B08_140P1426R0010_Attachment_3_GRTE_Replace_Highlands_W_WW_-_Geotech_Report.pdf

GEOTECHNICAL INVESTIGATION

WATERLINE AND SEWER REPLACEMENT

HIGHLAND’S AREA

GRAND TETON NATIONAL PARK

TETON COUNTY, WYOMING

PREPARED

FOR

GRAND TETON NATIONAL PARK

PREPARED

BY

NELSON ENGINEERING

AUGUST 2024

Project No. 24-084-01

TABLE OF CONTENTS

GENERAL AND PROJECT DESCRIPTION

SCOPE

SITE CONDITIONS

DESCRIPTION

GEOLOGIC AND SOIL MAPPING

SEISMIC HAZARD

SITE INVESTIGATIONS

FIELD INVESTIGATIONS

SUBSURFACE CONDITIONS

COTTONWOOD CREEK CROSSING

TP-1

TP-2

WATERLINE ALIGNMENT (TP-3), SEWER LIFT STATION/TANKS (TP-4) AND SEPTIC PROFILE PIT (SP- 1)

TP-3

TP-4

SP-1

ENGINEERING ANALYSES

COTTONWOOD CREEK CROSSING

TRENCH EXCAVATION AND BACKFILL

PIPE BEDDING SUBGRADE

NATIVE SOIL SUITABILITY AS PIPE BEDDING

WARRANTY AND LIMITING CONDITIONS

APPENDICES

GENERAL AND PROJECT DESCRIPTION

A geotechnical investigation was conducted for the Grand Teton National Park Highland’s Area Waterline Replacement and Sewer Maintenance Project. The water line will be about one-half mile long between the Climber’s Ranch and the Highland’s area. The sewer improvements include wastewater distribution lines, a lift station, septic tank, and a new leachfield.

Scope The scope of services for this investigation was to provide geotechnical information pertinent to the design and construction of the waterline. Pertinent information includes geotechnical recommendations and descriptions of subsurface conditions for use by design engineers and for the benefit of the contractor. The work consisted of the performance of a subsurface investigation, laboratory testing, and engineering analyses. Geotechnical assessments and analyses are presented here. Recommendations from this report were utilized in the preparation of the plans and specifications.

SITE CONDITIONS

Description The proposed waterline will connect the Climber’s Ranch water system to the Highlands area. The topography along the line is nearly flat open terrain with grass and sagebrush vegetation. The line will cross Cottonwood Creek which flows from northwest to southeast to the west of Highlands. The creek is surrounded by a riparian zone with brush and mature cottonwood trees. The line will parallel the south side of the Climber’s Ranch Road for 2000 feet then cross Cottonwood Creek to the south of the road, continue along the road another four hundred feet to Highlands Ranch Road, then turn south into the Highland’s area. Within the Highlands area a 4-inch line around the perimeter will be constructed.

Geologic and Soil Mapping The area’s surface geology is mapped on the USGS "Geologic Map of the Moose Quadrangle, Teton County, Wyoming,” J.D. Love, 2001. Glacial alluvial deposits are mapped throughout the alignment. West of Cottonwood Creek, deposits are “Qbro – Outwash gravel deposits from Burned Ridge moraine – Downstream from Jackson Lake moraine (part of third or Pinedale major glaciation).” Along Cottonwood Creek, deposits are From the Cottonwood Creek area to just north of the irrigated hay field, mapped deposits are “Qa – Alluvium – Gravel, sand, silt, and clay along modern streams. East of Cottonwood Creek, deposits are “Qjlo – Outwash gravel deposits from Jackson Lake moraine – Downstream from Jackson Lake moraine (part of third of Pinedale glaciation).”

The USDA-NRCS Web-based Soil Survey of Teton County has mapped the Tineman- Bearmouth gravelly loam in the meadows east and west of Cottonwood Creek. These soils are deep, well drained alluvium and gravelly glaciofluvial deposits located on 0 to 3 percent slopes that are composed of gravelly loam, very gravelly sandy loam, very gravelly sand, very gravelly loam, and very gravelly loamy sand. Tetonville complex soils are mapped along Cottonwood Creek. These soils are deep, somewhat poorly drained alluvial deposits on 0 to

3 percent slopes that are composed of very gravelly sandy loam and very gravelly loamy sand.

