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HomeMy WebLinkAboutC_Bozeman East Mixed Drainage Report 2021-03-19Bozeman East Mixed-Use Storm Sewer Report 1 INTRODUCTION The Bozeman East Mixed-Use development is the final phase of the Bridger Peaks Town Center and consists of 4 apartment buildings, a clubhouse, commercial retail space and an outdoor recreation space. The pre-development topography is gradual, about 1 to 2 percent slope from south east to north west. Existing ground cover is undeveloped, formerly agricultural fields, and is surrounded by previous retail and residential development phases. This report provides hydraulic calculations for sizing of storm water conveyance and detention storage facilities for the development of the Bozeman East Mixed-Use Site in accordance with the City of Bozeman Design Standards. 2 APPROACH The proposed development lies within the drainage basin of the following previously approved drainage submittal, attached at the end of this report: · Revised Drainage Design Report for Bridger Peaks Town Center Bozeman, Montana (October 16, 1998) It will be shown that the proposed detention facilities will limit the post-development 10-year peak runoff rate to the pre-development rate and provide effective treatment of storm runoff. All storm drain pipes were sized to convey the 25-year peak runoff. 3 EXISTING CONDITIONS As described in the Bridger Peaks Town Center Preliminary Plat/PUD application dated June 1998, the project will be constructed in phases. Phases I and II have already been constructed with the remaining final phase being the Bozeman East development. In the original design of Bridger Peaks, the subdivision was divided into 3 historic basins H-1, H-2 and H-3, see Figure 2 in the Revised Drainage Design Report. The post development strategy for the historic basins was planned as follows: H-1 H-1 is the combination of both H-1A and H-1B which had previously drained to the roadside ditch along North 19th Avenue/Simmental Way. H1-A was calculated to have a post- development release rate less than that for the existing conditions, therefore detention is not necessary (p. 30). Detention and treatment for Basin H-1B is provided along with Basin H-2. H-2 Detention for Basins H-1B and H-2 is provided by Pond 2 in the Northeast corner of the project site (see Figure 2). Pond 1 in the Northwest corner of the project site is used primarily to attenuate peak flows in order to reduce pipe sizes in the on-site storm drain system. Detention storage from Pond 1 is neglected in the Pond 2 design; therefore no detention calculations are provided for Pond 1. Pond 3 on the eastern side of the site exists for sediment retention during construction of Phases I and II but is not intended as a permanent detention pond. Pond 2 will limit the combined 10-year release rate of Basins H-1B and H2 to a peak rate less than or equal to the pre-development rate for basin H-2 alone. This requirement has been met for Phase I/II construction and will be the design standard for the fully developed conditions. H-3 Basin H-3 covers a portion of the Oak Street right-of-way and entryway corridor. Pond 4 on the east side of H-3 will be used to fully retain the 10-year, 2-hour storm runoff from this area. Pond 2 As described above and in the Revised Drainage Design Report, most of the Bridger Peaks site (historic basins