HomeMy WebLinkAbout005 North Wallace Residence STORM WATER REPORTNorth Wallace Residences
August 18, 2023
Project: 22-058
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 1
Table of Contents
1 Project Overview and Background ......................................................................................... 2
2 Hydrology ............................................................................................................................... 2
2.1 Pre-Development .............................................................................................................. 2
2.2 Post Development ............................................................................................................ 3
3 Post Development Hydraulics ................................................................................................. 3
3.1 Inlet and Gutter Capacity ................................................................................................. 3
3.2 Un-detained Areas ............................................................................................................ 4
3.3 Storm Drain ...................................................................................................................... 4
3.4 Underground Retention Structure ................................................................................... 4
4 Maintenance Plan .................................................................................................................... 6
Table 1 - Pre-Development Hydrology ........................................................................................... 2
Table 2 - Post Development Drainage Basins ................................................................................ 3
Table 3 - Outfall Summary ............................................................................................................. 4 Table 4 - Minimum Sizing .............................................................................................................. 5 Table 5 - Pipe Structure Storage ..................................................................................................... 5
Attachments: Exhibit 1.1 – Vicinity Map - Topographic Exhibit 1.2 – Vicinity Map - Aerial Exhibit 2.1 – Pre-Development Drainage
Exhibit 2.2 – Post Development Drainage Appendix A – Supporting Calculations Appendix B – Storm Drainage Plans Appendix C – Supporting Materials
North Wallace Residences
August 18, 2023
Project: 22-058
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 2
1 Project Overview and Background
The subject property is located at 428 North Wallace in Bozeman, MT. Vicinity maps showing the project location and extents are provided in Exhibits 1.1 and 1.2. The site currently has an existing one-bedroom home and shed. The proposed site improvements will involve the demolition of all existing structures and the construction of a four-bedroom home, a detached garage with one
additional dwelling unit as well as a duplex with three bedrooms per unit. An existing utility
easement divides the property from east to west. The four-bedroom home and garage with ADU is proposed to the east of the utility easement, the duplex to the west side of the easement. The driveway will be paved as part of the site improvements. An underground retention system constructed from 30” slotted aluminized CSP will be provided to meet the water quality and peak
runoff rate requirements.
The following sections describe the proposed stormwater design and its compliance with the current City of Bozeman (COB) storm drainage standards. Current regulations dictate that peak runoff rates for the post-development condition are mitigated to pre-development for the 10-year
event. Stormwater collection and conveyance infrastructure is sized for the 25-year event.
2 Hydrology
The rational method was utilized to estimate peak runoff rates for conveyance sizing as outlined by the City of Bozeman Design Standards and Specifications. A weighted runoff coefficient “C”
was determined based on a combination of open space (C=0.2) and pavement (C=0.95). The time to concentration was estimated using the overland flow method from the City of Bozeman Design Standards. A more detailed breakout of the data for each basin is provided in Appendix A. Basins, flow paths, and the general site layout for pre- and post-development conditions can be found on Sheets 2.1 and 2.2, respectively.