Seismic Hazard Grand Teton National Park is located within the Intermountain Seismic Belt, a zone extending from southern Utah through eastern Idaho and western Montana, and encompassing western Wyoming and the Teton Range as referenced by Robert B. Smith and Walter J. Arabasz in "Seismicity of the Intermountain seismic belt, Neotectonics of North America,” 1991. The USGS Earthquake Hazards Program has mapped Quaternary faults and folds in the United States as displayed on Google Earth. Active faults mapped in the vicinity are the Teton Fault, the Phillips Valley Fault, and secondary faults within the Jackson Hole Valley. In particular, the Teton Fault is thought to be capable of producing major earthquakes of a magnitude of seven or greater. The portion of the Teton Fault mapped as active in the Quaternary is approximately 1.5 miles west of the project. Multiple minor earthquakes with epicenters near the site have occurred in recent years (USGS Earthquake Database).

SITE INVESTIGATIONS

Field Investigations On June 20, 2024, five test pits, TP-1 through TP-4 and SP-1, were excavated along the eastern portion of the proposed alignment and within the proposed septic field. Test pits could not be located along the western part due to wildlife nesting restrictions. Test pit locations are shown on the Test Pit Location Drawings in the Appendix. TP-1 and TP-2 were excavated west and east Cottonwood Creek. TP-3 was excavated along the transmission line alignment, TP-4 was excavated near the existing septic tanks and lift station, and SP-1 was excavated within the proposed septic field for the Highland’s area and adjacent to the existing septic field. Test pits were located approximately using a handheld Leica Zeno FLX100 GPS unit. Test pit locations and depths were selected to determine subsurface conditions near and within the proposed development. All test pits were backfilled with excavated material after logging was completed.

The Grand Teton National Park Road Maintenance Department excavated the test pits with a John Deere 710 backhoe. Andy Pruett, a Professional Geologist at Nelson Engineering, logged the test pits and directed the sampling. Soils were classified in the field and logged by the geologist. The soil classifications, moisture conditions, and presence of organic or other notable features were recorded in the field logs. Bulk samples were sealed in plastic bags and transported to our laboratory for testing and further classification. Groundwater observations were made at the time of the excavation based on field observations of soil moisture conditions. Field observations are presented on the test pit logs in the Appendix.

The stratification lines shown on the test pit logs represent the approximate boundary between soil types. The actual in-situ transition may be either gradual or abrupt. Due to the nature and depositional characteristics of natural soils and fills, care should be taken in interpolating subsurface conditions beyond the location of the test pits. Soil conditions can change rapidly in both the lateral and vertical directions. Groundwater conditions shown on the logs are only for the dates indicated.

The subsurface conditions were interpreted from the described test pits at the site. The soil properties inferred from the field assessments supported by our experience formed the basis for developing our conclusions and recommendations.

Samples obtained during the field investigation were taken to the laboratory where they were visually classified in accordance with ASTM Test Method D-2487-93, which is based on the Unified Soils Classification System.

The soil samples stored in our laboratory will be discarded after 30 days from the date this report is submitted unless we receive a specific request to retain them.

SUBSURFACE CONDITIONS

Cottonwood Creek Crossing

TP-1

The test pit was thirty feet west of Cottonwood Creek, seven feet above the water channel.

Soils were dry, dense to very dense, brown/dark brown, silty gravel with sand, cobbles, and boulders up to 18-inches maximum dimension to 5 feet. The silty gravel had abundant roots to three feet, and contained approximately 70-percent gravels, cobbles, and boulders and 30-percent silt with sand/sandy silt matrix. The bottom of the test pit at 11 feet were glacial/fluvial deposits composed of moist to saturated, brown, well-graded gravel with silt, sand, cobbles, and boulders up to 30-inches maximum dimension were encountered. The glacial deposits were dense to very dense. Field estimates of composition are: 5-percent boulders, 25-percent cobbles from 8- to 12-inches, 40-percent round gravels and cobbles up to 8-inches, and 25-percent sand with silt matrix. Excavation was characterized by easy to moderate digging throughout the test pit and a 30-inch boulder was encountered at 6 feet.

Groundwater was encountered at 7 feet during test pit excavation, which corresponds to the Cottonwood Creek water surface elevation. Major caving of test pit walls occurred below groundwater and prevented deeper test pit excavation.

