Plan Figures and Tables Figure 1. Vicinity Map Table 1 – Storm Runoff Calculations for Retention Table 2 – Retention and Bio-Retention Basin Capacities Table 3 – Storm Runoff Calculations for Conveyance Table 4 – Curb and Gutter Conveyance Calculations Table 5 – Storm Runoff Rate and Pipe Conveyance Calculations Table 6 – Retention Pond Overflow Conveyance Calculations Table 7 – Culvert Conveyance Calculations Attachments/References C5.0 Phase 1 Grading and Drainage Plan C5.1 Phase 1 Stormwater Details C5.2 Phase 1 Stormwater Details Geotechnical Report Aaker Phase 1 Subdivision Flood Hazard Evaluation Stormwater Plan 2 3/28/2023 11.1 Engineering Report – General Information The Aaker property consists of approximately 95 acres of vacant land located west of South 19th Avenue, north of Stucky Road, and extending west and north to the MSU BART Farm. Concept master planning and initial REMU and B-2M zoning of the Aaker Property envision a mixed-use development with commercial uses along South 19th Avenue grading to predominantly residential uses toward the north and west. The Phase 1 Subdivision includes the extension of Kagy Boulevard and the land to the north, comprising 31.73 acres, with a 63.68-acre restricted future development lot south of Kagy Boulevard. Phase 1 will create 7 lots for development with REMU zoning. Planned land use includes moderate density residential with some commercial uses integrated into lots adjacent to Kagy Boulevard. Water and sewer service for the subdivision will be provided by extensions from existing City of Bozeman water and sewer mains adjacent to the site. The developer’s contact information is: West University, LLC 113 East Oak, Suite 4A Bozeman, MT 59715 Water supply and wastewater treatment will be provided by the City of Bozeman’s municipal systems. The system owner’s contact information is: City of Bozeman Public Service Department PO Box 1230 Bozeman, MT 59771-1230 Figure 1 shows a vicinity map of the Aaker Property and Phase 1 Subdivision. Figure 1. Vicinity Map, Bozeman, Montana Stormwater Plan 3 3/28/2023 Existing Site Conditions The Aaker Phase 1 property was previously used for agriculture. The site slopes generally to the north and contains a stream and wetland in the western portion of the site. A geotechnical investigation was conducted, and the report is provided separately with the subdivision submittal. In summary, the geotechnical investigation found a variable depth of fine-grained soils overlying gravel sediments. The depth to gravel varies between 1 and 4 feet. Groundwater monitoring was conducted throughout the 2022 season. Depth to seasonal high groundwater varied from near the surface in the wetlands to about 3-4’ below ground at the proposed lots. Groundwater is generally flowing to the north. Proposed street and lot grading will raise the developed portions of the site approximately 2-3’ resulting in a typical depth to seasonal high groundwater in developed areas of about 5-7’. Storm Drainage Plan Description The Storm Drainage Plan for the Aaker Phase 1 Subdivision consists of separate mitigation systems for subdivision streets (public) and lots (private). The Aaker Phase 1 Subdivision stormwater collection area is divided into 5 separate drainage areas for evaluation of retention requirements and sizing. Stormwater from drainage areas 1, 2 and 4 is conveyed in curbs and storm drainage pipes to retention basins. Stormwater from drainage areas 3 and 5 is conveyed in curbs to bio-retention swales in the roadway boulevards. The City is responsible for maintaining storm piping within City rights-of- way. The Aaker Subdivision Property Owners’ Association is responsible for monitoring and maintaining the subdivision stormwater retention and bio-retention facilities. Storm runoff from individual lots will be mitigated on-site as determined during each lot’s site design phase and is the responsibility of the individual lot owners to maintain. The Overall Storm Drainage Plan for Aaker Phase 1 Subdivision is depicted on Plan Sheet C5.0 Phase 1 Grading and Drainage Plan, attached to this report. The plan shows proposed grading, drainage areas, stormwater piping, retention basins, and culverts. The subdivision stormwater retention systems are sized to contain the storm runoff from the 10-year, 2-hour storm, in accordance with City of Bozeman Design Standards. All lots are required to have private on-site stormwater systems to meet the City’s design standard for stormwater mitigation. The retention basins will contain 96% of all rainfall events and significantly reduce discharges from larger events. The retention basins are in areas that facilitate overflow to natural water ways to prevent property damage during large rainfall events. Stormwater Plan 4 3/28/2023 The five (5) subdivision storm drainage areas are further divided into 8 reaches or sub- areas with discrete catchment areas to determine peak flow rates, required pipe sizing, and curb capacity. Storm drainage curbs, pipes and overflows are sized to convey the peak flow from a 25-year storm in accordance with City of Bozeman Design Standards. Stream crossings are sized to convey the 100-year flood flows without causing flooding of adjacent property. Estimation of Runoff Runoff estimates were obtained for each drainage area using City of Bozeman Standards. The drainage area for the subdivision streets shown on Plan Sheet C5.0 includes a 10’ front yard which typically is sloped toward the street. The runoff coefficient was selected at 0.65. Runoff coefficients for a local street are 0.58 and for the full buildout Kagy section are 0.64. Since most drainage basins have a mix of street sections a value of 0.65 was used for all basins for simplicity. The design storm event is a 10-year, 2-hour storm. The Bozeman IDF (Intensity, Duration, and Frequency) curves show a rainfall intensity of 0.41 in/hour for the 10-year, 2-hour storm, totaling a 0.82- inch storm event. The rainfall event is the 96th percentile event, meaning 96% of rainstorms are equal to or less than this amount. Table 1 – Storm Runoff Calculations for Retention Table 1 shows the 10-year storm runoff calculations for the 5 drainage areas of the subdivision stormwater collection area. Retention Facilities Stormwater from subdivision streets is mitigated by individual stormwater retention systems for each drainage area as shown on Plan Sheet C5.0 Phase 1 Grading and Drainage Plan. Stormwater mitigation for drainage areas 1, 2, and 4 is primarily by ponding retention, with bio-retention media in the pond bottom. The bio-retention component provides improved infiltration to shorten the duration of standing water and allows subsurface retention of smaller storms. Drainage areas 3 and 5 utilizes bio- retention swales in the street boulevard to retain stormwater. All bio-retention areas consist of an engineered soil media that has consistent permeability but allows for plant growth. Table 2 shows the storage capacities of each basin exceed the 10-year, 2-hr storm runoff. Taking into account the improved infiltration provided by the bio-retention Basin Characteristics 1 2 3 4 5 Mitigation Type Retention Retention Bio-Retention Retention Bio-Retention Area (sf)159,917 17,320 44,317 222,107 99,849 Area (acre)3.67 0.40 1.02 5.10 2.29 Impervious Area (sf)103946 11258 28806 144370 64902 Pervious Area (sf)55971 6062 15511 77737 34947 Weighted (C)0.65 0.65 0.65 0.65 0.65 Runoff Volume (cf) 10-yr 2-hr storm 7103 769 1968 9865 4435 Stormwater Plan 5 3/28/2023 media, the proposed retention basins will contain storm events considerably larger than the 10-year, 2-hour storm. Table 2 – Retention and Bio-Retention Basin Capacities Construction details of the retention systems are shown on Plan Sheet C5.2. Retention basins located in City Park have 6:1 side slopes and a maximum ponding depth of 1.5 feet to be compatible with adjacent park uses. Bio-retention basins have concrete inlet chases designed to capture sediment for easy removal before water enters the bio- retention basin. To protect groundwater and provide reliable infiltration, retention systems are situated to provide 3’ of separation between basin bottom and seasonal high groundwater. To accommodate discharge from storm events larger than the design event all retention systems have overflow provisions sized to meet the 25-year peak flow event. The retention basins will contain a significant amount of the runoff even from large events, dramatically reducing the actual overflow flow rate and occurrence. To reduce impacts to the adjacent wetland and stream the retention basins in the City Park have a broad rip-rap overflow that allows overflows to disperse into the wetlands adjacent to the stream. The bio-retention basins all include an overflow structure at the downgradient side that conveys the overflow out of the street. The west bioretention overflow (Basin 3) discharges just outside of the wetlands. The east bio-retention overflow (Basin 5) discharges directly to the stream crossing culvert beneath the roadway. Overflows are anticipated to rarely occur, but even so all the basin overflows are situated to minimize impacts to the adjacent wetlands and stream. Conveyance Capacity The peak flow from the 25-year storm event is determined for the purpose of sizing conveyance facilities. With a time of concentration of 10.9 minutes, the 25-year storm has an intensity of 2.32 in/hour, but due to its short duration, only represents a 0.32-inch event. Drainage Area 1 2 3 4 5 Retention Storage Volume Ponding Depth (ft)1.50 1.50 N/A 1.50 N/A Pond Bottom Area (sf)2870 304 N/A 4146 N/A Pond Top Area (sf)5513 872 N/A 7442 N/A Retention Storage (cf)6287 882 0 8691 0 Bio-Retention Storage Volume Media Area 2870 304 5760 4146 7600 Media Depth 1.5 1.5 2 1.5 2 Media Volume 4305 456 11520 6219 15200 Media Porosity 0.30 0.30 0.30 0.30 0.30 Media Storage (cf)1292 137 3456 1866 4560 Total Retention Storage 7579 1019 3456 10557 4560 Stormwater Plan 6 3/28/2023 The peak flow from the 25-year storm shown in Table 3. Note that the two largest drainage areas, 1 and 4, are broken into sub-areas to identify intermediate flow rates from pipe branches. Conveyance facilities (curbs, pipes, and overflows) are designed to have capacities exceeding the 25-year peak flow shown in Table 3. Table 3 – Storm Runoff Calculations for Conveyance Curb and gutter collects storm runoff and conveys it to the storm drainage pipe network. The capacity of a typical City of Bozeman Standard Curb and Gutter at the minimum slope of 0.5% is shown in Table 4 below. A typical curb and gutter has a conveyance capacity of 3.47 cfs, and there are two curbs conveying stormwater in each drainage area (one on each side of the street). The curb capacity of a single curb exceeds >50% of the 25-year peak flow from any single sub-area as shown in Table 3. Table 4 – Curb and Gutter Conveyance Calculations Curb and Gutter Capacity Calcs Right-side Slope X:1 0.06 Left-side Slope X:1 33.00 Channel Bottom Width (ft) 0 Flow Depth (ft) 0.300 Flow Area (ft^2) 1.488 Wetted Perimeter (ft) 10.205 Width 9.919 Hydraulic Radius (ft) 0.146 Manning's Roughness 0.013 Slope (ft/ft) 0.005 Average Velocity (ft/sec) 2.33 Flow (ft^3/sec) 3.47 Table 5 below shows the stormwater flow in each pipe reach as flow from sub-areas combine. For drainage area 2, the entire basin is collected in a single pipe. For drainage areas 1 and 4, the storm drainage pipe collects runoff along its length from Inlet Subarea Basin #1 1A 1B 2 3 4 4A 4B 4C 5 Drainage Area (acres)3.67 1.20 2.47 0.40 0.93 5.10 3.08 1.11 0.90 2.3 Drainage Area (sf)159917 52195 107722 17321 40428 222107 134256 48441 39410 99850 Slope (%)1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Runoff Coefficients 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 Frequency Adjustment Factor, Cf 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 Basin Length (ft)300 300 300 300 300 300 300 300 300 300 Time of Concentration (min)10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 Peak Flow Calculations Design Storm 25yr 25yr 25yr 25yr 25yr 25yr 25yr 25yr 25yr 25yr Time of Concentration (min)10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 10.9 Intensity at Tc (Figure I-2 pg. 29) (in/hr)2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.3 Peak Runoff Rate at Tc (Q = CIA) (cfs)5.55 1.81 3.74 0.60 1.40 7.70 4.66 1.68 1.37 3.46 Stormwater Plan 7 3/28/2023 contributing sub-areas shown in Table 3, requiring pipe size increases. Table 7 below also shows the minimum pipe sizes and slopes of each reach required to carry the storm runoff at that point in the system. For drainage areas 3 and 5, the OF designates the flow rate and capacity of the overflow pipes for these basins. The capacity of all pipes and overflows exceeds the flowrate generated by the 25-year storm event in each basin or subbasin. Table 5 – Storm Runoff Rate and Pipe Conveyance Calculations Table 6 below shows the capacity of the overflows for retention basins 1 and 4 in the City Park. The overflow is 10’ wide to provide a broad shallow overflow condition, allowing water to dissipate into the wetlands. The capacity of the overflow is 12.63 cfs which exceeds the peak flow from the 25-year storm runoff of these two drainage areas. Table 6 – Retention Pond Overflow Conveyance Calculations Flood Conveyance A Flood Hazard Evaluation (FHE) was conducted for the Aaker Phase 1 Subdivision and is included separately with the subdivision submittal. The FHE identified three Drainage Subarea #1 1A 1B 2 3 OF 4 4A 4B 4C 5 OF Pipe Material PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC Pipe Size (in)18.00 15.00 15.00 15.00 15.00 21.00 18.00 15.00 15.00 15.00 Manning's "n" (PVC)0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 Area (ft2)1.77 1.23 1.23 1.23 1.23 2.41 1.77 1.23 1.23 1.23 Wetted Perimeter (ft)4.71 3.93 3.93 3.93 3.93 5.50 4.71 3.93 3.93 3.93 Hydraulic Radius (ft)0.38 0.31 0.31 0.31 0.31 0.44 0.38 0.31 0.31 0.31 Slope (ft/ft)0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 0.0033 Full Flow Capacity (cfs)6.05 3.72 3.72 3.72 3.72 9.13 6.05 3.72 3.72 3.72 Velocity (ft/sec)3.42 3.03 3.03 3.03 3.03 3.79 3.42 3.03 3.03 3.03 Contributing Inlet Basin 1A,1B N/A N/A N/A N/A 4A,4B,4C 4A,4C N/A N/A N/A Stormwater Flow (cfs)5.55 1.81 3.74 0.60 1.40 7.70 6.02 1.68 1.37 3.46 % Capacity 92%49%100%16%38%84%100%45%37%93% Right-side Slope X:1 4.00 Left-side Slope X:1 4.00 Channel Bottom Width (ft)10 Flow Depth (ft)0.500 Flow Area (ft^2)6.000 Wetted Perimeter (ft)14.123 Width 14.000 Hydraulic Radius (ft)0.425 Manning's Roughness 0.040 Slope (ft/ft)0.010 Average Velocity (ft/sec)2.10 Flow (ft^3/sec)12.63 Pond Overflow Capacity Calcs Stormwater Plan 8 3/28/2023 channels that convey floodwater through the Aaker property. The three channels are the East Fork of Catron Creek (near South 22nd Avenue), an irrigation ditch from Middle Creek Ditch (near South 23rd Avenue), and the West Fork of Catron Creek (west of South 25th Avenue). The FHE identified potential future 100-year flood flows for both the east and west forks of Catron Creek. These flows are 22.1 cfs and 50.7 cfs, respectively. The irrigation ditch is within the West Fork of Catron Creek drainage basin and represents a potential flow split of the west drainage basin. The FHE shows the areas of inundation for both the existing and proposed conditions. The areas inundated by the 100-year flood event are within the watercourse setback and do not extend into areas proposed for development. The Middle Creek Ditch irrigation ditch intercepts the West Fork of Catron Creek south of the Aaker property and could potentially divert the west drainage flood flows into the center of the Aaker property. To reduce the flood hazard created by this ditch, the perennial stream flows, unused irrigation water, and flood flows are proposed to be returned to the west channel at the south side of the Aaker property. A headgate on this return pipe is proposed to allow the existing irrigation ditch to continue to supply downstream users while limiting overflows in a high flow event. Because the proportion of flood flow split is unknown, the return pipe is sized to carry 100% of the west drainage basin 100-yr flood flows. Kagy Boulevard crosses both the east and west forks of Catron Creek. The east fork crossing will be by an extension of the existing 30” RCAP to the south right-of-way of Kagy. The west fork crossing is proposed to be a 6’ wide open bottom box culvert, with a 4’ high opening. Retaining walls at the road right-of-way are proposed to minimize impacts to existing wetlands at the Kagy crossings. The hydraulic capacities of the flood conveyance pipes is shown in Table 7. All pipes have capacity to transmit the 100-year flood flows. Table 7 – Culvert Conveyance Calculations Drainage Basin West Drainage West Drainage East Drainage Location Kagy Crossing W. of 25th Ave.Irrigation Ditch Return Pipe Kagy Crossing E. of 22nd Ave. Pipe Description 6'x5' Conc. Box - Cobble Bottom 27" x 44" RCAP 23" x 36" RCAP Pipe Width (ft) (rectangular pipe)6 n/a n/a Pipe Equalivalent Diameter (in) (arch pipe)n/a 36 30 slope (ft/ft)0.01 0.006 0.005 coefficient of roughness (n)0.05 0.013 0.013 Depth in pipe (in)29 36 30 depth in pipe (ft)2.42 3.00 2.50 pipe radiaus (ft)n/a 1.50 1.25 wetted perimeter (ft)10.83 9.42 7.85 area of flow (sf)14.5 7.07 4.91 hydraulic radius (ft)1.34 0.75 0.63 Avg. Velocity 3.61 7.31 5.91 Flowrate Pipe (cfs)52.3 51.7 29.0 Stormwater Plan 9 3/28/2023 Aaker Phase 1 Subdivision Storm Water Maintenance Plan General Information The Aaker Phase 1 Subdivision utilizes storm water retention basins and bio-retention swales to mitigate storm water impacts from subdivision streets. The stormwater retention basins are located in City parks, and the bio-retention swales are located in City rights-of-way. Stormwater is collected and conveyed to the retention systems through City streets and storm drainage pipes. The City is responsible for maintaining storm piping within City rights-of-way. The Aaker Subdivision Property Owners’ Association is responsible for monitoring and maintaining the subdivision stormwater retention and bio-retention facilities. Stormwater mitigation for private lots is not part of the subdivision infrastructure and is the responsibility of the individual lot owners to maintain. The subdivision storm water facilities are designed to operate without excessive maintenance. However, like all infrastructure, periodic monitoring and maintenance will prevent costly repair and replacement. This Maintenance Plan has been prepared in accordance with City of Bozeman guidelines. Over time, recommended maintenance guidelines may evolve. Please contact the City of Bozeman Storm Water Division if any questions arise. Storm Water Facilities Maintenance Schedule 1. Site Housekeeping. (Continuously as needed) The main cause of storm water facility damage is poor site housekeeping. Sediment tracked onto pavement can be washed into storm water bio-retention basins and conveyance piping and damage these facilities. Trash can clog pipes and inlet structures causing property damage. • Keep sidewalk and pavement areas clean • Pick up trash • Restore damaged landscaping in order to prevent sediment runoff 2. System Monitoring. (Quarterly, except in winter) The storm water facilities shall be inspected quarterly to quickly identify small issues before expensive damage can occur. In addition to regular monitoring, the best time to inspect the performance of storm water facilities is during runoff events. • Observe system during runoff. Look for ponding outside of retention areas. This can indicate a clogged inlet or pipe. • Inspect Bio-retention and Retention Basins • Inspect Inlets, Manholes and Pipes Stormwater Plan 10 3/28/2023 3. Bio-retention and Retention Basin Maintenance. (Quarterly) The bio-retention and retention basins are designed to provide long-term sustainable treatment of storm water. However, with poor housekeeping sediment can clog these facilities and reduce infiltration capacity. Proper and timely cleaning of incidental sediment in these basins can prevent these facilities from being damaged. The bio-retention and retention basins are intended to be vegetated, since the vegetation provides microbiological communities that can treat common pollutants in storm water. Unhealthy vegetation can diminish the performance of these basins. The landscaping of the bio-retention basins shall follow typical landscape maintenance guidelines. The vegetation on the bottom of the retention basin should not be regularly mowed, since mowing can cause plant debris to build up in the basin. • Remove sediment, trash, and debris • Inspect for healthy vegetation • Inspect for uniform ponding and water disappears in 3 days 4. Bio-retention and Retention Basin Maintenance. (Annually) The vegetation should be maintained annually to reduce plant debris build-up. The retention basin vegetation should be cut to a height of 6” in the fall with the clippings removed from the basin. • Remove dead plant materials from bio-retention basins. • Cut retention basin vegetation and remove clippings. • Clean inlet piping or chases, remove sediment if present. 