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HomeMy WebLinkAbout06_Lmbryd Off Site Drainage Report STORMWATER DESIGN DRAINAGE REPORT PT Land Subdivision Drainage Review Prepared by: December 12, 2022 I hereby state that this Stormwater Design Drainage Report for the design of PT Land Subdivision Drainage Review was prepared by me or under my direct supervision in accordance with the provisions of the City of Bozeman’s design standards for the owners thereof. I understand that the City of Bozeman does not and will not assume liability for drainage facilities designed by others. Mike Hinshaw, PE MT PE No. Date i Introduction .......................................................................................................................................................................... 1 Summary ........................................................................................................................................................................... 1 Description of Property .................................................................................................................................................... 1 Existing Topography .......................................................................................................................................................... 1 Previous Master Planning ................................................................................................................................................. 2 Proposed Improvements .................................................................................................................................................. 2 Stormwater Design Criteria .................................................................................................................................................. 3 Regulations ........................................................................................................................................................................ 3 Analysis Methods .............................................................................................................................................................. 3 Hydrologic Criteria ............................................................................................................................................................ 4 Hydraulic Criteria .............................................................................................................................................................. 6 Stormwater Management Plan ............................................................................................................................................ 6 Hydrologic Analysis ........................................................................................................................................................... 6 Master Planned Conditions .......................................................................................................................................... 6 Proposed Conditions .................................................................................................................................................... 7 Hydraulic Analysis ............................................................................................................................................................. 8 Culverts .......................................................................................................................................................................... 8 Detention Ponds ........................................................................................................................................................... 9 Conclusions ......................................................................................................................................................................... 10 Appendices Appendix A – Site Map Appendix B – Drainage Maps Appendix C – HydroCAD Hydrologic Model List of Figures and Tables Table 1: Rainfall Intensities ................................................................................................................................................... 4 Table 2: Existing Hydrologic Conditions ............................................................................................................................... 5 Table 3: Proposed Hydrologic Conditions ............................................................................................................................ 6 Table 4: Master Plan Pre-Development Discharges ............................................................................................................ 7 Table 5: 2019 Proposed Pond Discharges............................................................................................................................ 7 Table 6: Culvert Summary .................................................................................................................................................... 8 Table of Contents 1 INTRODUCTION The PT Land Subdivision was originally proposed in 2008 as a retail, commercial and hospitality development to be built in phases. Phase 1 was primarily retail development along the east side of North 15th Avenue between West Oak Street and Patrick Street and was developed in 2008. Phase 2 was platted along the north side of Patrick Street between North 15th Avenue and North 11th Avenue in 2009 but was never developed. Phase 3 consists of the remainder of the property which is generally bound by North 15th Avenue, Baxter Lane, North 11th Avenue, and Patrick Street. Virga Ventures I, LLC. proposes to develop the Phase 2 property into a mixed use development that they are calling “The Lumberyard”. This design report includes a description of the existing Phase 2 property and topography, and the proposed development and an analysis of the pre- and post-development conditions. It also includes a discussion on the state of the three detention ponds constructed in 2021 for the future development of the Phase 2 and Phase 3 properties and some proposed improvements to these ponds. For this project, only the improvements for Pond 2 will be constructed. The analysis and redesign for Ponds 3 and 4 is included for informational purposes only. The analysis includes discussions on Stormwater Design Criteria and a Stormwater Management Plan for the proposed site. Summary PT Land Phase 2 Subdivision is located along Patrick Street between North 15th Avenue and North 11th Avenue. The site is shown in Appendix A. The project will consist of commercial/retail/residential development within the PT Land Planned Unit Development (PUD). North 15th Avenue will be extended to Baxter Lane, Tschache Lane will be extended from North 15th Avenue to North 11th Avenue, North 14th Avenue will be extended to Tschache Lane, and North 12th Avenue will be constructed between Patrick Street and Tschache Lane. Description of Property The site is currently undeveloped and is described as Lots 1, 2, and 3A of the PT Land Phase 2 Subdivision. The existing site generally drains from south to north with a slight ridge down the center along a small doubletrack trail through the site in the future location of North 12th Avenue which splits drainage east and west. The Farmer’s Canal runs along the western edge of the site and Mandeville Creek runs along the eastern edge of the site. The ditch on the South side of Baxter Lane directs runoff east and west towards the two creeks, where they pass underneath Baxter Lane and I-90 via culverts. There are five existing stormwater detention ponds in the vicinity related to the three phases of the PT Land Subdivision. Ponds 1a and 1b were built in 2008 with the Phase 1 development. The two ponds are connected via a 15” PVC culvert under Tschache Lane with a shared outlet structure in Pond 1a. Ponds 2, 3, and 4 were built in 2021 to accommodate the future development of the Phase 2 and Phase 3 properties. Pond 2, just north of the proposed extension of Tschache Lane, will collect most of the runoff from the proposed development with Ponds 1a and 1b collecting the remainder. Further discussion of the ponds and observed storage problems is included in the Detention Ponds section of this report. The Phase 2 property is approximately 15 acres, of which all 15 acres are proposed to be developed. The management of runoff from the site will be provided by Ponds 1a, 1b, and 2. These ponds were originally designed for the Phase 1 and Phase 3 projects respectively with the design documentation provided in two Storm Drainage Design Reports (SDDR). The Phase 1 SDDR was previously prepared by Morrison-Maierle in 2007. The Phase 3 SDDR was previously prepared by KLJ in 2019. It is the intent of this report to comply with the approved SDDR’s. Existing Topography Historically, the site has included two major basins with two points of discharge – the culverts under Baxter Lane and I-90 for Farmer’s Canal and for Mandeville Creek. These basins have been broken up into smaller subbasins as shown in Appendix B and as follows: 2  Basin 1E – 9.34 acres of off-site developed land in the east half of the Kenyon Noble lot which drains to the north through the eastern part of the Phase 2 property and into Pond 2.  Basin 2E – 1.67 acres of off-site paved streets on North 11th Avenue and Patrick Street which drains to the north through the eastern part of the Phase 2 property and into Pond 2.  Basin 3E – 3.12 acres of undeveloped land in the eastern part of the Phase 2 property which drains to the north and into Pond 2.  Basin 4E – 3.94 acres of undeveloped land in the eastern part of the Phase 2 and Phase 3 properties which drains to the north and into Pond 4.  Basin 5E – 15.00 acres of undeveloped land in the central part of the Phase 2 property and the western part of the Phase 3 property which drains to the north and to the south ditch for Baxter Lane where it drains to the west to the culvert under Baxter Lane and I-90 for Farmer’s Canal.  Basin 6E – 5.44 acres of off-site developed land in the west half of the Kenyon Noble lot which drains to the northwest into Pond 1b.  Basin 7E – 1.50 acres of off-site paved streets on North 14th Avenue and Patrick Street which drains to the northwest into Pond 1b  Basin 8E – 7.30 acres of off-site developed land in the Phase 1 property which drains to the north into Pond 1b.  Basin 9E – 6.61 acres of undeveloped land in the western part of the Phase 2 property which drains to the northwest into Pond 1b.  Basin 10E – 1.30 acres of undeveloped land in the western part of the Phase 3 property which drains to the northwest into Pond 3.  Basin 11E – 31 acres of off-site developed land west of the site composed primarily of Lowe’s and the surrounding properties which drain to the northeast to the culvert under Baxter Lane and I-90 for Farmer’s Canal.  Basin 12E – 1148 acres of off-site developed land consisting of upstream drainage for Mandeville Creek which drains along the east side of the site to the culvert under Baxter Lane and I-90 for Mandeville Creek.  Basin 13E – 640 acres of off-site developed land consisting of upstream drainage for Farmer’s Canal which drains along the west side of the site to the culvert under Baxter Lane and I-90 for Farmer’s Canal. Previous Master Planning The SDDR prepared by Morrison-Maierle in 2007 in conjunction with the Phase 1 development developed a preliminary master stormwater plan for the entire site. Further analysis conducted during the Phase 3 development design made small revisions to this plan in the form of pond locations, volumes, and outlet structures. The original existing conditions results used in the 2007 SDDR will be used as the pre-development condition for this project. At this stage in the project, the proposed drainage patterns are much better defined and were re-evaluated for this project. The previous SDDR’s were referenced for the pond designs and were used for calibration of a new HydroCAD model for the existing and proposed conditions. Proposed Improvements The proposed improvements to the site for the Phase 2 portion of the project and for the purposes of the pond evaluation consist of the final full development of the PT Land Subdivision. Conceptual plans for Phase 2 and 3 were used for the establishment of drainage patterns in those properties. The off-site areas remain largely the same, with the only differences being that some of the basins from the existing conditions are combined due to the installation of new storm sewer facilities. The proposed basins are shown in Appendix B and the changed basins are summarized below:  Basin 3P – 11.45 acres of developed land in the eastern part of the Phase 2 property which drains to the north into Pond 2. 3  Basin 4P – 5.01 acres of developed land in the eastern part of the Phase 3 property which drains to the northeast into Pond 4.  Basin 5P – 1.81 acres of undeveloped land in the northwestern part of the Phase 3 property which drains to the south ditch for Baxter Lane where it drains to the west to the culvert und Baxter Land and I-90 for Farmer’s Canal.  Basin 7P – 8.80 acres of off-site developed land consisting of the Phase 1 property and the surrounding streets which drains to the north into Pond 1b.  Basin 8P – 4.42 acres of developed land in the western part of the Phase 2 property which drains to the northwest into Pond 1b.  Basin 9P – 1.27 acres of developed land in the southwestern part of the Phase 3 property which drains to the northwest into Pond 1a.  Basin 10P – 7.37 acres of developed land in the western part of the Phase 3 property which drains to the northwest into Pond 3. STORMWATER DESIGN CRITERIA As previously discussed, Morrison-Maierle and KLJ prepared SDDR’s to design stormwater management elements for the Phase 1 and Phase 3 developments respectively. The primary design outcome for both of these projects was the design and eventual construction of five stormwater detention ponds for the PT Land Subdivision. Regulations According to the City of Bozeman’s design standards:  Detention for commercial/industrial development shall be sized using a 10-year rainfall frequency. Post- developed discharge rates shall not exceed pre-developed rates.  Storm drain facilities shall be designed to convey the runoff associated with the 25-year storm.  Storage and treatment facilities shall be designed to remove solids, silt, oils, grease, and other pollutants. Additionally, the SDDR’s included the following terms which will still apply:  All ponds will be designed as landscape amenities per Condition #4 of PT Subdivision Major Subdivision Conditions. A permanent wet pool below the outlet elevation is proposed for most of the ponds for aesthetic and water quality protection benefits. Due to the proximity of the local groundwater table and high observed water elevations in the existing ponds, the ponds should be able to hold a standing pool below the outlet elevation.  All of the ponds are located within the entire 50-foot buffer adjacent to riparian wetlands (Zone 1 and Zone 2), but outside the 50-foot channel (ordinary high water) setback. The placement of ponds within Zone 1 is allowed for this site per Condition #4 of PT Subdivision Major Subdivision Conditions. Analysis Methods Per the City of Bozeman’s design standards for stormwater design, runoff was estimated using the Rational Method. The HydroCAD software was used to create a hydrologic model for the site. Due to the nature of the pond evaluation portion of the project, a large number of rainfall frequencies were analyzed. The 2-year, 5-year, 10-year, 25-year, 50-year, and 100-year 2-hour storm events were analyzed. The 2-hour event was chosen because the master planning model used a 2-hour storm duration and in order to be able to make an effective comparison with the master planned conditions, an equivalent storm needs to be used. 4 Hydrologic Criteria Rainfall intensities were determined using the Intensity Duration Frequency curves and equations provided in Figures I-2 and I-3 in the City of Bozeman’s design standards. Table 1 shows the rainfall intensities associated with each event. Table 1: Rainfall Intensities Rainfall Duration 2-year Event (in/hr) 5-year Event (in/hr) 10-year Event (in/hr) 25-year Event (in/hr) 50-year Event (in/hr) 100-year Event (in/hr) 120 Minutes 0.24 0.34 0.41 0.50 0.58 0.64 The Phase 1 SDDR used an average post-developed C-value of 0.73 for the Phase 1 property and 0.7 for the Kenyon Noble property. These values were maintained for these areas, but the newly developed properties are more characteristic of the Commercial Downtown C-value of 0.8 given in Table I-1 of the City of Bozeman’s design standards. The large off-site drainage areas of Basins 12 and 13 were previously delineated and analyzed using the SCS TR-55 Method for the 100-year, 24-hour event. In order to calibrate the C-value for the Rational Method for these areas, the 100-year, 5-hour event was used as a calibration event. The C-values for the basins were adjusted until the peak flow rates from the 5-hour event matched closely with those previously determined. Table 2 and 5 Table 3 show the existing and proposed hydrologic criteria used for each basin. Table 2: Existing Hydrologic Conditions Basin ID Area (ac) C Tc (min) 1E 9.34 0.7 17.2 2E 1.67 0.9 8.9 3E 3.12 0.31 27.6 4E 3.93 0.43 37.3 5E 15.01 0.2 66.6 6E 5.44 0.7 17.6 7E 1.50 0.9 12.4 8E 7.30 0.73 22.7 9E 6.61 0.2 29.1 10E 1.30 0.37 13.7 11E 31.08 0.64 46.6 12E 1148 0.62 301.2 13E 640 0.77 274.8 6 Table 3: Proposed Hydrologic Conditions Basin ID Area (ac) C Tc (min) 1P 9.34 0.7 17.2 2P 1.66 0.9 8.9 3P 10.95 0.9 14.5 4P 4.77 0.8 12.4 5P 1.81 0.3 30.5 6P 5.44 0.7 17.6 7P 8.80 0.73 23.4 8P 4.19 0.8 9.7 9P 1.01 0.9 7.3 10P 6.96 0.8 15.2 11P 31.08 0.64 46.6 12P 1148 0.62 301.2 13P 640 0.77 274.8 Hydraulic Criteria Storm drains, culverts, swales, curbs, and gutters were designed to convey the 25-year storm event, and no damage to structures in the 100-year event. According to current MDT design standards, the two culverts underneath I-90 should be designed for the 50-year event because all interstate crossing should be designed for the 50-year event at minimum. STORMWATER MANAGEMENT PLAN The Stormwater Management Plan consists of a hydrologic analysis of both the master planned and proposed conditions as well as a hydraulic analysis of on-site detention and culverts. Hydrologic Analysis The hydrologic analysis for the project site included an evaluation of peak flow rates anticipated for the 2-year, 5- year, 10-year, 25-year, 50-year, and 100-year events for the pre-development and proposed conditions. The results of the evaluation can be found in the following section. Master Planned Conditions The 2007 SDDR for the Phase 1 development designed four detention ponds to manage stormwater for the site. The points of discharge can be seen in the drainage maps in Appendix B. The master plan was used primarily to obtain pre-development flow conditions for the site. The master plan’s pre-development peak flow calculations were conducted using different a different storm duration for each basin that was equal to the time of concentration for the basin. The post-development peak flows were calculated with a consistent 2-hour storm across all basins which makes comparison between the two conditions inconsistent. Using the same basin characteristics, new pre- development peak flow rates were calculated using the same 2-hour storm duration used on the post-development conditions. Table 4 summarizes the results of the new pre-development calculations and the post-development calculations completed for the master plan. 7 Table 4: Master Plan Pre-Development Discharges Pond Outlet Structure Description Pre-Development Peak Discharge (cfs) Post-Development Peak Discharge (cfs) 10-year Storm 25-year Storm 50-year Storm 10-year Storm 25-year Storm 1 15” RCP Culvert @ Inv. 4734.00 10.5” Diameter Vertical Orifice @ Inv.4734.00 4’ Wide Wier @ 4735.70 Overtop Berm @ 4735.93 2.76 3.39 3.94 3.14 4.65 2 15” RCP Culvert @ Inv. 4733.0.0 13” Diameter Vertical Orifice @ Inv. 4733.00 4’ Wide Weir @ 4733.60 2.90 3.77 4.96 4.95 6.18 3 12” RCP Culvert @ Inv. 4725.00 7” Diameter Vertical Orifice @ Inv. 4725.00 0.57 0.70 0.82 1.27 1.47 4 12” RCP Culvert @ Inv. 4731.00 6” Diameter Vertical Orifice @ Inv 4731.00 0.50 0.61 0.71 1.07 1.20 Basin characteristics and pond data were taken directly from “Storm Drainage Design Report for PT Land Development” prepared by Morrison-Maierle, Inc. in April 2007. Pre-development peak flow rates were recalculated in accordance with the City of Bozeman’s design standards. Proposed Conditions The 2019 SDDR prepared by KLJ for the Phase 3 development proposed some changes to the pond volumes and the outlet structures for ponds 2, 3, and 4. These changes were in relation to changes to the proposed drainage patterns compared to what was anticipated in 2007. Some additional changes to drainage patterns are proposed which are reflected in updated calculations. Table 5 below summarizes the outlet structure configurations designed for Phase 3 and peak discharge rates from each pond based on the updated drainage patterns, assuming that each pond begins the storm event empty. Table 5: 2019 Proposed Pond Discharges Pond Outlet Structure Description Post-Development Peak Discharge (cfs) 10-year Storm 25-year Storm 50-year Storm 1 15” RCP Culvert @ Inv. 4734.00 10.5” Diameter Vertical Orifice @ Inv.4734.00 4’ Wide Wier @ 4735.70 Overtop Berm @ 4735.93 3.62 5.60 6.72 2 24” RCP Culvert @ Inv. 4731.95 4x 6” Diameter Vertical Orifices @ Inv. 4732.95 4x 60”x6” Vertical Orifices @ inv. 4734.50 Overflow Spillway @ Inv. 4734.75 4.14 8.34 10.15 3 15” RCP Culvert @ Inv. 4724.50 2x 4.5” Diameter Vertical Orifices @ Inv. 4725.00 4x 60”x6” Vertical Orifices @ 4726.80 Overflow Spillway @ 4726.80 1.14 1.29 2.83 4 15” RCP Culvert @ Inv. 4729.44 4x 3” Diameter Vertical Orifices @ Inv 4729.95 4x 60”x6” Vertical Orifices @ Inv. 4731.75 Overflow Spillway @ 4731.75 0.99 1.11 1.20 8 Following the construction of ponds 2, 3, and 4 in the summer/fall of 2021, all three ponds were observed to have water levels near the overtopping elevation of each pond. This was before installation of any outlet structures or construction of the overflow spillways. The contractor was directed to construct preliminary overflow spillways in order to prevent damage to the pond embankments during a storm event due to uncontrolled overtopping. The City of Bozeman requested that the pond storage and outlet structures be re-evaluated with the higher water level accounted for. This additional pond design and results will be documented in the Detention Ponds section of the Hydraulic Analysis. Hydraulic Analysis The hydraulic analysis for the project site included an evaluation of culvert capacity for the culvert on Farmer’s Canal and the culverts under Baxter Lane and I-90 and an evaluation of the in-place detention ponds with the intent to redesign the pond storage and outlets to adequately reduce peak flow rates with higher water levels maintained permanently in the ponds. Culverts There are two existing culverts on Farmer’s Canal with one being the crossing underneath Baxter Lane and I-90 in the northwest corner of the site and the other being approximately 50 feet upstream underneath the maintenance access embankment for the pond to the west. Mandeville Creek also has a culvert crossing Baxter Lane and I-90 in the northeast corner of the site. The Farmer’s Canal culvert under the maintenance access embankment consists of approximately 60 feet of 42” RCP. The overtopping point for this culvert is on the west edge of the maintenance access embankment where it overtops into the detention pond for the Lowe’s property, immediately draining to the crossing of Baxter Lane and I-90. The Farmer’s Canal crossing of Baxter Lane and I-90 consists of 140 feet of 58.5”x36” RCPA that connects to 260 feet of 57”x38” CMPA at a ditch drop inlet between Baxter Lane and I-90. The overtopping point for this culvert is located on Baxter Lane approximately 640 feet west of the culvert crossing. The Mandeville Creek crossing of Baxter Lane and I-90 consists of approximately 380 feet of 71”x47” CMPA. Table 6: Culvert Summary Culvert Location Culvert Size Upstream Invert Elevation (ft) Overtopping Elevation (ft) Q50 (cfs) 50-year Headwater Elevation (ft) 50-year Headwater Depth (ft) 50-year Overtopping/ Bypass Flow (cfs) Q10 (cfs) 10-year Outlet Velocity (ft/s) Farmer’s Canal under Maintenance Access 42” RCP 4720.85 4727.10 159.16 4730.39 9.54 77.67 112.47 7.77 Farmer’s Canal under Baxter Ln and I-90 58.5”x36” RCPA 4719.50 4726.89 266.76 4727.20 7.70 192.38 149.55 8.11 Mandeville Creek under Baxter Ln and I-90 71”x47” CMPA 4727.50 4732.10 228.33 4733.02 5.52 129.96 161.38 5.12 As this analysis shows, the culverts crossing I-90 do not meet MDT’s culvert design criteria as outlined in Chapter 11 of the MDT Hydraulics Manual. During the design storm, the roadway is not allowed to be overtopped which is occurring at the Farmer’s Canal culvert. The Farmer’s Canal culvert also exceeds MDT’s maximum allowable headwater criteria as a 58.5”x36” RCPA is allowed to develop up to 4.5 feet of headwater during the design event. The Mandeville Creek technically meets MDT’s design criteria; however, it is contributing approximately 130 cfs of additional flow to the Farmer’s Canal culvert, exacerbating the roadway overtopping issue present at that crossing. 9 Detention Ponds Following construction of the three detention ponds for the Phase 3 development in the summer/fall of 2021, each of the three ponds filled to near the designed embankment elevation with water. This was assumed to be a result of a high groundwater table in the area as no significant rainfall had been observed and the area is composed largely of wetlands. The City of Bozeman requested that some additional analysis be completed to redesign the ponds, keeping the high water table in mind. The ponds were redesigned as wet detention basins (WDB) following the guidance of the Montana Post-Construction Storm Water BMP Design Guidance Manual published in September 2017. WDB’s are essentially a detention basin with a permanent pool, usually provided by groundwater. The primary functions of these basins are to reduce peak flow rates leaving the basin and to provide treatment to stormwater. A properly design WDB can effectively treat stormwater for 80% TSS (Total Suspended Solids) removal and phosphorus. A WDB is a two-celled detention pond where a smaller pre-treatment forebay allows the majority of the sediment in stormwater to settle out into a more easily accessible area for maintenance and cleaning out of collected sediment. Stormwater then enters that primary pool where additional treatment occurs as it slowly flows to an outlet structure designed to restrict flows leaving the pond, reducing peak flow rates to less than the pre- development conditions. The WDB is also designed to detain stormwater from a half-inch rainfall event for 48 hours to provide better treatment of the water. Pond 2 will collect runoff from the proposed Phase 2 development of the Lumberyard subdivision, the east half of the Kenyon Noble site, and the surrounding streets. The conceptual layout of the Lumberyard includes numerous bioretention cells which should provide adequate treatment of runoff from the subdivision. Kenyon Noble has on- site detention which should treat runoff from the site. For the purposes of the calculations of the required pond volumes, it was assumed that the Runoff Treatment Volume (RTV) for this basin would be made up of only the street drainage and that the drainage coming from the Lumberyard subdivision and Kenyon Noble would already be treated when it enters the basin. This resulted in a slight increase in basin surface area from approximately 22,000 square feet to 25,000 square feet. The major change is the inclusion of a permanent pool in the design. Groundwater in the area is assumed to be at an elevation of approximately 4733’ based on observations during construction of the existing pond. The pond will have a permanent pool depth of 2 feet with an additional 2.5 feet of depth available for ponding during runoff events. The outlet structure was also redesigned for the new volumes. The new outlet configuration and the post-development peak discharge rates are summarized in Table 7 below. Pond 3 will collect runoff from the western part of the Phase 3 Development. This will include the roof runoff from the proposed hotel and most of the parking lot. For the calculations of pond volumes, the whole area was assumed to contribute to the RTV for this basin. This resulted in a much larger basin surface area than the previous design, increasing from approximately 13,500 square feet to 22,000 square feet. The depth was also increased with a normal pool depth of 4 feet and an additional 2 feet of depth available for ponding during runoff events. The outlet structure was also redesigned for the new volumes. The new outlet configuration and the post-development peak discharge rates are summarized in Table 7 below. Pond 4 will collect runoff from the eastern part of the Phase 3 development. This will include roof runoff from proposed buildings, parking lot runoff, and street runoff. The full area was assumed to contribute to the RTV for this basin. This resulted in a much larger basin surface area than the previous design, increasing from approximately 10,500 square feet to 22,500 square feet. The depth was also increased with a normal pool depth of 4 feet and an additional 1.9 feet of depth available for ponding during runoff events. The outlet structure was also redesigned for the new volumes. The new outlet configuration and the post-development peak discharge rates are summarized in Table 7 below. The alternative to these recommendations is to install the originally designed outlet structures in the current ponds. This option would effectively seek to drain the permanent pools in the hope that a dry pond condition could be 10 maintained once the ponded water is drained. It is clear that the groundwater table was encountered somewhere in each of these ponds during their construction and that either a permanent pool or a constant flow of exfiltrated groundwater out of the ponds or a combination of the two will likely be present. The exact end result is unclear due to a lack of sufficiently detailed soils and groundwater information in the area. Table 7: Redesigned Wet Detention Basin Discharges Pond Outlet Structure Description Post-Development Peak Discharge (cfs) 10-year Storm 25-year Storm 50-year Storm 1 15” RCP Culvert @ Inv. 4734.00 10.5” Diameter Vertical Orifice @ Inv.4734.00 4’ Wide Wier @ 4735.70 Overtop Berm @ 4735.93 3.62 5.60 6.72 2 12” RCP Culvert @ Inv. 4732.00 3” Diameter Orifice @ Inv. 4733.00 10” Diameter Orifice @ Inv. 4733.42 Overflow Grate @ Inv. 4735.15 Overflow Spillway @ Inv. 4735.15 2.94 4.65 9.65 3 15” RCP Culvert @ Inv. 4726.00 2” Diameter Orifice @ Inv. 4726.80 6” Diameter Orifice @ Inv. 4727.40 Overflow Spillway @ 4728.10 0.42 0.62 0.75 4 15” RCP Culvert @ Inv. 4730.00 Sharp Crested 45° V-Weir @ Inv 4731.50 Overflow Spillway @ 4732.40 0.37 0.56 