TP-2

The test pit was twenty feet east of Cottonwood Creek, within the floodplain at 6” above the water channel. Surficial deposits were 6 inch depth of moist, dark brown silty sand topsoil with abundant organics. From 0.5 to 2.25 feet were moist, loose to medium dense, brown/dark brown well-graded sand with fine gravels. From 2.25 to 3.5 feet were dry, dense to very dense, brown/dark brown silty gravel with sand and cobbles up to 12-inches maximum dimension. Silty gravel contained approximately 70 percent round gravels and cobbles and 30 percent silt with sand/sandy silt matrix. From 3.5 feet to test pit bottom at 12 feet were alluvial deposits composed of moist, brown, dense to very dense clayey gravel with sand, cobbles, and boulders up to 16-inches maximum dimension. Field estimates of composition are: 2-percent boulders, 5- to 10-percent cobbles from 8- to 12-inches, 60- to 65-percent round gravels and cobbles up to 8-inches, and 30-percent sand and clay matrix.

Excavation was characterized by easy digging to 3.5 feet and easy to moderate digging below

3.5 feet. Groundwater was not encountered during test pit excavation, which indicates the silty/clayey gravel deposits on the east side of the creek have sealed off water infiltration from the creek. Minor caving of test pit walls occurred within the test pit.

Waterline Alignment (TP-3), Sewer Lift Station/Tanks (TP-4) and Septic Profile Pit

(SP-1)

TP-3

The test pit was located to the south of the Climber’s Ranch Road embankment. Surficial soils were 0.5 feet of dry, dark brown, silty sand topsoil with abundant grass roots. Below the surficial soils to the bottom of the test pit at 7 feet were glacial deposits composed of dry to slightly moist, dense to very dense, brown, well-graded gravel with silt, sand, and cobbles up to 12-inches maximum dimension. The glacial debris contained approximately 80-percent round gravels and cobbles, and 20-percent silty sand/sandy silt matrix. Excavation with the backhoe was characterized as easy to moderate digging throughout. Major caving of test pit walls was observed and prevented deeper excavation. No groundwater was encountered during test pit excavation.

TP-4

The test pit was located northwest of the existing septic tanks and lift station. Surficial soils were 6 feet foot of dry to moist dense to very dense brown/dark brown silty gravel with sand, cobbles, and boulders up to 18-inches maximum dimension. The alluvial floodplain deposits contained approximately 60 percent round gravels, cobbles, and boulders and 40 percent silt with sand/sandy silt matrix. Below 6 feet to the bottom of the test pit at 12 feet, alluvial deposits composed of moist to saturated, brown clayey gravel with sand, cobbles, and boulders up to 16-inches maximum dimension were encountered. The alluvial clayey gravel was dense to very dense and contained approximately 70-percent round gravels, cobbles, and boulders and 30-percent sandy clay/clay with sand matrix. Excavation with the backhoe was characterized as easy to moderate digging throughout the test pit. Minor caving of test pit walls occurred. groundwater was encountered at 11.3 feet. A monitoring well was installed in the test pit to allow for future groundwater monitoring.

SP-1

The test pit was in the proposed septic field and north of the existing field. Surficial soils were

0.5 feet of dry, brown, silty sand with gravel. Below the surficial soils to the bottom of the test pit at 10 feet, glacial deposits composed of dry, brown/light brown, well-graded, gravel with silt, fine sand, cobbles, and boulders up to 16-inches maximum dimension were encountered. The glacial deposits contained approximately 75-percent round gravels, cobbles, and boulders, and 25-percent silty sand/sand with silt matrix. Excavation with the backhoe was characterized as easy to moderate digging throughout. Major caving of test pit walls was observed, and groundwater was not encountered, nor were signs of historical high groundwater observed in the test pit.

ENGINEERING ANALYSES

Cottonwood Creek Crossing

The Cottonwood Creek crossing is an area where the creek meanders across the floodplain.

Channel erosive and depositional forces may cause the creek channel to relocate across the floodplain in the future. Fluvial geomorphologic analysis is beyond the scope of this report.

Absent a fluvial geomorphologic analysis of channel migration and scour, conservatism is advised in placing the line below possible scour depth with deeper burial extending across a wide potential channel migration area.