5. Bio-retention and Retention Basin Maintenance. (Long-term) If regular housekeeping and maintenance is not performed adequately, sediment and debris can accumulate in the basin and reduce the required storage capacity. If this occurs the basins should be excavated back down to original plan grade. • Hire a contractor to return basin(s) condition to initial design found on City engineering plans. • Dredge basin if sediment build-up is greater than 6”. W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWW W W WWWWWWWWWW W SS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SS SS SS SSSSSSSSSSSS SS SS SSSSSSSSSSSSSSSSSSUGEUGEUGEUGEUGEUGEUGEUGEUGE UGE UGE UGE UGE UGE UGE UGE UGE UGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE UGE WWWWWWWWWWWWWWWWWGASGASGASGASGASGASSS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS UGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGCUGCUGCUGCUGCUGCUGCUGCUGCUGCUGC UGCUGCUGCUGEUGEUGEUGEUGEUGEUGE UGEBB B B BBB8'8'8' 1 5-13-22 PHASE 1 PRE-APP CDP ZWL 2 10/11/2022 PRELIMINARY PRICING CDP ZWL 3 10/26/2022 PRELIMINARY PLAT CDP ZWL 4 2/2/2023 PRELIM PLAT RC1 CDP ZWL 5 3/23/2023 PRELIM PLAT RC2 CDP ZWL PROFESSIONALENGINEERS &SURVEYORSSTAHLYENGINEERING& ASSOCIATESAAKER PHASE 1 SUBDIVISION LOCATED IN THE SE 14 OFSECTION 14, T2S, R5EWEST UNIVERSITY, LLCBOZEMAN, MONTANAC5.0PH1 DRAINAGEAND GRADINGPLANNOTES:1.SUBDIVISION STORMWATER RETENTION INCLUDES PHASE 1STREETS.2.ALL LOTS TO HAVE ON-SITE RETENTION. Appendix C: Drainage Exhibits 8'1.45%1.65%1.30%1.69%1.71%1.62%1.57%49044903 4906 4905 4907 4906 490 5 490 4 49 0 3 49104910 4910 4907 4908 4909 4911 4908 4910 49094905490649074908490925.01%25.01%25.03% 25.04% DRAWING:Print Date:Copyright 2022, Graham Engineering LLC7/21/2025 2:47 PMZ:\PROJECTS\ENCOMPASS\25008-EDMT-HIGHLANDS\CAD\EXHIBITS\E-DA.DWG DRAWING NUMBER:Checked:Drawn:PROJECT NO:GRAHAM ENGINEERING LLCDATE DESCRIPTION REVISIONS This drawing and all related documents (including those on electronic media) were prepared by GRAHAMENGINEERING LLC, except as noted otherwise herein, as instruments of service, and shall remain the property ofGRAHAM ENGINEERING LLC. The information shown herein shall be used only by the client to whom the service arerendered and only for the purpose of constructing or installing the work as shown at the designated location and site.Any other use of said documents, including (without limitation) any reproduction or alteration, is strictly prohibited, andthe user shall hold harmless and indemnify GRAHAM ENGINEERING LLC from all liabilities which may arise fromsuch unauthorized use. Such use hall cause the waiver of expressed or implied warranties and shall serve anyliabilities which may arise from construction, use or result of such unauthorized use or changes.ORIGINAL DATE: PERMIT DATE: IFC DATE:EXISTING DRAINAGE AREASHIGHLANDS AFFORDABLE HOUSINGE-DA ZWGTSDBOZEMAN, MT25008-EDMT-HIGHLANDS07/21/2025 PRELIMINARY - NOT FOR CONSTRUCTION FOR JURISDICTIONAL REVIEW ONLY 0 30 SCALE IN FEET 60 N EX. DRAINAGE BASIN #1 2.28 ACRES Q10 = 0.61 cfs Q100 = 1.20 cfs REMINGTON WAY 10.00' UTILITY EASEMENT LEGEND 4910 4908 DRAINAGE BASIN BOUNDARY PROPERTY LINE EASEMENT EX. MAJOR CONTOUR - 5' INTERVAL EX. MINOR CONTOUR - 1' INTERVAL FLOW PATH SLOPE NOTES 1.PEAK FLOW RATES ARE FOR THE 35-MINUTE STORM, CORRESPONDING TO THE TIME OF CONCENTRATION. 1.38% 10.00' UTILITY EASEMENT 10.00' UTILITY EASEMENT 10.00' UTILITY EASEMENT EX. DRAINAGE BASIN #2 1.74 ACRES Q10 = 0.47 cfs Q100 = 0.92 cfs SOUTH 25TH AVESOUTH 23RD AVERETENTION POND (BY SUBDIVISION DEVELOPER) RETENTION POND (BY SUBDIVISION DEVELOPER) EX. IRRIGATION DITCH TO REMAIN EXTENT OF WETLANDS 40.00' ACCESS EASEMENT 26.00' ACCESS EASEMENT RETENTION POND (BY SUBDIVISION DEVELOPER) 8'WUGE UGE UGEUGEUGEUGE UGE UGE UGE UGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGE VANHSS 30x5267 30x5230x5230x5230x52 30x52 30x5230x52 30x52 30x52 30x52 30x52 4907.950' VITREOUS CHINATOILETDEVONSHIREK-3457VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 KITCHEN SINK FAUCETTOURNANTK-77515 KITCHEN SINK FAUCETTOURNANTK-77515 ST ST ST STSTSTSTSTSTSTSTSTSTSTST ST ST ST ST ST ST ST ST ST STSTS T STSTST ST ST ST ST ST ST ST ST ST ST STSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTST ST ST STS T STSTSTSTSTST ST S T S T CCCCC4907.950' VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 4910 4908 4906490749084908 49104909 49114905490649074908 49094909 49104909 49054905490649074908490249034903490449045.44%2.39%0.84%3.58%1.28%2.91%3.01 %1.89%3.70%7.89 % 4.93% 2.05%5.10%2.18%2.38%3.94%1.57 %3.59%1.89%5.64%1.18%2.28% 1. 6 8 % DRAWING:Print Date:Copyright 2022, Graham Engineering LLC10/24/2025 12:25 PMZ:\PROJECTS\ENCOMPASS\25008-EDMT-HIGHLANDS\CAD\EXHIBITS\P-DA.DWG DRAWING NUMBER:Checked:Drawn:PROJECT NO:GRAHAM ENGINEERING LLCDATE DESCRIPTION REVISIONS This drawing and all related documents (including those on electronic media) were prepared by GRAHAMENGINEERING LLC, except as noted otherwise herein, as instruments of service, and shall remain the property ofGRAHAM ENGINEERING LLC. The information shown herein shall be used only by the client to whom the service arerendered and only for the purpose of constructing or installing the work as shown at the designated location and site.Any other use of said documents, including (without limitation) any reproduction or alteration, is strictly prohibited, andthe user shall hold harmless and indemnify GRAHAM ENGINEERING LLC from all liabilities which may arise fromsuch unauthorized use. Such use hall cause the waiver of expressed or implied warranties and shall serve anyliabilities which may arise from construction, use or result of such unauthorized use or changes.ORIGINAL DATE: PERMIT DATE: IFC DATE:PROPOSED DRAINAGE AREASHIGHLANDS AFFORDABLE HOUSINGP-DA ZWGTSDBOZEMAN, MT25008-EDMT-HIGHLANDS10/24/2025 PRELIMINARY - NOT FOR CONSTRUCTION FOR JURISDICTIONAL REVIEW ONLY NOTES LEGEND 1.PEAK FLOW RATES ARE FOR THE 7-MINUTE STORM, CORRESPONDING TO THE TIME OF CONCENTRATION. 2.PATH USED FOR TIME OF CONCENTRATION CONTINUES THROUGH PIPES, BUT IS NOT SHOWN FOR CLARITY. PROPERTY LINE PROP. DRAINAGE BASIN BOUNDARIES EX. MAJOR CONTOURS (5' INTERVAL) EX. MINOR CONTOURS (1' INTERVAL) EX. STORMWATER PIPE EX. STORMWATER CURB INLET EX. STORMWATER MANHOLE PATH USED FOR TIME OF CONCENTRATION SLOPE PROP. MAJOR CONTOURS (5' INTERVAL) PROP. MINOR CONTOURS (1' INTERVAL) PROP. STORMWATER PIPE PROP. STORMWATER CURB INLET PROP. STORMWATER AREA INLET PROP. STORMWATER MANHOLE PROP. STORMWATER MANHOLE W/ GRATE PROP. STORMWATER CLEANOUT LANDSCAPED AREA CONCRETE PAVEMENT UNDERGROUND INFILTRATION BASIN STST 3500 3505 D 3504 1.38% 0 30 SCALE IN FEET 60 N PROP. DRAINAGE BASIN #1 1.908 ACRES Q10 = 5.24 CFS Q100 = 10.38 CFS REMINGTON WAY 10.00' UTILITY EASEMENT 10.00' UTILITY EASEMENT 10.00' UTILITY EASEMENT 10.00' UTILITY EASEMENT PROP. DRAINAGE BASIN #2 1.973 ACRES Q10 = 5.39 CFS Q100 = 10.67 CFS SOUTH 25TH AVESOUTH 23RD AVERETENTION POND (BY SUBDIVISION DEVELOPER) RETENTION POND (BY SUBDIVISION DEVELOPER) EX. IRRIGATION DITCH TO REMAIN EXTENT OF WETLANDS PROP. DRAINAGE BASIN OFF1 0.033 ACRES Q10 = 0.06 CFS Q100 = 0.11 CFS PROP. DRAINAGE BASIN OFF2 0.39 ACRES Q10 = 0.04 CFS Q100 = 0.08 CFS PROP. DRAINAGE BASIN OFF5 0.173 ACRES Q10 = 0.22 CFS Q100 = 0.45 CFS BUILDING A FFE 4909.7'BUILDING B FFE 4909.7' UNDERGROUND INFILTRATION BASIN 1 (IB-1) UNDERGROUND INFILTRATION BASIN 2 (IB-2) 3500 D PROP. DRAINAGE BASIN OFF3 0.006 ACRES Q10 = 0.01 CFS Q100 = 0.02 CFS PROP. DRAINAGE BASIN OFF4 0.011 ACRES Q10 = 0.01 CFS Q100 = 0.02 CFS CI-13 CI-1 CI-2 CI-3 CI-4 CI-5 CI-6 CI-7 CI-8 CI-9 CI-10 CI-14CI-12CI-11 MH-1 MH-2 MH-4 MH-3 MH-5 MH-6 MH-7 MH-9 MH-8AI-2 AI-3AI-1 AI-4 AI-5 AI-6 AI-7 AI-8 P-5 P-1P-2 P-3 P-4 P-6P-7 P-8 P-9P-10 P-14P-15P-13P-11 P-12 P-19P-18 P-17P-16 P-21 P-23P-22P-24P-26P-29P-25 P-28 P-27 P-36 P - 3 5 P-34 P-33 P-32 P - 3 1 P-30P-20 ROOFLINE (TYP) Appendix D: Calculations Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 1 Date: 07/21/2025 By: TSD Time of Concentration Sheet Flow Ku 0.42 P2 (in)1.18 Source: COB Standards Roughness Coefficients (n) 0.24 0.011 Source: HEC-22, Table 4.2 Source: HEC-22, Equation 4.3 Segment L (ft) n S (ft/ft)tc (min) EX - 1A 150 0.24 0.0155 35.99 EX - 2A 150 0.24 0.0162 35.36 P-1A 25 0.24 0.0359 6.15 P-1B 8 0.011 0.0158 0.28 P-2A 36 0.24 0.0359 8.29 P-2B 8 0.011 0.0158 0.28 P-3A 35 0.24 0.02 10.15 P-3B 23 0.011 0.0266 0.55 Shallow Concentrated Flow Shallow Flow Velocity Intercept Coefficients (k) Unpaved 0.491 Source: HEC-22, Table 4.3 Source HEC-22, Equation 4.4 Segment k S (%) V (ft/s) L (ft)tc (min) EX - 1B 0.491 1.57 2.018 111.8 0.92 EX - 2B 0.491 1.85 2.190 167.1 1.27 Asphalt Grass Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 2 Date: 07/21/2025 By: TSD (time of concentration, continued) Open Channel and Pipe Flow Velocity Source: HEC-22, Equation 4.5 Travel Time n 0.014 Source: HEC-22, Table 4.4 Source: HEC-22, Equation 4.6 Open Channel and Pipe Flow Segment A (sf) P (ft) R (ft) S (ft/ft) V (ft/s) L (ft)tc (min) P-1C 0.045 1.561 0.029 0.006 0.78 8.5 0.18 P-1D 0.47 1.73 0.272 0.005 2.3 60.3 0.44 P-2C 0.045 1.561 0.029 0.006 0.78 34.8 0.75 P-2D 0.39 1.57 0.248 0.005 2.3 139.6 1.01 P-3C 0.045 1.561 0.029 0.02 1.42 10.5 0.12 P-3D 0.045 1.561 0.029 0.006 0.78 47.3 1.02 P-3E 0.39 1.57 0.248 0.005 2.3 76.5 0.55 Total Time of Concentration Basin tc (min) tc (hr) EX-1 36.9 0.6 EX-2 36.6 0.6 P-1 7.1 0.1 P-2 10.3 0.2 P-3 12.4 0.2 Ctiy of Bozeman requires the smallest Time of Concentration to be used. Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 3 Date: 07/21/2025 By: TSD Drainage Basins Rational Method Frequency Correction Factor Recurrence Interval (yr)Cf 2-10 years 1 25 years 1.1 50 years 1.2 100 years 1.25 Source: COBDCS Intensity Duration (min) 2-year 5-year 10-year 25-year 50-year 100-year Coefficients 7 1.73 2.64 3.26 4.05 4.58 5.16 0.95 35 0.66 0.99 1.22 1.50 1.71 1.92 0.22 Source: COBDCS Source: COBDCS, Table 6.6.4 Existing Uses the drainage basin boundaries set by the developer. Existing Basins Landscaped Area (SF) Impervious Area (SF) Total Area (SF) Total Area (AC)Weighted C Q2 (cfs) Q5 (cfs) Q10 (cfs) Q25(cfs) Q50 (cfs) Q100 (cfs) Ex Basin #1 99,325 0 99,325 2.28 0.22 0.33 0.50 0.61 0.83 1.03 1.20 Ex Basin #2 75,972 0 75,972 1.74 0.22 0.25 0.38 0.47 0.63 0.79 0.92 Total 175,297 0 175,297 4.02 0.22 0.58 0.88 1.08 1.46 1.82 2.12 Landscape (Heavy Soil, avg) Paved Areas, Roofs Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 4 Date: 07/21/2025 By: TSD Proposed Actual drainage basins Proposed Basins Landscaped Area (SF) Impervious Area (SF) Total Area (SF) Total Area (AC)Weighted C Q2 (cfs) Q5 (cfs) Q10 (cfs) Q25(cfs) Q50 (cfs) Q100 (cfs) Basin #1 12,030 71,063 83,093 1.908 0.84 2.79 4.25 5.25 7.17 8.85 10.39 Basin #2 13,155 72,772 85,927 1.973 0.84 2.86 4.37 5.39 7.36 9.08 10.67 Basin OFF1 855 584 1,439 0.033 0.52 0.03 0.05 0.06 0.08 0.09 0.11 Basin OFF2 1,001 314 1,315 0.030 0.39 0.02 0.03 0.04 0.05 0.07 0.08 Basin OFF3 193 67 260 0.006 0.41 0.00 0.01 0.01 0.01 0.01 0.02 Basin OFF4 473 8 481 0.011 0.23 0.00 0.01 0.01 0.01 0.01 0.02 Basin OFF5 5,688 1,847 7,535 0.173 0.40 0.12 0.18 0.22 0.31 0.38 0.45 Total 33,395 146,655 180,050 4.13 0.81 5.83 8.89 10.97 14.98 18.49 21.72 Comparison with Subdivision Plan Additional Areas Landscaped Area (SF) Impervious Area (SF) Total Area (SF) Total Area (AC)Weighted C Q2 (cfs) Q5 (cfs) Q10 (cfs) Q25(cfs) Q50 (cfs) Q100 (cfs) Running Offsite to Sub 2,522 973 3,495 0.080 0.42 0.06 0.09 0.11 0.15 0.19 0.22 Contributing Onsite 5,023 710 5,733 0.132 0.31 0.07 0.11 0.13 0.18 0.22 0.26 Difference -2,501 263 -2,238 -0.05 - -0.012 -0.018 -0.022 -0.031 -0.038 -0.044 Statistics for Whole Lot Considering up to the property lines on all sides. Landscaped Area (SF) Impervious Area (SF) Total Area (SF) Total Area (AC)% Impervious 42,417 144,937 187,354 4.30 77% The subdivision stormwater plan assumed the utility easements on the west, south, and east sides would be captured by their system. Design has some give and take with those areas (all offsite basins except Basin OFF3, which will flow to the north, as in pre-developed conditions). Net flow will be onto the site. Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 5 Date: 07/21/2025 By: TSD Volume and Flow Rates Volume from EPA SWMM Method in SSA. Flow rates from the Rational Method. Basin Q10 (cfs) V10 (cf) Q100 (cfs) V100 (cf) Ex Basin #1 0.61 934 1.20 3061 Ex Basin #2 0.47 755 0.92 2393 Total Existing 1.08 1689 2.12 5454 Basin #1 0.002 45 0.011 64 Basin #2 0.012 27 0.044 81 Basin OFF1 0.06 107 0.11 166 Basin OFF2 0.04 65 0.08 111 Basin OFF3 0.01 10 0.02 19 Basin OFF4 0.01 8 0.02 19 Basin OFF5 0.22 391 0.45 661 Total Proposed 0.35 653 0.72 1121 Net -0.73 -1036 -1.41 -4333 (relative to pre-development) Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 6 Date: 07/21/2025 By: TSD Runoff Reduction Volume Source: Montana Post-Construction Storm Water BMP Manual Basin ID Basin #1 Basin #2 P (in)0.5 0.5 I 0.854 0.847 Rv 0.819 0.813 A (ac)1.908 1.973 RRV (ac-ft) 0.065 0.067 RRV (cf) 2,834 2,909 Stormwater will be captured and infiltrated, including the RRV. There will be no RTV. Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 7 Date: 07/21/2025 By: TSD Infiltration Volume Volume was calcuated in Storm and Sanitary Analysis using the EPA SWMM Method and the parameters below: Curve Numbers Depth (24-hours) Impervious 98 NRCS Type II Storm 10-year 1.70 Landscape 61 100-year 2.34 Source: COBDCS, Hydrologic Soil Group B Source: COBDCS Proposed Basins V10 (cf) V100 (cf) Basin #1 10,315 14,540 Basin #2 10,824 15,193 Depth and Area Source: Montana Post-Construction Storm Water BMP Manual i (in/hr) 4.0 Source: DEQ-8, sandy gravel td (hr)72 Basin ID Dmax (in)D (in) D (ft) Void Space V100 (cf)A (sf) #1 IB-1 144 17 1.41 95% 14,540 10,848 #2 IB-2 144 17 1.41 95% 15,193 11,336 The project will use R-Tank units in the parking lot to provide the storage for infiltration, which have an approximate voide space of 95%. Final area to be provided by the manufacturer. Regardless, R-tank design depth will be well below the max depth of 144 inches. Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 8 Date: 07/21/2025 By: TSD Comparison to Other Methods Rational Method Source: MT DEQ-8 Proposed Basins A (ac) C 100-year d (in) V (cf) Basin #1 1.908 0.843 2.34 13,665 Basin #2 1.973 0.839 2.34 14,050 TR-55 Method Proposed Basins V (cf) Basin #1 10,945 Basin #2 10,941 The EPASWMM provided results similar to the rational method and TR-55 Method. The Rational Method tends to yield smaller volumes than more intensive models, and it did in this case. The EPASWMM model was the most conservative of the three, so using those volumes for design will result in adequate storage volume. Per section 6.6.6 of the COBDCS. Only comparing the 100-year storm, as it is the largest storm that needs to be captured. Performed in SSA. The basin is technically too small for TR-55, as it requires a minimum of 5 acres, but at 4.15 it is reasonable to use as a comparison for EPASWMM. Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 9 Date: 07/21/2025 By: TSD Infiltration Elevations/Parameters Depth to seasonally high groundwater table (ft)2.59 Highest existing ground under R-Tank 4905.202 Highest groundwater 4902.612 Lowest infiltration elevation (rock under R-Tank)4904.612 Thickness of rock under R-Tank (ft)0.25 Lowest R-Tank elevation 4904.862 Minimum cover over R-Tank (including asphalt)2.25 Lowest finished grade over R-Tank 4908.901 Highest R-Tank elevation 4906.651 R-tank max height 1.789 Lowest pipe IE 4904.865 Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 10 Date: 07/21/2025 By: TSD Basins for Conveyance Intensity (7-minute duration) The Rational Method was used for calculations. 