0.75 MAINTENANCE Maintenance activities for wet detention basin consist primarily of vegetation management and sediment removal which should be performed as needed. Vegetation on the pond embankments and within the wetland areas should be monitored and maintained as needed. All clippings should be collected and removed from the site to prevent the buildup of organic material in the pond. Due to the unusually shallow design of Pond 2 compared to the typical wet detention basin, the pond should be monitored regularly for signs of mosquito larvae during the summer and treatment should be provided when breeding is found. Following large storms, the pond should be inspected for damage and sediment deposition. At this time, the trickle channel should be inspected for sediment and debris deposition and any accumulated sediment or debris cleared from the channel. When deposited sediment reaches the top of the concrete bottom of the pretreatment forebay, it should be removed. The maintenance access route and forebay overflow embankment have been designed to provide access to a skidsteer or backhoe for this activity. CONCLUSIONS Observations of the three newly constructed stormwater detention ponds on the PT Land Subdivision showed higher than expected water elevations during dry periods. This report has documented previous design in the area and has completed additional stormwater analysis of the area utilizing the latest conceptual layouts for the area and the latest design standards. While this does show that the previous design may not be adequate for the most recent conceptual layouts, the observed water levels in the ponds appears to be due to groundwater exfiltration into the ponds as opposed to inadequate storage design. With the higher than expected groundwater table in mind, these three dry detention ponds were redesigned as wet detention basins which will provide peak flow rate reductions below the pre-development conditions while providing treatment of any runoff for TSS and phosphorus. APPENDIX A Site Map SD LOT 2,BLOCK 261,754 SF1.42 ACLOT 1A, BLOCK 3375,818 SF8.63 ACLOT 1,BLOCK 280,144 SF1.84 ACDATE REVISIONSTORMWATER POND ENHANCEMENTS SHEETNO. VIRGA VENTURE I, LLC.ISSUE DATEDRAFTEDPROJECT NUMBERREVIEWEDBOZEMAN, MONTANA 2116-0156206/06/20221SITE MAP MHTPKN75075150SCALEFEETPRELIMINARY - NOT FOR CONSTRUCTIONCKLJ ENGINEERING, LLC 2021POND 2POND 4POND 3POND 1bPOND 1a APPENDIX B Drainage Maps © 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS © 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS DATE REVISIONSTORMWATER POND ENHANCEMENTS SHEETNO. VIRGA VENTURE I, LLC.ISSUE DATEDRAFTEDPROJECT NUMBERREVIEWEDBOZEMAN, MONTANA 2116-0156206/06/20221EXISTING CONDITIONS DRAINAGE MAP MHTPKN1500150300SCALEFEETPRELIMINARY - NOT FOR CONSTRUCTIONCKLJ ENGINEERING, LLC 20211E9.34 acC = 0.7Tc = 17.2 min2E1.67 acC = 0.9Tc = 8.9 min3E3.12 acC = 0.31Tc = 27.6 min4E3.93 acC = 0.43Tc = 37.3 min5E15.01 acC = 0.2Tc = 66.6 min6E5.44 acC = 0.7Tc = 17.6 min7E1.50 acC = 0.9Tc = 12.4 min8E7.30 acC = 0.73Tc = 22.7 min9E6.61 acC = 0.2Tc = 29.1 min10E1.30 acC = 0.37Tc = 13.7 min11E31.08 acC = 0.64Tc = 46.6 min12E1148 acC = 0.62Tc = 301.2 min13E640 acC = 0.77Tc = 274.8 minPOND 1aPOND 1aPOND 3Surface Area = 13,500 sfPOND 4Surface Area = 10,500 sfPOND 2Surface Area = 22,000 sf © 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS SDCOMME R CI A L P LA Z A DATE REVISIONSTORMWATER POND ENHANCEMENTS SHEETNO. VIRGA VENTURE I, LLC.ISSUE DATEDRAFTEDPROJECT NUMBERREVIEWEDBOZEMAN, MONTANA 2116-0156206/24/20221PROPOSED CONDITIONS DRAINAGE MAP MDHTPKN1500150300SCALEFEETPRELIMINARY - NOT FOR CONSTRUCTIONCKLJ ENGINEERING, LLC 20211P9.34 acC = 0.7Tc = 17.2 min2P1.66 acC = 0.9Tc = 8.9 min3P10.95 acC = 0.9Tc = 14.5 min4P2.48 acC = 0.37Tc = 30.1 min5P10.09 acC = 0.3Tc = 48.0 min6P5.44 acC = 0.7Tc = 17.6 min7P8.80 acC = 0.73Tc = 23.4 min8P4.19 acC = 0.8Tc = 9.7 min9P1.01 acC = 0.9Tc = 7.3 min10P1.62 acC = 0.92Tc = 8.6 min11P31.08 acC = 0.64Tc = 46.6 min12P1148 acC = 0.62Tc = 301.2 min13P640 acC = 0.77Tc = 274.8 minPOND 1aPOND 1aPOND 3Surface Area = 13,500 sfPOND 4Surface Area = 10,500 sfPOND 2Surface Area = 25,000 sf APPENDIX C HydroCAD Hydrologic Model 1P Kenyon Noble East 2P 11th and Patrick 3P Pond 2 Drainage 4P Pond 4 Drainage 5P Middle Drainage 6P Kenyon Noble West 7P Phase 1 8P Pond 1b On-site 9P Pond 1a On-site 10P Pond 3 Drainage 11P Lowe's 14S Pond 2 Street Drainage 34R Storm Sewer 35R Swale to Pond 2 40R Baxter Lane Ditch 43R Storm Sewer 44R Storm Sewer to Pond 1 33P Kenyon NE Pond 36P Pond 2 37P Pond 4 38P East Culvert Outlet 39P NE Culvert Out 41PCB 15th Ave Crossing 42P Kenyon NW Pond 45P Pond 1b 46P Pond 1a 47P Pond 3 48P Farmer's Canal Culvert 49P West Culvert Outlet 50P NW Culvert Out 51P Overtop 12P Offsite Basin #2 13P Offsite Basin #1 Routing Diagram for PTLands_NewPondsPrepared by KLJ, Printed 12/12/2022 HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 2HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: Kenyon Noble East Runoff = 2.24 cfs @ 0.29 hrs, Volume= 0.370 af, Depth= 0.48" Routed to Pond 33P : Kenyon NE Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (ac) C Description 9.340 0.70 9.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 Direct Entry, Summary for Subcatchment 2P: 11th and Patrick Runoff = 0.51 cfs @ 0.15 hrs, Volume= 0.085 af, Depth= 0.61" Routed to Reach 34R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (sf) C Description 72,202 0.90 Pavement 72,202 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Summary for Subcatchment 3P: Pond 2 Drainage Runoff = 3.18 cfs @ 0.25 hrs, Volume= 0.526 af, Depth= 0.55" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (sf) C Description 476,962 0.80 21,938 1.00 498,900 0.81 Weighted Average 476,962 95.60% Pervious Area 21,938 4.40% Impervious Area K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 3HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 Direct Entry, Summary for Subcatchment 4P: Pond 4 Drainage Runoff = 0.32 cfs @ 0.51 hrs, Volume= 0.052 af, Depth= 0.25" Routed to Pond 37P : Pond 4 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (sf) C Description 97,845 0.30 10,390 1.00 108,235 0.37 Weighted Average 97,845 90.40% Pervious Area 10,390 9.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.1 Direct Entry, Summary for Subcatchment 5P: Middle Drainage Runoff = 1.04 cfs @ 0.80 hrs, Volume= 0.172 af, Depth= 0.20" Routed to Pond 41P : 15th Ave Crossing Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (sf) C Description 439,582 0.30 439,582 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.0 Direct Entry, Summary for Subcatchment 6P: Kenyon Noble West Runoff = 1.31 cfs @ 0.30 hrs, Volume= 0.216 af, Depth= 0.48" Routed to Pond 42P : Kenyon NW Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 4HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (ac) C Description 5.443 0.70 5.443 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 Direct Entry, Summary for Subcatchment 7P: Phase 1 Runoff = 2.20 cfs @ 0.39 hrs, Volume= 0.364 af, Depth= 0.50" Routed to Reach 44R : Storm Sewer to Pond 1 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (sf) C Description 383,413 0.73 383,413 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, Summary for Subcatchment 8P: Pond 1b On-site Runoff = 1.15 cfs @ 0.17 hrs, Volume= 0.190 af, Depth= 0.54" Routed to Pond 45P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (sf) C Description 182,515 0.80 182,515 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, Summary for Subcatchment 9P: Pond 1a On-site Runoff = 0.31 cfs @ 0.13 hrs, Volume= 0.052 af, Depth= 0.61" Routed to Pond 46P : Pond 1a Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 5HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (sf) C Description 44,114 0.90 44,114 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 Direct Entry, Summary for Subcatchment 10P: Pond 3 Drainage Runoff = 0.51 cfs @ 0.15 hrs, Volume= 0.084 af, Depth= 0.63" Routed to Pond 47P : Pond 3 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (sf) C Description 57,062 0.90 13,479 1.00 70,541 0.92 Weighted Average 57,062 80.89% Pervious Area 13,479 19.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 Direct Entry, Summary for Subcatchment 11P: Lowe's Runoff = 6.82 cfs @ 0.78 hrs, Volume= 1.127 af, Depth= 0.44" Routed to Pond 49P : West Culvert Outlet Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (sf) C Description 1,354,059 0.64 1,354,059 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.6 Direct Entry, K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 6HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Pond 2 Street Drainage Runoff = 0.93 cfs @ 0.12 hrs, Volume= 0.154 af, Depth= 0.65" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hr Area (sf) C Description 124,898 0.95 124,898 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Reach 34R: Storm Sewer Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth > 0.50" for 5-yr event Inflow = 2.03 cfs @ 2.00 hrs, Volume= 0.454 af Outflow = 2.02 cfs @ 2.00 hrs, Volume= 0.454 af, Atten= 0%, Lag= 0.1 min Routed to Reach 35R : Swale to Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 5.56 fps, Min. Travel Time= 0.9 min Avg. Velocity = 1.24 fps, Avg. Travel Time= 3.9 min Peak Storage= 106 cf @ 2.00 hrs Average Depth at Peak Storage= 0.39' , Surface Width= 1.31' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 13.73 cfs 18.0" Round Pipe n= 0.013 Length= 292.0' Slope= 0.0171 '/' Inlet Invert= 4,742.69', Outlet Invert= 4,737.70' Summary for Reach 35R: Swale to Pond 2 Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth > 0.50" for 5-yr event Inflow = 2.02 cfs @ 2.00 hrs, Volume= 0.454 af Outflow = 2.00 cfs @ 2.01 hrs, Volume= 0.454 af, Atten= 1%, Lag= 1.0 min Routed to Pond 36P : Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 7HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 0.93 fps, Min. Travel Time= 5.6 min Avg. Velocity = 0.29 fps, Avg. Travel Time= 18.0 min Peak Storage= 677 cf @ 2.01 hrs Average Depth at Peak Storage= 0.29' , Surface Width= 9.68' Bank-Full Depth= 3.00' Flow Area= 87.0 sf, Capacity= 306.29 cfs 5.00' x 3.00' deep channel, n= 0.030 Side Slope Z-value= 10.0 6.0 '/' Top Width= 53.00' Length= 315.0' Slope= 0.0026 '/' Inlet Invert= 4,737.70', Outlet Invert= 4,736.87' ‡ Summary for Reach 40R: Baxter Lane Ditch Inflow = 36.53 cfs @ 5.10 hrs, Volume= 7.018 af Outflow = 36.35 cfs @ 5.14 hrs, Volume= 7.018 af, Atten= 1%, Lag= 2.5 min Routed to Pond 41P : 15th Ave Crossing Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.88 fps, Min. Travel Time= 3.1 min Avg. Velocity = 1.42 fps, Avg. Travel Time= 6.2 min Peak Storage= 6,689 cf @ 5.14 hrs Average Depth at Peak Storage= 1.45' , Surface Width= 17.40' Bank-Full Depth= 4.00' Flow Area= 96.0 sf, Capacity= 543.66 cfs 0.00' x 4.00' deep channel, n= 0.030 Side Slope Z-value= 6.0 '/' Top Width= 48.00' Length= 530.0' Slope= 0.0053 '/' Inlet Invert= 4,729.54', Outlet Invert= 4,726.74' ‡ K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 8HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Reach 43R: Storm Sewer Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.48" for 5-yr event Inflow = 0.88 cfs @ 2.09 hrs, Volume= 0.216 af Outflow = 0.88 cfs @ 2.11 hrs, Volume= 0.216 af, Atten= 0%, Lag= 1.2 min Routed to Reach 44R : Storm Sewer to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.97 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.94 fps, Avg. Travel Time= 7.1 min Peak Storage= 89 cf @ 2.11 hrs Average Depth at Peak Storage= 0.28' , Surface Width= 1.16' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 11.98 cfs 18.0" Round Pipe n= 0.013 Length= 400.0' Slope= 0.0130 '/' Inlet Invert= 4,744.65', Outlet Invert= 4,739.45' Summary for Reach 44R: Storm Sewer to Pond 1 Inflow Area = 14.245 ac, 0.00% Impervious, Inflow Depth = 0.49" for 5-yr event Inflow = 3.08 cfs @ 2.00 hrs, Volume= 0.580 af Outflow = 3.07 cfs @ 2.00 hrs, Volume= 0.580 af, Atten= 0%, Lag= 0.0 min Routed to Pond 45P : Pond 1b Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.47 fps, Min. Travel Time= 1.8 min Avg. Velocity = 0.43 fps, Avg. Travel Time= 10.2 min Peak Storage= 330 cf @ 2.00 hrs Average Depth at Peak Storage= 0.84' , Surface Width= 1.97' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 8.40 cfs 24.0" Round Pipe n= 0.035 Length= 265.0' Slope= 0.0100 '/' Inlet Invert= 4,739.45', Outlet Invert= 4,736.80' K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 9HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: Kenyon NE Pond Inflow Area = 9.340 ac, 0.00% Impervious, Inflow Depth = 0.48" for 5-yr event Inflow = 2.24 cfs @ 0.29 hrs, Volume= 0.370 af Outflow = 1.52 cfs @ 2.09 hrs, Volume= 0.369 af, Atten= 32%, Lag= 108.1 min Primary = 1.52 cfs @ 2.09 hrs, Volume= 0.369 af Routed to Reach 34R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,745.49' @ 2.09 hrs Storage= 8,501 cf Plug-Flow detention time= 98.2 min calculated for 0.369 af (100% of inflow) Center-of-Mass det. time= 98.5 min ( 167.1 - 68.6 ) Volume Invert Avail.Storage Storage Description #1 4,744.00' 12,300 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,744.00 0 4,745.50 8,570 4,747.00 12,300 Device Routing Invert Outlet Devices #1 Primary 4,744.00'18.0" Round Culvert L= 124.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,744.00' / 4,742.69' S= 0.0106 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf #2 Device 1 4,744.00'7.0" Vert. Orifice/Grate C= 0.650 Limited to weir flow at low heads #3 Device 1 4,745.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.52 cfs @ 2.09 hrs HW=4,745.49' TW=4,743.05' (Dynamic Tailwater) 1=Culvert (Passes 1.52 cfs of 7.33 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.52 cfs @ 5.71 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 36P: Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 10HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Inflow Area = 25.318 ac, 13.31% Impervious, Inflow Depth = 0.54" for 5-yr event Inflow = 6.11 cfs @ 2.00 hrs, Volume= 1.134 af Outflow = 2.47 cfs @ 2.18 hrs, Volume= 1.100 af, Atten= 60%, Lag= 10.9 min Primary = 2.47 cfs @ 2.18 hrs, Volume= 1.100 af Routed to Pond 38P : East Culvert Outlet Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,733.00' Surf.Area= 18,107 sf Storage= 24,894 cf Peak Elev= 4,734.53' @ 2.18 hrs Surf.Area= 23,354 sf Storage= 56,787 cf (31,893 cf above start) Plug-Flow detention time= 712.3 min calculated for 0.528 af (47% of inflow) Center-of-Mass det. time= 344.9 min ( 447.4 - 102.4 ) Volume Invert Avail.Storage Storage Description #1 4,731.00' 108,710 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,731.00 9,253 0 0 4,732.00 12,011 10,632 10,632 4,732.50 13,464 6,369 17,001 4,733.00 18,107 7,893 24,894 4,734.00 21,724 19,916 44,809 4,736.00 27,858 49,582 94,391 4,736.50 29,417 14,319 108,710 Device Routing Invert Outlet Devices #1 Primary 4,732.00'12.0" Round Culvert L= 26.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,732.00' / 4,731.75' S= 0.0096 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 4,733.00'3.0" Vert. 3" diameter orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,733.42'10.0" Vert. 10" Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 4,735.15'2.0" x 6.0" Horiz. Overflow Grate X 6.00 columns X 3 rows C= 0.600 in 24.0" Grate (48% open area) Limited to weir flow at low heads #5 Secondary 4,735.15'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=2.47 cfs @ 2.18 hrs HW=4,734.53' TW=4,730.45' (Dynamic Tailwater) 1=Culvert (Passes 2.47 cfs of 5.39 cfs potential flow) 2=3" diameter orifice (Orifice Controls 0.28 cfs @ 5.71 fps) 3=10" Orifice (Orifice Controls 2.19 cfs @ 4.01 fps) 4=Overflow Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,733.00' TW=4,727.50' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 11HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 37P: Pond 4 Inflow Area = 2.485 ac, 9.60% Impervious, Inflow Depth = 0.25" for 5-yr event Inflow = 0.32 cfs @ 0.51 hrs, Volume= 0.052 af Outflow = 0.01 cfs @ 2.49 hrs, Volume= 0.018 af, Atten= 97%, Lag= 118.7 min Primary = 0.01 cfs @ 2.49 hrs, Volume= 0.018 af Routed to Pond 38P : East Culvert Outlet Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,731.50' Surf.Area= 15,630 sf Storage= 40,059 cf Peak Elev= 4,731.64' @ 2.49 hrs Surf.Area= 16,176 sf Storage= 42,304 cf (2,246 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 1,270.0 min ( 1,345.0 - 75.1 ) Volume Invert Avail.Storage Storage Description #1 4,727.00' 104,331 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.00 4,328 0 0 4,731.00 12,220 33,096 33,096 4,731.50 15,630 6,963 40,059 4,734.50 27,218 64,272 104,331 Device Routing Invert Outlet Devices #1 Primary 4,730.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,730.00' / 4,729.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,731.50'45.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #3 Secondary 4,732.40'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.01 cfs @ 2.49 hrs HW=4,731.64' TW=4,730.66' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.01 cfs of 5.61 cfs potential flow) 2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.01 cfs @ 0.96 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,731.50' TW=4,727.50' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 12HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 38P: East Culvert Outlet Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth > 0.59" for 5-yr event Inflow = 136.45 cfs @ 5.02 hrs, Volume= 57.343 af Outflow = 134.45 cfs @ 5.10 hrs, Volume= 57.343 af, Atten= 1%, Lag= 4.6 min Primary = 97.92 cfs @ 5.10 hrs, Volume= 50.325 af Routed to Pond 39P : NE Culvert Out Secondary = 16.12 cfs @ 4.60 hrs, Volume= 5.436 af Routed to Reach 40R : Baxter Lane Ditch Tertiary = 20.71 cfs @ 5.10 hrs, Volume= 1.582 af Routed to Reach 40R : Baxter Lane Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,732.39' @ 5.10 hrs Surf.Area= 43,946 sf Storage= 43,897 cf Plug-Flow detention time= 2.9 min calculated for 57.331 af (100% of inflow) Center-of-Mass det. time= 2.9 min ( 307.7 - 304.7 ) Volume Invert Avail.Storage Storage Description #1 4,727.50' 119,137 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.50 37 0 0 4,728.00 103 35 35 4,728.50 204 77 112 4,729.00 414 155 266 4,729.50 927 335 602 4,730.00 1,675 651 1,252 4,730.50 3,531 1,302 2,554 4,731.00 12,711 4,061 6,614 4,731.50 22,183 8,724 15,338 4,732.00 32,689 13,718 29,056 4,732.50 47,220 19,977 49,033 4,733.00 71,244 29,616 78,649 4,733.50 90,709 40,488 119,137 Device Routing Invert Outlet Devices #1 Primary 4,727.50'71.0" W x 47.0" H, R=35.9"/110.3" Pipe Arch CMP_Arch_1/2 71x47 L= 376.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4,727.50' / 4,725.50' S= 0.0053 '/' Cc= 0.900 n= 0.027, Flow Area= 18.31 sf #2 Secondary 4,729.80'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 58.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,729.80' / 4,729.54' S= 0.0045 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #3 Tertiary 4,732.10'50.0' long x 35.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 13HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=97.92 cfs @ 5.10 hrs HW=4,732.39' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 71x47 (Barrel Controls 97.92 cfs @ 5.47 fps) Secondary OutFlow Max=16.12 cfs @ 4.60 hrs HW=4,732.25' TW=4,730.74' (Dynamic Tailwater) 2=RCP_Arch 29x18 (Inlet Controls 16.12 cfs @ 5.77 fps) Tertiary OutFlow Max=20.70 cfs @ 5.10 hrs HW=4,732.39' TW=4,730.99' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 20.70 cfs @ 1.44 fps) Summary for Pond 39P: NE Culvert Out Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth > 0.51" for 5-yr event Inflow = 97.92 cfs @ 5.10 hrs, Volume= 50.325 af Primary = 97.92 cfs @ 5.10 hrs, Volume= 50.325 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 41P: 15th Ave Crossing Inflow Area = 10.091 ac, 0.00% Impervious, Inflow Depth = 8.55" for 5-yr event Inflow = 36.35 cfs @ 5.14 hrs, Volume= 7.190 af Outflow = 36.35 cfs @ 5.14 hrs, Volume= 7.190 af, Atten= 0%, Lag= 0.0 min Primary = 19.08 cfs @ 5.14 hrs, Volume= 5.977 af Routed to Pond 49P : West Culvert Outlet Secondary = 17.27 cfs @ 5.14 hrs, Volume= 1.213 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,729.92' @ 5.14 hrs Device Routing Invert Outlet Devices #1 Primary 4,726.74'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.74' / 4,726.14' S= 0.0052 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #2 Secondary 4,729.60'30.0' long + 20.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=19.08 cfs @ 5.14 hrs HW=4,729.92' TW=4,726.17' (Dynamic Tailwater) 1=RCP_Arch 29x18 (Barrel Controls 19.08 cfs @ 6.83 fps) Secondary OutFlow Max=17.27 cfs @ 5.14 hrs HW=4,729.92' TW=4,726.17' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 17.27 cfs @ 1.47 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 14HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 42P: Kenyon NW Pond Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.48" for 5-yr event Inflow = 1.31 cfs @ 0.30 hrs, Volume= 0.216 af Outflow = 0.88 cfs @ 2.09 hrs, Volume= 0.216 af, Atten= 32%, Lag= 107.7 min Primary = 0.88 cfs @ 2.09 hrs, Volume= 0.216 af Routed to Reach 43R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,746.85' @ 2.09 hrs Storage= 4,772 cf Plug-Flow detention time= 81.7 min calculated for 0.216 af (100% of inflow) Center-of-Mass det. time= 81.6 min ( 150.4 - 68.8 ) Volume Invert Avail.Storage Storage Description #1 4,745.00' 8,000 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,745.00 0 4,746.90 4,890 4,748.00 8,000 Device Routing Invert Outlet Devices #1 Primary 4,745.00'18.0" Round Culvert L= 70.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,745.00' / 4,744.19' S= 0.0116 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 4,745.00'5.0" Vert. 5" Orifice C= 0.630 Limited to weir flow at low heads #3 Device 1 4,746.90'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.88 cfs @ 2.09 hrs HW=4,746.85' TW=4,744.93' (Dynamic Tailwater) 1=Culvert (Passes 0.88 cfs of 8.94 cfs potential flow) 2=5" Orifice (Orifice Controls 0.88 cfs @ 6.49 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 45P: Pond 1b Inflow Area = 18.435 ac, 0.00% Impervious, Inflow Depth = 0.50" for 5-yr event Inflow = 4.22 cfs @ 2.00 hrs, Volume= 0.770 af Outflow = 4.14 cfs @ 2.01 hrs, Volume= 0.769 af, Atten= 2%, Lag= 0.6 min Primary = 4.14 cfs @ 2.01 hrs, Volume= 0.769 af Routed to Pond 46P : Pond 1a Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,737.41' @ 2.01 hrs Surf.Area= 6,142 sf Storage= 4,365 cf Plug-Flow detention time= 18.6 min calculated for 0.769 af (100% of inflow) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 15HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Center-of-Mass det. time= 18.3 min ( 112.6 - 94.3 ) Volume Invert Avail.Storage Storage Description #1 4,736.30' 17,541 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,736.30 0 0 0 4,736.50 1,777 178 178 4,737.00 5,363 1,785 1,963 4,737.50 6,309 2,918 4,881 4,738.00 7,505 3,454 8,334 4,738.50 9,002 4,127 12,461 4,739.00 11,320 5,081 17,541 Device Routing Invert Outlet Devices #1 Primary 4,736.30'15.0" Round Culvert L= 160.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,736.30' / 4,734.80' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 4,738.75'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=4.14 cfs @ 2.01 hrs HW=4,737.41' TW=4,735.42' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.14 cfs @ 3.59 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,736.30' TW=4,720.85' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 46P: Pond 1a Inflow Area = 19.448 ac, 0.00% Impervious, Inflow Depth = 0.51" for 5-yr event Inflow = 4.45 cfs @ 2.00 hrs, Volume= 0.821 af Outflow = 2.97 cfs @ 2.32 hrs, Volume= 0.821 af, Atten= 33%, Lag= 19.7 min Primary = 2.97 cfs @ 2.32 hrs, Volume= 0.821 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,735.49' @ 2.32 hrs Surf.Area= 12,771 sf Storage= 13,945 cf Plug-Flow detention time= 72.1 min calculated for 0.821 af (100% of inflow) Center-of-Mass det. time= 71.9 min ( 181.4 - 109.5 ) Volume Invert Avail.Storage Storage Description #1 4,734.00' 27,928 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 16HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,734.00 0 0 0 4,734.50 10,310 2,578 2,578 4,735.00 11,386 5,424 8,002 4,735.50 12,793 6,045 14,046 4,736.00 14,244 6,759 20,806 4,736.50 14,244 7,122 27,928 Device Routing Invert Outlet Devices #1 Primary 4,734.00'15.0" Round Culvert L= 24.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,734.00' / 4,734.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,734.00'10.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 4,735.70'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Secondary 4,735.93'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.97 cfs @ 2.32 hrs HW=4,735.49' TW=4,724.35' (Dynamic Tailwater) 1=Culvert (Passes 2.97 cfs of 4.08 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.97 cfs @ 4.94 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,734.00' TW=4,720.85' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 47P: Pond 3 Inflow Area = 1.619 ac, 19.11% Impervious, Inflow Depth = 0.63" for 5-yr event Inflow = 0.51 cfs @ 0.15 hrs, Volume= 0.084 af Outflow = 0.06 cfs @ 2.13 hrs, Volume= 0.073 af, Atten= 88%, Lag= 118.6 min Primary = 0.06 cfs @ 2.13 hrs, Volume= 0.073 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,726.80' Surf.Area= 11,039 sf Storage= 16,414 cf Peak Elev= 4,727.11' @ 2.13 hrs Surf.Area= 11,498 sf Storage= 19,885 cf (3,471 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 907.6 min ( 971.9 - 64.3 ) Volume Invert Avail.Storage Storage Description #1 4,725.00' 118,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 17HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,725.00 7,245 0 0 4,725.50 8,261 3,877 3,877 4,726.00 9,319 4,395 8,272 4,726.50 10,392 4,928 13,199 4,727.00 11,471 5,466 18,665 4,735.00 13,479 99,800 118,465 Device Routing Invert Outlet Devices #1 Primary 4,726.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.00' / 4,725.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,726.80'2.0" Vert. 2" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,727.05'6.0" Vert. 6" Orifice C= 0.600 Limited to weir flow at low heads #4 Secondary 4,728.10'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.06 cfs @ 2.13 hrs HW=4,727.11' TW=4,724.17' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.06 cfs of 3.58 cfs potential flow) 2=2" Orifice (Orifice Controls 0.05 cfs @ 2.27 fps) 3=6" Orifice (Orifice Controls 0.01 cfs @ 0.81 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,726.80' TW=4,720.85' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 48P: Farmer's Canal Culvert Inflow Area = 661.167 ac, 0.05% Impervious, Inflow Depth = 0.72" for 5-yr event Inflow = 94.53 cfs @ 4.58 hrs, Volume= 39.836 af Outflow = 87.21 cfs @ 5.11 hrs, Volume= 39.836 af, Atten= 8%, Lag= 32.0 min Primary = 71.68 cfs @ 4.52 hrs, Volume= 33.873 af Routed to Pond 49P : West Culvert Outlet Secondary = 38.42 cfs @ 5.66 hrs, Volume= 5.962 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.66' @ 5.66 hrs Surf.Area= 62,869 sf Storage= 117,199 cf Plug-Flow detention time= 16.0 min calculated for 39.836 af (100% of inflow) Center-of-Mass det. time= 16.0 min ( 303.4 - 287.4 ) Volume Invert Avail.Storage Storage Description #1 4,720.85' 173,107 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 18HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,720.85 0 0 0 4,721.00 25 2 2 4,721.50 194 55 57 4,722.00 581 194 250 4,722.50 1,261 461 711 4,723.00 2,431 923 1,634 4,723.50 5,526 1,989 3,623 4,724.00 9,116 3,661 7,284 4,724.50 13,320 5,609 12,893 4,725.00 18,237 7,889 20,782 4,725.50 23,578 10,454 31,236 4,726.00 29,500 13,270 44,505 4,726.50 36,258 16,440 60,945 4,727.00 43,906 20,041 80,986 4,727.50 61,526 26,358 107,344 4,728.50 70,000 65,763 173,107 Device Routing Invert Outlet Devices #1 Primary 4,720.85'42.0" Round RCP_Round 42" L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,720.85' / 4,720.72' S= 0.0026 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf #2 Secondary 4,727.10'30.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=71.68 cfs @ 4.52 hrs HW=4,727.13' TW=4,724.73' (Dynamic Tailwater) 1=RCP_Round 42" (Inlet Controls 71.68 cfs @ 7.45 fps) Secondary OutFlow Max=38.42 cfs @ 5.66 hrs HW=4,727.66' TW=4,726.80' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 38.42 cfs @ 1.93 fps) Summary for Pond 49P: West Culvert Outlet Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 0.82" for 5-yr event Inflow = 123.52 cfs @ 5.14 hrs, Volume= 48.153 af Outflow = 94.88 cfs @ 5.99 hrs, Volume= 48.153 af, Atten= 23%, Lag= 51.4 min Primary = 93.29 cfs @ 5.99 hrs, Volume= 48.129 af Routed to Pond 50P : NW Culvert Out Secondary = 1.59 cfs @ 5.99 hrs, Volume= 0.023 af Routed to Pond 51P : Overtop Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,726.91' @ 5.99 hrs Surf.Area= 92,709 sf Storage= 182,591 cf Plug-Flow detention time= 16.3 min calculated for 48.143 af (100% of inflow) Center-of-Mass det. time= 16.3 min ( 314.8 - 298.5 ) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 19HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 4,719.50' 314,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,719.50 1 0 0 4,720.00 480 120 120 4,720.50 1,813 573 694 4,721.00 3,709 1,381 2,074 4,721.50 6,488 2,549 4,623 4,722.00 10,418 4,227 8,850 4,722.50 15,211 6,407 15,257 4,723.00 17,647 8,215 23,472 4,723.50 20,259 9,477 32,948 4,724.00 23,461 10,930 43,878 4,725.00 31,410 27,436 71,314 4,726.00 56,236 43,823 115,137 4,727.00 96,503 76,370 191,506 4,728.00 150,000 123,252 314,758 Device Routing Invert Outlet Devices #1 Primary 4,718.10'57.0" W x 38.0" H, R=28.9"/88.3" Pipe Arch CMP_Arch_1/2 57x38 L= 260.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,718.10' / 4,716.50' S= 0.0062 '/' Cc= 0.900 n= 0.027, Flow Area= 11.89 sf #2 Device 1 4,719.50'58.5" W x 36.0" H, R=30.0"/84.0" Pipe Arch RCP_Arch 59x36 L= 140.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,719.50' / 4,718.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 11.40 sf #3 Secondary 4,726.89'300.0' long x 45.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=93.29 cfs @ 5.99 hrs HW=4,726.91' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 57x38 (Barrel Controls 93.29 cfs @ 7.84 fps) 2=RCP_Arch 59x36 (Passes 93.29 cfs of 134.42 cfs potential flow) Secondary OutFlow Max=1.59 cfs @ 5.99 hrs HW=4,726.91' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 1.59 cfs @ 0.34 fps) Summary for Pond 50P: NW Culvert Out Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 0.82" for 5-yr event Inflow = 93.29 cfs @ 5.99 hrs, Volume= 48.129 af Primary = 93.29 cfs @ 5.99 hrs, Volume= 48.129 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 5-yr Duration=120 min, Inten=0.34 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 20HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 51P: Overtop Inflow = 1.59 cfs @ 5.99 hrs, Volume= 0.023 af Primary = 1.59 cfs @ 5.99 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Link 12P: Offsite Basin #2 Inflow Area = 1,147.800 ac, 0.00% Impervious, Inflow Depth = 0.59" for 5-yr event Inflow = 135.20 cfs @ 5.03 hrs, Volume= 56.226 af Primary = 135.20 cfs @ 5.03 hrs, Volume= 56.226 af, Atten= 0%, Lag= 0.0 min Routed to Pond 38P : East Culvert Outlet Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 5-yr Runoff Imported from PTLands_Offsite Basins~Subcat 2S.hce Summary for Link 13P: Offsite Basin #1 Inflow Area = 640.100 ac, 0.00% Impervious, Inflow Depth = 0.73" for 5-yr event Inflow = 93.62 cfs @ 4.58 hrs, Volume= 38.942 af Primary = 93.62 cfs @ 4.58 hrs, Volume= 38.942 af, Atten= 0%, Lag= 0.0 min Routed to Pond 48P : Farmer's Canal Culvert Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 5-yr Runoff Imported from PTLands_Offsite Basins~Subcat 1S.hce K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 21HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: Kenyon Noble East Runoff = 2.69 cfs @ 0.29 hrs, Volume= 0.445 af, Depth= 0.57" Routed to Pond 33P : Kenyon NE Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (ac) C Description 9.340 0.70 9.