GEOTECHNICAL REPORT. Matanuska-Susitna Borough. Parks Highway Connections Museum Drive. Matanuska-Susitna Borough, Alaska.

Transcription

1 Matanuska-Susitna Borough GEOTECHNICAL REPORT Parks Highway Connections Museum Drive Matanuska-Susitna Borough, Alaska March 2, 20 Prepared By: John Thornley, PE Geotechnical Engineer 333 Arctic Blvd., Ste. 0 Anchorage, AK 03 Phone: Fax: 0..22

2 TABLE OF CONTENTS 1.0 INTRODUCTION SITE AND PROJECT DESCRIPTION LOCAL CONDITIONS GENERAL GEOLOGY SEISMICITY CLIMATOLOGY FIELD STUDY LABORATORY TESTING....0 SUBSURFACE CONDITIONS....1 GROUNDWATER AND SURFACE WATER....2 SOILS Borings B-1 Through B- (Station +00 to +00) Borings B- Through B- (Station +00 to 1+0) Borings B- Through B-20 (Station 1+0 to +00) Peat Deposits (Station +00 to +00)....0 CLOSURE AND LIMITATIONS... LIST OF FIGURES Figure 1 Vicinity Map Figure 2- Plan and Profile Sheets Figure Peat Depth Contour Map LIST OF APPENDICIES Appendix A Figure A1 Figure A2 Figure A3-A22 Figure A23-A2 Unified Soil Classification Frost Design Soil Classification Boring Logs Grain Size Curves

3 Geotechnical Report Museum Drive Extension Matanuska-Susitna Borough GEOTECHNICAL REPORT PARKS HIGHWAY CONNECTIONS MUSEUM DRIVE MATANUSKA-SUSTINA BOROUGH ALASKA 1.0 INTRODUCTION This report presents the results of subsurface explorations and laboratory testing for the proposed Parks Highway Connections Museum Drive Project. The purpose of the field exploration and geotechnical studies was to define the soil and groundwater conditions for use in the design of the new roadway. To develop the criteria for use in design, 20 borings were advanced along the proposed alignment of the new road. Soil samples recovered from the borings were classified in the field by an experienced engineer with Hattenburg Dilley and Linnell, LLC (HDL) and returned to our laboratory for testing and verification. The project investigation was performed in general accordance with the procedures outlined in the Alaska Geotechnical Procedures Manual (ADOT&PF, 200). Included in this report are a description of the project, subsurface exploration methods and laboratory test procedures, and results of the subsurface exploration and laboratory tests. A supplemental letter titled Geotechnical Recommendations for Parks Highway Connections: Museum Drive, March 20, addresses the recommendations for design and construction for the project. The alignment description and subsurface conditions presented herein are based on our current understanding of the alignment and project as of the date of this document. Deviation from the alignment outlined within this report may require further evaluation of subsurface conditions. This report documents subsurface geotechnical conditions and provides analyses and interpretation of anticipated site conditions for the project. This report establishes a geotechnical baseline to be used in assessing the existence and scope of changed or differing site conditions. This report is intended for use by the project design engineering staff, construction personnel, bidders, and contractors. 2.0 SITE AND PROJECT DESCRIPTION This project covers the development of an approximately 1.-mile section of roadway connecting the existing Museum Drive to the east and Sylvan Road to the west, within the Matanuska-Susitna Borough. The location of the project is shown on the vicinity map in Figure 1. It is planned that this new connection, running roughly parallel to the Page 1

