HomeMy WebLinkAbout006 STORM DRAINAGE REPORT703 W Mendenhall
September 2024
Project: 23-176.10
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 ............................................................................................................ 3
2.2 Post Development ........................................................................................................... 3
2.3 Summary of Geotechnical/Hydrogeological Evaluation ................................................ 4
3 Post Development Hydraulics ................................................................................................. 5
3.1 Storm Drain Hydraulics .................................................................................................. 5
3.2 Inlet Capacity .................................................................................................................. 6
3.3 Infiltration/Retention Structure Sizing ............................................................................ 6
4 Maintenance Plan .................................................................................................................... 8
Table 1 - Pre-Development Hydrology ........................................................................................... 3
Table 2 – Post Development Hydrology ......................................................................................... 4
Table 3 - Static Groundwater Levels .............................................................................................. 5
Table 4 - Storm Drain Summary (100-year event) ......................................................................... 5
Table 5 – City of Bozeman stormwater volume calculations ......................................................... 6
Table 6 – Retention/Infiltration Structure Stage Storage ................................................................ 7
Table 7 – Stormwater Infiltration versus Time ............................................................................... 7
Attachments:
Figure 1.1 – Vicinity Map - Topo
Figure 1.2 – Vicinity Map – Aerial
Exhibit 2.1 – Pre-Development Drainage
Exhibit 3.1 – Post Development Drainage
APPENDIX A – Supporting Calculations
APPENDIX B – Stormwater Drainage Plans
APPENDIX C – Adjacent Well Logs
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 2
1 Project Overview and Background
The proposed site improvements involve the demolition of an existing building and construction
of a 5-story mixed-use residential structure. The project site is located on the northwest corner of
the intersection of North 7th Avenue and West Mendenhall Street and encompasses approximately
0.14 acres (5,968 square feet). It is bounded on the east and south by these two City streets,
respectively; on the west by a mid-block alleyway; and on the north side by an asphalt-covered,
commercial property that houses Dairy Queen seen in Figure 1.2. The subject property is platted
as Lot 11 and 12, Block 8 of the Springbrook Addition. The legal description for the site is the
SW1/4, NE1/4 of Section 12, T2S, R5E, Gallatin County. The latitude/longitudinal coordinates
(near the center of the property) are 45.680498°N and -111.046594°W.
At present, the project site contains a one-story commercial building that is underlain by a full
basement level throughout its foundation footprint area. The building is surrounded by narrow
landscape areas on its north, east, and south sides. A small asphalt parking lot occupies the west
side of the property and is accessed from the west side alleyway.
The existing condition is roughly completely impermeable on site with minimal boulevard trees
and bushes present. An aerial overview can be seen in Figure 1.2. The site currently does not have
an underground storm sewer network or dedicated detention/retention facilities. Stormwater drains
off site to North 7th Avenue and West Mendenhall Street. Storm water is conveyed along curbs
and gutters where it is later intercepted by curb inlets connected to City of Bozeman Storm Drains.
See Exhibit 2.1 for present stormwater drainage conditions.
A modular underground retention/infiltration structure will be installed to meet peak runoff rate
requirements. A sand oil separator will be installed upstream of the underground system to provide
pre-treatment. Stormwater from the roof of the building will be collected at downspouts by storm
grate inlets, then piped to an oil-water separator. A trench drain will collect stormwater runoff
from the western portion of the property. Runoff from the courtyard of the building and
surrounding sidewalks will direct discharge to the existing curb and gutter along West Mendenhall
Street and North 7th Avenue. See Appendix B for proposed stormwater drainage infrastructure
plans and details.
Subsurface conditions were investigated along the north side of the project site on December 20,
2023, and January 10, 2024. Three boreholes were drilled to depths of 36.5 feet yielding
groundwater depths ranging from 22 to 25 feet. Additional information is provided later in this
report and in the Geotechnical Investigation and Report by Allied Engineering dated April 11th,
2024.
2 Hydrology
The rational method was utilized to estimate peak flow rates for collection and 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
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 3
(C=0.95). This runoff coefficient was adjusted by a correction factor, Cf, based on the return
interval of the design storm as specified by the HEC-22 manual. Time to concentration was
estimated using the overland flow method from the City of Bozeman Design Standards for pre-
development conditions, and sheet flow for post development conditions (applicable for flow
lengths less than 100 feet).
The following design storms follow design criteria provided in the City of Bozeman design criteria
and standards.
