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HomeMy WebLinkAbout005 APPENDIX A JOB NO. B21-055 MONTANA | WASHINGTON | IDAHO | NORTH DAKOTA | PENNSYLVANIA DECEMBER 2021 406.586.0277 tdhengineering.com 234 East Babcock Street Suite 3 Bozeman, MT 59715 CLIENT ENGINEER Intrinsik Architecture 106 E. Babcock Street, Suite 1A Bozeman, MT 59715 TD&H Engineering 234 East Babcock Street, Suite 3 Bozeman, MT 59715 Engineer: Cody Croskey, PE ANE 9TEN MIXED-USE N. 8TH AVE. BOZEMAN, MONTANA BASIS OF DESIGN REPORT Image courtesy of Intrinsik Architecture 12/01/21 B21-055 ANE 9TEN MIXED-USE Page 1 of 3 ANE 9TEN MIXED-USE DESIGN REPORT REVISED DECEMBER 2021 Purpose and Introduction The purpose of this report is to explain how water, sanitary sewer, and storm drainage improvements will be designed to meet the City of Bozeman requirements and Montana Public Works Standard Specifications (MPWSS) to provide service to the new ANE 9TEN Mixed-Use buildings proposed at 802-910 N. 8th Avenue. The report will provide information on the detailed design of the above-mentioned infrastructure. The project is located at along the right-of-way of future N. 8th Avenue between Aspen Street and Juniper Street west of N. 7th Ave. The is described as Lots 13-18 and the south 35 feet of Lot 12 in Block 2 of Durston's 2nd Subdivision, located in the SE1/4 of Section 1, T2S, R5E, Gallatin County, Montana and is 1.4 acres in size. A lot aggregation and boundary line adjustment is proposed to result in two lots, one for each building. The property is currently vacant. Proposed site improvements include the construction of two new multi-story, multi-use buildings with associated parking, landscape, hardscape utility services, and stormwater management systems. Off-site infrastructure improvements are also proposed to service this development including the extensions of Aspen St. and N. 8th Ave. with associated street lighting and sidewalks/boulevards on the north and west sides, Alley widening and paving improvements, reconstruction/realignment of the existing 8” clay sewer main in the alley, and new storm drain and stormwater retention facilities. The design for these improvements is being addressed separately through a public infrastructure submittal to the City Engineering Department. Design Report Water The project site has existing 1” water and 4” fire services extending to it. However, these services are currently in the wrong location or are the wrong size for the proposed development. All existing services will be abandoned at the main and new services stubbed out prior to the N. 8th Avenue street construction. New 4-inch domestic water services and fire services (size TBD) be extended to the new buildings. The services will be class 51 ductile iron and will be installed per the City of Bozeman Design Standards and Modifications to Montana Public Works Standard Specifications (MPWSS). The estimated domestic water demands for each building are provided in Appendix A as calculated in accordance with C.O.B. DSSP Section V.A.4. The fire flow requirement for the proposed development is also provided in Appendix A following International Fire Code (IFC) Appendix B which correlates the Insurance Services Office (ISO) method with building area and International Building Conde (IBC) construction types. No new water main extensions are anticipated with this project. A 6” water main is looped around the development within the N. 8Th Avenue right-of-way with two existing B21-055 ANE 9TEN MIXED-USE Page 2 of 3 fire hydrants located adjacent to the west side of each building. In accordance with the engineering comment provided in the June 8, 2019 concept review letter for the project, flow test data was obtained from a nearby hydrant to confirm the existing 6” water main has adequate