4 Geotechnical Report Museum Drive Extension Matanuska-Susitna Borough Parks Highway, will provide alternate routes for local access. The new road is classified as a collector connection. The purpose of this road extension project is to improve the collector connections within the local roads west of Wasilla as growth in this area continues. It has been estimated that development of connectors like this one will enhance local traffic mobility and safety. This connector will also reduce the vehicle-miles traveled and left turn movements onto the Parks Highway. The proposed road alignment will likely cross one stream at two locations located east of Vine Road. There is also a peat bog region at the eastern end of the alignment at the future connection with Museum Drive. These features are identified on the plan and profile sheets along with the boring locations on Figures 2 through. 3.0 LOCAL CONDITIONS 3.1 General Geology The project area is located within the Cook Inlet-Susitna Lowland Section of the Coastal Trough physiographic province of Alaska. The Talkeetna Mountains border the province on the east and the Alaska Range lies to the north and west. To the south is Cook Inlet. Glacial features including ground moraines, drumlins, eskers, and outwash plains characterize the entire Cook Inlet-Susitna Lowlands. Kame and kettle topography, indicative of glacial outwash plains, is common and forms many of the hills and small rounded lakes that exist in the project area. Five major glacial advances of the Quaternary Period can be recognized throughout the vicinity ending approximately,000 years ago. Sediments are typically glacial derived sands and gravels with varying fines contents. Peat bogs have developed in many of the low-lying areas subsequent to the last glaciation. As the glaciers receded towards the mountains, the Susitna River drainage was established as well as the drainages in the project area. These drainages deposited sands and gravels in channel areas and fine grain sediment in floodplains. 3.2 Seismicity The project is located in an area of moderate seismicity. Large-scale earthquakes may cause ground ruptures along the roadway. Locations of potential rupture zones are outside the scope of this study and are extremely difficult to predict. Slopes and structures such as bridges and culverts along the road should be designed to accommodate large-scale earthquakes. Based on Alaska Earthquake Information Database there were 3 events above magnitude in the region from 1 to 200. There were events above a magnitude of which were magnitude to.. The Page 2

5 Geotechnical Report Museum Drive Extension Matanuska-Susitna Borough 200 International Building Code places the area in Site Class D based on general soil properties encountered along the alignment. 3.3 Climatology The project area is located in a transitional climatic zone varying between continental and maritime climates. The zone is characterized by pronounced diurnal and annual temperature variations, moderate annual precipitation, and moderate surface winds. Average January temperatures in the area range between 2ºF and 1ºF, while average July temperatures range between ºF and ºF. The area experiences an average of 0 wet days per year in which 0.1 inch or more of precipitation accumulates. The Environmental Atlas of Alaska provided the information for the project area. Following are mean annual values for the area: Mean Annual Temperature 30ºF Mean Annual Precipitation 2 in. Mean Annual Snowfall 0 in. Thawing Index 3000 degree days Freezing Index 300 degree says.0 FIELD STUDY The geotechnical field study consisted of soil borings and peat probing. The intent of the field study was to determine the soil properties of the existing soils along the alignment. In all, 20 soil borings were each advanced to a depth of. feet below the existing ground surface. Locations of the 20 borings are detailed on Plan and Profile sheets located in Figures 2 through. The boring locations were typically spaced at 00-foot intervals along the proposed alignment. The borings for this study were advanced between August 3 and August, 200. One-inch diameter slotted PVC pipe was installed in select borings for monitoring groundwater levels along the alignment. The water levels in these borings were measured August 2, 200, approximately 20 days after drilling was completed, which allowed for seasonal static water levels to become stabilized. Discovery Drilling Inc. of Anchorage, Alaska provided drilling services for this project using a CME mounted on a Nodwell track vehicle. The borings were advanced with 3¼-inch inside diameter (I.D.) hollow stem auger. In each of the borings, split-spoon samples were collected at typically 2. feet, feet, and -foot intervals thereafter. Sampling with the split-spoon was conducted using the Modified Penetration Test procedure. In the Modified Penetration Test, samples are recovered by driving a 3-inch O.D. split-spoon sampler into the bottom of the advancing hole with blows of a 30-lb. hammer free-falling 30 inches onto the drill rod. The number of blows required to advance the sampler the final inches of an 1-inch penetration in the test is termed Page 3