A. Minor Drainage System (10-Year Recurrence interval): Used to design general
stormwater interception and conveyance facilities.
B. Major Drainage System (100-Year Recurrence interval): Used to determine the flood
risks generated by the site for public infrastructure via drainage through receiving
systems (i.e. surrounding streets and alleyways)
2.1 Pre-Development
One basin was assumed for the site. A summary is provided in Table 1 - Pre-Development
Hydrology. Time to concentration was measured from one property corner to another assuming
open space for the runoff coefficient. Time to concentration for pre-development conditions was
calculated using overland flow and yielded a value of 4 minutes. As this value was smaller than
the City of Bozeman’s tabulated hyetograph, a time to concentration of 5 minutes was used. Basin
A.1 was conservatively assumed to have no impervious area prior to development. This area
encompasses the entire footprint of the property.
Calculations for the pre-development drainage included assumptions for conditions prior to any
site development. The following assumptions were made for pre-development calculations.
i. The current slope is the same as the historic slope.
ii. The pre-development landcover was all open space and assumed to be a grassy
field. This is a conservative assumption as grassy fields promote infiltration and
have high roughness coefficients.
Table 1 - Pre-Development Hydrology
Return Interval Total Area Impervious Open Space C*Cf Tc Intensity Peak Runoff
acres ft2 ft2 min in/hour ft3/s
10-Year 0.14 0 5968 0.2 5 3.87 0.11
100-Year 0.14 0 5968 0.25 5 6.09 0.21
2.2 Post Development
The post development conveyance infrastructure is required to consider the 10-year design event
as outlined in the City of Bozeman Design Standards for interception and conveyance of the Minor
Drainage System. However, the 100-year event was considered for conservative sizing of the
underground retention system. A summary of post development sub-basins is shown in Table 2 –
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 4
Post Development Hydrology. Basin A.1 was conservatively assumed to have no permeable area
post development. See Exhibit 3.1 for post development basin delineation.
Table 2 – Post Development Hydrology
Basin Area Area C Tc 10-yr Peak Runoff 100-yr Peak Runoff
ft2 acres min ft3/s ft3/s
Roof Area A 1706 0.04 1 5 0.15 0.24
Roof Area B 1233 0.03 1 5 0.11 0.17
Deck Area 1 939 0.02 1 5 0.08 0.13
Deck Area 2 418 0.01 1 5 0.04 0.06
Valley Gutter 632 0.01 1 5 0.06 0.09
Direct Discharge 1039 0.02 1 5 0.09 0.15
Total 5968 0.14 1 5 0.50 0.83
2.3 Summary of Geotechnical/Hydrogeological Evaluation
Geotechnical/ hydrogeological conditions were investigated on December 20, 2023, and January
10, 2024. Three boreholes were dug at 36.5-foot depths on the Northern portion of the project site
(The existing building inhibited southern exploration). Allied Engineering conducted geotechnical
explorations on the site and produced a report dated April 11th, 2024, including greater detail with
relevant information listed below.
Subsurface Soil Layers:
i. 0 to 20 feet: silt/clay
ii. >20 feet: Sandy gravel with cobbles extending to the total depth of the bore holes.
Groundwater:
The groundwater in the bore holes ranged from 22 to 25 feet below ground surface. Bore holes
were dug during annual periods of reduced groundwater depth. Based on historic patterns, it is
likely groundwater fluctuates approximately 3-4 feet annually.
Well logs from adjacent properties contained static water levels that fluctuating between 19.5 to
26 feet seen Table 3 - Static Groundwater Levels. Well logs from Table 3 can be seen in Appendix
C.
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 5
Table 3 - Static Groundwater Levels
Location GWIC ID Static Water Level Date of Record
feet BGS
North 8th Ave 274720 21.3 6/18/1996
North 8th Ave 274722 19.5 6/25/1996
North 7th Ave 277104 26 3/13/2014
North 7th Ave 277108 26 3/13/2024
West Mendenhall Street 277110 26 3/14/2024
West Mendenhall Street 277115 26 3/24/2024
3 Post Development Hydraulics
On-site stormwater drainage is to be captured, retained, and infiltrated using a modular detention
facility buried on the western side of the property. Drains and gutters will convey water from
rooftops and balconies to downspouts. Downspouts will be collected by grates at ground level and
feed the storm sewer network shown on C1.5 in Appendix B. Runoff from the western portion of
the site not covered by the existing structure will be collected by a trench drain and routed to the
sand/oil separator. A portion of runoff from the courtyard and perimeter sidewalks will direct
discharge to adjacent streets (see Table 2). This area is relatively small and is outlined in more
detail below. All runoff collected will be routed to a pre-treatment sand-oil separator before
passing to the underground retention system. The volume of the underground system was
conservatively sized based on the 100-year, 24-hour storm. The design storm event was chosen
based on the proximity to the structure and foundation and risk associated with saturating the native
silt/clay.
