2017-10-26 Gardiner Entrance Geotech Report.pdf

October 26, 2017

Eric Ackley, Landscape Architect Yellowstone National Park Transmitted electronically: eric_ackley@nps.gov

RE: NORTH ENTRANCE STATION, YELLOWSTONE NATIONAL PARK, GARDINER, MONTANA

PROJECT NO: 14121.2197

Dear Eric, We are pleased to present this report of our Geotechnical Site Investigation for the proposed new construction of the North Entrance to Yellowstone National Park in Gardiner, MT. The report describes site conditions and presents conclusions and recommendations to support the design and construction of foundation elements.

In summary, the site appears to be underlain by stony alluvium of the Yellowstone River floodplain, considered to be an adequate bearing layer for construction. Alluvial deposits are notoriously variable, but conditions observed during the subsurface exploration appear consistent across the proposed project area. Jorgensen should observe subgrade conditions for any new foundation elements prior to placement of fill or foundation elements, especially if pockets or lenses of loose sand or fine‐grained soils are observed.

If you have any questions about this report, or if we may provide other services to you, please do not hesitate to contact us. As the project progresses, we will be available to answer questions.

Respectfully submitted, JORGENSEN GEOTECHNICAL

Colter H. Lane, P.E.

Geotechnical Investigation Report Yellowstone National Park North Entrance Station Gardiner, Montana

Prepared by:

PO Box 9550 Jackson, WY 83002

October 26, 2017

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TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 INVESTIGATION PROCEDURE

2.1 FIELD INVESTIGATION

2.2 LABORATORY ANALYSIS

2.3 REPORT PREPARATION

3.0 SITE CONDITIONS

3.1 SITE DESCRIPTION

3.2 GEOLOGY

3.3 SOILS

3.4 GROUNDWATER

3.5 EARTHQUAKES AND SEISMICITY

3.6 GEOLOGIC HAZARDS AND LIQUEFACTION

4.0 ENGINEERING ANALYSES

4.1 SETTLEMENT

4.2 BEARING CAPACITY

4.3 LATERAL LOADS ON FOUNDATION WALLS

4.3.1 Active Pressures

4.3.2 At‐Rest Pressures

4.3.3 Passive Pressures

4.4 SOIL FRICTION

5.0 RECOMMENDATIONS

5.1 FOUNDATIONS

5.2 SITE PREPARATION

5.3 EXCAVATION AND CUT SLOPE STABILITY

5.4 FINAL BACKFILLING

5.5 INTERIOR SLABS‐ON‐GRADE

5.6 EXTERIOR SLABS‐ON‐GRADE

5.7 CRAWLSPACE, VENTILATION, AND RADON

5.8 REINFORCING, UTILITIES TESTING, AND CONCRETE CONSIDERATIONS

5.9 OBSERVATION DURING CONSTRUCTION

6.0 LIMITATIONS

7.0 REFERENCES

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LIST OF FIGURES

Figure 1: Site Location and Geologic Map Figure 2: Test Pit Location Map

LIST OF TABLES

Table 4‐1: Lateral Pressure Parameters for Native Stony Alluvium or Stony “Pit‐Run” Fill Table 5‐1: Compaction Parameters for Stony Fill

LIST OF APPENDICES

Appendix A: Borehole Logs Appendix B: USGS Seismic Design Maps Summary and Detailed Reports

Jorgensen Geotechnical, LLC October 2017 YNP – Gardiner Entrance Station

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1.0 INTRODUCTION

Jorgensen Geotechnical (JG) has conducted a Geotechnical Site Investigation at the Yellowstone National Park (YNP) North Entrance Station in Gardiner, MT (Figure 1). Preliminary plans indicate that construction will include a new entrance station building and kiosks located northwest of the existing entrance buildings.