6 Geotechnical Report Museum Drive Extension Matanuska-Susitna Borough the Penetration Resistance, which was recorded for each sample depth. The values give a measure of the relative density (compactness) or consistency (stiffness) of cohesionless or cohesive soils, respectively. An experienced engineer from HDL was present continuously during drilling to locate the borings, observe drilling action, collect samples, log subsurface conditions, monitor groundwater encountered, and observe installation of groundwater monitoring equipment. The soils were classified in the field according to the Unified Soil Classification System (USCS) presented in Appendix A, Figure A1 and later verified by laboratory tests. A modified version of the U.S. Army Corps of Engineering Frost Design Soil Classification, presented in Appendix A, Figure A2, was used to estimate the frost characteristics of the soils based on the laboratory results. Detailed logs of the borings are presented on the plan and profile sheets in Figures 2 through and in Appendix A, Figures A3 through A22. Peat probing was also performed during this geotechnical field study. The probing consisted of pushing a thin steel rod with T-handle into the regions along the alignment where peat deposits were apparent. The probe was pushed until the rod tip met refusal on firm underlying materials. The depth of probe penetration was measured and recorded. A peat depth contour map presented in Figure, was created for areas where peat deposits were measured..0 LABORATORY TESTING Laboratory tests were performed on select samples recovered from the borings to verify field classifications and to determine the pertinent soil properties and behavior characteristics of the typical materials encountered along the alignment. Testing was conducted by HDL s AASHTO certified soils laboratory. The laboratory testing was formulated with an emphasis on determining the materials classification, moisture content, and frost characteristics. The soils were classified in the field and later confirmed by laboratory testing. A total of 2 moisture content tests were performed on samples from the 20 borings. These tests were conducted in accordance with procedures described in ASTM D-22. The results of the moisture content measurements are presented on the boring logs presented in Appendix A, Figures A3 through A22. Grain size classification tests for this project consisted of 20 mechanical sieve tests and eleven P200 tests. The results were used to verify material classification, estimate permeability characteristics, and determine frost susceptibility of the soils. The mechanical sieve tests were conducted according to procedures described in ASTM D- 22. The P200 tests were conducted according to procedures described in ASTM D- Page

7 Geotechnical Report Museum Drive Extension Matanuska-Susitna Borough. The results of the mechanical sieves and P200 tests are presented on the boring logs presented in Appendix A, Figures A3 through A22. The grain size curves are presented in Appendix A, Figures A23 through A2..0 SUBSURFACE CONDITIONS The subsurface conditions along the alignment are depicted on the plan and profile sheets in Figures 2 through and on the boring logs presented in Appendix A, Figures A3 through A22. The soils encountered were typically sands and gravels with varying amounts of fines. Peat deposits were found at the eastern portion of the alignment, adjacent to the existing Museum Drive, in the wetlands area..1 Groundwater and Surface Water Groundwater was encountered in some borings near stream crossings, wetlands, and other areas that had perched water tables. The groundwater was found to be shallow enough to potentially affect the roadway embankment at two sections of the alignment Station 3+00 to Station 2+00 and Station +00 to Station +00. Groundwater was not found at shallow enough depth to potentially affect the roadway embankment along the rest of the project alignment. Slotted one-inch diameter PVC pipe was installed in of the 20 borings. Groundwater levels were measured in these ten locations approximately 20 days after installation to allow for groundwater stabilization. Free water was observed in 3 of the borings during the time of drilling. Table.1 shows the measured groundwater depths in select borings during drilling and 20 days following drilling. Table.1 Measured Groundwater Levels Boring Number Depth to Groundwater (ft) During Drilling 20 Days After Drilling B- Not Observed.0 B- No PVC Installed B-. B-20. Surface water was observed in two sections along the alignment. There was a small stream encountered on the east and west sides of Vine Road between Station 1+00 and Station Also, surface water was observed the eastern end of the alignment at Museum Drive, the area where peat probing was performed..2 Soils The following discussions of the geotechnical conditions for the project are organized into segments based on subsurface similarities along the alignment. Section.2.1 Page