Three methods of pipe installation were evaluated for the creek crossing, conventional trenching, -ploughing, and Horizontal Direction Drilling (HDD). HDD installation uses a drill to advance fusible PVC or HDPE casing at depth. Ploughing places the line at frost depth in a ploughed cut. The evaluation consisted of the analysis of subsurface conditions as they pertain to HDD and conventional direct bury.

Ground conditions are amenable to conventional direct burial in trenches of ten feet or deeper. A continuous water table was not encountered in the two test pits with the east side of the creek showing groundwater well below creek level and the west side showing an aquifer at creek level. From these indications, it appears dewatering the trench will not require large volume pumping if the creek is properly routed in a culvert or pipe through the work zone. Dewatering will be required along with settling ponds to minimize sediment return to the creek. Test pits exhibited little caving indicating that with the use of trench boxes, the footprint of trenches can be minimized.

Ploughing is not recommended due the presences of boulders. Ploughing also places the piping at relatively shallow depth where it may be exposed to scour.

HDD installation is not recommended due to boulders, gravel and cobbles soils found in the test pits. The following references are cited:

“Soils that consist of mainly coarse-grained material present a serious restriction on the feasibility of HDD because they cannot easily be fluidized by the drilling fluid. This condition makes it difficult to cut and remove the material in a drilling fluid from the open hole. A boulder or cluster of cobbles will remain in the drilled path and present an obstruction to the bit or reamer. Additionally, boulders and /or concentrated cobbles tend to deflect HDD drill bits in ways that in some instances cannot be corrected making it difficult or impossible to maintain the pilot bore on the correct alignment.” “Horizonal Direction Drilling,” Willoughby, D.W. 2005

“One of the most important concerns is to determine if there are potential showstoppers.

These are site characteristics that could make it impossible to use HDD or could result in unacceptably high risks. Potential showstoppers include:

• Boulders

• Cobbles

• Gravel”

“Horizontal Drilling Good Practices Guidelines” 3rd Ed, 2008, HDD Consortium

Trench Excavation and Backfill Surficial topsoil’s rich in organics are not suitable for trench backfill. Underlying glacial/fluvial deposits mostly consisting of gravel, sand, and silt soils are appropriate for trench backfill provided boulders and large cobbles are propely compacted. Stockpiles should be prevented from saturation by precipitation infiltration to ensure moisture content is in the range that allows for compaction. Addition of water to attain moisture content in clay and silt rich soils to attain optimum moisture may be difficult.

Pipe Bedding Subgrade Native soils will provide suitable competent subgrade for waterline bedding placement for all but isolated and limited areas. In isolated areas where softer or loose soils are found at trench subgrade elevation, placement of aggregate as ballast should be specified by project designers and installed during construction.

Native Soil Suitability as Pipe Bedding Gravel and sandy soils in the proposed trench footprint can be processed/screened to provide pipe bedding material. This process may or may not be economical given construction footprint limitations within the Park.

WARRANTY AND LIMITING CONDITIONS

This report was prepared for use by Grand Teton National Park (“Client”). The scope of work was specifically prepared for and limited to the specific purpose of providing geotechnical recommendations for the project described. The report is for the sole use of the named client and the design and construction team for this project. This report is non-transferable to future property owners without the written consent of both Nelson Engineering and the client. This report has been prepared based on a limited amount of data. Actual site conditions may vary. These services have been performed in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing in this locality at the time the report was prepared. No other warranty is made or implied.

This report is site-specific. The report is limited to the information available at the time it was prepared. In the event additional information is provided to Nelson Engineering following this report, it will be forwarded to the client in the form received for evaluation by the client. Use or misuse of this report, or reliance upon the findings hereof by any parties other than the Client, is at their own risk. Neither the Client nor Nelson Engineering may make any representation of warranty to such other parties as to the accuracy or completeness of this report or the suitability of its use by other parties for any purpose whatsoever, known, or unknown, to the Client or Consultant. Neither Client nor Nelson Engineering shall have any liability to or indemnify or hold harmless third parties for any losses incurred by the actual or purported use or misuse of this report.

Philip Gyr, PE Geotechnical Engineer

APPENDIX

DRAWINGS

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DATE

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SURVEYED

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ENGINEERED

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DRAWN

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CHECKED

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APPROVED

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REV.

