HomeMy WebLinkAboutDa_NWX Sub Combined Geotech DIPRA Report 022420 1111114k,W,,--
Rawhide
Engineering Inc.
6871 King Avenue West,Suite GIK,Billings,Montana(406)969-5305
PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT
NORTHWEST CROSSING SUBDIVISION
COTTONWOOD ROAD'& WEST OAK STREET
BOZEMAN, MONTANA
PREPARED FOR:
Mr. Matt Ekstrom
Morrison Maierle, Inc.
PO Box 1113
Bozeman, MT 59771
Rawhide Engineering, Inc. .July 9,2019
RRawhide
E Etighzeering Ire.
July 9, 2019
Morrison Maierle, Inc.
PO Box 1113
Bozeman; MT 59771
SUBJECT: Preliminary Geotechnical Investigation Report
Northwest Crossing Subdivision
Cottonwood Road & West Oak Street
Bozeman, Montana
Dear Mr Ekstrom:
This report presents the results of our preliminary geotechnical investigation for the Northwest
Crossing Subdivision located on Cottonwood Road & West Oak Street in Bozeman, Montana.
The site location and test pit locations are shown on the Vicinity/Site Map shown on Plate 1 at
the end of this report. This site is proposed to have residential and commercial property.
Our recommendations contained in this report are based on exploratory test pits, laboratory
testing, engineering analysis and preparation of this report. The recommendations required to
design foundations, parking lot section design and construction, and utility installation are
contained in the attached report. These conclusions and recommendations, along with
restrictions and limitations on these conclusions, are discussed in the attached report.
We appreciate this opportunity to be of service to you, and look forward to future endeavors. If
you have any questions regarding this report or need addib iQn or services, please
feel free to call the undersigned.
ROBERT WAYNE
KUKES
Sincerely,
RAWHIDE ENGINEERING, INC.
NSEEEN��� ;7- 9./9
Jason A. Frank RdbOer �V:.KUkes, P.E.
Principal Principal
Enclosures: Report (1 hard copy, 1 pdf)
Rawhide Engineering, Inc. July 9,2019
TABLE OF CONTENTS
PAGE
INTRODUCTION ...........................................................................................................................1
ProjectDescription..............................................................................................................1
Scopeof Service.................................................................................................................1
Authorization ......................................................................................................................1
Professional Statements and Limitations............................................................................1
PROPOSED CONSTRUCTION......................................................................................................2
FIELD INVESTIGATION .................................................................................................................2
LABORATORYTESTING ..............................................................................................................2
MoistureContent Tests........................................................................................................3
Soil Classification Tests.......................................................................................................3
Resistivityand pH Tests......................................................................................................4
SUBSURFACE SOILS AND GROUNDWATER............................................................................4
RECOMMENDATIONS ...................................................................................................................4
Excavations ......................................................................................................................4
Material .................................................................................................................5
Placement and Compaction ....................................................................................5
FOUNDATIONS........................................................................................................................5
ShallowFoundations.................................................................................5
StructuralFill..................... ...........................................................................................6
CompactionRequirements...................................................................................................7
CONCRETESLAB-ON-GRADE.....................................................................................................7
SITEDRAINAGE ............................................................................................................................8
APPENDICES
A Plates
July 9.2019
PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT
NORTHWEST CROSSING SUBDIVISION
COTTONWOOD ROAD &WEST OAK STREET
BOZEMAN, MONTANA
INTRODUCTION
Project Description
This report is to determine the subsurface soils on this site and provide preliminary
recommendations for future development of residential and commercial property. The project
also includes utilities and interior streets. The new buildings will be on Cottonwood Road &
West Oak Street in Bozeman, Montana as shown on the site map, Plate 1 at the end of this
report.
Scope of Services
Our scope of services for this project consisted of the following:
1. Excavating 15 exploratory test pits to a depth ranging from 8,5 to 9 feet below
existing site grades. Piezometers were set in 8 test pits.
2. Laboratory testing to determine the characteristics of the site soils for use in
engineering design.
3. Engineering analysis to aid in the design of structure foundations and structural
pavement sections.
4. Provide information as to the existing groundwater conditions at the time of our
exploration.
5. Provide recommendations for earthwork and construction on the site.
This study did not include evaluations of site seismicity, liquefaction, faulting, or other potential
geologic or environmental hazards. This study did not include a groundwater study or the
design of a dewatering system.
Authorization
Authorization to proceed with our work on this project was provided on May 2, 2019.
Professional Statements and Limitations
Recommendations presented in this report are governed by the physical properties of the soils
encountered in the exploratory test pits, laboratory testing, current groundwater conditions, the
project layout and design data described in the following proposed construction section.
1
The recommendations presented in this report are based on exploratory test pit locations shown
on the site map. Variations in soils may exist between the explored locations and the nature
and extent of soil variations may not be evident until construction occurs. If subsurface
conditions other than those described in this report are encountered and if project design and
layout is substantially altered from the information in this report, Rawhide Engineering should be
notified so that recommendations can be reviewed and amended, if necessary.
This report has been prepared for design purposes for our client and specifically for this project
in accordance with the generally accepted standards of practice at the time the report was
written. No warranty, either expressed or implied, are intended or made.
Other standards or documents referenced in any given standard cited in this report, or otherwise
relied upon by the authors of this report, are only mentioned in the given standard; they are not
incorporated into it or "included by reference," as that latter term is used relative to contracts or
other matters of law.
PROPOSED CONSTRUCTION
It is our understanding that this project will include residential and commercial development with
utility installation and interior street construction. Structural loads and foundation type will be
designed at a later date if the project proceeds on this site.
FIELD INVESTIGATION
In order to determine and evaluate the subsurface conditions across the site, 15 exploratory test
pits were completed using a track hoe provided by Rawhide Engineering. Test pit depths were
8.5 to 9 feet below the existing ground surface. The location of the test pits shown on the
Vicinity/Site Map were dimensioned from property corners with the site map provided. This
location should be considered accurate only to the degree implied by the method used.
The field investigation was under the direct control of an experienced member of our
geotechnical staff who logged the soil conditions for each test pit. Samples were obtained from
bulk samples during the test pit excavation. The bulk samples were examined by field
personnel, logged and sealed to prevent moisture loss prior to laboratory testing. After
completion, the groundwater level in the test pit was recorded and the test pits were backfilled
using the excavated material.
The test pit logs included at the end of this report are labelled TP-1 through TP-15. A test pit log.
legend and a description of the Unified Soil Classification System used to identify the soils is
included with the test pit logs.
2
LABORATORY TESTING
A laboratory testing program was utilized to provide the necessary data for engineering analysis.
of this project. The testing was used to evaluate the index and engineering properties
specifically for the conditions encountered during our field exploration. The following program
was used for this project.
Moisture Content Tests—ASTM D2216
Moisture content tests were conducted on selected samples obtained from the site. These tests
were used to aid in identifying the current soil conditions and aid in classifying the soils.
Moisture content tests are shown on the test pit logs.
Soil Classification Tests—ASTM D422, D1140, D4318, D2487 and D2488
In order to classify the soils according to the Unified Classification System, soil gradations and
Atterberg Limits test were conducted on selected samples. The results of this testing is shown
below and on the test pit logs. This gradation is the matrix of the gravel with sand layer.