3.1 Storm Drain Hydraulics
The storm drain hydraulics were conducted using Autodesk Hydraflow Express Extension for
Autodesk Civil 3D (see Appendix A). Headwater depths at the pipe entrances are all below top of
pipe, no pipes are shown to be surcharged. Storm drains were designed under the criteria outlined
in section 6.7.3 in the COB design standards criteria. Table 4 summarizes the carrying capacity for
the storm drain conduits. All pipes were designed to convey the 100-year peak flow rate. See
Exhibit 3.1 for contributing areas and storm drain locations. Estimated pipe flow rates, velocities,
and depths for the Major Storm event can be seen in Table 4.
Table 4 - Storm Drain Summary (100-year event)
Storm
Drain
Contributing
Area Size/Material Grade
Peak
Flow Velocity
Flow
Depth Pipe Full
ft2 % ft3/s ft/s ft %
SD-1 1706.32 6" SDR-35 1 0.24 3.1 0.21 42.8
SD-2 2172.36 8" SDR-35 1 0.30 3.19 0.21 31.9
SD-3 5968 12" SDR-35 1 0.83 4.05 0.31 31.7
SD-4 2984 12" CMP 1.5 0.39 2.14 0.28 28.0
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 6
Diameters shown in Table 4 are nominal pipe diameters. Calculations used inside diameters see
Appendix A. Fittings and connections will include tee-connections, and 45-degree fittings. Casing
pipe is anticipated for all storm drains running under the footprint of the structure. The casing will
host spacers to prevent pipe and outer wall contact.
3.2 Inlet Capacity
Inlets were designed to capture the peak runoff from gutter downspouts. Grate inlets are to be sized
with diameters larger than feeding downspouts (8-10” in diameter). Regular maintenance and
inspection of inlet grates is an important factor for their performance (see 4.0 Maintenance Plan).
Complete failure of grate inlets would release a maximum of 0.3 cfs to North 7th Avenue and or
0.24 cfs to West Mendenhall Street during the Major Storm event. See Table 4 and C1.5 in
Appendix B.
3.3 Infiltration/Retention Structure Sizing
Hydrologic calculations for the retention system used the 24 hour 100-year storm event for rainfall
intensity and duration. The total water volume for this event was used to size the volume of the
retention system. Table 5 provides estimates of rainfall volume calculations for the Major Storm,
Minor Storm, Water Quality, and Runoff Treatment volumes. Runoff treatment volume is defined
as the difference between design storm volume and Water Quality volume.
Table 5 – City of Bozeman stormwater volume calculations
Storm Event Area Depth
Rainfall
Volume
Water Quality
Volume
Runoff Treatment
Volume
Return Interval ft2 in ft3 ft3 ft3
Q10 5968 1.70 845 249 597
Q100 5968 2.34 1164 249 915
The retention volume of the facility included the void space of the modular retention/infiltration
structure and pore volume of crushed gravel around and below the structure. The structure will be
encased in a Mirafi Filter liner on the top and sides to prevent introduction of fine sediments. The
void volume was specified as 95% by the manufacturer and the pore space of crushed gravel was
assumed to be 30% as specified by DEQ Circular 8. The depth of the crushed gravel was assumed
to extend 1-2 feet below the retention structure with an areal footprint extending approximately 1-
2 feet around the outer perimeter of the retention/infiltration structure (see C2.1 and C2.2 in
Appendix B). Crushed gravel will provide pore space and connection for infiltration as well as a
platform for installation. Aprons of impermeable PVC liner will be installed around the areal
footprint extending to native gravels to prevent lateral water percolation. Due to construction
constraints, the specific extent will be dictated by the contractor. A stage storage relationship for
volumetric sizing can be seen below Table 6. As can be seen in Table 5 above and Table 6, the
water quality and treatment volumes were encompassed into storm drainage system design.