H-1B and H-2) are graded to drain through storm pipes and surface ditches to Pond 2, a large detention basin at the northeast corner of the site. See the Revised Drainage Design Report for the relevant sizing calculations for the existing on-site surface ditches and storm drain pipe. As a part of Basin H-2, the Bozeman East development will also be designed to drain to Pond 2. The current pond has been sized to detain runoff volume from Phases I & II and will need to be expanded per the Revised Drainage Design Report to store the runoff for the fully developed conditions. Additionally, the existing orifice structure has a release rate equal to the pre-development conditions of Phase I/II. With the construction of the Bozeman East development, the orifice will be modified control runoff under fully developed conditions. The calculations are shown in section 5 of this report. 4 PROPOSED CONDITIONS In accordance with City of Bozeman design standard, the rational method was used to calculate the peak runoff and detention requirements for the entire Bridger Peaks development. The post development detention calculation (Appendix A) is an Excel spreadsheet with formulas that calculate the required detention. The values used in each column of the table are as follows: Area: Calculated in AutoCAD C (Rational Method runoff coefficient): The previously approved Revised Drainage Design Report for Bridger Peaks Town Center calculated the C for the full buildout using the measured C of Phases I/II combined with a conservative assumption of 0.8 for the final phase. The runoff coefficients for the final phase/Bozeman East development were more accurately calculated using 0.2 for pervious area (pre-development and developed landscape areas), 0.65 for gravel area, and 0.9 for impervious areas (pavement, concrete and rooftops). The actual C for the Bozeman East development was calculated to be 0.69 using the following impervious and pervious areas for Lot 5: Impervious Pervious Gravel Total (sf) Total (ac) Basin 1 177024.1 32601.7 0.0 209625.8 4.81 0.79 Basin 2 40293.3 6154.2 0.0 46447.5 1.07 0.81 Basin 3 20670.5 1934.0 0.0 22604.5 0.52 0.84 Basin 4 30274.5 3268.0 0.0 33542.5 0.77 0.83 Basin 5 86450.7 8666.4 0.0 95117.1 2.18 0.84 Basin 6 4676.1 99344.2 5154.65 109175 2.51 0.25 Total 359389.1 151968.5 5154.65 516512.3 11.86 0.69 In calculating the C value for the fully developed conditions of Bridger Peaks, the calculated C value of 0.7 (highlighted below) for Lot 5, replaces the original assumed coefficient of 0.8. From p.27 Detention The new runoff coefficient for the proposed development was then combined with the coefficients for Phase I/II (p. 27) to obtain a coefficient for the entire Bridger Peaks development. The following calculations show the original Phase I/II Post Development and Fully Developed Calculations from the Revised Drainage Design Report for Bridger Peaks Town Center. Lastly the C has been recalculated for the Full Development of Bridger Peaks. Phase I/II Final Phase Undev. Phase I/II Post Dev. C = 0.9(19.88) + 0.25(2.22) + 0.20(9.80) = 0.64 31.9 acres From p. 28 Fully Developed Calculations: Phase I/II Final Phase Dev. Fully Developed Post Dev. C = 0.9(19.88) + 0.25(2.22) + 0.80 (11.4) = 0.82 33.5 acres Revised Fully Developed Calculations: Phase I/II Final Phase Dev. Fully Developed Post Dev. C = 0.9(19.88) + 0.25(2.22) + 