8 Geotechnical Report Museum Drive Extension Matanuska-Susitna Borough discusses the soils encountered in Borings B-1 through B- between the west end of the alignment at Sylvan Road and 0 feet west of Vine Road (Station +00 to +00). Vine Road is at approximately Station Section.2.2 discusses the soils encountered in Borings B- through B-, east of Vine Road (Station +00 to 1+0). Section.2.3 discusses the soils encountered in Borings B- through B-20, 1,0 feet east of Vine Road to 00 feet east of Museum Drive (Station 1+0 to +00). Section.2. discusses the peat probing results obtained from the roadway alignment section between Boring B-20 and Museum Drive (Station +00 to +00). The majority of the project will consist of fill to bring the road to finished grade. A slight cut occurs from Station +00 to Borings B-1 Through B- (Station +00 to +00) The soils encountered in Borings B-1 through B- (Figures 2 through and A3 through A), between Sylvan Drive and Vine Road, are relatively similar in soil composition. There is a vegetative mat consisting of organics with tree roots in the upper 0. to 1. feet of the borings. The soils typically consist of poorly graded and well graded sandy gravel. These soils contain fine grained soils (passing the #200 sieve) ranging between 2. to. percent and are considered slightly to non-frost susceptible, or F1 to NFS (Figure A2). The moisture contents range from 1. to. percent. The relative density of these coarse grained soils is generally medium dense to very dense. Rock fragments at the tip of the split-spoon sampler indicate that cobbles greater than 3 inches were encountered. Two of the borings, B- and B-, encountered sandy silt below the vegetative mat. In Boring B- the silt layer was found to be approximately. feet in thickness, to a depth of feet below the vegetative mat. Boring B- encountered a 2-foot layer of sandy silt terminating at a depth of approximately 2. feet below existing ground. These finegrained soils are soft and should be considered highly frost susceptible, or F frost classification. The sandy silt in Boring B- had over 3 percent passing the #200 sieve and had an in-situ moisture content of 3 percent. These localized sandy silt deposits, where encountered, will cause pavement distress by frost heaving. Groundwater was not encountered in any of these borings advanced during the drilling process or when monitoring well water levels were measured after drilling..2.2 Borings B- Through B- (Station +00 to 1+0) This section of the alignment includes the three borings directly east of Vine Road. Borings B- through B- (Figures,, and A through A) have been grouped because of their topographic, groundwater, and surface water setting, identified on Figures and. There is a small stream that flows across and adjacent to the proposed alignment. Groundwater was encountered in Borings B- and B- during drilling. As seen in Table.1, groundwater levels were found to be. feet below existing ground and deeper. The measured groundwater levels may vary seasonally. Page

9 Geotechnical Report Museum Drive Extension Matanuska-Susitna Borough The soils encountered in each of the borings were covered by a vegetative mat at the surface. Sandy silt was encountered in Borings B- and B- to approximately 3 feet below ground and should be considered highly frost susceptible. Below the sandy silt, gravelly sand and sandy gravel was encountered. Boring B- soils consisted of gravelly sand to sandy gravel and did not encounter sandy silt to the depths of the boring. The coarse-grained soils encountered are considered to be non-frost susceptible or NFS, due to the fines contents of less than percent. These soils were found to have relative densities ranging between dense to very dense..2.3 Borings B- Through B-20 (Station 1+0 to +00) Along the alignment, after Boring B-, there is a significant rise in the ground surface topography, east of the small stream. Boring B- was advanced at the top edge of that slope. The soils encountered from Boring B- through B-20 (Figures through and A through A22) were found to be similar. These borings encountered a -inch thick vegetative mat of organics and tree roots. The soils consisted primarily of silty, gravelly sand to silty, sandy gravel with fines contents ranging from. to 32.2 percent. These soils are considered to be moderately frost susceptible and are classified as F2 and F3 soils. Rock fragments at the tip of the split-spoon sampler indicate that cobbles greater than 3 inches were encountered within the soil matrix. Moisture contents of these soils range from.0 to. percent. The relative densities of these soils range from medium dense to very dense. A layer of sandy silt was encountered just below the vegetative mat in Borings B-, B- 1, and B-20 with thicknesses of. feet, 2 feet, and 2 feet, respectively. These fine grained soils ranged from loose near the surface to very hard with depth. The sandy silt, as discussed previously, is considered highly frost susceptible, or classified as an F soil. Groundwater was encountered in Boring B-20. A 1-inch slotted PVC pipe was installed in this boring and ground water levels were measured to be approximately. feet below the ground surface..2. Peat Deposits (Station +00 to +00) Between Boring B-20 and Museum Drive, surface water and a significant peat deposit were observed. Peat probing was performed in order to develop a contour map of the approximate peat thickness and is presented in Figure. Peat thickness in this area ranges from less than inches to greater than 0 inches within the proposed roadway alignment right-of-way. There is an open body of water located to the south of this alignment. No other peat deposits were observed along the Museum Drive Extension Project alignment. Page

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22 APPENDIX A Figure A1 Figure A2 Figure A3-A22 Figure A23-A2 Unified Soil Classification Frost Classification Boring Logs Grain Size Curves

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25 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- 1 Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification GP Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data /3/0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat sandy GRAVEL (GP) poorly graded, grayish brown, dry to moist, dense Total Depth:.0 feet Date: /3/200 - /3/200 Geologist: J. Thornley; HDL Engineering S " rock at sampler tip P200-3.% (NFS) S1 Moisture =2.0% 2.0 S2 1 (NFS) S2 P200 =.%, Sa =3.%, Gr =.%, Moisture =2.1%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.0 Sheet Number 1 of 1 Figure A3