capacity to convey the peak hour demand plus fire flow for the proposed development. The existing water distribution system was modeled using Bentley’s WaterCAD software. The water modeling indicates that the peak hour domestic demands of 38 gpm and 36 gpm for the North and South buildings, respectively, plus 1,500 gpm fire flow is more than available in the 6” water main adjacent to the project without dropping below a 20 psi residual pressure or exceeding 15 ft per second velocities in the water mains. The results from the water modeling analysis are provided in Appendix A. Sewer There are no existing sewer services extending to the project site. Two new 6-inch sewer services are proposed to be connected to the reconstructed 8” sewer main in the alley east of each building. Reconstruction of the sewer main is being addressed separately though public infrastructure review. The estimated sewer demands for each building calculated in accordance with C.O.B. DSSP Section V.B. and using information from the City’s 2015 Wastewater Facilities Plan are provided in Appendix A. Storm Drainage The existing project site consists of a vacant field that slopes generally to the north-east. The proposed site development includes two new multi-story buildings, new concrete sidewalks, hardscape plazas, new parking areas, and new landscaping. There is not a readily available storm sewer or outfall adjacent to the site. Mandeville Creek is the closes watercourse located roughly 800’ to the west. Therefore, project design intends to capture and infiltrate design storm runoff from all new improvement areas at the site and provide reliable overflow routes for larger storm events. Since there is not a readily available opportunity to convey the 25-year storm event to the City’s storm drain system or a receiving water per C.O.B. DSSP Section II.A.3 without crossing private properties, oversized infiltration chambers are proposed to capture and retain the full volume of the 25-year, 2-hour storm on site. Then only the very large and infrequent storms that would not normally be required to be conveyed within the City’s storm drain system would be allowed to overflow via existing drainage paths to N. 7th Avenue. To accommodate the storm runoff from the buildings, central parking lot, and plaza spaces, a sub-surface chamber facility has been designed to capture and fully retain/infiltrate the flow from a 25-year, 2-hour event. Oversized for the 25-yr event, this facility will also have more than enough storage capacity to handle the first half inch of rainfall from associated impervious areas. A series of area drains, curb inlets, and roof drains will transport runoff from these areas to the infiltration chambers located beneath the central parking lot. Larger storm events will be allowed to overflow via a grated access manhole cover into the alley east of the site. A secondary sidewalk drainage chase is also provided in case the inlet or storm system gets temporarily clogged. B21-055 ANE 9TEN MIXED-USE Page 3 of 3 The commercial entrance plaza on the southwest corner of the site is isolated such that it is difficult to convey its runoff to the central stormwater collection system. Therefore, a small trench drain and dry well is proposed adjacent to the plaza to capture and fully retain/infiltrate the flow from a 25-year, 2-hour event and the first half inch of rain that falls on this small hardscape area. Several parking spaces will back down to the reconstructed alley which will have an inverted crown and valley gutter to collect and convey stormwater run-off. Both legs of the alley currently slope north and east to an existing low point behind the furniture store which overflows east toward 7th Ave. To accommodate the storm runoff from the reconstructed alley and