2.1 Pre-Development
An overview of the pre-development drainage is provided on Sheet 2.1. A single basin was
assumed for the site with consistent basin boundaries between the pre- and post-development site conditions for the purpose of storage system sizing. While the site is relatively flat, runoff from the site ultimately outfalls to the northeast center of the lot. The site currently consists of existing structures and drive improvements; however, for the purpose of this analysis the site is assumed to be fully undeveloped. A summary of the pre-development hydrologic conditions is provided in
Table 1; more detailed information providing a time to concentration breakout and intensity is provided in Appendix A. Table 1 - Pre-Development Hydrology
Basin
Total
Area (acres)
Impervious (sf) Open Space (sf) Weighted C Tc (min) 10-yr Peak Runoff (cfs) 25-yr Peak Runoff (cfs)
A.1 0.30 0 13,087 0.20 12 0.11 0.13
North Wallace Residences
August 18, 2023
Project: 22-058
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 3
2.2 Post Development Input parameters and results for the post development drainage basins are summarized in Table 2. An overview plan showing the drainage areas and infrastructure is provided on Sheet 2.2. Basins A.2, A.3, and A.7 are routed to the proposed underground retention structure through curb inlets around the perimeter of the driveway. Runoff from basins A.4, A.5 and A.6 is collected by roof
drains/area drains and routed to the underground retention structure. Basin A.8 is near the drive approach and will direct discharge to N. Wallace and route to the existing storm storage system on N. Wallace. Basins A.1 and A.9 have no improvements and will discharge in the same pattern as it did before development. Additional information related to this is provided in the hydraulics section below. Basins A.2-A.7 consists of both impervious area and open area. Due to the small
amount of open area in these basins, the entire area was conservatively assumed to be impervious and a C value of 0.95 was used. Table 2 - Post Development Drainage Basins
Basin
Total
Area (acres)
Open Area (sf) Impervious Area (sf) Weighted C Tc (min)
10-yr Peak
Runoff (cfs)
25-yr Peak
Runoff (cfs)
A.1 0.02 716.15 0 0.20 6 0.01 0.01
A.2 0.06 0 2699.60 0.95 6 0.17 0.20 A.3 0.02 0 1084.13 0.95 6 0.07 0.08
A.4 0.02 0 869.69 0.95 6 0.05 0.06
A.5 0.05 0 2177.82 0.95 6 0.14 0.16
A.6 0.05 0 2315.01 0.95 6 0.14 0.17
A.7 0.03 0 1096.75 0.95 6 0.07 0.08
A.8 0.01 0 356.58 0.95 6 0.02 0.03
A.9 0.04 1770.97 0 0.20 6 0.02 0.03
3 Post Development Hydraulics
The post development collection and conveyance infrastructure considers a 25-year design event
as outlined in the City of Bozeman Design Standards. Capacity calculations for the proposed storm
drainage infrastructure are provided in Appendix A.
3.1 Inlet and Gutter Capacity
The maximum allowable water surface for the 25-year event is 0.15-ft below the top back of curb. The gutter flow capacity is based on the HEC-22 gutter flow methodology for a uniform section. Street/gutter capacity is 3.56-cfs for an assumed cross slope of 3% and a longitudinal grade of 0.5%. Runoff from basis A.4, A.5, and A.6 will be collected in roof drains and routed to the
underground retention system though 12" storm drain piping. Runoff from basins A.2, A.3, and
A.7 will be collected in curb inlets directly connected to the underground retention structure. Out of all post-development drainage basins, the largest 25-year peak runoff rate was estimated to be 0.20-cfs. Inlet capacity was calculated using the HEC-22 weir vs. orifice method; the inlet capacity was determined to be 2.44-cfs. Inlet A.3 is located on-grade; the estimated peak runoff rate to the
North Wallace Residences
August 18, 2023
Project: 22-058
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 4
inlet is 0.08cfs. Based on gutter calculations from HEC-22, bypass is negligible. Sample calculations are provided in Appendix A.
3.2 Un-detained Areas
The total undeveloped acreage (0.06 Acres) is represented by catch basins A.1 and A.9. Basin A.9 is planned to be landscaped pervious lawn that does not include storm drainage improvements and
will direct discharge from the site. Basin A.1 is planned to be a landscaped entryway that will
direct discharge to N. Wallace Avenue and the public storm collection and conveyance system. A small portion of the entry approach (basin A.8) will also direct discharge to N. Wallace Ave. The total runoff generated from areas directly discharging to N. Wallace Ave. is minimal and not anticipated to significantly impact the existing collection and conveyance infrastructure. The
existing site condition includes a structure and driveway which currently discharge to N. Wallace Avenue; the proposed site improvements are anticipated to reduce the area direct discharging from the site.
3.3 Storm Drain
Roof drainage from each structure will be collected by small drain inlets at each downspout and piped to the proposed underground detention structure. The proposed storm pipes are 6-inch from
each inlet which will then wye connect to 12-inch storm mains. Pipes will have a minimum grade of 1.0% for the 6-inch and 0.44% for the 12-inch. The estimated capacity of a 6-in pipe flowing full is 0.527-cfs and a 12-inch pipe flowing full is 3.34-cfs. The peak runoff rate generated from the largest roof area is 0.08-cfs based on a 25-year storm. Therefore, the conveyance pipe is adequately sized for conveyance of the roof drainage. Hand calculations are provided in Appendix
A.