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DRAWING NO

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JOB TITLE

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JOB NO

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DRAWING TITLE

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AutoCAD SHX Text 24-084-01

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WATER & WASTEWATER SYSTEMS

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HIGHLANDS AREA - GTNP

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GEOTECHNICAL INVESTIGATION

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TEST PIT LOCATION MAP

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AP

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AP

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PG

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PG

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HIGHLANDS HOUSING AREA

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CLIMBERS RANCH

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COTTONWOOD CREEK

AutoCAD SHX Text NOTES: 1. AERIAL PHOTOGRAPHY FROM AERIAL PHOTOGRAPHY FROM MICROSOFT. 2. TEST PITS LOCATED WITHIN 4 FEET TEST PITS LOCATED WITHIN ±4 FEETBY GPS. 3. MONITORING WELL INSTALLED IN MONITORING WELL INSTALLED IN TP-4.

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TP-1

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TP-2

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TP-3

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TP-4 GW AT 11.3' ON 6/20/2024

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SP-1

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CLIMBER'S RANCH ROAD

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HIGHLANDS RANCH ROAD

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PROPOSED WATER LINE ALIGNMENT APROX

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TEST PIT LOGS

GEOTECHNICAL GENERAL NOTES

i

CORRECTED SPT: Standard Penetration Test values corrected to N160 correcting for theoretical free-fall hammer energy and overburden pressure per 7th edition of the AASHTO Bridge Design Specifications.

DRILLING, SAMPLING, AND SOIL PROPERTIES ABBREVIATIONS AND SYMBOLS

N: Standard Penetration Test Uc: Unconfined compressive strength, Pounds/ft2 (PSF) Pp: Pocket Penetrometer values, Ton/ft2 (TSF) FILGC: Fragments indicate gravels and cobbles larger than split spoon diameter.

w: Water content, % LL: Liquid limit, % PI: Plasticity index, % gd: In-situ dry density, lbs/ft3 (PCF) : Ground water level SS: Split-Spoon Sample ST: Shelby Tube Sampler CS: Cylindrical Brass Lined Sample

Monitoring Well, diagonal hatching indicates screen and sand packed interval

SOIL RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION

Non-Cohesive Soils SPT

Cohesive Soils Pp-(tons/ft2)

Very Loose 0 - 4 Very Soft 0 - 0.25 Loose 4 - 10 Soft 0.25 - 0.50

Slightly Compact 8 - 15 Medium Stiff 0.50 - 1.00 Medium Dense 10 - 30 Stiff 1.00 - 2.00

Dense 30 - 50 Very Stiff 2.00 - 4.00 Very Dense 50+ Hard 4.00+

PARTICLE SIZE

Boulders:

12 in.+

Coarse Sand:

5 mm(#4)-2 mm(#10)

Silts and Clays:

<#200

Cobbles:

12 in.-3in.

Medium Sand:

2 mm(#10)-0.4mm(#40)

Gravel:

3in.-5mm(#4)

Fine Sand:

0.4mm(#40)- 0.075mm(#200)

ELSON

NGINEERING

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UNDISTURBED

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SAMPLES

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SAMPLE ID

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REMARKS

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MATERIAL DESCRIPTION

AutoCAD SHX Text This log is part of a report prepared by Nelson Engineering for this project and should be read with the report. This summary applies only at the location of the test pit and at the time of the excavation. Subsurface conditions may differ at other locations and may change at this location with passage of time. The data presented is a simplification of actual conditions encountered.

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BULK

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LIQUID LIMIT

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PLASTIC LIMIT

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MOISTURE (%)

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WELL LOG

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DRY DENSITY (PCF)

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DEPTH (FT)

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GRAPHICS LOG

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CLIENT:

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P.O. BOX 1599, JACKSON WYOMING (307) 733-2087

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PROJECT NAME:

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DATE STARTED / FINISHED:

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LOGGED BY:

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BOREHOLE LOCATION/ELEVATION:

AutoCAD SHX Text TEST PIT No.

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EXCAVATOR TYPE:

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PAGE:

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OPERATOR:

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GRAND TETON NATIONAL PARK

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TETON COUNTY, WYOMING

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GTNP HIGHLANDS UTILITIES

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AutoCAD SHX Text 6/20/2024

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ANDY PRUETT, PG

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W COTTONWOOD CRK CROSSING

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GTNP

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JOHN DEERE 710 BACKHOE

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JOB NO.