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 Direct Entry, Summary for Subcatchment 2P: 11th and Patrick Runoff = 0.61 cfs @ 0.15 hrs, Volume= 0.101 af, Depth= 0.73" Routed to Reach 34R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 72,202 0.90 Pavement 72,202 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Summary for Subcatchment 3P: Pond 2 Drainage Runoff = 3.82 cfs @ 0.25 hrs, Volume= 0.631 af, Depth= 0.66" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 476,962 0.80 21,938 1.00 498,900 0.81 Weighted Average 476,962 95.60% Pervious Area 21,938 4.40% Impervious Area K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 22HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 Direct Entry, Summary for Subcatchment 4P: Pond 4 Drainage Runoff = 0.38 cfs @ 0.51 hrs, Volume= 0.063 af, Depth= 0.30" Routed to Pond 37P : Pond 4 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 97,845 0.30 10,390 1.00 108,235 0.37 Weighted Average 97,845 90.40% Pervious Area 10,390 9.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.1 Direct Entry, Summary for Subcatchment 5P: Middle Drainage Runoff = 1.25 cfs @ 0.80 hrs, Volume= 0.206 af, Depth= 0.24" Routed to Pond 41P : 15th Ave Crossing Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 439,582 0.30 439,582 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.0 Direct Entry, Summary for Subcatchment 6P: Kenyon Noble West Runoff = 1.57 cfs @ 0.30 hrs, Volume= 0.259 af, Depth= 0.57" Routed to Pond 42P : Kenyon NW Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 23HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (ac) C Description 5.443 0.70 5.443 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 Direct Entry, Summary for Subcatchment 7P: Phase 1 Runoff = 2.64 cfs @ 0.39 hrs, Volume= 0.437 af, Depth= 0.60" Routed to Reach 44R : Storm Sewer to Pond 1 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 383,413 0.73 383,413 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, Summary for Subcatchment 8P: Pond 1b On-site Runoff = 1.38 cfs @ 0.17 hrs, Volume= 0.228 af, Depth= 0.65" Routed to Pond 45P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 182,515 0.80 182,515 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, Summary for Subcatchment 9P: Pond 1a On-site Runoff = 0.37 cfs @ 0.13 hrs, Volume= 0.062 af, Depth= 0.73" Routed to Pond 46P : Pond 1a Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 24HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (sf) C Description 44,114 0.90 44,114 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 Direct Entry, Summary for Subcatchment 10P: Pond 3 Drainage Runoff = 0.61 cfs @ 0.15 hrs, Volume= 0.101 af, Depth= 0.75" Routed to Pond 47P : Pond 3 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 57,062 0.90 13,479 1.00 70,541 0.92 Weighted Average 57,062 80.89% Pervious Area 13,479 19.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 Direct Entry, Summary for Subcatchment 11P: Lowe's Runoff = 8.18 cfs @ 0.78 hrs, Volume= 1.353 af, Depth= 0.52" Routed to Pond 49P : West Culvert Outlet Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 1,354,059 0.64 1,354,059 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.6 Direct Entry, K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 25HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Pond 2 Street Drainage Runoff = 1.12 cfs @ 0.12 hrs, Volume= 0.185 af, Depth= 0.78" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 124,898 0.95 124,898 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Reach 34R: Storm Sewer Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth > 0.59" for 10-yr event Inflow = 3.30 cfs @ 2.00 hrs, Volume= 0.545 af Outflow = 3.30 cfs @ 2.00 hrs, Volume= 0.545 af, Atten= 0%, Lag= 0.0 min Routed to Reach 35R : Swale to Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 6.39 fps, Min. Travel Time= 0.8 min Avg. Velocity = 1.26 fps, Avg. Travel Time= 3.9 min Peak Storage= 151 cf @ 2.00 hrs Average Depth at Peak Storage= 0.50' , Surface Width= 1.41' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 13.73 cfs 18.0" Round Pipe n= 0.013 Length= 292.0' Slope= 0.0171 '/' Inlet Invert= 4,742.69', Outlet Invert= 4,737.70' Summary for Reach 35R: Swale to Pond 2 Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth > 0.59" for 10-yr event Inflow = 3.30 cfs @ 2.00 hrs, Volume= 0.545 af Outflow = 3.30 cfs @ 2.00 hrs, Volume= 0.545 af, Atten= 0%, Lag= 0.0 min Routed to Pond 36P : Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 26HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.08 fps, Min. Travel Time= 4.9 min Avg. Velocity = 0.30 fps, Avg. Travel Time= 17.7 min Peak Storage= 966 cf @ 2.00 hrs Average Depth at Peak Storage= 0.38' , Surface Width= 11.09' Bank-Full Depth= 3.00' Flow Area= 87.0 sf, Capacity= 306.29 cfs 5.00' x 3.00' deep channel, n= 0.030 Side Slope Z-value= 10.0 6.0 '/' Top Width= 53.00' Length= 315.0' Slope= 0.0026 '/' Inlet Invert= 4,737.70', Outlet Invert= 4,736.87' ‡ Summary for Reach 40R: Baxter Lane Ditch Inflow = 62.37 cfs @ 5.10 hrs, Volume= 12.754 af Outflow = 62.18 cfs @ 5.14 hrs, Volume= 12.754 af, Atten= 0%, Lag= 2.2 min Routed to Pond 41P : 15th Ave Crossing Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.29 fps, Min. Travel Time= 2.7 min Avg. Velocity = 1.61 fps, Avg. Travel Time= 5.5 min Peak Storage= 10,006 cf @ 5.14 hrs Average Depth at Peak Storage= 1.77' , Surface Width= 21.28' Bank-Full Depth= 4.00' Flow Area= 96.0 sf, Capacity= 543.66 cfs 0.00' x 4.00' deep channel, n= 0.030 Side Slope Z-value= 6.0 '/' Top Width= 48.00' Length= 530.0' Slope= 0.0053 '/' Inlet Invert= 4,729.54', Outlet Invert= 4,726.74' ‡ K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 27HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Reach 43R: Storm Sewer Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.57" for 10-yr event Inflow = 1.57 cfs @ 2.00 hrs, Volume= 0.259 af Outflow = 1.57 cfs @ 2.00 hrs, Volume= 0.259 af, Atten= 0%, Lag= 0.0 min Routed to Reach 44R : Storm Sewer to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 4.69 fps, Min. Travel Time= 1.4 min Avg. Velocity = 0.95 fps, Avg. Travel Time= 7.0 min Peak Storage= 134 cf @ 2.00 hrs Average Depth at Peak Storage= 0.37' , Surface Width= 1.29' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 11.98 cfs 18.0" Round Pipe n= 0.013 Length= 400.0' Slope= 0.0130 '/' Inlet Invert= 4,744.65', Outlet Invert= 4,739.45' Summary for Reach 44R: Storm Sewer to Pond 1 Inflow Area = 14.245 ac, 0.00% Impervious, Inflow Depth = 0.59" for 10-yr event Inflow = 4.21 cfs @ 2.00 hrs, Volume= 0.696 af Outflow = 4.21 cfs @ 2.00 hrs, Volume= 0.696 af, Atten= 0%, Lag= 0.0 min Routed to Pond 45P : Pond 1b Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.68 fps, Min. Travel Time= 1.7 min Avg. Velocity = 0.44 fps, Avg. Travel Time= 10.0 min Peak Storage= 417 cf @ 2.00 hrs Average Depth at Peak Storage= 1.00' , Surface Width= 2.00' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 8.40 cfs 24.0" Round Pipe n= 0.035 Length= 265.0' Slope= 0.0100 '/' Inlet Invert= 4,739.45', Outlet Invert= 4,736.80' K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 28HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: Kenyon NE Pond Inflow Area = 9.340 ac, 0.00% Impervious, Inflow Depth = 0.57" for 10-yr event Inflow = 2.69 cfs @ 0.29 hrs, Volume= 0.445 af Outflow = 2.69 cfs @ 2.00 hrs, Volume= 0.443 af, Atten= 0%, Lag= 102.6 min Primary = 2.69 cfs @ 2.00 hrs, Volume= 0.443 af Routed to Reach 34R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,745.62' @ 2.00 hrs Storage= 8,868 cf Plug-Flow detention time= 88.9 min calculated for 0.443 af (100% of inflow) Center-of-Mass det. time= 88.7 min ( 157.3 - 68.6 ) Volume Invert Avail.Storage Storage Description #1 4,744.00' 12,300 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,744.00 0 4,745.50 8,570 4,747.00 12,300 Device Routing Invert Outlet Devices #1 Primary 4,744.00'18.0" Round Culvert L= 124.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,744.00' / 4,742.69' S= 0.0106 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf #2 Device 1 4,744.00'7.0" Vert. Orifice/Grate C= 0.650 Limited to weir flow at low heads #3 Device 1 4,745.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.69 cfs @ 2.00 hrs HW=4,745.62' TW=4,743.19' (Dynamic Tailwater) 1=Culvert (Passes 2.69 cfs of 7.94 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.61 cfs @ 6.01 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.08 cfs @ 1.13 fps) Summary for Pond 36P: Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 29HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Inflow Area = 25.318 ac, 13.31% Impervious, Inflow Depth = 0.64" for 10-yr event Inflow = 8.24 cfs @ 2.00 hrs, Volume= 1.361 af Outflow = 2.94 cfs @ 2.19 hrs, Volume= 1.326 af, Atten= 64%, Lag= 11.5 min Primary = 2.94 cfs @ 2.19 hrs, Volume= 1.326 af Routed to Pond 38P : East Culvert Outlet Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,733.00' Surf.Area= 18,107 sf Storage= 24,894 cf Peak Elev= 4,734.84' @ 2.19 hrs Surf.Area= 24,298 sf Storage= 64,118 cf (39,224 cf above start) Plug-Flow detention time= 576.6 min calculated for 0.755 af (55% of inflow) Center-of-Mass det. time= 319.6 min ( 418.7 - 99.0 ) Volume Invert Avail.Storage Storage Description #1 4,731.00' 108,710 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,731.00 9,253 0 0 4,732.00 12,011 10,632 10,632 4,732.50 13,464 6,369 17,001 4,733.00 18,107 7,893 24,894 4,734.00 21,724 19,916 44,809 4,736.00 27,858 49,582 94,391 4,736.50 29,417 14,319 108,710 Device Routing Invert Outlet Devices #1 Primary 4,732.00'12.0" Round Culvert L= 26.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,732.00' / 4,731.75' S= 0.0096 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 4,733.00'3.0" Vert. 3" diameter orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,733.42'10.0" Vert. 10" Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 4,735.15'2.0" x 6.0" Horiz. Overflow Grate X 6.00 columns X 3 rows C= 0.600 in 24.0" Grate (48% open area) Limited to weir flow at low heads #5 Secondary 4,735.15'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=2.94 cfs @ 2.19 hrs HW=4,734.84' TW=4,730.74' (Dynamic Tailwater) 1=Culvert (Passes 2.94 cfs of 5.78 cfs potential flow) 2=3" diameter orifice (Orifice Controls 0.31 cfs @ 6.30 fps) 3=10" Orifice (Orifice Controls 2.63 cfs @ 4.82 fps) 4=Overflow Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,733.00' TW=4,727.50' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 30HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 37P: Pond 4 Inflow Area = 2.485 ac, 9.60% Impervious, Inflow Depth = 0.30" for 10-yr event Inflow = 0.38 cfs @ 0.51 hrs, Volume= 0.063 af Outflow = 0.01 cfs @ 2.49 hrs, Volume= 0.024 af, Atten= 97%, Lag= 118.5 min Primary = 0.01 cfs @ 2.49 hrs, Volume= 0.024 af Routed to Pond 38P : East Culvert Outlet Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,731.50' Surf.Area= 15,630 sf Storage= 40,059 cf Peak Elev= 4,731.67' @ 2.49 hrs Surf.Area= 16,280 sf Storage= 42,745 cf (2,687 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 1,268.1 min ( 1,343.1 - 75.1 ) Volume Invert Avail.Storage Storage Description #1 4,727.00' 104,331 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.00 4,328 0 0 4,731.00 12,220 33,096 33,096 4,731.50 15,630 6,963 40,059 4,734.50 27,218 64,272 104,331 Device Routing Invert Outlet Devices #1 Primary 4,730.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,730.00' / 4,729.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,731.50'45.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #3 Secondary 4,732.40'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.01 cfs @ 2.49 hrs HW=4,731.67' TW=4,730.98' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.01 cfs of 4.90 cfs potential flow) 2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.01 cfs @ 1.05 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,731.50' TW=4,727.50' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 31HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 38P: East Culvert Outlet Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth > 0.70" for 10-yr event Inflow = 162.33 cfs @ 5.02 hrs, Volume= 68.160 af Outflow = 160.08 cfs @ 5.10 hrs, Volume= 68.160 af, Atten= 1%, Lag= 4.4 min Primary = 98.14 cfs @ 5.65 hrs, Volume= 55.406 af Routed to Pond 39P : NE Culvert Out Secondary = 16.15 cfs @ 3.90 hrs, Volume= 6.640 af Routed to Reach 40R : Baxter Lane Ditch Tertiary = 47.12 cfs @ 5.10 hrs, Volume= 6.115 af Routed to Reach 40R : Baxter Lane Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,732.60' @ 5.10 hrs Surf.Area= 51,820 sf Storage= 53,774 cf Plug-Flow detention time= 3.7 min calculated for 68.146 af (100% of inflow) Center-of-Mass det. time= 3.7 min ( 308.0 - 304.2 ) Volume Invert Avail.Storage Storage Description #1 4,727.50' 119,137 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.50 37 0 0 4,728.00 103 35 35 4,728.50 204 77 112 4,729.00 414 155 266 4,729.50 927 335 602 4,730.00 1,675 651 1,252 4,730.50 3,531 1,302 2,554 4,731.00 12,711 4,061 6,614 4,731.50 22,183 8,724 15,338 4,732.00 32,689 13,718 29,056 4,732.50 47,220 19,977 49,033 4,733.00 71,244 29,616 78,649 4,733.50 90,709 40,488 119,137 Device Routing Invert Outlet Devices #1 Primary 4,727.50'71.0" W x 47.0" H, R=35.9"/110.3" Pipe Arch CMP_Arch_1/2 71x47 L= 376.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4,727.50' / 4,725.50' S= 0.0053 '/' Cc= 0.900 n= 0.027, Flow Area= 18.31 sf #2 Secondary 4,729.80'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 58.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,729.80' / 4,729.54' S= 0.0045 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #3 Tertiary 4,732.10'50.0' long x 35.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 32HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=98.14 cfs @ 5.65 hrs HW=4,732.48' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 71x47 (Barrel Controls 98.14 cfs @ 5.43 fps) Secondary OutFlow Max=16.15 cfs @ 3.90 hrs HW=4,732.25' TW=4,730.75' (Dynamic Tailwater) 2=RCP_Arch 29x18 (Inlet Controls 16.15 cfs @ 5.78 fps) Tertiary OutFlow Max=47.12 cfs @ 5.10 hrs HW=4,732.60' TW=4,731.31' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 47.12 cfs @ 1.90 fps) Summary for Pond 39P: NE Culvert Out Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth > 0.57" for 10-yr event Inflow = 98.14 cfs @ 5.65 hrs, Volume= 55.406 af Primary = 98.14 cfs @ 5.65 hrs, Volume= 55.406 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 41P: 15th Ave Crossing Inflow Area = 10.091 ac, 0.00% Impervious, Inflow Depth = 15.41" for 10-yr event Inflow = 62.18 cfs @ 5.14 hrs, Volume= 12.960 af Outflow = 62.18 cfs @ 5.14 hrs, Volume= 12.960 af, Atten= 0%, Lag= 0.0 min Primary = 19.99 cfs @ 5.14 hrs, Volume= 7.710 af Routed to Pond 49P : West Culvert Outlet Secondary = 42.19 cfs @ 5.14 hrs, Volume= 5.250 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,730.15' @ 5.14 hrs Device Routing Invert Outlet Devices #1 Primary 4,726.74'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.74' / 4,726.14' S= 0.0052 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #2 Secondary 4,729.60'30.0' long + 20.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=19.99 cfs @ 5.14 hrs HW=4,730.15' TW=4,727.10' (Dynamic Tailwater) 1=RCP_Arch 29x18 (Barrel Controls 19.99 cfs @ 7.15 fps) Secondary OutFlow Max=42.19 cfs @ 5.14 hrs HW=4,730.15' TW=4,727.10' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 42.19 cfs @ 1.89 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 33HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 42P: Kenyon NW Pond Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.57" for 10-yr event Inflow = 1.57 cfs @ 0.30 hrs, Volume= 0.259 af Outflow = 1.57 cfs @ 2.00 hrs, Volume= 0.259 af, Atten= 0%, Lag= 102.0 min Primary = 1.57 cfs @ 2.00 hrs, Volume= 0.259 af Routed to Reach 43R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,746.97' @ 2.00 hrs Storage= 5,098 cf Plug-Flow detention time= 75.9 min calculated for 0.259 af (100% of inflow) Center-of-Mass det. time= 75.8 min ( 144.6 - 68.8 ) Volume Invert Avail.Storage Storage Description #1 4,745.00' 8,000 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,745.00 0 4,746.90 4,890 4,748.00 8,000 Device Routing Invert Outlet Devices #1 Primary 4,745.00'18.0" Round Culvert L= 70.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,745.00' / 4,744.19' S= 0.0116 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 4,745.00'5.0" Vert. 5" Orifice C= 0.630 Limited to weir flow at low heads #3 Device 1 4,746.90'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.57 cfs @ 2.00 hrs HW=4,746.97' TW=4,745.02' (Dynamic Tailwater) 1=Culvert (Passes 1.57 cfs of 9.41 cfs potential flow) 2=5" Orifice (Orifice Controls 0.92 cfs @ 6.72 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.65 cfs @ 0.89 fps) Summary for Pond 45P: Pond 1b Inflow Area = 18.435 ac, 0.00% Impervious, Inflow Depth = 0.60" for 10-yr event Inflow = 5.59 cfs @ 2.00 hrs, Volume= 0.924 af Outflow = 5.11 cfs @ 2.04 hrs, Volume= 0.923 af, Atten= 8%, Lag= 2.3 min Primary = 5.11 cfs @ 2.04 hrs, Volume= 0.923 af Routed to Pond 46P : Pond 1a Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,737.67' @ 2.04 hrs Surf.Area= 6,726 sf Storage= 6,084 cf Plug-Flow detention time= 19.2 min calculated for 0.923 af (100% of inflow) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 34HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Center-of-Mass det. time= 19.0 min ( 111.5 - 92.5 ) Volume Invert Avail.Storage Storage Description #1 4,736.30' 17,541 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,736.30 0 0 0 4,736.50 1,777 178 178 4,737.00 5,363 1,785 1,963 4,737.50 6,309 2,918 4,881 4,738.00 7,505 3,454 8,334 4,738.50 9,002 4,127 12,461 4,739.00 11,320 5,081 17,541 Device Routing Invert Outlet Devices #1 Primary 4,736.30'15.0" Round Culvert L= 160.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,736.30' / 4,734.80' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 4,738.75'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.11 cfs @ 2.04 hrs HW=4,737.67' TW=4,735.67' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.11 cfs @ 4.17 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,736.30' TW=4,720.85' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 46P: Pond 1a Inflow Area = 19.448 ac, 0.00% Impervious, Inflow Depth = 0.61" for 10-yr event Inflow = 5.47 cfs @ 2.00 hrs, Volume= 0.985 af Outflow = 3.62 cfs @ 2.37 hrs, Volume= 0.985 af, Atten= 34%, Lag= 22.4 min Primary = 3.62 cfs @ 2.37 hrs, Volume= 0.985 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,735.78' @ 2.37 hrs Surf.Area= 13,593 sf Storage= 17,683 cf Plug-Flow detention time= 75.6 min calculated for 0.985 af (100% of inflow) Center-of-Mass det. time= 75.4 min ( 184.0 - 108.5 ) Volume Invert Avail.Storage Storage Description #1 4,734.00' 27,928 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 35HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,734.00 0 0 0 4,734.50 10,310 2,578 2,578 4,735.00 11,386 5,424 8,002 4,735.50 12,793 6,045 14,046 4,736.00 14,244 6,759 20,806 4,736.50 14,244 7,122 27,928 Device Routing Invert Outlet Devices #1 Primary 4,734.00'15.0" Round Culvert L= 24.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,734.00' / 4,734.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,734.00'10.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 4,735.70'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Secondary 4,735.93'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.62 cfs @ 2.37 hrs HW=4,735.78' TW=4,724.80' (Dynamic Tailwater) 1=Culvert (Passes 3.62 cfs of 4.98 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.35 cfs @ 5.57 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.27 cfs @ 0.90 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,734.00' TW=4,720.85' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 47P: Pond 3 Inflow Area = 1.619 ac, 19.11% Impervious, Inflow Depth = 0.75" for 10-yr event Inflow = 0.61 cfs @ 0.15 hrs, Volume= 0.101 af Outflow = 0.09 cfs @ 2.12 hrs, Volume= 0.088 af, Atten= 85%, Lag= 118.3 min Primary = 0.09 cfs @ 2.12 hrs, Volume= 0.088 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,726.80' Surf.Area= 11,039 sf Storage= 16,414 cf Peak Elev= 4,727.16' @ 2.12 hrs Surf.Area= 11,512 sf Storage= 20,551 cf (4,137 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 926.7 min ( 991.0 - 64.3 ) Volume Invert Avail.Storage Storage Description #1 4,725.00' 118,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 36HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,725.00 7,245 0 0 4,725.50 8,261 3,877 3,877 4,726.00 9,319 4,395 8,272 4,726.50 10,392 4,928 13,199 4,727.00 11,471 5,466 18,665 4,735.00 13,479 99,800 118,465 Device Routing Invert Outlet Devices #1 Primary 4,726.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.00' / 4,725.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,726.80'2.0" Vert. 2" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,727.05'6.0" Vert. 6" Orifice C= 0.600 Limited to weir flow at low heads #4 Secondary 4,728.10'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.09 cfs @ 2.12 hrs HW=4,727.16' TW=4,724.52' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.09 cfs of 3.85 cfs potential flow) 2=2" Orifice (Orifice Controls 0.06 cfs @ 2.55 fps) 3=6" Orifice (Orifice Controls 0.04 cfs @ 1.15 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,726.80' TW=4,720.85' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 48P: Farmer's Canal Culvert Inflow Area = 661.167 ac, 0.05% Impervious, Inflow Depth = 0.86" for 10-yr event Inflow = 112.47 cfs @ 4.58 hrs, Volume= 47.346 af Outflow = 111.41 cfs @ 5.05 hrs, Volume= 47.346 af, Atten= 1%, Lag= 28.4 min Primary = 71.96 cfs @ 3.86 hrs, Volume= 33.950 af Routed to Pond 49P : West Culvert Outlet Secondary = 69.93 cfs @ 5.06 hrs, Volume= 13.396 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.90' @ 5.06 hrs Surf.Area= 64,908 sf Storage= 132,573 cf Plug-Flow detention time= 17.5 min calculated for 47.346 af (100% of inflow) Center-of-Mass det. time= 17.5 min ( 305.0 - 287.5 ) Volume Invert Avail.Storage Storage Description #1 4,720.85' 173,107 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 37HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,720.85 0 0 0 4,721.00 25 2 2 4,721.50 194 55 57 4,722.00 581 194 250 4,722.50 1,261 461 711 4,723.00 2,431 923 1,634 4,723.50 5,526 1,989 3,623 4,724.00 9,116 3,661 7,284 4,724.50 13,320 5,609 12,893 4,725.00 18,237 7,889 20,782 4,725.50 23,578 10,454 31,236 4,726.00 29,500 13,270 44,505 4,726.50 36,258 16,440 60,945 4,727.00 43,906 20,041 80,986 4,727.50 61,526 26,358 107,344 4,728.50 70,000 65,763 173,107 Device Routing Invert Outlet Devices #1 Primary 4,720.85'42.0" Round RCP_Round 42" L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,720.85' / 4,720.72' S= 0.0026 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf #2 Secondary 4,727.10'30.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=71.96 cfs @ 3.86 hrs HW=4,727.11' TW=4,724.70' (Dynamic Tailwater) 1=RCP_Round 42" (Inlet Controls 71.96 cfs @ 7.48 fps) Secondary OutFlow Max=69.93 cfs @ 5.06 hrs HW=4,727.90' TW=4,727.10' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 69.93 cfs @ 2.30 fps) Summary for Pond 49P: West Culvert Outlet Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 1.05" for 10-yr event Inflow = 173.19 cfs @ 5.11 hrs, Volume= 61.659 af Outflow = 172.64 cfs @ 5.16 hrs, Volume= 61.659 af, Atten= 0%, Lag= 3.0 min Primary = 94.54 cfs @ 5.16 hrs, Volume= 53.861 af Routed to Pond 50P : NW Culvert Out Secondary = 78.10 cfs @ 5.16 hrs, Volume= 7.798 af Routed to Pond 51P : Overtop Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.10' @ 5.16 hrs Surf.Area= 101,920 sf Storage= 201,552 cf Plug-Flow detention time= 18.2 min calculated for 61.659 af (100% of inflow) Center-of-Mass det. time= 18.2 min ( 318.8 - 300.6 ) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 38HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 4,719.50' 314,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,719.50 1 0 0 4,720.00 480 120 120 4,720.50 1,813 573 694 4,721.00 3,709 1,381 2,074 4,721.50 6,488 2,549 4,623 4,722.00 10,418 4,227 8,850 4,722.50 15,211 6,407 15,257 4,723.00 17,647 8,215 23,472 4,723.50 20,259 9,477 32,948 4,724.00 23,461 10,930 43,878 4,725.00 31,410 27,436 71,314 4,726.00 56,236 43,823 115,137 4,727.00 96,503 76,370 191,506 4,728.00 150,000 123,252 314,758 Device Routing Invert Outlet Devices #1 Primary 4,718.10'57.0" W x 38.0" H, R=28.9"/88.3" Pipe Arch CMP_Arch_1/2 57x38 L= 260.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,718.10' / 4,716.50' S= 0.0062 '/' Cc= 0.900 n= 0.027, Flow Area= 11.89 sf #2 Device 1 4,719.50'58.5" W x 36.0" H, R=30.0"/84.0" Pipe Arch RCP_Arch 59x36 L= 140.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,719.50' / 4,718.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 11.40 sf #3 Secondary 4,726.89'300.0' long x 45.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=94.54 cfs @ 5.16 hrs HW=4,727.10' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 57x38 (Barrel Controls 94.54 cfs @ 7.95 fps) 2=RCP_Arch 59x36 (Passes 94.54 cfs of 136.60 cfs potential flow) Secondary OutFlow Max=78.10 cfs @ 5.16 hrs HW=4,727.10' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 78.10 cfs @ 1.23 fps) Summary for Pond 50P: NW Culvert Out Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 0.92" for 10-yr event Inflow = 94.54 cfs @ 5.16 hrs, Volume= 53.861 af Primary = 94.54 cfs @ 5.16 hrs, Volume= 53.861 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 39HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 51P: Overtop Inflow = 78.10 cfs @ 5.16 hrs, Volume= 7.798 af Primary = 78.10 cfs @ 5.16 hrs, Volume= 7.798 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Link 12P: Offsite Basin #2 Inflow Area = 1,147.800 ac, 0.00% Impervious, Inflow Depth = 0.70" for 10-yr event Inflow = 160.65 cfs @ 5.03 hrs, Volume= 66.809 af Primary = 160.65 cfs @ 5.03 hrs, Volume= 66.809 af, Atten= 0%, Lag= 0.0 min Routed to Pond 38P : East Culvert Outlet Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 10-yr Runoff Imported from PTLands_Offsite Basins~Subcat 2S.hce Summary for Link 13P: Offsite Basin #1 Inflow Area = 640.100 ac, 0.00% Impervious, Inflow Depth = 0.87" for 10-yr event Inflow = 111.24 cfs @ 4.58 hrs, Volume= 46.272 af Primary = 111.24 cfs @ 4.58 hrs, Volume= 46.272 af, Atten= 0%, Lag= 0.0 min Routed to Pond 48P : Farmer's Canal Culvert Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 10-yr Runoff Imported from PTLands_Offsite Basins~Subcat 1S.hce K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 40HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: Kenyon Noble East Runoff = 3.30 cfs @ 0.29 hrs, Volume= 0.545 af, Depth= 0.70" Routed to Pond 33P : Kenyon NE Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (ac) C Description 9.340 0.70 9.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 Direct Entry, Summary for Subcatchment 2P: 11th and Patrick Runoff = 0.75 cfs @ 0.15 hrs, Volume= 0.124 af, Depth= 0.90" Routed to Reach 34R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 72,202 0.90 Pavement 72,202 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Summary for Subcatchment 3P: Pond 2 Drainage Runoff = 4.68 cfs @ 0.25 hrs, Volume= 0.774 af, Depth= 0.81" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 476,962 0.80 21,938 1.00 498,900 0.81 Weighted Average 476,962 95.60% Pervious Area 21,938 4.40% Impervious Area K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 41HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 Direct Entry, Summary for Subcatchment 4P: Pond 4 Drainage Runoff = 0.46 cfs @ 0.51 hrs, Volume= 0.077 af, Depth= 0.37" Routed to Pond 37P : Pond 4 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 97,845 0.30 10,390 1.00 108,235 0.37 Weighted Average 97,845 90.40% Pervious Area 10,390 9.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.1 Direct Entry, Summary for Subcatchment 5P: Middle Drainage Runoff = 1.53 cfs @ 0.80 hrs, Volume= 0.253 af, Depth= 0.30" Routed to Pond 41P : 15th Ave Crossing Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 439,582 0.30 439,582 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.0 Direct Entry, Summary for Subcatchment 6P: Kenyon Noble West Runoff = 1.92 cfs @ 0.30 hrs, Volume= 0.318 af, Depth= 0.70" Routed to Pond 42P : Kenyon NW Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 42HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (ac) C Description 5.443 0.70 5.443 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 Direct Entry, Summary for Subcatchment 7P: Phase 1 Runoff = 3.24 cfs @ 0.39 hrs, Volume= 0.536 af, Depth= 0.73" Routed to Reach 44R : Storm Sewer to Pond 1 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 383,413 0.73 383,413 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, Summary for Subcatchment 8P: Pond 1b On-site Runoff = 1.69 cfs @ 0.17 hrs, Volume= 0.280 af, Depth= 0.80" Routed to Pond 45P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 182,515 0.80 182,515 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, Summary for Subcatchment 9P: Pond 1a On-site Runoff = 0.46 cfs @ 0.13 hrs, Volume= 0.076 af, Depth= 0.90" Routed to Pond 46P : Pond 1a Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 43HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (sf) C Description 44,114 0.90 44,114 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 Direct Entry, Summary for Subcatchment 10P: Pond 3 Drainage Runoff = 0.75 cfs @ 0.15 hrs, Volume= 0.124 af, Depth= 0.92" Routed to Pond 47P : Pond 3 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 57,062 0.90 13,479 1.00 70,541 0.92 Weighted Average 57,062 80.89% Pervious Area 13,479 19.