3.4 Underground Retention Structure
The pre-development and post development basin summaries were previously provided in Section
2. The post development drainage is broken into multiple basins, A.1 through A.9. Basins A.2 through A.7 all drain to the proposed underground retention system, either through roof drains or curb inlets. Runoff from basin A.8 will direct discharge from the site to N. Wallace without passing through the proposed storm drainage system. Runoff from basins A.1, A.8 and A.9 will not be
captured by the proposed collection and conveyance infrastructure, these areas will direct discharge from the site as previously discussed. Basin A.1, A.8, and A.9 have conservatively been included with the underground retention system sizing calculations. A summary of the combined pond basins and areas are provided in Error! Reference source not found.
Table 3 - Outfall Summary
Desc. Basins Area
(ac)
Impervious Area
(sf)
Weighted
C
Tc
(min)
10-yr Peak
Runoff (cfs)
Post A A.1 -
A.9 0.3 8,493 0.69 6 0.59
North Wallace Residences
August 18, 2023
Project: 22-058
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 5
The proposed underground retention structure was sized for the 10-yr, 2-hour storm, consistent with the retention sizing method outlined in the COB Design Standards. The water quality volume was also considered for the minimum sizing and is required to be stored and infiltrated on site. The
water quality volume is based on 0.5-inches of rainfall applied over the total impervious area. A summary of the minimum pond sizing is shown in Table 4. A summary of the calculations for the pipe structure storage is shown in Table 5. The tables show there will be sufficient storage for the required retention and water quality volumes with additional capacity for larger runoff events. If the runoff exceeds the storage volume of the underground system, excess storm water will
overflow from the west inlet to N. Wallace Ave. Floor elevations are roughly 1.0-foot above the overflow point to N. Wallace Avenue and the curb will contain runoff from discharging to neighboring properties. Table 4 - Minimum Sizing
Outfall COB minimum Retention (cf) Water Quality Vol. (cf)
Pond A 608 354
Table 5 - Pipe Structure Storage
Stage (ft) Elevation
(ft)
Pipe-Storage
(cf)
Pipe-Gravel Encasement-
Storage (cf)
Total
Storage (cf) Description
0 4779.00 0 0 0 Start of Gravel Encasement
0.25 4779.25 0 52 52
0.5 4779.50 0 104 104
0.75 4779.75 0 156 156
1 4780.00 0 208 208 Invert of 30” Storm Pipe 1.25 4780.25 23 252 275
1.5 4780.50 62 290 352
1.75 4780.75 110 325 435 WQV Met 2 4781.00 163 358 521
2.25 4781.25 218 390 608 Retention Volume Met
2.5 4781.50 274 422 696
2.75 4781.75 327 455 782
3 4782.00 375 490 865
3.25 4782.25 414 528 942
3.5 4782.50 437 572 1009 Top of 30” Storm Pipe 3.75 4782.75 437 624 1061
4 4783.00 437 676 1113
4.25 4783.25 437 728 1165 4.5 4783.50 437 780 1217 End of Gravel Encasement
North Wallace Residences
August 18, 2023
Project: 22-058
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 6
Geotechnical test pits are planned for future structural engineering but have not been completed yet. Based on GWIC well logs the average groundwater depth ranges from 18 to 50 feet below the existing ground surface. These logs can be found in Appendix C. The invert of the underground
storage system is designed to be five feet below existing grade and is therefore not anticipated to interfere with groundwater. As noted in the plans, it will be critical for the gravel bedding for the underground storm system to connect to native gravels. If required, over excavation may be necessary to ensure that the
proposed system is able to reach the gravels. If over excavation is required, backfill up to the gravel bedding elevation with cobbles or clean crushed rock. If cobbles are used, ensure a non-woven separator fabric is provided between the cobbles and bedding layer. Assuming connection to the native gravels, DEQ assuming an infiltration rate of 2.6 inches/hour. This results in infiltration of the 10-year retention volume in 18.46-hours. A more conservative infiltration rate of 1.05
inches/hour still results in an allowable infiltration period of 45.71-hours. The manholes at each end of the underground retention system include SAFL baffles to provide additional treatment prior to discharge to the underground system. The manholes will include larger 3-foot-deep sumps in addition to the baffles to capture additional sediment within the
manhole and help keep additional sediment and debris out of the underground system.