AutoCAD SHX Text 24-084-01

AutoCAD SHX Text ~30' WEST OF COTTONWOOD CREEK, ~7' ABOVE CREEK, DENSE SHRUBS WITH MATURE COTTONWOODS EASY TO MODERATE DIGGING THROUGHOUT GROUNDWATER ENCOUNTERED AT 7' MAJOR CAVING BELOW GROUNDWATER

AutoCAD SHX Text 0'-5.0' DRY, BROWN/DK BROWN, SILTY GRAVEL WITH SAND, DRY, BROWN/DK BROWN, SILTY GRAVEL WITH SAND, COBBLES AND BOULDERS UP TO 18" MAXIMUM DIMENSION, ABUNDANT ROOTS TO 3', DENSE TO VERY DENSE, ~70% ROUND GRAVELS, COBBLES, AND BOULDERS, ~30% SILT WITH SAND/SANDY SILT MATRIX

AutoCAD SHX Text 5.0'-BOP MOIST TO SATURATED, BROWN GRAVEL WITH SILT, SAND, MOIST TO SATURATED, BROWN GRAVEL WITH SILT, SAND, COBBLES, AND BOULDERS UP TO 30" MAXIMUM DIMENSION, WELL-GRADED, DENSE TO VERY DENSE, ~75% ROUND GRAVELS, COBBLES, AND BOULDERS, ~25% SAND WITH SILT MATRIX MINOR BOULDERS (~5%) MODERATE LARGE COBBLES FROM 8"-12" (~25%) ABUNDANT GRAVELS TO 8" COBBLES (~40%) SAND WITH SILT MATRIX (~25%)

FURTHER PROGRESS PREVENTED DUE TO CAVING BOP=11'

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SAMPLES

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REMARKS

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MATERIAL DESCRIPTION

AutoCAD SHX Text This log is part of a report prepared by Nelson Engineering for this project and should be read with the report. This summary applies only at the location of the test pit and at the time of the excavation. Subsurface conditions may differ at other locations and may change at this location with passage of time. The data presented is a simplification of actual conditions encountered.

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BULK

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LIQUID LIMIT

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PLASTIC LIMIT

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MOISTURE (%)

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WELL LOG

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DRY DENSITY (PCF)

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DEPTH (FT)

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GRAPHICS LOG

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CLIENT:

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P.O. BOX 1599, JACKSON WYOMING (307) 733-2087

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PROJECT NAME:

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DATE STARTED / FINISHED:

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LOGGED BY:

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BOREHOLE LOCATION/ELEVATION:

AutoCAD SHX Text TEST PIT No.

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EXCAVATOR TYPE:

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PAGE:

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OPERATOR:

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GRAND TETON NATIONAL PARK

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TETON COUNTY, WYOMING

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GTNP HIGHLANDS UTILITIES

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AutoCAD SHX Text 6/20/2024

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ANDY PRUETT, PG

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E COTTONWOOD CRK CROSSING

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GTNP

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JOHN DEERE 710 BACKHOE

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JOB NO.

AutoCAD SHX Text 24-084-01

AutoCAD SHX Text FLOODPLAIN OF COTTONWOOD CREEK, TP IS ~20' E OF CREEK AND ~0.5' ABOVE CREEK, DENSE GRASS AND DEADFALL, ABUNDANT ASPEN AND COTTONWOOD ROOTS TO 3.5' EASY DIGGING TO 3.5' EASY TO MODERATE DIGGING BELOW 3.5' MINOR CAVING OF GRAVELS

AutoCAD SHX Text 2.25'-3.5' DRY, BROWN/DK BROWN, SILTY GRAVEL WITH SAND AND DRY, BROWN/DK BROWN, SILTY GRAVEL WITH SAND AND COBBLES UP TO 12" MAXIMUM DIMENSION, DENSE TO VERY DENSE, ~70% ROUND GRAVELS AND COBBLES, ~30% SILT WITH SAND/SANDY SILT MATRIX