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 Direct Entry, Summary for Subcatchment 11P: Lowe's Runoff = 10.04 cfs @ 0.78 hrs, Volume= 1.660 af, Depth= 0.64" Routed to Pond 49P : West Culvert Outlet Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 1,354,059 0.64 1,354,059 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.6 Direct Entry, K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 44HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Pond 2 Street Drainage Runoff = 1.37 cfs @ 0.12 hrs, Volume= 0.227 af, Depth= 0.95" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 124,898 0.95 124,898 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Reach 34R: Storm Sewer Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth = 0.73" for 25-yr event Inflow = 4.05 cfs @ 2.00 hrs, Volume= 0.669 af Outflow = 4.05 cfs @ 2.00 hrs, Volume= 0.669 af, Atten= 0%, Lag= 0.0 min Routed to Reach 35R : Swale to Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 6.76 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.29 fps, Avg. Travel Time= 3.8 min Peak Storage= 175 cf @ 2.00 hrs Average Depth at Peak Storage= 0.56' , Surface Width= 1.45' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 13.73 cfs 18.0" Round Pipe n= 0.013 Length= 292.0' Slope= 0.0171 '/' Inlet Invert= 4,742.69', Outlet Invert= 4,737.70' Summary for Reach 35R: Swale to Pond 2 Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth = 0.73" for 25-yr event Inflow = 4.05 cfs @ 2.00 hrs, Volume= 0.669 af Outflow = 4.05 cfs @ 2.00 hrs, Volume= 0.669 af, Atten= 0%, Lag= 0.0 min Routed to Pond 36P : Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 45HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.14 fps, Min. Travel Time= 4.6 min Avg. Velocity = 0.30 fps, Avg. Travel Time= 17.5 min Peak Storage= 1,119 cf @ 2.00 hrs Average Depth at Peak Storage= 0.42' , Surface Width= 11.78' Bank-Full Depth= 3.00' Flow Area= 87.0 sf, Capacity= 306.29 cfs 5.00' x 3.00' deep channel, n= 0.030 Side Slope Z-value= 10.0 6.0 '/' Top Width= 53.00' Length= 315.0' Slope= 0.0026 '/' Inlet Invert= 4,737.70', Outlet Invert= 4,736.87' ‡ Summary for Reach 40R: Baxter Lane Ditch Inflow = 102.83 cfs @ 5.10 hrs, Volume= 24.258 af Outflow = 102.66 cfs @ 5.13 hrs, Volume= 24.258 af, Atten= 0%, Lag= 1.9 min Routed to Pond 41P : 15th Ave Crossing Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.73 fps, Min. Travel Time= 2.4 min Avg. Velocity = 1.86 fps, Avg. Travel Time= 4.8 min Peak Storage= 14,574 cf @ 5.13 hrs Average Depth at Peak Storage= 2.14' , Surface Width= 25.69' Bank-Full Depth= 4.00' Flow Area= 96.0 sf, Capacity= 543.66 cfs 0.00' x 4.00' deep channel, n= 0.030 Side Slope Z-value= 6.0 '/' Top Width= 48.00' Length= 530.0' Slope= 0.0053 '/' Inlet Invert= 4,729.54', Outlet Invert= 4,726.74' ‡ K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 46HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Reach 43R: Storm Sewer Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.70" for 25-yr event Inflow = 1.92 cfs @ 2.00 hrs, Volume= 0.317 af Outflow = 1.92 cfs @ 2.00 hrs, Volume= 0.317 af, Atten= 0%, Lag= 0.0 min Routed to Reach 44R : Storm Sewer to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 4.97 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.97 fps, Avg. Travel Time= 6.9 min Peak Storage= 155 cf @ 2.00 hrs Average Depth at Peak Storage= 0.41' , Surface Width= 1.33' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 11.98 cfs 18.0" Round Pipe n= 0.013 Length= 400.0' Slope= 0.0130 '/' Inlet Invert= 4,744.65', Outlet Invert= 4,739.45' Summary for Reach 44R: Storm Sewer to Pond 1 Inflow Area = 14.245 ac, 0.00% Impervious, Inflow Depth = 0.72" for 25-yr event Inflow = 5.17 cfs @ 2.00 hrs, Volume= 0.853 af Outflow = 5.17 cfs @ 2.00 hrs, Volume= 0.853 af, Atten= 0%, Lag= 0.0 min Routed to Pond 45P : Pond 1b Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.81 fps, Min. Travel Time= 1.6 min Avg. Velocity = 0.45 fps, Avg. Travel Time= 9.8 min Peak Storage= 487 cf @ 2.00 hrs Average Depth at Peak Storage= 1.13' , Surface Width= 1.98' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 8.40 cfs 24.0" Round Pipe n= 0.035 Length= 265.0' Slope= 0.0100 '/' Inlet Invert= 4,739.45', Outlet Invert= 4,736.80' K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 47HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: Kenyon NE Pond Inflow Area = 9.340 ac, 0.00% Impervious, Inflow Depth = 0.70" for 25-yr event Inflow = 3.30 cfs @ 0.29 hrs, Volume= 0.545 af Outflow = 3.30 cfs @ 2.00 hrs, Volume= 0.544 af, Atten= 0%, Lag= 102.6 min Primary = 3.30 cfs @ 2.00 hrs, Volume= 0.544 af Routed to Reach 34R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,745.66' @ 2.00 hrs Storage= 8,968 cf Plug-Flow detention time= 76.4 min calculated for 0.544 af (100% of inflow) Center-of-Mass det. time= 76.3 min ( 144.9 - 68.6 ) Volume Invert Avail.Storage Storage Description #1 4,744.00' 12,300 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,744.00 0 4,745.50 8,570 4,747.00 12,300 Device Routing Invert Outlet Devices #1 Primary 4,744.00'18.0" Round Culvert L= 124.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,744.00' / 4,742.69' S= 0.0106 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf #2 Device 1 4,744.00'7.0" Vert. Orifice/Grate C= 0.650 Limited to weir flow at low heads #3 Device 1 4,745.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.30 cfs @ 2.00 hrs HW=4,745.66' TW=4,743.25' (Dynamic Tailwater) 1=Culvert (Passes 3.30 cfs of 8.12 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.63 cfs @ 6.10 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.67 cfs @ 1.31 fps) Summary for Pond 36P: Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 48HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Inflow Area = 25.318 ac, 13.31% Impervious, Inflow Depth = 0.79" for 25-yr event Inflow = 10.11 cfs @ 2.00 hrs, Volume= 1.670 af Outflow = 4.65 cfs @ 2.15 hrs, Volume= 1.634 af, Atten= 54%, Lag= 9.3 min Primary = 3.98 cfs @ 2.15 hrs, Volume= 1.620 af Routed to Pond 38P : East Culvert Outlet Secondary = 0.67 cfs @ 2.15 hrs, Volume= 0.014 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,733.00' Surf.Area= 18,107 sf Storage= 24,894 cf Peak Elev= 4,735.24' @ 2.15 hrs Surf.Area= 25,518 sf Storage= 74,032 cf (49,139 cf above start) Plug-Flow detention time= 479.5 min calculated for 1.063 af (64% of inflow) Center-of-Mass det. time= 297.4 min ( 392.1 - 94.7 ) Volume Invert Avail.Storage Storage Description #1 4,731.00' 108,710 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,731.00 9,253 0 0 4,732.00 12,011 10,632 10,632 4,732.50 13,464 6,369 17,001 4,733.00 18,107 7,893 24,894 4,734.00 21,724 19,916 44,809 4,736.00 27,858 49,582 94,391 4,736.50 29,417 14,319 108,710 Device Routing Invert Outlet Devices #1 Primary 4,732.00'12.0" Round Culvert L= 26.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,732.00' / 4,731.75' S= 0.0096 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 4,733.00'3.0" Vert. 3" diameter orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,733.42'10.0" Vert. 10" Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 4,735.15'2.0" x 6.0" Horiz. Overflow Grate X 6.00 columns X 3 rows C= 0.600 in 24.0" Grate (48% open area) Limited to weir flow at low heads #5 Secondary 4,735.15'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=3.98 cfs @ 2.15 hrs HW=4,735.24' TW=4,731.15' (Dynamic Tailwater) 1=Culvert (Passes 3.98 cfs of 6.26 cfs potential flow) 2=3" diameter orifice (Orifice Controls 0.34 cfs @ 7.00 fps) 3=10" Orifice (Orifice Controls 3.11 cfs @ 5.70 fps) 4=Overflow Grate (Weir Controls 0.53 cfs @ 0.97 fps) Secondary OutFlow Max=0.67 cfs @ 2.15 hrs HW=4,735.24' TW=4,731.15' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir (Weir Controls 0.67 cfs @ 0.74 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 49HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 37P: Pond 4 Inflow Area = 2.485 ac, 9.60% Impervious, Inflow Depth = 0.37" for 25-yr event Inflow = 0.46 cfs @ 0.51 hrs, Volume= 0.077 af Outflow = 0.02 cfs @ 2.48 hrs, Volume= 0.034 af, Atten= 96%, Lag= 118.2 min Primary = 0.02 cfs @ 2.48 hrs, Volume= 0.034 af Routed to Pond 38P : East Culvert Outlet Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,731.50' Surf.Area= 15,630 sf Storage= 40,059 cf Peak Elev= 4,731.70' @ 2.48 hrs Surf.Area= 16,421 sf Storage= 43,339 cf (3,281 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 1,262.4 min ( 1,337.5 - 75.1 ) Volume Invert Avail.Storage Storage Description #1 4,727.00' 104,331 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.00 4,328 0 0 4,731.00 12,220 33,096 33,096 4,731.50 15,630 6,963 40,059 4,734.50 27,218 64,272 104,331 Device Routing Invert Outlet Devices #1 Primary 4,730.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,730.00' / 4,729.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,731.50'45.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #3 Secondary 4,732.40'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.02 cfs @ 2.48 hrs HW=4,731.70' TW=4,731.48' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.02 cfs of 2.83 cfs potential flow) 2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.02 cfs @ 1.16 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,731.50' TW=4,727.50' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 50HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 38P: East Culvert Outlet Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth = 0.86" for 25-yr event Inflow = 201.17 cfs @ 5.02 hrs, Volume= 84.437 af Outflow = 198.57 cfs @ 5.10 hrs, Volume= 84.437 af, Atten= 1%, Lag= 4.2 min Primary = 98.14 cfs @ 6.52 hrs, Volume= 60.178 af Routed to Pond 39P : NE Culvert Out Secondary = 16.19 cfs @ 3.18 hrs, Volume= 7.764 af Routed to Reach 40R : Baxter Lane Ditch Tertiary = 88.20 cfs @ 5.10 hrs, Volume= 16.494 af Routed to Reach 40R : Baxter Lane Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,732.86' @ 5.10 hrs Surf.Area= 64,618 sf Storage= 69,281 cf Plug-Flow detention time= 4.4 min calculated for 84.419 af (100% of inflow) Center-of-Mass det. time= 4.4 min ( 308.2 - 303.8 ) Volume Invert Avail.Storage Storage Description #1 4,727.50' 119,137 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.50 37 0 0 4,728.00 103 35 35 4,728.50 204 77 112 4,729.00 414 155 266 4,729.50 927 335 602 4,730.00 1,675 651 1,252 4,730.50 3,531 1,302 2,554 4,731.00 12,711 4,061 6,614 4,731.50 22,183 8,724 15,338 4,732.00 32,689 13,718 29,056 4,732.50 47,220 19,977 49,033 4,733.00 71,244 29,616 78,649 4,733.50 90,709 40,488 119,137 Device Routing Invert Outlet Devices #1 Primary 4,727.50'71.0" W x 47.0" H, R=35.9"/110.3" Pipe Arch CMP_Arch_1/2 71x47 L= 376.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4,727.50' / 4,725.50' S= 0.0053 '/' Cc= 0.900 n= 0.027, Flow Area= 18.31 sf #2 Secondary 4,729.80'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 58.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,729.80' / 4,729.54' S= 0.0045 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #3 Tertiary 4,732.10'50.0' long x 35.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 51HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=98.14 cfs @ 6.52 hrs HW=4,732.48' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 71x47 (Barrel Controls 98.14 cfs @ 5.43 fps) Secondary OutFlow Max=16.19 cfs @ 3.18 hrs HW=4,732.26' TW=4,730.74' (Dynamic Tailwater) 2=RCP_Arch 29x18 (Inlet Controls 16.19 cfs @ 5.79 fps) Tertiary OutFlow Max=88.19 cfs @ 5.10 hrs HW=4,732.86' TW=4,731.68' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 88.19 cfs @ 2.31 fps) Summary for Pond 39P: NE Culvert Out Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth > 0.61" for 25-yr event Inflow = 98.14 cfs @ 6.52 hrs, Volume= 60.178 af Primary = 98.14 cfs @ 6.52 hrs, Volume= 60.178 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 41P: 15th Ave Crossing Inflow Area = 10.091 ac, 0.00% Impervious, Inflow Depth = 29.15" for 25-yr event Inflow = 102.66 cfs @ 5.13 hrs, Volume= 24.511 af Outflow = 102.66 cfs @ 5.13 hrs, Volume= 24.511 af, Atten= 0%, Lag= 0.0 min Primary = 21.00 cfs @ 5.13 hrs, Volume= 9.649 af Routed to Pond 49P : West Culvert Outlet Secondary = 81.66 cfs @ 5.13 hrs, Volume= 14.862 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,730.40' @ 5.13 hrs Device Routing Invert Outlet Devices #1 Primary 4,726.74'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.74' / 4,726.14' S= 0.0052 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #2 Secondary 4,729.60'30.0' long + 20.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=21.00 cfs @ 5.13 hrs HW=4,730.40' TW=4,727.21' (Dynamic Tailwater) 1=RCP_Arch 29x18 (Barrel Controls 21.00 cfs @ 7.51 fps) Secondary OutFlow Max=81.66 cfs @ 5.13 hrs HW=4,730.40' TW=4,727.21' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 81.66 cfs @ 2.20 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 52HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 42P: Kenyon NW Pond Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.70" for 25-yr event Inflow = 1.92 cfs @ 0.30 hrs, Volume= 0.318 af Outflow = 1.92 cfs @ 2.00 hrs, Volume= 0.317 af, Atten= 0%, Lag= 102.0 min Primary = 1.92 cfs @ 2.00 hrs, Volume= 0.317 af Routed to Reach 43R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,747.00' @ 2.00 hrs Storage= 5,167 cf Plug-Flow detention time= 66.1 min calculated for 0.317 af (100% of inflow) Center-of-Mass det. time= 66.0 min ( 134.8 - 68.8 ) Volume Invert Avail.Storage Storage Description #1 4,745.00' 8,000 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,745.00 0 4,746.90 4,890 4,748.00 8,000 Device Routing Invert Outlet Devices #1 Primary 4,745.00'18.0" Round Culvert L= 70.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,745.00' / 4,744.19' S= 0.0116 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 4,745.00'5.0" Vert. 5" Orifice C= 0.630 Limited to weir flow at low heads #3 Device 1 4,746.90'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.92 cfs @ 2.00 hrs HW=4,747.00' TW=4,745.06' (Dynamic Tailwater) 1=Culvert (Passes 1.92 cfs of 9.51 cfs potential flow) 2=5" Orifice (Orifice Controls 0.92 cfs @ 6.76 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.00 cfs @ 1.02 fps) Summary for Pond 45P: Pond 1b Inflow Area = 18.435 ac, 0.00% Impervious, Inflow Depth = 0.74" for 25-yr event Inflow = 6.86 cfs @ 2.00 hrs, Volume= 1.133 af Outflow = 6.15 cfs @ 2.04 hrs, Volume= 1.133 af, Atten= 10%, Lag= 2.7 min Primary = 6.15 cfs @ 2.04 hrs, Volume= 1.133 af Routed to Pond 46P : Pond 1a Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,738.09' @ 2.04 hrs Surf.Area= 7,772 sf Storage= 9,071 cf Plug-Flow detention time= 21.3 min calculated for 1.133 af (100% of inflow) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 53HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Center-of-Mass det. time= 21.1 min ( 110.7 - 89.6 ) Volume Invert Avail.Storage Storage Description #1 4,736.30' 17,541 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,736.30 0 0 0 4,736.50 1,777 178 178 4,737.00 5,363 1,785 1,963 4,737.50 6,309 2,918 4,881 4,738.00 7,505 3,454 8,334 4,738.50 9,002 4,127 12,461 4,739.00 11,320 5,081 17,541 Device Routing Invert Outlet Devices #1 Primary 4,736.30'15.0" Round Culvert L= 160.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,736.30' / 4,734.80' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 4,738.75'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=6.15 cfs @ 2.04 hrs HW=4,738.09' TW=4,735.93' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.15 cfs @ 5.01 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,736.30' TW=4,720.85' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 46P: Pond 1a Inflow Area = 19.448 ac, 0.00% Impervious, Inflow Depth = 0.75" for 25-yr event Inflow = 6.60 cfs @ 2.00 hrs, Volume= 1.209 af Outflow = 5.60 cfs @ 2.29 hrs, Volume= 1.209 af, Atten= 15%, Lag= 17.5 min Primary = 5.39 cfs @ 2.29 hrs, Volume= 1.204 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 0.20 cfs @ 2.29 hrs, Volume= 0.005 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,735.97' @ 2.29 hrs Surf.Area= 14,156 sf Storage= 20,377 cf Plug-Flow detention time= 72.4 min calculated for 1.209 af (100% of inflow) Center-of-Mass det. time= 72.2 min ( 179.9 - 107.7 ) Volume Invert Avail.Storage Storage Description #1 4,734.00' 27,928 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 54HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,734.00 0 0 0 4,734.50 10,310 2,578 2,578 4,735.00 11,386 5,424 8,002 4,735.50 12,793 6,045 14,046 4,736.00 14,244 6,759 20,806 4,736.50 14,244 7,122 27,928 Device Routing Invert Outlet Devices #1 Primary 4,734.00'15.0" Round Culvert L= 24.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,734.00' / 4,734.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,734.00'10.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 4,735.70'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Secondary 4,735.93'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.39 cfs @ 2.29 hrs HW=4,735.97' TW=4,725.40' (Dynamic Tailwater) 1=Culvert (Passes 5.39 cfs of 5.82 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.58 cfs @ 5.96 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.81 cfs @ 1.70 fps) Secondary OutFlow Max=0.20 cfs @ 2.29 hrs HW=4,735.97' TW=4,725.40' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir (Weir Controls 0.20 cfs @ 0.49 fps) Summary for Pond 47P: Pond 3 Inflow Area = 1.619 ac, 19.11% Impervious, Inflow Depth = 0.92" for 25-yr event Inflow = 0.75 cfs @ 0.15 hrs, Volume= 0.124 af Outflow = 0.16 cfs @ 2.11 hrs, Volume= 0.110 af, Atten= 78%, Lag= 117.7 min Primary = 0.16 cfs @ 2.11 hrs, Volume= 0.110 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,726.80' Surf.Area= 11,039 sf Storage= 16,414 cf Peak Elev= 4,727.24' @ 2.11 hrs Surf.Area= 11,531 sf Storage= 21,409 cf (4,995 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 915.6 min ( 979.9 - 64.3 ) Volume Invert Avail.Storage Storage Description #1 4,725.00' 118,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 55HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,725.00 7,245 0 0 4,725.50 8,261 3,877 3,877 4,726.00 9,319 4,395 8,272 4,726.50 10,392 4,928 13,199 4,727.00 11,471 5,466 18,665 4,735.00 13,479 99,800 118,465 Device Routing Invert Outlet Devices #1 Primary 4,726.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.00' / 4,725.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,726.80'2.0" Vert. 2" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,727.05'6.0" Vert. 6" Orifice C= 0.600 Limited to weir flow at low heads #4 Secondary 4,728.10'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.16 cfs @ 2.11 hrs HW=4,727.24' TW=4,725.07' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.16 cfs of 4.20 cfs potential flow) 2=2" Orifice (Orifice Controls 0.06 cfs @ 2.87 fps) 3=6" Orifice (Orifice Controls 0.10 cfs @ 1.48 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,726.80' TW=4,720.85' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 48P: Farmer's Canal Culvert Inflow Area = 661.167 ac, 0.05% Impervious, Inflow Depth = 1.06" for 25-yr event Inflow = 139.30 cfs @ 4.58 hrs, Volume= 58.644 af Outflow = 138.68 cfs @ 4.94 hrs, Volume= 58.644 af, Atten= 0%, Lag= 21.7 min Primary = 72.24 cfs @ 3.15 hrs, Volume= 34.330 af Routed to Pond 49P : West Culvert Outlet Secondary = 95.58 cfs @ 5.03 hrs, Volume= 24.314 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,728.07' @ 5.04 hrs Surf.Area= 66,354 sf Storage= 143,770 cf Plug-Flow detention time= 17.9 min calculated for 58.644 af (100% of inflow) Center-of-Mass det. time= 17.9 min ( 305.4 - 287.5 ) Volume Invert Avail.Storage Storage Description #1 4,720.85' 173,107 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 56HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,720.85 0 0 0 4,721.00 25 2 2 4,721.50 194 55 57 4,722.00 581 194 250 4,722.50 1,261 461 711 4,723.00 2,431 923 1,634 4,723.50 5,526 1,989 3,623 4,724.00 9,116 3,661 7,284 4,724.50 13,320 5,609 12,893 4,725.00 18,237 7,889 20,782 4,725.50 23,578 10,454 31,236 4,726.00 29,500 13,270 44,505 4,726.50 36,258 16,440 60,945 4,727.00 43,906 20,041 80,986 4,727.50 61,526 26,358 107,344 4,728.50 70,000 65,763 173,107 Device Routing Invert Outlet Devices #1 Primary 4,720.85'42.0" Round RCP_Round 42" L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,720.85' / 4,720.72' S= 0.0026 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf #2 Secondary 4,727.10'30.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=72.24 cfs @ 3.15 hrs HW=4,727.14' TW=4,724.71' (Dynamic Tailwater) 1=RCP_Round 42" (Inlet Controls 72.24 cfs @ 7.51 fps) Secondary OutFlow Max=95.58 cfs @ 5.03 hrs HW=4,728.07' TW=4,727.21' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 95.58 cfs @ 2.48 fps) Summary for Pond 49P: West Culvert Outlet Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 1.45" for 25-yr event Inflow = 240.62 cfs @ 5.09 hrs, Volume= 84.814 af Outflow = 240.18 cfs @ 5.13 hrs, Volume= 84.814 af, Atten= 0%, Lag= 2.5 min Primary = 95.22 cfs @ 5.13 hrs, Volume= 59.697 af Routed to Pond 50P : NW Culvert Out Secondary = 144.96 cfs @ 5.13 hrs, Volume= 25.117 af Routed to Pond 51P : Overtop Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.21' @ 5.13 hrs Surf.Area= 107,642 sf Storage= 212,760 cf Plug-Flow detention time= 17.4 min calculated for 84.814 af (100% of inflow) Center-of-Mass det. time= 17.4 min ( 319.2 - 301.8 ) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 57HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 4,719.50' 314,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,719.50 1 0 0 4,720.00 480 120 120 4,720.50 1,813 573 694 4,721.00 3,709 1,381 2,074 4,721.50 6,488 2,549 4,623 4,722.00 10,418 4,227 8,850 4,722.50 15,211 6,407 15,257 4,723.00 17,647 8,215 23,472 4,723.50 20,259 9,477 32,948 4,724.00 23,461 10,930 43,878 4,725.00 31,410 27,436 71,314 4,726.00 56,236 43,823 115,137 4,727.00 96,503 76,370 191,506 4,728.00 150,000 123,252 314,758 Device Routing Invert Outlet Devices #1 Primary 4,718.10'57.0" W x 38.0" H, R=28.9"/88.3" Pipe Arch CMP_Arch_1/2 57x38 L= 260.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,718.10' / 4,716.50' S= 0.0062 '/' Cc= 0.900 n= 0.027, Flow Area= 11.89 sf #2 Device 1 4,719.50'58.5" W x 36.0" H, R=30.0"/84.0" Pipe Arch RCP_Arch 59x36 L= 140.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,719.50' / 4,718.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 11.40 sf #3 Secondary 4,726.89'300.0' long x 45.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=95.22 cfs @ 5.13 hrs HW=4,727.21' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 57x38 (Barrel Controls 95.22 cfs @ 8.01 fps) 2=RCP_Arch 59x36 (Passes 95.22 cfs of 137.78 cfs potential flow) Secondary OutFlow Max=144.96 cfs @ 5.13 hrs HW=4,727.21' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 144.96 cfs @ 1.52 fps) Summary for Pond 50P: NW Culvert Out Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 1.02" for 25-yr event Inflow = 95.22 cfs @ 5.13 hrs, Volume= 59.697 af Primary = 95.22 cfs @ 5.13 hrs, Volume= 59.697 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 58HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 51P: Overtop Inflow = 144.96 cfs @ 5.13 hrs, Volume= 25.117 af Primary = 144.96 cfs @ 5.13 hrs, Volume= 25.117 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Link 12P: Offsite Basin #2 Inflow Area = 1,147.800 ac, 0.00% Impervious, Inflow Depth = 0.87" for 25-yr event Inflow = 199.02 cfs @ 5.03 hrs, Volume= 82.768 af Primary = 199.02 cfs @ 5.03 hrs, Volume= 82.768 af, Atten= 0%, Lag= 0.0 min Routed to Pond 38P : East Culvert Outlet Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 25-yr Runoff Imported from PTLands_Offsite Basins~Subcat 2S.hce Summary for Link 13P: Offsite Basin #1 Inflow Area = 640.100 ac, 0.00% Impervious, Inflow Depth = 1.07" for 25-yr event Inflow = 137.81 cfs @ 4.58 hrs, Volume= 57.325 af Primary = 137.81 cfs @ 4.58 hrs, Volume= 57.325 af, Atten= 0%, Lag= 0.0 min Routed to Pond 48P : Farmer's Canal Culvert Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 25-yr Runoff Imported from PTLands_Offsite Basins~Subcat 1S.hce K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 59HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: Kenyon Noble East Runoff = 3.84 cfs @ 0.29 hrs, Volume= 0.634 af, Depth= 0.81" Routed to Pond 33P : Kenyon NE Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (ac) C Description 9.340 0.70 9.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 Direct Entry, Summary for Subcatchment 2P: 11th and Patrick Runoff = 0.88 cfs @ 0.15 hrs, Volume= 0.145 af, Depth= 1.05" Routed to Reach 34R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 72,202 0.90 Pavement 72,202 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Summary for Subcatchment 3P: Pond 2 Drainage Runoff = 5.44 cfs @ 0.25 hrs, Volume= 0.900 af, Depth= 0.94" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 476,962 0.80 21,938 1.00 498,900 0.81 Weighted Average 476,962 95.60% Pervious Area 21,938 4.40% Impervious Area K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 60HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 Direct Entry, Summary for Subcatchment 4P: Pond 4 Drainage Runoff = 0.54 cfs @ 0.51 hrs, Volume= 0.089 af, Depth= 0.43" Routed to Pond 37P : Pond 4 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 97,845 0.30 10,390 1.00 108,235 0.37 Weighted Average 97,845 90.40% Pervious Area 10,390 9.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.1 Direct Entry, Summary for Subcatchment 5P: Middle Drainage Runoff = 1.78 cfs @ 0.80 hrs, Volume= 0.294 af, Depth= 0.35" Routed to Pond 41P : 15th Ave Crossing Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 439,582 0.30 439,582 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.0 Direct Entry, Summary for Subcatchment 6P: Kenyon Noble West Runoff = 2.24 cfs @ 0.30 hrs, Volume= 0.370 af, Depth= 0.81" Routed to Pond 42P : Kenyon NW Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 61HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (ac) C Description 5.443 0.70 5.443 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 Direct Entry, Summary for Subcatchment 7P: Phase 1 Runoff = 3.77 cfs @ 0.39 hrs, Volume= 0.623 af, Depth= 0.85" Routed to Reach 44R : Storm Sewer to Pond 1 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 383,413 0.73 383,413 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, Summary for Subcatchment 8P: Pond 1b On-site Runoff = 1.97 cfs @ 0.17 hrs, Volume= 0.325 af, Depth= 0.93" Routed to Pond 45P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 182,515 0.80 182,515 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, Summary for Subcatchment 9P: Pond 1a On-site Runoff = 0.53 cfs @ 0.13 hrs, Volume= 0.088 af, Depth= 1.05" Routed to Pond 46P : Pond 1a Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 62HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (sf) C Description 44,114 0.90 44,114 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 Direct Entry, Summary for Subcatchment 10P: Pond 3 Drainage Runoff = 0.87 cfs @ 0.15 hrs, Volume= 0.145 af, Depth= 1.07" Routed to Pond 47P : Pond 3 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 57,062 0.90 13,479 1.00 70,541 0.92 Weighted Average 57,062 80.89% Pervious Area 13,479 19.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 Direct Entry, Summary for Subcatchment 11P: Lowe's Runoff = 11.67 cfs @ 0.78 hrs, Volume= 1.930 af, Depth= 0.74" Routed to Pond 49P : West Culvert Outlet Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 1,354,059 0.64 1,354,059 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.6 Direct Entry, K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 63HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Pond 2 Street Drainage Runoff = 1.60 cfs @ 0.12 hrs, Volume= 0.264 af, Depth= 1.11" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 124,898 0.95 124,898 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Reach 34R: Storm Sewer Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth = 0.85" for 50-yr event Inflow = 4.71 cfs @ 2.00 hrs, Volume= 0.778 af Outflow = 4.71 cfs @ 2.00 hrs, Volume= 0.778 af, Atten= 0%, Lag= 0.0 min Routed to Reach 35R : Swale to Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 7.05 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.30 fps, Avg. Travel Time= 3.7 min Peak Storage= 195 cf @ 2.00 hrs Average Depth at Peak Storage= 0.61' , Surface Width= 1.47' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 13.73 cfs 18.0" Round Pipe n= 0.013 Length= 292.0' Slope= 0.0171 '/' Inlet Invert= 4,742.69', Outlet Invert= 4,737.70' Summary for Reach 35R: Swale to Pond 2 Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth = 0.85" for 50-yr event Inflow = 4.71 cfs @ 2.00 hrs, Volume= 0.778 af Outflow = 4.71 cfs @ 2.00 hrs, Volume= 0.778 af, Atten= 0%, Lag= 0.0 min Routed to Pond 36P : Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 64HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.19 fps, Min. Travel Time= 4.4 min Avg. Velocity = 0.30 fps, Avg. Travel Time= 17.3 min Peak Storage= 1,248 cf @ 2.00 hrs Average Depth at Peak Storage= 0.46' , Surface Width= 12.32' Bank-Full Depth= 3.00' Flow Area= 87.0 sf, Capacity= 306.29 cfs 5.00' x 3.00' deep channel, n= 0.030 Side Slope Z-value= 10.0 6.0 '/' Top Width= 53.00' Length= 315.0' Slope= 0.0026 '/' Inlet Invert= 4,737.70', Outlet Invert= 4,736.87' ‡ Summary for Reach 40R: Baxter Lane Ditch Inflow = 128.81 cfs @ 5.09 hrs, Volume= 33.553 af Outflow = 128.63 cfs @ 5.12 hrs, Volume= 33.553 af, Atten= 0%, Lag= 1.8 min Routed to Pond 41P : 15th Ave Crossing Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.95 fps, Min. Travel Time= 2.2 min Avg. Velocity = 2.01 fps, Avg. Travel Time= 4.4 min Peak Storage= 17,260 cf @ 5.12 hrs Average Depth at Peak Storage= 2.33' , Surface Width= 27.96' Bank-Full Depth= 4.00' Flow Area= 96.0 sf, Capacity= 543.66 cfs 0.00' x 4.00' deep channel, n= 0.030 Side Slope Z-value= 6.0 '/' Top Width= 48.00' Length= 530.0' Slope= 0.0053 '/' Inlet Invert= 4,729.54', Outlet Invert= 4,726.74' ‡ K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 65HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Reach 43R: Storm Sewer Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.81" for 50-yr event Inflow = 2.24 cfs @ 2.00 hrs, Volume= 0.369 af Outflow = 2.24 cfs @ 2.00 hrs, Volume= 0.369 af, Atten= 0%, Lag= 0.0 min Routed to Reach 44R : Storm Sewer to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 5.19 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.98 fps, Avg. Travel Time= 6.8 min Peak Storage= 172 cf @ 2.00 hrs Average Depth at Peak Storage= 0.44' , Surface Width= 1.36' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 11.98 cfs 18.0" Round Pipe n= 0.013 Length= 400.0' Slope= 0.0130 '/' Inlet Invert= 4,744.65', Outlet Invert= 4,739.45' Summary for Reach 44R: Storm Sewer to Pond 1 Inflow Area = 14.245 ac, 0.00% Impervious, Inflow Depth = 0.84" for 50-yr event Inflow = 6.01 cfs @ 2.00 hrs, Volume= 0.992 af Outflow = 6.01 cfs @ 2.00 hrs, Volume= 0.992 af, Atten= 0%, Lag= 0.0 min Routed to Pond 45P : Pond 1b Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.91 fps, Min. Travel Time= 1.5 min Avg. Velocity = 0.46 fps, Avg. Travel Time= 9.7 min Peak Storage= 548 cf @ 2.00 hrs Average Depth at Peak Storage= 1.25' , Surface Width= 1.94' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 8.40 cfs 24.0" Round Pipe n= 0.035 Length= 265.0' Slope= 0.0100 '/' Inlet Invert= 4,739.45', Outlet Invert= 4,736.80' K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 66HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: Kenyon NE Pond Inflow Area = 9.340 ac, 0.00% Impervious, Inflow Depth = 0.81" for 50-yr event Inflow = 3.84 cfs @ 0.29 hrs, Volume= 0.634 af Outflow = 3.84 cfs @ 2.00 hrs, Volume= 0.633 af, Atten= 0%, Lag= 102.6 min Primary = 3.84 cfs @ 2.00 hrs, Volume= 0.633 af Routed to Reach 34R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,745.69' @ 1.99 hrs Storage= 9,047 cf Plug-Flow detention time= 67.7 min calculated for 0.633 af (100% of inflow) Center-of-Mass det. time= 67.6 min ( 136.2 - 68.6 ) Volume Invert Avail.Storage Storage Description #1 4,744.00' 12,300 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,744.00 0 4,745.50 8,570 4,747.00 12,300 Device Routing Invert Outlet Devices #1 Primary 4,744.00'18.0" Round Culvert L= 124.