10-year 3.26 100-year 5.16 Source: COBDCS Inlet/Basin ID Landscaped Area (SF) Impervious Area (SF) Total Area (SF) Weighted C Total Area (AC) Percent Impervious Q10 (cfs) Q100 (cfs) CI-1A 206 2531 2,737 0.895 0.063 92.5% 0.183 0.363 CI-1B 148 485 633 0.779 0.015 76.6% 0.037 0.073 CI-2A 1031 1946 2,977 0.697 0.068 65.4% 0.155 0.307 CI-2B 705 1769 2,474 0.742 0.057 71.5% 0.137 0.272 CI-3A 1535 4462 5,997 0.763 0.138 74.4% 0.342 0.678 CI-3B 689 1627 2,316 0.733 0.053 70.3% 0.127 0.251 CI-4A 835 4614 5,449 0.838 0.125 84.7% 0.341 0.676 CI-4B 705 5181 5,886 0.863 0.135 88.0% 0.380 0.752 CI-5A 706 1887 2,593 0.751 0.060 72.8% 0.146 0.288 CI-5B 680 1629 2,309 0.735 0.053 70.6% 0.127 0.251 CI-6A 439 1805 2,244 0.807 0.052 80.4% 0.135 0.268 CI-6B 1108 1702 2,810 0.662 0.065 60.6% 0.139 0.276 CI-7A 2443 7136 9,579 0.764 0.220 74.5% 0.547 1.083 CI-7B 751 4456 5,207 0.845 0.120 85.6% 0.329 0.651 CI-8A 436 1666 2,102 0.799 0.048 79.3% 0.126 0.249 CI-8B 1726 4380 6,106 0.744 0.140 71.7% 0.340 0.672 CI-9A 1714 3868 3,868 1.047 0.089 100.0% 0.303 0.600 CI-9B 437 1678 2,115 0.799 0.049 79.3% 0.126 0.250 CI-10A 252 2023 2,275 0.869 0.052 88.9% 0.148 0.293 CI-10B 248 435 683 0.685 0.016 63.7% 0.035 0.069 CI-11A 927 4348 5,275 0.822 0.121 82.4% 0.324 0.642 CI-11B 680 10992 11,672 0.907 0.268 94.2% 0.792 1.568 CI-12A 411 8723 9,134 0.917 0.210 95.5% 0.626 1.240 CI-12B 62 8787 8,849 0.945 0.203 99.3% 0.625 1.238 CI-13 332 1110 1,442 0.782 0.033 77.0% 0.084 0.167 CI-14 746 2200 2,946 0.765 0.068 74.7% 0.169 0.334 AI-1-AI-5 3691 233 3,924 0.263 0.090 5.9% 0.077 0.153 AI-6-AI-7 2017 70 2,087 0.244 0.048 3.4% 0.038 0.076 MH-9 1,118 57 1,175 0.255 0.027 4.9% 0.022 0.044 Building A-1 0 5672 5672 0.950 0.130 100.0% 0.403 0.798 Building A-2 0 2591 2591 0.950 0.059 100.0% 0.184 0.364 Building A-3a 0 5173 5173 0.950 0.119 100.0% 0.367 0.728 Building A-3b 0 1380 1380 0.950 0.032 100.0% 0.098 0.194 Building A-4a 0 9935 9935 0.950 0.228 100.0% 0.706 1.398 Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 11 Date: 07/21/2025 By: TSD (Basins for Conveyance, continued) Inlet/Basin ID Landscaped Area (SF) Impervious Area (SF) Total Area (SF) Weighted C Total Area (AC) Percent Impervious Q10 (cfs) Q100 (cfs) Building A-4b 0 1022 1022 0.950 0.023 100.0% 0.073 0.144 Building A-5 0 2125 2125 0.950 0.049 100.0% 0.151 0.299 Building B-1 0 1381 1381 0.950 0.032 100.0% 0.098 0.194 Building B-2a 0 5707 5707 0.950 0.131 100.0% 0.405 0.803 Building B-2b 0 1090 1090 0.950 0.025 100.0% 0.077 0.153 Building B-3 0 4577 4577 0.950 0.105 100.0% 0.325 0.644 Building B-4a 0 7248 7248 0.950 0.166 100.0% 0.515 1.020 Building B-4b 0 1618 1618 0.950 0.037 100.0% 0.115 0.228 Building B-5 0 3190 3190 0.950 0.073 100.0% 0.227 0.449 Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 12 Date: 07/21/2025 By: TSD Gutter Flow Spread Depth where: d = depth of flow, m (ft) Source: HEC-22 Ku 0.56 n 0.013 Source: HEC-22, Eqn. 5.4 Sx (ft/ft)0.040 10-year, 24-hour storm 100-year, 24-hour storm Inlet ID SL (ft/ft) Q10 (cfs) T10 (ft)d (ft)Q100 (cfs) T100 (ft)d (ft) CI-1A 0.0122 0.18 2.21 0.09 0.363 2.86 0.11 CI-1B 0.018 0.04 1.12 0.04 0.073 1.45 0.06 CI-2A 0.009 0.16 2.20 0.09 0.307 2.84 0.11 CI-2B 0.006 0.14 2.27 0.09 0.272 2.93 0.12 CI-3A 0.006 0.34 3.20 0.13 0.678 4.13 0.17 CI-3B 0.006 0.13 2.20 0.09 0.251 2.85 0.11 CI-4A 0.006 0.34 3.19 0.13 0.676 4.13 0.17 CI-4B 0.006 0.38 3.32 0.13 0.752 4.29 0.17 CI-5A 0.006 0.15 2.32 0.09 0.288 3.00 0.12 CI-5B 0.006 0.13 2.20 0.09 0.251 2.85 0.11 CI-6A 0.006 0.14 2.26 0.09 0.268 2.92 0.12 CI-6B 0.006 0.14 2.28 0.09 0.276 2.95 0.12 CI-7A 0.006 0.55 3.81 0.15 1.083 4.92 0.20 CI-7B 0.006 0.33 3.15 0.13 0.651 4.07 0.16 CI-8A 0.020 0.13 1.75 0.07 0.249 2.26 0.09 CI-8B 0.006 0.34 3.19 0.13 0.672 4.12 0.16 CI-9A 0.0082 0.30 2.88 0.12 0.600 3.72 0.15 CI-9B 0.006 0.13 2.20 0.09 0.250 2.84 0.11 CI-10A 0.006 0.15 2.33 0.09 0.293 3.01 0.12 CI-10B 0.0089 0.03 1.26 0.05 0.069 1.63 0.07 CI-11A 0.006 0.32 3.13 0.13 0.642 4.05 0.16 CI-11B 0.006 0.79 4.38 0.18 1.568 5.66 0.23 CI-12A 0.006 0.63 4.01 0.16 1.240 5.18 0.21 CI-12B 0.006 0.63 4.01 0.16 1.238 5.18 0.21 CI-13 0.010 0.08 1.72 0.07 0.167 2.22 0.09 CI-14 0.006 0.17 2.45 0.10 0.334 3.17 0.13 𝑑=𝑇𝑆௫ Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 13 Date: 07/21/2025 By: TSD Inlet in Sag Weir conditions Cw 0.37 P (ft)3.5 g (ft/s2)32.2 Source: HEC-22, Equation 7.14 P includes 50% clogging Orifice Conditions Co 0.67 Ag (sf)0.90 A includes 50% clogging Source: HEC-22, Equation 7.15 Receiving Structure Q (cfs) Weir d (ft) Orifice d (ft)Q (cfs) Weir d (ft) Orifice d (ft) CI-1 0.220 0.077 0.002 0.436 0.121 0.008 CI-2 0.292 0.093 0.004 0.579 0.146 0.014 CI-3 0.469 0.127 0.009 0.929 0.200 0.037 CI-4 0.721 0.169 0.022 1.428 0.266 0.087 CI-5 0.273 0.088 0.003 0.540 0.139 0.012 CI-6 0.27 0.089 0.003 0.54 0.140 0.013 CI-7 0.88 0.192 0.033 1.73 0.303 0.129 CI-8 0.47 0.126 0.009 0.92 0.199 0.036 CI-9 0.43 0.120 0.008 0.85 0.188 0.031 CI-10 0.18 0.068 0.001 0.36 0.107 0.006 CI-11 1.12 0.226 0.053 2.21 0.356 0.209 CI-12 1.25 0.244 0.067 2.48 0.385 0.262 Operating under weir or orifice conditions, the ponding depth for the inlets is acceptable for 10-year and 100-year storms. No additional inlets are required. 10-year 100-year Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 14 Date: 07/21/2025 By: TSD Inlet on Grade Ratio of frontal flow to total gutter flow Total Grate Efficiency Source: HEC-22, Equation 7.7 Interception capacity of inlet on grade Source: HEC-22, Equation 7.3 Source: HEC-22, Equation 7.9 Ratio of frontal flow intercepted For curved vane Vo (ft/s)7.5 Source: HEC-22, Figure 7.8 Source: HEC-22, Equation 7.5 Side Flow Interception Efficiency Source: HEC-22, Equation 5.3 Sx (ft/ft)0.04 W (ft)1.13 Source: HEC-22, Equation 7.6 L (ft)3.00 Includes 25% clogging 10-year storm Structure T (ft) V (ft/s)E0 Rf Rs E Qi (cfs)Bypass Q (cfs) CI-13 1.72 1.43 0.94 1.00 0.64 0.979 0.083 0.002 CI-14 2.45 1.41 0.81 1.00 0.64 0.931 0.157 0.012 100-year storm Structure T (ft) V (ft/s)E0 Rf Rs E Qi (cfs)Bypass Q (cfs) CI-13 2.22 1.70 0.85 1.00 0.56 0.934 0.156 0.011 CI-14 3.17 1.67 0.69 1.00 0.57 0.867 0.289 0.044 The bypass will flow offsite, to the developer's drianage system. Considering site peak flow and developer's design: Storm Difference (cfs) Bypass Combined 10-year -0.022 0.013 -0.009 Slighlty less going to developer's detention 100-year -0.044 0.056 0.011 Slighly more going to developer's detention Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 15 Date: 07/21/2025 By: TSD Pipes Material PVC n 0.011 COBDCS, Table 6.7.3 Concrete 0.500 Source: HEC-22, Equation 4.5 Asphalt 0.250 Pipe ID Length (ft)D (ft)Slope (ft/ft) Starting Structure IE Start Cover Start (ft)1 Ending Structure IE End Cover End (ft)1 Q10 (cfs)y (ft)V10 (ft/s)1 Q100 (cfs)y (ft)V100 (ft/s)1 P-1 151.4 0.667 0.012 Bldg A DS 4908.033 1.00 45° Bend 4906.289 1.00 0.403 0.29 2.7 0.798 0.34 4.5 P-2 20.4 0.667 0.024 45° Bend 4906.289 1.00 45° Bend 4905.805 1.00 0.403 0.19 4.8 0.798 0.28 5.9 P-3 28.2 0.667 0.005 45° Bend 4905.805 1.00 J-1 4905.664 1.37 0.403 0.32 2.9 0.798 0.45 3.2 P-4 5.4 0.667 0.021 CI-13 4905.775 1.10 J-1 4905.664 1.62 0.084 0.09 2.9 0.167 0.13 3.6 P-5 98.0 0.833 0.005 J-1 4905.664 1.62 MH-1 4905.174 3.37 0.487 0.290 2.8 0.965 0.43 3.4 P-6 55.6 0.500 0.008 Bldg A DS 4908.200 1.00 CI-1 4907.744 1.00 0.151 0.18 2.5 0.299 0.25 3.0 P-7 41.9 0.667 0.005 CI-1 4906.666 1.00 MH-1 4906.457 2.27 0.371 0.28 2.7 0.735 0.42 3.2 P-8 14.7 0.833 0.005 MH-1 4905.174 3.41 IB-1 4905.101 3.53 0.858 0.40 3.3 1.700 0.34 3.8 P-9 11.8 1.000 0.005 CI-11 4905.906 1.00 IB-1 4905.847 1.45 1.116 0.43 3.5 2.210 0.64 4.2 P-10 79.5 0.667 0.005 CI-2 4906.788 1.00 MH-2 4906.391 2.06 0.477 0.32 2.8 0.944 0.51 3.3 P-11 90.3 0.667 0.005 Bldg A DS 4908.033 1.00 MH-3 4907.582 1.01 0.367 0.28 2.7 0.728 0.42 3.2 P-12 24.0 0.500 0.025 Bldg A DS 4908.200 1.00 MH-3 4907.600 1.16 0.09803 0.10 3.3 0.194 0.15 4.1 P-13 13.0 0.667 0.034 MH-3 4907.300 1.39 CI-3 4906.859 1.00 0.465 0.19 5.7 0.922 0.27 6.9 P-14 29.2 0.833 0.006 CI-3 4906.515 1.00 MH-2 4906.339 1.89 0.935 0.40 3.6 1.851 0.63 4.2 P-15 31.5 1.000 0.005 MH-2 4906.339 1.83 IB-1 4906.182 2.64 1.411 0.49 3.8 2.794 0.77 4.3 P-16 295.5 0.833 0.004 Bldg A DS 4907.867 1.00 MH-8 4906.685 2.79 0.783 0.41 3.0 1.551 0.65 3.4 P-17 72.8 0.833 0.004 MH-8 4906.685 2.76 J-2 4906.372 1.01 0.783 0.40 3.1 1.551 0.63 3.5 Pavement t (ft) Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater Calculations Page 16 Date: 07/21/2025 By: TSD Pipe ID Length (ft)D (ft)Slope (ft/ft) Starting Structure IE Start Cover Start (ft)1 Ending Structure IE End Cover End (ft)1 Q10 (cfs)y (ft)V10 (ft/s)1 Q100 (cfs)y (ft)V100 (ft/s)1 P-18 61.6 1.000 0.009 CI-5 4906.372 1.34 CI-4 4905.817 1.00 1.128 0.36 4.4 2.234 0.54 5.2 P-19 64.7 1.250 0.004 CI-4 4905.817 1.09 IB-1 4905.558 3.01 1.849 0.54 3.7 3.662 0.81 4.3 P-20 7.5 1.000 0.005 CI-12 4905.971 1.10 IB-2 4905.934 1.38 1.252 0.45 3.6 2.479 0.70 4.2 P-21 69.1 0.667 0.005 CI-6 4906.945 1.09 CI-7 4906.600 1.00 0.275 0.24 2.5 0.544 0.35 3.0 P-22 254.5 0.833 0.005 Bldg A DS 4907.867 1.00 MH-9 4906.594 2.04 0.55301 0.31 2.9 1.095 0.46 3.5 P-23 85.1 0.833 0.005 MH-9 4906.594 2.04 CI-7 4906.169 1.28 0.690 0.36 3.1 1.367 0.54 3.7 P-24 77.49 1.250 0.004 CI-7 4905.842 1.00 IB-2 4905.532 3.23 1.841 0.54 3.7 3.646 0.81 4.3 P-25 102.1 0.667 0.013 Bldg A DS 4908.033 1.00 CI-8 4906.660 1.00 0.325 0.20 3.7 0.644 0.29 4.4 P-26 29.1 0.833 0.005 CI-8 4906.320 1.00 MH-6 4906.174 2.05 0.790 0.38 3.2 1.565 0.59 3.8 P-27 54.5 0.500 0.018 Bldg A DS 4908.200 1.00 CI-9 4907.229 1.00 0.227 0.17 3.8 0.449 0.25 4.5 P-28 77.7 0.833 0.005 CI-9 4906.451 1.00 MH-6 4906.062 2.21 0.656 0.35 3.1 1.299 0.52 3.6 P-29 43.1 1.000 0.005 MH-6 4906.062 2.09 IB-2 4905.847 2.90 1.446 0.49 3.8 2.864 0.79 4.3 P-30 177.1 0.833 0.014 Bldg A DS 4907.867 1.00 45° Bend 4905.450 1.00 0.405 0.22 4.0 0.803 0.32 4.8 P-31 9.8 0.833 0.004 45° Bend 4905.450 1.00 J-3 4905.410 1.07 0.405 0.28 2.5 0.803 0.41 3.0 P-32 5.1 0.500 0.032 CI-14 4905.573 1.20 J-3 4905.410 1.07 0.169 0.13 4.3 0.334 0.18 5.2 P-33 26.0 0.833 0.004 J-3 4905.410 1.07 45° Bend 4905.306 1.48 0.574 0.34 2.7 1.137 0.50 3.2 P-34 64.4 0.833 0.004 45° Bend 4905.306 1.48 CI-10 4905.049 2.76 0.651 0.37 2.8 1.290 0.56 3.3 P-35 39.6 0.5 0.030 Bldg A DS 4906.250 2.95 CI-10 4905.049 2.76 0.098 0.10 3.6 0.194 0.14 4.4 P-36 61.2 1.000 0.003 CI-10 4905.049 2.42 IB-2 4904.865 3.92 0.932 0.44 2.8 1.846 0.70 3.3 Note 1 - Cover is exclusive of pavement use consistent units (e.g. feet & days or inches & hours)Conversion Table Input Values inch/hour feet/day 2.0000 R Recharge (infiltration) rate (feet/day)0.67 1.33 0.250 Sy Specific yield, Sy (dimensionless, between 0 and 1) 300.00 K Horizontal hydraulic conductivity, Kh (feet/day)*2.00 4.00 78.500 x 1/2 length of basin (x direction, in feet) 42.500 y 1/2 width of basin (y direction, in feet)hours days 3.000 t duration of infiltration period (days)36 1.50 60.000 hi(0)initial thickness of saturated zone (feet) 60.659 h(max)maximum thickness of saturated zone (beneath center of basin at end of infiltration period) 0.659 Δh(max)maximum groundwater mounding (beneath center of basin at end of infiltration period) Ground- water Mounding, in feet Distance from center of basin in x direction, in feet 0.659 0 0.652 20 0.631 40 0.614 50 0.593 60 0.567 70 0.539 80 0.511 90 0.483 100 0.436 120 Disclaimer This spreadsheet solving the Hantush (1967) equation for ground-water mounding beneath an infiltration basin is made available to the general public as a convenience for those wishing to replicate values documented in the USGS Scientific Investigations Report 2010-5102 "Groundwater mounding beneath hypothetical stormwater infiltration basins" or to calculate values based on user-specified site conditions. Any changes made to the spreadsheet (other than values identified as user-specified) after transmission from the USGS could have unintended, undesirable consequences. These consequences could include, but may not be limited to: erroneous output, numerical instabilities, and violations of underlying assumptions that are inherent in results presented in the accompanying USGS published report. The USGS assumes no responsibility for the consequences of any changes made to the spreadsheet. If changes are made to the spreadsheet, the user is responsible for documenting the changes and justifying the results and conclusions. This spreadsheet will calculate the height of a groundwater mound beneath a stormwater infiltration basin. More information can be found in the U.S. Geological Survey Scientific Investigations Report 2010-5102 "Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins". The user must specify infiltration rate (R), specific yield (Sy), horizontal hydraulic conductivity (Kh), basin dimensions (x, y), duration of infiltration period (t), and the initial thickness of the saturated zone (hi(0), height of the water table if the bottom of the aquifer is the datum). For a square basin the half width equals the half length (x = y). For a rectangular basin, if the user wants the water-table changes perpendicular to the long side, specify x as the short dimension and y as the long dimension. Conversely, if the user wants the values perpendicular to the short side, specify y as the short dimension, x as the long dimension. All distances are from the center of the basin. Users can change the distances from the center of the basin at which water-table aquifer thickness are calculated. Cells highlighted in yellow are values that can be changed by the user. Cells highlighted in red are output values based on user-specified inputs. The user MUST click the blue "Re-Calculate Now" button each time ANY of the user-specified inputs are changed otherwise necessary iterations to converge on the correct solution will not be done and values shown will be incorrect. Use consistent units for all input values (for example, feet and days) In the report accompanying this spreadsheet (USGS SIR 2010-5102), vertical soil permeability (ft/d) is assumed to be one-tenth horizontal hydraulic conductivity (ft/d). Re-Calculate Now 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 0 20 40 60 80 100 120 140 Groundwater Mounding, in feet Storm and Sanitary Analysis Data Pre-Development Diagram Post-Development Diagram 10-Year Storm Input and Output Data 10-Year Storm Existing Drainage Basins Subbasins SN Element Area Drainage Weighted Conductivity Drying Average Equivalent Impervious Impervious Impervious Impervious ID Node ID Curve Time Slope Width Area Area Area Area Number No Depression Manning's Depression Depth Roughness (acres) (inches/hr) (days) (%) (ft) (%) (%) (inches) 1 EX-1 2.28 Out-01 61.00 0.1500 4.00 1.5000 340.00 0.00 25.00 0.0800 0.0100 2 EX-2 1.74 Out-02 61.00 0.1500 4.00 1.5000 340.00 0.00 25.00 0.0800 0.0100 3 RUNON-1 0.06 OUT-R1 64.48 0.1500 4.00 3.0000 250.00 9.00 25.00 0.0800 0.0100 4 RUNON-2 0.06 Out-R2 64.63 0.1500 4.00 2.0000 240.00 10.00 25.00 0.0800 0.0100 10-Year Storm Existing Drainage Basins Subbasins SN Pervious Pervious Curb & Rain Gage Total Total Total Total Total Peak Time Area Area Gutter ID Precipitation Runon Evaporation Infiltration Runoff Runoff of Depression Manning's Length Concentration Depth Roughness (inches) (ft) (inches) (inches) (inches) (inches) (inches) (cfs) (days hh:mm:ss) 1 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.5370 0.11 0.03 0 02:46:23 2 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.5310 0.12 0.02 0 02:21:23 3 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.3230 0.33 0.01 0 00:17:51 4 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.3080 0.34 0.01 0 00:20:06 10-Year Storm Proposed Drainage Basins Pipes SN Element From (Inlet) To (Outlet) Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance ID Node Node Invert Invert Invert Invert Drop Slope Shape Diameter Width Roughness Losses Elevation Offset Elevation Offset or Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (inches) (inches) 1 13BYPASS Inlet-13 13BYPASS 13.63 4906.48 0.00 4906.00 -0.48 0.48 3.4800 CIRCULAR 18.000 18.00 0.0150 0.5000 2 14BYPASS Inlet-14 14BYPASS 8.05 4904.82 0.00 4904.60 4904.60 0.22 2.7700 CIRCULAR 18.000 18.00 0.0150 0.5000 3 Link-AI-4 AI4 Jun-P-16DE 2.20 4907.00 0.00 4906.85 0.00 0.15 6.5900 CIRCULAR 6.000 6.00 0.0110 0.5000 4 Link-AI-5 AI5 Jun-P-16EF 13.00 4908.00 0.00 4906.78 0.00 1.22 9.3900 CIRCULAR 6.000 6.00 0.0110 0.5000 5 Link-AI-6 AI6 Jun-P-22DE 2.00 4906.90 0.00 4906.80 0.03 0.10 5.2500 CIRCULAR 6.000 6.00 0.0110 0.5000 6 Link-B2B DS_B-2B ` 9.60 4907.50 0.00 4905.31 0.00 2.19 22.8500 CIRCULAR 6.000 6.00 0.0110 0.5000 7 P-1 DS_A-1 Jun-1-2 151.40 4908.03 0.00 4906.29 0.00 1.74 1.1500 CIRCULAR 8.040 8.04 0.0110 0.5000 8 P-10 Inlet-02 MH-2 79.50 4906.79 -0.75 4906.39 0.80 0.40 0.5000 CIRCULAR 8.040 8.04 0.0110 0.5000 9 P-11 DS_A-3A MH-3 90.30 4908.03 0.00 4907.58 1.03 0.45 0.5000 CIRCULAR 8.040 8.04 0.0110 0.5000 10 P-12 DS_A-3B MH-3 24.00 4908.20 0.00 4907.60 1.05 0.60 2.5000 CIRCULAR 6.000 6.00 0.0110 0.5000 11 P-13 MH-3 Inlet-03 13.00 4907.30 0.75 4906.86 1.09 0.44 3.3900 CIRCULAR 8.040 8.04 0.0110 0.5000 12 P-14 Inlet-03 MH-2 29.20 4906.52 0.75 4906.34 0.75 0.18 0.6000 CIRCULAR 9.960 9.96 0.0110 0.5000 13 P-15 MH-2 IB-1 43.30 4906.34 0.75 4906.12 1.37 0.22 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 14 P-16-A DS_A-4A Jun-P-16AB 92.00 4907.87 0.00 4907.50 0.00 0.37 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 15 P-16B Jun-P-16AB Jun-AI2 33.00 4907.50 0.00 4907.37 0.00 0.13 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 16 P-16C Jun-AI2 Jun-P-16CD 64.00 4907.37 0.00 4907.11 0.00 0.26 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 17 P-16D Jun-P-16CD Jun-P-16DE 65.00 4907.11 0.00 4906.85 0.00 0.26 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 18 P-16E Jun-P-16DE Jun-P-16EF 18.00 4906.85 0.00 4906.78 0.00 0.07 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 19 P-16F Jun-P-16EF MH-8 36.60 4906.78 0.00 4906.69 0.00 0.09 0.2600 CIRCULAR 9.960 9.96 0.0110 0.5000 20 P-17 MH-8 Inlet-05 76.39 4906.69 0.00 4906.37 0.75 0.31 0.4100 CIRCULAR 9.960 9.96 0.0110 0.5000 21 P-18 Inlet-05 J-2 50.00 4906.37 0.75 4905.93 0.00 0.44 0.8800 CIRCULAR 12.000 12.00 0.0110 0.5000 22 P-18(2) J-2 Inlet-04 12.60 4905.93 0.00 4905.82 0.75 0.11 0.9000 CIRCULAR 12.000 12.00 0.0110 0.5000 23 P-19 Inlet-04 IB-1 75.00 4905.82 0.75 4905.52 0.76 0.30 0.4000 CIRCULAR 15.000 15.00 0.0110 0.5000 24 P-2 Jun-1-2 Jun-2-3 20.40 4906.29 0.00 4905.81 0.00 0.48 2.3700 CIRCULAR 8.040 8.04 0.0110 0.5000 25 P-20 Inlet-12 IB-2 7.50 4906.07 0.75 4905.93 1.18 0.14 1.8300 CIRCULAR 9.960 9.96 0.0110 0.5000 26 P-21 Inlet-06 Inlet-07 69.10 4906.95 0.75 4906.60 1.51 0.34 0.5000 CIRCULAR 8.040 8.04 0.0110 0.5000 27 P-22A DS_B-4A Jun-AI-8 84.00 4907.87 0.00 4907.45 0.00 0.42 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 28 P-22B Jun-AI-8 Jun-AI-7 20.03 4907.45 0.00 4907.13 0.00 0.32 1.6100 CIRCULAR 9.960 9.96 0.0110 0.5000 29 P-22C Jun-AI-7 Jun-P-22DE 71.90 4907.13 0.00 4906.77 0.00 0.36 