0.69 (11.4) = 0.79 33.5 acres Tc (time of concentration): Determined based on the time required for runoff to travel from the hydraulically most distant point in the watershed to the outlet. The Tc of 9.9 min from the original drainage report was used as this number considers the most hydraulically distant point from Pond 2 (p.27). Storm Intensity: Determines the 10-year storm intensity at the time of concentration Peak Runoff (Qp): Value calculated using the Ration Method formula (Q = C i A) and the intensity formulas in the City’s design standards (Rainfall Intensity – Duration Curve). The Peak Runoff in this case is for the 10-year design storm. Release Rate: From the original drainage design report, the 10-year allowable pre-development release rate for the entire subdivision is 4.08cfs. The resulting detention requirement for the full build out of the Bridger Peaks Town Center is 58,022 ft3, see Appendix A for spreadsheet calculations. Groundwater From the geotech report, groundwater levels measured April 11, 2018 the closest monitoring well to the pond is MW2 and has a finished grade of 4620.25’. The highest monitored groundwater level for this well was 1.06’ deep however it was noted that for this data point it was unusual week where Bozeman received 1.83” of rain. As this data point is an extreme outlier, the second highest data point of 1.75’ is used to estimate the high groundwater elevation at 18.5’. While the seasonal high groundwater is higher than the pond bottom it is unlikely that the pond will not fill with groundwater since the existing pond outlet pipe has an invert of 16.40’ The small amount of seasonal high groundwater that enters the pond will immediately and constantly be conveyed to the control structure due to the sloped pond bottom. Because of this flow of groundwater out of the pond, it is predicted that the pond will always have the entire volume available to detain and release the 10-year storm. However even though the original phased pond was approved to utilize a depth of 17.1’, to be conservative, only the volume between 18.5’ and the 10-year WSEL of 21.7’ will be used to detain the 10-year storm. This volume is 80,228cf less 20,819cf or 59,409cf. See the following table for the stage storage for Pond 2. Phasing The proposed project will be constructed in two phases along with the stormwater infrastructure. Buildings 1/D and 3/C will be constructed in Phase 1 along with the associated parking to the west and between the two buildings (see Ex 6 Master Site Plan). Buildings 1/A and 2/B will be constructed in Phase 2 as well as the rest of the parking lot to the east. The following storm infrastructure will be constructed in phase 1: - Enlarge detention pond to the full build out with revised outlet structure to ensure that the pond will be able to handle the additional runoff from Phase 1 along with future Phase 2 buildout. - Construct storm extension east along Tschache to the pond - Construct west parking lot storm infrastructure and connect into proposed storm along Tschache - Construct storm extension from existing SW Bridger Peaks Subdivision drain inlet. Extend to the north east through the site until edge of Phase 1 paving, a temporary storm pipe will be used to daylight storm pipe into existing drainage ditch. Until phase 2 is constructed, flows from the SW will daylight into the existing storm