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,744.00' / 4,742.69' S= 0.0106 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf #2 Device 1 4,744.00'7.0" Vert. Orifice/Grate C= 0.650 Limited to weir flow at low heads #3 Device 1 4,745.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.84 cfs @ 2.00 hrs HW=4,745.69' TW=4,743.30' (Dynamic Tailwater) 1=Culvert (Passes 3.84 cfs of 8.26 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.65 cfs @ 6.17 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.19 cfs @ 1.43 fps) Summary for Pond 36P: Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 67HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Inflow Area = 25.318 ac, 13.31% Impervious, Inflow Depth = 0.92" for 50-yr event Inflow = 11.76 cfs @ 2.00 hrs, Volume= 1.942 af Outflow = 9.65 cfs @ 2.05 hrs, Volume= 1.906 af, Atten= 18%, Lag= 3.2 min Primary = 6.21 cfs @ 2.05 hrs, Volume= 1.783 af Routed to Pond 38P : East Culvert Outlet Secondary = 3.44 cfs @ 2.05 hrs, Volume= 0.124 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,733.00' Surf.Area= 18,107 sf Storage= 24,894 cf Peak Elev= 4,735.40' @ 2.05 hrs Surf.Area= 26,018 sf Storage= 78,230 cf (53,337 cf above start) Plug-Flow detention time= 404.7 min calculated for 1.335 af (69% of inflow) Center-of-Mass det. time= 265.0 min ( 356.7 - 91.7 ) Volume Invert Avail.Storage Storage Description #1 4,731.00' 108,710 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,731.00 9,253 0 0 4,732.00 12,011 10,632 10,632 4,732.50 13,464 6,369 17,001 4,733.00 18,107 7,893 24,894 4,734.00 21,724 19,916 44,809 4,736.00 27,858 49,582 94,391 4,736.50 29,417 14,319 108,710 Device Routing Invert Outlet Devices #1 Primary 4,732.00'12.0" Round Culvert L= 26.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,732.00' / 4,731.75' S= 0.0096 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 4,733.00'3.0" Vert. 3" diameter orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,733.42'10.0" Vert. 10" Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 4,735.15'2.0" x 6.0" Horiz. Overflow Grate X 6.00 columns X 3 rows C= 0.600 in 24.0" Grate (48% open area) Limited to weir flow at low heads #5 Secondary 4,735.15'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=6.21 cfs @ 2.05 hrs HW=4,735.40' TW=4,731.43' (Dynamic Tailwater) 1=Culvert (Passes 6.21 cfs of 6.44 cfs potential flow) 2=3" diameter orifice (Orifice Controls 0.36 cfs @ 7.26 fps) 3=10" Orifice (Orifice Controls 3.28 cfs @ 6.02 fps) 4=Overflow Grate (Weir Controls 2.57 cfs @ 1.64 fps) Secondary OutFlow Max=3.44 cfs @ 2.05 hrs HW=4,735.40' TW=4,731.43' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir (Weir Controls 3.44 cfs @ 1.25 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 68HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 37P: Pond 4 Inflow Area = 2.485 ac, 9.60% Impervious, Inflow Depth = 0.43" for 50-yr event Inflow = 0.54 cfs @ 0.51 hrs, Volume= 0.089 af Outflow = 0.03 cfs @ 8.21 hrs, Volume= 0.044 af, Atten= 95%, Lag= 462.1 min Primary = 0.03 cfs @ 8.21 hrs, Volume= 0.044 af Routed to Pond 38P : East Culvert Outlet Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,731.50' Surf.Area= 15,630 sf Storage= 40,059 cf Peak Elev= 4,731.74' @ 2.51 hrs Surf.Area= 16,547 sf Storage= 43,880 cf (3,821 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 1,252.3 min ( 1,327.4 - 75.1 ) Volume Invert Avail.Storage Storage Description #1 4,727.00' 104,331 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.00 4,328 0 0 4,731.00 12,220 33,096 33,096 4,731.50 15,630 6,963 40,059 4,734.50 27,218 64,272 104,331 Device Routing Invert Outlet Devices #1 Primary 4,730.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,730.00' / 4,729.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,731.50'45.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #3 Secondary 4,732.40'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.03 cfs @ 8.21 hrs HW=4,731.74' TW=4,731.51' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.03 cfs of 2.84 cfs potential flow) 2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.03 cfs @ 1.25 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,731.50' TW=4,727.50' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 69HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 38P: East Culvert Outlet Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth = 0.98" for 50-yr event Inflow = 229.51 cfs @ 5.02 hrs, Volume= 96.477 af Outflow = 226.59 cfs @ 5.09 hrs, Volume= 96.477 af, Atten= 1%, Lag= 4.2 min Primary = 98.14 cfs @ 6.97 hrs, Volume= 62.924 af Routed to Pond 39P : NE Culvert Out Secondary = 16.20 cfs @ 2.79 hrs, Volume= 8.342 af Routed to Reach 40R : Baxter Lane Ditch Tertiary = 114.43 cfs @ 5.10 hrs, Volume= 25.211 af Routed to Reach 40R : Baxter Lane Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,733.01' @ 5.10 hrs Surf.Area= 71,651 sf Storage= 79,395 cf Plug-Flow detention time= 4.8 min calculated for 96.457 af (100% of inflow) Center-of-Mass det. time= 4.8 min ( 307.9 - 303.2 ) Volume Invert Avail.Storage Storage Description #1 4,727.50' 119,137 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.50 37 0 0 4,728.00 103 35 35 4,728.50 204 77 112 4,729.00 414 155 266 4,729.50 927 335 602 4,730.00 1,675 651 1,252 4,730.50 3,531 1,302 2,554 4,731.00 12,711 4,061 6,614 4,731.50 22,183 8,724 15,338 4,732.00 32,689 13,718 29,056 4,732.50 47,220 19,977 49,033 4,733.00 71,244 29,616 78,649 4,733.50 90,709 40,488 119,137 Device Routing Invert Outlet Devices #1 Primary 4,727.50'71.0" W x 47.0" H, R=35.9"/110.3" Pipe Arch CMP_Arch_1/2 71x47 L= 376.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4,727.50' / 4,725.50' S= 0.0053 '/' Cc= 0.900 n= 0.027, Flow Area= 18.31 sf #2 Secondary 4,729.80'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 58.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,729.80' / 4,729.54' S= 0.0045 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #3 Tertiary 4,732.10'50.0' long x 35.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 70HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=98.14 cfs @ 6.97 hrs HW=4,732.48' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 71x47 (Barrel Controls 98.14 cfs @ 5.43 fps) Secondary OutFlow Max=16.19 cfs @ 2.79 hrs HW=4,732.26' TW=4,730.74' (Dynamic Tailwater) 2=RCP_Arch 29x18 (Inlet Controls 16.19 cfs @ 5.80 fps) Tertiary OutFlow Max=114.43 cfs @ 5.10 hrs HW=4,733.01' TW=4,731.87' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 114.43 cfs @ 2.51 fps) Summary for Pond 39P: NE Culvert Out Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth > 0.64" for 50-yr event Inflow = 98.14 cfs @ 6.97 hrs, Volume= 62.924 af Primary = 98.14 cfs @ 6.97 hrs, Volume= 62.924 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 41P: 15th Ave Crossing Inflow Area = 10.091 ac, 0.00% Impervious, Inflow Depth = 40.25" for 50-yr event Inflow = 128.63 cfs @ 5.12 hrs, Volume= 33.847 af Outflow = 128.63 cfs @ 5.12 hrs, Volume= 33.847 af, Atten= 0%, Lag= 0.0 min Primary = 21.49 cfs @ 5.12 hrs, Volume= 10.777 af Routed to Pond 49P : West Culvert Outlet Secondary = 107.14 cfs @ 5.12 hrs, Volume= 23.070 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,730.54' @ 5.12 hrs Device Routing Invert Outlet Devices #1 Primary 4,726.74'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.74' / 4,726.14' S= 0.0052 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #2 Secondary 4,729.60'30.0' long + 20.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=21.49 cfs @ 5.12 hrs HW=4,730.54' TW=4,727.27' (Dynamic Tailwater) 1=RCP_Arch 29x18 (Barrel Controls 21.49 cfs @ 7.69 fps) Secondary OutFlow Max=107.14 cfs @ 5.12 hrs HW=4,730.54' TW=4,727.27' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 107.14 cfs @ 2.35 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 71HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 42P: Kenyon NW Pond Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.81" for 50-yr event Inflow = 2.24 cfs @ 0.30 hrs, Volume= 0.370 af Outflow = 2.24 cfs @ 2.00 hrs, Volume= 0.369 af, Atten= 0%, Lag= 102.0 min Primary = 2.24 cfs @ 2.00 hrs, Volume= 0.369 af Routed to Reach 43R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,747.02' @ 2.00 hrs Storage= 5,221 cf Plug-Flow detention time= 58.5 min calculated for 0.369 af (100% of inflow) Center-of-Mass det. time= 58.9 min ( 127.7 - 68.8 ) Volume Invert Avail.Storage Storage Description #1 4,745.00' 8,000 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,745.00 0 4,746.90 4,890 4,748.00 8,000 Device Routing Invert Outlet Devices #1 Primary 4,745.00'18.0" Round Culvert L= 70.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,745.00' / 4,744.19' S= 0.0116 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 4,745.00'5.0" Vert. 5" Orifice C= 0.630 Limited to weir flow at low heads #3 Device 1 4,746.90'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.24 cfs @ 2.00 hrs HW=4,747.02' TW=4,745.09' (Dynamic Tailwater) 1=Culvert (Passes 2.24 cfs of 9.58 cfs potential flow) 2=5" Orifice (Orifice Controls 0.93 cfs @ 6.80 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.31 cfs @ 1.12 fps) Summary for Pond 45P: Pond 1b Inflow Area = 18.435 ac, 0.00% Impervious, Inflow Depth = 0.86" for 50-yr event Inflow = 7.97 cfs @ 2.00 hrs, Volume= 1.318 af Outflow = 6.78 cfs @ 2.06 hrs, Volume= 1.317 af, Atten= 15%, Lag= 3.6 min Primary = 6.78 cfs @ 2.06 hrs, Volume= 1.317 af Routed to Pond 46P : Pond 1a Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,738.53' @ 2.06 hrs Surf.Area= 9,155 sf Storage= 12,797 cf Plug-Flow detention time= 24.3 min calculated for 1.317 af (100% of inflow) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 72HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Center-of-Mass det. time= 24.2 min ( 111.7 - 87.5 ) Volume Invert Avail.Storage Storage Description #1 4,736.30' 17,541 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,736.30 0 0 0 4,736.50 1,777 178 178 4,737.00 5,363 1,785 1,963 4,737.50 6,309 2,918 4,881 4,738.00 7,505 3,454 8,334 4,738.50 9,002 4,127 12,461 4,739.00 11,320 5,081 17,541 Device Routing Invert Outlet Devices #1 Primary 4,736.30'15.0" Round Culvert L= 160.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,736.30' / 4,734.80' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 4,738.75'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=6.78 cfs @ 2.06 hrs HW=4,738.53' TW=4,736.02' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.78 cfs @ 5.53 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,736.30' TW=4,720.85' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 46P: Pond 1a Inflow Area = 19.448 ac, 0.00% Impervious, Inflow Depth = 0.87" for 50-yr event Inflow = 7.30 cfs @ 2.00 hrs, Volume= 1.406 af Outflow = 6.72 cfs @ 2.16 hrs, Volume= 1.406 af, Atten= 8%, Lag= 9.6 min Primary = 5.99 cfs @ 2.16 hrs, Volume= 1.369 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 0.74 cfs @ 2.16 hrs, Volume= 0.036 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,736.02' @ 2.16 hrs Surf.Area= 14,244 sf Storage= 21,107 cf Plug-Flow detention time= 68.2 min calculated for 1.406 af (100% of inflow) Center-of-Mass det. time= 68.1 min ( 176.9 - 108.7 ) Volume Invert Avail.Storage Storage Description #1 4,734.00' 27,928 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 73HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,734.00 0 0 0 4,734.50 10,310 2,578 2,578 4,735.00 11,386 5,424 8,002 4,735.50 12,793 6,045 14,046 4,736.00 14,244 6,759 20,806 4,736.50 14,244 7,122 27,928 Device Routing Invert Outlet Devices #1 Primary 4,734.00'15.0" Round Culvert L= 24.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,734.00' / 4,734.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,734.00'10.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 4,735.70'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Secondary 4,735.93'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.99 cfs @ 2.16 hrs HW=4,736.02' TW=4,725.77' (Dynamic Tailwater) 1=Culvert (Passes 5.99 cfs of 6.03 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.64 cfs @ 6.06 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.34 cfs @ 1.85 fps) Secondary OutFlow Max=0.74 cfs @ 2.16 hrs HW=4,736.02' TW=4,725.77' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir (Weir Controls 0.74 cfs @ 0.74 fps) Summary for Pond 47P: Pond 3 Inflow Area = 1.619 ac, 19.11% Impervious, Inflow Depth = 1.07" for 50-yr event Inflow = 0.87 cfs @ 0.15 hrs, Volume= 0.145 af Outflow = 0.24 cfs @ 2.11 hrs, Volume= 0.130 af, Atten= 73%, Lag= 117.3 min Primary = 0.24 cfs @ 2.11 hrs, Volume= 0.130 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,726.80' Surf.Area= 11,039 sf Storage= 16,414 cf Peak Elev= 4,727.30' @ 2.10 hrs Surf.Area= 11,546 sf Storage= 22,121 cf (5,708 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 890.0 min ( 954.3 - 64.3 ) Volume Invert Avail.Storage Storage Description #1 4,725.00' 118,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 74HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,725.00 7,245 0 0 4,725.50 8,261 3,877 3,877 4,726.00 9,319 4,395 8,272 4,726.50 10,392 4,928 13,199 4,727.00 11,471 5,466 18,665 4,735.00 13,479 99,800 118,465 Device Routing Invert Outlet Devices #1 Primary 4,726.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.00' / 4,725.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,726.80'2.0" Vert. 2" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,727.05'6.0" Vert. 6" Orifice C= 0.600 Limited to weir flow at low heads #4 Secondary 4,728.10'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.24 cfs @ 2.11 hrs HW=4,727.30' TW=4,725.64' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.24 cfs of 4.48 cfs potential flow) 2=2" Orifice (Orifice Controls 0.07 cfs @ 3.11 fps) 3=6" Orifice (Orifice Controls 0.17 cfs @ 1.70 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,726.80' TW=4,720.85' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 48P: Farmer's Canal Culvert Inflow Area = 661.167 ac, 0.05% Impervious, Inflow Depth = 1.22" for 50-yr event Inflow = 159.16 cfs @ 4.58 hrs, Volume= 67.005 af Outflow = 158.45 cfs @ 4.89 hrs, Volume= 67.005 af, Atten= 0%, Lag= 18.5 min Primary = 71.16 cfs @ 2.76 hrs, Volume= 34.525 af Routed to Pond 49P : West Culvert Outlet Secondary = 114.13 cfs @ 5.03 hrs, Volume= 32.480 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,728.18' @ 5.04 hrs Surf.Area= 67,288 sf Storage= 151,138 cf Plug-Flow detention time= 17.6 min calculated for 66.991 af (100% of inflow) Center-of-Mass det. time= 17.6 min ( 305.0 - 287.3 ) Volume Invert Avail.Storage Storage Description #1 4,720.85' 173,107 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 75HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,720.85 0 0 0 4,721.00 25 2 2 4,721.50 194 55 57 4,722.00 581 194 250 4,722.50 1,261 461 711 4,723.00 2,431 923 1,634 4,723.50 5,526 1,989 3,623 4,724.00 9,116 3,661 7,284 4,724.50 13,320 5,609 12,893 4,725.00 18,237 7,889 20,782 4,725.50 23,578 10,454 31,236 4,726.00 29,500 13,270 44,505 4,726.50 36,258 16,440 60,945 4,727.00 43,906 20,041 80,986 4,727.50 61,526 26,358 107,344 4,728.50 70,000 65,763 173,107 Device Routing Invert Outlet Devices #1 Primary 4,720.85'42.0" Round RCP_Round 42" L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,720.85' / 4,720.72' S= 0.0026 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf #2 Secondary 4,727.10'30.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=71.15 cfs @ 2.76 hrs HW=4,727.21' TW=4,724.85' (Dynamic Tailwater) 1=RCP_Round 42" (Inlet Controls 71.15 cfs @ 7.40 fps) Secondary OutFlow Max=114.13 cfs @ 5.03 hrs HW=4,728.18' TW=4,727.27' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 114.13 cfs @ 2.59 fps) Summary for Pond 49P: West Culvert Outlet Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 1.76" for 50-yr event Inflow = 286.20 cfs @ 5.09 hrs, Volume= 102.781 af Outflow = 285.74 cfs @ 5.13 hrs, Volume= 102.781 af, Atten= 0%, Lag= 2.3 min Primary = 95.61 cfs @ 5.13 hrs, Volume= 62.848 af Routed to Pond 50P : NW Culvert Out Secondary = 190.13 cfs @ 5.13 hrs, Volume= 39.934 af Routed to Pond 51P : Overtop Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.27' @ 5.13 hrs Surf.Area= 110,984 sf Storage= 219,589 cf Plug-Flow detention time= 16.4 min calculated for 102.760 af (100% of inflow) Center-of-Mass det. time= 16.4 min ( 318.2 - 301.8 ) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 76HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 4,719.50' 314,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,719.50 1 0 0 4,720.00 480 120 120 4,720.50 1,813 573 694 4,721.00 3,709 1,381 2,074 4,721.50 6,488 2,549 4,623 4,722.00 10,418 4,227 8,850 4,722.50 15,211 6,407 15,257 4,723.00 17,647 8,215 23,472 4,723.50 20,259 9,477 32,948 4,724.00 23,461 10,930 43,878 4,725.00 31,410 27,436 71,314 4,726.00 56,236 43,823 115,137 4,727.00 96,503 76,370 191,506 4,728.00 150,000 123,252 314,758 Device Routing Invert Outlet Devices #1 Primary 4,718.10'57.0" W x 38.0" H, R=28.9"/88.3" Pipe Arch CMP_Arch_1/2 57x38 L= 260.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,718.10' / 4,716.50' S= 0.0062 '/' Cc= 0.900 n= 0.027, Flow Area= 11.89 sf #2 Device 1 4,719.50'58.5" W x 36.0" H, R=30.0"/84.0" Pipe Arch RCP_Arch 59x36 L= 140.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,719.50' / 4,718.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 11.40 sf #3 Secondary 4,726.89'300.0' long x 45.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=95.61 cfs @ 5.13 hrs HW=4,727.27' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 57x38 (Barrel Controls 95.61 cfs @ 8.04 fps) 2=RCP_Arch 59x36 (Passes 95.61 cfs of 138.46 cfs potential flow) Secondary OutFlow Max=190.12 cfs @ 5.13 hrs HW=4,727.27' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 190.12 cfs @ 1.66 fps) Summary for Pond 50P: NW Culvert Out Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 1.07" for 50-yr event Inflow = 95.61 cfs @ 5.13 hrs, Volume= 62.848 af Primary = 95.61 cfs @ 5.13 hrs, Volume= 62.848 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 77HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 51P: Overtop Inflow = 190.13 cfs @ 5.13 hrs, Volume= 39.934 af Primary = 190.13 cfs @ 5.13 hrs, Volume= 39.934 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Link 12P: Offsite Basin #2 Inflow Area = 1,147.800 ac, 0.00% Impervious, Inflow Depth = 0.99" for 50-yr event Inflow = 227.30 cfs @ 5.03 hrs, Volume= 94.527 af Primary = 227.30 cfs @ 5.03 hrs, Volume= 94.527 af, Atten= 0%, Lag= 0.0 min Routed to Pond 38P : East Culvert Outlet Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 50-yr Runoff Imported from PTLands_Offsite Basins~Subcat 2S.hce Summary for Link 13P: Offsite Basin #1 Inflow Area = 640.100 ac, 0.00% Impervious, Inflow Depth = 1.23" for 50-yr event Inflow = 157.39 cfs @ 4.58 hrs, Volume= 65.469 af Primary = 157.39 cfs @ 4.58 hrs, Volume= 65.469 af, Atten= 0%, Lag= 0.0 min Routed to Pond 48P : Farmer's Canal Culvert Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 50-yr Runoff Imported from PTLands_Offsite Basins~Subcat 1S.hce K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 78HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: Kenyon Noble East Runoff = 4.19 cfs @ 0.29 hrs, Volume= 0.692 af, Depth= 0.89" Routed to Pond 33P : Kenyon NE Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (ac) C Description 9.340 0.70 9.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 Direct Entry, Summary for Subcatchment 2P: 11th and Patrick Runoff = 0.96 cfs @ 0.15 hrs, Volume= 0.158 af, Depth= 1.14" Routed to Reach 34R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (sf) C Description 72,202 0.90 Pavement 72,202 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Summary for Subcatchment 3P: Pond 2 Drainage Runoff = 5.94 cfs @ 0.25 hrs, Volume= 0.982 af, Depth= 1.03" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (sf) C Description 476,962 0.80 21,938 1.00 498,900 0.81 Weighted Average 476,962 95.60% Pervious Area 21,938 4.40% Impervious Area K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 79HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.5 Direct Entry, Summary for Subcatchment 4P: Pond 4 Drainage Runoff = 0.59 cfs @ 0.51 hrs, Volume= 0.097 af, Depth= 0.47" Routed to Pond 37P : Pond 4 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (sf) C Description 97,845 0.30 10,390 1.00 108,235 0.37 Weighted Average 97,845 90.40% Pervious Area 10,390 9.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.1 Direct Entry, Summary for Subcatchment 5P: Middle Drainage Runoff = 1.94 cfs @ 0.80 hrs, Volume= 0.320 af, Depth= 0.38" Routed to Pond 41P : 15th Ave Crossing Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (sf) C Description 439,582 0.30 439,582 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.0 Direct Entry, Summary for Subcatchment 6P: Kenyon Noble West Runoff = 2.44 cfs @ 0.30 hrs, Volume= 0.403 af, Depth= 0.89" Routed to Pond 42P : Kenyon NW Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 80HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (ac) C Description 5.443 0.70 5.443 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 Direct Entry, Summary for Subcatchment 7P: Phase 1 Runoff = 4.11 cfs @ 0.39 hrs, Volume= 0.680 af, Depth= 0.93" Routed to Reach 44R : Storm Sewer to Pond 1 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (sf) C Description 383,413 0.73 383,413 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, Summary for Subcatchment 8P: Pond 1b On-site Runoff = 2.15 cfs @ 0.17 hrs, Volume= 0.355 af, Depth= 1.02" Routed to Pond 45P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (sf) C Description 182,515 0.80 182,515 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 Direct Entry, Summary for Subcatchment 9P: Pond 1a On-site Runoff = 0.58 cfs @ 0.13 hrs, Volume= 0.096 af, Depth= 1.14" Routed to Pond 46P : Pond 1a Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 81HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (sf) C Description 44,114 0.90 44,114 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 Direct Entry, Summary for Subcatchment 10P: Pond 3 Drainage Runoff = 0.95 cfs @ 0.15 hrs, Volume= 0.158 af, Depth= 1.17" Routed to Pond 47P : Pond 3 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (sf) C Description 57,062 0.90 13,479 1.00 70,541 0.92 Weighted Average 57,062 80.89% Pervious Area 13,479 19.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.6 Direct Entry, Summary for Subcatchment 11P: Lowe's Runoff = 12.74 cfs @ 0.78 hrs, Volume= 2.105 af, Depth= 0.81" Routed to Pond 49P : West Culvert Outlet Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (sf) C Description 1,354,059 0.64 1,354,059 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.6 Direct Entry, K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 82HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Pond 2 Street Drainage Runoff = 1.74 cfs @ 0.12 hrs, Volume= 0.288 af, Depth= 1.21" Routed to Pond 36P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hr Area (sf) C Description 124,898 0.95 124,898 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Reach 34R: Storm Sewer Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth = 0.93" for 100-yr event Inflow = 5.14 cfs @ 2.00 hrs, Volume= 0.849 af Outflow = 5.14 cfs @ 2.00 hrs, Volume= 0.849 af, Atten= 0%, Lag= 0.0 min Routed to Reach 35R : Swale to Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 7.21 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.31 fps, Avg. Travel Time= 3.7 min Peak Storage= 208 cf @ 2.00 hrs Average Depth at Peak Storage= 0.64' , Surface Width= 1.48' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 13.73 cfs 18.0" Round Pipe n= 0.013 Length= 292.0' Slope= 0.0171 '/' Inlet Invert= 4,742.69', Outlet Invert= 4,737.70' Summary for Reach 35R: Swale to Pond 2 Inflow Area = 10.998 ac, 0.00% Impervious, Inflow Depth = 0.93" for 100-yr event Inflow = 5.14 cfs @ 2.00 hrs, Volume= 0.849 af Outflow = 5.14 cfs @ 2.00 hrs, Volume= 0.849 af, Atten= 0%, Lag= 0.0 min Routed to Pond 36P : Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 83HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.22 fps, Min. Travel Time= 4.3 min Avg. Velocity = 0.30 fps, Avg. Travel Time= 17.2 min Peak Storage= 1,329 cf @ 2.00 hrs Average Depth at Peak Storage= 0.48' , Surface Width= 12.65' Bank-Full Depth= 3.00' Flow Area= 87.0 sf, Capacity= 306.29 cfs 5.00' x 3.00' deep channel, n= 0.030 Side Slope Z-value= 10.0 6.0 '/' Top Width= 53.00' Length= 315.0' Slope= 0.0026 '/' Inlet Invert= 4,737.70', Outlet Invert= 4,736.87' ‡ Summary for Reach 40R: Baxter Lane Ditch Inflow = 145.53 cfs @ 5.09 hrs, Volume= 39.764 af Outflow = 145.34 cfs @ 5.12 hrs, Volume= 39.764 af, Atten= 0%, Lag= 1.8 min Routed to Pond 41P : 15th Ave Crossing Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 4.07 fps, Min. Travel Time= 2.2 min Avg. Velocity = 2.10 fps, Avg. Travel Time= 4.2 min Peak Storage= 18,916 cf @ 5.12 hrs Average Depth at Peak Storage= 2.44' , Surface Width= 29.27' Bank-Full Depth= 4.00' Flow Area= 96.0 sf, Capacity= 543.66 cfs 0.00' x 4.00' deep channel, n= 0.030 Side Slope Z-value= 6.0 '/' Top Width= 48.00' Length= 530.0' Slope= 0.0053 '/' Inlet Invert= 4,729.54', Outlet Invert= 4,726.74' ‡ K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 84HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Reach 43R: Storm Sewer Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.89" for 100-yr event Inflow = 2.44 cfs @ 2.00 hrs, Volume= 0.403 af Outflow = 2.44 cfs @ 2.00 hrs, Volume= 0.403 af, Atten= 0%, Lag= 0.0 min Routed to Reach 44R : Storm Sewer to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 5.32 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.99 fps, Avg. Travel Time= 6.7 min Peak Storage= 183 cf @ 2.00 hrs Average Depth at Peak Storage= 0.46' , Surface Width= 1.38' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 11.98 cfs 18.0" Round Pipe n= 0.013 Length= 400.0' Slope= 0.0130 '/' Inlet Invert= 4,744.65', Outlet Invert= 4,739.45' Summary for Reach 44R: Storm Sewer to Pond 1 Inflow Area = 14.245 ac, 0.00% Impervious, Inflow Depth = 0.91" for 100-yr event Inflow = 6.55 cfs @ 2.00 hrs, Volume= 1.083 af Outflow = 6.55 cfs @ 2.00 hrs, Volume= 1.083 af, Atten= 0%, Lag= 0.0 min Routed to Pond 45P : Pond 1b Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 2.96 fps, Min. Travel Time= 1.5 min Avg. Velocity = 0.46 fps, Avg. Travel Time= 9.6 min Peak Storage= 587 cf @ 2.00 hrs Average Depth at Peak Storage= 1.33' , Surface Width= 1.89' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 8.40 cfs 24.0" Round Pipe n= 0.035 Length= 265.0' Slope= 0.0100 '/' Inlet Invert= 4,739.45', Outlet Invert= 4,736.80' K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 85HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 33P: Kenyon NE Pond Inflow Area = 9.340 ac, 0.00% Impervious, Inflow Depth = 0.89" for 100-yr event Inflow = 4.19 cfs @ 0.29 hrs, Volume= 0.692 af Outflow = 4.19 cfs @ 2.00 hrs, Volume= 0.691 af, Atten= 0%, Lag= 102.6 min Primary = 4.19 cfs @ 2.00 hrs, Volume= 0.691 af Routed to Reach 34R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,745.71' @ 1.89 hrs Storage= 9,095 cf Plug-Flow detention time= 63.0 min calculated for 0.691 af (100% of inflow) Center-of-Mass det. time= 62.9 min ( 131.5 - 68.6 ) Volume Invert Avail.Storage Storage Description #1 4,744.00' 12,300 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,744.00 0 4,745.50 8,570 4,747.00 12,300 Device Routing Invert Outlet Devices #1 Primary 4,744.00'18.0" Round Culvert L= 124.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,744.00' / 4,742.69' S= 0.0106 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf #2 Device 1 4,744.00'7.0" Vert. Orifice/Grate C= 0.650 Limited to weir flow at low heads #3 Device 1 4,745.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=4.19 cfs @ 2.00 hrs HW=4,745.71' TW=4,743.33' (Dynamic Tailwater) 1=Culvert (Passes 4.19 cfs of 8.34 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.66 cfs @ 6.21 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.53 cfs @ 1.50 fps) Summary for Pond 36P: Pond 2 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 86HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Inflow Area = 25.318 ac, 13.31% Impervious, Inflow Depth = 1.00" for 100-yr event Inflow = 12.83 cfs @ 2.00 hrs, Volume= 2.119 af Outflow = 11.38 cfs @ 2.04 hrs, Volume= 2.083 af, Atten= 11%, Lag= 2.1 min Primary = 6.51 cfs @ 2.04 hrs, Volume= 1.870 af Routed to Pond 38P : East Culvert Outlet Secondary = 4.87 cfs @ 2.04 hrs, Volume= 0.214 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,733.00' Surf.Area= 18,107 sf Storage= 24,894 cf Peak Elev= 4,735.46' @ 2.04 hrs Surf.Area= 26,203 sf Storage= 79,804 cf (54,911 cf above start) Plug-Flow detention time= 365.7 min calculated for 1.511 af (71% of inflow) Center-of-Mass det. time= 246.5 min ( 336.6 - 90.1 ) Volume Invert Avail.Storage Storage Description #1 4,731.00' 108,710 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,731.00 9,253 0 0 4,732.00 12,011 10,632 10,632 4,732.50 13,464 6,369 17,001 4,733.00 18,107 7,893 24,894 4,734.00 21,724 19,916 44,809 4,736.00 27,858 49,582 94,391 4,736.50 29,417 14,319 108,710 Device Routing Invert Outlet Devices #1 Primary 4,732.00'12.0" Round Culvert L= 26.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,732.00' / 4,731.75' S= 0.0096 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 4,733.00'3.0" Vert. 3" diameter orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,733.42'10.0" Vert. 10" Orifice C= 0.600 Limited to weir flow at low heads #4 Device 1 4,735.15'2.0" x 6.0" Horiz. Overflow Grate X 6.00 columns X 3 rows C= 0.600 in 24.0" Grate (48% open area) Limited to weir flow at low heads #5 Secondary 4,735.15'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=6.51 cfs @ 2.04 hrs HW=4,735.46' TW=4,731.64' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.51 cfs @ 8.28 fps) 2=3" diameter orifice (Passes < 0.36 cfs potential flow) 3=10" Orifice (Passes < 3.35 cfs potential flow) 4=Overflow Grate (Passes < 3.55 cfs potential flow) Secondary OutFlow Max=4.87 cfs @ 2.04 hrs HW=4,735.46' TW=4,731.64' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir (Weir Controls 4.87 cfs @ 1.40 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 87HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 37P: Pond 4 Inflow Area = 2.485 ac, 9.60% Impervious, Inflow Depth = 0.47" for 100-yr event Inflow = 0.59 cfs @ 0.51 hrs, Volume= 0.097 af Outflow = 0.04 cfs @ 8.36 hrs, Volume= 0.050 af, Atten= 94%, Lag= 471.2 min Primary = 0.04 cfs @ 8.36 hrs, Volume= 0.050 af Routed to Pond 38P : East Culvert Outlet Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 38P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,731.50' Surf.Area= 15,630 sf Storage= 40,059 cf Peak Elev= 4,731.76' @ 2.51 hrs Surf.Area= 16,632 sf Storage= 44,241 cf (4,182 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 1,243.4 min ( 1,318.5 - 75.1 ) Volume Invert Avail.Storage Storage Description #1 4,727.00' 104,331 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.00 4,328 0 0 4,731.00 12,220 33,096 33,096 4,731.50 15,630 6,963 40,059 4,734.50 27,218 64,272 104,331 Device Routing Invert Outlet Devices #1 Primary 4,730.