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 10-Year Storm Proposed Drainage Basins Pipes 30 P-22E Jun-P-22DE MH-9 33.00 4906.77 0.00 4906.60 0.75 0.17 0.5200 CIRCULAR 9.960 9.96 0.0110 0.5000 31 P-23 MH-9 Inlet-07 85.10 4906.59 0.75 4906.17 1.08 0.43 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 32 P-24 Inlet-07 IB-2 77.50 4905.84 0.75 4905.53 0.78 0.31 0.4000 CIRCULAR 15.000 15.00 0.0110 0.5000 33 P-25 DS_B-3 Inlet-08 102.10 4908.03 0.00 4906.66 1.09 1.37 1.3400 CIRCULAR 8.040 8.04 0.0110 0.5000 34 P-26 Inlet-08 MH-6 29.10 4906.32 0.75 4906.17 0.86 0.15 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 35 P-27 DS_B-5B Inlet-09 54.50 4908.20 0.00 4907.23 1.53 0.97 1.7800 CIRCULAR 6.000 6.00 0.0110 0.5000 36 P-28 Inlet-09 MH-6 77.70 4906.45 0.75 4906.06 0.75 0.39 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 37 P-29 MH-6 IB-2 43.10 4906.06 0.75 4905.85 1.09 0.22 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 38 P-3 Jun-2-3 J-1 28.20 4905.81 0.00 4905.66 0.00 0.14 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 39 P-30 DS_B-2A Jun-30-31 177.10 4907.87 0.00 4905.45 0.00 2.42 1.3600 CIRCULAR 9.960 9.96 0.0110 0.5000 40 P-31 Jun-30-31 J-3 9.80 4905.45 0.00 4905.41 0.00 0.04 0.4100 CIRCULAR 9.960 9.96 0.0110 0.5000 41 P-32 Inlet-14 J-3 4.40 4905.57 0.75 4905.41 0.00 0.16 3.7000 CIRCULAR 6.000 6.00 0.0110 0.5000 42 P-33 J-3 Jun-33-34 26.00 4905.41 0.00 4905.31 0.00 0.10 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 43 P-34 Jun-33-34 Inlet-10 64.40 4905.31 0.00 4905.05 0.75 0.26 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 44 P-35 DS_B-1 Inlet-10 39.60 4906.25 0.00 4905.05 0.75 1.20 3.0300 CIRCULAR 6.000 6.00 0.0110 0.5000 45 P-36 Inlet-10 IB-2 61.20 4905.05 0.75 4904.87 0.11 0.18 0.3000 CIRCULAR 12.000 12.00 0.0110 0.5000 46 P-38 DS_A-2 Inlet-02 32.80 4908.20 0.00 4906.79 -0.75 1.41 4.3000 CIRCULAR 6.000 6.00 0.0110 0.5000 47 P-4 Inlet-13 J-1 5.40 4905.77 -0.70 4905.66 0.00 0.11 2.0600 CIRCULAR 8.040 8.04 0.0110 0.5000 48 P-41 DS_A-4B J-2 33.10 4908.20 0.00 4905.93 0.00 2.27 6.8600 CIRCULAR 6.000 6.00 0.0110 0.5000 49 P-5 J-1 MH-1 98.00 4905.66 0.00 4905.17 0.73 0.49 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 50 P-6 DS_A-5 Inlet-01 55.60 4908.20 0.20 4907.74 1.83 0.46 0.8200 CIRCULAR 6.000 6.00 0.0110 0.5000 51 P-7 Inlet-01 MH-1 41.90 4906.67 0.75 4906.46 2.01 0.21 0.5000 CIRCULAR 8.040 8.04 0.0110 0.5000 52 P-8 MH-1 IB-1 14.70 4905.17 0.73 4905.10 0.35 0.07 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 53 P-9 Inlet-11 IB-1 11.80 4905.91 0.75 4905.85 1.09 0.06 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 10-Year Storm Proposed Drainage Basins Pipes SN Exit/Bend Additional Initial Flap Lengthening Peak Time of Max Travel Design Max Flow / Max Total Max Reported Losses Losses Flow Gate Factor Flow Peak Flow Time Flow Design Flow Flow Depth / Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (cfs) (cfs) (days hh:mm) (ft/sec) (min) (cfs) (min) (ft) 1 0.5000 0.0000 0.00 NO 1.00 0.02 0 12:00 2.13 0.11 26.92 0.00 0.02 0.00 0.03 Calculated 2 0.5000 0.0000 0.00 NO 1.00 0.01 0 12:00 2.83 0.05 52.41 0.00 0.01 0.00 0.02 Calculated 3 0.5000 0.0000 0.00 NO 1.00 0.00 0 12:36 0.00 1.70 0.00 0.02 0.00 0.01 Calculated 4 0.5000 0.0000 0.00 NO 1.00 0.00 0 12:11 1.87 0.12 2.03 0.00 0.03 0.00 0.01 Calculated 5 0.5000 0.0000 0.00 NO 1.00 0.00 0 12:24 0.00 1.52 0.00 0.02 0.00 0.01 Calculated 6 0.5000 0.0000 0.00 NO 1.00 0.06 0 11:59 6.20 0.03 3.17 0.02 0.09 0.00 0.05 Calculated 7 0.5000 0.0000 0.00 NO 1.00 0.30 0 12:00 3.45 0.73 1.53 0.20 0.30 0.00 0.20 Calculated 8 0.5000 0.0000 0.00 NO 1.00 0.35 0 12:00 3.85 0.34 1.72 0.20 0.31 0.00 0.20 Calculated 9 0.5000 0.0000 0.00 NO 1.00 0.28 0 12:00 2.49 0.60 1.01 0.28 0.36 0.00 0.24 Calculated 10 0.5000 0.0000 0.00 NO 1.00 0.07 0 11:59 3.10 0.13 1.05 0.07 0.18 0.00 0.09 Calculated 11 0.5000 0.0000 0.00 NO 1.00 0.35 0 12:00 5.25 0.04 2.63 0.13 0.25 0.00 0.16 Calculated 12 0.5000 0.0000 0.00 NO 1.00 0.70 0 12:00 3.35 0.15 2.01 0.35 0.41 0.00 0.34 Calculated 13 0.5000 0.0000 0.00 NO 1.00 1.05 0 12:00 3.46 0.21 2.97 0.35 0.41 0.00 0.41 Calculated 14 0.5000 0.0000 0.00 NO 1.00 0.49 0 12:00 2.65 0.58 1.64 0.30 0.38 0.00 0.31 Calculated 15 0.5000 0.0000 0.00 NO 1.00 0.49 0 12:00 2.63 0.21 1.64 0.30 0.38 0.00 0.31 Calculated 16 0.5000 0.0000 0.00 NO 1.00 0.49 0 12:00 2.63 0.41 1.64 0.30 0.38 0.00 0.31 Calculated 17 0.5000 0.0000 0.00 NO 1.00 0.49 0 12:01 2.63 0.41 1.64 0.30 0.38 0.00 0.31 Calculated 18 0.5000 0.0000 0.00 NO 1.00 0.49 0 12:01 2.62 0.11 1.64 0.30 0.38 0.00 0.31 Calculated 19 0.5000 0.0000 0.00 NO 1.00 0.49 0 12:01 2.23 0.27 1.31 0.37 0.42 0.00 0.35 Calculated 20 0.5000 0.0000 0.00 NO 1.00 0.49 0 12:01 2.65 0.48 1.66 0.30 0.37 0.00 0.30 Calculated 21 0.5000 0.0000 0.00 NO 1.00 0.70 0 12:01 3.79 0.22 3.96 0.18 0.28 0.00 0.28 Calculated 22 0.5000 0.0000 0.00 NO 1.00 0.75 0 12:01 3.89 0.05 3.99 0.19 0.29 0.00 0.29 Calculated 23 0.5000 0.0000 0.00 NO 1.00 1.29 0 12:01 3.33 0.38 4.83 0.27 0.35 0.00 0.44 Calculated 24 0.5000 0.0000 0.00 NO 1.00 0.30 0 12:00 4.43 0.08 2.20 0.14 0.25 0.00 0.17 Calculated 25 0.5000 0.0000 0.00 NO 1.00 0.96 0 12:00 5.47 0.02 3.50 0.27 0.36 0.00 0.30 Calculated 26 0.5000 0.0000 0.00 NO 1.00 0.21 0 12:00 2.30 0.50 1.01 0.21 0.31 0.00 0.21 Calculated 27 0.5000 0.0000 0.00 NO 1.00 0.48 0 12:00 2.82 0.50 1.82 0.26 0.35 0.00 0.29 Calculated 28 0.5000 0.0000 0.00 NO 1.00 0.48 0 12:00 4.29 0.08 3.29 0.14 0.26 0.00 0.21 Calculated 29 0.5000 0.0000 0.00 NO 1.00 0.48 0 12:00 2.83 0.42 1.83 0.26 0.35 0.00 0.29 Calculated 10-Year Storm Proposed Drainage Basins Pipes 30 0.5000 0.0000 0.00 NO 1.00 0.47 0 12:00 2.86 0.19 1.87 0.25 0.34 0.00 0.29 Calculated 31 0.5000 0.0000 0.00 NO 1.00 0.47 0 12:01 2.82 0.50 1.83 0.26 0.35 0.00 0.29 Calculated 32 0.5000 0.0000 0.00 NO 1.00 1.34 0 12:00 3.37 0.38 4.83 0.28 0.36 0.00 0.45 Calculated 33 0.5000 0.0000 0.00 NO 1.00 0.25 0 12:00 3.41 0.50 1.66 0.15 0.26 0.00 0.17 Calculated 34 0.5000 0.0000 0.00 NO 1.00 0.60 0 12:00 3.01 0.16 1.83 0.33 0.39 0.00 0.33 Calculated 35 0.5000 0.0000 0.00 NO 1.00 0.17 0 12:00 3.49 0.26 0.89 0.19 0.30 0.00 0.15 Calculated 36 0.5000 0.0000 0.00 NO 1.00 0.48 0 12:00 2.85 0.45 1.83 0.26 0.35 0.00 0.29 Calculated 37 0.5000 0.0000 0.00 NO 1.00 1.08 0 12:00 3.49 0.21 2.97 0.36 0.42 0.00 0.42 Calculated 38 0.5000 0.0000 0.00 NO 1.00 0.30 0 12:00 2.48 0.19 1.83 0.17 0.28 0.00 0.23 Calculated 39 0.5000 0.0000 0.00 NO 1.00 0.31 0 12:00 3.59 0.82 3.02 0.10 0.21 0.00 0.18 Calculated 40 0.5000 0.0000 0.00 NO 1.00 0.30 0 12:00 2.31 0.07 1.65 0.18 0.29 0.00 0.24 Calculated 41 0.5000 0.0000 0.00 NO 1.00 0.12 0 12:00 4.08 0.02 1.28 0.09 0.21 0.00 0.10 Calculated 42 0.5000 0.0000 0.00 NO 1.00 0.42 0 12:00 2.52 0.17 1.64 0.26 0.35 0.00 0.29 Calculated 43 0.5000 0.0000 0.00 NO 1.00 0.48 0 12:00 2.61 0.41 1.64 0.29 0.37 0.00 0.31 Calculated 44 0.5000 0.0000 0.00 NO 1.00 0.08 0 11:59 3.31 0.20 1.15 0.07 0.17 0.00 0.09 Calculated 45 0.5000 0.0000 0.00 NO 1.00 0.69 0 12:00 2.57 0.40 2.31 0.30 0.38 0.00 0.37 Calculated 46 0.5000 0.0000 0.00 NO 1.00 0.14 0 11:59 3.44 0.16 0.94 0.15 0.26 0.00 0.13 Calculated 47 0.5000 0.0000 0.00 NO 1.00 0.05 0 12:00 4.91 0.02 5.53 0.01 0.07 0.00 0.04 Calculated 48 0.5000 0.0000 0.00 NO 1.00 0.06 0 11:59 4.06 0.14 1.74 0.03 0.12 0.00 0.06 Calculated 49 0.5000 0.0000 0.00 NO 1.00 0.35 0 12:01 2.60 0.63 1.83 0.19 0.30 0.00 0.25 Calculated 50 0.5000 0.0000 0.00 NO 1.00 0.12 0 12:00 2.36 0.39 0.60 0.19 0.30 0.00 0.15 Calculated 51 0.5000 0.0000 0.00 NO 1.00 0.29 0 12:00 2.50 0.28 1.01 0.29 0.37 0.00 0.24 Calculated 52 0.5000 0.0000 0.00 NO 1.00 0.64 0 12:00 3.05 0.08 1.82 0.35 0.41 0.00 0.34 Calculated 53 0.5000 0.0000 0.00 NO 1.00 0.88 0 12:00 3.30 0.06 2.98 0.30 0.37 0.00 0.37 Calculated 10-Year Storm Proposed Drainage Basins Outfalls SN Element X Coordinate Y Coordinate Invert Boundary Flap Fixed Peak Peak Maximum Maximum ID Elevation Type Gate Water Inflow Lateral HGL Depth HGL Elevation Elevation Inflow Attained Attained (ft) (ft) (cfs) (cfs) (ft) (ft) 1 Out-OFF1 1567163.55 519151.07 0.00 NORMAL NO 0.04 0.04 0.00 0.00 2 Out-OFF2 1567868.27 519121.57 0.00 NORMAL NO 0.02 0.02 0.00 0.00 3 Out-OFF3 1567213.21 518967.23 0.00 NORMAL NO 0.00 0.00 0.00 0.00 4 Out-OFF4 1567812.92 518950.33 0.00 NORMAL NO 0.00 0.00 0.00 0.00 5 OUT-OFF5 1567506.35 519252.78 0.00 NORMAL NO 0.10 0.10 0.00 0.00 10-Year Storm Proposed Drainage Basins Storage Nodes SN Element X Coordinate Y Coordinate Invert Max Max Initial Initial Ponded Evaporation Peak Peak Peak ID Elevation (Rim) (Rim) Water Water Area Loss Inflow Lateral Outflow Elevation Offset Elevation Depth Inflow (ft) (ft) (ft) (ft) (ft) (ft²) (cfs) (cfs) (cfs) 1 IB-1 1567389.45 519166.75 4904.76 4906.20 1.44 0.00 -4904.76 0.00 0.00 3.84 0.00 0.00 2 IB-2 1567614.29 519153.76 4904.76 4906.20 1.44 0.00 -4904.76 0.00 0.00 4.05 0.00 0.00 10-Year Storm Proposed Drainage Basins Storage Nodes SN Peak Maximum Maximum Average Average Time of Total Total Total Total Exfiltration HGL HGL HGL HGL Maximum Exfiltration Flooded Time Retention Flow Elevation Depth Elevation Depth HGL Volume Volume Flooded Time Rate Attained Attained Attained Attained Occurrence (cfm) (ft) (ft) (ft) (ft) (days hh:mm) (1000-ft³) (ac-inches) (minutes) (seconds) 1 0.00 4904.76 0.00 4904.76 0.00 0 00:00 0.00 0.00 0.00 0.00 2 0.00 4904.76 0.00 4904.76 0.00 0 00:00 0.00 0.00 0.00 0.00 10-Year Storm Proposed Drainage Basins Inlets SN Element X Coordinate Y Coordinate Inlet Manufacturer Inlet Number Catchbasin Max Max Initial ID Manufacturer Part Location of Inlets Invert (Rim)(Rim)Water Number Elevation Elevation Offset Elevation (ft)(ft)(ft)(ft) 1 Inlet-01 1567273.59 519170.70 FHWA HEC-22 GENERIC N/A On Sag 1 4905.92 4908.73 2.81 0.00 2 Inlet-02 1567276.75 519105.35 FHWA HEC-22 GENERIC N/A On Sag 1 4907.54 4908.62 1.08 0.00 3 Inlet-03 1567359.40 519070.35 FHWA HEC-22 GENERIC N/A On Sag 1 4905.77 4908.51 2.75 0.00 4 Inlet-04 1567433.72 519068.45 FHWA HEC-22 GENERIC N/A On Sag 1 4905.07 4908.31 3.24 0.00 5 Inlet-05 1567497.67 519051.89 FHWA HEC-22 GENERIC N/A On Sag 1 4905.62 4908.71 3.09 0.00 6 Inlet-06 1567522.57 519051.39 FHWA HEC-22 GENERIC N/A On Sag 1 4906.20 4908.70 2.51 0.00 7 Inlet-07 1567593.72 519064.41 FHWA HEC-22 GENERIC N/A On Sag 1 4905.09 4908.26 3.17 0.00 8 Inlet-08 1567661.97 519062.76 FHWA HEC-22 GENERIC N/A On Sag 1 4905.57 4908.26 2.69 0.00 9 Inlet-09 1567744.12 519090.19 FHWA HEC-22 GENERIC N/A On Sag 1 4905.70 4908.32 2.62 0.00 10 Inlet-10 1567751.83 519155.66 FHWA HEC-22 GENERIC N/A On Sag 1 4904.30 4908.47 4.17 0.00 11 Inlet-11 1567371.20 519230.73 FHWA HEC-22 GENERIC N/A On Sag 1 4905.16 4908.14 2.99 0.00 12 Inlet-12 1567626.50 519224.16 FHWA HEC-22 GENERIC N/A On Sag 1 4905.32 4908.33 3.01 0.00 13 Inlet-13 1567232.46 519215.96 FHWA HEC-22 GENERIC N/A On Grade 1 4906.48 4907.67 1.19 0.00 14 Inlet-14 1567833.10 519201.35 FHWA HEC-22 GENERIC N/A On Grade 1 4904.82 4907.27 2.45 0.00 10-Year Storm Proposed Drainage Basins Inlets SN Initial Ponded Grate Roadway Roadway Roadway Gutter Gutter Gutter Median Median Median Median Median Water Area Clogging Longitudinal Cross Manning's Cross Width Depression Ditch Ditch Ditch Ditch Ditch Depth Factor Slope Slope Roughness Slope Longitudinal Bottom Left Side Right Side Manning's Slope Width Slope Slope Roughness (ft)(ft²)(%)(ft/ft)(ft/ft)(ft/ft)(ft)(inches)(ft/ft)(ft)(V:H)(V:H) 1 0.00 10.00 50.00 N/A 0.0242 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 2 0.00 10.00 50.00 N/A 0.0274 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 3 0.00 10.00 50.00 N/A 0.0200 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 4 0.00 10.00 50.00 N/A 0.0291 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 5 0.00 10.00 50.00 N/A 0.0218 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 6 0.00 10.00 50.00 N/A 0.0218 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 7 0.00 10.00 50.00 N/A 0.0316 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 8 0.00 10.00 50.00 N/A 0.0295 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 9 0.00 10.00 50.00 N/A 0.0200 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 10 0.00 10.00 50.00 N/A 0.0423 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 11 0.00 10.00 50.00 N/A 0.0367 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 12 0.00 10.00 50.00 N/A 0.0330 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 13 0.00 N/A 25.00 0.0100 0.0200 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 14 0.00 N/A 25.00 0.0870 0.0279 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 10-Year Storm Proposed Drainage Basins Inlets SN Peak Peak Peak Peak Inlet Allowable Max Gutter Max Gutter Max Gutter Time of Total Total Flow Lateral Flow Flow Efficiency Spread Spread Water Elev.Water Depth Maximum Flooded Time Inflow Intercepted Bypassing during during during during Depth Volume Flooded by Inlet Inlet Peak Flow Peak Flow Peak Flow Peak Flow Occurrence (cfs)(cfs)(cfs)(cfs)(%)(ft)(ft)(ft)(ft)(days hh:mm)(ac-inches)(minutes) 1 0.18 0.18 N/A N/A N/A 7.00 1.89 4908.77 0.04 0 12:00 0.00 0.00 2 0.21 0.21 N/A N/A N/A 7.00 2.05 4908.66 0.04 0 12:00 0.00 0.00 3 0.35 0.35 N/A N/A N/A 7.00 3.64 4908.58 0.07 0 12:00 0.00 0.00 4 0.57 0.57 N/A N/A N/A 7.00 3.89 4908.41 0.10 0 12:00 0.00 0.00 5 0.22 0.22 N/A N/A N/A 7.00 2.08 4908.75 0.04 0 12:01 0.00 0.00 6 0.22 0.22 N/A N/A N/A 7.00 2.06 4908.75 0.04 0 12:00 0.00 0.00 7 0.66 0.66 N/A N/A N/A 7.00 4.05 4908.37 0.11 0 12:00 0.00 0.00 8 0.36 0.36 N/A N/A N/A 7.00 2.96 4908.34 0.07 0 12:00 0.00 0.00 9 0.31 0.31 N/A N/A N/A 7.00 3.36 4908.39 0.07 0 12:00 0.00 0.00 10 0.15 0.15 N/A N/A N/A 7.00 1.76 4908.51 0.04 0 12:00 0.00 0.00 11 0.88 0.88 N/A N/A N/A 7.00 4.33 4908.28 0.13 0 12:00 0.00 0.00 12 0.96 0.96 N/A N/A N/A 7.00 4.88 4908.47 0.14 0 12:00 0.00 0.00 13 0.07 0.07 0.01 0.06 15.95 7.00 1.70 4907.70 0.03 0 12:00 0.00 0.00 14 0.13 0.13 0.13 0.00 100.00 7.00 1.46 4907.33 0.06 0 12:00 0.00 0.00 10-Year Storm Proposed Drainage Basins Junctions SN Element X Coordinate Y Coordinate Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Cover Elevation Offset Elevation Depth (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (inches) 1 13BYPASS 1567220.07 519221.64 4906.48 4907.67 1.19 0.00 -4906.48 0.00 -4907.67 0.00 2.00 2 14BYPASS 1567838.45 519207.36 0.00 6.00 6.00 0.00 0.00 6.00 0.00 0.00 0.00 3 AI4 1567419.70 518977.17 4907.00 4909.42 2.42 0.00 -4907.00 0.00 -4909.42 0.00 22.99 4 AI5 1567441.52 518987.79 4908.00 4909.60 1.60 0.00 -4908.00 0.00 -4909.60 0.00 13.20 5 AI6 1567626.01 518972.03 4906.90 4909.42 2.52 0.00 -4906.90 0.00 -4909.42 0.00 24.19 6 DS_A-1 1567186.19 519042.83 4908.03 4909.60 1.57 0.00 -4908.03 6.00 -4903.60 0.00 10.80 7 DS_A-2 1567251.05 519086.15 4908.20 4909.60 1.40 0.00 -4908.20 6.00 -4903.60 0.00 10.80 8 DS_A-3A 1567258.71 519047.86 4908.03 4909.60 1.57 0.00 -4908.03 0.00 -4909.60 0.00 10.80 9 DS_A-3B 1567384.94 519044.89 4908.20 4909.60 1.40 0.00 -4908.20 0.00 -4909.60 0.00 10.80 10 DS_A-4A 1567180.14 518998.22 4907.87 4909.60 1.73 0.00 -4907.87 0.00 -4909.60 0.00 10.80 11 DS_A-4B 1567439.96 519031.67 4908.20 4909.60 1.40 0.00 -4908.20 0.00 -4909.60 0.00 10.80 12 DS_A-5 1567253.27 519172.12 4908.00 4909.60 1.60 0.00 -4908.00 6.00 -4903.60 0.00 10.80 13 DS_B-1 1567782.44 519130.51 4906.25 4909.60 3.35 0.00 -4906.25 0.00 -4909.60 0.00 34.20 14 DS_B-2A 1567832.40 519029.60 4907.87 4909.60 1.73 0.00 -4907.87 0.00 -4909.60 0.00 10.80 15 DS_B-2B 1567803.99 519187.29 4907.50 4909.60 2.10 0.00 -4907.50 0.00 -4909.60 0.00 19.20 16 DS_B-3 1567758.84 519037.61 4908.03 4909.60 1.57 0.00 -4908.03 0.00 -4909.60 0.00 10.80 17 DS_B-4A 1567836.60 518988.82 4907.87 4909.70 1.83 0.00 -4907.87 0.00 -4909.70 0.00 12.00 18 DS_B-5B 1567771.33 519060.35 4908.20 4909.60 1.40 0.00 -4908.20 0.00 -4909.60 0.00 10.80 19 J-1 1567237.09 519210.86 4905.66 4908.26 2.59 0.00 -4905.66 0.00 -4908.26 0.00 21.10 20 J-2 1567448.06 519064.56 4905.93 4908.92 2.99 0.00 -4905.93 0.00 -4908.92 0.00 23.86 21 J-3 1567828.33 519197.03 4905.41 4907.85 2.44 0.00 -4905.41 0.00 -4907.85 0.00 19.22 22 Jun-1-2 1567185.85 519194.21 4906.29 4907.96 1.67 0.00 -4906.29 0.00 -4907.96 0.00 12.00 23 Jun-2-3 1567208.81 519211.72 4905.81 4907.97 2.17 0.00 -4905.81 0.00 -4907.97 0.00 16.00 24 Jun-30-31 1567838.16 519195.96 4905.45 4907.78 2.33 0.00 -4905.45 0.00 -4907.78 0.00 18.00 25 Jun-33-34 1567802.47 519198.69 4905.31 4908.12 2.81 0.00 -4905.31 0.00 -4908.12 0.00 23.77 26 Jun-AI2 1567292.32 518983.14 4907.37 4909.41 2.04 0.00 -4907.37 0.00 -4909.41 0.00 14.49 27 Jun-AI-7 1567697.84 518972.50 4907.13 4909.30 2.17 0.00 -4907.13 0.00 -4909.30 0.00 16.08 28 Jun-AI-8 1567761.81 518970.81 4907.45 4909.60 2.15 0.00 -4907.45 0.00 -4909.60 0.00 15.80 10-Year Storm Proposed Drainage Basins Junctions 29 Jun-P-16AB 1567259.13 518984.09 4907.50 4909.41 1.91 0.00 -4907.50 0.00 -4909.41 0.00 12.91 30 Jun-P-16CD 1567355.66 518981.62 4907.11 4909.30 2.19 0.00 -4907.11 0.00 -4909.30 0.00 16.27 31 Jun-P-16DE 1567419.74 518979.36 4906.85 4909.53 2.68 0.00 -4906.85 0.00 -4909.53 0.00 22.17 32 Jun-P-16EF 1567441.34 518979.00 4906.78 4909.79 3.01 0.00 -4906.78 0.00 -4909.79 0.00 26.14 33 Jun-P-22DE 1567625.93 518974.24 4906.77 4909.51 2.75 0.00 -4906.77 0.00 -4909.51 0.00 22.96 34 MH-1 1567314.52 519169.83 4904.45 4909.94 5.49 0.00 -4904.45 6.00 -4903.94 0.00 33.76 35 MH-2 1567359.87 519102.93 4905.59 4909.37 3.78 0.00 -4905.59 0.00 -4909.37 0.00 24.36 36 MH-3 1567358.85 519053.07 4906.55 4909.43 2.88 0.00 -4906.55 0.00 -4909.43 0.00 14.13 37 MH-6 1567662.64 519095.70 4905.31 4909.36 4.05 0.00 -4905.31 0.00 -4909.36 0.00 27.54 38 MH-8 1567477.04 518978.34 4906.69 4910.37 3.68 0.00 -4906.69 0.00 -4910.37 0.00 34.16 39 MH-9 1567591.36 518975.06 4905.84 4909.46 3.62 0.00 -4905.84 0.00 -4909.46 0.00 24.38 10-Year Storm Proposed Drainage Basins Junctions SN Peak Peak Maximum Maximum Maximum Minimum Average Average Time of Time of Total Total Inflow Lateral HGL HGL Surcharge Freeboard HGL HGL Maximum Peak Flooded Time Inflow Elevation Depth Depth Attained Elevation Depth HGL Flooding Volume Flooded Attained Attained Attained Attained Attained Occurrence Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-inches) (minutes) 1 0.02 0.00 4907.98 1.50 0.00 0.00 4907.10 0.62 0 04:09 0 00:00 0.00 0.00 2 0.01 0.00 4906.10 4906.10 0.00 0.00 4905.23 4905.23 0 04:06 0 00:00 0.00 0.00 3 0.00 0.00 4907.01 0.01 0.00 2.41 4907.00 0.00 0 12:36 0 00:00 0.00 0.00 4 0.00 0.00 4908.01 0.01 0.00 1.59 4908.00 0.00 0 12:12 0 00:00 0.00 0.00 5 0.00 0.00 4906.91 0.01 0.00 2.51 4906.90 0.00 0 12:24 0 00:00 0.00 0.00 6 0.30 0.30 4908.23 0.20 0.00 1.37 4908.05 0.02 0 12:00 0 00:00 0.00 0.00 7 0.14 0.14 4908.33 0.13 0.00 1.27 4908.21 0.01 0 12:00 0 00:00 0.00 0.00 8 0.28 0.28 4908.27 0.24 0.00 1.33 4908.05 0.02 0 12:00 0 00:00 0.00 0.00 9 