The purposes of this investigation were to observe soil and groundwater conditions, evaluate soil engineering properties, and to provide recommendations to support design and construction of the proposed new entrance station building foundations. The scope of services included drilling and logging four exploratory boreholes, performing engineering analyses, and furnishing this report. Geotechnical Report No. 06‐14 for the Gardiner Gateway Project issued by the FHWA in August 2014 was reviewed as part of investigation process.

2.0 INVESTIGATION PROCEDURE

2.1 Field Investigation

The field investigation was conducted on September 28, 2017. Four boreholes were excavated to depths ranging from 5 to 10.5 feet below the ground surface (bgs). Soil type, thickness, consistency, and relative moisture content were observed and documented by JG. Standard penetration tests (SPT) were recorded each boring at 5‐foot intervals. Blow counts for the Standard Penetration Test (field N‐values) were adjusted to a standard hammer efficiency of 60% and overburden pressure of one atmosphere, as suggested by Youd and Idriss (1997) and Fang (1991), to obtain the adjusted (N1)60 value in blows per foot (bpf).

Site conditions may vary and actual soil conditions may differ from those represented in the exploration logs. Approximate borehole locations are shown on Figure 2 and detailed borehole logs are presented graphically in Appendix A.

2.2 Laboratory Analysis

The stony nature of the site soils precludes laboratory testing due to the size of a properly representative sample. Soil engineering behavior is estimated using field observations of soil type and consistency.

2.3 Report Preparation

The report describes the geological site conditions and includes a site location and geologic map and descriptive test pit logs. The report provides engineering analyses and recommendations for construction of new foundation elements.

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3.0 SITE CONDITIONS

3.1 Site Description

The entrance station is located about 1 mile south of Gardiner town center, on the alluvial floodplain deposits of the Yellowstone River. The Yellowstone River flows northwesterly about

0.3 miles north of the site, and the Gardiner River flows about 400 feet to the east. The site is relatively flat at an elevation of approximately 5,350 feet above mean sea level (AMSL).

3.2 Geology

The project site is found on the geologic map of the Mammoth Quadrangle and part of the Gardiner Quadrangle by Kenneth L. Pierce, published in 1973 and adapted as Figure 1. The map shows the location of surface deposits, bedrock units, and geologic structures (i.e., faults and folds). According to the map, the project site is covered by alluvial flood deposits (pfd) which “contain many boulders more than 3‐ft” with “pockets of sand.” Later mapping by Berg et al.

(1999) identifies the soil at the project site as glacial deposits (Qg). Bedrock is assumed to be deep.

Several Quaternary faults have been identified in the Gardiner area (USGS, 2006), the nearest of which is the Emigrant Fault approximately 15 miles to the northwest. Other notable faults incude the Hebgen and Red Canyon Faults, which caused surface displacement during the 1959 Hebgen Lake Earthquake, which are located approximately 26‐miles to the southwest, the Eagle Bay Fault Zone (35 miles southeast), and the Madison Fault (38 miles southwest). With the exception of the Eagle Bay Fault, which is predicted to have a slip rate of less than 0.2 mm/year, these faults are predicted to have slip rates between 0.2 and 1.0 mm/year. Several normal faults identified on Figure 3 of the FHWA Geotechnical Report, so called the East Gallatin‐Reese Creek fault system by the USGS, are believed to have occurred more than 1.6 million years ago.

A thrust fault mapped north of Gardiner (Berg et al., 1999) is considered relatively old and inactive.

3.3 Soils

Soil types observed during the site investigation are consistent with mapped geology (Section 3.2). The site is generally underlain by sandy gravel alluvium of the Yellowstone River alluvial floodplain with each borehole encountered medium dense to very dense alluvial gravels and sands. In general, SPT samples procured from the boreholes were logged as moist, grey and brown, medium dense to very dense, sub rounded to rounded gravels with sand and trace fines. The deposit was observed to be stratified with variation in the percentage of sand in each sample. (N1)60 values range from 20 to 79 bpf. Detailed test pit logs are attached in Appendix A.