ditch and flow into the proposed detention pond. In Phase 2 the building and parking for 1/A and 2/B along with the remainder of the storm infrastructure will be constructed. The pipe that daylights into the storm ditch in Phase 1 will be extended northeast through Phase 2, discharging at the detention pond. 5 DETENTION BASIN OUTLET STRUCTURE The detention basin outlet structure for Pond 2 is located under the berm which impounds Pond 2. The following figure illustrates the existing pond outlet structure from the 1999 record drawings of Bridger Peaks Town Center revised to reflect the full buildout of the development. The existing control structure has been sized to convey the 10-year pre-development release rate of 3.80cfs for Phases I/II as calculated on p31/38 of the Revised Drainage Design Report for Bridger Peaks Town Center, with the fully developed pre-development release rate being 4.08cfs (p 33/38). With the final phase of construction, the Pond 2 outlet assembly and orifice will be modified to control runoff under fully developed conditions. Orifice Calculations for Fully Developed Conditions: The inlet and outlet pipe of the existing control structure has been sized to convey the 10-year pre-development release rate of 3.80cfs for Phases I/II as calculated on p11 of the Revised Drainage Design Report for Bridger Peaks Town Center. The orifices on the riser will be places such that the maximum releaser rate will not be exceeded during periods of low tailwater. Dewatering Orifice (2” dia): = (2ℎ) .= 0.6 1 12 64.4(21.65 − 16.21)= 0.245 Where 16.21’ is the invert of the 15” outlet pipe. Circular Orifice: = (2ℎ) . Where: Q = orifice discharge (cfs) = 10-yr peak release rate – dewatering orifice rate = 4.08cfs – 0.245cfs = 3.835cfs C = discharge coefficient = 0.6 a = orifice cross-sectional area = 3.1416(D2/4)(ft2) g = 32.2 ft/sec2 (gravitational acceleration) h = hydraulic head above the center of the orifice = 21.65’-17.53’ = 4.12’ Top of Riser Elevation = 21.65’ Inlet Control on 15” outlet pipe = 17.53’ 3.835 = (0.6)(2 × 32.2/!× 4.12) . = 0.392 = 3.14# $% &’ ( = 0.7067 = 8.5" +,-.!!/ 0/,,! With the construction of Bozeman East, the orifice plate within the control structure will be replaced with a smaller 8.5” diameter plate. 6 CONVEYANCE The storm drain piping being proposed for the site will convey both existing and proposed runoff to Pond 2 at the northeast corner of the site. The proposed site has been divided into 3 basins, see Appendix B. Inlets throughout the site will collect the storm water. The piping, in accordance with City Standards shall be designed to accommodate the 25-year storm event. Existing Conveyance At the northwest corner of the site, an existing 30” RCP pipe daylights to the north of Building 4/D, these existing flows then swale to the east and into Pond 2. Based on Figure 1 Phase I/II Developed Drainage Map in the approved Revised Drainage Design Report this pipe, P1, has a contributing area of 14.5 acres. Existing flows at the south of the site will be conveyed by proposed storm drains connecting to two existing southern storm drain stubs. Based on Figure 1 Phase I/II Developed Drainage Map in the approved Revised Drainage Design Report that the stubs are P16 and P18 with contributing areas of 1.6 and 5.8 acres respectively The original detention calculations for Phase I/II Post development used