26 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- 2 Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification GW Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data /3/0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat sandy GRAVEL (GW) well graded, grayish brown, dry to moist, medium dense Total Depth:.0 feet Date: /3/200 - /3/200 Geologist: J. Thornley; HDL Engineering S1 2." fractured rock in sampler tip (NFS) S1 P200 =2.%, Sa =31.3%, Gr =.2%, Moisture =2.2% 2.0 S2 1 sandy GRAVEL grayish brown, dry to moist, dense S2 Moisture =2.%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. 2" fractured rocks in sampler S3 Moisture =3.% Fractured rocks in sampler Notes: Slotted PVC pipe installed, no free water encountered 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop Sheet Number 1 of 1 Figure A

27 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- 3 Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification GP Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data /3/0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat Total Depth:.0 feet Date: /3/200 - /3/200 Geologist: J. Thornley; HDL Engineering sandy GRAVEL (GP) poorly graded, grayish brown, dry to moist, medium dense S1 2" fractured rock in sampler tip 2.0 S (NFS) S2 P200 =.%, Sa =3.1%, Gr =0.%, Moisture =2.%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. S Moisture =.% 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.0 Sheet Number 1 of 1 Figure A

28 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Equipment_Type: CME Nodwell Total Depth:.0 feet Drilling Method: Hollow-Stem Auger Date: /3/200 - /3/200 Field Crew: Discovery Drilling Geologist: J. Thornley; HDL Engineering Sample Data Ground Water Data Depth (Feet) 0 Sample Type Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Depth in (ft.) Time Date /3/0 /2/0 Symbol SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat ML sandy SILT (ML) brown, moist, soft S1 2 2 P % (F) S1 Moisture =3.1% S2 2 GP-GM slightly silty, sandy GRAVEL (GP-GM) gray, dry to moist, medium dense, 2" fractured rock in sampler.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. (F1) S3 P200 =.3%, Sa =0.%, Gr =2.%, Moisture =.2% Notes: Slotted PVC pipe installed, no free water encountered 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.00.0 Sheet Number 1 of 1 Figure A

29 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Total Depth:.0 feet Drilling Method: Hollow-Stem Auger Date: /3/200 - /3/200 Field Crew: Discovery Drilling Geologist: J. Thornley; HDL Engineering Ground Water Data /3/0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat sandy GRAVEL grayish brown, dry to moist, medium dense S1 2" fractured rock at sampler tip S1 Moisture =2.3% 2.0 S2 1 2 GW sandy GRAVEL (GW) well graded, grayish brown, dry to moist, dense, (NFS) 2" fractured rock at sampler tip S2 P200 =.%, Sa =3.1%, Gr =.%, Moisture =2.0%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. 2" fractured rock at sampler tip S3 Moisture =2.3% Notes: Slotted PVC pipe installed, no free water encountered 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.00.0 Sheet Number 1 of 1 Figure A

30 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Total Depth:.0 feet Drilling Method: Hollow-Stem Auger Date: /3/200 - /3/200 Field Crew: Discovery Drilling Geologist: J. Thornley; HDL Engineering Ground Water Data /3/0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat sandy GRAVEL grayish brown, dry to moist, very dense S1 1 2" fractured rock at sampler tip S S2 Moisture =2.% A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer 2 1 SP-SM Cathead Rope Method BOH. slightly silty, gravelly SAND (SP-SM) poorly graded, grayish brown, dry to moist, very dense (F2) S P200 =.%, Sa =.%, Gr =.%, Moisture =3.% 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop Sheet Number 1 of 1 Figure A

31 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Total Depth:.0 feet Drilling Method: Hollow-Stem Auger Date: //200 - //200 Field Crew: Discovery Drilling Geologist: J. Thornley; HDL Engineering Ground Water Data //0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat sandy GRAVEL brown, dry to moist, very dense S1 20 P % (NFS) S1 Moisture =2.% 2.0 S2 S2 Moisture =2.% A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer GW Cathead Rope Method BOH. sandy GRAVEL (GW) well graded, brown, moist, dense, (NFS) 2." fractured rock at sampler tip S3 P200 =.0%, Sa =31.%, Gr =.1%, Moisture =1.% Notes: Slotted PVC pipe installed, no free water encountered 0 lb. hammer with 30 in. drop lb. hammer with 30 in. drop Sheet Number 1 of 1 Figure A