A layer of stiff to very stiff clay was encountered in several 2013 borings (FHWA, 2014). In particular, NE2013‐PT08 located in the North Entrance Road approximately 150‐ft northwest of the project site observed clay deposits described in the field as “stiff to very stiff, brown, moist”. Notes from the driller indicate advancement of the hollow stem auger was “easy.”

Unadjusted field N‐Values range from to 14 to 32 bpf.

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Fine‐grained deposits, such as those observed in the 2013 borings, were not encountered during this scope of work. However, alluvial deposits are notoriously variably over short distances. Although not encountered in this subsurface exploration, pockets or lenses of loose sand and fine‐grained material (i.e., clays and silts) are common. JG should observe subgrade conditions following excavation for any foundation elements prior to placement of fil, footings, or slabs, especially if loose sand or fine‐grained soils are observed in the subgrade.

3.4 Groundwater

Groundwater was not encountered in any of the boreholes during the investigation in September 2017. Soil conditions were observed to be moist. The investigation occurred after what is likely considered the peak seasonal groundwater level in this area, but groundwater is assumed to be deep and not anticipated to pose issues with construction of the proposed foundation system.

3.5 Earthquakes and Seismicity

Ground motion accelerations should be derived for the project site in accordance with the general procedure defined in the International Building Code (IBC). The IBC references ASCE 7‐ 10 to determine the ground motion accelerations. Based on subsurface soils, the site is classified as a Site Class D (“Stiff Soil”). For your convenience, USGS Seismic Design Maps Summary and Detailed Reports, which present design ground motion accelerations for structural design, were produced assuming a risk category of I/II/III and are attached as Appendix B.

The site is in an area of moderate seismic activity. The current peak horizontal acceleration (PGA) with 10% probability of exceedance in 50‐years is approximately 0.20g, according to the USGS National Seismic Hazard Maps (2014). This has been applied in this report for analysis of seismic lateral loading on retaining walls, see Section 4.3.

The provisions of the IBC are intended to provide uniform levels of performance for structures, depending on their occupancy and use and the risk inherent to their failure. The approach adopted in the IBC is intended to provide a uniform margin of safety against collapse at the design ground motion. The design earthquake ground motion is selected at a ground shaking level that is 2/3 of the maximum considered earthquake (MCE) ground motion, which has a likelihood of exceedance of 2 percent in 50 years (a return period of about 2,500 years). The owner should be aware that the IBC is not intended to prevent damage or loss of function during a major earthquake; it is intended to reduce the risk of loss of life. Structural design should follow the level of risk tolerable to the owner.

3.6 Geologic Hazards and Liquefaction

The owner should be aware that in the event of a large magnitude earthquake (i.e., approximately 7.5), strong ground shaking or liquefaction could potentially cause damage to structures (Smith, et al, 1993). The owners may wish to consider the option of carrying earthquake insurance in addition to homeowner's insurance.

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Loose, saturated sands and silty sands, and in some cases, silts and gravels, may liquefy when exposed to seismic shaking. Evaluation of the deep subsurface conditions and assessment of the liquefaction potential at this site are beyond the scope of this investigation. However, although it is possible that liquefiable material occurs at greater depths, sandy gravels and cobbles encountered in the test pits appear too stony and dense to liquefy in a seismic event and groundwater appears to be deep. Liquefaction of a deep sand deposit could cause differential settlement but is unlikely to cause “lateral spreading”, which is a major slope movement that is a common source of catastrophic failure during earthquakes.

4.0 ENGINEERING ANALYSES

4.1 Settlement

Significant consolidation of the stony alluvial deposits (i.e., greater than 1‐inch of total settlement or 0.5‐inches of differential settlement) observed in the borings is not anticipated. If encountered, topsoil, fill, and any fine‐grained soils should be removed below all footings or slabs‐on‐grade. Lenses of loose sand or fine‐grained material may occur within the stony material; if encountered during construction, these soils should be removed and replaced with engineered fill.