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 7
Table 6 – Retention/Infiltration Structure Stage Storage
Stage Elevation
Rock Void
Volume
StormTank Void
Volume
Provided
Volume
ft ft ft3 ft2 ft3
0 4807 0 0 0
1 4808 46 0 46
2 4809 92 0 92
3 4810 92 436 528
4 4811 92 581 673
5 4812 92 727 819
6 4813 92 872 964
7 4814 92 1018 1109
8 4815 92 1163 1255
The City of Bozeman requires a maximum drain down time of 72 hours post-storm cessation for
the design stormwater runoff volume. The design stormwater runoff volume for this calculation
was the 100-year 24-hour storm comparable to design of all other stormwater infrastructure. The
minimum area determined from these calculations (75 ft2), references surface area below the
retention/infiltration structure to be fully excavated down to native gravels and backfilled with
clean crushed drain rock. Native gravels were assumed to have an infiltration rate of 2.6 in/hour
as recommended by DEQ-8. Drain-Down Time and corresponding stormwater volumes can be
seen in below Table 7.
Table 7 – Stormwater Infiltration versus Time
Drain-Down Time Retained Volume Infiltration rate Area
hours ft3 in/hour ft2
0 1170 2.6 75
6 1072.5 2.6 75
12 975 2.6 75
18 877.5 2.6 75
24 780 2.6 75
30 682.5 2.6 75
36 585 2.6 75
42 487.5 2.6 75
48 390 2.6 75
54 292.5 2.6 75
60 195 2.6 75
66 97.5 2.6 75
72 0.0 2.6 75
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770 Page 8
4 Maintenance Plan
All proposed storm drainage features will be privately owned and maintained. Storm infrastructure
consists of grate inlets, downspouts, conveyance piping, sand oil separator, and an underground
retention system.
• The sand oil separator will be maintained after 90 days or if the combined thickness of
floating oil and settled solids is equal to or greater than 25% of the total liquid depth. Details
regarding specific timing and details of maintenance will be established by installers and
refined by the contracted plumber. Logs of maintenance will be kept for the structure by
the plumbing company. Inspection and maintenance will be more frequent directly after
installation. After performance is established, they may become less frequent. Maintenance
considerations include removal of built-up sludge and sediments. Maintenance of the sand
oil separator will be decreased if sand and sediments are removed preemptively from
contributing areas. The separator will be maintained using a vac truck if accessible, or by
manual labor if vehicle access is not feasible via access risers shown in Exhibit C1.6 in
Appendix B. Failure to maintain the sand oil separator can result in critical failure of the
subsurface retention/infiltration system. Failure of the underground retention facility may
entail excavation and will incur significant costs.
• Inspection of the modular retention system will be conducted frequently after instillation,
and an inspection schedule will be established by maintenance staff after performance has
been validated. An inspection log will be kept by staff documenting the time of
inspection/maintenance and condition of the structure. Maintenance will be conducted after
debris buildup. Excessive debris buildup in the retention facility is indicative of poor
performance of the sand oil separator. Two access risers will enable jet/vac equipment to
remove debris and provide ports for inspection.
• Roof downspouts, sewer grates, and trench drains will collect debris and should be
inspected in the spring and fall and cleaned if debris is present. Sumps will be included
with trench drain inlets and grate inlets. Sumps should be inspected and cleaned out by
hand or using a vac truck once a year or as debris is collected.
• Storm drainage pipes passing under the building footprint will consist of a casing pipe.
Casing material will facilitate removal and replacement of pipes in the event of cracking
and or failure. Cleanouts will be included at locations where pipes bend, or connections are
necessary. Cleanout inspection will be conducted on an annual basis and when debris
buildup inhibits performance.