Gradations and Atterberg Limits Tests
Percent Passing
Sieve Size TP-2 @ 1.0-2.5' TP-11 @ 1.5-3.5'
No. 4 100 100
No. 10 99 100
No. 20 98 99
No. 40 96 98
No. 80 90 94
No. 200 78 86
Plastic Index 5.8 6.4
Unified Silty Clay with Silty Clay with
Classification Sand CL-ML Sand CL-ML
3
CORROSIVITY AND pH TESTING
The City of Bozeman requested corrosivity and pH testing for the soils on the site to determine
the life expectancy of metal underground utilities. Eight test pits were sampled at a depth of 6.5
feet below existing site grades. The samples were all gravel with sand. The testing was
performed by Energy Lab in Billings, Montana. The test results are attached to this report in
Appendix A.
SITE CONDITIONS
The site is located west of Cottonwood Road and south of West Oak Street west of Bozeman,
Montana. The site is bordered by developed residential property and agricultural land. The site
is currently covered by vegetation and has two designated wetlands that run through the site
south to north. This 160 acre parcel slopes slightly to the north. Drainage consists of infiltration
and runoff to topographical low areas.
SUBSURFACE SOILS AND GROUNDWATER
The soil conditions encountered on the site generally consist of a layer of vegetated topsoil
which was underlain by a layer of silty clay with sand to depths ranging from 1.5 to 4 feet.
Beneath the silty clay with sand layer we encountered gravel with sand and cobbles to the
depths explored of 8.5 to 9.0 feet below existing site grades. The silty clay with sand layer was*
medium stiff and has a low plastic index. The gravel with sand was dense and was granular
non-plastic. Groundwater was encountered in the test pits at the depths ranging from 4 to 7 feet
during our exploration in May 2019.
RECOMMENDATIONS
Prior to construction, the topsoil with vegetation layer should be stripped and removed from the
site. It appears about 0.5 feet can be used as a reasonable estimate for average depth of
stripping. Prior to placing fill for the future building pads, the building pad area should
be scarified, moisture conditioned and compacted to 95% of ASTM D698. Excavations
resulting from removal operations should be cleaned of all loose material and widened as
necessary to permit access to compaction equipment.
Excavations
The contractor is ultimately responsible for the safety of workers and should strictly observe
federal and local OSHA requirements for excavation shoring and safety. All temporary slopes
should comply with OSHA requirements for Type C soils. During wet weather, runoff water
should be prevented from entering excavations.
4
It appears that excavation for footings and utility trenches can be readily made with either a
conventional backhoe or excavator in the native soil materials. We expect the walls of the
footing trenches in the near surface fine grained soils and lower gravel with sand to stand near
vertically without significant sloughing. If trenches are extended deeper than five feet or are
allowed to dry out, the excavations may become unstable and should be evaluated to verify
their stability prior to occupation by construction personnel. Shoring or sloping of any deep
trench walls may be necessary to protect personnel and provide temporary stability. All
excavations should comply with current OSHA safety requirements for Type C soils. (Federal
Register 29 CFR, Part 1926).
Backfills for trenches or other excavations within pavement areas should be compacted in six to
eight inch layers with mechanical tampers. Jetting and flooding should not be permitted. We
recommend all backfill be compacted to a minimum compaction of 97% of the maximum dry
density as determined by ASTM D698. The moisture content of compacted backfill soils should
be within 2% of the optimum. Poor compaction in utility trench backfill may cause excessive
settlements resulting in damage to the pavement structural section or other overlying
improvements. Compaction of trench backfill outside of improvement areas should be a
minimum of 90% relative compaction.
Material - Pipe bedding shall be defined as all material within six inches of the perimeter
of the pipe. Backfill shall be classified as all material within the remainder of the trench.
Material for use as bedding shall consist of clean, granular materials, and shall conform
to requirements for bedding material listed in the Standard Specifications.
Placement and Compaction - Pipe bedding shall be placed in thin layers not exceeding
eight inches in loose thickness, and conditioned to the proper moisture content for
compaction.
All other trench backfill shall be placed in thin layers not exceeding eight inches in loose
thickness, conditioned to the proper moisture content, and compacted as required for
adjacent fill. If not specified, backfill should be compacted to at least 97% relative
compaction in areas under structures, utilities, roadways, parking areas, concrete
flatwork, and to 90% relative compaction in undeveloped areas.
Foundations
At this time this is a preliminary report and the size and design of residential and commercial
buildings is not known. We would recommend that future buildings would be constructed with
conventional shallow stem wall foundations. The foundations can bear on the native gravel with
sand layer. If the gravel layer is lower than the footing elevation they should be excavated down
to the gravel with sand and cobble layer. Due to the large cobbles encountered on this site, it
may be advantageous to place 1 foot of structural fill under the entire building envelope to aid in
concrete forming and provide a uniform bearing surface. Structural loads are not available for
5
this project. Based on our exploration we would recommend an allowable bearing capacity of
4,000 psf for the native gravel with sand layer or compacted structural fill. Settlements will be
calculated later when the type of building and structural loads are known.
Structural fill shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM.
D698. Exterior continuous footings should be 3.5 feet in depth to provide frost protection.
Interior column footings should be embedded 1 foot in depth for confinement. Wall foundation
dimensions should satisfy the requirements listed in the latest edition of the International.
Commercial Code. Reinforcing steel requirements for foundations should be provided by the
design engineer.
The allowable bearing pressures, indicated above, are net values, therefore, the weight of the
foundation and backfill may be neglected when computing dead loads. Allowable bearing
pressures may be increased by one-third for short-term loading such as wind or seismic.
Resistance to lateral loads in the gravel with sand layer may be calculated using an allowable
passive equivalent fluid unit weight of 320 pounds per cubic foot and an allowable coefficient of
friction of 0.47 applied to vertical dead loads. Both passive and frictional resistances may be
assumed to act concurrently. An allowable active equivalent fluid pressure of 35 pounds per
cubic foot may be used.
The International Building Code (IBC) site class for this project is Class C.
This site will require a dewatering plan for utility installation. Designing a dewatering
plan was not part of our scope of services and should be designed by a competent
engineer with experience designing dewatering systems and their effects on adjacent
structures.
Structural Fill
Structural fill will be used beneath the footings and should consist of dense gravel with sand and
conforming to the following gradation and plastic index.
Sieve Size Percent Passing
3 Inch 100%
No. 4 25-65%
No. 200 <20%
Plastic Index 12 or less
All structural fill shall be placed in eight inch loose lifts and uniformly moisture conditioned to
within +/-2% of optimum moisture content. The contractor shall provide and use sufficient.
equipment of a type and weight suitable for the conditions encountered in the field. The
equipment shall be capable of obtaining the required compaction in all areas, including those,
that are inaccessible to ordinary rolling equipment.
6
Compaction Requirements
The following table lists the compaction requirements for structural fill, foundation backfill, utility
trench backfill and street subgrade preparation.
COMPACTION REQUIREMENTS
Structural Fill Beneath Foundations 98% of ASTM D698
Backfill Against Foundations 95% of ASTM D698
Utility Trench Backfill 97% of ASTM D698
Building Pad Construction 95% of ASTM D698
Concrete Slab-on-Grade Construction
Prior to constructing concrete slabs, the upper six inches of slab subgrade should be
scarified, moisture conditioned to within 2% of optimum, and uniformly compacted to at
least 95% of maximum dry density as determined by ASTM D698. The building pad may be
constructed using on site soils or imported fill and then covered by the base course.
Scarification and compaction will not be required if floor slabs are to be placed directly on
undisturbed compacted structural fill.
All concrete floor slabs should have a minimum thickness of six inches due to the equipment
loads on the slab. Slab thickness and structural reinforcing requirements within the slab should
be determined by the design engineer. At least eight inches of crushed base aggregate
should be placed beneath slab-on-grade floors to provide uniform support. The
aggregate base should be compacted to a minimum of 95% relative compaction.