0.07 0.07 4908.29 0.09 0.00 1.31 4908.21 0.01 0 12:00 0 00:00 0.00 0.00 10 0.50 0.50 4908.18 0.31 0.00 1.42 4907.89 0.02 0 12:00 0 00:00 0.00 0.00 11 0.05 0.05 4908.26 0.06 0.00 1.34 4908.20 0.00 0 12:00 0 00:00 0.00 0.00 12 0.12 0.12 4908.35 0.35 0.00 1.25 4908.21 0.21 0 12:00 0 00:00 0.00 0.00 13 0.07 0.07 4906.34 0.09 0.00 3.26 4906.26 0.01 0 12:00 0 00:00 0.00 0.00 14 0.31 0.31 4908.05 0.18 0.00 1.55 4907.88 0.01 0 12:00 0 00:00 0.00 0.00 15 0.06 0.06 4907.55 0.05 0.00 2.05 4907.50 0.00 0 12:00 0 00:00 0.00 0.00 16 0.25 0.25 4908.21 0.18 0.00 1.39 4908.05 0.02 0 12:00 0 00:00 0.00 0.00 17 0.48 0.48 4908.16 0.29 0.00 1.54 4907.89 0.02 0 12:00 0 00:00 0.00 0.00 18 0.17 0.17 4908.35 0.15 0.00 1.25 4908.21 0.01 0 12:00 0 00:00 0.00 0.00 19 0.35 0.00 4905.91 0.25 0.00 2.34 4905.68 0.02 0 12:00 0 00:00 0.00 0.00 20 0.75 0.00 4906.22 0.29 0.00 2.69 4905.95 0.02 0 12:01 0 00:00 0.00 0.00 21 0.42 0.00 4905.70 0.29 0.00 2.15 4905.43 0.02 0 12:00 0 00:00 0.00 0.00 22 0.30 0.00 4906.49 0.20 0.00 1.47 4906.30 0.01 0 12:00 0 00:00 0.00 0.00 23 0.30 0.00 4906.03 0.22 0.00 1.94 4905.82 0.01 0 12:00 0 00:00 0.00 0.00 24 0.31 0.00 4905.69 0.24 0.00 2.09 4905.47 0.02 0 12:00 0 00:00 0.00 0.00 25 0.48 0.00 4905.62 0.31 0.00 2.50 4905.33 0.02 0 12:00 0 00:00 0.00 0.00 26 0.49 0.00 4907.68 0.31 0.00 1.73 4907.39 0.02 0 12:00 0 00:00 0.00 0.00 27 0.48 0.00 4907.42 0.29 0.00 1.88 4907.15 0.02 0 12:00 0 00:00 0.00 0.00 28 0.48 0.00 4907.74 0.29 0.00 1.86 4907.47 0.02 0 12:00 0 00:00 0.00 0.00 10-Year Storm Proposed Drainage Basins Junctions 29 0.49 0.00 4907.81 0.31 0.00 1.60 4907.52 0.02 0 12:00 0 00:00 0.00 0.00 30 0.49 0.00 4907.42 0.31 0.00 1.88 4907.13 0.02 0 12:00 0 00:00 0.00 0.00 31 0.49 0.00 4907.16 0.31 0.00 2.37 4906.88 0.03 0 12:01 0 00:00 0.00 0.00 32 0.49 0.00 4907.13 0.35 0.00 2.66 4906.81 0.03 0 12:01 0 00:00 0.00 0.00 33 0.48 0.00 4907.06 0.29 0.00 2.46 4906.80 0.03 0 12:00 0 00:00 0.00 0.00 34 0.64 0.00 4906.70 2.25 0.00 3.23 4906.48 2.03 0 12:00 0 00:00 0.00 0.00 35 1.05 0.00 4906.75 1.16 0.00 2.62 4906.41 0.82 0 12:00 0 00:00 0.00 0.00 36 0.35 0.00 4907.82 1.27 0.00 1.60 4907.61 1.06 0 12:00 0 00:00 0.00 0.00 37 1.08 0.00 4906.50 1.19 0.00 2.86 4906.20 0.89 0 12:00 0 00:00 0.00 0.00 38 0.49 0.00 4907.04 0.35 0.00 3.33 4906.71 0.02 0 12:01 0 00:00 0.00 0.00 39 0.47 0.00 4906.88 1.04 0.00 2.58 4906.62 0.78 0 12:00 0 00:00 0.00 0.00 10-Year Storm Proposed Drainage Basins Rain Gages SN Element Data Data Rainfall Rain State County Return Rainfall Rainfall ID Source Source Type Units Period Depth Distribution ID (years) (inches) 1 Rain Gage-01 Time Series 10-YEAR Cumulative inches Montana Gallatin 10 1.7 SCS Type II 24-hr 10-Year Storm Proposed Drainage Basins Subbasins SN Element Area Drainage Weighted Conductivity Drying Average Equivalent Impervious Impervious Impervious Impervious ID Node ID Curve Time Slope Width Area Area Area Area Number No Depression Manning's Depression Depth Roughness (acres) (inches/hr) (days) (%) (ft) (%) (%) (inches) 1 AI-1 0.01 Jun-P-16AB 61.81 0.1500 7.00 4.0000 30.00 2.00 25.00 0.0800 0.0100 2 AI-2 0.00 Jun-AI2 66.03 0.1500 7.00 20.0000 25.00 14.00 25.00 0.0800 0.0100 3 AI-3 0.02 Jun-P-16CD 62.22 0.1500 7.00 3.0000 40.00 3.00 25.00 0.0800 0.0100 4 AI-4 0.01 AI4 62.19 0.1500 7.00 10.0000 40.00 3.00 25.00 0.0800 0.0150 5 AI-5 0.03 AI5 64.96 0.1500 7.00 7.0000 49.00 11.00 25.00 0.0800 0.0100 6 AI-6 0.01 AI6 63.63 0.1500 7.00 5.0000 40.00 7.00 25.00 0.0800 0.0100 7 AI-7 0.02 Jun-AI-7 62.30 0.1500 7.00 2.7000 60.00 3.00 25.00 0.0800 0.0100 8 AI-9 0.00 Jun-AI-8 65.03 0.1500 7.00 2.5000 16.00 11.00 25.00 0.0800 0.0100 9 BLDG-A1 0.13 DS_A-1 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 10 BLDG-A2 0.06 DS_A-2 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 11 BLDG-A3A 0.12 DS_A-3A 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 12 BLDG-A3B 0.03 DS_A-3B 98.00 0.1500 7.00 25.0000 38.00 100.00 25.00 0.0800 0.0150 13 BLDG-A4A 0.21 DS_A-4A 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 14 BLDG-A4B 0.02 DS_A-4B 98.00 0.1500 7.00 25.0000 35.00 100.00 25.00 0.0800 0.0150 15 BLDG-A5 0.05 DS_A-5 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 16 BLDG-B1 0.03 DS_B-1 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 17 BLDG-B2A 0.13 DS_B-2A 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 18 BLDG-B2B 0.03 DS_B-2B 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 19 BLDG-B3 0.11 DS_B-3 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 20 BLDG-B4 0.20 DS_B-4A 98.00 0.1500 7.00 25.0000 37.00 100.00 25.00 0.0800 0.0150 21 BLDG-B5 0.07 DS_B-5B 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 0.0150 22 CI-1 0.08 Inlet-01 94.12 0.1500 7.00 3.5000 64.00 90.00 25.00 0.0800 0.0100 23 CI-10 0.07 Inlet-10 91.75 0.1500 7.00 2.0000 50.00 83.00 25.00 0.0800 0.0100 24 CI-11 0.39 Inlet-11 94.49 0.1500 7.00 2.5000 200.00 91.00 25.00 0.0800 0.0100 25 CI-12 0.41 Inlet-12 97.03 0.1500 7.00 2.5000 215.00 97.00 25.00 0.0800 0.0100 26 CI-13 0.03 Inlet-13 89.48 0.1500 7.00 2.5000 28.00 77.00 25.00 0.0800 0.0100 27 CI-14 0.07 Inlet-14 88.63 0.1500 7.00 4.0000 42.00 75.00 25.00 0.0800 0.0100 28 CI-2 0.13 Inlet-02 86.22 0.1500 7.00 2.5000 67.00 68.00 25.00 0.0800 0.0100 10-Year Storm Proposed Drainage Basins Subbasins 29 CI-3 0.19 Inlet-03 88.10 0.1500 7.00 2.5000 104.00 73.00 25.00 0.0800 0.0100 30 CI-4 0.26 Inlet-04 92.97 0.1500 7.00 3.0000 111.00 86.00 25.00 0.0800 0.0100 31 CI-5 0.11 Inlet-05 87.54 0.1500 7.00 2.0000 180.00 72.00 25.00 0.0800 0.0100 32 CI-6 0.12 Inlet-06 86.67 0.1500 7.00 2.0000 180.00 69.00 25.00 0.0800 0.0100 33 CI-7 0.34 Inlet-07 90.01 0.1500 7.00 2.0000 143.00 78.00 25.00 0.0800 0.0100 34 CI-8 0.19 Inlet-08 88.25 0.1500 7.00 3.0000 104.00 74.00 25.00 0.0800 0.0100 35 CI-9 0.14 Inlet-09 95.30 0.1500 7.00 2.5000 70.00 93.00 25.00 0.0800 0.0100 36 MH-9AREA 0.03 MH-9 62.81 0.1500 7.00 5.0000 47.00 5.00 25.00 0.0800 0.0100 37 OFF1 0.03 Out-OFF1 76.02 0.1500 7.00 9.0000 190.00 41.00 25.00 0.0800 0.0100 38 OFF2 0.03 Out-OFF2 69.84 0.1500 7.00 5.0000 125.00 24.00 25.00 0.0800 0.0100 39 OFF3 0.01 Out-OFF3 70.55 0.1500 7.00 5.0000 72.00 26.00 25.00 0.0800 0.0100 40 OFF4 0.01 Out-OFF4 61.63 0.1500 7.00 2.0000 50.00 2.00 25.00 0.0800 0.0100 41 OFF5 0.17 OUT-OFF5 70.07 0.1500 7.00 5.0000 670.00 25.00 25.00 0.0800 0.0100 10-Year Storm Proposed Drainage Basins Subbasins SN Pervious Pervious Curb & Rain Gage Total Total Total Total Total Peak Time Area Area Gutter ID Precipitation Runon Evaporation Infiltration Runoff Runoff of Depression Manning's Length Concentration Depth Roughness (inches) (ft) (inches) (inches) (inches) (inches) (inches) (cfs) (days hh:mm:ss) 1 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.3270 0.18 0.00 0 00:19:39 2 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.2240 0.31 0.00 0 00:08:15 3 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.3180 0.19 0.00 0 00:32:17 4 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.3190 0.19 0.00 0 00:15:09 5 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.2520 0.26 0.00 0 00:22:47 6 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.2860 0.22 0.00 0 00:17:51 7 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.4390 0.21 0.00 0 00:25:39 8 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.2510 0.27 0.00 0 00:18:29 9 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.30 0 00:06:52 10 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.14 0 00:04:16 11 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.28 0 00:06:31 12 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.07 0 00:02:51 13 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.50 0 00:09:14 14 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.05 0 00:02:30 15 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.12 0 00:03:49 16 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.07 0 00:02:57 17 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.31 0 00:06:54 18 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.06 0 00:02:33 19 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.25 0 00:06:03 20 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.48 0 00:08:52 21 0.2000 0.1000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0000 1.64 0.17 0 00:04:51 22 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0490 1.58 0.18 0 00:16:19 23 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.1090 1.52 0.15 0 00:25:56 24 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0420 1.59 0.88 0 00:23:01 25 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0080 1.63 0.96 0 00:15:27 26 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.1770 1.45 0.07 0 00:25:33 27 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.2040 1.43 0.13 0 00:27:45 28 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.2970 1.33 0.21 0 00:39:11 10-Year Storm Proposed Drainage Basins Subbasins 29 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.2270 1.40 0.35 0 00:35:49 30 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0790 1.55 0.57 0 00:29:17 31 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.2430 1.39 0.22 0 00:20:25 32 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.2820 1.35 0.22 0 00:21:48 33 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.1630 1.46 0.66 0 00:40:41 34 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.2170 1.41 0.36 0 00:33:04 35 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.0280 1.61 0.31 0 00:20:59 36 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.3040 0.20 0.00 0 00:25:25 37 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 0.7420 0.91 0.04 0 00:07:47 38 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.0440 0.61 0.02 0 00:13:15 39 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.0900 0.46 0.00 0 00:07:21 40 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.4610 0.19 0.00 0 00:19:24 41 0.2000 0.4000 0.00 Rain Gage-01 1.70 0.00 0.0000 1.0270 0.62 0.10 0 00:13:49 10-Year Storm Existing Drainage Basins Outfalls SN Element X Coordinate Y Coordinate Description Invert Boundary Flap Fixed Peak Peak Maximum Maximum ID Elevation Type Gate Water Inflow Lateral HGL Depth HGL Elevation Elevation Inflow Attained Attained (ft) (ft) (cfs) (cfs) (ft) (ft) 1 Out-01 1567337.59 519267.16 0.00 NORMAL NO 0.00 2 Out-02 1567696.23 519255.31 0.00 NORMAL NO 0.00 3 OUT-R1 1567385.49 518944.93 0.00 NORMAL NO 0.00 4 Out-R2 1567635.88 518935.62 0.00 NORMAL NO 0.00 10-Year Storm Existing Drainage Basins Rain Gauges SN Element Description Data Data Rainfall Rain State County Return Rainfall Rainfall ID Source Source Type Units Period Depth Distribution ID (years) (inches) 1 Rain Gage-01 Time Series 10-YR Cumulative inches Montana Gallatin 10 1.7 SCS Type II 24-hr 100-Year Storm Input and Output Data 100-Year Storm Existing Drainage Basins Subbasins SN Element Area Drainage Weighted Conductivity Drying Average Equivalent Impervious Impervious Impervious Impervious Pervious ID Node ID Curve Time Slope Width Area Area Area Area Area Number No Depression Manning's Depression Depression Depth Roughness Depth (acres)(inches/hr)(days)(%)(ft)(%)(%)(inches)(inches) 1 EX-1 2.28 Out-01 61.00 0.1500 4.00 1.5000 340.00 0.00 25.00 0.0800 0.0100 0.2000 2 EX-2 1.74 Out-02 61.00 0.1500 4.00 1.5000 340.00 0.00 25.00 0.0800 0.0100 0.2000 3 RUNON-1 0.06 OUT-R1 64.48 0.1500 4.00 3.0000 250.00 9.00 25.00 0.0800 0.0100 0.2000 4 RUNON-2 0.06 Out-R2 64.63 0.1500 4.00 2.0000 240.00 10.00 25.00 0.0800 0.0100 0.2000 100-Year Storm Existing Drainage Basins Subbasins SN Pervious Curb &Rain Gage Total Total Total Total Total Peak Time Area Gutter ID Precipitation Runon Evaporation Infiltration Runoff Runoff of Manning's Length Concentration Roughness (ft)(inches)(inches)(inches)(inches)(inches)(cfs)(days hh:mm:ss) 1 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.9200 0.37 0.11 0 02:26:24 2 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.9110 0.38 0.10 0 02:04:25 3 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.6370 0.66 0.05 0 00:15:43 4 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.6170 0.68 0.05 0 00:17:41 100-Year Storm Existing Drainage Basins Rain Gauges SN Element Description Data Data Rainfall Rain State County Return Rainfall Rainfall ID Source Source Type Units Period Depth Distribution ID (years) (inches) 1 Rain Gage-01 Time Series 100-YR Cumulative inches Montana Gallatin 100 2.34 SCS Type II 24-hr 100-Year Storm Proposed Drainage Basins Pipes SN Element From (Inlet) To (Outlet) Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance ID Node Node Invert Invert Invert Invert Drop Slope Shape Diameter Width Roughness Losses Elevation Offset Elevation Offset or Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (inches) (inches) 1 13BYPASS Inlet-13 13BYPASS 13.63 4906.48 0.00 4906.00 -0.48 0.48 3.4800 CIRCULAR 18.000 18.00 0.0150 0.5000 2 14BYPASS Inlet-14 14BYPASS 8.05 4904.82 0.00 4904.60 4904.60 0.22 2.7700 CIRCULAR 18.000 18.00 0.0150 0.5000 3 Link-AI-4 AI4 Jun-P-16DE 2.20 4907.00 0.00 4906.85 0.00 0.15 6.5900 CIRCULAR 6.000 6.00 0.0110 0.5000 4 Link-AI-5 AI5 Jun-P-16EF 13.00 4908.00 0.00 4906.78 0.00 1.22 9.3900 CIRCULAR 6.000 6.00 0.0110 0.5000 5 Link-AI-6 AI6 Jun-P-22DE 2.00 4906.90 0.00 4906.80 0.03 0.10 5.2500 CIRCULAR 6.000 6.00 0.0110 0.5000 6 Link-B2B DS_B-2B Jun-33-34 9.60 4907.50 0.00 4905.31 0.00 2.19 22.8500 CIRCULAR 6.000 6.00 0.0110 0.5000 7 P-1 DS_A-1 Jun-1-2 151.40 4908.03 0.00 4906.29 0.00 1.74 1.1500 CIRCULAR 8.040 8.04 0.0110 0.5000 8 P-10 Inlet-02 MH-2 79.50 4906.79 -0.75 4906.39 0.80 0.40 0.5000 CIRCULAR 8.040 8.04 0.0110 0.5000 9 P-11 DS_A-3A MH-3 90.30 4908.03 0.00 4907.58 1.03 0.45 0.5000 CIRCULAR 8.040 8.04 0.0110 0.5000 10 P-12 DS_A-3B MH-3 24.00 4908.20 0.00 4907.60 1.05 0.60 2.5000 CIRCULAR 6.000 6.00 0.0110 0.5000 11 P-13 MH-3 Inlet-03 13.00 4907.30 0.75 4906.86 1.09 0.44 3.3900 CIRCULAR 8.040 8.04 0.0110 0.5000 12 P-14 Inlet-03 MH-2 29.20 4906.52 0.75 4906.34 0.75 0.18 0.6000 CIRCULAR 9.960 9.96 0.0110 0.5000 13 P-15 MH-2 IB-1 43.30 4906.34 0.75 4906.12 1.37 0.22 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 14 P-16-A DS_A-4A Jun-P-16AB 92.00 4907.87 0.00 4907.50 0.00 0.37 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 15 P-16B Jun-P-16AB Jun-AI2 33.00 4907.50 0.00 4907.37 0.00 0.13 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 16 P-16C Jun-AI2 Jun-P-16CD 64.00 4907.37 0.00 4907.11 0.00 0.26 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 17 P-16D Jun-P-16CD Jun-P-16DE 65.00 4907.11 0.00 4906.85 0.00 0.26 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 18 P-16E Jun-P-16DE Jun-P-16EF 18.00 4906.85 0.00 4906.78 0.00 0.07 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 19 P-16F Jun-P-16EF MH-8 36.60 4906.78 0.00 4906.69 0.00 0.09 0.2600 CIRCULAR 9.960 9.96 0.0110 0.5000 20 P-17 MH-8 Inlet-05 76.39 4906.69 0.00 4906.37 0.75 0.31 0.4100 CIRCULAR 9.960 9.96 0.0110 0.5000 21 P-18 Inlet-05 J-2 50.00 4906.37 0.75 4905.93 0.00 0.44 0.8800 CIRCULAR 12.000 12.00 0.0110 0.5000 22 P-18(2) J-2 Inlet-04 12.60 4905.93 0.00 4905.82 0.75 0.11 0.9000 CIRCULAR 12.000 12.00 0.0110 0.5000 23 P-19 Inlet-04 IB-1 75.00 4905.82 0.75 4905.52 0.76 0.30 0.4000 CIRCULAR 15.000 15.00 0.0110 0.5000 24 P-2 Jun-1-2 Jun-2-3 20.40 4906.29 0.00 4905.81 0.00 0.48 2.3700 CIRCULAR 8.040 8.04 0.0110 0.5000 25 P-20 Inlet-12 IB-2 7.50 4906.07 0.75 4905.93 1.18 0.14 1.8300 CIRCULAR 9.960 9.96 0.0110 0.5000 26 P-21 Inlet-06 Inlet-07 69.10 4906.95 0.75 4906.60 1.51 0.34 0.5000 CIRCULAR 8.040 8.04 0.0110 0.5000 27 P-22A DS_B-4A Jun-AI-8 84.00 4907.87 0.00 4907.45 0.00 0.42 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 28 P-22B Jun-AI-8 Jun-AI-7 20.03 4907.45 0.00 4907.13 0.00 0.32 1.6100 CIRCULAR 9.960 9.96 0.0110 0.5000 100-Year Storm Proposed Drainage Basins Pipes 29 P-22C Jun-AI-7 Jun-P-22DE 71.90 4907.13 0.00 4906.77 0.00 0.36 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 30 P-22E Jun-P-22DE MH-9 33.00 4906.77 0.00 4906.60 0.75 0.17 0.5200 CIRCULAR 9.960 9.96 0.0110 0.5000 31 P-23 MH-9 Inlet-07 85.10 4906.59 0.75 4906.17 1.08 0.43 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 32 P-24 Inlet-07 IB-2 77.50 4905.84 0.75 4905.53 0.78 0.31 0.4000 CIRCULAR 15.000 15.00 0.0110 0.5000 33 P-25 DS_B-3 Inlet-08 102.10 4908.03 0.00 4906.66 1.09 1.37 1.3400 CIRCULAR 8.040 8.04 0.0110 0.5000 34 P-26 Inlet-08 MH-6 29.10 4906.32 0.75 4906.17 0.86 0.15 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 35 P-27 DS_B-5B Inlet-09 54.50 4908.20 0.00 4907.23 1.53 0.97 1.7800 CIRCULAR 6.000 6.00 0.0110 0.5000 36 P-28 Inlet-09 MH-6 77.70 4906.45 0.75 4906.06 0.75 0.39 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 37 P-29 MH-6 IB-2 43.10 4906.06 0.75 4905.85 1.09 0.22 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 38 P-3 Jun-2-3 J-1 28.20 4905.81 0.00 4905.66 0.00 0.14 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 39 P-30 DS_B-2A Jun-30-31 177.10 4907.87 0.00 4905.45 0.00 2.42 1.3600 CIRCULAR 9.960 9.96 0.0110 0.5000 40 P-31 Jun-30-31 J-3 9.80 4905.45 0.00 4905.41 0.00 0.04 0.4100 CIRCULAR 9.960 9.96 0.0110 0.5000 41 P-32 Inlet-14 J-3 4.40 4905.57 0.75 4905.41 0.00 0.16 3.7000 CIRCULAR 6.000 6.00 0.0110 0.5000 42 P-33 J-3 Jun-33-34 26.00 4905.41 0.00 4905.31 0.00 0.10 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 43 P-34 Jun-33-34 Inlet-10 64.40 4905.31 0.00 4905.05 0.75 0.26 0.4000 CIRCULAR 9.960 9.96 0.0110 0.5000 44 P-35 DS_B-1 Inlet-10 39.60 4906.25 0.00 4905.05 0.75 1.20 3.0300 CIRCULAR 6.000 6.00 0.0110 0.5000 45 P-36 Inlet-10 IB-2 61.20 4905.05 0.75 4904.87 0.11 0.18 0.3000 CIRCULAR 12.000 12.00 0.0110 0.5000 46 P-38 DS_A-2 Inlet-02 32.80 4908.20 0.00 4906.79 -0.75 1.41 4.3000 CIRCULAR 6.000 6.00 0.0110 0.5000 47 P-4 Inlet-13 J-1 5.40 4905.77 -0.70 4905.66 0.00 0.11 2.0600 CIRCULAR 8.040 8.04 0.0110 0.5000 48 P-41 DS_A-4B J-2 33.10 4908.20 0.00 4905.93 0.00 2.27 6.8600 CIRCULAR 6.000 6.00 0.0110 0.5000 49 P-5 J-1 MH-1 98.00 4905.66 0.00 4905.17 0.73 0.49 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 50 P-6 DS_A-5 Inlet-01 55.60 4908.20 0.20 4907.74 1.83 0.46 0.8200 CIRCULAR 6.000 6.00 0.0110 0.5000 51 P-7 Inlet-01 MH-1 41.90 4906.67 0.75 4906.46 2.01 0.21 0.5000 CIRCULAR 8.040 8.04 0.0110 0.5000 52 P-8 MH-1 IB-1 14.70 4905.17 0.73 4905.10 0.35 0.07 0.5000 CIRCULAR 9.960 9.96 0.0110 0.5000 53 P-9 Inlet-11 IB-1 11.80 4905.91 0.75 4905.85 1.09 0.06 0.5000 CIRCULAR 12.000 12.00 0.0110 0.5000 100-Year Storm Proposed Drainage Basins Pipes SN Exit/Bend Additional Initial Flap Lengthening SN Peak Time of Max Travel Design Max Flow / Max Total Max Reported Losses Losses Flow Gate Factor Flow Peak Flow Time Flow Design Flow Flow Depth / Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (cfs) (cfs) (days hh:mm) (ft/sec) (min) (cfs) (min) (ft) 