a C value of 0.64 and a Tc of 9.9 for the existing flows. These will be used when calculating the contribution of the existing flows in the development. Proposed Conveyance With the construction of Bozeman East, this existing pipe P1 will be extended to Pond 2 while also collecting contributing flows from proposed Basin 1 & Basin 4. The flows from P16 and P18 will be conveyed to Pond 2 while also collecting flows from Basin 5. The pipe sizing is shown in Appendix C while the following table summarizes the existing and proposed conveyance calculations. Existing Conveyance* Area C Tc Q25 Pipe Dia. P16 - Ex 18" Stub 1.60 0.64 9.9 2.53 18" P18 - Ex 24" Stub 5.80 0.64 9.9 9.17 21" P1 - Ex 30" Stub 14.51 0.64 9.9 22.95 30" *Existing stub diameter and slopes to be verified as site survey differed from 1998 report, surveyed information was used as it is more recent Proposed Conveyance Area C Tc Q25 Pipe Dia. Min Slope Capacity Full Basin 1 4.80 0.79 5.0 14.51 24" 0.30 15.61 cfs Basin 2 1.10 0.81 5.0 3.40 12" 0.75 3.89 cfs Basin 3 0.52 0.84 5.0 1.67 8" 1.20 1.69 cfs Basin 4 w/ P1** 15.28 0.65 9.9 24.53 30" 0.55 38.32 cfs Basin 4/ w P1 & Basin 1 20.08 0.68 9.9 33.90 30" 0.55 38.32 cfs Basin 5 w/ P16 & P18** 9.58 0.69 9.9 16.23 21" 1.20 21.86 cfs ** The combined flows were calculated using the total areas weighting the C values Appendix A Bozeman East Mixed Use MODIFIED RATIONAL METHOD Qp = C i A POST-DEVELOPMENT 31.50 AC 0.84 9.9 MIN Release rate = 4.08 cfs 2.06 IN/HR TIME STEP 54.63 CFS DURATION = 5.0 min. Max. Volume, Max. Volume,Required Detention Triangle Rel. (cu. ft.) Constant Rel. (cu. ft.)Volume (cu. ft.) 69159.79 46883.72 58,022 Triangle Release Constant Release DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 9.41 2.13 56.48 29,508 27,320 19.31 1.34 35.39 37,418 34,122 29.21 1.02 27.04 42,597 38,177 39.11 0.85 22.37 46,483 40,926 ORIFICE CALCULATIONS 49.01 0.73 19.32 49,584 42,886 MATCHING Qp = 4.08 cfs 58.91 0.65 17.14 52,150 44,306 Max. Depth = 4.12 ft 68.81 0.59 15.49 54,323 45,328 78.71 0.54 14.20 56,193 46,044 88.61 0.50 13.14 57,819 46,515 SQUARE ORIFICE (as-built): 98.51 0.46 12.27 59,247 46,784 DIAMETER = 8.500 inches 108.41 0.44 11.53 60,507 46,884 Area = 0.39 ft 2 118.31 0.41 10.89 61,624 46,839 ORIFICE FLOW = 3.85 cfs 128.21 0.39 10.34 62,618 46,670 138.11 0.37 9.85 63,503 46,392 148.01 0.36 9.42 64,294 46,016 157.91 0.34 9.03 64,998 45,554 167.81 0.33 8.68 65,627 45,015 177.71 0.32 8.36 66,186 44,405 187.61 0.31 8.07 66,682 43,732 197.51 0.30 7.81 67,120 43,000 207.41 0.29 7.56 67,505 42,215 217.31 0.28 7.34 67,842 41,380 227.21 0.27 7.13 68,133 40,499 237.11 0.26 6.93 68,383 39,576 247.01 0.26 6.75 68,593 38,613 256.91 0.25 6.58 68,767 37,613 266.81 0.24 6.42 68,906 36,578 276.71 0.24 6.27 69,013 35,510 286.61 0.23 6.13 69,090 34,412 296.51 0.23 5.99 69,139 33,284 POST-DEV Qp = POND VOLUME CALCULATIONS: Total Detention Requirement (10 year storm) BASIN AREA POST = POST-DEV C = POST-DEV Tc = STORM INTENSITY = DURATION INTENSITY Qp POND VOLUME POND VOLUME (MIN) (IN/HR) (CFS) (CF) (CF) 306.41 0.22 5.87 69,160 32,129 316.31 0.22 5.75 69,155 30,948 326.21 0.21 5.63 69,127 29,742 336.11 0.21 5.53 69,075 28,513 346.01 0.20 5.42 69,001 27,262 355.91 0.20 5.32 68,906 25,989 365.81 0.20 5.23 68,791 24,696 375.71 0.19 5.14 68,657 23,383 385.61 0.19 5.05 68,505 22,052 395.51 0.19 4.97 68,335 20,703 405.41 0.18 4.89 68,148 