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,730.00' / 4,729.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,731.50'45.0 deg Sharp-Crested Vee/Trap Weir Cv= 2.56 (C= 3.20) #3 Secondary 4,732.40'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.04 cfs @ 8.36 hrs HW=4,731.76' TW=4,731.51' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.04 cfs of 2.95 cfs potential flow) 2=Sharp-Crested Vee/Trap Weir (Weir Controls 0.04 cfs @ 1.30 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,731.50' TW=4,727.50' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 88HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 38P: East Culvert Outlet Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth = 1.06" for 100-yr event Inflow = 247.67 cfs @ 5.02 hrs, Volume= 104.209 af Outflow = 244.50 cfs @ 5.10 hrs, Volume= 104.208 af, Atten= 1%, Lag= 4.2 min Primary = 98.98 cfs @ 5.10 hrs, Volume= 64.444 af Routed to Pond 39P : NE Culvert Out Secondary = 16.18 cfs @ 2.56 hrs, Volume= 8.632 af Routed to Reach 40R : Baxter Lane Ditch Tertiary = 131.28 cfs @ 5.10 hrs, Volume= 31.132 af Routed to Reach 40R : Baxter Lane Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,733.10' @ 5.10 hrs Surf.Area= 75,093 sf Storage= 85,882 cf Plug-Flow detention time= 4.9 min calculated for 104.187 af (100% of inflow) Center-of-Mass det. time= 4.9 min ( 307.7 - 302.8 ) Volume Invert Avail.Storage Storage Description #1 4,727.50' 119,137 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,727.50 37 0 0 4,728.00 103 35 35 4,728.50 204 77 112 4,729.00 414 155 266 4,729.50 927 335 602 4,730.00 1,675 651 1,252 4,730.50 3,531 1,302 2,554 4,731.00 12,711 4,061 6,614 4,731.50 22,183 8,724 15,338 4,732.00 32,689 13,718 29,056 4,732.50 47,220 19,977 49,033 4,733.00 71,244 29,616 78,649 4,733.50 90,709 40,488 119,137 Device Routing Invert Outlet Devices #1 Primary 4,727.50'71.0" W x 47.0" H, R=35.9"/110.3" Pipe Arch CMP_Arch_1/2 71x47 L= 376.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4,727.50' / 4,725.50' S= 0.0053 '/' Cc= 0.900 n= 0.027, Flow Area= 18.31 sf #2 Secondary 4,729.80'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 58.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,729.80' / 4,729.54' S= 0.0045 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #3 Tertiary 4,732.10'50.0' long x 35.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 89HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=98.98 cfs @ 5.10 hrs HW=4,733.10' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 71x47 (Barrel Controls 98.98 cfs @ 5.41 fps) Secondary OutFlow Max=16.17 cfs @ 2.56 hrs HW=4,732.26' TW=4,730.75' (Dynamic Tailwater) 2=RCP_Arch 29x18 (Inlet Controls 16.17 cfs @ 5.79 fps) Tertiary OutFlow Max=131.27 cfs @ 5.10 hrs HW=4,733.10' TW=4,731.98' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 131.27 cfs @ 2.63 fps) Summary for Pond 39P: NE Culvert Out Inflow Area = 1,175.603 ac, 0.31% Impervious, Inflow Depth > 0.66" for 100-yr event Inflow = 98.98 cfs @ 5.10 hrs, Volume= 64.444 af Primary = 98.98 cfs @ 5.10 hrs, Volume= 64.444 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 41P: 15th Ave Crossing Inflow Area = 10.091 ac, 0.00% Impervious, Inflow Depth = 47.67" for 100-yr event Inflow = 145.34 cfs @ 5.12 hrs, Volume= 40.084 af Outflow = 145.34 cfs @ 5.12 hrs, Volume= 40.084 af, Atten= 0%, Lag= 0.0 min Primary = 21.77 cfs @ 5.12 hrs, Volume= 11.395 af Routed to Pond 49P : West Culvert Outlet Secondary = 123.57 cfs @ 5.12 hrs, Volume= 28.690 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,730.61' @ 5.12 hrs Device Routing Invert Outlet Devices #1 Primary 4,726.74'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.74' / 4,726.14' S= 0.0052 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #2 Secondary 4,729.60'30.0' long + 20.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=21.77 cfs @ 5.12 hrs HW=4,730.61' TW=4,727.31' (Dynamic Tailwater) 1=RCP_Arch 29x18 (Barrel Controls 21.77 cfs @ 7.79 fps) Secondary OutFlow Max=123.57 cfs @ 5.12 hrs HW=4,730.61' TW=4,727.31' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 123.57 cfs @ 2.43 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 90HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 42P: Kenyon NW Pond Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.89" for 100-yr event Inflow = 2.44 cfs @ 0.30 hrs, Volume= 0.403 af Outflow = 2.44 cfs @ 2.00 hrs, Volume= 0.403 af, Atten= 0%, Lag= 102.0 min Primary = 2.44 cfs @ 2.00 hrs, Volume= 0.403 af Routed to Reach 43R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,747.03' @ 2.00 hrs Storage= 5,254 cf Plug-Flow detention time= 54.5 min calculated for 0.403 af (100% of inflow) Center-of-Mass det. time= 55.0 min ( 123.8 - 68.8 ) Volume Invert Avail.Storage Storage Description #1 4,745.00' 8,000 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,745.00 0 4,746.90 4,890 4,748.00 8,000 Device Routing Invert Outlet Devices #1 Primary 4,745.00'18.0" Round Culvert L= 70.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,745.00' / 4,744.19' S= 0.0116 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 4,745.00'5.0" Vert. 5" Orifice C= 0.630 Limited to weir flow at low heads #3 Device 1 4,746.90'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.44 cfs @ 2.00 hrs HW=4,747.03' TW=4,745.11' (Dynamic Tailwater) 1=Culvert (Passes 2.44 cfs of 9.62 cfs potential flow) 2=5" Orifice (Orifice Controls 0.93 cfs @ 6.82 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.51 cfs @ 1.17 fps) Summary for Pond 45P: Pond 1b Inflow Area = 18.435 ac, 0.00% Impervious, Inflow Depth = 0.94" for 100-yr event Inflow = 8.70 cfs @ 2.00 hrs, Volume= 1.438 af Outflow = 7.41 cfs @ 2.06 hrs, Volume= 1.438 af, Atten= 15%, Lag= 3.6 min Primary = 7.14 cfs @ 2.06 hrs, Volume= 1.435 af Routed to Pond 46P : Pond 1a Secondary = 0.27 cfs @ 2.06 hrs, Volume= 0.003 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,738.80' @ 2.06 hrs Surf.Area= 10,385 sf Storage= 15,492 cf Plug-Flow detention time= 26.7 min calculated for 1.437 af (100% of inflow) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 91HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Center-of-Mass det. time= 26.6 min ( 113.0 - 86.4 ) Volume Invert Avail.Storage Storage Description #1 4,736.30' 17,541 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,736.30 0 0 0 4,736.50 1,777 178 178 4,737.00 5,363 1,785 1,963 4,737.50 6,309 2,918 4,881 4,738.00 7,505 3,454 8,334 4,738.50 9,002 4,127 12,461 4,739.00 11,320 5,081 17,541 Device Routing Invert Outlet Devices #1 Primary 4,736.30'15.0" Round Culvert L= 160.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,736.30' / 4,734.80' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 4,738.75'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=7.14 cfs @ 2.06 hrs HW=4,738.80' TW=4,736.05' (Dynamic Tailwater) 1=Culvert (Barrel Controls 7.14 cfs @ 5.82 fps) Secondary OutFlow Max=0.27 cfs @ 2.06 hrs HW=4,738.80' TW=4,725.91' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.27 cfs @ 0.54 fps) Summary for Pond 46P: Pond 1a Inflow Area = 19.448 ac, 0.00% Impervious, Inflow Depth = 0.94" for 100-yr event Inflow = 7.70 cfs @ 2.00 hrs, Volume= 1.531 af Outflow = 7.22 cfs @ 2.10 hrs, Volume= 1.531 af, Atten= 6%, Lag= 6.4 min Primary = 6.13 cfs @ 2.10 hrs, Volume= 1.466 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 1.09 cfs @ 2.10 hrs, Volume= 0.065 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,736.05' @ 2.10 hrs Surf.Area= 14,244 sf Storage= 21,478 cf Plug-Flow detention time= 66.0 min calculated for 1.531 af (100% of inflow) Center-of-Mass det. time= 65.8 min ( 175.7 - 109.8 ) Volume Invert Avail.Storage Storage Description #1 4,734.00' 27,928 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 92HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,734.00 0 0 0 4,734.50 10,310 2,578 2,578 4,735.00 11,386 5,424 8,002 4,735.50 12,793 6,045 14,046 4,736.00 14,244 6,759 20,806 4,736.50 14,244 7,122 27,928 Device Routing Invert Outlet Devices #1 Primary 4,734.00'15.0" Round Culvert L= 24.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,734.00' / 4,734.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,734.00'10.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 4,735.70'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Secondary 4,735.93'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=6.13 cfs @ 2.10 hrs HW=4,736.05' TW=4,726.03' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.13 cfs @ 4.99 fps) 2=Orifice/Grate (Passes < 3.67 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 2.63 cfs potential flow) Secondary OutFlow Max=1.09 cfs @ 2.10 hrs HW=4,736.05' TW=4,726.03' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir (Weir Controls 1.09 cfs @ 0.83 fps) Summary for Pond 47P: Pond 3 Inflow Area = 1.619 ac, 19.11% Impervious, Inflow Depth = 1.17" for 100-yr event Inflow = 0.95 cfs @ 0.15 hrs, Volume= 0.158 af Outflow = 0.29 cfs @ 2.10 hrs, Volume= 0.143 af, Atten= 70%, Lag= 117.0 min Primary = 0.29 cfs @ 2.10 hrs, Volume= 0.143 af Routed to Pond 48P : Farmer's Canal Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 48P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,726.80' Surf.Area= 11,039 sf Storage= 16,414 cf Peak Elev= 4,727.34' @ 2.10 hrs Surf.Area= 11,556 sf Storage= 22,566 cf (6,152 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 872.9 min ( 937.2 - 64.3 ) Volume Invert Avail.Storage Storage Description #1 4,725.00' 118,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 93HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,725.00 7,245 0 0 4,725.50 8,261 3,877 3,877 4,726.00 9,319 4,395 8,272 4,726.50 10,392 4,928 13,199 4,727.00 11,471 5,466 18,665 4,735.00 13,479 99,800 118,465 Device Routing Invert Outlet Devices #1 Primary 4,726.00'15.0" Round RCP_Round 15" L= 25.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.00' / 4,725.75' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,726.80'2.0" Vert. 2" Orifice C= 0.600 Limited to weir flow at low heads #3 Device 1 4,727.05'6.0" Vert. 6" Orifice C= 0.600 Limited to weir flow at low heads #4 Secondary 4,728.10'10.0' long + 4.0 '/' SideZ x 11.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64 Primary OutFlow Max=0.29 cfs @ 2.10 hrs HW=4,727.34' TW=4,726.02' (Dynamic Tailwater) 1=RCP_Round 15" (Passes 0.29 cfs of 4.64 cfs potential flow) 2=2" Orifice (Orifice Controls 0.07 cfs @ 3.25 fps) 3=6" Orifice (Orifice Controls 0.22 cfs @ 1.83 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,726.80' TW=4,720.85' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 48P: Farmer's Canal Culvert Inflow Area = 661.167 ac, 0.05% Impervious, Inflow Depth = 1.31" for 100-yr event Inflow = 171.92 cfs @ 4.58 hrs, Volume= 72.373 af Outflow = 171.15 cfs @ 4.87 hrs, Volume= 72.373 af, Atten= 0%, Lag= 17.4 min Primary = 69.25 cfs @ 2.56 hrs, Volume= 34.632 af Routed to Pond 49P : West Culvert Outlet Secondary = 126.10 cfs @ 5.03 hrs, Volume= 37.742 af Routed to Pond 49P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,728.25' @ 5.04 hrs Surf.Area= 67,851 sf Storage= 155,630 cf Plug-Flow detention time= 17.3 min calculated for 72.358 af (100% of inflow) Center-of-Mass det. time= 17.3 min ( 304.6 - 287.3 ) Volume Invert Avail.Storage Storage Description #1 4,720.85' 173,107 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 94HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,720.85 0 0 0 4,721.00 25 2 2 4,721.50 194 55 57 4,722.00 581 194 250 4,722.50 1,261 461 711 4,723.00 2,431 923 1,634 4,723.50 5,526 1,989 3,623 4,724.00 9,116 3,661 7,284 4,724.50 13,320 5,609 12,893 4,725.00 18,237 7,889 20,782 4,725.50 23,578 10,454 31,236 4,726.00 29,500 13,270 44,505 4,726.50 36,258 16,440 60,945 4,727.00 43,906 20,041 80,986 4,727.50 61,526 26,358 107,344 4,728.50 70,000 65,763 173,107 Device Routing Invert Outlet Devices #1 Primary 4,720.85'42.0" Round RCP_Round 42" L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,720.85' / 4,720.72' S= 0.0026 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf #2 Secondary 4,727.10'30.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=69.25 cfs @ 2.56 hrs HW=4,727.20' TW=4,724.97' (Dynamic Tailwater) 1=RCP_Round 42" (Inlet Controls 69.25 cfs @ 7.20 fps) Secondary OutFlow Max=126.10 cfs @ 5.03 hrs HW=4,728.25' TW=4,727.30' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 126.10 cfs @ 2.65 fps) Summary for Pond 49P: West Culvert Outlet Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 1.96" for 100-yr event Inflow = 315.50 cfs @ 5.09 hrs, Volume= 114.563 af Outflow = 315.01 cfs @ 5.13 hrs, Volume= 114.563 af, Atten= 0%, Lag= 2.3 min Primary = 95.85 cfs @ 5.13 hrs, Volume= 64.508 af Routed to Pond 50P : NW Culvert Out Secondary = 219.16 cfs @ 5.13 hrs, Volume= 50.055 af Routed to Pond 51P : Overtop Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.31' @ 5.13 hrs Surf.Area= 112,998 sf Storage= 223,804 cf Plug-Flow detention time= 15.7 min calculated for 114.563 af (100% of inflow) Center-of-Mass det. time= 15.7 min ( 317.3 - 301.6 ) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 95HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 4,719.50' 314,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,719.50 1 0 0 4,720.00 480 120 120 4,720.50 1,813 573 694 4,721.00 3,709 1,381 2,074 4,721.50 6,488 2,549 4,623 4,722.00 10,418 4,227 8,850 4,722.50 15,211 6,407 15,257 4,723.00 17,647 8,215 23,472 4,723.50 20,259 9,477 32,948 4,724.00 23,461 10,930 43,878 4,725.00 31,410 27,436 71,314 4,726.00 56,236 43,823 115,137 4,727.00 96,503 76,370 191,506 4,728.00 150,000 123,252 314,758 Device Routing Invert Outlet Devices #1 Primary 4,718.10'57.0" W x 38.0" H, R=28.9"/88.3" Pipe Arch CMP_Arch_1/2 57x38 L= 260.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,718.10' / 4,716.50' S= 0.0062 '/' Cc= 0.900 n= 0.027, Flow Area= 11.89 sf #2 Device 1 4,719.50'58.5" W x 36.0" H, R=30.0"/84.0" Pipe Arch RCP_Arch 59x36 L= 140.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,719.50' / 4,718.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 11.40 sf #3 Secondary 4,726.89'300.0' long x 45.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=95.85 cfs @ 5.13 hrs HW=4,727.31' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 57x38 (Barrel Controls 95.85 cfs @ 8.06 fps) 2=RCP_Arch 59x36 (Passes 95.85 cfs of 138.87 cfs potential flow) Secondary OutFlow Max=219.16 cfs @ 5.13 hrs HW=4,727.31' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 219.16 cfs @ 1.75 fps) Summary for Pond 50P: NW Culvert Out Inflow Area = 702.343 ac, 0.04% Impervious, Inflow Depth = 1.10" for 100-yr event Inflow = 95.85 cfs @ 5.13 hrs, Volume= 64.508 af Primary = 95.85 cfs @ 5.13 hrs, Volume= 64.508 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 100-yr Duration=120 min, Inten=0.64 in/hrPTLands_NewPonds Printed 12/12/2022Prepared by KLJ Page 96HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 51P: Overtop Inflow = 219.16 cfs @ 5.13 hrs, Volume= 50.055 af Primary = 219.16 cfs @ 5.13 hrs, Volume= 50.055 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Summary for Link 12P: Offsite Basin #2 Inflow Area = 1,147.800 ac, 0.00% Impervious, Inflow Depth = 1.07" for 100-yr event Inflow = 245.45 cfs @ 5.03 hrs, Volume= 102.075 af Primary = 245.45 cfs @ 5.03 hrs, Volume= 102.075 af, Atten= 0%, Lag= 0.0 min Routed to Pond 38P : East Culvert Outlet Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 100-yr Runoff Imported from PTLands_Offsite Basins~Subcat 2S.hce Summary for Link 13P: Offsite Basin #1 Inflow Area = 640.100 ac, 0.00% Impervious, Inflow Depth = 1.33" for 100-yr event Inflow = 169.95 cfs @ 4.58 hrs, Volume= 70.697 af Primary = 169.95 cfs @ 4.58 hrs, Volume= 70.697 af, Atten= 0%, Lag= 0.0 min Routed to Pond 48P : Farmer's Canal Culvert Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 100-yr Runoff Imported from PTLands_Offsite Basins~Subcat 1S.hce 1E Kenyon Noble East 2E 11th and Patrick 3E Pond 2 Drainage 4E Pond 4 Drainage 5E Middle Drainage 6E Kenyon Noble West 7E 14th 8E Phase 1 9E Pond 1 On-site 10E Pond 3 Drainage 11E Lowe's 15R Storm Sewer 16R Swale to Pond 2 21R Baxter Lane Ditch 24R Storm Sewer 25R Swale to Pond 1 14P Kenyon NE Pond 15P Kenyon NW Pond 17P Pond 2 18P Pond 4 19PCB East Culvert Outlet 20P NE Culvert Out 22PCB 15th Ave Crossing 26P Pond 1b 27P Pond 1a 28P Pond 3 29P Farmer's Canal Culvert 30P West Culvert Outlet 31P NW Culvert Out 32P Overtop 12E Offsite Basin #2 13E Offsite Basin #1 Routing Diagram for PTLands_Pond EvalPrepared by KLJ, Printed 6/6/2022 HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 2HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: Kenyon Noble East Runoff = 2.69 cfs @ 0.29 hrs, Volume= 0.445 af, Depth= 0.57" Routed to Pond 14P : Kenyon NE Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (ac) C Description 9.340 0.70 9.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 Direct Entry, Summary for Subcatchment 2E: 11th and Patrick Runoff = 0.62 cfs @ 0.15 hrs, Volume= 0.102 af, Depth= 0.73" Routed to Reach 15R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 72,601 0.90 Pavement 72,601 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Summary for Subcatchment 3E: Pond 2 Drainage Runoff = 0.42 cfs @ 0.46 hrs, Volume= 0.070 af, Depth= 0.27" Routed to Pond 17P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 113,960 0.20 21,938 1.00 135,898 0.33 Weighted Average 113,960 83.86% Pervious Area 21,938 16.14% Impervious Area K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 3HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.6 Direct Entry, Summary for Subcatchment 4E: Pond 4 Drainage Runoff = 0.40 cfs @ 0.63 hrs, Volume= 0.067 af, Depth= 0.20" Routed to Pond 18P : Pond 4 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 160,854 0.20 10,390 1.00 171,244 0.25 Weighted Average 160,854 93.93% Pervious Area 10,390 6.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.3 Direct Entry, Summary for Subcatchment 5E: Middle Drainage Runoff = 1.23 cfs @ 1.11 hrs, Volume= 0.204 af, Depth= 0.16" Routed to Pond 22P : 15th Ave Crossing Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 653,620 0.20 653,620 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 66.6 Direct Entry, Summary for Subcatchment 6E: Kenyon Noble West Runoff = 1.57 cfs @ 0.30 hrs, Volume= 0.259 af, Depth= 0.57" Routed to Pond 15P : Kenyon NW Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 4HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (ac) C Description 5.443 0.70 5.443 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 Direct Entry, Summary for Subcatchment 7E: 14th Runoff = 0.55 cfs @ 0.21 hrs, Volume= 0.092 af, Depth= 0.73" Routed to Reach 24R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 65,168 0.90 65,168 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 Direct Entry, Summary for Subcatchment 8E: Phase 1 Runoff = 2.19 cfs @ 0.38 hrs, Volume= 0.362 af, Depth= 0.60" Routed to Pond 26P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 317,844 0.73 317,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 Direct Entry, Summary for Subcatchment 9E: Pond 1 On-site Runoff = 0.54 cfs @ 0.49 hrs, Volume= 0.090 af, Depth= 0.16" Routed to Pond 26P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 5HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (sf) C Description 288,016 0.20 288,016 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.1 Direct Entry, Summary for Subcatchment 10E: Pond 3 Drainage Runoff = 0.21 cfs @ 0.23 hrs, Volume= 0.034 af, Depth= 0.32" Routed to Pond 28P : Pond 3 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 43,017 0.20 13,479 1.00 56,496 0.39 Weighted Average 43,017 76.14% Pervious Area 13,479 23.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 Direct Entry, Summary for Subcatchment 11E: Lowe's Runoff = 8.18 cfs @ 0.78 hrs, Volume= 1.353 af, Depth= 0.52" Routed to Pond 30P : West Culvert Outlet Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hr Area (sf) C Description 1,354,059 0.64 1,354,059 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.6 Direct Entry, K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 6HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Reach 15R: Storm Sewer [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 11.007 ac, 0.00% Impervious, Inflow Depth > 0.59" for 10-yr event Inflow = 3.31 cfs @ 2.00 hrs, Volume= 0.544 af Outflow = 3.31 cfs @ 2.00 hrs, Volume= 0.544 af, Atten= 0%, Lag= 0.0 min Routed to Reach 16R : Swale to Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 6.39 fps, Min. Travel Time= 0.8 min Avg. Velocity = 1.84 fps, Avg. Travel Time= 2.7 min Peak Storage= 151 cf @ 2.00 hrs Average Depth at Peak Storage= 0.50' , Surface Width= 1.42' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 13.73 cfs 18.0" Round Pipe n= 0.013 Length= 292.0' Slope= 0.0171 '/' Inlet Invert= 4,742.69', Outlet Invert= 4,737.70' Summary for Reach 16R: Swale to Pond 2 [61] Hint: Exceeded Reach 15R outlet invert by 0.38' @ 2.00 hrs Inflow Area = 11.007 ac, 0.00% Impervious, Inflow Depth > 0.59" for 10-yr event Inflow = 3.31 cfs @ 2.00 hrs, Volume= 0.544 af Outflow = 3.30 cfs @ 2.00 hrs, Volume= 0.544 af, Atten= 0%, Lag= 0.0 min Routed to Pond 17P : Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.08 fps, Min. Travel Time= 4.9 min Avg. Velocity = 0.35 fps, Avg. Travel Time= 14.8 min Peak Storage= 967 cf @ 2.00 hrs Average Depth at Peak Storage= 0.38' , Surface Width= 11.10' Bank-Full Depth= 3.00' Flow Area= 87.0 sf, Capacity= 306.29 cfs 5.00' x 3.00' deep channel, n= 0.030 Side Slope Z-value= 10.0 6.0 '/' Top Width= 53.00' Length= 315.0' Slope= 0.0026 '/' Inlet Invert= 4,737.70', Outlet Invert= 4,736.87' K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 7HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC ‡ Summary for Reach 21R: Baxter Lane Ditch Inflow = 63.27 cfs @ 5.02 hrs, Volume= 12.509 af Outflow = 62.64 cfs @ 5.05 hrs, Volume= 12.509 af, Atten= 1%, Lag= 1.6 min Routed to Pond 22P : 15th Ave Crossing Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.30 fps, Min. Travel Time= 2.7 min Avg. Velocity = 1.60 fps, Avg. Travel Time= 5.5 min Peak Storage= 10,061 cf @ 5.05 hrs Average Depth at Peak Storage= 1.78' , Surface Width= 21.34' Bank-Full Depth= 4.00' Flow Area= 96.0 sf, Capacity= 543.66 cfs 0.00' x 4.00' deep channel, n= 0.030 Side Slope Z-value= 6.0 '/' Top Width= 48.00' Length= 530.0' Slope= 0.0053 '/' Inlet Invert= 4,729.54', Outlet Invert= 4,726.74' ‡ Summary for Reach 24R: Storm Sewer [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 6.939 ac, 0.00% Impervious, Inflow Depth > 0.61" for 10-yr event Inflow = 2.12 cfs @ 2.00 hrs, Volume= 0.350 af Outflow = 2.12 cfs @ 2.00 hrs, Volume= 0.350 af, Atten= 0%, Lag= 0.0 min Routed to Reach 25R : Swale to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 4.65 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.24 fps, Avg. Travel Time= 1.7 min Peak Storage= 58 cf @ 2.00 hrs Average Depth at Peak Storage= 0.46' , Surface Width= 1.38' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 10.50 cfs K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 8HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC 18.0" Round Pipe n= 0.013 Length= 127.0' Slope= 0.0100 '/' Inlet Invert= 4,744.65', Outlet Invert= 4,743.38' Summary for Reach 25R: Swale to Pond 1 [62] Hint: Exceeded Reach 24R OUTLET depth by 0.02' @ 5.28 hrs Inflow Area = 6.939 ac, 0.00% Impervious, Inflow Depth > 0.61" for 10-yr event Inflow = 2.12 cfs @ 2.00 hrs, Volume= 0.350 af Outflow = 2.12 cfs @ 2.00 hrs, Volume= 0.350 af, Atten= 0%, Lag= 0.1 min Routed to Pond 26P : Pond 1b Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.63 fps, Min. Travel Time= 4.6 min Avg. Velocity = 0.51 fps, Avg. Travel Time= 14.6 min Peak Storage= 584 cf @ 2.00 hrs Average Depth at Peak Storage= 0.36' , Surface Width= 7.20' Bank-Full Depth= 2.00' Flow Area= 40.0 sf, Capacity= 204.68 cfs 0.00' x 2.00' deep channel, n= 0.035 Side Slope Z-value= 10.0 '/' Top Width= 40.00' Length= 450.0' Slope= 0.0146 '/' Inlet Invert= 4,743.38', Outlet Invert= 4,736.80' ‡ Summary for Pond 14P: Kenyon NE Pond Inflow Area = 9.340 ac, 0.00% Impervious, Inflow Depth = 0.57" for 10-yr event Inflow = 2.69 cfs @ 0.29 hrs, Volume= 0.445 af Outflow = 2.69 cfs @ 2.00 hrs, Volume= 0.442 af, Atten= 0%, Lag= 102.6 min Primary = 2.69 cfs @ 2.00 hrs, Volume= 0.442 af Routed to Reach 15R : Storm Sewer K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 9HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,745.62' @ 2.00 hrs Storage= 8,868 cf Plug-Flow detention time= 83.1 min calculated for 0.442 af (99% of inflow) Center-of-Mass det. time= 82.7 min ( 151.3 - 68.6 ) Volume Invert Avail.Storage Storage Description #1 4,744.00' 12,300 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,744.00 0 4,745.50 8,570 4,747.00 12,300 Device Routing Invert Outlet Devices #1 Primary 4,744.00'18.0" Round Culvert L= 124.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,744.00' / 4,742.69' S= 0.0106 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf #2 Device 1 4,744.00'7.0" Vert. Orifice/Grate C= 0.650 Limited to weir flow at low heads #3 Device 1 4,745.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.69 cfs @ 2.00 hrs HW=4,745.62' TW=4,743.19' (Dynamic Tailwater) 1=Culvert (Passes 2.69 cfs of 7.94 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.61 cfs @ 6.01 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.08 cfs @ 1.13 fps) Summary for Pond 15P: Kenyon NW Pond Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.57" for 10-yr event Inflow = 1.57 cfs @ 0.30 hrs, Volume= 0.259 af Outflow = 1.57 cfs @ 2.00 hrs, Volume= 0.258 af, Atten= 0%, Lag= 102.0 min Primary = 1.57 cfs @ 2.00 hrs, Volume= 0.258 af Routed to Reach 24R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,746.97' @ 2.00 hrs Storage= 5,098 cf Plug-Flow detention time= 72.9 min calculated for 0.258 af (100% of inflow) Center-of-Mass det. time= 73.2 min ( 142.0 - 68.8 ) Volume Invert Avail.Storage Storage Description #1 4,745.00' 8,000 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,745.00 0 4,746.90 4,890 4,748.00 8,000 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 10HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 4,745.00'18.0" Round Culvert L= 70.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,745.00' / 4,744.19' S= 0.0116 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 4,745.00'5.0" Vert. 5" Orifice C= 0.630 Limited to weir flow at low heads #3 Device 1 4,746.90'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.57 cfs @ 2.00 hrs HW=4,746.97' TW=4,745.11' (Dynamic Tailwater) 1=Culvert (Passes 1.57 cfs of 9.41 cfs potential flow) 2=5" Orifice (Orifice Controls 0.92 cfs @ 6.72 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.65 cfs @ 0.89 fps) Summary for Pond 17P: Pond 2 Inflow Area = 14.126 ac, 3.57% Impervious, Inflow Depth > 0.52" for 10-yr event Inflow = 3.73 cfs @ 2.00 hrs, Volume= 0.614 af Outflow = 3.58 cfs @ 2.06 hrs, Volume= 0.613 af, Atten= 4%, Lag= 3.6 min Primary = 3.58 cfs @ 2.06 hrs, Volume= 0.613 af Routed to Pond 19P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,734.60' Surf.Area= 19,115 sf Storage= 23,830 cf Peak Elev= 4,734.76' @ 2.06 hrs Surf.Area= 19,473 sf Storage= 26,950 cf (3,120 cf above start) Plug-Flow detention time= 376.2 min calculated for 0.066 af (11% of inflow) Center-of-Mass det. time= 20.5 min ( 155.4 - 134.8 ) Volume Invert Avail.Storage Storage Description #1 4,732.95' 31,653 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,732.95 292 0 0 4,733.00 1,775 52 52 4,733.50 15,993 4,442 4,494 4,734.00 17,428 8,355 12,849 4,734.50 18,894 9,081 21,929 4,735.00 20,000 9,724 31,653 Device Routing Invert Outlet Devices #1 Primary 4,734.60'20.0' long + 4.0 '/' SideZ x 30.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=3.58 cfs @ 2.06 hrs HW=4,734.76' TW=4,730.70' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 3.58 cfs @ 1.07 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 11HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 18P: Pond 4 Inflow Area = 3.931 ac, 6.07% Impervious, Inflow Depth = 0.20" for 10-yr event Inflow = 0.40 cfs @ 0.63 hrs, Volume= 0.067 af Outflow = 0.40 cfs @ 2.00 hrs, Volume= 0.067 af, Atten= 0%, Lag= 82.2 min Primary = 0.40 cfs @ 2.00 hrs, Volume= 0.067 af Routed to Pond 19P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,731.75' Surf.Area= 7,924 sf Storage= 10,938 cf Peak Elev= 4,731.78' @ 2.00 hrs Surf.Area= 7,981 sf Storage= 11,171 cf (233 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 12.3 min ( 91.0 - 78.7 ) Volume Invert Avail.Storage Storage Description #1 4,730.00' 41,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,730.00 4,622 0 0 4,730.50 5,535 2,539 2,539 4,731.00 6,474 3,002 5,542 4,731.50 7,434 3,477 9,019 4,732.00 8,414 3,962 12,981 4,735.00 10,390 28,206 41,187 Device Routing Invert Outlet Devices #1 Primary 4,731.75'30.0' long + 4.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.40 cfs @ 2.00 hrs HW=4,731.78' TW=4,730.65' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.40 cfs @ 0.46 fps) Summary for Pond 19P: East Culvert Outlet [57] Hint: Peaked at 4,732.60' (Flood elevation advised) [80] Warning: Exceeded Pond 18P by 0.85' @ 5.03 hrs (67.83 cfs 11.955 af) Inflow Area = 1,165.858 ac, 0.06% Impervious, Inflow Depth = 0.69" for 10-yr event Inflow = 160.92 cfs @ 5.02 hrs, Volume= 67.490 af Outflow = 160.92 cfs @ 5.02 hrs, Volume= 67.490 af, Atten= 0%, Lag= 0.0 min Primary = 98.14 cfs @ 5.51 hrs, Volume= 54.981 af Routed to Pond 20P : NE Culvert Out Secondary = 16.09 cfs @ 3.73 hrs, Volume= 6.578 af Routed to Reach 21R : Baxter Lane Ditch Tertiary = 47.99 cfs @ 5.03 hrs, Volume= 5.931 af Routed to Reach 21R : Baxter Lane Ditch K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 12HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,732.60' @ 5.03 hrs Device Routing Invert Outlet Devices #1 Primary 4,727.50'71.0" W x 47.0" H, R=35.9"/110.3" Pipe Arch CMP_Arch_1/2 71x47 L= 376.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4,727.50' / 4,725.50' S= 0.0053 '/' Cc= 0.900 n= 0.027, Flow Area= 18.31 sf #2 Secondary 4,729.80'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 58.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,729.80' / 4,729.54' S= 0.0045 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #3 Tertiary 4,732.10'50.0' long x 35.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=98.14 cfs @ 5.51 hrs HW=4,732.48' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 71x47 (Barrel Controls 98.14 cfs @ 5.43 fps) Secondary OutFlow Max=16.09 cfs @ 3.73 hrs HW=4,732.24' TW=4,730.74' (Dynamic Tailwater) 2=RCP_Arch 29x18 (Inlet Controls 16.09 cfs @ 5.76 fps) Tertiary OutFlow Max=47.96 cfs @ 5.03 hrs HW=4,732.60' TW=4,731.31' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 47.96 cfs @ 1.91 fps) Summary for Pond 20P: NE Culvert Out [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1,165.858 ac, 0.06% Impervious, Inflow Depth = 0.57" for 10-yr event Inflow = 98.14 cfs @ 5.51 hrs, Volume= 54.981 af Primary = 98.14 cfs @ 5.51 hrs, Volume= 54.981 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 22P: 15th Ave Crossing [57] Hint: Peaked at 4,730.15' (Flood elevation advised) [62] Hint: Exceeded Reach 21R OUTLET depth by 1.78' @ 6.42 hrs Inflow Area = 15.005 ac, 0.00% Impervious, Inflow Depth = 10.17" for 10-yr event Inflow = 62.64 cfs @ 5.05 hrs, Volume= 12.713 af Outflow = 62.64 cfs @ 5.05 hrs, Volume= 12.713 af, Atten= 0%, Lag= 0.0 min Primary = 20.00 cfs @ 5.05 hrs, Volume= 7.651 af Routed to Pond 30P : West Culvert Outlet Secondary = 42.63 cfs @ 5.05 hrs, Volume= 5.062 af Routed to Pond 30P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 13HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Peak Elev= 4,730.15' @ 5.05 hrs Device Routing Invert Outlet Devices #1 Primary 4,726.74'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.74' / 4,726.14' S= 0.0052 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #2 Secondary 4,729.60'30.0' long + 20.