4 Maintenance Plan
All proposed storm drainage features will be privately owned and maintained by the HOA. The
storm infrastructure will consist of roof drainpipes and collection inlets, curb inlets, and an underground storage system. The HOA will be responsible for the inspection and maintenance of all stormwater facilities located within the project limits. The following maintenance plan outlines the proposed inspection and cleaning schedule for the storm drainage facilities at the North
Wallace Residences.
• Storm Inlets o Inspection: Every 6 months and after large rainfall events. o Cleaning/Maintenance Schedule: Annually or as needed based on inspection.
o Clear inlets when partially covered with litter, debris, or vegetation. Maintenance is often needed during fall after leaves have fallen. o Ensure snow is not built up over inlets, clear snow and ice as necessary during winter months. o 3’ sumps are provided on each of the manholes and should be inspected and cleaned
out by hand or with a vacuum truck once a year. Keeping sediment and debris out of the storage system aids in storm structure longevity. Baffles should be provided for the manholes to aid in cleaning and debris containment.
• Underground Detention Structure
o Inspection: Every 6 months and after large rainfall events
o Cleaning/Maintenance Schedule: Annually or as needed based on inspection
Remove sediment & litter/debris from all components of the detention basin. It is recommended to use a vacuum pump/water jet for this process.
North Wallace Residences
August 18, 2023
Project: 22-058
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 7
Observe drain time following rainfall events to determine if the facility is clogged. If the observed drain time is longer than 72 hours, corrective action must be taken to return the detention basin to the design drain time.
Remove sediment/debris from inlet pipes, in-flow paths, and overflow paths. Use a waterjet spray to clear out remaining scum and debris into the basins to be removed by vacuum pump.
Inspect all components of the detention basin in accordance with an approved inspection form. Refer to the Montana Post-Construction Storm
Water BMP Design Manual for additional information and example forms.
• Roof drainage from the building will discharge to and be collected by small drain inlets. While the roof runoff should be clean, the inlets should be inspected and kept clean of debris, primarily in the spring and fall. During the winter, inlets should be inspected to
ensure the inlets are not iced over and prone to creating drainage problems. The sumps on the inlets should be inspected and cleaned at least once a year. Ensure the outlet pipes are kept clear and that the discharge ends are not obstructed. Jet the pipes to the next downstream structure as needed.
Appendix A
Supporting Calculations
Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Aug 18 2023
<Name>
Combination Inlet
Location = On grade
Curb Length (ft) = 3.06
Throat Height (in) = 3.00
Grate Area (sqft) = -0-
Grate Width (ft) = 1.48
Grate Length (ft) = 2.94
Gutter
Slope, Sw (ft/ft) = 0.060
Slope, Sx (ft/ft) = 0.030
Local Depr (in) = -0-
Gutter Width (ft) = 1.50
Gutter Slope (%) = 0.50
Gutter n-value = 0.013
Calculations
Compute by: Known Q
Q (cfs) = 0.20
Highlighted
Q Total (cfs) = 0.20
Q Capt (cfs) = 0.20
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 1.49
Efficiency (%) = 98
Gutter Spread (ft) = 2.63
Gutter Vel (ft/s) = 1.45