32 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data //0 sandy SILT brown, moist /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat Total Depth:.0 feet Date: //200 - //200 Geologist: J. Thornley; HDL Engineering S1 sandy GRAVEL brown, moist, dense S1 Moisture =2.% S2 1 0 P200 -.% (F1) S2 Moisture =2.%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.0 Sheet Number 1 of 1 Figure A

33 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification GW Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data //0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat sandy GRAVEL (GW) well graded, brown, moist, dense Total Depth:.0 feet Date: //200 - //200 Geologist: J. Thornley; HDL Engineering S2 S (NFS) S1 P200 =3.%, Sa =3.%, Gr =.%, Moisture =2.% P200-2.% (NFS) S2 Moisture =2.% A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer GP Cathead Rope Method BOH. sandy GRAVEL (GP) poorly graded, brown, moist, dense S3 Moisture =2.% (NFS) S P200 =.3%, Sa =3.%, Gr =.%, Moisture =3.% Notes: Slotted PVC pipe installed, no free water encountered 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop Sheet Number 1 of 1 Figure A

34 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Equipment_Type: CME Nodwell Total Depth:.0 feet Drilling Method: Hollow-Stem Auger Date: //200 - //200 Field Crew: Discovery Drilling Geologist: J. Thornley; HDL Engineering Ground Water Data Depth in (ft.).0 Time Date //0 /2/0 Symbol SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat 0.00 sandy SILT brown, moist A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 3 S S3 S2 S1 CME Auto Hammer SP Cathead Rope Method BOH. gravelly SAND (SP) poorly graded, brown, moist, dense (NFS) S2 P200 =2.%, Sa =3.0%, Gr =.%, Moisture =2.% sandy GRAVEL brown, moist, very dense S3 Moisture =2.% P % (NFS) S Moisture =3.% Notes: Slotted PVC pipe installed 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop Sheet Number 1 of 1 Figure A

35 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone SP-SM Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data //0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat slightly silty, gravelly SAND (SP-SM) brown, moist, very dense Total Depth:.0 feet Date: //200 - //200 Geologist: J. Thornley; HDL Engineering S1 2 P200 -.% (NFS) S1 Moisture =3.3% S (NFS) S2 P200 =.3%, Sa =.1%, Gr =3.%, Moisture =2.%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer 1 2 Cathead Rope Method BOH. sandy GRAVEL brown, moist to wet, dense S3 Moisture =3.2% 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.00.0 Sheet Number 1 of 1 Figure A

36 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data //0 sandy SILT brown, moist.1 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat Total Depth:.0 feet Date: //200 - //200 Geologist: J. Thornley; HDL Engineering S1 GW S1 Moisture =3.1% sandy GRAVEL (GW) well graded, brown, moist to wet, medium dense to dense 3.00 S2 1 S2 Moisture =3.1% A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer 1 Cathead Rope Method BOH. (NFS) S3 P200 =.2%, Sa =3.1%, Gr =.%, Moisture =.1% Notes: Slotted PVC pipe installed 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.00.0 Sheet Number 1 of 1 Figure A

37 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification SM Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Total Depth:.0 feet Drilling Method: Hollow-Stem Auger Date: //200 - //200 Field Crew: Discovery Drilling Geologist: J. Thornley; HDL Engineering Ground Water Data //0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat silty, gravelly SAND (SM) brown, moist, loose S1 P200-1.% (F3) S1 Moisture =.% 2.0 S2 3 dense, (F3) S2 P200 =32.2%, Sa =3.%, Gr =30.%, Moisture =.%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. sandy GRAVEL brown, moist, very dense 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.00.0 Sheet Number 1 of 1 Figure A

38 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification SM Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data //0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat silty, gravelly SAND (SM) brown, moist, medium dense Total Depth:.0 feet Date: //200 - //200 Geologist: J. Thornley; HDL Engineering S1 P % (F3) S1 Moisture =.% 2.0 S2 (F3) S2 P200 =2.2%, Sa =3.%, Gr =3.3%, Moisture =.%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. S3 Moisture =.% 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.0 Sheet Number 1 of 1 Figure A