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=20.00 cfs @ 5.05 hrs HW=4,730.15' TW=4,727.10' (Dynamic Tailwater) 1=RCP_Arch 29x18 (Barrel Controls 20.00 cfs @ 7.16 fps) Secondary OutFlow Max=42.63 cfs @ 5.05 hrs HW=4,730.15' TW=4,727.10' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 42.63 cfs @ 1.89 fps) Summary for Pond 26P: Pond 1b [62] Hint: Exceeded Reach 25R OUTLET depth by 0.34' @ 2.09 hrs Inflow Area = 20.848 ac, 0.00% Impervious, Inflow Depth = 0.46" for 10-yr event Inflow = 4.85 cfs @ 2.00 hrs, Volume= 0.802 af Outflow = 4.51 cfs @ 2.04 hrs, Volume= 0.802 af, Atten= 7%, Lag= 2.6 min Primary = 4.51 cfs @ 2.04 hrs, Volume= 0.802 af Routed to Pond 27P : Pond 1a Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 29P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,737.50' @ 2.04 hrs Surf.Area= 6,306 sf Storage= 4,871 cf Plug-Flow detention time= 18.3 min calculated for 0.801 af (100% of inflow) Center-of-Mass det. time= 18.0 min ( 114.7 - 96.7 ) Volume Invert Avail.Storage Storage Description #1 4,736.30' 17,541 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,736.30 0 0 0 4,736.50 1,777 178 178 4,737.00 5,363 1,785 1,963 4,737.50 6,309 2,918 4,881 4,738.00 7,505 3,454 8,334 4,738.50 9,002 4,127 12,461 4,739.00 11,320 5,081 17,541 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 14HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 4,736.30'15.0" Round Culvert L= 160.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,736.30' / 4,734.80' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 4,738.75'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=4.51 cfs @ 2.04 hrs HW=4,737.50' TW=4,735.35' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.51 cfs @ 3.73 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,736.30' TW=4,720.85' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 27P: Pond 1a Inflow Area = 20.848 ac, 0.00% Impervious, Inflow Depth > 0.46" for 10-yr event Inflow = 4.51 cfs @ 2.04 hrs, Volume= 0.802 af Outflow = 2.93 cfs @ 2.41 hrs, Volume= 0.801 af, Atten= 35%, Lag= 21.9 min Primary = 2.93 cfs @ 2.41 hrs, Volume= 0.801 af Routed to Pond 29P : Farmer's Canal Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 29P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,735.46' @ 2.41 hrs Surf.Area= 12,691 sf Storage= 13,584 cf Plug-Flow detention time= 71.3 min calculated for 0.801 af (100% of inflow) Center-of-Mass det. time= 70.9 min ( 185.6 - 114.7 ) Volume Invert Avail.Storage Storage Description #1 4,734.00' 20,806 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,734.00 0 0 0 4,734.50 10,310 2,578 2,578 4,735.00 11,386 5,424 8,002 4,735.50 12,793 6,045 14,046 4,736.00 14,244 6,759 20,806 Device Routing Invert Outlet Devices #1 Primary 4,734.00'15.0" Round Culvert L= 24.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,734.00' / 4,734.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,734.00'10.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 4,735.70'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Secondary 4,735.93'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 15HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.93 cfs @ 2.41 hrs HW=4,735.46' TW=4,724.82' (Dynamic Tailwater) 1=Culvert (Passes 2.93 cfs of 3.98 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.93 cfs @ 4.88 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,734.00' TW=4,720.85' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 28P: Pond 3 Inflow Area = 1.297 ac, 23.86% Impervious, Inflow Depth = 0.32" for 10-yr event Inflow = 0.21 cfs @ 0.23 hrs, Volume= 0.034 af Outflow = 0.21 cfs @ 2.00 hrs, Volume= 0.034 af, Atten= 0%, Lag= 106.2 min Primary = 0.21 cfs @ 2.00 hrs, Volume= 0.034 af Routed to Pond 29P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,726.80' Surf.Area= 11,039 sf Storage= 16,414 cf Peak Elev= 4,726.82' @ 2.00 hrs Surf.Area= 11,080 sf Storage= 16,622 cf (208 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 21.8 min ( 88.6 - 66.9 ) Volume Invert Avail.Storage Storage Description #1 4,725.00' 118,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,725.00 7,245 0 0 4,725.50 8,261 3,877 3,877 4,726.00 9,319 4,395 8,272 4,726.50 10,392 4,928 13,199 4,727.00 11,471 5,466 18,665 4,735.00 13,479 99,800 118,465 Device Routing Invert Outlet Devices #1 Primary 4,726.80'30.0' long + 4.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.21 cfs @ 2.00 hrs HW=4,726.82' TW=4,724.37' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.21 cfs @ 0.37 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 16HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 29P: Farmer's Canal Culvert [80] Warning: Exceeded Pond 28P by 1.10' @ 5.06 hrs (101.82 cfs 23.439 af) Inflow Area = 662.245 ac, 0.05% Impervious, Inflow Depth = 0.85" for 10-yr event Inflow = 112.19 cfs @ 4.58 hrs, Volume= 47.108 af Outflow = 111.38 cfs @ 5.05 hrs, Volume= 47.108 af, Atten= 1%, Lag= 28.2 min Primary = 69.71 cfs @ 3.84 hrs, Volume= 33.689 af Routed to Pond 30P : West Culvert Outlet Secondary = 69.98 cfs @ 5.06 hrs, Volume= 13.419 af Routed to Pond 30P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.90' @ 5.06 hrs Surf.Area= 64,911 sf Storage= 132,597 cf Plug-Flow detention time= 17.5 min calculated for 47.108 af (100% of inflow) Center-of-Mass det. time= 17.5 min ( 304.0 - 286.5 ) Volume Invert Avail.Storage Storage Description #1 4,720.85' 173,107 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,720.85 0 0 0 4,721.00 25 2 2 4,721.50 194 55 57 4,722.00 581 194 250 4,722.50 1,261 461 711 4,723.00 2,431 923 1,634 4,723.50 5,526 1,989 3,623 4,724.00 9,116 3,661 7,284 4,724.50 13,320 5,609 12,893 4,725.00 18,237 7,889 20,782 4,725.50 23,578 10,454 31,236 4,726.00 29,500 13,270 44,505 4,726.50 36,258 16,440 60,945 4,727.00 43,906 20,041 80,986 4,727.50 61,526 26,358 107,344 4,728.50 70,000 65,763 173,107 Device Routing Invert Outlet Devices #1 Primary 4,720.85'42.0" Round RCP_Round 42" L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,720.85' / 4,720.72' S= 0.0026 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf #2 Secondary 4,727.10'30.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 17HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=69.71 cfs @ 3.84 hrs HW=4,727.10' TW=4,724.83' (Dynamic Tailwater) 1=RCP_Round 42" (Inlet Controls 69.71 cfs @ 7.25 fps) Secondary OutFlow Max=69.98 cfs @ 5.06 hrs HW=4,727.90' TW=4,727.10' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 69.98 cfs @ 2.30 fps) Summary for Pond 30P: West Culvert Outlet Inflow Area = 708.335 ac, 0.04% Impervious, Inflow Depth = 1.04" for 10-yr event Inflow = 174.02 cfs @ 5.05 hrs, Volume= 61.173 af Outflow = 173.13 cfs @ 5.10 hrs, Volume= 61.173 af, Atten= 1%, Lag= 2.7 min Primary = 94.55 cfs @ 5.10 hrs, Volume= 53.619 af Routed to Pond 31P : NW Culvert Out Secondary = 78.58 cfs @ 5.10 hrs, Volume= 7.554 af Routed to Pond 32P : Overtop Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.10' @ 5.10 hrs Surf.Area= 101,966 sf Storage= 201,640 cf Plug-Flow detention time= 18.3 min calculated for 61.148 af (100% of inflow) Center-of-Mass det. time= 18.3 min ( 316.5 - 298.2 ) Volume Invert Avail.Storage Storage Description #1 4,719.50' 314,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,719.50 1 0 0 4,720.00 480 120 120 4,720.50 1,813 573 694 4,721.00 3,709 1,381 2,074 4,721.50 6,488 2,549 4,623 4,722.00 10,418 4,227 8,850 4,722.50 15,211 6,407 15,257 4,723.00 17,647 8,215 23,472 4,723.50 20,259 9,477 32,948 4,724.00 23,461 10,930 43,878 4,725.00 31,410 27,436 71,314 4,726.00 56,236 43,823 115,137 4,727.00 96,503 76,370 191,506 4,728.00 150,000 123,252 314,758 Device Routing Invert Outlet Devices #1 Primary 4,718.10'57.0" W x 38.0" H, R=28.9"/88.3" Pipe Arch CMP_Arch_1/2 57x38 L= 260.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,718.10' / 4,716.50' S= 0.0062 '/' Cc= 0.900 n= 0.027, Flow Area= 11.89 sf #2 Device 1 4,719.50'58.5" W x 36.0" H, R=30.0"/84.0" Pipe Arch RCP_Arch 59x36 L= 140.0' RCP, square edge headwall, Ke= 0.500 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 18HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 4,719.50' / 4,718.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 11.40 sf #3 Secondary 4,726.89'300.0' long x 45.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=94.55 cfs @ 5.10 hrs HW=4,727.10' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 57x38 (Barrel Controls 94.55 cfs @ 7.95 fps) 2=RCP_Arch 59x36 (Passes 94.55 cfs of 136.61 cfs potential flow) Secondary OutFlow Max=78.58 cfs @ 5.10 hrs HW=4,727.10' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 78.58 cfs @ 1.23 fps) Summary for Pond 31P: NW Culvert Out [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 708.335 ac, 0.04% Impervious, Inflow Depth = 0.91" for 10-yr event Inflow = 94.55 cfs @ 5.10 hrs, Volume= 53.619 af Primary = 94.55 cfs @ 5.10 hrs, Volume= 53.619 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 32P: Overtop [40] Hint: Not Described (Outflow=Inflow) Inflow = 78.58 cfs @ 5.10 hrs, Volume= 7.554 af Primary = 78.58 cfs @ 5.10 hrs, Volume= 7.554 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Link 12E: Offsite Basin #2 Inflow Area = 1,147.800 ac, 0.00% Impervious, Inflow Depth = 0.70" for 10-yr event Inflow = 160.65 cfs @ 5.03 hrs, Volume= 66.809 af Primary = 160.65 cfs @ 5.03 hrs, Volume= 66.809 af, Atten= 0%, Lag= 0.0 min Routed to Pond 19P : East Culvert Outlet Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 10-yr Runoff Imported from PTLands_Offsite Basins~Subcat 2S.hce Summary for Link 13E: Offsite Basin #1 Inflow Area = 640.100 ac, 0.00% Impervious, Inflow Depth = 0.87" for 10-yr event Inflow = 111.24 cfs @ 4.58 hrs, Volume= 46.272 af Primary = 111.24 cfs @ 4.58 hrs, Volume= 46.272 af, Atten= 0%, Lag= 0.0 min Routed to Pond 29P : Farmer's Canal Culvert K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 10-yr Duration=120 min, Inten=0.41 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 19HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 10-yr Runoff Imported from PTLands_Offsite Basins~Subcat 1S.hce K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 20HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: Kenyon Noble East Runoff = 3.30 cfs @ 0.29 hrs, Volume= 0.545 af, Depth= 0.70" Routed to Pond 14P : Kenyon NE Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (ac) C Description 9.340 0.70 9.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 Direct Entry, Summary for Subcatchment 2E: 11th and Patrick Runoff = 0.76 cfs @ 0.15 hrs, Volume= 0.125 af, Depth= 0.90" Routed to Reach 15R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 72,601 0.90 Pavement 72,601 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Summary for Subcatchment 3E: Pond 2 Drainage Runoff = 0.52 cfs @ 0.46 hrs, Volume= 0.086 af, Depth= 0.33" Routed to Pond 17P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 113,960 0.20 21,938 1.00 135,898 0.33 Weighted Average 113,960 83.86% Pervious Area 21,938 16.14% Impervious Area K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 21HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.6 Direct Entry, Summary for Subcatchment 4E: Pond 4 Drainage Runoff = 0.50 cfs @ 0.63 hrs, Volume= 0.082 af, Depth= 0.25" Routed to Pond 18P : Pond 4 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 160,854 0.20 10,390 1.00 171,244 0.25 Weighted Average 160,854 93.93% Pervious Area 10,390 6.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.3 Direct Entry, Summary for Subcatchment 5E: Middle Drainage Runoff = 1.51 cfs @ 1.11 hrs, Volume= 0.250 af, Depth= 0.20" Routed to Pond 22P : 15th Ave Crossing Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 653,620 0.20 653,620 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 66.6 Direct Entry, Summary for Subcatchment 6E: Kenyon Noble West Runoff = 1.92 cfs @ 0.30 hrs, Volume= 0.318 af, Depth= 0.70" Routed to Pond 15P : Kenyon NW Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 22HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (ac) C Description 5.443 0.70 5.443 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 Direct Entry, Summary for Subcatchment 7E: 14th Runoff = 0.68 cfs @ 0.21 hrs, Volume= 0.112 af, Depth= 0.90" Routed to Reach 24R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 65,168 0.90 65,168 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 Direct Entry, Summary for Subcatchment 8E: Phase 1 Runoff = 2.69 cfs @ 0.38 hrs, Volume= 0.444 af, Depth= 0.73" Routed to Pond 26P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 317,844 0.73 317,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 Direct Entry, Summary for Subcatchment 9E: Pond 1 On-site Runoff = 0.67 cfs @ 0.49 hrs, Volume= 0.110 af, Depth= 0.20" Routed to Pond 26P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 23HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (sf) C Description 288,016 0.20 288,016 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.1 Direct Entry, Summary for Subcatchment 10E: Pond 3 Drainage Runoff = 0.26 cfs @ 0.23 hrs, Volume= 0.042 af, Depth= 0.39" Routed to Pond 28P : Pond 3 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 43,017 0.20 13,479 1.00 56,496 0.39 Weighted Average 43,017 76.14% Pervious Area 13,479 23.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 Direct Entry, Summary for Subcatchment 11E: Lowe's Runoff = 10.04 cfs @ 0.78 hrs, Volume= 1.660 af, Depth= 0.64" Routed to Pond 30P : West Culvert Outlet Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hr Area (sf) C Description 1,354,059 0.64 1,354,059 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.6 Direct Entry, K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 24HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Reach 15R: Storm Sewer [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 11.007 ac, 0.00% Impervious, Inflow Depth > 0.73" for 25-yr event Inflow = 4.06 cfs @ 2.00 hrs, Volume= 0.668 af Outflow = 4.06 cfs @ 2.00 hrs, Volume= 0.668 af, Atten= 0%, Lag= 0.0 min Routed to Reach 16R : Swale to Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 6.76 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.88 fps, Avg. Travel Time= 2.6 min Peak Storage= 175 cf @ 2.00 hrs Average Depth at Peak Storage= 0.56' , Surface Width= 1.45' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 13.73 cfs 18.0" Round Pipe n= 0.013 Length= 292.0' Slope= 0.0171 '/' Inlet Invert= 4,742.69', Outlet Invert= 4,737.70' Summary for Reach 16R: Swale to Pond 2 [61] Hint: Exceeded Reach 15R outlet invert by 0.42' @ 2.00 hrs Inflow Area = 11.007 ac, 0.00% Impervious, Inflow Depth > 0.73" for 25-yr event Inflow = 4.06 cfs @ 2.00 hrs, Volume= 0.668 af Outflow = 4.06 cfs @ 2.00 hrs, Volume= 0.668 af, Atten= 0%, Lag= 0.0 min Routed to Pond 17P : Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.14 fps, Min. Travel Time= 4.6 min Avg. Velocity = 0.36 fps, Avg. Travel Time= 14.5 min Peak Storage= 1,120 cf @ 2.00 hrs Average Depth at Peak Storage= 0.42' , Surface Width= 11.78' Bank-Full Depth= 3.00' Flow Area= 87.0 sf, Capacity= 306.29 cfs 5.00' x 3.00' deep channel, n= 0.030 Side Slope Z-value= 10.0 6.0 '/' Top Width= 53.00' Length= 315.0' Slope= 0.0026 '/' Inlet Invert= 4,737.70', Outlet Invert= 4,736.87' K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 25HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC ‡ Summary for Reach 21R: Baxter Lane Ditch Inflow = 103.50 cfs @ 5.02 hrs, Volume= 23.774 af Outflow = 102.92 cfs @ 5.05 hrs, Volume= 23.774 af, Atten= 1%, Lag= 1.4 min Routed to Pond 22P : 15th Ave Crossing Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.74 fps, Min. Travel Time= 2.4 min Avg. Velocity = 1.85 fps, Avg. Travel Time= 4.8 min Peak Storage= 14,601 cf @ 5.05 hrs Average Depth at Peak Storage= 2.14' , Surface Width= 25.71' Bank-Full Depth= 4.00' Flow Area= 96.0 sf, Capacity= 543.66 cfs 0.00' x 4.00' deep channel, n= 0.030 Side Slope Z-value= 6.0 '/' Top Width= 48.00' Length= 530.0' Slope= 0.0053 '/' Inlet Invert= 4,729.54', Outlet Invert= 4,726.74' ‡ Summary for Reach 24R: Storm Sewer [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 6.939 ac, 0.00% Impervious, Inflow Depth > 0.74" for 25-yr event Inflow = 2.60 cfs @ 2.00 hrs, Volume= 0.429 af Outflow = 2.60 cfs @ 2.00 hrs, Volume= 0.429 af, Atten= 0%, Lag= 0.0 min Routed to Reach 25R : Swale to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 4.93 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.27 fps, Avg. Travel Time= 1.7 min Peak Storage= 67 cf @ 2.00 hrs Average Depth at Peak Storage= 0.51' , Surface Width= 1.42' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 10.50 cfs K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 26HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC 18.0" Round Pipe n= 0.013 Length= 127.0' Slope= 0.0100 '/' Inlet Invert= 4,744.65', Outlet Invert= 4,743.38' Summary for Reach 25R: Swale to Pond 1 [62] Hint: Exceeded Reach 24R OUTLET depth by 0.02' @ 5.29 hrs Inflow Area = 6.939 ac, 0.00% Impervious, Inflow Depth > 0.74" for 25-yr event Inflow = 2.60 cfs @ 2.00 hrs, Volume= 0.429 af Outflow = 2.60 cfs @ 2.00 hrs, Volume= 0.429 af, Atten= 0%, Lag= 0.0 min Routed to Pond 26P : Pond 1b Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.72 fps, Min. Travel Time= 4.4 min Avg. Velocity = 0.52 fps, Avg. Travel Time= 14.3 min Peak Storage= 681 cf @ 2.00 hrs Average Depth at Peak Storage= 0.39' , Surface Width= 7.78' Bank-Full Depth= 2.00' Flow Area= 40.0 sf, Capacity= 204.68 cfs 0.00' x 2.00' deep channel, n= 0.035 Side Slope Z-value= 10.0 '/' Top Width= 40.00' Length= 450.0' Slope= 0.0146 '/' Inlet Invert= 4,743.38', Outlet Invert= 4,736.80' ‡ Summary for Pond 14P: Kenyon NE Pond Inflow Area = 9.340 ac, 0.00% Impervious, Inflow Depth = 0.70" for 25-yr event Inflow = 3.30 cfs @ 0.29 hrs, Volume= 0.545 af Outflow = 3.30 cfs @ 2.00 hrs, Volume= 0.543 af, Atten= 0%, Lag= 102.6 min Primary = 3.30 cfs @ 2.00 hrs, Volume= 0.543 af Routed to Reach 15R : Storm Sewer K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 27HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,745.66' @ 2.00 hrs Storage= 8,968 cf Plug-Flow detention time= 71.6 min calculated for 0.543 af (100% of inflow) Center-of-Mass det. time= 71.3 min ( 139.9 - 68.6 ) Volume Invert Avail.Storage Storage Description #1 4,744.00' 12,300 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,744.00 0 4,745.50 8,570 4,747.00 12,300 Device Routing Invert Outlet Devices #1 Primary 4,744.00'18.0" Round Culvert L= 124.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,744.00' / 4,742.69' S= 0.0106 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf #2 Device 1 4,744.00'7.0" Vert. Orifice/Grate C= 0.650 Limited to weir flow at low heads #3 Device 1 4,745.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.30 cfs @ 2.00 hrs HW=4,745.66' TW=4,743.25' (Dynamic Tailwater) 1=Culvert (Passes 3.30 cfs of 8.12 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.63 cfs @ 6.10 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.67 cfs @ 1.31 fps) Summary for Pond 15P: Kenyon NW Pond Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.70" for 25-yr event Inflow = 1.92 cfs @ 0.30 hrs, Volume= 0.318 af Outflow = 1.92 cfs @ 2.00 hrs, Volume= 0.317 af, Atten= 0%, Lag= 102.0 min Primary = 1.92 cfs @ 2.00 hrs, Volume= 0.317 af Routed to Reach 24R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,747.00' @ 2.00 hrs Storage= 5,167 cf Plug-Flow detention time= 64.0 min calculated for 0.317 af (100% of inflow) Center-of-Mass det. time= 63.9 min ( 132.7 - 68.8 ) Volume Invert Avail.Storage Storage Description #1 4,745.00' 8,000 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,745.00 0 4,746.90 4,890 4,748.00 8,000 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 28HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 4,745.00'18.0" Round Culvert L= 70.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,745.00' / 4,744.19' S= 0.0116 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 4,745.00'5.0" Vert. 5" Orifice C= 0.630 Limited to weir flow at low heads #3 Device 1 4,746.90'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.92 cfs @ 2.00 hrs HW=4,747.00' TW=4,745.16' (Dynamic Tailwater) 1=Culvert (Passes 1.92 cfs of 9.51 cfs potential flow) 2=5" Orifice (Orifice Controls 0.92 cfs @ 6.76 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.00 cfs @ 1.02 fps) Summary for Pond 17P: Pond 2 Inflow Area = 14.126 ac, 3.57% Impervious, Inflow Depth > 0.64" for 25-yr event Inflow = 4.58 cfs @ 2.00 hrs, Volume= 0.754 af Outflow = 4.56 cfs @ 2.01 hrs, Volume= 0.753 af, Atten= 0%, Lag= 0.8 min Primary = 4.56 cfs @ 2.01 hrs, Volume= 0.753 af Routed to Pond 19P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,734.60' Surf.Area= 19,115 sf Storage= 23,830 cf Peak Elev= 4,734.79' @ 2.01 hrs Surf.Area= 19,534 sf Storage= 27,493 cf (3,663 cf above start) Plug-Flow detention time= 215.3 min calculated for 0.206 af (27% of inflow) Center-of-Mass det. time= 18.7 min ( 144.8 - 126.1 ) Volume Invert Avail.Storage Storage Description #1 4,732.95' 31,653 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,732.95 292 0 0 4,733.00 1,775 52 52 4,733.50 15,993 4,442 4,494 4,734.00 17,428 8,355 12,849 4,734.50 18,894 9,081 21,929 4,735.00 20,000 9,724 31,653 Device Routing Invert Outlet Devices #1 Primary 4,734.60'20.0' long + 4.0 '/' SideZ x 30.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=4.56 cfs @ 2.01 hrs HW=4,734.79' TW=4,731.13' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 4.56 cfs @ 1.16 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 29HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 18P: Pond 4 Inflow Area = 3.931 ac, 6.07% Impervious, Inflow Depth = 0.25" for 25-yr event Inflow = 0.50 cfs @ 0.63 hrs, Volume= 0.082 af Outflow = 0.50 cfs @ 2.00 hrs, Volume= 0.082 af, Atten= 0%, Lag= 82.2 min Primary = 0.50 cfs @ 2.00 hrs, Volume= 0.082 af Routed to Pond 19P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,731.75' Surf.Area= 7,924 sf Storage= 10,938 cf Peak Elev= 4,731.78' @ 2.00 hrs Surf.Area= 7,990 sf Storage= 11,205 cf (267 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 21.3 min ( 99.9 - 78.7 ) Volume Invert Avail.Storage Storage Description #1 4,730.00' 41,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,730.00 4,622 0 0 4,730.50 5,535 2,539 2,539 4,731.00 6,474 3,002 5,542 4,731.50 7,434 3,477 9,019 4,732.00 8,414 3,962 12,981 4,735.00 10,390 28,206 41,187 Device Routing Invert Outlet Devices #1 Primary 4,731.75'30.0' long + 4.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.50 cfs @ 2.00 hrs HW=4,731.78' TW=4,731.12' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.50 cfs @ 0.49 fps) Summary for Pond 19P: East Culvert Outlet [57] Hint: Peaked at 4,732.87' (Flood elevation advised) [80] Warning: Exceeded Pond 18P by 1.10' @ 5.03 hrs (104.22 cfs 23.657 af) Inflow Area = 1,165.858 ac, 0.06% Impervious, Inflow Depth = 0.86" for 25-yr event Inflow = 199.29 cfs @ 5.02 hrs, Volume= 83.603 af Outflow = 199.29 cfs @ 5.02 hrs, Volume= 83.603 af, Atten= 0%, Lag= 0.0 min Primary = 98.14 cfs @ 6.38 hrs, Volume= 59.829 af Routed to Pond 20P : NE Culvert Out Secondary = 16.11 cfs @ 3.01 hrs, Volume= 7.735 af Routed to Reach 21R : Baxter Lane Ditch Tertiary = 88.83 cfs @ 5.03 hrs, Volume= 16.038 af Routed to Reach 21R : Baxter Lane Ditch K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 30HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,732.87' @ 5.03 hrs Device Routing Invert Outlet Devices #1 Primary 4,727.50'71.0" W x 47.0" H, R=35.9"/110.3" Pipe Arch CMP_Arch_1/2 71x47 L= 376.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4,727.50' / 4,725.50' S= 0.0053 '/' Cc= 0.900 n= 0.027, Flow Area= 18.31 sf #2 Secondary 4,729.80'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 58.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,729.80' / 4,729.54' S= 0.0045 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #3 Tertiary 4,732.10'50.0' long x 35.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=98.14 cfs @ 6.38 hrs HW=4,732.48' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 71x47 (Barrel Controls 98.14 cfs @ 5.43 fps) Secondary OutFlow Max=16.11 cfs @ 3.01 hrs HW=4,732.25' TW=4,730.75' (Dynamic Tailwater) 2=RCP_Arch 29x18 (Inlet Controls 16.11 cfs @ 5.77 fps) Tertiary OutFlow Max=88.80 cfs @ 5.03 hrs HW=4,732.87' TW=4,731.68' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 88.80 cfs @ 2.32 fps) Summary for Pond 20P: NE Culvert Out [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1,165.858 ac, 0.06% Impervious, Inflow Depth = 0.62" for 25-yr event Inflow = 98.14 cfs @ 6.38 hrs, Volume= 59.829 af Primary = 98.14 cfs @ 6.38 hrs, Volume= 59.829 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 22P: 15th Ave Crossing [57] Hint: Peaked at 4,730.41' (Flood elevation advised) [62] Hint: Exceeded Reach 21R OUTLET depth by 1.79' @ 2.96 hrs Inflow Area = 15.005 ac, 0.00% Impervious, Inflow Depth = 19.21" for 25-yr event Inflow = 102.92 cfs @ 5.05 hrs, Volume= 24.024 af Outflow = 102.92 cfs @ 5.05 hrs, Volume= 24.024 af, Atten= 0%, Lag= 0.0 min Primary = 21.00 cfs @ 5.05 hrs, Volume= 9.608 af Routed to Pond 30P : West Culvert Outlet Secondary = 81.91 cfs @ 5.05 hrs, Volume= 14.416 af Routed to Pond 30P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 31HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Peak Elev= 4,730.41' @ 5.05 hrs Device Routing Invert Outlet Devices #1 Primary 4,726.74'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.74' / 4,726.14' S= 0.0052 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #2 Secondary 4,729.60'30.0' long + 20.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=21.00 cfs @ 5.05 hrs HW=4,730.41' TW=4,727.21' (Dynamic Tailwater) 1=RCP_Arch 29x18 (Barrel Controls 21.00 cfs @ 7.52 fps) Secondary OutFlow Max=81.91 cfs @ 5.05 hrs HW=4,730.41' TW=4,727.21' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 81.91 cfs @ 2.20 fps) Summary for Pond 26P: Pond 1b [62] Hint: Exceeded Reach 25R OUTLET depth by 0.63' @ 2.10 hrs Inflow Area = 20.848 ac, 0.00% Impervious, Inflow Depth = 0.57" for 25-yr event Inflow = 5.96 cfs @ 2.00 hrs, Volume= 0.984 af Outflow = 5.56 cfs @ 2.04 hrs, Volume= 0.984 af, Atten= 7%, Lag= 2.5 min Primary = 5.56 cfs @ 2.04 hrs, Volume= 0.984 af Routed to Pond 27P : Pond 1a Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 29P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,737.81' @ 2.04 hrs Surf.Area= 7,053 sf Storage= 7,029 cf Plug-Flow detention time= 19.5 min calculated for 0.983 af (100% of inflow) Center-of-Mass det. time= 19.3 min ( 112.8 - 93.5 ) Volume Invert Avail.Storage Storage Description #1 4,736.30' 17,541 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,736.30 0 0 0 4,736.50 1,777 178 178 4,737.00 5,363 1,785 1,963 4,737.50 6,309 2,918 4,881 4,738.00 7,505 3,454 8,334 4,738.50 9,002 4,127 12,461 4,739.00 11,320 5,081 17,541 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 32HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 4,736.30'15.0" Round Culvert L= 160.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,736.30' / 4,734.80' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 4,738.75'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.56 cfs @ 2.04 hrs HW=4,737.81' TW=4,735.62' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.56 cfs @ 4.53 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,736.30' TW=4,720.85' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 27P: Pond 1a Inflow Area = 20.848 ac, 0.00% Impervious, Inflow Depth > 0.57" for 25-yr event Inflow = 5.56 cfs @ 2.04 hrs, Volume= 0.984 af Outflow = 3.70 cfs @ 2.44 hrs, Volume= 0.983 af, Atten= 33%, Lag= 24.2 min Primary = 3.70 cfs @ 2.44 hrs, Volume= 0.983 af Routed to Pond 29P : Farmer's Canal Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 29P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,735.79' @ 2.44 hrs Surf.Area= 13,627 sf Storage= 17,841 cf Plug-Flow detention time= 75.2 min calculated for 0.983 af (100% of inflow) Center-of-Mass det. time= 75.0 min ( 187.7 - 112.8 ) Volume Invert Avail.Storage Storage Description #1 4,734.00' 20,806 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,734.00 0 0 0 4,734.50 10,310 2,578 2,578 4,735.00 11,386 5,424 8,002 4,735.50 12,793 6,045 14,046 4,736.00 14,244 6,759 20,806 Device Routing Invert Outlet Devices #1 Primary 4,734.00'15.0" Round Culvert L= 24.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,734.00' / 4,734.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,734.00'10.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 4,735.70'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Secondary 4,735.93'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 33HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.70 cfs @ 2.44 hrs HW=4,735.79' TW=4,725.67' (Dynamic Tailwater) 1=Culvert (Passes 3.70 cfs of 5.03 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.36 cfs @ 5.59 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.34 cfs @ 0.97 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,734.00' TW=4,720.85' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 28P: Pond 3 Inflow Area = 1.297 ac, 23.86% Impervious, Inflow Depth = 0.39" for 25-yr event Inflow = 0.26 cfs @ 0.23 hrs, Volume= 0.042 af Outflow = 0.26 cfs @ 2.00 hrs, Volume= 0.042 af, Atten= 0%, Lag= 106.2 min Primary = 0.26 cfs @ 2.00 hrs, Volume= 0.042 af Routed to Pond 29P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,726.80' Surf.Area= 11,039 sf Storage= 16,414 cf Peak Elev= 4,726.82' @ 2.00 hrs Surf.Area= 11,086 sf Storage= 16,653 cf (239 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 24.0 min ( 90.8 - 66.9 ) Volume Invert Avail.Storage Storage Description #1 4,725.00' 118,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,725.00 7,245 0 0 4,725.50 8,261 3,877 3,877 4,726.00 9,319 4,395 8,272 4,726.50 10,392 4,928 13,199 4,727.00 11,471 5,466 18,665 4,735.00 13,479 99,800 118,465 Device Routing Invert Outlet Devices #1 Primary 4,726.80'30.0' long + 4.