adjoined parking areas, a second storm drain inlet and sub- surface chamber facility has been designed beneath the alley north of the buildings to capture and fully retain/infiltrate the flow from a 25-year, 2-hour event, and also the first half inch of rainfall from these areas. Larger storm events will be allowed to overflow to the east via the existing drainage path between U-Haul and Gallatin Valley Furniture toward N. 7th Ave. While the volume for this system is accounted for by this design, the construction details and specifications for the storm system in the alley are being provided separately though public infrastructure review. A geotechnical drilling investigation was conducted at the site on July 23rd of this year. Groundwater was not observed in 5 boreholes that were drilled to a depth of 20-feet. However, this has been a regionally dry year so additional well log information was reviewed to verify anticipated groundwater depths. Four monitoring wells were drilled at the adjacent U-Haul facility in May of 1990. All 4 well logs reported groundwater encountered at depths ranging from 20.5 to 21.5 feet below the ground surface. Therefore it is anticipated that groundwater will be sufficiently deep even with seasonal fluctuations to allow for a full retention/infiltration strategy to be successful at this site. Over-excavation below the infiltration facilities will also be required to tie the systems into the deeper native gravels below. A drainage basin figure, supporting storm drain calculations, and well logs are provided in Appendix B. APPENDIX A Water Calculations ANE - 9TEN Mixed-Use 802-910 N. 8th Ave. Date: 12.01.2021 Water System Sizing Domestic Water Demand - North Building: Residential Use: Residential Units =51 units People =107.6 people (2.11 people/unit per COB Design Standards) Residential Flow =18,294 GPD (170 gpcd per COB Design Standards) Peak Hour Demand: Average Day Demand =18,294 GPD (All Uses) Average Day Demand =12.7 gpm (GPD / 1,440 minutes) Maximum Day Demand =29.2 gpm (Ave. Day x Peaking Factor = 2.3) Peak Hour Demand =38.1 gpm (Ave. Day x Peaking Factor = 3) Domestic Water Demand - South Building: Residential Use: Residential Units =48 units People =101.3 people (2.11 people/unit per COB Design Standards) Residential Flow =17,218 GPD (170 gpcd) Commercial Use: Office Space =2,244 sf Commercial Flow =61 GPD (10,000 gal/yr/1,000sf - Unit Water Demand for Office) Peak Hour Demand: Average Day Demand =17,279 GPD (All Uses) Average Day Demand =12.0 gpm (GPD / 1,440 minutes) Maximum Day Demand =27.6 gpm (Ave. Day x Peaking Factor = 2.3) Peak Hour Demand =36.0 gpm (Ave. Day x Peaking Factor = 3) Fire Flow Requirement: IBC Construction Type =V-A Fire Flow Calculation Area =50,996 sf (Largest Building) Automatic Fire Sprinkler System =Yes Fire Sprinkler System Type =NFPA 13R Required Fire Flow =1,500 gpm (per IFC Appendix B) Scenario: Base ©2017 HERE © 2017 Microsoft Corporation Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-166611/12/2021 WaterCAD [10.03.05.05]Bentley Systems, Inc. Haestad Methods Solution CenterB21-055 FIRE FLOWS.wtg Fire Flow Node FlexTable: Fire Flow Report Fire Flow Node FlexTable: Fire Flow Report Demand (gpm) Velocity (Upper Limit) (ft/s) Velocity of Maximum Pipe (ft/s) Pressure (Calculated System Lower Limit)(psi) Junction w/ Minimum Pressure (Zone) Pressure (Calculated Residual) (psi) Pressure (Residual Lower Limit) (psi) Flow (Total Available) (gpm) Flow (Total Needed) (gpm) Fire Flow (Needed) (gpm) Fire Flow (Available) (gpm) Satisfies Fire Flow Constraints? Label 015.0015.0069Hydrant Mid57202,2761,5001,5002,276TrueHydrant N 015.0015.00101Hydrant S101201,6921,5001,5001,692TrueJ-3 015.0015.0069Fire North65202,1641,5001,5002,164TrueHydrant Mid 015.0015.00100J-3100201,7061,5001,5001,706TrueHydrant