1 0.5000 0.0000 0.00 NO 1.00 1 0.02 0 12:00 2.37 0.10 26.92 0.00 0.02 0.00 0.03 Calculated 2 0.5000 0.0000 0.00 NO 1.00 2 0.02 0 12:00 3.28 0.04 52.41 0.00 0.01 0.00 0.02 Calculated 3 0.5000 0.0000 0.00 NO 1.00 3 0.01 0 12:06 2.26 0.02 1.70 0.01 0.05 0.00 0.03 Calculated 4 0.5000 0.0000 0.00 NO 1.00 4 0.02 0 12:06 3.39 0.06 2.03 0.01 0.07 0.00 0.04 Calculated 5 0.5000 0.0000 0.00 NO 1.00 5 0.01 0 12:06 2.14 0.02 1.52 0.01 0.06 0.00 0.03 Calculated 6 0.5000 0.0000 0.00 NO 1.00 6 0.08 0 11:59 6.60 0.02 3.17 0.03 0.11 0.00 0.06 Calculated 7 0.5000 0.0000 0.00 NO 1.00 7 0.42 0 12:00 3.77 0.67 1.53 0.27 0.36 0.00 0.24 Calculated 8 0.5000 0.0000 0.00 NO 1.00 8 0.51 0 12:00 4.30 0.31 1.72 0.30 0.37 0.00 0.25 Calculated 9 0.5000 0.0000 0.00 NO 1.00 9 0.38 0 12:00 2.71 0.56 1.01 0.38 0.43 0.00 0.29 Calculated 10 0.5000 0.0000 0.00 NO 1.00 10 0.10 0 11:59 3.40 0.12 1.05 0.10 0.21 0.00 0.11 Calculated 11 0.5000 0.0000 0.00 NO 1.00 11 0.49 0 11:59 5.75 0.04 2.63 0.18 0.29 0.00 0.19 Calculated 12 0.5000 0.0000 0.00 NO 1.00 12 1.01 0 12:00 3.69 0.13 2.01 0.50 0.50 0.00 0.42 Calculated 13 0.5000 0.0000 0.00 NO 1.00 13 1.51 0 12:00 3.80 0.19 2.97 0.51 0.50 0.00 0.50 Calculated 14 0.5000 0.0000 0.00 NO 1.00 14 0.68 0 12:00 2.88 0.53 1.64 0.42 0.45 0.00 0.38 Calculated 15 0.5000 0.0000 0.00 NO 1.00 15 0.69 0 12:00 2.87 0.19 1.64 0.42 0.45 0.00 0.38 Calculated 16 0.5000 0.0000 0.00 NO 1.00 16 0.69 0 12:00 2.87 0.37 1.64 0.42 0.45 0.00 0.38 Calculated 17 0.5000 0.0000 0.00 NO 1.00 17 0.69 0 12:01 2.88 0.38 1.64 0.42 0.45 0.00 0.37 Calculated 18 0.5000 0.0000 0.00 NO 1.00 18 0.69 0 12:01 2.87 0.10 1.64 0.42 0.45 0.00 0.37 Calculated 19 0.5000 0.0000 0.00 NO 1.00 19 0.71 0 12:01 2.45 0.25 1.31 0.54 0.52 0.00 0.43 Calculated 20 0.5000 0.0000 0.00 NO 1.00 20 0.70 0 12:01 2.92 0.44 1.66 0.42 0.45 0.00 0.37 Calculated 21 0.5000 0.0000 0.00 NO 1.00 21 1.01 0 12:01 4.21 0.20 3.96 0.25 0.34 0.00 0.34 Calculated 22 0.5000 0.0000 0.00 NO 1.00 22 1.08 0 12:01 4.31 0.05 3.99 0.27 0.36 0.00 0.35 Calculated 23 0.5000 0.0000 0.00 NO 1.00 23 1.84 0 12:00 3.67 0.34 4.83 0.38 0.43 0.00 0.53 Calculated 24 0.5000 0.0000 0.00 NO 1.00 24 0.42 0 12:00 4.85 0.07 2.20 0.19 0.30 0.00 0.20 Calculated 25 0.5000 0.0000 0.00 NO 1.00 25 1.33 0 12:00 5.97 0.02 3.50 0.38 0.43 0.00 0.36 Calculated 26 0.5000 0.0000 0.00 NO 1.00 26 0.32 0 12:00 2.58 0.45 1.01 0.32 0.39 0.00 0.26 Calculated 27 0.5000 0.0000 0.00 NO 1.00 27 0.66 0 12:00 3.09 0.45 1.82 0.36 0.42 0.00 0.35 Calculated 28 0.5000 0.0000 0.00 NO 1.00 28 0.66 0 12:00 4.71 0.07 3.29 0.20 0.30 0.00 0.25 Calculated 100-Year Storm Proposed Drainage Basins Pipes 29 0.5000 0.0000 0.00 NO 1.00 29 0.66 0 12:00 3.09 0.39 1.83 0.36 0.42 0.00 0.35 Calculated 30 0.5000 0.0000 0.00 NO 1.00 30 0.67 0 12:00 3.14 0.18 1.87 0.36 0.41 0.00 0.34 Calculated 31 0.5000 0.0000 0.00 NO 1.00 31 0.67 0 12:01 3.10 0.46 1.83 0.37 0.42 0.00 0.35 Calculated 32 0.5000 0.0000 0.00 NO 1.00 32 1.93 0 12:00 3.72 0.35 4.83 0.40 0.44 0.00 0.55 Calculated 33 0.5000 0.0000 0.00 NO 1.00 33 0.34 0 12:00 3.75 0.45 1.66 0.20 0.31 0.00 0.20 Calculated 34 0.5000 0.0000 0.00 NO 1.00 34 0.86 0 12:00 3.31 0.15 1.83 0.47 0.48 0.00 0.40 Calculated 35 0.5000 0.0000 0.00 NO 1.00 35 0.24 0 11:59 3.82 0.24 0.89 0.27 0.35 0.00 0.18 Calculated 36 0.5000 0.0000 0.00 NO 1.00 36 0.67 0 12:00 3.10 0.42 1.83 0.37 0.42 0.00 0.35 Calculated 37 0.5000 0.0000 0.00 NO 1.00 37 1.53 0 12:00 3.81 0.19 2.97 0.51 0.51 0.00 0.51 Calculated 38 0.5000 0.0000 0.00 NO 1.00 38 0.42 0 12:00 2.72 0.17 1.83 0.23 0.32 0.00 0.27 Calculated 39 0.5000 0.0000 0.00 NO 1.00 39 0.42 0 12:00 3.94 0.75 3.02 0.14 0.25 0.00 0.21 Calculated 40 0.5000 0.0000 0.00 NO 1.00 40 0.42 0 12:00 2.53 0.06 1.65 0.25 0.34 0.00 0.29 Calculated 41 0.5000 0.0000 0.00 NO 1.00 41 0.18 0 12:00 4.57 0.02 1.28 0.14 0.25 0.00 0.13 Calculated 42 0.5000 0.0000 0.00 NO 1.00 42 0.60 0 12:00 2.76 0.16 1.64 0.36 0.42 0.00 0.35 Calculated 43 0.5000 0.0000 0.00 NO 1.00 43 0.67 0 12:00 2.86 0.38 1.64 0.41 0.45 0.00 0.37 Calculated 44 0.5000 0.0000 0.00 NO 1.00 44 0.10 0 12:00 3.64 0.18 1.15 0.09 0.20 0.00 0.10 Calculated 45 0.5000 0.0000 0.00 NO 1.00 45 0.98 0 12:00 2.82 0.36 2.31 0.42 0.45 0.00 0.45 Calculated 46 0.5000 0.0000 0.00 NO 1.00 46 0.19 0 11:59 3.76 0.15 0.94 0.20 0.31 0.00 0.15 Calculated 47 0.5000 0.0000 0.00 NO 1.00 47 0.07 0 12:00 5.52 0.02 5.53 0.01 0.08 0.00 0.05 Calculated 48 0.5000 0.0000 0.00 NO 1.00 48 0.08 0 11:59 4.45 0.12 1.74 0.04 0.14 0.00 0.07 Calculated 49 0.5000 0.0000 0.00 NO 1.00 49 0.49 0 12:00 2.85 0.57 1.83 0.27 0.35 0.00 0.29 Calculated 50 0.5000 0.0000 0.00 NO 1.00 50 0.16 0 11:59 2.59 0.36 0.60 0.26 0.35 0.00 0.18 Calculated 51 0.5000 0.0000 0.00 NO 1.00 51 0.40 0 12:00 2.73 0.26 1.01 0.40 0.44 0.00 0.29 Calculated 52 0.5000 0.0000 0.00 NO 1.00 52 0.89 0 12:00 3.32 0.07 1.82 0.49 0.49 0.00 0.41 Calculated 53 0.5000 0.0000 0.00 NO 1.00 53 1.22 0 12:00 3.60 0.05 2.98 0.41 0.45 0.00 0.45 Calculated 100-Year Storm Proposed Drainage Basins Outfalls SN Element X Coordinate Y Coordinate Invert Boundary Flap Fixed Peak Peak Maximum Maximum ID Elevation Type Gate Water Inflow Lateral HGL Depth HGL Elevation Elevation Inflow Attained Attained (ft)(ft)(cfs)(cfs)(ft)(ft) 1 Out-OFF1 1567163.55 519151.07 0.00 NORMAL NO 0.07 0.07 0.00 0.00 2 Out-OFF2 1567868.27 519121.57 0.00 NORMAL NO 0.04 0.04 0.00 0.00 3 Out-OFF3 1567213.21 518967.23 0.00 NORMAL NO 0.01 0.01 0.00 0.00 4 Out-OFF4 1567812.92 518950.33 0.00 NORMAL NO 0.01 0.01 0.00 0.00 5 OUT-OFF5 1567506.35 519252.78 0.00 NORMAL NO 0.26 0.26 0.00 0.00 100-Year Storm Proposed Drainage Basins Storage Nodes SN Element X Coordinate Y Coordinate Invert Max Max Initial Initial Ponded Evaporation Peak Peak Peak Peak ID Elevation (Rim)(Rim)Water Water Area Loss Inflow Lateral Outflow Exfiltration Elevation Offset Elevation Depth Inflow Flow Rate (ft)(ft)(ft)(ft)(ft)(ft²)(cfs)(cfs)(cfs)(cfm) 1 IB-1 1567389.45 519166.75 4904.76 4906.20 1.44 0.00 -4904.76 0.00 0.00 5.44 0.00 0.00 0.00 2 IB-2 1567614.29 519153.76 4904.76 4906.20 1.44 0.00 -4904.76 0.00 0.00 5.73 0.00 0.00 0.00 100-Year Storm Proposed Drainage Basins Storage Nodes SN Maximum Maximum Average Average Time of Total Total Total Total HGL HGL HGL HGL Maximum Exfiltration Flooded Time Retention Elevation Depth Elevation Depth HGL Volume Volume Flooded Time Attained Attained Attained Attained Occurrence (ft)(ft)(ft)(ft)(days hh:mm)(1000-ft³)(ac-inches)(minutes)(seconds) 1 4904.76 0.00 4904.76 0.00 0 00:00 0.00 0.00 0.00 0.00 2 4904.76 0.00 4904.76 0.00 0 00:00 0.00 0.00 0.00 0.00 100-Year Storm Proposed Drainage Basins Inlets SN Element X Coordinate Y Coordinate Inlet Manufacturer Inlet Number Catchbasin Max Max Initial Initial ID Manufacturer Part Location of Inlets Invert (Rim)(Rim)Water Water Number Elevation Elevation Offset Elevation Depth (ft)(ft)(ft)(ft)(ft) 1 Inlet-01 1567273.59 519170.70 FHWA HEC-22 GENERIC N/A On Sag 1 4905.92 4908.73 2.81 0.00 0.00 2 Inlet-02 1567276.75 519105.35 FHWA HEC-22 GENERIC N/A On Sag 1 4907.54 4908.62 1.08 0.00 0.00 3 Inlet-03 1567359.40 519070.35 FHWA HEC-22 GENERIC N/A On Sag 1 4905.77 4908.51 2.75 0.00 0.00 4 Inlet-04 1567433.72 519068.45 FHWA HEC-22 GENERIC N/A On Sag 1 4905.07 4908.31 3.24 0.00 0.00 5 Inlet-05 1567497.67 519051.89 FHWA HEC-22 GENERIC N/A On Sag 1 4905.62 4908.71 3.09 0.00 0.00 6 Inlet-06 1567522.57 519051.39 FHWA HEC-22 GENERIC N/A On Sag 1 4906.20 4908.70 2.51 0.00 0.00 7 Inlet-07 1567593.72 519064.41 FHWA HEC-22 GENERIC N/A On Sag 1 4905.09 4908.26 3.17 0.00 0.00 8 Inlet-08 1567661.97 519062.76 FHWA HEC-22 GENERIC N/A On Sag 1 4905.57 4908.26 2.69 0.00 0.00 9 Inlet-09 1567744.12 519090.19 FHWA HEC-22 GENERIC N/A On Sag 1 4905.70 4908.32 2.62 0.00 0.00 10 Inlet-10 1567751.83 519155.66 FHWA HEC-22 GENERIC N/A On Sag 1 4904.30 4908.47 4.17 0.00 0.00 11 Inlet-11 1567371.20 519230.73 FHWA HEC-22 GENERIC N/A On Sag 1 4905.16 4908.14 2.99 0.00 0.00 12 Inlet-12 1567626.50 519224.16 FHWA HEC-22 GENERIC N/A On Sag 1 4905.32 4908.33 3.01 0.00 0.00 13 Inlet-13 1567232.46 519215.96 FHWA HEC-22 GENERIC N/A On Grade 1 4906.48 4907.67 1.19 0.00 0.00 14 Inlet-14 1567833.10 519201.35 FHWA HEC-22 GENERIC N/A On Grade 1 4904.82 4907.27 2.45 0.00 0.00 100-Year Storm Proposed Drainage Basins Inlets SN Ponded Grate Roadway Roadway Roadway Gutter Gutter Gutter Median Median Median Median Median Peak Area Clogging Longitudinal Cross Manning's Cross Width Depression Ditch Ditch Ditch Ditch Ditch Flow Factor Slope Slope Roughness Slope Longitudinal Bottom Left Side Right Side Manning's Slope Width Slope Slope Roughness (ft²)(%)(ft/ft)(ft/ft)(ft/ft)(ft)(inches) (ft/ft) (ft) (V:H) (V:H) (cfs) 1 10.00 50.00 N/A 0.0242 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.24 2 10.00 50.00 N/A 0.0274 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.32 3 10.00 50.00 N/A 0.0200 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.52 4 10.00 50.00 N/A 0.0291 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.80 5 10.00 50.00 N/A 0.0218 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.32 6 10.00 50.00 N/A 0.0218 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.32 7 10.00 50.00 N/A 0.0316 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.96 8 10.00 50.00 N/A 0.0295 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.53 9 10.00 50.00 N/A 0.0200 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.44 10 10.00 50.00 N/A 0.0423 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.21 11 10.00 50.00 N/A 0.0367 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 1.22 12 10.00 50.00 N/A 0.0330 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 1.33 13 N/A 25.00 0.0100 0.0200 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.10 14 N/A 25.00 0.0870 0.0279 0.0160 0.0400 1.50 0.0000 45.0000 45.0000 64 64 45.0000 0.19 100-Year Storm Proposed Drainage Basins Inlets SN Peak Peak Peak Inlet Allowable Max Gutter Max Gutter Max Gutter Time of Total Total Lateral Flow Flow Efficiency Spread Spread Water Elev.Water Depth Maximum Flooded Time Inflow Intercepted Bypassing during during during during Depth Volume Flooded by Inlet Inlet Peak Flow Peak Flow Peak Flow Peak Flow Occurrence (cfs) (cfs) (cfs) (%) (ft) (ft) (ft) (ft) (days hh:mm) (ac-inches) (minutes) 1 0.24 N/A N/A N/A 7.00 2.17 4908.78 0.05 0 11:59 0.00 0.00 2 0.32 N/A N/A N/A 7.00 2.90 4908.69 0.07 0 12:00 0.00 0.00 3 0.52 N/A N/A N/A 7.00 4.73 4908.61 0.09 0 11:59 0.00 0.00 4 0.80 N/A N/A N/A 7.00 4.76 4908.44 0.12 0 12:00 0.00 0.00 5 0.32 N/A N/A N/A 7.00 3.26 4908.78 0.07 0 12:01 0.00 0.00 6 0.32 N/A N/A N/A 7.00 3.27 4908.77 0.07 0 12:00 0.00 0.00 7 0.96 N/A N/A N/A 7.00 5.03 4908.40 0.14 0 12:00 0.00 0.00 8 0.53 N/A N/A N/A 7.00 3.69 4908.36 0.09 0 12:00 0.00 0.00 9 0.44 N/A N/A N/A 7.00 4.18 4908.40 0.08 0 11:59 0.00 0.00 10 0.21 N/A N/A N/A 7.00 2.02 4908.52 0.05 0 12:00 0.00 0.00 11 1.22 N/A N/A N/A 7.00 5.22 4908.31 0.17 0 12:00 0.00 0.00 12 1.33 N/A N/A N/A 7.00 5.91 4908.50 0.18 0 12:00 0.00 0.00 13 0.10 0.09 0.00 97.65 7.00 2.38 4907.74 0.08 0 12:00 0.00 0.00 14 0.19 0.01 0.18 6.51 7.00 1.69 4907.32 0.05 0 12:00 0.00 0.00 100-Year Storm Proposed Drainage Basins Junctions SN Element X Coordinate Y Coordinate Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Cover Elevation Offset Elevation Depth (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (inches) 1 13BYPASS 1567220.07 519221.64 4906.48 4907.67 1.19 0.00 -4906.48 0.00 -4907.67 0.00 2.00 2 14BYPASS 1567838.45 519207.36 0.00 6.00 6.00 0.00 0.00 6.00 0.00 0.00 0.00 3 AI4 1567419.70 518977.17 4907.00 4909.42 2.42 0.00 -4907.00 0.00 -4909.42 0.00 22.99 4 AI5 1567441.52 518987.79 4908.00 4909.60 1.60 0.00 -4908.00 0.00 -4909.60 0.00 13.20 5 AI6 1567626.01 518972.03 4906.90 4909.42 2.52 0.00 -4906.90 0.00 -4909.42 0.00 24.19 6 DS_A-1 1567186.19 519042.83 4908.03 4909.60 1.57 0.00 -4908.03 6.00 -4903.60 0.00 10.80 7 DS_A-2 1567251.05 519086.15 4908.20 4909.60 1.40 0.00 -4908.20 6.00 -4903.60 0.00 10.80 8 DS_A-3A 1567258.71 519047.86 4908.03 4909.60 1.57 0.00 -4908.03 0.00 -4909.60 0.00 10.80 9 DS_A-3B 1567384.94 519044.89 4908.20 4909.60 1.40 0.00 -4908.20 0.00 -4909.60 0.00 10.80 10 DS_A-4A 1567180.14 518998.22 4907.87 4909.60 1.73 0.00 -4907.87 0.00 -4909.60 0.00 10.80 11 DS_A-4B 1567439.96 519031.67 4908.20 4909.60 1.40 0.00 -4908.20 0.00 -4909.60 0.00 10.80 12 DS_A-5 1567253.27 519172.12 4908.00 4909.60 1.60 0.00 -4908.00 6.00 -4903.60 0.00 10.80 13 DS_B-1 1567782.44 519130.51 4906.25 4909.60 3.35 0.00 -4906.25 0.00 -4909.60 0.00 34.20 14 DS_B-2A 1567832.40 519029.60 4907.87 4909.60 1.73 0.00 -4907.87 0.00 -4909.60 0.00 10.80 15 DS_B-2B 1567803.99 519187.29 4907.50 4909.60 2.10 0.00 -4907.50 0.00 -4909.60 0.00 19.20 16 DS_B-3 1567758.84 519037.61 4908.03 4909.60 1.57 0.00 -4908.03 0.00 -4909.60 0.00 10.80 17 DS_B-4A 1567836.60 518988.82 4907.87 4909.70 1.83 0.00 -4907.87 0.00 -4909.70 0.00 12.00 18 DS_B-5B 1567771.33 519060.35 4908.20 4909.60 1.40 0.00 -4908.20 0.00 -4909.60 0.00 10.80 19 J-1 1567237.09 519210.86 4905.66 4908.26 2.59 0.00 -4905.66 0.00 -4908.26 0.00 21.10 20 J-2 1567448.06 519064.56 4905.93 4908.92 2.99 0.00 -4905.93 0.00 -4908.92 0.00 23.86 21 J-3 1567828.33 519197.03 4905.41 4907.85 2.44 0.00 -4905.41 0.00 -4907.85 0.00 19.22 22 Jun-1-2 1567185.85 519194.21 4906.29 4907.96 1.67 0.00 -4906.29 0.00 -4907.96 0.00 12.00 23 Jun-2-3 1567208.81 519211.72 4905.81 4907.97 2.17 0.00 -4905.81 0.00 -4907.97 0.00 16.00 24 Jun-30-31 1567838.16 519195.96 4905.45 4907.78 2.33 0.00 -4905.45 0.00 -4907.78 0.00 18.00 25 Jun-33-34 1567802.47 519198.69 4905.31 4908.12 2.81 0.00 -4905.31 0.00 -4908.12 0.00 23.77 26 Jun-AI2 1567292.32 518983.14 4907.37 4909.41 2.04 0.00 -4907.37 0.00 -4909.41 0.00 14.49 27 Jun-AI-7 1567697.84 518972.50 4907.13 4909.30 2.17 0.00 -4907.13 0.00 -4909.30 0.00 16.08 28 Jun-AI-8 1567761.81 518970.81 4907.45 4909.60 2.15 0.00 -4907.45 0.00 -4909.60 0.00 15.80 100-Year Storm Proposed Drainage Basins Junctions 29 Jun-P-16AB 1567259.13 518984.09 4907.50 4909.41 1.91 0.00 -4907.50 0.00 -4909.41 0.00 12.91 30 Jun-P-16CD 1567355.66 518981.62 4907.11 4909.30 2.19 0.00 -4907.11 0.00 -4909.30 0.00 16.27 31 Jun-P-16DE 1567419.74 518979.36 4906.85 4909.53 2.68 0.00 -4906.85 0.00 -4909.53 0.00 22.17 32 Jun-P-16EF 1567441.34 518979.00 4906.78 4909.79 3.01 0.00 -4906.78 0.00 -4909.79 0.00 26.14 33 Jun-P-22DE 1567625.93 518974.24 4906.77 4909.51 2.75 0.00 -4906.77 0.00 -4909.51 0.00 22.96 34 MH-1 1567314.52 519169.83 4904.45 4909.94 5.49 0.00 -4904.45 6.00 -4903.94 0.00 33.76 35 MH-2 1567359.87 519102.93 4905.59 4909.37 3.78 0.00 -4905.59 0.00 -4909.37 0.00 24.36 36 MH-3 1567358.85 519053.07 4906.55 4909.43 2.88 0.00 -4906.55 0.00 -4909.43 0.00 14.13 37 MH-6 1567662.64 519095.70 4905.31 4909.36 4.05 0.00 -4905.31 0.00 -4909.36 0.00 27.54 38 MH-8 1567477.04 518978.34 4906.69 4910.37 3.68 0.00 -4906.69 0.00 -4910.37 0.00 34.16 39 MH-9 1567591.36 518975.06 4905.84 4909.46 3.62 0.00 -4905.84 0.00 -4909.46 0.00 24.38 100-Year Storm Proposed Drainage Basins Junctions SN Peak Peak Maximum Maximum Maximum Minimum Average Average Time of Time of Total Total Inflow Lateral HGL HGL Surcharge Freeboard HGL HGL Maximum Peak Flooded Time Inflow Elevation Depth Depth Attained Elevation Depth HGL Flooding Volume Flooded Attained Attained Attained Attained Attained Occurrence Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-inches) (minutes) 1 0.02 0.00 4907.98 1.50 0.00 0.00 4907.13 0.65 0 03:09 0 00:00 0.00 0.00 2 0.02 0.00 4906.10 4906.10 0.00 0.00 4905.26 4905.26 0 03:07 0 00:00 0.00 0.00 3 0.01 0.01 4907.03 0.03 0.00 2.39 4907.00 0.00 0 12:06 0 00:00 0.00 0.00 4 0.02 0.02 4908.04 0.04 0.00 1.56 4908.00 0.00 0 12:06 0 00:00 0.00 0.00 5 0.01 0.01 4906.93 0.03 0.00 2.49 4906.90 0.00 0 12:06 0 00:00 0.00 0.00 6 0.42 0.42 4908.27 0.24 0.00 1.33 4908.05 0.02 0 12:00 0 00:00 0.00 0.00 7 0.19 0.19 4908.35 0.15 0.00 1.25 4908.21 0.01 0 12:00 0 00:00 0.00 0.00 8 0.38 0.38 4908.32 0.29 0.00 1.28 4908.05 0.02 0 12:00 0 00:00 0.00 0.00 9 0.10 0.10 4908.31 0.11 0.00 1.29 4908.21 0.01 0 12:00 0 00:00 0.00 0.00 10 0.68 0.68 4908.24 0.37 0.00 1.36 4907.89 0.02 0 12:00 0 00:00 0.00 0.00 11 0.08 0.08 4908.27 0.07 0.00 1.33 4908.21 0.01 0 12:00 0 00:00 0.00 0.00 12 0.16 0.16 4908.38 0.38 0.00 1.22 4908.21 0.21 0 12:00 0 00:00 0.00 0.00 13 0.10 0.10 4906.35 0.10 0.00 3.25 4906.26 0.01 0 12:00 0 00:00 0.00 0.00 14 0.42 0.42 4908.08 0.21 0.00 1.52 4907.88 0.01 0 12:00 0 00:00 0.00 0.00 15 0.08 0.08 4907.56 0.06 0.00 2.04 4907.50 0.00 0 12:00 0 00:00 0.00 0.00 16 0.34 0.34 4908.24 0.21 0.00 1.36 4908.05 0.02 0 12:00 0 00:00 0.00 0.00 17 0.66 0.66 4908.21 0.34 0.00 1.49 4907.89 0.02 0 12:00 0 00:00 0.00 0.00 18 0.24 0.24 4908.38 0.18 0.00 1.22 4908.21 0.01 0 12:00 0 00:00 0.00 0.00 19 0.49 0.00 4905.96 0.30 0.00 2.30 4905.69 0.03 0 12:00 0 00:00 0.00 0.00 20 1.08 0.00 4906.29 0.36 0.00 2.63 4905.96 0.03 0 12:01 0 00:00 0.00 0.00 21 0.60 0.00 4905.76 0.35 0.00 2.09 4905.43 0.02 0 12:00 0 00:00 0.00 0.00 22 0.42 0.00 4906.53 0.24 0.00 1.43 4906.31 0.02 0 12:00 0 00:00 0.00 0.00 23 0.42 0.00 4906.08 0.27 0.00 1.90 4905.82 0.01 0 12:00 0 00:00 0.00 0.00 24 0.42 0.00 4905.74 0.29 0.00 2.05 4905.47 0.02 0 12:00 0 00:00 0.00 0.00 25 0.68 0.00 4905.68 0.37 0.00 2.44 4905.33 0.02 0 12:00 0 00:00 0.00 0.00 26 0.69 0.01 4907.74 0.37 0.00 1.66 4907.39 0.02 0 12:00 0 00:00 0.00 0.00 27 0.66 0.01 4907.47 0.34 0.00 1.83 4907.15 0.02 0 12:00 0 00:00 0.00 0.00 28 0.66 0.00 4907.80 0.35 0.00 1.80 4907.47 0.02 0 12:00 0 00:00 0.00 0.00 100-Year Storm Proposed Drainage Basins Junctions 29 0.68 0.01 4907.87 0.37 0.00 1.53 4907.53 0.03 0 12:00 0 00:00 0.00 0.00 30 0.69 0.01 4907.49 0.38 0.00 1.81 4907.14 0.03 0 12:00 0 00:00 0.00 0.00 31 0.69 0.00 4907.23 0.38 0.00 2.30 4906.88 0.03 0 12:01 0 00:00 0.00 0.00 32 0.71 0.00 4907.21 0.43 0.00 2.58 4906.81 0.03 0 12:01 0 00:00 0.00 0.00 33 0.67 0.00 4907.11 0.34 0.00 2.40 4906.81 0.04 0 12:00 0 00:00 0.00 0.00 34 0.89 0.00 4906.75 2.30 0.00 3.19 4906.48 2.03 0 12:00 0 00:00 0.00 0.00 35 1.51 0.00 4906.84 1.25 0.00 2.52 4906.41 0.82 0 12:00 0 00:00 0.00 0.00 36 0.49 0.00 4907.87 1.32 0.00 1.56 4907.61 1.06 0 12:00 0 00:00 0.00 0.00 37 1.53 0.00 4906.58 1.27 0.00 2.78 4906.20 0.89 0 12:00 0 00:00 0.00 0.00 38 0.71 0.00 4907.12 0.43 0.00 3.24 4906.72 0.03 0 12:01 0 00:00 0.00 0.00 39 0.67 0.01 4906.94 1.10 0.00 2.52 4906.62 0.78 0 12:00 0 00:00 0.00 0.00 100-Year Storm Proposed Drainage Basins Rain Gages SN Element Data Data Rainfall Rain State County Return Rainfall Rainfall ID Source Source Type Units Period Depth Distribution ID (years) (inches) 1 Rain Gage-01 Time Series 100-YR Cumulative inches Montana Gallatin 100 2.34 SCS Type II 24-hr 100-Year Storm Proposed Drainage Basins Subbasins SN Element Description Area Drainage Weighted Conductivity Drying Average Equivalent