In floor slab areas where moisture sensitive floor coverings are planned, an impermeable
membrane (e.g. 10-mil thick polyethylene) should be placed over the base course to reduce the
migration of moisture vapor through the concrete slabs. The impermeable membrane should be
installed as required by the flooring manufacturer. Current literature from the American
Concrete Institute and the Portland Cement Association recommend that the vapor barrier is
placed on top of the crushed base course and the concrete is placed directly on the vapor
barrier.
7
Site Drainage
Final elevations at the site should be planned so that drainage is directed away from all
foundations and concrete slabs. Parking areas should be designed to drain surface water off
the sight and away from structures. According to the International Commercial and Residential
Code, structures should be designed to have 6" of fall in the first 10 feet away from the
structure. If this cannot be attained, drainage swales need to be constructed to drain water
away from the structure and off of the site. Down spouts with 6 foot extensions should be used
for residential structures.
8
APPENDIX A
Plates
Site / Vicinity Map
Project Location
- .
191
BAXTER LANE(100'ROW)
1.7AC L T K
7 _ l.3AC 23AC
i
4 `� ►i� i! 10�AC u
i f1
TP-4 . ii
7 ►�� i.
►•�J of
TP 5
4 - =z?k-- = ss•
TP-7 TP 12 f
1'
vt
a 6.6AC S H 9.9AC
t, 1.OAC 7QAC
TP-3
C
-..-..�s.��
,� fir' w• ,rq C TP-8 TP 11
TP 2 c t' ii ►i�. 11•11 ,222AC o
1 L— C!D/E
1CBAC
OS1• . I ,
S 1
i 40 1 AC
WEST OAK STREET(125'ROW)
E_ F_nx7nrsrLsf;Mc.
TEST PIT LOG LOGGED BY: J. Frank
�,
r PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
E Eiigiireerin,,lire. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
TEST PIT NUMBER: 1
= = MATERIAL DESCRIPTION AND COMMENTS 3 —
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3
4 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
5 Dense, Granular Non-Plastic
6 Groundwater Level at 5.2 Feet
Sample at 6.5 Feet for Corrosive Soils Tests
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 5.2 Feet
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings. MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
i
PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rre► hide CLIENT: Morrison Maierle- Bozeman DATE: 5/9/19
E Eirriireeriirr;Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
TEST PIT NUMBER: 2 j
f' MATERIAL DESCRIPTION AND COMMENTS �'Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist F 19.4 5.8 78.3 1.5
Medium Stiff/Soft, Low Plastic Index
3 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet.
Dense. Granular Non-Plastic
4
Groundwater Level at 4.5 Feet
5
6
7
8
9 Test Pit Ends at Approximately 8.5 Feet Depth
Groundwater Was Encountered at 4.5 Feet
10
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rrrwhirle CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
E Eizgineeriiig Inc LOCATION: Bozeman, Montana ELEVATION:
SAMPLES 7Z LABORATORY TESTING
TEST PIT NUMBER: 3
O � O
J tl1 _ ✓. � U C J N O� � J
f MATERIAL DESCRIPTION AND COMMENTS 3 —
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet.
4 Dense, Granular Non-Plastic
5 Groundwater Level at 5.1 Feet
6 Sample at 6.5 Feet for Corrosive Soils Tests
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 5.1 Feet
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
Q) TEST PIT LOG LOGGED BY: J. Frank
PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
E Ett9itteerint Itte. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
TEST PIT NUMBER: 4 N 9 -12 v
Z) MATERIAL DESCRIPTION AND COMMENTS 3
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3
4
5 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
6 Groundwater Level at 5.8 Feet
LX Sample at 6.5 Feet for Corrosive Soils Tests
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 5.8 Feet
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
a-
��� PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
R7'�� Baxter Lane DRILLER: AX&T
ERawhide CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
EiigiiieeriiW Itrc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
TEST PIT NUMBER: 5 -
O O conU
n ` ) J MATERIAL DESCRIPTION AND COMMENTS 3 °-
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3
4 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
5
Groundwater Level at 5.5 Feet
6
7
8
9 Test Pit Ends at Approximately 8.5 Feet Depth
Groundwater Was Encountered at 5.5 Feet
110-
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
I
��—r� PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
E En,ii:eeriir, Itic. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
o
J
TEST PIT NUMBER: 6 _
'n C
f MATERIAL DESCRIPTION AND COMMENTS 3
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
4 Dense, Granular Non-Plastic
5 Groundwater Level at 4.2 Feet
s
6
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 4.2 Feet
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K. Billings. MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
*W Baxter Lane DRILLER: AX&T
R Rawhirle CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
E E/hnleeYln, Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES _ LABORATORY TESTING
J
r TEST PIT NUMBER: 7 il
MATERIAL DESCRIPTION AND COMMENTS 3
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft. Low Plastic Index
3 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet.
4 Dense, Granular Non-Plastic
5 Groundwater Level at 4.9 Feet
6 Sample at 6.5 Feet for Corrosive Soils Tests
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 4.9 Feet
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
VW
PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
Rawhirle CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
RE Eiigineerii:n Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
TEST PIT NUMBER: 8
,.._ U
m = v
MATERIAL DESCRIPTION AND COMMENTS 3
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown, Moist, Medium Stiff/Soft,
Low Plastic Index
3
4
5 Groundwater Level at 5.2 Feet
GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet.
6 Dense, Granular Non-Plastic
Sample at 6.5 Feet for Corrosive Soils Tests
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 5.2 Feet
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
E Eir irieerhzg lite. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
_ TEST PIT NUMBER: 9
f MATERIAL DESCRIPTION AND COMMENTS 3 =
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3
4 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet.