S 015.0015.0075Dom. North75202,0411,5001,5002,041TrueFire North 3815.0015.0075Fire North75202,0761,5381,5002,038TrueDom. North 3615.0015.0076Fire South76202,0591,5361,5002,023TrueDom. South 015.0015.0076Dom. South76202,0201,5001,5002,020TrueFire South 015.0015.0086J-387202,2761,5001,5002,276TrueJ-13 015.0015.0076Hydrant N74202,2761,5001,5002,276TrueJ-14 Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-755-166611/12/2021 WaterCAD [10.03.05.05]Bentley Systems, Inc. Haestad Methods Solution CenterB21-055 FIRE FLOWS.wtg CITY OF BOZEMAN Fire Flow Request Form PHONE (406) 582-3200 FAX (406) 582-3201 The results of the fire flow information that you requested are as follows: North 8th HD #230 Static – 140PSI, Residual – 110PSI HD# 223 Pitot – 100PSI flowing 1680 GPM on a 2.5” nozzle. Fire Flow test performed on 3/5/2021. If you have questions or need further information feel free to email. Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to variation. Actual field conditions may vary. This information provided to the requestor for evaluation purposes only, without warranty of any kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or law. In no event regardless of cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such damages arise under contract, tort, strict liability or inequity. APPENDIX B Sewer Calculations ANE - 9TEN Mixed-Use 802-910 N. 8th Ave. Date: 12.01.2021 Sewer Demand Calculation Average Day Sewer Demand - North Building: Residential Use: Residential Units =51 units People =110.7 people (2.17 people/unit) Residential Flow =7,127 GPD (64.4 gpcd) Average Day Sewer Demand - South Building: Residential Use: Residential Units =48 units People =104.2 people (2.17 people/unit) Residential Flow =6,708 GPD (64.4 gpcd) Commercial Use: Office Space =2,244 sf Commercial Flow =61 GPD (10,000 gal/yr/1,000sf - Unit Water Demand for Office) Infiltration: Property Size =1.4 acres Infiltration Flow =210 GPD (150 gpd/acre per COB Design Standards) Total Development Average Day Demand: 14,107 GPD (residential + commercial + infiltration) Total Development Peak Sewer Flow: Average Day Demand =13,897 GPD (residential + commercial) P =0.2148 (population/1,000) Peaking Factor =4.14 Peak Sewer Demand =57,484 GPD (avg. day demand)*(peaking factor) + Infiltration Flow =210 GPD (not peaked) Total Peak Flow =57,694 GPD (residential + commercial + infiltration) Peak Sewer Flow =40.07 GPM (peak flow)/(24 hrs/day)/(60 min/hr) Values per C.O.B. 2015 Wastewater Facilities Plan Values per C.O.B. 2015 Wastewater Facilities Plan 𝑄𝑚𝑎𝑥 𝑄𝑎𝑣𝑔 =18 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2 4 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2 ANE - 9TEN Mixed-Use 802-910 N. 8th Ave. Date: 12.01.2021 6" Sewer Service Pipe Capacity Input Values d =0.50 ft =6" y =0.375 ft =75% Calculated Values (Equations from Fluid Mechanics by Chow) Theta (Θ)4.19 rad 2*arccos(1-y/(d/2)) Area (A)0.16 ft2 (1/8)*(Θ-sinΘ)d2 Wetted Perimeter (P)1.05 ft 0.5Θd Hydraulic Radius (R )0.15 ft (.25)*(1-(sinΘ)/Θ)d Top Width (T)0.43 ft (sin 0.5Θ)d Mannings Equation (Equation from Fundamentals of Mechanics by Munson) n =0.013 (per COB Design Standards) S0 =0.0104 ft/ft (1/8" per foot for 6" services) Q =0.52 cfs Q = 1.49/n*A*R2/3*S00.5 Q =235.00 gpm Q gpm = (Q cfs)(7.48 gal/ft3)(60 sec/min) V =3.31 ft/s V = Q/A Results A 6" diameter sewer sewervce at the min. 1/8" per foot slope flowing 75% full has the capacity for 235 gpm. J:\2021\B21-055 ANE Onsite\DOCUMENTS\REPORTS\DESIGN REPORT\Parts\B21-055 Water & Sewer Calcs.xls1 OF 1 Appendix C Storm Water Calculations c c c c c c c c c c cc ccc B A S I N 1 : C A V E = 0 . 8 6 I = 0 . 4 1 A = 0 . 