Impervious Impervious Impervious ID Node ID Curve Time Slope Width Area Area Area Number No Depression Depression Depth (acres) (inches/hr) (days) (%) (ft) (%) (%) (inches) 1 AI-1 0.01 Jun-P-16AB 61.81 0.1500 7.00 4.0000 30.00 2.00 25.00 0.0800 2 AI-2 0.00 Jun-AI2 66.03 0.1500 7.00 20.0000 25.00 14.00 25.00 0.0800 3 AI-3 0.02 Jun-P-16CD 62.22 0.1500 7.00 3.0000 40.00 3.00 25.00 0.0800 4 AI-4 0.01 AI4 62.19 0.1500 7.00 10.0000 40.00 3.00 25.00 0.0800 5 AI-5 0.03 AI5 64.96 0.1500 7.00 7.0000 49.00 11.00 25.00 0.0800 6 AI-6 0.01 AI6 63.63 0.1500 7.00 5.0000 40.00 7.00 25.00 0.0800 7 AI-7 0.02 Jun-AI-7 62.30 0.1500 7.00 2.7000 60.00 3.00 25.00 0.0800 8 AI-9 0.00 Jun-AI-8 65.03 0.1500 7.00 2.5000 16.00 11.00 25.00 0.0800 9 BLDG-A1 0.13 DS_A-1 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 10 BLDG-A2 0.06 DS_A-2 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 11 BLDG-A3A 0.12 DS_A-3A 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 12 BLDG-A3B 0.03 DS_A-3B 98.00 0.1500 7.00 25.0000 38.00 100.00 25.00 0.0800 13 BLDG-A4A 0.21 DS_A-4A 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 14 BLDG-A4B 0.02 DS_A-4B 98.00 0.1500 7.00 25.0000 35.00 100.00 25.00 0.0800 15 BLDG-A5 0.05 DS_A-5 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 16 BLDG-B1 0.03 DS_B-1 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 17 BLDG-B2A 0.13 DS_B-2A 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 18 BLDG-B2B 0.03 DS_B-2B 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 19 BLDG-B3 0.11 DS_B-3 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 20 BLDG-B4 0.20 DS_B-4A 98.00 0.1500 7.00 25.0000 37.00 100.00 25.00 0.0800 21 BLDG-B5 0.07 DS_B-5B 98.00 0.1500 7.00 25.0000 36.00 100.00 25.00 0.0800 22 CI-1 0.08 Inlet-01 94.12 0.1500 7.00 3.5000 64.00 90.00 25.00 0.0800 23 CI-10 0.07 Inlet-10 91.75 0.1500 7.00 2.0000 50.00 83.00 25.00 0.0800 24 CI-11 0.39 Inlet-11 94.49 0.1500 7.00 2.5000 200.00 91.00 25.00 0.0800 25 CI-12 0.41 Inlet-12 97.03 0.1500 7.00 2.5000 215.00 97.00 25.00 0.0800 26 CI-13 0.03 Inlet-13 89.48 0.1500 7.00 2.5000 28.00 77.00 25.00 0.0800 27 CI-14 0.07 Inlet-14 88.63 0.1500 7.00 4.0000 42.00 75.00 25.00 0.0800 28 CI-2 0.13 Inlet-02 86.22 0.1500 7.00 2.5000 67.00 68.00 25.00 0.0800 100-Year Storm Proposed Drainage Basins Subbasins 29 CI-3 0.19 Inlet-03 88.10 0.1500 7.00 2.5000 104.00 73.00 25.00 0.0800 30 CI-4 0.26 Inlet-04 92.97 0.1500 7.00 3.0000 111.00 86.00 25.00 0.0800 31 CI-5 0.11 Inlet-05 87.54 0.1500 7.00 2.0000 180.00 72.00 25.00 0.0800 32 CI-6 0.12 Inlet-06 86.67 0.1500 7.00 2.0000 180.00 69.00 25.00 0.0800 33 CI-7 0.34 Inlet-07 90.01 0.1500 7.00 2.0000 143.00 78.00 25.00 0.0800 34 CI-8 0.19 Inlet-08 88.25 0.1500 7.00 3.0000 104.00 74.00 25.00 0.0800 35 CI-9 0.14 Inlet-09 95.30 0.1500 7.00 2.5000 70.00 93.00 25.00 0.0800 36 MH-9AREA 0.03 MH-9 62.81 0.1500 7.00 5.0000 47.00 5.00 25.00 0.0800 37 OFF1 0.03 Out-OFF1 76.02 0.1500 7.00 9.0000 190.00 41.00 25.00 0.0800 38 OFF2 0.03 Out-OFF2 69.84 0.1500 7.00 5.0000 125.00 24.00 25.00 0.0800 39 OFF3 0.01 Out-OFF3 70.55 0.1500 7.00 5.0000 72.00 26.00 25.00 0.0800 40 OFF4 0.01 Out-OFF4 61.63 0.1500 7.00 2.0000 50.00 2.00 25.00 0.0800 41 OFF5 0.17 OUT-OFF5 70.07 0.1500 7.00 5.0000 670.00 25.00 25.00 0.0800 100-Year Storm Proposed Drainage Basins Subbasins SN Impervious Pervious Pervious Curb & Rain Gage Total Total Total Total Total Peak Time Area Area Area Gutter ID Precipitation Runon Evaporation Infiltration Runoff Runoff of Manning's Depression Manning's Length Concentration Roughness Depth Roughness (inches) (ft) (inches) (inches) (inches) (inches) (inches) (cfs) (days hh:mm:ss) 1 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.6870 0.46 0.01 0 00:17:17 2 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.5280 0.64 0.01 0 00:07:16 3 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.6740 0.47 0.01 0 00:28:24 4 0.0150 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.6750 0.47 0.01 0 00:13:20 5 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.5700 0.59 0.02 0 00:20:03 6 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.6230 0.53 0.01 0 00:15:43 7 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.7910 0.50 0.01 0 00:22:35 8 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.5690 0.59 0.00 0 00:16:16 9 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.42 0 00:06:02 10 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.19 0 00:03:46 11 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.38 0 00:05:44 12 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.10 0 00:02:30 13 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.29 0.68 0 00:08:07 14 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.08 0 00:02:12 15 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.16 0 00:03:22 16 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.10 0 00:02:36 17 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.42 0 00:06:04 18 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.08 0 00:02:15 19 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.34 0 00:05:19 20 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.29 0.66 0 00:07:48 21 0.0150 0.2000 0.1000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0000 2.28 0.24 0 00:04:16 22 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0520 2.22 0.24 0 00:14:22 23 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.1190 2.15 0.21 0 00:22:49 24 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0440 2.23 1.22 0 00:20:15 25 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0080 2.27 1.33 0 00:13:35 26 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.1960 2.07 0.10 0 00:22:29 27 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.2260 2.04 0.19 0 00:24:25 28 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.3360 1.93 0.32 0 00:34:29 100-Year Storm Proposed Drainage Basins Subbasins 29 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.2540 2.01 0.52 0 00:31:31 30 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0850 2.18 0.80 0 00:25:46 31 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.2730 2.00 0.32 0 00:17:58 32 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.3180 1.95 0.32 0 00:19:11 33 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.1800 2.09 0.96 0 00:35:48 34 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.2420 2.03 0.53 0 00:29:06 35 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.0300 2.25 0.44 0 00:18:28 36 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.6510 0.50 0.01 0 00:22:22 37 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 0.8830 1.41 0.07 0 00:06:51 38 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.2710 1.03 0.04 0 00:11:39 39 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.3260 0.85 0.01 0 00:06:28 40 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.8200 0.47 0.01 0 00:17:04 41 0.0100 0.2000 0.4000 0.00 Rain Gage-01 2.34 0.00 0.0000 1.2500 1.05 0.26 0 00:12:09 100-Year Storm Existing Drainage Basins Outfalls SN Element X Coordinate Y Coordinate Description Invert Boundary Flap Fixed Peak Peak Maximum Maximum ID Elevation Type Gate Water Inflow Lateral HGL Depth HGL Elevation Elevation Inflow Attained Attained (ft) (ft) (cfs) (cfs) (ft) (ft) 1 Out-01 1567337.59 519267.16 0.00 NORMAL NO 0.00 2 Out-02 1567696.23 519255.31 0.00 NORMAL NO 0.00 3 OUT-R1 1567385.49 518944.93 0.00 NORMAL NO 0.00 4 Out-R2 1567635.88 518935.62 0.00 NORMAL NO 0.00 Appendix E: Operation, Inspection, & Maintenance Considerations Stormwater Operation, Inspection, and Maintenance Plan Highlands Affordable Housing Bozeman, MT Responsible Party The Bozeman Municipal Code Chapter 40, Article 4, Division 5, Section 40.04.720 stipulates the responsibility for proper maintenance of stormwater facilities. Failure to provide proper maintenance or to correct deficiencies may result in civil or criminal penalties. If the responsible party fails to perform maintenance or corrective work in a timely manner, the City of Bozeman may perform that work at the expense of the responsible party. The acknowledgement form is included in Attachment A. Contact Information Name Phone Number Email Address Mailing Address Blake Jumper 208-831-0674 Blake@tailwaterdev.com 10 S Main St Victor, ID 83455 Site Plan The site plan for Highlands Affordable Housing and relevant stormwater details are included in Attachment B. Maintenance and Inspection Activities 1.1 Landscaping/Grounds Maintenance (Monthly) Regular site maintenance should consist of removal of garbage and fallen debris from the parking lot and landscaped areas on an as-needed basis. Routine site maintenance will prevent debris from entering the storm water system and will improve storm water runoff quality. • Pick up trash on the property • Restore damaged landscaping/eroding areas • Remove debris buildup on inlet grates 1.2 System Monitoring (Quarterly) Stormwater facilities are to be inspected quarterly during runoff events to identify small issues before larger damage occurs. • Observe system during runo8. Ponding may indicate a clogged inlet or pipe. 1.3 Parking/Pavement Areas (Bi-Annual) The parking area is to be swept twice annually to remove excess sediment. Recommended sweeping should take place once after spring melt and prior to May 1, and once after August 15 and prior to October 15. 1.4 Pipes and Catch Basins (Annually) During annual inspections, the storm drain lines and structures should be examined to ensure that sediments are not impacting system performance. At a minimum, each structure should be cleaned out every three years. 1.5 Infiltration System The underground infiltration gallery (R-Tank) be inspected twice in the first year, and at least once every year thereafter. Ports in the module provide access for inspection and maintenance. Inspect the system for sediment, trash, or other contaminants. Backflush and clean as needed to maintain function. Pretreatment for the R-Tank is provided through Connector Pipe Screens (CPS) located in the manholes directly upstream of the R-Tank. The CPSs should be inspected and cleaned at least twice a year. The manufacturers’ Operation and Maintenance Manuals for the R-Tank and CPS can be found in Attachment C. Stormwater Facility Inspection Form The Stormwater Facility Inspection Form is located in Attachment D. The site plan in Attachment B shows the maintenance and inspection locations. Replacement Schedule Component Design Life Replacement Schedule SDR-35 PVC Pipe 100 years 100 years Precast Concrete Catch Basins & Manholes 100 years 100 years Plastic Area Inlets 50 years 50 years R-Tank Underground Infiltration System 40 Years 40 Years Cost Estimate Item Frequency Unit Unit cost Yearly Cost Operation and Maintenance Costs Pipe and Catch Basin Inspection Annual Ea $500 $500 R-Tank Inspection Annual Ea $300 $300 Parking Lot Sweeping Twice per year Ea $400 $800 CPS Cleaning Twice per year Ea $300 $600 Sediment removal from structures/pipes Every 3 years Ea $1500 $500 R-Tank sediment removal Every 3 years Ea $1500 $500 Replacement Costs SDR-35 PVC Pipe Replacement (including excavation) 100 years Ea $888,505 (adjusted for inflation) $1,463 Precast Concrete Catch Basins & Manholes Replacement 100 years Ea $22,446 (adjusted for inflation) $37 Plastic Area Inlets Replacement 50 years Ea $2,629 (adjusted for inflation) $23 R-Tank Underground Infiltration System Replacement 40 Years Ea $214,805 (adjusted for inflation) $2,849 Total $7,572 Financial Plan The annual maintenance costs shown above are included within the annual operating expense summation and capital expenditure reserves for the life of the project, which is required by the developer's investor. The above table shows the future replacement costs assuming 2.5% yearly inflation. The yearly cost for those items was calculated as a sinking fund with an annual interest rate of 3.0%. The operation and maintenance costs will need to be adjusted yearly for inflation. Full calculations can be found in Attachment E Waiver of Protest Attachment F contains a copy of the Waiver of Right to Protest to the Formation and Participation in a Special Improvement District (pending). Attachment A: Maintenance Acknowledgement Form Acknowledgement of Stormwater Facilities Maintenance Requirements PROPERTY OWNER: Kamaka Affordable Housing, LLC NAME OF PLAN/DEVELOPMENT: Highlands – Affordable Housing Project LOT/BLOCK/SUBDIVISION: Lot 1&2 | Block 2 | Aaker Phase 1 Subdivision Property Owner hereby acknowledges that they are required to maintain all stormwater facilities on the Property pursuant to Bozeman Municipal Code sec. 40.04.720. This requirement is binding on any successor or assign of the Property Owner listed above. The City requires stormwater facilities be constructed and adequately maintained on the Property in order to maintain the health, safety and welfare of City residents. Adequate maintenance is defined as keeping the stormwater facilities and all components thereof in good working condition so that these stormwater facilities continue to perform in accordance with the design intent. Should the Property Owner fail to adequately maintain stormwater facilities, the City may enter upon the Property and take such steps as are necessary to correct deficiencies. The City may assess against the Property Owner for the cost of any repairs or necessary maintenance by any means provided for in the Bozeman Municipal Code. By signing below Property Owner acknowledges they have read this document and the applicable provisions of the Bozeman Municipal Code, and they agree to the maintenance requirements for all stormwater facilities on their Property. BY: (Property Owner) DATE: Attachment B: Site Plan 8'WUGE UGE UGEUGEUGEUGE UGE UGE UGE UGEUGEUGEUGEUGEUGEUGEUGEUGEUGEUGE VANHSS 30x5267 30x5230x5230x5230x52 30x52 30x5230x52 30x52 30x52 30x52 30x52 4907.950' VITREOUS CHINATOILETDEVONSHIREK-3457VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 KITCHEN SINK FAUCETTOURNANTK-77515 KITCHEN SINK FAUCETTOURNANTK-77515 ST ST ST STSTSTSTSTSTSTSTSTSTSTST ST ST ST ST ST ST ST ST ST STSTS T STSTST ST ST ST ST ST ST ST ST ST ST STSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTST ST ST STS T STSTSTSTSTST ST S T S T CCCCC4907.950' VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 VIKRELLSHOWER STALLACCORD72240100 VITREOUS CHINATOILETDEVONSHIREK-3457 VITREOUS CHINATOILETDEVONSHIREK-3457 DRAWING:Print Date:Copyright 2022, Graham Engineering LLC10/24/2025 12:28 PMZ:\PROJECTS\ENCOMPASS\25008-EDMT-HIGHLANDS\CAD\EXHIBITS\STORM O&M.DWG DRAWING NUMBER:Checked:Drawn:PROJECT NO:GRAHAM ENGINEERING LLCDATE DESCRIPTION REVISIONS This drawing and all related documents (including those on electronic media) were prepared by GRAHAMENGINEERING LLC, except as noted otherwise herein, as instruments of service, and shall remain the property ofGRAHAM ENGINEERING LLC. The information shown herein shall be used only by the client to whom the service arerendered and only for the purpose of constructing or installing the work as shown at the designated location and site.Any other use of said documents, including (without limitation) any reproduction or alteration, is strictly prohibited, andthe user shall hold harmless and indemnify GRAHAM ENGINEERING LLC from all liabilities which may arise fromsuch unauthorized use. Such use hall cause the waiver of expressed or implied warranties and shall serve anyliabilities which may arise from construction, use or result of such unauthorized use or changes.ORIGINAL DATE: PERMIT DATE: IFC DATE:STORMWATER O&M PLANHIGHLANDS AFFORDABLE HOUSINGO&M ZWGTSDBOZEMAN, MT25008-EDMT-HIGHLANDS10/24/2025 NOT FOR CONSTRUCTION LEGEND PROPERTY LINE PROP. STORMWATER PIPE PROP. STORMWATER CURB INLET PROP. STORMWATER AREA INLET PROP. STORMWATER MANHOLE PROP. STORMWATER MANHOLE W/ GRATE PROP. STORMWATER CLEANOUT LANDSCAPED AREA CONCRETE PAVEMENT UNDERGROUND INFILTRATION BASIN (R-TANK) R-TANK INSPECTION/MAINTENANCE PORT CONNECTOR PIPE SCREEN (CPS) IN MANHOLE OR INLET STST 0 30 SCALE IN FEET 60 N REMINGTON WAY 10.00' UTILITY EASEMENT 10.00' UTILITY EASEMENT 10.00' UTILITY EASEMENT 10.00' UTILITY EASEMENTSOUTH 25TH AVESOUTH 23RD AVEBUILDING A BUILDING B D UNDERGROUND INFILTRATION BASIN 1 (R-TANK) UNDERGROUND INFILTRATION BASIN 2 (R-TANK)15"12" 8"10"10"10"6"6"8"8"8"12"6"6 " 6" 6"6"8"10" 1 0 " 10"8"8"8"8"12"12" 12"12"12" 12" 12"12"12"10"8"6 " 6"6"15"10"10"6" 8"8"6"6"8"10"10"10"10"6"6"8" 8 "8"8"8"8"8" DRAWING:Print Date:Copyright 2025, Graham Engineering LLC7/24/2025 2:45 PMZ:\PROJECTS\ENCOMPASS\25008-EDMT-HIGHLANDS\CAD\HIGHLANDS_C404_CIVIL-DETAILS.DWG DRAWING NUMBER:Checked:Drawn:PROJECT NO:GRAHAM ENGINEERING LLCDATE DESCRIPTION REVISIONS This drawing and all related documents (including those on electronic media) were prepared by GRAHAMENGINEERING LLC, except as noted otherwise herein, as instruments of service, and shall remain the property ofGRAHAM ENGINEERING LLC. The information shown herein shall be used only by the client to whom the service arerendered and only for the purpose of constructing or installing the work as shown at the designated location and site.Any other use of said documents, including (without limitation) any reproduction or alteration, is strictly prohibited, andthe user shall hold harmless and indemnify GRAHAM ENGINEERING LLC from all liabilities which may arise fromsuch unauthorized use. Such use hall cause the waiver of expressed or implied warranties and shall serve anyliabilities which may arise from construction, use or result of such unauthorized use or changes.ORIGINAL DATE: PERMIT DATE: IFC DATE:CIVIL DETAILSHIGHLANDS APARTMENTSC404 ZWGTMRBOZEMAN, MT25008_EDMT-HIGHLANDS07/24/2025 SCALE: NTS STORM DRAIN CLEANOUT 2 C404SCALE: NTS UTILITY TRENCH 1 C404 SCALE: NTS STORMWATER MANHOLE 4 C404SCALE: NTS 36" CURB INLET 3 C404 SCALE: NTS STORMWATER COMBINATION MANHOLE/CURB INLET5 C404 SCALE: NTS STORMWATER COMBINATION MANHOLE/AREA INLET6 C404 SCALE: NTS AREA INLETS 7 C404 12" MIN. #4 REBAR TYP. 3" SCARIFY NATIVE MATERIAL TO 8" DEPTH AND COMPACT TO 90% MODIFIED PROCTOR @ 2% OVER OPTIMAL MOISTURE 4000 LB CONCRETE PLAN VIEW SECTION STORM CONCRETE COLLAR 4" PVC CLEANOUT WITH 4" PLUG SINGLE LENGTH 4" PVC PIPE 4" 45° BEND (PVC) 6"x4" WYE (PVC) 6" PLUG 6" VALVE BOX TYLER 6850 OR EQUAL WITH 'STORM' ON LID CONC. COLLAR 1/4" ABOVE GRADE. NEENAH NO. R-2533 OR APPROVED EQUAL WITH TYPE C GRATE STORMWATER MANHOLE PER DETAIL 4/C404 VARIES GRATE SLOPE TO DRAIN COMPACTED EARTH DRAIN PIPE - SEE PLANS FOR SIZE (TYP) COMPACTED CRUSHED STONE BASE VARIES DRAIN PIPE - SEE PLANS FOR SIZE COMPACTED CRUSHED STONE BASE SLOPE TO DRAIN COMPACTED EARTH GRATE NOTES: 1. GRATE OR LID MUST BE INSTALLED PRIOR TO BACKFILLING 6" SUMP DRAIN RISER 6" SUMP 12" Ø 12" Ø 6" SDR 35 GASKETED PVC SURFACE (CONCRETE OR LANDSCAPE) SUBGRADE MATERIAL OFFSET PIPE 1" FROM FOUNDATION LINE/WALL - PROVIDE EXPANSION JOINT MATERIAL ALL AROUND PIPE SLOPE TO STORM INLETS 1.00% MINIMUM GASKETED 45° BENDS 6" SDR 35 GASKETED PVC WALL FOUNDATION 4" X 5" RECTANGULAR ALUMINUM DOWNSPOUT PVC ADAPTER 6" SDR 35 GASKETED PVC SCALE: NTS DOWNSPOUT CONNECTION 8 C404 07/24/25 Attachment C: Manufacturer O&M Manuals STORMWATER STORAGE SYSTEM OPERATIONS AND MAINTENANCE MANUAL ©Ferguson Enterprises 2024 Green Stormwater Infrastructure Solutions TABLE OF CONTENTS GENERAL INFORMATION ........................................................................................................................................................ 