Dense. Granular Non-Plastic
Groundwater Level at 4.4 Feet
5
6
7
8
9 Test Pit Ends at Approximately 8.5 Feet Depth
Groundwater Was Encountered at 4.4 Feet
10
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
Q� C'.�� � PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
EEiiiizeeriizg Izzc_ LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
3
TEST PIT NUMBER: 10 _
21 cn V U u c
O V1 iJ � r •v
MATERIAL DESCRIPTION AND COMMENTS 3
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
4 Dense, Granular Non-Plastic
Groundwater Level at 4.8 Feet
5 ---,�
6 Sample at 6.5 Feet for Corrosive Soils Tests
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 4.8 Feet
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
1s
19
20
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
E F_n,,irteerin,, Inc. LOCATION: Bozeman. Montana ELEVATION:
SAMPLES LABORATORY TESTING
_ TEST PIT NUMBER: 11 r
r r MATERIAL DESCRIPTION AND COMMENTS 3 G
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown, Moist, Medium Stiff/Soft F 20.2 6.4 85.5 2.0
Low Plastic Index
3
4 GP Gravel and Cobbles with Sand - Gray/Brown. Moist to Wet,
Dense, Granular Non-Plastic
5 Groundwater Level at 5.1 Feet
6
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 5.1 Feet
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
E FntfiizeeriiW Izze. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
E TEST PIT NUMBER: 12 _ 77
_ J J
CZ N
MATERIAL DESCRIPTION AND COMMENTS
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3
4
5 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
6 Groundwater Level at 6.5 Feet
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 6.5 Feet
11
12
13
14
15
L16
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
Q� 'L� PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
Baxter Lane DRILLER: AX&T
R Rrrwhirle CLIENT: Morrison Maierle - Bozeman DATE: 5/9/19
E Etzgineeriiig Inc. LOCATION: Bozeman, Montana ELEVATION:
SAMPLES LABORATORY TESTING
c
TEST PIT NUMBER: 13 '
MATERIAL DESCRIPTION AND COMMENTS 3
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3
4
5 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
Dense, Granular Non-Plastic
6 Sample at 6.5 Feet for Corrosive Soils Tests
�. Groundwater Level at 6.6 Feet
7 tl
8
ii
t
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 6.6 Feet
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LOGGED BY: J. Frank
PROJECT: Northwest Crossing Subdivision DRILL METHOD: Excavator
owl
Baxter Lane DRILLER: AX&T
RE ='
hide CLIENT: Morrison Maierle- Bozeman DATE: 5/9/19
ineerinl;Inc. LOCATION: Bozeman. Montana ELEVATION:
SAMPLES LABORATORY TESTING
o
TEST PIT NUMBER: 14
- v ` U OLZ
MATERIAL DESCRIPTION AND COMMENTS 3 —
Topsoil with Vegetation
1
2 CL-ML Silty Clay with Sand - Brown/Light Brown, Moist
Medium Stiff/Soft, Low Plastic Index
3
4 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet,
5 Dense, Granular Non-Plastic
6 Groundwater Level at 5.5 Feet
Sample at 6.5 Feet for Corrosive Soils Tests
7
8
9 Test Pit Ends at Approximately 9.0 Feet Depth
10 Groundwater Was Encountered at 5.5 Feet
Piezometer Set For Groundwater Monitoring
11
12
13
14
15
16
17
18
19
20
6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307
TEST PIT LOG LEGEND
MATERIAL DESCRIPTION
Soil Pattern USCS Symbol USCS Classification
FILL Artificial Fill
GP or GW Poorly/Well graded GRAVEL
GM Silty GRAVEL
GC Clayey GRAVEL
GP-GM Poorly graded GRAVEL with Silt
GP-GC Poorly graded GRAVEL with Clay
SP or SW Poorly/Well graded SAND
SM Silty SAND
SC Clayey SAND
SP-SM Poorly graded SAND with Silt
SP-SC Poorly graded SAND with Clay
SC-SM Silty Clayey SAND
ML SILT
MH Elastic SILT
CL-ML Silty CLAY
CL Lean CLAY
CH Fat CLAY
PCEM PARTIALLY CEMENTED
-_ CEM CEMENTED
BDR BEDROCK
CONSISTENCY
Cohesionless Soils Cohesive Soils Cementation
VL Very Loose So Soft MH Moderately Hard
L Loose F Firm H Hard
MD Medium Dense S Stiff VH Very Hard
D Dense VS Very Stiff
VD Very Dense
SAMPLING
SPT
Shelby Tube
NR No Recovery
Bulk Sample
Water Table
I
RE =iiEiiieeriiie
Rrrwhirle
Iirc•.
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbo!s and Group Names Using Laboratory Tests' Soil Classllieaum
Group
Symbol Group Name'
Coarse Grained Sob Gravels Clean Gravels Cu 24 and I s Cc s 31 GW Weli<yaded gravel
Moto than 50%retained More than 50%of coarse Less ttun 5%fines` Cu<4 and/or I>Cc>31 GP Poorly graded graver
fracion retaned on
on No.Y00 Wove No 4 s'eve Gravels vAh Fines Fines classify as ML or MH GM Silly arsver'-'
Moro uthan12%11nocc Fines classify as CL or CH GC Ctayay gravel"
Sands Clean Sands Cu x 6 and I s Cc s 3' SW Wel!graded sarmf
50%or(note of coarse Less than 5%Anse Cu<B and/or 1>Cc>3` SP Poorly graded sartQ
fraction passes
No.4 siovb Sands with Fins Fines cssssky as Mi.or MH SM Silly sand""
0
Moro than 12%fins Fins Classify as CL or CH SC Clayey sand"'
Fino•G(n nee Soils Sills and Clays Inorgan c PI>7 and plots on or above'A"frW CL Leant days"
50%or more passes tic Laud Lm4 less than 50 PI<4 or plots boiow W&W ML Sltfy"
No 200 slow
organic Liquid 9mp-oven dr!od 40.75 OL Oak chy—
UVA MTA-not dried Organic sM`11"
Sft and Clays norganic PI plots on or above A"tine CH Fat clay "
Liquid 6nit 50 or..a e PI plots below'A'One MH Elastic SEt""
organk Liquid 2mit-oven dried <0.75 041 orgark C*&rr
Liquid land:-not dried Organic so—
H!Clq organ)--Sass Primarily organs manor.dark in color.and organic odor PT Post
Based on the material passing the 3,4n.(75-mm)slave Hif fines are organic,add-Mtn organic f nae to group name.
°If field sample contaried cobbles a boulders,or both.add IMIh cobbles n If soil contains a 15%gravel,add-w.th gravel'to group name.
or boulders,or both"to group name. 'If Atterberg r rats plot in shaded area,sol is a CL-ML.silty day.
cr MVVA%with 5 to 174L srwc raIlt'ra(kul"IN-x, Gw rW word-oradrM Klf°o'I oontaina 15 to—J%plw No.200.add tivttn aend'o• VAth
gravel with sift,GW-GC well-graded Wavttl with day.GP-GM poorly gavel;vAil haver Is prodorrJnant.
graded gravel with silt.GP-GC poorly graded gravel vAlh day. L If Sol contains.,30%plus No.200 predom andy sand.add
°Sands with 5 to 12%fines require dual symbols: SW-SM wel4rsdad •sandy'to group name.
sand with silt.SW-SC wotivraded sand vAM day.SP4W poorly graded
sand w.th slit,SP•SC poorly graded sand wills day If sot'contains�3 plus No.200,predominantly gravel,
add'grave;y to group name.
r Cu=OsolD•o Cc=
(D-) ,PI t 4 and aals on or above"A'tine.
Do x Dro 0 PI<4 or plots below"A"Inc.
r It sou seta ns>15%sand,add'Mtn sand'to group name. PPI plots on cr above"A'tine.
°If fines classify as CLWL,use C tal symbol GGG)J,or SC-SM. ° PI pots be'.ow'A•line
60
For classification of fino-gralned
soils and fine-grained fraction
50 of coarse-gralned soils
Equation oP•A-•I no ,S�' 4 V
d Horizontal at PI,-4 so LL.25.5.
X 40 - then PI-0.73(LL-20) d0+ —n
o Ewaaon or U`•One
Vor6w/et LL.16 lo Pl••7• G
T 30 Next PI-4.9(LL-8)
v I �0
N2Dv
3 , G MH or OH
r_
to
7 -
4 - r ML or OL
0
0 10 16 20 30 40 ISO 60 70 so go t q too
LIQUID LIMIT(LL)
R E Rawhide
Inc.