8 3 V 1 0 = 2 , 1 1 2 C F V 2 5 = 2 , 8 3 3 C F R R V = 1 , 3 6 7 C F REVISION S H E E T D E S I G N E D B Y : Q U A L I T Y C H E C K : J O B N O . F I E L D B O O K D R A W N B Y : D A T E : B 2 1 - 0 5 5 B M _ O N S I T E REV DATE N O T F O R C O N S T R U C T I O N ANE 9TEN MIXED USE BOZEMAN, MONTANA DRAINAGE BASINS & RETENTION FACILITY SIZING B 2 1 - 0 5 5 1 2 . 0 1 . 2 1 . D W G E X - 1 C J C C J C Engineering 234 E. BABCOCK ST., SUITE 3 • BOZEMAN, MONTANA 59715 406.586.0277 • tdhengineering.com N. 8TH AVE. W. ASPEN ST. U-HAULGALLATINVALLEYFURNITURE C A T ' S P A W A L L E Y BASIN 3:CAVE = 0.76I = 0.41A = 0.77V10 = 1,729 CFV25 = 2,320 CFRRV = 1,109 CF B A S I N 2 : C A V E = 0 . 7 7 I = 0 . 4 1 A = 0 . 0 1 2 V 1 0 = 2 8 C F V 2 5 = 3 7 C F R R V = 1 8 C F ANE - 9TEN Mixed-Use 802-910 N. 8th Ave. Date: 12.01.2021 Retention Volume Sizing Calcs Rational Formula "C" Values Per MTDEQ 8 "C" Impervious Area/Pond Surface 0.9 Gravel Area 0.8 Unimproved Area 0.3 Lawn/landscape 0.1 Post-Development Basin (C Value) Determinations: Basin #Basin Description Total Area (SF) Total Area (Acres) Impervious Area (SF) Gravel Area (SF) Unimproved Area (SF) Landscape Area (SF) Composite Cave 1 Roofs, Central Parking, and Entry Plazas 36,061 0.83 34449 0 0 1612 0.86 2 SW Plaza 530 0.012 446 0 0 84 0.77 3 Alley and Attached Parking 33,444 0.77 27718 0 0 5726 0.76 Runoff Volume Calcs (10-yr, 2-hr): Basin #Basin Description Total Area (SF) Total Area (Acres) Composite Cave CCf (Cf = 1.0) 10 yr - 2hr i (in/hr) Flow Q10 (cfs) Volume V10 (cf) 1 Roofs, Central Parking, and Entry Plazas 36,061 0.83 0.86 0.86 0.41 0.29 2,112 2 SW Plaza 530 0.012 0.77 0.77 0.41 0.004 28 3 Alley and Attached Parking 33,444 0.77 0.76 0.76 0.41 0.24 1,729 Runoff Volume Calcs (25-yr, 2-hr): Basin #Basin Description Total Area (SF) Total Area (Acres) Composite Cave CCf (Cf = 1.1) 25 yr - 2hr i (in/hr) Flow Q25 (cfs) Volume V25 (cf) 1 Roofs, Central Parking, and Entry Plazas 36,061 0.83 0.86 0.95 0.50 0.39 2,833 2 SW Plaza 530 0.012 0.77 0.85 0.50 0.005 37 3 Alley and Attached Parking 33,444 0.77 0.76 0.84 0.50 0.32 2,320 ANE - 9TEN Mixed-Use 802-910 N. 8th Ave. Date: 12.01.2021 Basin RRV (First 0.5") Calculations Post-Development Condition: Basin #Description Total Area (SF) Total Area (AC) Impervious Area (SF) Gravel Area (SF) Unimproved Area (SF) Landscape Area (SF) 1 Roofs, Central Parking, and Entry Plazas 36,061 0.83 34,449 0 0 1,612 Runoff Reduction Volume (First 0.5" of Rainfall): P =0.5 Inches (Water Quality Rainfall Depth) Rv =0.91 (Dimensionless Runoff Coefficient, Rv=0.05+0.9(I) I =95.5%(Percent Impervious Area Draining to Facility) A =0.83 AC (Total Drainage Area) RRV =0.031 AC-FT (Runoff Reduction Volume)* 1,367 CF Post-Development Condition: Basin #Description Total Area (SF) Total Area (AC) Impervious Area (SF) Gravel Area (SF) Unimproved Area (SF) Landscape Area (SF) 2 SW Plaza 530 0.01 446 0 0 84 Runoff Reduction Volume (First 0.5" of Rainfall): P =0.5 Inches (Water Quality Rainfall Depth) Rv =0.81 (Dimensionless Runoff Coefficient, Rv=0.05+0.9(I) I =84.2%(Percent Impervious Area Draining to Facility) A =0.012 AC (Total Drainage Area) RRV =0.0004 AC-FT (Runoff Reduction Volume)* 18 CF Post-Development Condition: Basin #Description Total Area (SF) Total Area (AC) Impervious Area (SF) Gravel Area (SF) Unimproved Area (SF) Landscape Area (SF)3 Alley and Attached Parking 33,444 0.77 27,718 0 0 5,726 Runoff Reduction Volume (First 0.5" of Rainfall): P =0.5 Inches (Water Quality Rainfall Depth) Rv =0.80 (Dimensionless Runoff Coefficient, Rv=0.05+0.9(I) I =82.9%(Percent Impervious Area Draining to Facility) A =0.77 AC (Total Drainage Area) RRV =0.025 AC-FT (Runoff Reduction Volume)* 1,109 CF *RRV = PRvA/12 per Montana Post-Construction Storm Water BMP Design Guidance Manual Eq. 3-1 8/24/2021 Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2021 https://mbmggwic.mtech.edu/sqlserver/v11/reports/SiteSummary.asp?gwicid=122118&agency=mbmg&reqby=M&1/1 