Bypass Spread (ft) = 0.53
Bypass Depth (in) = 0.38
Hydraflow Express - Inlet Report - 08/18/23 1
Q Inlet Gutter
Total Captured Depth Efficiency Depth
(cfs)(cfs)(in)(%)(in)
0.20 0.20 1.49 98 1.49
Hydraflow Express - Inlet Report - 08/18/23 2
GutterGutter Bypass
Spread Velocity Q Spread Depth
(ft)(ft/s)(cfs)(ft)(in)
2.63 1.45 0.00 0.53 0.38
Area Area Open (sf) paved (sf) Overland flow (ft) grade (%) C Cf (25‐yr) Tc (min)PRE‐DEVELOPMENT10‐yr i25‐yr I 10‐yr Q25‐yr QA.1 1.83 2.23 0.11 0.13 13,0870.3013,087 00.20 120.19 50 1 0.2 1.1 12Area Area POST DEVELOPMENT10‐yr i25‐yr i10‐yr Q25‐yr QOpen (sf) paved (sf) Overland flow (ft) grade (%) C Cf (25‐yr) Tc (min)A.1 2.85 3.39 0.01 0.01 716.150.02716 00.20 60.10 35 4.2 0.2 1.1 6A.2 2.86 3.40 0.17 0.20 2,699.600.060 2,7000.95 60.10A.3 2.86 3.40 0.07 0.08 1,084.130.020 1,0840.95 60.10A.4 2.86 3.40 0.05 0.06 869.690.020 8700.95 60.10A.5 2.86 3.40 0.14 0.16 2,177.820.050 2,1780.95 60.10A.6 2.86 3.40 0.14 0.17 2,315.010.050 2,3150.95 60.10A.7 2.86 3.40 0.07 0.08 1,096.750.030 1,0970.95 60.10A.8 2.86 3.40 0.02 0.03 356.580.010 3570.95 60.10A.9 2.86 3.40 0.02 0.03 1,770.970.041,771 00.20 60.10428 North Wallace, Bozeman, MTDrainage Basin CalculationsAppendix A8/17/2023Intensity (in/hr) Peak Q (cfs)Area (sf) Area (acres)Assume 6 minute tcAssume 6 minute tcAssume 6 minute tcAssume 6 minute tcAssume 6 minute tcAssume 6 minute tcAssume 6 minute tcArea (acres)Area (sf)BasinOverland Tc (COB Design Standards)Tc (hr)Tc (min)C valueIntensity (in/hr) Peak Q (cfs)Assume 6 minute tcC value Tc (min) Tc (hr)Overland Tc (COB Design Standards)
Stage Storage CalculationNorth Wallace Residences0.25#22-181WhereD Stage (ft)*Stage for Pipe Storage is equal to depth of water above pipe invert RpPipe Radius (ft)2.5 Diameter Pipe (ft)L Length of pipe (ft)1.25 radius pipe (ft)2 Width of gravel bedding surrounding pipe (ft)V Gravel Void Space1 Depth of gravel below pipeDpPipe Diameter (ft)36% Gravel Void Space (%)GpWidth of gravel bedding around pipe (ft)VpPipe Storage Volume (cf)89 Total length of perf. pipe (ft)Stage (ft) Elevation (ft)Pipe-Storage (cf)Pipe-Gravel Encasement-Storage (cf)Total Storage (cf)Description0 4779.00 00.000.000.25 4779.25 052.0752.070.5 4779.50 0104.13104.130.75 4779.75 0156.20156.201 4780.00 0208.26208.261.25 4780.25 22.73687294252.14274.881.5 4780.50 62.20199125290.00352.201.75 4780.75 110.2311482324.77435.00 WQV met2 4781.00 163.1869549357.77520.962.25 4781.25 218.4388642389.95608.39Retention volume met2.5 4781.50 273.6907734422.12695.812.75 4781.75 326.6465802455.12781.773 4782.00 374.6757371489.90864.573.25 4782.25 414.1408554527.75941.903.5 4782.50 436.8777284571.631008.513.75 4782.75 436.8777284623.701060.584 4783.00 436.8777284675.761112.644.25 4783.25 436.8777284727.831164.714.5 4783.50 436.8777284779.891216.77incrementUser Input Cell𝑃𝑖𝑝𝑒 𝑆𝑡𝑜𝑟𝑎𝑔𝑒 ൌ 𝐿𝑅ଶcosିଵ𝑅െ𝐷𝑅െ𝑅െ𝐷2𝑅𝐷െ𝐷ଶ𝑃𝑖𝑝𝑒 𝐺𝑟𝑎𝑣𝑒𝑙 𝐸𝑛𝑐𝑎𝑠𝑒𝑚𝑒𝑛𝑡 𝑆𝑡𝑜𝑟𝑎𝑔𝑒 ൌ 𝑉𝐿ൈ𝐷ൈ𝐷2𝐺െ𝑉
Calculation of Required Volume for Storm Retention Structure
Pond ID
Accepts flow from basins A.1-A.8
(Reference: Bozeman Design Standards - 2020)
Equation: Q=CIA
V=7200Q (cf)
Where: composite C factor C= 0.69
intensity, 10-yr, 2-hr storm I= 0.41
area (acres) A= 0.30
runoff (cfs) Q= 0.08
volume (ft3)V= 609.65
required retention storage (ft3) =610
Underground Detention Structure - 428 North Wallace, Bozeman, MT
North Wallace pond COB
Pre-Paved (sf) Post Paved (sf) Additional Pavement (sf) Water Quality Volume (cf)
0 8493 8493 354
428 North Wallace, Bozeman, MT