19,337 415.31 0.18 4.82 67,946 17,954 425.21 0.18 4.74 67,727 16,556 435.11 0.18 4.67 67,494 15,142 445.01 0.17 4.60 67,247 13,714 454.91 0.17 4.54 66,985 12,272 464.81 0.17 4.48 66,710 10,816 474.71 0.17 4.41 66,423 9,347 484.61 0.16 4.36 66,123 7,865 494.51 0.16 4.30 65,810 6,371 504.41 0.16 4.24 65,487 4,866 514.30 0.16 4.19 65,152 3,349 524.20 0.16 4.14 64,806 1,820 534.10 0.15 4.09 64,449 281 544.00 0.15 4.04 64,082 -1,268 553.90 0.15 3.99 63,706 -2,828 563.80 0.15 3.95 63,319 -4,397 573.70 0.15 3.90 62,924 -5,976 583.60 0.15 3.86 62,519 -7,564 593.50 0.14 3.82 62,105 -9,162 603.40 0.14 3.78 61,683 -10,768 613.30 0.14 3.74 61,252 -12,382 623.20 0.14 3.70 60,814 -14,005 633.10 0.14 3.66 60,367 -15,636 643.00 0.14 3.62 59,913 -17,275 652.90 0.14 3.59 59,451 -18,921 662.80 0.13 3.55 58,981 -20,575 672.70 0.13 3.52 58,505 -22,237 682.60 0.13 3.49 58,021 -23,905 692.50 0.13 3.45 57,531 -25,581 702.40 0.13 3.42 57,034 -27,263 712.30 0.13 3.39 56,530 -28,952 722.20 0.13 3.36 56,020 -30,647 732.10 0.13 3.33 55,504 -32,349 742.00 0.12 3.30 54,982 -34,057 751.90 0.12 3.27 54,454 -35,771 761.80 0.12 3.25 53,920 -37,491 771.70 0.12 3.22 53,380 -39,217 781.60 0.12 3.19 52,835 -40,948 791.50 0.12 3.17 52,284 -42,685 801.40 0.12 3.14 51,728 -44,428 811.30 0.12 3.12 51,166 -46,176 821.20 0.12 3.09 50,600 -47,929 831.10 0.12 3.07 50,028 -49,687 841.00 0.12 3.04 49,452 -51,451 850.90 0.11 3.02 48,871 -53,219 860.80 0.11 3.00 48,285 -54,992 870.70 0.11 2.98 47,694 -56,770 880.60 0.11 2.95 47,099 -58,552 890.50 0.11 2.93 46,499 -60,339 900.40 0.11 2.91 45,895 -62,131 910.30 0.11 2.89 45,286 -63,927 920.20 0.11 2.87 44,673 -65,728 Appendix B SDSD SD SD SD SD SD S D S D SD S D S D S D S D S DSD SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD SD SLDSLDSLDSLDSLDSLDSLDSLDSLDSLDSLDSLD SLD SLD SLDSL D SLD SD SD SDSDSDSDSDSDSD SD SD SDSD SD SD S2°21'23"W 493.32'N87°39'57"W 152.02'N88°30'36"W 189.83 'N43°30'20"W 355.88'N1°29'24"E 551.27'S87°55'12"E 799.23'EEEEEEPROPOSED STORM DETENTION PONDMIN STORAGE ELEV: 17.1EST HIGH GW ELEV: 18.510 YEAR WSEL" 21.7'TOP OF POND: 22.0'SIDE SLOPES: 3:1MIN STORAGE VOLUME: 59,409CF160.02'131.10'140.45'170.71'BUILDING 4/DFFE: 4724.75BUILDING 1/A4723.50BUILDING 2/B4727.00BUILDING 3/CFFE: 4727.50BASIN 21.1 ACRESC=0.81REVIEWSUBMITTAL DEVELOPMENT APARTMENT UNITS IN BOZEMAN, MONTANA FARRAN REALTY PARTNERS BOZEMAN EAST MIXED-USE 4202 BELTWAY DRIVE ADDISON, TX 75001 hedk.com214.520.8878 BASIN 14.8 ACRESC=0.79BASIN 52.2 ACRESC=0.84BASIN 3 0.52 ACRESC=0.84BASIN 40.83 ACRESC=0.83BASIN 3 0.52 ACRESC=0.84BASIN 62.51 ACRESC=0.25 Appendix C Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Feb 18 2020 24in PVC @ 0.3% Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 0.30 N-Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 1.80 Q (cfs) = 15.61 Area (sqft) = 2.98 Velocity (ft/s) = 5.24 Wetted Perim (ft) = 5.00 Crit Depth, Yc (ft) = 1.43 Top Width (ft) = 1.20 EGL (ft) = 2.23 0 1 2 3 4 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Feb 18 2020 12in PVC @ 0.75% Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.75 N-Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.90 Q (cfs) = 3.886 Area (sqft) = 0.74 Velocity (ft/s) = 5.22 Wetted Perim (ft) = 2.50 Crit Depth, Yc (ft) = 0.84 Top Width (ft) = 0.60 EGL (ft) = 1.32 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Feb 18 2020 8in PVC @ 1.2% Circular Diameter (ft) = 0.67 Invert Elev (ft) = 100.00 Slope (%) = 1.20 N-Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.60 Q (cfs) = 1.689 Area (sqft) = 0.33 Velocity (ft/s) = 5.05 Wetted Perim (ft) = 1.68 Crit Depth, Yc (ft) = 0.60 Top Width (ft) = 0.40 EGL (ft) = 1.00 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Dec 1 2020 30in RCP @ 0.55% Circular Diameter (ft) = 2.50 Invert Elev (ft) = 100.00 Slope (%) = 0.55 N-Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 2.25 Q (cfs) = 38.32 Area (sqft) = 4.66 Velocity (ft/s) = 8.23 Wetted Perim (ft) = 6.25 Crit Depth, Yc (ft) = 2.09 Top Width (ft) = 1.50 EGL (ft) = 3.30 0 1 2 3 4 Elev (ft)Section 99.50 100.00 100.50 101.00 101.50 102.00 102.50 103.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Dec 1 2020 21in RCP @ 1.2% Circular Diameter (ft) = 1.75 Invert Elev (ft) = 100.00 Slope (%) = 1.20 N-Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 1.58 Q (cfs) = 21.86 Area (sqft) = 2.28 Velocity (ft/s) = 9.58 Wetted Perim (ft) = 4.38 Crit Depth, Yc (ft) = 1.64 Top Width (ft) = 1.05 EGL (ft) = 3.00 0 1 2 3 Elev (ft)Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) 4/13/2018 4/19/2018 4/27/2018 5/4/2018 5/11/2018 5/18/2018 5/25/2018 6/1/2018 6/8/2018 6/15/2018 6/22/2018 6/29/2018 7/5/2018 7/13/2018 7/20/2018 7/27/20188/16/2018 RANGE from April 4/1314.48 4.92 4.83 5.33 5.15 5.55 5.36 5.39 5.69 5.78 4.95 3.70 5.37 5.79 6.03 6.236.41 1.9300021.76 2.23 2.05 2.66 2.42 2.98 2.35 2.75 3.06 3.16 1.75 1.06 2.52 3.31 3.54 3.833.98 2.2200032.67 2.87 2.83 3.09 3.07 3.30 3.06 3.23 3.35 3.40 2.76 2.39 3.13 3.49 3.68 4.294.70 2.0300042.92 3.04 2.99 3.19 3.18 3.42 3.25 3.38 3.52 3.60 3.03 2.68 3.32 3.66 3.92 4.204.47 1.5500052.86 3.03 2.93 3.32 3.30 3.63 3.38 3.58 3.71 3.80 3.06 2.79 3.39 3.84 4.11 4.414.65 1.7900063.68 3.75 3.67 4.03 4.03 4.35 4.13 4.28 4.44 4.54 3.79 3.83 4.10 4.53 4.82 5.065.28 1.60000*NOTE:WellBozeman East (Tschache Appartments) - Weekly Water Levels (FT)DATESRed highlighted cells indicate the highest groundwater depth measured.During the week of 6/15/2018 to 6/23/2018 Bozeman, MT received 1.83" of rain. 0.92" of rain fell from 6/23/2018 to 6/29/2018.Cells that have a value of " - " means that no water was present within the monitoring well at the time of measurment. Value in each cell is the measurement from the ground level at each monitoring well to the static water level in each well.COB Datum was used in place of MSU Datum, Contact Jon Wilkinson with questions.0.501.001.502.002.503.003.504.004.505.005.506.006.507.003/31/2018 4/7/2018 4/14/2018 4/21/2018 4/28/2018 5/5/2018 5/12/2018 5/19/2018 5/26/2018 6/2/2018 6/9/2018 6/16/2018 6/23/2018 6/30/2018 7/7/2018 7/14/2018 7/21/2018 7/28/2018 8/4/2018 8/11/2018 8/18/2018 8/25/2018Groundwater depth (feet)DateBozeman East Groundwater DepthWell 1Well 2Well 3Well 4Well 5Well 6 Tschache Lane C:\Users\hsyvrud\Documents\Boz East Exhibit Photo\Boz East Exhibit Photo.PNG FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE, INC.,2018 N:\0417\081 Material Testing\ACAD\Exhibits\Baxter\Bozeman East Exhibit.dwg Plotted by haaken syvrud on Aug/7/2018 engineers surveyors planners scientists MorrisonMaierle 1 Engineering Place Helena, MT 59602 406.442.3050 www.m-m.net 3959.022 1 RSN BOZEMAN MONTANA Bozeman East Monitoring Well Exhibit     07/XX/2018 Tschache Lane 1 2 6 5 3 4 Legend #Denotes Approximate Monitoring Well Location and number