MONTANA WELL LOG REPORT Other Options This well log reports the activities of a licensed Montana well driller, serves as the official record of work done within the borehole and casing, and describes the amount of water encountered. This report is compiled electronically from the contents of the Ground Water Information Center (GWIC) database for this site. Acquiring water rights is the well owner's responsibility and is NOT accomplished by the filing of this report. Go to GWIC website Plot this site in State Library Digital Atlas Plot this site in Google Maps View scanned well log (5/25/2007 3:16:06 PM) Site Name: U-HAUL CENTER * MW-1 GWIC Id: 122118 Section 1: Well Owner(s) 1) U-HAUL CENTER (MAIL) N/A BOZEMAN MT N/A [05/08/1990] Section 2: Location Township Range Section Quarter Sections 02S 05E 1 SE¼ NE¼ SW¼ SE¼ County Geocode GALLATIN Latitude Longitude Geomethod Datum 45.687948 -111.046501 TRS-SEC NAD83 Ground Surface Altitude Ground Surface Method Datum Date Addition Block Lot Section 3: Proposed Use of Water MONITORING (1) Section 4: Type of Work Drilling Method: AIR ROTARY Status: NEW WELL Section 5: Well Completion Date Date well completed: Tuesday, May 8, 1990 Section 6: Well Construction Details There are no borehole dimensions assigned to this well. Casing From To Diameter Wall Thickness Pressure Rating Joint Type 1.5 31 2 PVC Completion (Perf/Screen) From To Diameter # of Openings Size of Openings Description 10 31 2 .010 SCREEN Annular Space (Seal/Grout/Packer) From To Description Cont. Fed? 2 6 BENTONITE Section 7: Well Test Data Total Depth: 31 Static Water Level: 21.5 Water Temperature: Unknown Test Method * Yield gpm. Pumping water level feet. Time of recovery hours. Recovery water level feet. * During the well test the discharge rate shall be as uniform as possible. This rate may or may not be the sustainable yield of the well. Sustainable yield does not include the reservoir of the well casing. Section 8: Remarks PROJECT: MTG-007 BORING: MW-1 Section 9: Well Log Geologic Source Unassigned From To Description 0 3 SANDY GRAVEL.(BACKFILL)-OLIVE BROWN-DRY. 30-35% MEDIUM TO COARSE SAND. 3 13 SILTY CLAY. DARK YELLOWISH BROWN-MOIST;15-25% SILT COHESIVE. 13 19 SANDY GRAVEL.MODERATE BROWN-MOIST;25-30% MEDIUM TO COARSE SAND-TRACE TO 15% CLAY. 19 31 CLAYEY GRAVEL.GRAYISH RED-MOIST TO WET-SATURATED FROM 25-27' AND 30-31'; 20-30% CLAY;15-20% MEDIUM TO COARSE SAND. Driller Certification All work performed and reported in this well log is in compliance with the Montana well construction standards. This report is true to the best of my knowledge. Name: Company:PRO PUMP & EQUIPMENT INC License No:MWC-171 Date Completed:5/8/1990 8/24/2021 Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2021 https://mbmggwic.mtech.edu/sqlserver/v11/reports/SiteSummary.asp?gwicid=122119&agency=mbmg&reqby=M&1/1 MONTANA WELL LOG REPORT Other Options This well log reports the activities of a licensed Montana well driller, serves as the official record of work done within the borehole and casing, and describes the amount of water encountered. This report is compiled electronically from the contents of the Ground Water Information Center (GWIC) database for this site. Acquiring water rights is the well owner's responsibility and is NOT accomplished by the filing of this report. Go to GWIC website Plot this site in State Library Digital Atlas Plot this site in Google Maps View scanned well log (5/25/2007 2:21:54 PM) Site Name: U-HAUL CENTER * MW-2 GWIC Id: 122119 Section 1: Well Owner(s) 1) U-HAUL CENTER (MAIL) N/A BOZEMAN MT N/A [05/08/1990] Section 2: Location Township Range Section Quarter Sections 02S 05E 1 SE¼ NE¼ SW¼ SE¼ County Geocode GALLATIN Latitude Longitude Geomethod Datum 45.687948 -111.046501 TRS-SEC NAD83 Ground