Water Quality Volume
Appendix B
Storm Drainage Plans
Appendix C
Supporting Materials
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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 (11/16/2007 3:23:46 PM)
Site Name: THOMPSON DALLAS & NORMA
GWIC Id: 138799
Section 1: Well Owner(s)
1) THOMPSON, DALLAS AND KAREN (MAIL)
326 N PLUM
BOZEMAN MT 59715 [05/13/1993]
Section 2: Location
Township Range Section Quarter Sections
02S 06E 7 NW¼ NE¼
County Geocode
GALLATIN
Latitude Longitude Geomethod Datum
45.683832 -111.028105 TRS-SEC NAD83
Ground Surface Altitude Ground Surface Method Datum Date
Addition Block Lot
Section 3: Proposed Use of Water
IRRIGATION (1)
Section 4: Type of Work
Drilling Method: ROTARY
Status: NEW WELL
Section 5: Well Completion Date
Date well completed: Thursday, May 13, 1993
Section 6: Well Construction Details
Borehole dimensions
From To Diameter
0 54 6
Casing
From To Diameter
Wall
Thickness
Pressure
Rating Joint Type
-1.5 53 6 .250 WELDED STEEL
Completion (Perf/Screen)
From To Diameter
# of
Openings
Size of
Openings Description
53 53 6 OPEN BOTTOM *
Annular Space (Seal/Grout/Packer)
From To Description
Cont.
Fed?
0 20 BENTONITE
Section 7: Well Test Data
Total Depth: 54
Static Water Level: 18
Water Temperature:
Air Test *
10 gpm with drill stem set at feet for 1 hours.
Time of recovery hours.
Recovery water level feet.
Pumping water level 50 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 4 TOPSOIL
4 15 GRAVEL & SAND
15 19 SLOPPY WET SAND
19 50 HARD BROWN CLAY
50 54 CEMENTED SAND & CLAYSTONE LAYERS
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:VAN DYKEN DRILLING INC
License No:WWC-380
Date Completed:5/13/1993
9/7/22, 8:36 AM Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2022
https://mbmggwic.mtech.edu/sqlserver/v11/reports/SiteSummary.asp?gwicid=196481&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 (11/16/2007 3:25:33 PM)
Site Name: HOUSE PAUL
GWIC Id: 196481
Section 1: Well Owner(s)
1) HOUSE, PAUL (MAIL)
407 BONNER LANE
BOZEMAN MT 59715 [10/30/2001]
Section 2: Location
Township Range Section Quarter Sections
02S 06E 7 NE¼ NW¼ NW¼ NE¼
County Geocode
GALLATIN
Latitude Longitude Geomethod Datum
45.685227 -111.028749 TRS-SEC NAD83
Ground Surface Altitude Ground Surface Method Datum Date
Addition Block Lot
Section 3: Proposed Use of Water
IRRIGATION (1)
Section 4: Type of Work
Drilling Method: ROTARY
Status: NEW WELL
Section 5: Well Completion Date
Date well completed: Tuesday, October 30, 2001
Section 6: Well Construction Details
Borehole dimensions
From To Diameter
0 66 6
Casing
From To Diameter
Wall
Thickness
Pressure
Rating Joint Type
-2 65.5 6 0.250 WELDED STEEL
Completion (Perf/Screen)
From To Diameter
# of
Openings
Size of
Openings Description
65.5 66 6 OPEN HOLE
Annular Space (Seal/Grout/Packer)
From To Description
Cont.
Fed?
0 0 BENTONITE
Section 7: Well Test Data
Total Depth: 66
Static Water Level: 21
Water Temperature:
Air Test *
35 gpm with drill stem set at 63 feet for 1.5 hours.
Time of recovery 0.25 hours.
Recovery water level 21 feet.
Pumping 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 8 DARK BROWN TOPSOILS AND CLAY
8 28 SAND GRAVELS AND COBBLES SMALL BOULDERS
SOME CLAY
28 40 STICKY CLAYS SOME GRAVEL AND SMALL BOULDERS
40 43 SAND GRAVEL 8GPM
43 44 HARD CEMENTED SANDS WHITE
44 46 BROWN CEMENTED SANDS SOFT
46 63 STICKY CLAYS
63 66 SAND AND GRAVEL
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:HAYES DRILLING
License No:WWC-361
Date Completed:10/30/2001