• Trust our People.Trust our Data. Billings,MT 800.735.4489•Casper,WY 888.235.0515
"'' Gillette,WY 866.686.7175 • Helena.MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-001 DateReceived: 05/13/19
Client Sample ID: TP-1 at 6.5 Matrix: Soil
MCLJ
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat. Paste 1830 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 7.9 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 28 mg/L 1 E300.0 05/24/19 18:39/mrc
Sulfate ND mg/L 1 E300.0 05/24/19 18:39/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 294 mV A2580 BM 05/15/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 2 of 14
Trust our People.Trust our Data. Billings,MT 800.735.4489•Casper,WY 888.235.0515
•` h' -'" '4�'''t"°' Gillette,WY 866.686.7175 • Helena.MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-002 DateReceived: 051l3/19
Client Sample ID: TP-3 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat. Paste 1300 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 8.1 s.u. 0.1 ASA10-3 05/22/19 14:14 I srm
Chloride 59 mg/L 1 E300.0 05/24/19 20:06/mrc
Sulfate ND mg/L 1 E300.0 05/24/19 20:06/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 298 mV A2580 BM 05/15/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 3 of 14
® Trust our People.Trust our Data. Billings,MT 800.735.4489•Casper.WY 888.235.0515
Gillette,WY 866.686.7175 • Helena,NIT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-003 DateReceived: 05/13/19
Client Sample ID: TP-4 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat.Paste 1940 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 8.2 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 26 mg/L 1 E300.0 05/24/19 20:24/mrc
Sulfate ND mg/L 1 E300.0 05/24/19 20:24/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 294 mV A2580 BM 05/15/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 4 of 14
` Trust our People.Trust our Data. Billings,MT 800.735.4489•Casper.WY 888.235.0515
'',"" Gillette.WY 866.686.7175•Helena,MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-004 DateReceived: 05/13/19
Client Sample ID: TP-7 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat. Paste 2360 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 7.9 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 16 mg/L 1 E300.0 05/24/19 20:41 /mrc
Sulfate 21 mg/L 1 E300.0 05/24/19 20:41 /mrc
PHYSICAL PROPERTIES
Oxidat.on-Reduction Potential 300 my A2580 BM 0511 5/19 1 1:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 5 of 14
• Trust our People.Trust our Data. Billings,MT 800.735.4489•Casper.WY 888.235.0515
Gillette,WY 866.686.7175•Helena,MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-005 DateReceived: 05/13/19
Client Sample ID: TP-8 at 6.5 Matrix: Soil
MCLI
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat.Paste 2300 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 8.0 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 13 mg/L 1 E300.0 05/24/19 20:59/mrc
Sulfate ND mg/L 1 E300.0 05/24/19 20:59/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 299 mV A2580 BM 05/15/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 6 of 14
Trust our People.Trust our Data. Billings,MT 800.735.4489•Casper,WY 888.235.0515
°`'" =_`°U t""' Gillette.WY 866.686.7175 •Helena.MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-006 DateReceived: 05/13/19
Client Sample ID: TP-10 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date I By
SATURATED PASTE EXTRACT
Resistivity,Sat.Paste 1520 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 7.8 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 70 mg/L 1 E300.0 05/24/19 21:16/mrc
Sulfate ND mg/L 1 E300.0 05/24/19 21:16/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 305 mV A2580 BM 05/15/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 7 of 14
• Trust our People.Trust our Data. Billings,MT 800.735.4489•Casper,WY 888.235.0515
in] Gillette,WY 866.686.7175 • Helena.61T 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-007 DateReceived: 05/13/19
Client Sample ID: TP-13 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat. Paste 1770 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 7.9 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 22 mg/L 1 E300.0 05/24/19 21:34!mrc
Sulfate 47 mg/L 1 E300.0 05/24/19 21:34/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 318 mV A2580 BM 05/15/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 8 of 14
• Mc) Trust our People.Trust our Data. Billings,MT 800.735.4489•Casper,WY 888.235.0515
'Wvo Gillette,WY 866.686.7175 •Helena,MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-008 DateReceived: 05/13/19
Client Sample ID: TP-14 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat. Paste 2470 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 8.2 s.u. 0.1 ASA10-3 05122J19 14:14/srm
Chloride 15 mg/L 1 E300.0 05/24/19 21:51 /mrc
Sulfate 45 mg/L 1 E300.0 05/24/19 21:51 /mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 284 mV A2580 BM 05/15/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 9 of 14
N0 Morrison
� Maierle memo
engineers surveyors planners scientscientistscnsts
TO: NWX, LLC
FROM: Morrison Maierle
DATE: July 12, 2019
JOB NO.: 5659.005
RE: Soil Corrosivity Sampling and Testing
CC:
❑Urgent ❑For Review ❑Please Comment ❑Please Reply ®For Your Use
To supplement Rawhide Engineering's geotechnical investigation of the Northwest Crossing
Subdivision and Energy Laboratory's soil analytical report, we scored each test pit with the
DIPRA-Corrpro Design Decision document for recommended encasement for ductile iron pipe.
As shown in attached, (1) sample location, TP-3, landed in the poly-wrapped, or poly-wrapped
with joint bonds (zone 3) dimensional matrix. Whereas, all other sample locations were located
within the poly-wrapped cut off line (zone 2). Therefore, a safe approach would be to poly-wrap
all ductile iron pipe in the subdivision. Based on site conditions and test results, the scoring on
the Design Decision Model (DDM) did not warrant the use of zinc-coated pipe. Standard ductile
iron pipe can be used.
Attached:
- Rawhide Engineering Geotechnical Report
(Including Energy Labs Analytical Testing)
- DIPRA Decision Model Scoring
Page 1
r- -Megyl :ff Trust our People.Trust our Data. Billings,MT 800.735.4489•Casper,WY 888.235.0515
Gillette,WY 866,686.7175•Helena,MT 877.472,0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-001 DateReceived: 05/13/19
Client Sample ID: TP-1 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resist,vity,Sat.Paste 1830 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat. paste 7.9 s.u. 0.1 ASA10-3 05/22/19 14:141 srrn
Chloride 28 mg/L 1 E300.0 05/24/19 18:39/mrc
Sulfate NO mg/L 1 E300.0 05/24/19 18:39/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 294 mV A2580 BM 05/15/19 11:07/jlw
� 5
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. NO-Not detected at the reporting limit.
Page 2 of 14
• Trust our People.Trust our Data Billings,WIT 800.735.4489•Casper,WY 888.235.0515
Gillette,WY 866.686.7175 •Helena,MT 87T472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05109/19 10:00
Lab ID: B19051063-002 DateReceived: 05/13/19
Client Sample ID: TP-3 at 6.5 Matrix: Soil
MCU
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat.Paste 1300 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 8.1 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 59 mg/L 1 E300.0 05/24/19 20:06/mrc
Sulfate ND mg/L 1 E300.0 05/24/19 20:06/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 298 mV A2580 BM 05/1511 9 1 1:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. NO-Not detected at the reporting limit.