Surface Altitude Ground Surface Method Datum Date Addition Block Lot Section 3: Proposed Use of Water MONITORING (1) Section 4: Type of Work Drilling Method: AIR ROTARY Status: NEW WELL Section 5: Well Completion Date Date well completed: Tuesday, May 8, 1990 Section 6: Well Construction Details There are no borehole dimensions assigned to this well. Casing From To Diameter Wall Thickness Pressure Rating Joint Type 1 31 2 PVC Completion (Perf/Screen) From To Diameter # of Openings Size of Openings Description 20.5 31 2 0.010 SCREEN Annular Space (Seal/Grout/Packer) From To Description Cont. Fed? 1 17 BENTONITE Section 7: Well Test Data Total Depth: 31 Static Water Level: 20.5 Water Temperature: Unknown Test Method * Yield gpm. Pumping water level feet. Time of recovery hours. Recovery water level feet. * During the well test the discharge rate shall be as uniform as possible. This rate may or may not be the sustainable yield of the well. Sustainable yield does not include the reservoir of the well casing. Section 8: Remarks Section 9: Well Log Geologic Source Unassigned From To Description 0 0.6 ASPHALT 0.6 4 SANDY GRAVEL.OLIVE BROWN-DRY.30-35% MED TO COARSE SAND. 4 13 SILTY CLAY.DARK YELLOWISH BROWN-DRY.20-30% SILT. 13 17 GRAVELLY SAND.MODERATE BROWN-SATURATED AT 13' BUT DRY AT 13.5';20-30% GRAVELS INCREASING W/DEPTH- 15-20% CLAY- MEDIUM TO COARSE SAND. 17 31 CLAYEY GRAVEL.GREYISH BROWN-SATURATED FROM 23'- 23.5' AND FROM 27-31';20-35% CLAY DECREASING W/ DEPTH;15-20% COARSE SAND- COARSE GRAVELS. Driller Certification All work performed and reported in this well log is in compliance with the Montana well construction standards. This report is true to the best of my knowledge. Name: Company:PRO PUMP & EQUIPMENT INC License No:MWC-171 Date Completed:5/8/1990 8/24/2021 Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2021 https://mbmggwic.mtech.edu/sqlserver/v11/reports/SiteSummary.asp?gwicid=122120&agency=mbmg&reqby=M&1/1 MONTANA WELL LOG REPORT Other Options This well log reports the activities of a licensed Montana well driller, serves as the official record of work done within the borehole and casing, and describes the amount of water encountered. This report is compiled electronically from the contents of the Ground Water Information Center (GWIC) database for this site. Acquiring water rights is the well owner's responsibility and is NOT accomplished by the filing of this report. Go to GWIC website Plot this site in State Library Digital Atlas Plot this site in Google Maps View scanned well log (5/25/2007 2:21:37 PM) Site Name: U-HAUL CENTER * MW-3 GWIC Id: 122120 Section 1: Well Owner(s) 1) U-HAUL CENTER (MAIL) N/A BOZEMAN MT N/A [05/09/1990] Section 2: Location Township Range Section Quarter Sections 02S 05E 1 SE¼ NE¼ SW¼ SE¼ County Geocode GALLATIN Latitude Longitude Geomethod Datum 45.687948 -111.046501 TRS-SEC NAD83 Ground Surface Altitude Ground Surface Method Datum Date Addition Block Lot Section 3: Proposed Use of Water MONITORING (1) Section 4: Type of Work Drilling Method: AIR ROTARY Status: NEW WELL Section 5: Well Completion Date Date well completed: Wednesday, May 9, 1990 Section 6: Well Construction Details There are no borehole dimensions assigned to this well. Casing From To Diameter Wall Thickness Pressure Rating Joint Type 1.5 33 2 PVC Completion (Perf/Screen) From To Diameter # of Openings Size of Openings Description 23 33 2 0.010 SCREEN Annular Space (Seal/Grout/Packer) From To Description Cont. Fed? 2 21.5 BENTONITE Section 7: Well Test Data Total Depth: 33 Static Water Level: 21.5 Water Temperature: Unknown Test Method * Yield gpm. Pumping water level feet. Time of recovery hours. Recovery water level feet. * During the well test the discharge rate shall be as uniform as possible. This rate may or may not be the sustainable yield of the well. Sustainable yield does not include the reservoir of the well casing. Section 8: Remarks Section 9: Well Log Geologic Source Unassigned From To Description 0 0.5 CONCRETE 0.5 4 SANDY GRAVEL.OLIVE BROWN-DRY;30-35% MED.TO COARSE SAND 4 16 SILTY CLAY.DARK YELLOWISH BROWN-DRY TO MOIST; 10-30% SILT DECREASING W/DEPTH-TRACE FINE SAND FROM 4'-10'; VERY COHESIVE. 