39 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification SM Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data //0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat silty, gravelly SAND (SM) brown, moist, medium dense to dense Total Depth:.0 feet Date: //200 - //200 Geologist: J. Thornley; HDL Engineering S1 3 (F3) S1 P200 =1.%, Sa =.2%, Gr =31.0%, Moisture =.% 2.0 S2 1 3" fractured rock at sampler tip S2 Moisture =.2%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. S Moisture =.0% Notes: Slotted PVC pipe installed, no free water encountered 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.0 Sheet Number 1 of 1 Figure A1

40 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B- Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Total Depth:.0 feet Drilling Method: Hollow-Stem Auger Date: //200 - //200 Field Crew: Discovery Drilling Geologist: J. Thornley; HDL Engineering Ground Water Data //0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat sandy SILT brown, moist, very hard S SM silty, gravelly SAND (SM) brown, moist, dense.00 S2 1 3 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer 0 21 Cathead Rope Method BOH. S3 Moisture =.3% (F2) S P200 =.%, Sa =3.%, Gr =33.%, Moisture =.0% 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.00.0 Sheet Number 1 of 1 Figure A1

41 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B-1 Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Total Depth:.0 feet Drilling Method: Hollow-Stem Auger Date: //200 - //200 Field Crew: Discovery Drilling Geologist: J. Thornley; HDL Engineering Ground Water Data //0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat sandy SILT brown, moist /2/ S1 SM silty, gravelly SAND (SM) brown, moist, medium dense to dense 2.0 S2 P200-2.% (F3) S2 Moisture =.2%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer 1 2 Cathead Rope Method BOH. (F3) S3 P200 =2.0%, Sa =3.%, Gr =3.%, Moisture =.% Notes: Slotted PVC pipe installed, no free water encountered 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.00.0 Sheet Number 1 of 1 Figure A1

42 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B-1 Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification SM Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data //0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat silty, gravelly SAND (SM) brown, dry to moist, medium dense to dense Total Depth:.0 feet Date: //200 - //200 Geologist: J. Thornley; HDL Engineering S1 S1 No sample recovered 1 S2 2 (F3) 2." fractured rock at sampler tip S2 P200 =2.%, Sa =2.1%, Gr =30.3%, Moisture =.%.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. S3 Moisture =.% S Moisture =.% 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.0 Sheet Number 1 of 1 Figure A20

43 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B-1 Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification GM Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data //0 /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat silty, sandy GRAVEL (GM) brown, moist, medium dense, (F2) Total Depth:.0 feet Date: //200 - //200 Geologist: J. Thornley; HDL Engineering S1 S1 Moisture =.1% S2 S2 P200 =1.2%, Sa =3.3%, Gr =3.%, Moisture =.0% silty, gravelly SAND brown, moist, medium dense.00 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 CME Auto Hammer Cathead Rope Method BOH. 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop.0 Sheet Number 1 of 1 Figure A21

44 LOG OF TEST HOLE PROJECT NUMBER : 0-0 PROJECT : Parks Highway Connections: Museum Drive CLIENT : Matanuska-Susitna Borough HOLE # B-20 Station / Location: Offset: Elevation: Depth (Feet) 0 1 Sample Type Sample Data Number Blow Count Sample Recovery N-Value USCS Classification Frozen Zone Soil Graphic Depth in (ft.) Time Date Symbol Equipment_Type: CME Nodwell Drilling Method: Hollow-Stem Auger Field Crew: Discovery Drilling Ground Water Data //0. /2/0 SUBSURFACE MATERIAL Topsoil brown, moist, Vegetative mat sandy SILT light brown, dry to moist Total Depth:.0 feet Date: //200 - //200 Geologist: J. Thornley; HDL Engineering S1 SM silty, gravelly SAND (SM) light brown, dry to moist, medium dense, P200-2.% (F3) 1." fractured rock at sampler tip S1 Moisture =.% 2.0 A USCS LOG OF TEST HOLE 0-0_MUSEUM_DRIVE.GPJ 200DATATEMPLATE.GDT /2/0 S S3 S2 2 CME Auto Hammer 0 2 Cathead Rope Method BOH. 3" fractured rock at sampler tip S2 No sample recovered (F3) S3 P200 =23.%, Sa =.1%, Gr =32.1%, Moisture =.% Notes: Slotted PVC pipe installed 0 lb. hammer with 30 in. drop 30 lb. hammer with 30 in. drop Sheet Number 1 of 1 Figure A22