Page 3 of 14
Trust our People.Trust our Data Billings,MT 800.735.4489•Casper,wY 888.235.0515
t Gillette,WY 866,686.7175• Helena,NIT 87T472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05128/19
Project: NWCS Collection Date: 05109/19 10:00
Lab ID: B19051063-003 DateReceived: 05/13/19
Client Sample ID: TP-4 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date I By
SATURATED PASTE EXTRACT
Resistivity.Sat.Paste 1940 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 8.2 s.u. 0.1 ASA10-3 05/22/19 14:14 I srm
Chloride 26 mg/L 1 E300.0 05124/19 20:24/mrc
Sulfate ND mg/L 1 E300.0 05/24/19 20:24/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 294 mV A2580 BM 05/1 511 9 1 1:071 jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 4 of 14
• r Trust our People.Trust our Data Billings.MT 800.735.4489-Casper,WY 088.235.0515
® Gillette.WY 866.686.7175 - Helena.MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-004 DateReceived: 05/13/19
Client Sample ID: TP-7 at 6.5 Matrix: Soil
MCu
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat.Paste 2360 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 7.9 s.u. 0.1 ASA10-3 05/22/19 14:141 srm
Chloride 16 mg/L 1 E300.0 05/24/19 20:41 /mrc
Sulfate 21 mg/L 1 E300.0 05/24/19 20:41 /mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 300 mV A2580 BM 05/15/19 11:07/1Iw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 5 of 14
® Trust our People.Trust our Data Billings.MT 800.735.4489•Casper,WY 888.235.0515
Gillette.WY 866,686.7175 •Helena,MT 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-005 DateReceived: 05/13/19
Client Sample ID: TP-8 at 6.5 Matrix: Soil
MCU
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity, Sat.Paste 2300 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 8.0 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 13 mg/L 1 E300.0 05124/19 20:59/mrc
Sulfate ND mg/L 1 E300.0 05/24/19 20:591 mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 299 mV A2580 BM 05115/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 6 of 14
® Trust our People.Trust our Data. Billings,MT 800.735,4469•Casper,WY 888.235.0515
Gillette.WY 866.686.7175•Helena.S11 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-006 DateReceived: 05/13/19
Client Sample ID: TP-10 at 6.5 Matrix: Soil
MCLJ
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat.Paste 1520 ohm-cm 1 Calculation 05/22/19 14:14!srm
pH,sat.paste 7.8 s.u. 0.1 ASA10-3 05/22/19 14:14 I srm
Chlonde 70 mg/L 1 E300.0 05/24/19 21:16/mrc
Sulfate ND mg/L 1 E300.0 05/24/19 21:16/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 305 my A2580 BM 05/15/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 7 of 14
• Trust our People.Trust our Data Billings,MT 800.735.4489•Casper.WY 888.235.0515
® Gillette,Y!Y 866.686.7175• Helena.1,1 i 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-007 DateReceived: 05/13/19
Client Sample ID: TP-13 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date 1 By
SATURATED PASTE EXTRACT
Resistivity.Sat.Paste 1770 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 7.9 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 22 mg/L 1 E300.0 05/24/19 21:34/mrc
Sulfate 47 mg/L 1 E300.0 05/24/19 21:34/mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 318 mV A2580 BM 05/15/19 11:07/jlw
Report RL-Analyte reporting limit. MCL-Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 8 of 14
• �-r Trust our People.Truss our Data Billings,MT 800.735.4489•Casper.WY 888.235.0515
t Gillette.WY 866.686.7175 • Helena,Mt 877.472.0711
LABORATORY ANALYTICAL REPORT
Prepared by Billings, MT Branch
Client: Rawhide Engineering, Inc Report Date: 05/28/19
Project: NWCS Collection Date: 05/09/19 10:00
Lab ID: B19051063-008 Date Received: 05/13/19
Client Sample ID: TP-14 at 6.5 Matrix: Soil
MCL/
Analyses Result Units Qualifiers RL QCL Method Analysis Date/By
SATURATED PASTE EXTRACT
Resistivity,Sat.Paste 2470 ohm-cm 1 Calculation 05/22/19 14:14/srm
pH,sat.paste 8.2 s.u. 0.1 ASA10-3 05/22/19 14:14/srm
Chloride 15 mg/L 1 E300.0 05/24/19 21:51 /mrc
Sulfate 45 mg/L 1 E300.0 05124/19 21:51 /mrc
PHYSICAL PROPERTIES
Oxidation-Reduction Potential 284 mV A2580 BM 05/15/19 11:071jlw
Report RL-Analyte reporting limit. MCL•Maximum contaminant level.
Definitions: QCL-Quality control limit. ND-Not detected at the reporting limit.
Page 9 of 14
FIGURE 1
Two-Dimensional Matrix
I ) l . 5 6 > a e 10 11 13 13 1.IS 16 1)19 19 IO 31 37 33 34 J3 30 31 3e 39 30 31 J3 33 N 35 39 3)36 39.0 11.3.3...5.6.)4849 EMEM50
A 7e5 � iiiiiiii �iiii■OO■OSii so
■■M■■■■■■■■ 49
..■■■■■■■■■■■■■■■■■■■■■■■■■■■■ S■M■■■■■■ .1
.l■■■■■■■■■■ ■■■■■■■■■■■■■■■ ONENESS .3
■■■■■■■■■■■11111E■■■■
NEE■■■■■O■M■■MO■ n
'-i MEMO Io
39MMMMMS■■MM■■■■■M■■■M■■■MEMEMEME MEMO s9
39■■■NM■■■■■■■■■�IEMM■■■■■■M■■■■■M■ NOON 3e
35 ■■■■o■■■M■u■■M■■■M■M■MM■■■MSS■■M ONES 76
3MMMM■M■MM■■■N■■M■■M■M■■ ■NM■■MSS■■ MEMO 33
O 3 ■■■N■■■■MM■■■■■■ �■■■■■■■■■■■■■■■■O■ ■oM■ 33
N 3 MEMMEiiiiMEiii ■NEMMEMMEMMEMEMEMEMEM
S 39 MMMMWMMEMSEEMEMEMME
■u■uM■ _• `
E ' OMENMENSI EME 29
='
)6 ■■M MEM ■Eu■M■■ =a24
73S■■■ SM■OEM■MEMEMMEMEM
37E }7Mmm■ EE■ENE■■ __N �■iiiiiiM■i ■ u ■■■■■MOM■■■■M■iii ■MMS 20is
i
t3■■MM■■M■E■E■■M■■N■ENMM■■ ■■ ■■■■moss M■■N Is �• ,
■■■E■MEEM■EEM■NNEE■■u■■■ OEM ■NIMMMNS MONO 16
7■M■■M■■■■■■■■■■■■EM1■■■ ■■ ■■■M■ME■ ■■■■ 1S
•NOON ■MOON■■■ME■■MNSE■■M ■■ ■■■m■■■■ EN■S
5....C..........!■uu■■■ ... ■■■■■■■■■ MEMO 13
1■■MM■■■■M■M■■■■■EMMu■■M■ .... ......... NONE 1=
ME 11
M■■EMEMM■■■MMEM■■NNE NEON■■■ME ■ M■■■ 10
9 SN■O■■M■■■■■■mmN■■■ M MM■M MNO■ SOON _d l
3 MSE■■■o■■■■■SSmm■■O■t> ME ■■ Eir-- ONES■■■ ■EN■ MME. 4 ■■ M■■■
L L
Emom■oommmoommmoso■ M ■■ ■ MEMO e
■■■■■■M■■■■■■■■■■■■ ■ ME a.40MONSOMMEMENEEMENESS No MEN I NONE
M NONE
It
ON
1 ] 3 4 3 6 ) 9 9 1.111 13 13 I. )16 19)0 31 2324 33 =)39)9 30 33 33 3ii Sa 040.1.7. 44.5 46 47.e 49 50 r
LIKELIHOOD
d
TABLE I
Desig ! ecision Made DDIM01M
Y II I
Recommendations
J -
(
As manufactured with shop coat Q6 v
o t't
2 V-BioC Enhanced Polyethylene Encasement d II
3 V-BioC Enhanced Polyethylene Encasement,or M
V-BioC Enhanced Polyethylene Encasement with Joint Bonds
4 V-BioC Enhanced Polyethylene Encasement with Metallized Zinc Coating,or
V-BioC Enhanced Polyethylene Encasement with Life Extension Cathodic Protection
isV-BioC Enhanced Polyethylene Encasement with Metallized Zinc Coating,or
V-BioC Enhanced Polyethylene Encasement with Cathodic Protection
•Recommendations in Zones 4 and 5 recognize a practical difference between distribution and transmission mains.Distribution mains are
generally smaller sized pipes,with the final classificiation to be defined by the pipeline owner.Cathodic protection should be considered
where external corrosion is a significant risk or where pipe repairs/replacements would be cost prohibitive.