3 INSPECTION INFORMATION .................................................................................................................................................... 3 INSPECTION CHECKLIST ........................................................................................................................................................... 4 SYSTEM MAINTENANCE .......................................................................................................................................................... 5 INSPECTION AND MAINTENANCE COST ESTIMATE WORKSHEET ........................................................................................... 6 DISCLAIMER Read the following information before inspecting, cleaning, or performing maintenance on this Stormwater Treatment Device. This manual is intended to explain the specifics of the maintenance on R-Tank Stormwater Storage Systems. It is the responsibility of all personnel to familiarize themselves with, understand and comply with all applicable local, state, and federal laws. All information in this manual is current at the time of printing but are subject to change based on the development of new processes and procedures. Ferguson Enterprises assumes no responsibility and is not accountable for any injuries, fines, penalties, or losses that occur involving any procedure in this manual or other actions taken. The R-Tank Stormwater Storage System performance is based on the procedures being followed in this manual. Non-Compliance with the outlined measures will be the responsibility of the owner. GENERAL INFORMATION Your R-Tank System has been designed to function in conjunction with the engineered drainage system on your site, the existing municipal infrastructure, and/or the existing soils and geography of the receiving watershed. Unless your site included certain unique and rare features, the operation of your R-Tank System will be driven by naturally occurring systems and will function autonomously. However, upholding a proper schedule of Inspection & Maintenance is critical to ensuring continued functionality and optimum performance of the system. INSPECTION INFORMATION During construction, the system shall be protected from sediment laden runoff and only activated once the site has been fully stabilized. Both the R-Tank and all stormwater pre-treatment features incorporated into your site must be inspected regularly. Inspections should be done every six months for the first year of operation, and at least yearly thereafter. Inspections may be required more frequently for pre-treatment systems. You should refer to the manufacturer requirements for the proper inspection schedule. With the right equipment most inspections and measurements can be accomplished from the surface without physically entering any confined spaces. If your inspection does require confined space entry, you must follow all local, regional, and OSHA requirements. All maintenance features of your system can be accessed through a covering at the surface. With the lid removed, you can visually inspect each component to identify sediment, trash, and other contaminants within the structure. Check your construction plans to identify the maintenance features engineered into your R-Tank system, which may include: Upstream Pipes, Inlets, and Manholes: Working from the structures adjacent the R-Tank toward those farther away, check for debris and sediment in both the structures and the pipes. Be sure to include all structures that contain pre- treatment systems. Some structures may include a sump. Maintenance Ports / Inspection Ports: Maintenance/inspection ports are located near the inlet and outlet connections, treatment rows, and throughout the system. These should be used to check for sediment and typically allow access for backflushing and cleaning. Treatment Row: On installations in 2018 or later, inlet pipes may connect to a row of modules with 12” diameter access holes running horizontally through the module that can be jet vacuumed. Check these rows for accumulation of sediment and debris. All observations and measurements should be recorded on an Inspection Log kept on file. We have included a form you can use at the end of this guide. INSPECTION CHECKLIST Site Name: Company: Location: Contact: City and State: Phone: System Owner: Email: Inspection Description Frequency Observations / Notes Initials Pretreatment Systems Quarterly Connections Bi-Annually Inspection Ports Bi-Annually Accumulation of Sediment or Debris Bi-Annually Upslope Erosion Quarterly Accidental or Illicit Spillage Quarterly Maintenance Items Required Maintenance Activities Initials Pretreatment Systems Connections Inspection Ports Accumulation of Sediment or Debris Upslope Erosion Accidental or Illicit Spillage SYSTEM MAINTENANCE For modules taller than 40” the R-Tank Stormwater Storage Systems should be back-flushed once sediment accumulation has reached 6”. For modules less than 40” tall, perform maintenance when sediment depths are greater than 15% of the total system height. If your system includes a Treatment Row with linear access through the modules from the inlet pipe, backflush this area when sediment depths reach 6”. BEFORE ANY MAINTENANCE IS PERFORMED ON YOUR SYSTEM - PLUG THE OUTLET PIPE TO PREVENT CONTAMINATION OF THE DOWNSTREAM SYSTEMS. Maintenance During Construction Installed R-Tank Stormwater Storage Systems should be properly protected post installation, but before the System is accepted by owners in the following manner:  Vehicular Traffic: Protect system from heavy construction equipment loads by using smaller vehicles, low ground pressure tracked equipment when possible, or protective measures such as steel plates to spread the load experienced by the system.  Sediment and Debris: Use proper erosion control Best Management Practices to prevent sediment and debris from reaching the system.  Remove Sediment and Debris, as Needed: If upslope practices fail to prevent sediment laden runoff from entering the upstream inlets, pipes, and system, sediment removal should be performed using jet-vac equipment. Maintenance After Construction Site specific conditions (land use, climate, tree cover, slopes, construction activities, etc.) along with data from regular inspections will determine how frequently the system must be cleaned. At a minimum, vacuum cleaning should occur every 1 to 2 years. Routine maintenance, such as pre-treatment inlet cleanout should occur every 3 to 6 months.  Begin by cleaning all upstream structures, pipes, and pre-treatment systems containing sediment and/ or debris. If your system includes a Treatment Row, this portion of the system should be cleaned with traditional jet-vac equipment. Add a centralizer to the jet for easiest access through the modules.  Complete initial debris removal by vacuuming debris up the inspection port locations, while using the jetting water to push debris to the hose. For finer debris, back-flush the R-Tank system. To perform this, water is pumped into the system through the inspection ports as rapidly as possible. The turbulent action of the water moving through the R-Tank will suspend sediments which may then be pumped out. If your system includes an outlet structure, this will be the ideal location to pump contaminated water out of the system. However, removal of back-flush water may be accomplished through the inspection ports, as well.  For systems with large footprints that would require extensive volumes of water to properly flush the system, you should consider performing your maintenance within 24 hours of a rain event. Stormwater entering the system will aid in the suspension of sediments and reduce the volume of water required to properly flush the system. INSPECTION AND MAINTENANCE COST ESTIMATE WORKSHEET Project Name: Engineer: Location: City / State: Owner: Contact: Phone: Email: Life Expectancy (Yrs.) = Inspection Description Frequency / Year Total Services* Cost per Service Total Cost** Pretreatment Systems 4 $ $ Connections 2 $ $ Inspection Ports 2 $ $ Accumulation of Sediment or Debris 2 $ $ Upslope Erosion 4 $ $ Accidental or Illicit Spillage 4 $ $ Maintenance Items Frequency / Year Total Services* Cost per Service Total Cost** Pretreatment Systems $ $ Connections $ $ Inspection Ports $ $ Accumulation of Sediment or Debris $ $ Upslope Erosion $ $ Accidental or Illicit Spillage $ $ System Vacuuming $ $ Total Costs = Inspection Costs + Maintenance Costs = $ Estimated Annual Operating Expenses = Total Costs / Years of Service = $ * Total Services = Frequency of Services / Yr. multiplied by Life Expectancy ** Total Cost = Total Services multiplied by Cost per Service CPS Maintenance Guide CPS Connector Pipe Screen Maintenance Guide Manufacturer: Fabco Industries, Inc 66 Central Avenue Farmingdale, NY 11735 Phone: (631)-393-6024 Caution: The CPS device should be maintained by trained individuals who are familiar with all confined space entry, disposal procedures and traffic safety regulations. CPS Maintenance Guide 1.0 Inspecting the CPS The CPS device, like any other stormwater treatment device requires maintenance to remain efficient as a stormwater filter. Fabco Industries highly recommends inspecting the system within the first year after installation following the steps below. Inspection and cleaning should be performed only after NO rainfall for at least 24 hours. If working in the street, proper safety equipment should be worn, including but not limited to a hardhat, vest, gloves and eye protection, and local traffic safety rules & regulations should be followed. Begin by removing the manhole access covers located over the catch basin structure. Allow several minutes for the system to vent. CAUTION: Grates can be extremely heavy. Some type of lifting mechanism is highly recommended. Visually inspect all chambers for heavy sediment, trash and debris loading. A battery powered flashlight or droplight is recommended for thorough inspection. Some telltale signs that cleaning or filter replacement is necessary are as follows:  Waterline marks within a couple inches of the top of the bypass weir.  Standing water in the chamber because it was designed to drain down after a storm.  Cannot see the screen surface area because they are covered with sediment, trash and debris, etc. Record observations and comments on the maintenance log sheet. In addition, the use of digital photographs and/or sketches may be warranted to maintain the most accurate historical records. CPS Maintenance Guide 2.0 Cleaning Frequency The CPS device requires periodic cleaning. There are no hard and fast rules in this regard. Small units and installation sites with higher than expected sediment loads or areas with significant trees and foliage require more maintenance. In general, Fabco Industries recommends cleaning out the unit(s) at least two times per year by removing the trash and debris, sand and silt with a vacuum assisted device. 3.0 Cleaning out the CPS unit: Be sure to follow all safety and traffic control protocols. With the manhole access covers or hatches removed, the CPS unit is available for cleaning. Remove the sediment and debris from the system. This can be done manually or with a vacuum device. 4.0 Disposal All liquid, oils, sediment, debris, trash and other accumulates removed from the CPS unit must be handled and disposed of in accordance with local, state and federal regulations. Disposal considerations must be part of a well-planed and scheduled maintenance regime. Solid waste disposal can typically be coordinated with a local landfill, whereas liquid waste can be disposed of at either a wastewater treatment plant, or a municipal vacuum truck decant facility. CPS Maintenance Guide Inspection and Maintenance Log- Sheet CPS unit Maintenance Company Information Company Name: Onsite Technician: Contact Phone No: Treatment System Information Date of Maintenance: CPS unit Model Vault\Manhole Location: Maintenance Item Comments Water Depth (prior to maintenance) in forebay: Sediment Depth (prior to maintenance) in forebay: Sediment Depth (prior to maintenance) on cartridge deck: Structural Damage: Maintenance Performed: Additional Work Required: Structural Repairs: Attachment D: Stormwater Facility Inspection Form Chapter 6 - Storm Drainage Design 6-44 City of Bozeman Design and Construction Standards Stormwater Facility Inspection Form Section 1: General Information Facility ID: Facility Type: Choose an item. Date/Time: Click or tap to enter a date. Owner: Contact: Inspector’s Name, contact info: Choose an item. Location/Access info: Type of Inspection: ☐ Routine, Dry Weather ☐ Routine, Wet Weather ☐ Complaint Driven ☐ Other: __________________ Section 2: Weather and Discharge Information Most recent precipitation or melt: Temperature: Is a stormwater discharge occurring? ☐ Yes ☐ No If yes, what is the source and quality of discharge? Is an illegal discharge occurring? ☐ Yes ☐ No If yes, what is the source and quality of discharge? Section 3: Facility Maintenance Priority ☐ Low: Stormwater facility appears to be functioning as designed. Continue scheduled maintenance. ☐ Medium: Stormwater facility requires minor to moderate sediment and vegetation maintenance to mitigate the risk of flooding, waterway pollution, and infrastructure failure. ☐ High: Stormwater facility requires significant sediment dredging, vegetation removal, and/or infrastructure repairs to restore function. Notes, Findings & Recommendations: Inspector’s Signature: ________________________________ Date: ___________________ Chapter 6 - Storm Drainage Design 6-45 City of Bozeman Design and Construction Standards Section 4: Qualitative Analysis Components # Items Conditions Results Notes and Required Actions General Degraded, missing, or inadequate Yes 1.1 Accessibility maintenance access? No ☐☐ Trash, sediment, and waste within 1.2 Debris ☐Yes and around the facility? ☐ No Overgrown or dead cattails, Yes 1.3 Vegetation woody shrubs, weeds, grass, and ☐ trees? ☐ No Infrastructure Damaged inlet pipe, outlet pipe, Yes1.4 ☐ Condition outfall structure, or fencing? ☐ No Facility Condition Pretreatment Bay Clogged, obstructed, or filled 2.1 ☐ Yes or Facility pretreatment forebay or facility? ☐ No 2.2 Storage Bay Clogged or filled storage bay? ☐ Yes ☐ No Stagnant water with infiltration Groundwater or Yes 2.3 greater than 48 hours post-rain ☐ Standing Water event? ☐ No 2.4 Flow Path Clogged or obstructed flow path? ☐ Yes ☐ No Barren or exposed surfaces on Yes 2.5 Side Slopes ☐ Facility’s side slopes and bottom? ☐ No Maintenance Maintenance Plan Is there a written plan specific to ☐ Yes 3.1 or Agreement this facility? ☐ No Yes 3.2 Implementation Is there evidence of maintenance? ☐ ☐ No Chapter 6 - Storm Drainage Design 6-46 City of Bozeman Design and Construction Standards Section 5: Quantitative Analysis Vegetation Cover type % Within facility Notes Bare ground Aquatics Grasses/Herbaceou Trees >3” DBH Shrubs Total 100 Elevation Analysis Location Reading (ft) Elevation (ft) Notes SRV#CP Control Point SRV#1 Inlet SRV#2 Outlet SRV#3 Center SRV#4 North of Center SRV#5 East of Center SRV#6 South of Center SRV#7 West of center SRV#8 Berm or overflow SRV#9 Summary Chapter 6 - Storm Drainage Design 6-47 City of Bozeman Design and Construction Standards Section 6: Facility Maintenance Inspection Exhibit Chapter 6 - Storm Drainage Design 6-48 City of Bozeman Design and Construction Standards Photo 1 description Photo 2 description Section 7: Photo Log Attachment E: Cost Calculations Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater O/M Cost Calculations Page 1 Date: 10/09/2025 By: TSD Maintenance and Replacement Costs, Current Value Item Amount Unit Cost/Unit Total Cost Source Pipe & Catch Basin Inspection 1 EA $500 500 Owner R-Tank Inspection 1 EA $300 $300 Owner Parking Lot Sweeping 1 EA $400 $400 Owner CPS Cleaning 1 EA $300 $300 Owner Sediment Removal - pipes/structures 1 EA $1,500 $1,500 Owner R-Tank Sediment Removal 1 EA $1,500 $1,500 Owner SDR-35 Pipe - 6in 178.1 LF $13.62 $2,426 RSMeans SDR-35 Pipe - 8in 595.3 LF $17.71 $10,543 RSMeans SDR-35 Pipe - 10in 1214.3 LF $18.41 $22,355 RSMeans SDR-35 Pipe - 12in 193.1 LF $33.15 $6,401 RSMeans SDR-35 Pipe - 15in 139.8 LF $52.94 $7,401 RSMeans Utility Excavation 2320.6 LF $11.24 $26,084 RSMeans Manhole 9 EA $50.00 $450 RSMeans Catch Basin 29 EA $50.00 $1,450 RSMeans Area inlet 9 ea $85.00 $765 RSMeans R-Tank 1 EA $80,000 $80,000 Owner Project Name: Highlands Multi-Family Housing Project #: 25008-EDMT-HIGLANDS Subject: Stormwater O/M Cost Calculations Page 2 Date: 10/09/2025 By: TSD Interest, Inflation, and Sinking Fund Factor Inflation Rate 2.50% Interest Rate 3.00% Item Frequency Unit Unit cost Future Value SFF Yearly Cost Pipe and Catch Basin Inspection Annual Ea $500 - - $500 R-Tank Inspection Annual Ea $300 - - $300 Parking Lot Sweeping Twice per year Ea $400 - - $800 CPS Cleaning Twice per year Ea $300 - - $600 Sediment removal from structures/pipes Every 3 years Ea $1,500 - - $500 R-Tank sediment removal Every 3 years Ea $1,500 - - $500 SDR-35 PVC Pipe Replacement 100 years Ea $75,210 $888,505 0.001647 $1,463 Precast Concrete Catch Basins & Manholes Replacement 100 years Ea $1,900 $22,446 0.001647 $37 Plastic Area Inlets Replacement 50 years Ea $765 $2,629 0.008865 $23 R-Tank Underground Infiltration System Replacement 40 Years Ea $80,000 $214,805 0.013262 $2,849 Total $7,572 Formulas Inflation Sinking Fund Factor Sinking Fund Yearly Payment PMT = FV × SFF Where:Where:Where: FV = future value SFF = Sinking Fund Factor PMT = yearly payment PV = present value i = interest rate FV = future value i = inflation rate n = number of periods (yr)SFF = Sinking Fund Factor n = number of periods (yr) =1 + Attachment F: Waiver of Right to Protest to the Formation and Participation in a Special Improvement District