45 PERCENT FINER BY WEIGHT U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS / 1/ / HYDROMETER GRAIN SIZE IN MILLIMETERS COBBLES coarse GRAVEL fine coarse medium SAND fine SILT OR CLAY GRAIN SIZE 0-0_MUSEUM_DRIVE.GPJ HDEC.GDT /2/0 : Specimen Identification B- 1 B- 2 B- 3 B- 1 B- 2 B- 3 B- B- Depth.0 Depth 2. Depth.0 Depth.0 Depth.0 B- B- Specimen Identification Depth.0 Depth 2. Depth.0 Depth.0 Depth.0 Classification sandy GRAVEL (GP) sandy GRAVEL (GW) sandy GRAVEL (GP) slightly silty, sandy, GRAVEL (GP-GM) sandy GRAVEL (GW) D0 D0 D30 D Matanuska-Susitna Borough LL Cu %Gravel %Sand %Silt %Clay Parks Highway Connections: Museum Drive Alaska 0-0 PL PI Cc GRAIN SIZE DISTRIBUTION Figure A23

46 0 U.S. SIEVE OPENING IN INCHES / 1/2 3/ 3 U.S. SIEVE NUMBERS HYDROMETER PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS COBBLES coarse GRAVEL fine coarse medium SAND fine SILT OR CLAY GRAIN SIZE 0-0_MUSEUM_DRIVE.GPJ HDEC.GDT /2/0 : Specimen Identification B- B- B- B- B- B- B- B- Depth.0 Depth.0 Depth 2. Depth.0 Depth.0 B- B- Specimen Identification Depth.0 Depth.0 Depth 2. Depth.0 Depth.0 D Classification slightly silty, gravelly SAND (SP-SM) sandy GRAVEL (GW) sandy GRAVEL (GW) sandy GRAVEL (GP) gravelly SAND (SP) D0 D D Matanuska-Susitna Borough LL Cu %Gravel %Sand %Silt %Clay Parks Highway Connections: Museum Drive Alaska 0-0 PL PI Cc GRAIN SIZE DISTRIBUTION Figure A2

47 0 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 2 1 1/ / 3/ HYDROMETER PERCENT FINER BY WEIGHT GRAIN SIZE IN MILLIMETERS COBBLES coarse GRAVEL fine coarse medium SAND fine SILT OR CLAY GRAIN SIZE 0-0_MUSEUM_DRIVE.GPJ HDEC.GDT 1/20/ :02 Specimen Identification B- Depth.0 B- Depth.0 B- Depth.0 B- Depth.0 B- Depth 2. Specimen Identification B- Depth.0 B- Depth.0 B- Depth.0 B- Depth.0 B- Depth 2. D D Classification slightly silty, gravelly SAND (SP-SM) sandy GRAVEL (GW) gravelly, silty SAND (SM) silty, gravelly SAND (SM) silty, gravelly SAND (SM) D D Matanuska-Susitna Borough %Gravel LL %Sand Cu %Silt %Clay Parks Highway Connections: Museum Drive Alaska 0-0 PL PI Cc GRAIN SIZE DISTRIBUTION Figure A2

48 PERCENT FINER BY WEIGHT U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS 2 1 1/ / / HYDROMETER GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL coarse fine coarse medium SAND fine SILT OR CLAY GRAIN SIZE 0-0_MUSEUM_DRIVE.GPJ HDEC.GDT /2/0 : Specimen Identification B- Depth.0 B-1 Depth.0 B-1 Depth.0 B-1 Depth.0 B-20 Depth.0 Specimen Identification B- B-1 B-1 B-1 B-20 Depth.0 Depth.0 Depth.0 Depth.0 Depth.0 D silty, gravelly SAND (SM) silty, gravelly SAND (SM) silty, gravelly SAND (SM) silty, sandy GRAVEL (GM) silty, gravelly SAND (SM) D0 D30 D Classification Matanuska-Susitna Borough Parks Highway Connections: Museum Drive Alaska %Gravel LL PL %Sand PI GRAIN SIZE DISTRIBUTION Cc Cu 1.1. %Silt %Clay Figure A2