3
TABLE 2
Likelihood Score Sheet
I rJ ��jj LIKELIHOOD FACTOR POINTS MAXIMUM
POSSIBLE
POINTS SCo( e
RESISTIVITY < 500 ohm-cm 30 30
500 -1000 ohm-cm 25
ul ' >1000 -1500 ohm-cm 22
>1500 - 2000 ohm-cm 19
>2000- 3000 ohm-cm 10
> 3000- 5000 ohm-cm 5
> 5000 ohm-cm 0
CHLORIDES > 100 ppm = positive 8 8
d 50 -100 ppm = trace 3
PP � < 50 ppm = negative 0
MOISTURE >15% = Wet 5 5 _
(^ 4 CONTENT 5 -15% = Moist 2.5
< 5% = Dry 0
GROUND WATER Pipe below the water 5 5
INFLUENCE table at any time =
pH pH 0-4 4
_ 4
pH > 4-6 1
pH 6 -8, with sulfides
and low or negative redox 4
pH > 6 0
No� SULFIDE positive(>1 ppm) 4 4
IONS trace( > 0 and < 1 ppm) 1.5
negative( 0 ppm) 0
REDOX = negative 2 2
G u My POTENTIAL = positive 0-100 my 1
= positive >100 my 0
BI-METALLIC Connected to noble metals 2 2
CONSIDERATIONS (e.g.copper) -yes
yp S Connected to noble metals 0
(e.g.copper) -no
TOTAL POSSIBLE POINTS 60
Known Corrosive Cinders, Mine Waste, Peat Bog, 21 J
Environments Landfill, Fly Ash, Coal
Soils with Known Corrosive Environments shall be assigned 21 points
or the total of points for Likelihood Factors, whichever is greater.
5
TABLE 2
Likelihood Score
I p I LIKELIHOOD FACTOR POINTS MAXIMUM
�eSt i t TP -3 POSSIBLE Sfof2
POINTS
RESISTIVITY < 500 ohm-cm 30 30
500-1000 ohm-cm 25
1300 >1000-1500 ohm-cm 22 a
>1500-2000 ohm-cm 19
ok'-c M >2000-3000 ohm-cm 10
>3000-5000 ohm-cm 5
>5000 ohm-cm 0
CHLORIDES >100 ppm =positive 8 8
rq 50-100 ppm =trace 3 5
J PP`n < 50 ppm= negative 0
MOISTURE >15% = Wet 5 5
�Jr CONTENT 5-15% = Moist 2.5
< 5% = Dry 0
GROUND WATER Pipe below the water 5 5
Yf s INFLUENCE table at any time s
pH pH 0-4 4 4
pH >4-6 1
pH 6-8,with sulfides
and low or negative redox 4
pH >6 0
N SULFIDE positive(>1 ppm) 4 4 11
IONS trace(>0 and<1 ppm) 1.5
t� negative(0 ppm) 0
REDOX =negative 2 2
POTENTIAL = positive 0-100 my 1 J
= positive >100 my 0
BI-METALLIC Connected to noble metals 2 2
CONSIDERATIONS (e.g.copper) -yes
yZ s Connected to noble metals 0
(e.g.copper) -no
TOTAL POSSIBLE POINTS 60
Known Corrosive Cinders, Mine Waste, Peat Bog, 21 " 7
Environments Landfill,Fly Ash,Coal
`Soils with Known Corrosive Environments shalt be assigned 21 points
or the total of points for Likelihood Factors, whichever is greater.
5
LIKELIHOOD FACTOR POINTS MAXIMUM
Tf U POSSIBLE
POINTS -
RESISTIVITY < 500 ohm-cm 30 30
500-1000 ohm-cm 25
�D >1000-1500 ohm-cm 22
I_ >1500 -2000 ohm-cm 19
>2000-3000 ohm-cm 10
>3000-5000 ohm-cm 5
>5000 ohm-cm O
CHLORIDES >100 ppm = positive 8 8
6 PPM 50-100 ppm =trace 3
< 50 ppm = negative 0
MOISTURE >15% = Wet 5 5
e CONTENT 5-15%= Moist 2.5 -
< 5%= Dry 0
GROUND WATER Pipe below the water 5 5
Ile INFLUENCE table at any time
pH pH 0-4 4 4
pH > 4-6 1
i
g,a pH 6-8,with sulfides
and low or negative redox 4
pH >6 0
N-' SULFIDE positive(>1 ppm) 4 4
IONS trace( >0 and <1 ppm) 1.5
negative(0 ppm) 0
REDOX = negative 2
2
It r,� POTENTIAL = positive 0-100 my 1
q
= positive >100 my 0
BI-METALLIC Connected to noble metals 2
Yts 2
CONSIDERATIONS (e.g.copper)-yes
Connected to noble metals 0
(e.g.copper) -no
TOTAL POSSIBLE POINTS 60
Known Corrosive Cinders, Mine Waste, Peat Bog, 21 -
Environments Landfill, Fly Ash,Coal
Soils with Known Corrosive Environments shall be assigned 21 points
or the total of points for Likelihood Factors,whichever is greater.
5
LikelihoodTABLE 2
Score
LIKELIHOOD FACTOR POINTS MAXIMUM
i f POSSIBLE
POINTS C o f
RESISTIVITY < 500 ohm-cm 30 30
500-1000 ohm-cm 25
6 U >1000-1500 ohm-cm 22 10
>1500-2000 ohm-cm 19
>2000 -3000 ohm-cm 10
> 3000 - 5000 ohm-cm 5
> 5000 ohm-cm 0
CHLORIDES >100 ppm = positive 8 8
,7
16 50 -100 ppm =trace 3
PP' < 50 ppm= negative 0
MOISTURE >15%= Wet 5 5
CONTENT 5-15% = Moist 2.5
<5% = Dry 0
GROUND WATER Pipe below the water 5 5
INFLUENCE table at any time
pH pH 0-4 4 4
pH >4 -6 1
i
7 I pH 6-8, with sulfides
and low or negative redox 4
pH >6 0
SULFIDE positive(>1 ppm) 4 4
IONS trace ( >0 and<1 ppm) 1.5 -
negative(0 ppm) 0
REDOX = negative 2 2
-2CCU �
POTENTIAL = positive 0-100 my 1
n�
=positive >100 my 0
BI-METALLIC Connected to noble metals 2 2
CONSIDERATIONS (e.g.copper) -yes m
yf 1 Connected to noble metals 0
(e.g.copper) -no
TOTAL POSSIBLE POINTS 60
Known Corrosive Cinders, Mine Waste,Peat Bog, 21
Environments Landfill, Fly Ash, Coal
Soils with Known Corrosive Environments shall be assigned 21 points
or the total of points for Likelihood Factors, whichever is greater.
rJ
TABLE
LIKELIHOOD FACTOR POINTS MAXIMUM
POSSIBLE
POINTS SCo f Q
RESISTIVITY < 500 ohm-cm 30 30
a 360 i 500-1000 ohm-cm 25
Ij >1000-1500 ohm-cm 22 I O
>1500-2000 ohm-cm 19
>2000-3000 ohm-cm 10
> 3000-5000 ohm-cm 5
> 5000 ohm-cm 0
CHLORIDES >100 ppm = positive 8 $
13 P Pin 50-100 ppm =trace 3
< 50 ppm= negative 0
MOISTURE >15%= Wet 5 $
rQ I CONTENT 5-15%= Moist 2.5
W f < 5%= Dry 0
GROUND WATER Pipe below the water 5 5 r—
/c ; INFLUENCE table at any time
pH pH 0-4 4 4
pH >4-6 1 r�
e, U pH 6-8,with sulfides
and low or negative redox 4
pH >6 0
SULFIDE positive(>1 ppm) 4 4
J IONS trace( >0 and< 1 ppm) 1.5 i
negative(0 ppm) 0
REDOX =negative 2 2
��cj r1V POTENTIAL = positive 0-100 my 1
= positive >100 my 0
BI-METALLIC Connected to noble metals 2 2
CONSIDERATIONS (e.g.copper)-yes
Ye S Connected to noble metals 0
(e.g.copper)-no
TOTAL POSSIBLE POINTS 60
Known Corrosive Cinders, Mine Waste, Peat Bog, 21
Environments Landfill, Fly Ash,Coal
' Soils with Known Corrosive Environments shall be assigned 21 points
or the total of points for Likelihood Factors,whichever is greater.