16 23 SANDY GRAVEL MODERATE BROWN- DRY;15-35% MED. TO COARSE SAND- TRACE TO 10% CLAY; CLAY-RICH STRINGERS 23 33 CLAYEY GRAVEL.MODERATE BROWN- WET TO SATURATED- SATURATED FROM 29-33';20-35% CLAY INCREASING WITH DEPTH;15-25% SILT. Driller Certification All work performed and reported in this well log is in compliance with the Montana well construction standards. This report is true to the best of my knowledge. Name: Company:PRO PUMP & EQUIPMENT INC License No:MWC-171 Date Completed:5/9/1990 8/24/2021 Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2021 https://mbmggwic.mtech.edu/sqlserver/v11/reports/SiteSummary.asp?gwicid=122121&agency=mbmg&reqby=M&1/1 MONTANA WELL LOG REPORT Other Options This well log reports the activities of a licensed Montana well driller, serves as the official record of work done within the borehole and casing, and describes the amount of water encountered. This report is compiled electronically from the contents of the Ground Water Information Center (GWIC) database for this site. Acquiring water rights is the well owner's responsibility and is NOT accomplished by the filing of this report. Go to GWIC website Plot this site in State Library Digital Atlas Plot this site in Google Maps View scanned well log (5/25/2007 2:21:00 PM) Site Name: U-HAUL CENTER * MW-4 GWIC Id: 122121 Section 1: Well Owner(s) 1) U-HAUL CENTER (MAIL) N/A BOZEMAN MT N/A [05/10/1990] Section 2: Location Township Range Section Quarter Sections 02S 05E 1 SE¼ NE¼ SW¼ SE¼ County Geocode GALLATIN Latitude Longitude Geomethod Datum 45.687948 -111.046501 TRS-SEC NAD83 Ground Surface Altitude Ground Surface Method Datum Date Addition Block Lot Section 3: Proposed Use of Water MONITORING (1) Section 4: Type of Work Drilling Method: AIR ROTARY Status: NEW WELL Section 5: Well Completion Date Date well completed: Thursday, May 10, 1990 Section 6: Well Construction Details There are no borehole dimensions assigned to this well. Casing From To Diameter Wall Thickness Pressure Rating Joint Type 2 31 2 PVC Completion (Perf/Screen) From To Diameter # of Openings Size of Openings Description 21.5 31 2 0.010 SCREEN Annular Space (Seal/Grout/Packer) From To Description Cont. Fed? 2.5 21 BENTONITE Section 7: Well Test Data Total Depth: 31 Static Water Level: 21 Water Temperature: Unknown Test Method * Yield gpm. Pumping water level feet. Time of recovery hours. Recovery water level feet. * During the well test the discharge rate shall be as uniform as possible. This rate may or may not be the sustainable yield of the well. Sustainable yield does not include the reservoir of the well casing. Section 8: Remarks PROJECT: MTG-007 Section 9: Well Log Geologic Source Unassigned From To Description 0 3 SANDY GRAVEL.OLIVE BROWN-DRY;20-30% MEDIUM TO COARSE SAND. 3 16 SILTY CLAY.DARK YELLOWISH BROWN- MOIST TO WET AT 12';15-20% SILT DECREASING W/DEPTH-TRACE FINE SAND TRACE GRAVELS. 16 22 SANDY GRAVEL.MEDIUM BROWN-DRY TO MOIST;25-35% MED. TO COARSE SAND;15-25% CLAY DECREASING W/DEPTH. 22 31 CLAYEY GRAVEL. GREYISH RED-MOIST TO WET-SATURATED FROM 28' TO B.O.H.;25-35% MEDIUM TO COARSE SAND DECREASING W/DEPTH;20-30% CLAY INCREASING W/DEPTH. Driller Certification All work performed and reported in this well log is in compliance with the Montana well construction standards. This report is true to the best of my knowledge. Name: Company:PRO PUMP & EQUIPMENT INC License No:MWC-171 Date Completed:5/10/1990