AutoCAD SHX Text 3.5'-BOP MOIST, BROWN CLAYEY GRAVEL WITH SAND, COBBLES, MOIST, BROWN CLAYEY GRAVEL WITH SAND, COBBLES, AND BOULDERS UP TO 16" MAXIMUM DIMENSION, DENSE TO VERY DENSE, ~70% ROUND GRAVELS, COBBLES, AND BOULDERS, ~30% SANDY CLAY/CLAY WITH SAND MATRIX TRACE BOULDERS (~2%) MINOR LARGE COBBLES FROM 8"-12" (~5-10%) ABUNDANT GRAVELS TO 8" COBBLES (~60-65%) SAND AND CLAY MATRIX (~30%)

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TP2-1

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BOP=12' NO GROUNDWATER ENCOUNTERED

AutoCAD SHX Text 0'-0.5' MOIST, DK BROWN SILTY SAND TOPSOIL, ABUNDANT MOIST, DK BROWN SILTY SAND TOPSOIL, ABUNDANT ORGANICS

AutoCAD SHX Text 0.5'-2.25' MOIST, BROWN/DK BROWN WELL-GRADED SAND WITH FINE MOIST, BROWN/DK BROWN WELL-GRADED SAND WITH FINE GRAVELS, LOOSE TO MEDIUM DENSE

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TP2-2

6'-7'

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UNDISTURBED

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SAMPLES

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REMARKS

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MATERIAL DESCRIPTION

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BULK

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LIQUID LIMIT

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PLASTIC LIMIT

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MOISTURE (%)

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WELL LOG

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DRY DENSITY (PCF)

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DEPTH (FT)

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GRAPHICS LOG

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CLIENT:

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P.O. BOX 1599, JACKSON WYOMING (307) 733-2087

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PROJECT NAME:

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DATE STARTED / FINISHED:

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LOGGED BY:

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BOREHOLE LOCATION/ELEVATION:

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EXCAVATOR TYPE:

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PAGE:

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OPERATOR:

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GRAND TETON NATIONAL PARK

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TETON COUNTY, WYOMING

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GTNP HIGHLANDS UTILITIES

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AutoCAD SHX Text 6/20/2024

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ANDY PRUETT, PG

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CLIMBER'S RANCH ROAD

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GTNP

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JOHN DEERE 710 BACKHOE

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JOB NO.

AutoCAD SHX Text 24-084-01

AutoCAD SHX Text 5' SOUTH OF ROAD AT TOE OF EMBANKMENT EASY TO MODERATE DIGGING THROUGHOUT MAJOR CAVING THROUGHOUT

AutoCAD SHX Text 0'-1.0' DRY, DK BROWN, SILTY SAND TOPSOIL, ABUNDANT GRASS DRY, DK BROWN, SILTY SAND TOPSOIL, ABUNDANT GRASS ROOTS

AutoCAD SHX Text 1.0'-BOP DRY TO SLIGHTLY MOIST, BROWN GRAVEL WITH SILT, DRY TO SLIGHTLY MOIST, BROWN GRAVEL WITH SILT, SAND, AND COBBLES UP TO 12" MAXIMUM DIMENSION, WELL-GRADED, DENSE TO VERY DENSE, ~80% ROUND GRAVELS AND COBBLES, ~20% SILTY SAND/SANDY SILT MATRIX

FURTHER PROGRESS PREVENTED DUE TO CAVING BOP=7' NO GROUNDWATER ENCOUNTERED

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UNDISTURBED

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SAMPLES

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SAMPLE ID

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REMARKS

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MATERIAL DESCRIPTION

AutoCAD SHX Text This log is part of a report prepared by Nelson Engineering for this project and should be read with the report. This summary applies only at the location of the test pit and at the time of the excavation. Subsurface conditions may differ at other locations and may change at this location with passage of time. The data presented is a simplification of actual conditions encountered.

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BULK

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LIQUID LIMIT

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PLASTIC LIMIT

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MOISTURE (%)

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WELL LOG

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DRY DENSITY (PCF)

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DEPTH (FT)

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GRAPHICS LOG

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CLIENT:

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P.O. BOX 1599, JACKSON WYOMING (307) 733-2087

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PROJECT NAME:

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DATE STARTED / FINISHED:

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LOGGED BY:

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BOREHOLE LOCATION/ELEVATION:

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EXCAVATOR TYPE:

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PAGE:

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OPERATOR:

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GRAND TETON NATIONAL PARK

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TETON COUNTY, WYOMING

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GTNP HIGHLANDS UTILITIES

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AutoCAD SHX Text 6/20/2024

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ANDY PRUETT, PG

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SOUTHEAST OF EMP. HOUSING

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GTNP

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JOHN DEERE 710 BACKHOE

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JOB NO.