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.26 cfs @ 2.00 hrs HW=4,726.82' TW=4,724.86' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.26 cfs @ 0.39 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 34HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 29P: Farmer's Canal Culvert [80] Warning: Exceeded Pond 28P by 1.27' @ 5.04 hrs (128.65 cfs 37.620 af) Inflow Area = 662.245 ac, 0.05% Impervious, Inflow Depth = 1.06" for 25-yr event Inflow = 139.12 cfs @ 4.58 hrs, Volume= 58.351 af Outflow = 138.57 cfs @ 4.95 hrs, Volume= 58.351 af, Atten= 0%, Lag= 22.3 min Primary = 69.59 cfs @ 3.14 hrs, Volume= 34.017 af Routed to Pond 30P : West Culvert Outlet Secondary = 95.54 cfs @ 5.03 hrs, Volume= 24.333 af Routed to Pond 30P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,728.07' @ 5.04 hrs Surf.Area= 66,354 sf Storage= 143,769 cf Plug-Flow detention time= 17.9 min calculated for 58.351 af (100% of inflow) Center-of-Mass det. time= 17.9 min ( 304.4 - 286.6 ) Volume Invert Avail.Storage Storage Description #1 4,720.85' 173,107 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,720.85 0 0 0 4,721.00 25 2 2 4,721.50 194 55 57 4,722.00 581 194 250 4,722.50 1,261 461 711 4,723.00 2,431 923 1,634 4,723.50 5,526 1,989 3,623 4,724.00 9,116 3,661 7,284 4,724.50 13,320 5,609 12,893 4,725.00 18,237 7,889 20,782 4,725.50 23,578 10,454 31,236 4,726.00 29,500 13,270 44,505 4,726.50 36,258 16,440 60,945 4,727.00 43,906 20,041 80,986 4,727.50 61,526 26,358 107,344 4,728.50 70,000 65,763 173,107 Device Routing Invert Outlet Devices #1 Primary 4,720.85'42.0" Round RCP_Round 42" L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,720.85' / 4,720.72' S= 0.0026 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf #2 Secondary 4,727.10'30.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 35HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=69.59 cfs @ 3.14 hrs HW=4,727.12' TW=4,724.86' (Dynamic Tailwater) 1=RCP_Round 42" (Inlet Controls 69.59 cfs @ 7.23 fps) Secondary OutFlow Max=95.53 cfs @ 5.03 hrs HW=4,728.07' TW=4,727.21' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 95.53 cfs @ 2.48 fps) Summary for Pond 30P: West Culvert Outlet Inflow Area = 708.335 ac, 0.04% Impervious, Inflow Depth = 1.42" for 25-yr event Inflow = 241.43 cfs @ 5.05 hrs, Volume= 84.034 af Outflow = 240.72 cfs @ 5.08 hrs, Volume= 84.034 af, Atten= 0%, Lag= 2.1 min Primary = 95.22 cfs @ 5.08 hrs, Volume= 59.424 af Routed to Pond 31P : NW Culvert Out Secondary = 145.50 cfs @ 5.08 hrs, Volume= 24.610 af Routed to Pond 32P : Overtop Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.21' @ 5.08 hrs Surf.Area= 107,683 sf Storage= 212,843 cf Plug-Flow detention time= 17.5 min calculated for 83.999 af (100% of inflow) Center-of-Mass det. time= 17.5 min ( 316.5 - 299.0 ) Volume Invert Avail.Storage Storage Description #1 4,719.50' 314,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,719.50 1 0 0 4,720.00 480 120 120 4,720.50 1,813 573 694 4,721.00 3,709 1,381 2,074 4,721.50 6,488 2,549 4,623 4,722.00 10,418 4,227 8,850 4,722.50 15,211 6,407 15,257 4,723.00 17,647 8,215 23,472 4,723.50 20,259 9,477 32,948 4,724.00 23,461 10,930 43,878 4,725.00 31,410 27,436 71,314 4,726.00 56,236 43,823 115,137 4,727.00 96,503 76,370 191,506 4,728.00 150,000 123,252 314,758 Device Routing Invert Outlet Devices #1 Primary 4,718.10'57.0" W x 38.0" H, R=28.9"/88.3" Pipe Arch CMP_Arch_1/2 57x38 L= 260.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,718.10' / 4,716.50' S= 0.0062 '/' Cc= 0.900 n= 0.027, Flow Area= 11.89 sf #2 Device 1 4,719.50'58.5" W x 36.0" H, R=30.0"/84.0" Pipe Arch RCP_Arch 59x36 L= 140.0' RCP, square edge headwall, Ke= 0.500 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 36HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 4,719.50' / 4,718.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 11.40 sf #3 Secondary 4,726.89'300.0' long x 45.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=95.22 cfs @ 5.08 hrs HW=4,727.21' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 57x38 (Barrel Controls 95.22 cfs @ 8.01 fps) 2=RCP_Arch 59x36 (Passes 95.22 cfs of 137.79 cfs potential flow) Secondary OutFlow Max=145.49 cfs @ 5.08 hrs HW=4,727.21' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 145.49 cfs @ 1.52 fps) Summary for Pond 31P: NW Culvert Out [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 708.335 ac, 0.04% Impervious, Inflow Depth = 1.01" for 25-yr event Inflow = 95.22 cfs @ 5.08 hrs, Volume= 59.424 af Primary = 95.22 cfs @ 5.08 hrs, Volume= 59.424 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Pond 32P: Overtop [40] Hint: Not Described (Outflow=Inflow) Inflow = 145.50 cfs @ 5.08 hrs, Volume= 24.610 af Primary = 145.50 cfs @ 5.08 hrs, Volume= 24.610 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Link 12E: Offsite Basin #2 Inflow Area = 1,147.800 ac, 0.00% Impervious, Inflow Depth = 0.87" for 25-yr event Inflow = 199.02 cfs @ 5.03 hrs, Volume= 82.768 af Primary = 199.02 cfs @ 5.03 hrs, Volume= 82.768 af, Atten= 0%, Lag= 0.0 min Routed to Pond 19P : East Culvert Outlet Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 25-yr Runoff Imported from PTLands_Offsite Basins~Subcat 2S.hce Summary for Link 13E: Offsite Basin #1 Inflow Area = 640.100 ac, 0.00% Impervious, Inflow Depth = 1.07" for 25-yr event Inflow = 137.81 cfs @ 4.58 hrs, Volume= 57.325 af Primary = 137.81 cfs @ 4.58 hrs, Volume= 57.325 af, Atten= 0%, Lag= 0.0 min Routed to Pond 29P : Farmer's Canal Culvert K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 25-yr Duration=120 min, Inten=0.50 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 37HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 25-yr Runoff Imported from PTLands_Offsite Basins~Subcat 1S.hce K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 38HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1E: Kenyon Noble East Runoff = 3.84 cfs @ 0.29 hrs, Volume= 0.634 af, Depth= 0.81" Routed to Pond 14P : Kenyon NE Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (ac) C Description 9.340 0.70 9.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 Direct Entry, Summary for Subcatchment 2E: 11th and Patrick Runoff = 0.88 cfs @ 0.15 hrs, Volume= 0.146 af, Depth= 1.05" Routed to Reach 15R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 72,601 0.90 Pavement 72,601 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.9 Direct Entry, Summary for Subcatchment 3E: Pond 2 Drainage Runoff = 0.60 cfs @ 0.46 hrs, Volume= 0.100 af, Depth= 0.38" Routed to Pond 17P : Pond 2 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 113,960 0.20 21,938 1.00 135,898 0.33 Weighted Average 113,960 83.86% Pervious Area 21,938 16.14% Impervious Area K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 39HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.6 Direct Entry, Summary for Subcatchment 4E: Pond 4 Drainage Runoff = 0.58 cfs @ 0.63 hrs, Volume= 0.095 af, Depth= 0.29" Routed to Pond 18P : Pond 4 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 160,854 0.20 10,390 1.00 171,244 0.25 Weighted Average 160,854 93.93% Pervious Area 10,390 6.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.3 Direct Entry, Summary for Subcatchment 5E: Middle Drainage Runoff = 1.76 cfs @ 1.11 hrs, Volume= 0.291 af, Depth= 0.23" Routed to Pond 22P : 15th Ave Crossing Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 653,620 0.20 653,620 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 66.6 Direct Entry, Summary for Subcatchment 6E: Kenyon Noble West Runoff = 2.24 cfs @ 0.30 hrs, Volume= 0.370 af, Depth= 0.81" Routed to Pond 15P : Kenyon NW Pond Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 40HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (ac) C Description 5.443 0.70 5.443 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 Direct Entry, Summary for Subcatchment 7E: 14th Runoff = 0.79 cfs @ 0.21 hrs, Volume= 0.131 af, Depth= 1.05" Routed to Reach 24R : Storm Sewer Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 65,168 0.90 65,168 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.4 Direct Entry, Summary for Subcatchment 8E: Phase 1 Runoff = 3.13 cfs @ 0.38 hrs, Volume= 0.517 af, Depth= 0.85" Routed to Pond 26P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 317,844 0.73 317,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 Direct Entry, Summary for Subcatchment 9E: Pond 1 On-site Runoff = 0.78 cfs @ 0.49 hrs, Volume= 0.128 af, Depth= 0.23" Routed to Pond 26P : Pond 1b Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 41HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Area (sf) C Description 288,016 0.20 288,016 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.1 Direct Entry, Summary for Subcatchment 10E: Pond 3 Drainage Runoff = 0.30 cfs @ 0.23 hrs, Volume= 0.049 af, Depth= 0.45" Routed to Pond 28P : Pond 3 Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 43,017 0.20 13,479 1.00 56,496 0.39 Weighted Average 43,017 76.14% Pervious Area 13,479 23.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 Direct Entry, Summary for Subcatchment 11E: Lowe's Runoff = 11.67 cfs @ 0.78 hrs, Volume= 1.930 af, Depth= 0.74" Routed to Pond 30P : West Culvert Outlet Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hr Area (sf) C Description 1,354,059 0.64 1,354,059 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 46.6 Direct Entry, K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 42HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Reach 15R: Storm Sewer [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 11.007 ac, 0.00% Impervious, Inflow Depth > 0.85" for 50-yr event Inflow = 4.72 cfs @ 2.00 hrs, Volume= 0.777 af Outflow = 4.72 cfs @ 2.00 hrs, Volume= 0.777 af, Atten= 0%, Lag= 0.0 min Routed to Reach 16R : Swale to Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 7.05 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.91 fps, Avg. Travel Time= 2.5 min Peak Storage= 195 cf @ 2.00 hrs Average Depth at Peak Storage= 0.61' , Surface Width= 1.47' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 13.73 cfs 18.0" Round Pipe n= 0.013 Length= 292.0' Slope= 0.0171 '/' Inlet Invert= 4,742.69', Outlet Invert= 4,737.70' Summary for Reach 16R: Swale to Pond 2 [61] Hint: Exceeded Reach 15R outlet invert by 0.46' @ 2.00 hrs Inflow Area = 11.007 ac, 0.00% Impervious, Inflow Depth > 0.85" for 50-yr event Inflow = 4.72 cfs @ 2.00 hrs, Volume= 0.777 af Outflow = 4.72 cfs @ 2.00 hrs, Volume= 0.777 af, Atten= 0%, Lag= 0.0 min Routed to Pond 17P : Pond 2 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.19 fps, Min. Travel Time= 4.4 min Avg. Velocity = 0.37 fps, Avg. Travel Time= 14.3 min Peak Storage= 1,248 cf @ 2.00 hrs Average Depth at Peak Storage= 0.46' , Surface Width= 12.32' Bank-Full Depth= 3.00' Flow Area= 87.0 sf, Capacity= 306.29 cfs 5.00' x 3.00' deep channel, n= 0.030 Side Slope Z-value= 10.0 6.0 '/' Top Width= 53.00' Length= 315.0' Slope= 0.0026 '/' Inlet Invert= 4,737.70', Outlet Invert= 4,736.87' K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 43HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC ‡ Summary for Reach 21R: Baxter Lane Ditch Inflow = 129.73 cfs @ 5.02 hrs, Volume= 32.976 af Outflow = 129.10 cfs @ 5.05 hrs, Volume= 32.976 af, Atten= 0%, Lag= 1.4 min Routed to Pond 22P : 15th Ave Crossing Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.95 fps, Min. Travel Time= 2.2 min Avg. Velocity = 2.00 fps, Avg. Travel Time= 4.4 min Peak Storage= 17,307 cf @ 5.05 hrs Average Depth at Peak Storage= 2.33' , Surface Width= 27.99' Bank-Full Depth= 4.00' Flow Area= 96.0 sf, Capacity= 543.66 cfs 0.00' x 4.00' deep channel, n= 0.030 Side Slope Z-value= 6.0 '/' Top Width= 48.00' Length= 530.0' Slope= 0.0053 '/' Inlet Invert= 4,729.54', Outlet Invert= 4,726.74' ‡ Summary for Reach 24R: Storm Sewer [52] Hint: Inlet/Outlet conditions not evaluated Inflow Area = 6.939 ac, 0.00% Impervious, Inflow Depth > 0.86" for 50-yr event Inflow = 3.03 cfs @ 2.00 hrs, Volume= 0.499 af Outflow = 3.03 cfs @ 2.00 hrs, Volume= 0.499 af, Atten= 0%, Lag= 0.0 min Routed to Reach 25R : Swale to Pond 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 5.14 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.30 fps, Avg. Travel Time= 1.6 min Peak Storage= 75 cf @ 2.00 hrs Average Depth at Peak Storage= 0.55' , Surface Width= 1.45' Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 10.50 cfs K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 44HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC 18.0" Round Pipe n= 0.013 Length= 127.0' Slope= 0.0100 '/' Inlet Invert= 4,744.65', Outlet Invert= 4,743.38' Summary for Reach 25R: Swale to Pond 1 [62] Hint: Exceeded Reach 24R OUTLET depth by 0.02' @ 5.31 hrs Inflow Area = 6.939 ac, 0.00% Impervious, Inflow Depth > 0.86" for 50-yr event Inflow = 3.03 cfs @ 2.00 hrs, Volume= 0.499 af Outflow = 3.03 cfs @ 2.00 hrs, Volume= 0.499 af, Atten= 0%, Lag= 0.0 min Routed to Pond 26P : Pond 1b Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 1.78 fps, Min. Travel Time= 4.2 min Avg. Velocity = 0.53 fps, Avg. Travel Time= 14.1 min Peak Storage= 763 cf @ 2.00 hrs Average Depth at Peak Storage= 0.41' , Surface Width= 8.23' Bank-Full Depth= 2.00' Flow Area= 40.0 sf, Capacity= 204.68 cfs 0.00' x 2.00' deep channel, n= 0.035 Side Slope Z-value= 10.0 '/' Top Width= 40.00' Length= 450.0' Slope= 0.0146 '/' Inlet Invert= 4,743.38', Outlet Invert= 4,736.80' ‡ Summary for Pond 14P: Kenyon NE Pond Inflow Area = 9.340 ac, 0.00% Impervious, Inflow Depth = 0.81" for 50-yr event Inflow = 3.84 cfs @ 0.29 hrs, Volume= 0.634 af Outflow = 3.84 cfs @ 2.00 hrs, Volume= 0.631 af, Atten= 0%, Lag= 102.6 min Primary = 3.84 cfs @ 2.00 hrs, Volume= 0.631 af Routed to Reach 15R : Storm Sewer K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 45HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,745.69' @ 1.99 hrs Storage= 9,047 cf Plug-Flow detention time= 63.6 min calculated for 0.631 af (100% of inflow) Center-of-Mass det. time= 63.3 min ( 131.9 - 68.6 ) Volume Invert Avail.Storage Storage Description #1 4,744.00' 12,300 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,744.00 0 4,745.50 8,570 4,747.00 12,300 Device Routing Invert Outlet Devices #1 Primary 4,744.00'18.0" Round Culvert L= 124.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,744.00' / 4,742.69' S= 0.0106 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf #2 Device 1 4,744.00'7.0" Vert. Orifice/Grate C= 0.650 Limited to weir flow at low heads #3 Device 1 4,745.50'8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=3.84 cfs @ 2.00 hrs HW=4,745.69' TW=4,743.30' (Dynamic Tailwater) 1=Culvert (Passes 3.84 cfs of 8.26 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.65 cfs @ 6.17 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.19 cfs @ 1.43 fps) Summary for Pond 15P: Kenyon NW Pond Inflow Area = 5.443 ac, 0.00% Impervious, Inflow Depth = 0.81" for 50-yr event Inflow = 2.24 cfs @ 0.30 hrs, Volume= 0.370 af Outflow = 2.24 cfs @ 2.00 hrs, Volume= 0.369 af, Atten= 0%, Lag= 102.0 min Primary = 2.24 cfs @ 2.00 hrs, Volume= 0.369 af Routed to Reach 24R : Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,747.02' @ 2.00 hrs Storage= 5,221 cf Plug-Flow detention time= 56.7 min calculated for 0.369 af (100% of inflow) Center-of-Mass det. time= 57.0 min ( 125.8 - 68.8 ) Volume Invert Avail.Storage Storage Description #1 4,745.00' 8,000 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 4,745.00 0 4,746.90 4,890 4,748.00 8,000 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 46HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 4,745.00'18.0" Round Culvert L= 70.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,745.00' / 4,744.19' S= 0.0116 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 4,745.00'5.0" Vert. 5" Orifice C= 0.630 Limited to weir flow at low heads #3 Device 1 4,746.90'10.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.24 cfs @ 2.00 hrs HW=4,747.02' TW=4,745.20' (Dynamic Tailwater) 1=Culvert (Passes 2.24 cfs of 9.58 cfs potential flow) 2=5" Orifice (Orifice Controls 0.93 cfs @ 6.80 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.31 cfs @ 1.12 fps) Summary for Pond 17P: Pond 2 Inflow Area = 14.126 ac, 3.57% Impervious, Inflow Depth > 0.74" for 50-yr event Inflow = 5.32 cfs @ 2.00 hrs, Volume= 0.877 af Outflow = 5.32 cfs @ 2.00 hrs, Volume= 0.876 af, Atten= 0%, Lag= 0.1 min Primary = 5.32 cfs @ 2.00 hrs, Volume= 0.876 af Routed to Pond 19P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,734.60' Surf.Area= 19,115 sf Storage= 23,830 cf Peak Elev= 4,734.81' @ 2.00 hrs Surf.Area= 19,579 sf Storage= 27,884 cf (4,054 cf above start) Plug-Flow detention time= 161.5 min calculated for 0.329 af (38% of inflow) Center-of-Mass det. time= 17.4 min ( 137.4 - 120.0 ) Volume Invert Avail.Storage Storage Description #1 4,732.95' 31,653 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,732.95 292 0 0 4,733.00 1,775 52 52 4,733.50 15,993 4,442 4,494 4,734.00 17,428 8,355 12,849 4,734.50 18,894 9,081 21,929 4,735.00 20,000 9,724 31,653 Device Routing Invert Outlet Devices #1 Primary 4,734.60'20.0' long + 4.0 '/' SideZ x 30.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=5.32 cfs @ 2.00 hrs HW=4,734.81' TW=4,731.51' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 5.32 cfs @ 1.22 fps) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 47HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 18P: Pond 4 [90] Warning: Qout>Qin may require smaller dt or Finer Routing [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=1) Inflow Area = 3.931 ac, 6.07% Impervious, Inflow Depth = 0.29" for 50-yr event Inflow = 0.58 cfs @ 0.63 hrs, Volume= 0.095 af Outflow = 1.38 cfs @ 7.79 hrs, Volume= 0.095 af, Atten= 0%, Lag= 429.8 min Primary = 1.38 cfs @ 7.79 hrs, Volume= 0.095 af Routed to Pond 19P : East Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,731.75' Surf.Area= 7,924 sf Storage= 10,938 cf Peak Elev= 4,731.83' @ 7.75 hrs Surf.Area= 8,072 sf Storage= 11,542 cf (604 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 57.5 min ( 136.1 - 78.7 ) Volume Invert Avail.Storage Storage Description #1 4,730.00' 41,187 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,730.00 4,622 0 0 4,730.50 5,535 2,539 2,539 4,731.00 6,474 3,002 5,542 4,731.50 7,434 3,477 9,019 4,732.00 8,414 3,962 12,981 4,735.00 10,390 28,206 41,187 Device Routing Invert Outlet Devices #1 Primary 4,731.75'30.0' long + 4.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.83 cfs @ 7.79 hrs HW=4,731.82' TW=4,731.80' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.83 cfs @ 0.42 fps) Summary for Pond 19P: East Culvert Outlet [57] Hint: Peaked at 4,733.02' (Flood elevation advised) [80] Warning: Exceeded Pond 18P by 1.19' @ 5.03 hrs (127.25 cfs 32.601 af) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 48HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Inflow Area = 1,165.858 ac, 0.06% Impervious, Inflow Depth = 0.98" for 50-yr event Inflow = 227.57 cfs @ 5.02 hrs, Volume= 95.499 af Outflow = 227.57 cfs @ 5.02 hrs, Volume= 95.499 af, Atten= 0%, Lag= 0.0 min Primary = 98.14 cfs @ 6.84 hrs, Volume= 62.523 af Routed to Pond 20P : NE Culvert Out Secondary = 16.12 cfs @ 2.63 hrs, Volume= 8.305 af Routed to Reach 21R : Baxter Lane Ditch Tertiary = 115.31 cfs @ 5.03 hrs, Volume= 24.671 af Routed to Reach 21R : Baxter Lane Ditch Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,733.02' @ 5.03 hrs Device Routing Invert Outlet Devices #1 Primary 4,727.50'71.0" W x 47.0" H, R=35.9"/110.3" Pipe Arch CMP_Arch_1/2 71x47 L= 376.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4,727.50' / 4,725.50' S= 0.0053 '/' Cc= 0.900 n= 0.027, Flow Area= 18.31 sf #2 Secondary 4,729.80'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 58.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,729.80' / 4,729.54' S= 0.0045 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #3 Tertiary 4,732.10'50.0' long x 35.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=98.14 cfs @ 6.84 hrs HW=4,732.48' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 71x47 (Barrel Controls 98.14 cfs @ 5.43 fps) Secondary OutFlow Max=16.12 cfs @ 2.63 hrs HW=4,732.25' TW=4,730.75' (Dynamic Tailwater) 2=RCP_Arch 29x18 (Inlet Controls 16.12 cfs @ 5.77 fps) Tertiary OutFlow Max=115.28 cfs @ 5.03 hrs HW=4,733.01' TW=4,731.87' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 115.28 cfs @ 2.52 fps) Summary for Pond 20P: NE Culvert Out [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1,165.858 ac, 0.06% Impervious, Inflow Depth = 0.64" for 50-yr event Inflow = 98.14 cfs @ 6.84 hrs, Volume= 62.523 af Primary = 98.14 cfs @ 6.84 hrs, Volume= 62.523 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 49HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 22P: 15th Ave Crossing [57] Hint: Peaked at 4,730.54' (Flood elevation advised) [62] Hint: Exceeded Reach 21R OUTLET depth by 1.80' @ 2.55 hrs Inflow Area = 15.005 ac, 0.00% Impervious, Inflow Depth = 26.60" for 50-yr event Inflow = 129.10 cfs @ 5.05 hrs, Volume= 33.267 af Outflow = 129.10 cfs @ 5.05 hrs, Volume= 33.267 af, Atten= 0%, Lag= 0.0 min Primary = 21.50 cfs @ 5.05 hrs, Volume= 10.706 af Routed to Pond 30P : West Culvert Outlet Secondary = 107.60 cfs @ 5.05 hrs, Volume= 22.561 af Routed to Pond 30P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,730.54' @ 5.05 hrs Device Routing Invert Outlet Devices #1 Primary 4,726.74'28.5" W x 18.0" H, R=14.8"/40.7" Pipe Arch RCP_Arch 29x18 L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,726.74' / 4,726.14' S= 0.0052 '/' Cc= 0.900 n= 0.013, Flow Area= 2.79 sf #2 Secondary 4,729.60'30.0' long + 20.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=21.50 cfs @ 5.05 hrs HW=4,730.54' TW=4,727.27' (Dynamic Tailwater) 1=RCP_Arch 29x18 (Barrel Controls 21.50 cfs @ 7.69 fps) Secondary OutFlow Max=107.59 cfs @ 5.05 hrs HW=4,730.54' TW=4,727.27' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 107.59 cfs @ 2.35 fps) Summary for Pond 26P: Pond 1b [62] Hint: Exceeded Reach 25R OUTLET depth by 0.93' @ 2.13 hrs Inflow Area = 20.848 ac, 0.00% Impervious, Inflow Depth = 0.66" for 50-yr event Inflow = 6.93 cfs @ 2.00 hrs, Volume= 1.144 af Outflow = 6.21 cfs @ 2.06 hrs, Volume= 1.144 af, Atten= 10%, Lag= 3.6 min Primary = 6.21 cfs @ 2.06 hrs, Volume= 1.144 af Routed to Pond 27P : Pond 1a Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 29P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,738.13' @ 2.06 hrs Surf.Area= 7,895 sf Storage= 9,410 cf Plug-Flow detention time= 21.4 min calculated for 1.144 af (100% of inflow) Center-of-Mass det. time= 21.2 min ( 112.3 - 91.1 ) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 50HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 4,736.30' 17,541 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,736.30 0 0 0 4,736.50 1,777 178 178 4,737.00 5,363 1,785 1,963 4,737.50 6,309 2,918 4,881 4,738.00 7,505 3,454 8,334 4,738.50 9,002 4,127 12,461 4,739.00 11,320 5,081 17,541 Device Routing Invert Outlet Devices #1 Primary 4,736.30'15.0" Round Culvert L= 160.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,736.30' / 4,734.80' S= 0.0094 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Secondary 4,738.75'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=6.21 cfs @ 2.06 hrs HW=4,738.13' TW=4,735.83' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.21 cfs @ 5.06 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=4,736.30' TW=4,720.85' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 27P: Pond 1a Inflow Area = 20.848 ac, 0.00% Impervious, Inflow Depth = 0.66" for 50-yr event Inflow = 6.21 cfs @ 2.06 hrs, Volume= 1.144 af Outflow = 5.09 cfs @ 2.41 hrs, Volume= 1.144 af, Atten= 18%, Lag= 21.3 min Primary = 5.06 cfs @ 2.41 hrs, Volume= 1.144 af Routed to Pond 29P : Farmer's Canal Culvert Secondary = 0.02 cfs @ 2.41 hrs, Volume= 0.000 af Routed to Pond 29P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,735.94' @ 2.41 hrs Surf.Area= 14,068 sf Storage= 19,949 cf Plug-Flow detention time= 73.4 min calculated for 1.143 af (100% of inflow) Center-of-Mass det. time= 73.2 min ( 185.5 - 112.3 ) Volume Invert Avail.Storage Storage Description #1 4,734.00' 20,806 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 51HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,734.00 0 0 0 4,734.50 10,310 2,578 2,578 4,735.00 11,386 5,424 8,002 4,735.50 12,793 6,045 14,046 4,736.00 14,244 6,759 20,806 Device Routing Invert Outlet Devices #1 Primary 4,734.00'15.0" Round Culvert L= 24.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,734.00' / 4,734.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 4,734.00'10.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 4,735.70'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Secondary 4,735.93'10.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.06 cfs @ 2.41 hrs HW=4,735.94' TW=4,726.36' (Dynamic Tailwater) 1=Culvert (Passes 5.06 cfs of 5.70 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.55 cfs @ 5.90 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.51 cfs @ 1.60 fps) Secondary OutFlow Max=0.02 cfs @ 2.41 hrs HW=4,735.94' TW=4,726.36' (Dynamic Tailwater) 4=Broad-Crested Rectangular Weir (Weir Controls 0.02 cfs @ 0.24 fps) Summary for Pond 28P: Pond 3 Inflow Area = 1.297 ac, 23.86% Impervious, Inflow Depth = 0.45" for 50-yr event Inflow = 0.30 cfs @ 0.23 hrs, Volume= 0.049 af Outflow = 0.30 cfs @ 2.00 hrs, Volume= 0.049 af, Atten= 0%, Lag= 106.2 min Primary = 0.30 cfs @ 2.00 hrs, Volume= 0.049 af Routed to Pond 29P : Farmer's Canal Culvert Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Starting Elev= 4,726.80' Surf.Area= 11,039 sf Storage= 16,414 cf Peak Elev= 4,726.82' @ 2.00 hrs Surf.Area= 11,091 sf Storage= 16,678 cf (264 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 28.9 min ( 95.8 - 66.9 ) Volume Invert Avail.Storage Storage Description #1 4,725.00' 118,465 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 52HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,725.00 7,245 0 0 4,725.50 8,261 3,877 3,877 4,726.00 9,319 4,395 8,272 4,726.50 10,392 4,928 13,199 4,727.00 11,471 5,466 18,665 4,735.00 13,479 99,800 118,465 Device Routing Invert Outlet Devices #1 Primary 4,726.80'30.0' long + 4.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=0.30 cfs @ 2.00 hrs HW=4,726.82' TW=4,725.30' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.30 cfs @ 0.41 fps) Summary for Pond 29P: Farmer's Canal Culvert [80] Warning: Exceeded Pond 28P by 1.37' @ 5.04 hrs (147.29 cfs 47.527 af) Inflow Area = 662.245 ac, 0.05% Impervious, Inflow Depth = 1.21" for 50-yr event Inflow = 158.94 cfs @ 4.58 hrs, Volume= 66.662 af Outflow = 158.31 cfs @ 4.91 hrs, Volume= 66.662 af, Atten= 0%, Lag= 19.7 min Primary = 68.33 cfs @ 2.76 hrs, Volume= 34.219 af Routed to Pond 30P : West Culvert Outlet Secondary = 114.08 cfs @ 5.03 hrs, Volume= 32.443 af Routed to Pond 30P : West Culvert Outlet Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,728.18' @ 5.04 hrs Surf.Area= 67,289 sf Storage= 151,144 cf Plug-Flow detention time= 17.6 min calculated for 66.662 af (100% of inflow) Center-of-Mass det. time= 17.6 min ( 304.1 - 286.5 ) Volume Invert Avail.Storage Storage Description #1 4,720.85' 173,107 cf Custom Stage Data (Prismatic) Listed below (Recalc) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 53HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,720.85 0 0 0 4,721.00 25 2 2 4,721.50 194 55 57 4,722.00 581 194 250 4,722.50 1,261 461 711 4,723.00 2,431 923 1,634 4,723.50 5,526 1,989 3,623 4,724.00 9,116 3,661 7,284 4,724.50 13,320 5,609 12,893 4,725.00 18,237 7,889 20,782 4,725.50 23,578 10,454 31,236 4,726.00 29,500 13,270 44,505 4,726.50 36,258 16,440 60,945 4,727.00 43,906 20,041 80,986 4,727.50 61,526 26,358 107,344 4,728.50 70,000 65,763 173,107 Device Routing Invert Outlet Devices #1 Primary 4,720.85'42.0" Round RCP_Round 42" L= 50.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,720.85' / 4,720.72' S= 0.0026 '/' Cc= 0.900 n= 0.013, Flow Area= 9.62 sf #2 Secondary 4,727.10'30.0' long + 10.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=68.33 cfs @ 2.76 hrs HW=4,727.18' TW=4,725.00' (Dynamic Tailwater) 1=RCP_Round 42" (Inlet Controls 68.33 cfs @ 7.10 fps) Secondary OutFlow Max=114.08 cfs @ 5.03 hrs HW=4,728.18' TW=4,727.27' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 114.08 cfs @ 2.59 fps) Summary for Pond 30P: West Culvert Outlet Inflow Area = 708.335 ac, 0.04% Impervious, Inflow Depth = 1.73" for 50-yr event Inflow = 287.33 cfs @ 5.04 hrs, Volume= 101.859 af Outflow = 286.56 cfs @ 5.08 hrs, Volume= 101.859 af, Atten= 0%, Lag= 2.0 min Primary = 95.62 cfs @ 5.08 hrs, Volume= 62.540 af Routed to Pond 31P : NW Culvert Out Secondary = 190.94 cfs @ 5.08 hrs, Volume= 39.319 af Routed to Pond 32P : Overtop Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 4,727.27' @ 5.08 hrs Surf.Area= 111,042 sf Storage= 219,708 cf Plug-Flow detention time= 16.5 min calculated for 101.817 af (100% of inflow) Center-of-Mass det. time= 16.5 min ( 315.3 - 298.9 ) K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 54HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 4,719.50' 314,758 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 4,719.50 1 0 0 4,720.00 480 120 120 4,720.50 1,813 573 694 4,721.00 3,709 1,381 2,074 4,721.50 6,488 2,549 4,623 4,722.00 10,418 4,227 8,850 4,722.50 15,211 6,407 15,257 4,723.00 17,647 8,215 23,472 4,723.50 20,259 9,477 32,948 4,724.00 23,461 10,930 43,878 4,725.00 31,410 27,436 71,314 4,726.00 56,236 43,823 115,137 4,727.00 96,503 76,370 191,506 4,728.00 150,000 123,252 314,758 Device Routing Invert Outlet Devices #1 Primary 4,718.10'57.0" W x 38.0" H, R=28.9"/88.3" Pipe Arch CMP_Arch_1/2 57x38 L= 260.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,718.10' / 4,716.50' S= 0.0062 '/' Cc= 0.900 n= 0.027, Flow Area= 11.89 sf #2 Device 1 4,719.50'58.5" W x 36.0" H, R=30.0"/84.0" Pipe Arch RCP_Arch 59x36 L= 140.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 4,719.50' / 4,718.10' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 11.40 sf #3 Secondary 4,726.89'300.0' long x 45.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=95.62 cfs @ 5.08 hrs HW=4,727.27' TW=0.00' (Dynamic Tailwater) 1=CMP_Arch_1/2 57x38 (Barrel Controls 95.62 cfs @ 8.04 fps) 2=RCP_Arch 59x36 (Passes 95.62 cfs of 138.47 cfs potential flow) Secondary OutFlow Max=190.93 cfs @ 5.08 hrs HW=4,727.27' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 190.93 cfs @ 1.67 fps) Summary for Pond 31P: NW Culvert Out [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 708.335 ac, 0.04% Impervious, Inflow Depth = 1.06" for 50-yr event Inflow = 95.62 cfs @ 5.08 hrs, Volume= 62.540 af Primary = 95.62 cfs @ 5.08 hrs, Volume= 62.540 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 K:\Projects\Developer\BennettHospitality\2116-01562_PTLandsBidding&ConstAdmin_Hinshaw\Engineerin MT-BozemanIDF 50-yr Duration=120 min, Inten=0.58 in/hrPTLands_Pond Eval Printed 6/6/2022Prepared by KLJ Page 55HydroCAD® 10.10-6a s/n 07691 © 2020 HydroCAD Software Solutions LLC Summary for Pond 32P: Overtop [40] Hint: Not Described (Outflow=Inflow) Inflow = 190.94 cfs @ 5.08 hrs, Volume= 39.319 af Primary = 190.94 cfs @ 5.08 hrs, Volume= 39.319 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Summary for Link 12E: Offsite Basin #2 Inflow Area = 1,147.800 ac, 0.00% Impervious, Inflow Depth = 0.99" for 50-yr event Inflow = 227.30 cfs @ 5.03 hrs, Volume= 94.527 af Primary = 227.30 cfs @ 5.03 hrs, Volume= 94.527 af, Atten= 0%, Lag= 0.0 min Routed to Pond 19P : East Culvert Outlet Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 50-yr Runoff Imported from PTLands_Offsite Basins~Subcat 2S.hce Summary for Link 13E: Offsite Basin #1 Inflow Area = 640.100 ac, 0.00% Impervious, Inflow Depth = 1.23" for 50-yr event Inflow = 157.39 cfs @ 4.58 hrs, Volume= 65.469 af Primary = 157.39 cfs @ 4.58 hrs, Volume= 65.469 af, Atten= 0%, Lag= 0.0 min Routed to Pond 29P : Farmer's Canal Culvert Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 50-yr Runoff Imported from PTLands_Offsite Basins~Subcat 1S.hce