5
TABLE 2
Likelihood Score She
_ I LIKELIHOOD FACTOR POINTS MAXIMUM
IfSt f 'jr)_ I� POSSIBLE POINTS
RESISTIVITY < 500 ohm-cm 30 30
> 500 -1000 ohm-cm 25
I S d U >1000- 1500 ohm-cm 22
> 1500 -2000 ohm-cm 19
r r_ > 2000 - 3000 ohm-cm 10
> 3000 - 5000 ohm-cm 5
> 5000 ohm-cm 0
CHLORIDES >100 ppm = positive 8 $ 2
70 50 -100 ppm = trace 3 J
< 50 ppm = negative 0
MOISTURE > 15% = Wet 5 5
(f)v } CONTENT 5 -15% = Moist 2.5
< 5% = Dry 0
GROUND WATER Pipe below the water 5 5
/r INFLUENCE table at any time
pH pH 0 -4 4
4
pH > 4 -6 1
pH 6 -8, with sulfides
and low or negative redox 4
pH > 6 0
SULFIDE positive(>1 ppm) 4 4
1 IONS trace( > 0 and < 1 ppm) 1.5
UP r c 4,d negative( 0 ppm) 0
REDOX = negative 2 2
?01 POTENTIAL = positive 0 -100 my 1
= positive >100 my 0
BI-METALLIC Connected to noble metals 2 2
CONSIDERATIONS (e.g.copper) -yes
Yt S Connected to noble metals 0
(e.g.copper) -no
TOTAL POSSIBLE POINTS 60
Known Corrosive Cinders, Mine Waste, Peat Bog, 21
Environments Landfill, Fly Ash, Coal
" Soils with Known Corrosive Environments shall be assigned 21 points
or the total of points for Likelihood Factors, whichever is greater.
5
LikelihoodTABLE 2
Score
I LIKELIHOOD FACTOR POINTS MAXIMUM
Te j 4 P t h- POSSIBLE
POINTS
RESISTIVITY < 500 ohm-cm 30 30
i 500-1000 ohm-cm 25
1770 >1000-1500 ohm-cm 22 a
II >1500-2000 ohm-cm 19
>2000-3000 ohm-cm 10
> 3000-5000 ohm-cm 5
>5000 ohm-cm 0
CHLORIDES >100 ppm = positive 8 8
a 1 �Pr 50-100 ppm =trace 3
< 50 ppm =negative O
MOISTURE >15% = Wet 5 5 r_
f 1� CONTENT 5-15%= Moist 2.5
s < 5% = Dry 0
GROUND WATER Pipe below the water 5 5
INFLUENCE table at any time
pH pH 0-4 4
4
pH >4 -6 1 �)
(� pH 6-8,with sulfides
and low or negative redox 4
PH > 6 0
SULFIDE positive(>1 ppm) 4 4
1,17 �I IONS trace(> 0 and<1 ppm) 1.5
negative(0 ppm) 0
REDOX = negative 2 2
POTENTIAL = positive 0-100 my 1 -
o = positive >100 my 0
BI-METALLIC Connected to noble metals 2 2
CONSIDERATIONS (e.g.copper) -yes
S Connected to noble metals 0
(e.g.copper)-no
TOTAL POSSIBLE POINTS 60 --
Known Corrosive Cinders, Mine Waste, Peat Bog, 21
Environments Landfill, Fly Ash, Coal
' Soils with Known Corrosive Environments shall be assigned 21 points
or the total of points for Likelihood Factors,whichever is greater.
5
LikelihoodTABLE 2
Score Sheet
LIKELIHOOD FACTOR POINTS MAXIMUM
POSSIBLE
POINTS
RESISTIVITY < 500 ohm-cm 30 30
500 -1000 ohm-cm 25
a 1I7 >1000-1500 ohm-cm 22 I O
_ >1500-2000 ohm-cm 19
U V1 M C r"1
>2000-3000 ohm-cm 10
> 3000-5000 ohm-cm 5
> 5000 ohm-cm 0
CHLORIDES > 100 ppm = positive 8 8
S 50-100 ppm =trace 3
PPS
< 50 ppm= negative 0
MOISTURE >15% = Wet 5 5
f e CONTENT 5-15%= Moist 2.5 '
< 5%= Dry 0
GROUND WATER Pipe below the water 5 5
des INFLUENCE table at any time
pH pH 0-4 4 4
pH > 4-6 1
a pH 6-8,with sulfides
and low or negative redox 4
pH > 6 0
SULFIDE positive(>1 ppm) 4 4
L'S IONS trace( >0 and<1 ppm) 1.5
eel. negative(0 ppm) 0
REDOX = negative 2 2
/ POTENTIAL = positive 0-100 my 1
Y n v = positive >100 my 0
BI-METALLIC Connected to noble metals 2 2
CONSIDERATIONS (e.g.copper)-yes
yf 5 Connected to noble metals 0
(e.g.copper)-no
TOTAL POSSIBLE POINTS 60 /
Known Corrosive Cinders, Mine Waste,Peat Bog, 21 b
Environments Landfill,Fly Ash,Coal
' Soils with Known Corrosive Environments shall be assigned 21 points
or the total of points for Likelihood Factors,whichever is greater.
5
TABLE 3
Consequence S
q I I 1-0 P.+ 54 �7IPS CONSEQUENCE FACTOR POINTS MAXIMUM
POSSIBLE
POINTS
PIPE SERVICE 3"to 24" O 22
30"to 36" 8
42"to 48" 12
54"to 64" 22
LOCATION: Routine(Fair to good access, 20
Construction-Repair minimal traffic/other utility 0
V0 I„r..� 2oa
S Considerations consideration,etc.)
oo d r"1 fC p S S Moderate(Typical business/
residential areas,some right 8
1 ' of way limitations,etc.)
R U v 7•^-t-
Difficult(Subaqueous
crossings•downtown
metropolitan business areas. 20
multiple utilities congestion,
swamps,etc.)
DEPTH OF COVER 0 to 10 feet depth 0
5
Iv CONSIDERATIONS >10 to 20 feet depth 3
>20 feet depth 5
ALTERNATE Alternate supply available-no 3 3
Dope (Jc, r Mu WATER SUPPLY Alternate supply available-yes O
TOTAL POSSIBLE POINTS so
The revised DIPRA and Corrpro again listened to the needs of utility
operators and recognized the differences between long,
DDM ` recognizes large diameter, straight-run transmission mains and the
the practical more complicated networks of distribution pipelines that
differences in bring water to our neighborhoods and businesses. The result
corrosion control provides a more practical solution for pipeline networks that
comprise the distribution systems within a utility's service
needs between area. The use of V-BioO enhanced polyethylene encasement
transmission mains in conjunction with metallized zinc provides water operators
with an effective alternative to controlling corrosion in
and distribution distribution systems.
systems.