AutoCAD SHX Text 24-084-01

AutoCAD SHX Text GRASS AND SHRUB G.S. WITH SPARSE COTTONWOODS ABUNDANT ROOTS TO 4' EASY DIGGING TO 3' EASY TO MODERATE DIGGING BELOW 3' MINOR CAVING OF GRAVELS GROUNDWATER ENCOUNTERED AT 11.3'

AutoCAD SHX Text 0'-6.0' DRY TO MOIST, BROWN/DK BROWN, SILTY GRAVEL WITH DRY TO MOIST, BROWN/DK BROWN, SILTY GRAVEL WITH SAND, COBBLES, AND BOULDERS UP TO 18" MAXIMUM DIMENSION, DENSE TO VERY DENSE, ~60% ROUND GRAVELS, COBBLES, AND BOULDERS, ~40% SILT WITH SAND/SANDY SILT MATRIX

AutoCAD SHX Text 6.0'-BOP MOIST TO SATURATED, BROWN CLAYEY GRAVEL WITH MOIST TO SATURATED, BROWN CLAYEY GRAVEL WITH SAND, COBBLES, AND BOULDERS UP TO 16" MAXIMUM DIMENSION, DENSE TO VERY DENSE, ~70% ROUND GRAVELS, COBBLES, AND BOULDERS, ~30% SANDY CLAY/CLAY WITH SAND MATRIX

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TP4-1

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BOP=12' MONITORING WELL INSTALLED: 14.5' OF 1.5" SCHEDULE 40 PVCSLOTTED EVERY 6" FROM 7'-12' DEPTH STICK UP = 2.5'

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UNDISTURBED

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SAMPLES

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SAMPLE ID

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REMARKS

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MATERIAL DESCRIPTION

AutoCAD SHX Text This log is part of a report prepared by Nelson Engineering for this project and should be read with the report. This summary applies only at the location of the test pit and at the time of the excavation. Subsurface conditions may differ at other locations and may change at this location with passage of time. The data presented is a simplification of actual conditions encountered.

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BULK

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LIQUID LIMIT

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PLASTIC LIMIT

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MOISTURE (%)

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WELL LOG

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DRY DENSITY (PCF)

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DEPTH (FT)

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GRAPHICS LOG

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CLIENT:

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P.O. BOX 1599, JACKSON WYOMING (307) 733-2087

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PROJECT NAME:

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DATE STARTED / FINISHED:

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LOGGED BY:

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BOREHOLE LOCATION/ELEVATION:

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EXCAVATOR TYPE:

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PAGE:

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OPERATOR:

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GRAND TETON NATIONAL PARK

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TETON COUNTY, WYOMING

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GTNP HIGHLANDS UTILITIES

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SP-1

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ANDY PRUETT, PG

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PROPOSED LEACHFIELD

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GTNP

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JOHN DEERE 710 BACKHOE

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JOB NO.

AutoCAD SHX Text 24-084-01

AutoCAD SHX Text GRASS, SAGEBRUSH AND WILDFLOWER MEADOW ABUNDANT ROOTS TO 2' EASY TO MODERATE DIGGING THROUGHOUT MAJOR CAVING THROUGHOUT

AutoCAD SHX Text 0'-0.5' DRY, BROWN SILTY SAND WITH GRAVEL TOPSOILDRY, BROWN SILTY SAND WITH GRAVEL TOPSOIL

AutoCAD SHX Text 0.5'-BOP DRY, BROWN/LT BROWN GRAVEL WITH SILT, FINE SAND, DRY, BROWN/LT BROWN GRAVEL WITH SILT, FINE SAND, COBBLES, AND BOULDERS UP TO 16" MAXIMUM DIMENSION, WELL-GRADED, ~75% ROUND GRAVELS, COBBLES, AND BOULDERS, ~25% SILTY SAND/SAND WITH SILT MATRIX

BOP=10' NO GROUNDWATER ENCOUNTERED NO SIGNS OF HISTORICAL HIGH GROUNDWATER OBSERVED