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770
APPENDIX A – Supporting Calculations
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Sep 10 2024
SD-1
Circular
Diameter (ft) = 0.49
Invert Elev (ft) = 4817.37
Slope (%) = 1.00
N-Value = 0.011
Calculations
Compute by: Known Q
Known Q (cfs) = 0.24
Highlighted
Depth (ft) = 0.21
Q (cfs) = 0.240
Area (sqft) = 0.08
Velocity (ft/s) = 3.10
Wetted Perim (ft) = 0.70
Crit Depth, Yc (ft) = 0.25
Top Width (ft) = 0.49
EGL (ft) = 0.36
0 1 2 3
Elev (ft)Depth (ft)Section
4817.00 -0.37
4817.25 -0.12
4817.50 0.13
4817.75 0.38
4818.00 0.63
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Sep 10 2024
SD-2
Circular
Diameter (ft) = 0.66
Invert Elev (ft) = 4817.77
Slope (%) = 1.00
N-Value = 0.011
Calculations
Compute by: Known Q
Known Q (cfs) = 0.30
Highlighted
Depth (ft) = 0.21
Q (cfs) = 0.300
Area (sqft) = 0.09
Velocity (ft/s) = 3.19
Wetted Perim (ft) = 0.79
Crit Depth, Yc (ft) = 0.26
Top Width (ft) = 0.62
EGL (ft) = 0.37
0 1 2 3
Elev (ft)Depth (ft)Section
4817.00 -0.77
4817.50 -0.27
4818.00 0.23
4818.50 0.73
4819.00 1.23
Reach (ft)
Channel Report
Tuesday, Sep 10 2024Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SD-3
Circular
Diameter (ft)= 0.98
Invert Elev (ft) = 4816.44
Slope (%)= 1.00
N-Value = 0.011
Calculations
Compute by:Known Q
Known Q (cfs) = 0.83
Highlighted
Depth (ft)= 0.31
Q (cfs)= 0.830
Area (sqft)= 0.20
Velocity (ft/s)= 4.05
Wetted Perim (ft) = 1.17
Crit Depth, Yc (ft) = 0.39
Top Width (ft)= 0.91
EGL (ft)= 0.56
0 1 2 3
Elev (ft)Depth (ft)Section
4815.50 -0.94
4816.00 -0.44
4816.50 0.06
4817.00 0.56
4817.50 1.06
4818.00 1.56
Reach (ft)
Channel Report
Thursday, Sep 12 2024Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SD-4
Circular
Diameter (ft)= 1.00
Invert Elev (ft) = 4816.44
Slope (%)= 1.50
N-Value = 0.025
Calculations
Compute by:Known Q
Known Q (cfs) = 0.39
Highlighted
Depth (ft)= 0.28
Q (cfs)= 0.390
Area (sqft)= 0.18
Velocity (ft/s)= 2.14
Wetted Perim (ft) = 1.12
Crit Depth, Yc (ft) = 0.26
Top Width (ft)= 0.90
EGL (ft)= 0.35
0 1 2 3
Elev (ft)Depth (ft)Section
4815.50 -0.94
4816.00 -0.44
4816.50 0.06
4817.00 0.56
4817.50 1.06
4818.00 1.56
Reach (ft)
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770
APPENDIX B – Stormwater Drainage Plans
Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.comDiverse Proj
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SHEET703 W MENDENHALLSTORM DRAIN DETAILBOZEMAN, MTC2.2703 W MENDENHALLSTORM DRAIN SECTION
Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.comDiverse Proj
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SHEET703 W MENDENHALLSTORM DRAIN DETAILBOZEMAN, MTC2.3703 W MENDENHALLSTORM DRAIN SECTION
Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.comDiverse Proj
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Solutions that Las t
SHEET703 W MENDENHALLSTORM DRAIN DETAILBOZEMAN, MTC2.4703 W MENDENHALLSTORM DRAIN SECTION
Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.comDiverse Proj
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Solutions that Las t
SHEET703 W MENDENHALLSTORM DRAIN DETAILBOZEMAN, MTC2.5703 W MENDENHALLSTORM DRAIN SECTION
Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.comSHEET703 W MENDENHALLSTORM DRAIN DETAILBOZEMAN, MTC2.6703 W MENDENHALLSTORM DRAIN DETAILDETAIL1C2.6SAND OIL SEPARATOR
Civil EngineeringGeotechnical EngineeringLand Surveying32 DISCOVERY DRIVEBOZEMAN, MT 59718PHONE (406) 582-0221FAX (406) 582-5770www.alliedengineering.comSHEET703 W MENDENHALLSTORM DRAIN DETAILBOZEMAN, MTC2.7703 W MENDENHALLSTORM DRAIN DETAILDETAIL1C2.7TRENCH DRAINDETAIL2C2.7DOWNSPOUT AND GRATE INLETDETAIL3C2.7TRENCH DRAIN AND VALLEY GUTTER
703 W Mendenhall
September 2024
Project: 23-176.10
Bozeman Office . 32 Discovery Drive . Bozeman, Montana 59718 . Ph: (406) 582-0221 . Fax: (406) 582-5770
APPENDIX C – Adjacent Well Logs