4.2 Bearing Capacity

Bearing capacity of soil refers to its ability to resist shear failure under load. Soil parameters (i.e., inputs to the bearing capacity equation) were derived based on visual classification of native stony soils. The allowable bearing capacity for the gravel and cobble alluvium was estimated using Terzaghi’s bearing capacity equation (Bowles, 1996) for 2‐ft continuous (i.e., strip) footings. Allowable bearing capacity is calculated to be 6,000 psf. This bearing capacity is also valid for engineered fills placed in direct contact with the stony native soil. Engineered fills may consist of un‐processed sandy gravels and cobbles (i.e., “pit‐run”) imported to the site or derived from excavated native alluvium.

Soil bearing capacity is dependent not only on its strength, but also the geometry of the foundation elements. The calculations assume the bottom of continuous footings is 4‐ft below final grade. If the proposed footings will have different dimensions, please contact us for a reevaluation of the allowable bearing capacity.

4.3 Lateral Loads on Foundation Walls

Lateral pressures were calculated using methods suggested by Bowles (1996). Lateral pressures were calculated for at‐rest, active, and passive conditions and presented in Table 4‐1. Values in the table assume a level ground surface adjacent to retaining structures. We have assumed site derived “pit‐run” material (sandy gravel and cobble) will be used as exterior backfill, which has an estimated internal friction angle of 35° and a unit weight of 135 pcf.

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Table 4‐1: Lateral Pressure Parameters for Native Stony Alluvium or Stony “Pit‐Run” Fill

Condition Coefficient of Earth Pressures K (equivalent fluid pressure)

Static Conditions Level Backfill

Ko = 0.43 Ka = 0.27 Kp = 3.69

58 pcf 37 pcf 498 pcf

Earthquake Conditions Level Backfill

Kae = 0.33 Kpe = 3.49

44 pcf 472 pcf

4.3.1 Active Pressures

For lateral pressure design of retaining walls, which are allowed to deflect and develop an active soil wedge, the calculated equivalent fluid pressure (Ka) is 37 pcf (pounds per cubic foot). This pressure distribution would be equivalent to a force of approximately 18.5H2 pounds per horizontal foot of wall acting at one‐third the wall height (H) above the base.

Lateral pressures on retaining walls from earthquakes were estimated using the Mononobe‐ Okabe equations (Bowles, 1996; Duncan et al, 1990). Because the maximum acceleration occurs only briefly during an earthquake, it is common practice when designing dams and other earth structures to reduce the design acceleration to ½ of the maximum design acceleration (Hynes‐ Griffin and Franklin, 1984). Thus, we have calculated seismic lateral pressures using a horizontal acceleration kh of 0.1g (1/2 of kh max) per the USGS (2014).

Research has indicated that lateral pressures due to earthquakes are non‐hydrostatic in distribution, and the resultant acts above the lower third‐point of the wall (Bakeer, et al, 1990).

Accordingly, active soil pressures must be divided into two components that act at different wall heights. The static force acts at the lower third‐point, as discussed above. The resultant force from seismic lateral pressures is applied at 60% of the wall height above the base with a magnitude equal to the difference between seismic and static active pressures; i.e., (Kae ‐ Ka)H2 or 3.5H2 pounds per horizontal foot of wall applied.

4.3.2 At‐Rest Pressures

For lateral pressure design of basement walls, which are restrained and not allowed to deflect, the calculated at rest earth pressure (Ko) is 58 pcf. Design control of such walls shall be whichever generates the higher resultant force: at‐rest pressures or active seismic pressures.

4.3.3 Passive Pressures

For passive pressure design, the earth pressure coefficient (Kp) is about 498 pcf, assuming a horizontal ground surface adjacent to the wall and reduced to 472 pcf for seismic conditions.

Passive pressure design should neglect loose fill and soil located within the frost zone.

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4.4 Soil Friction

Terzaghi et al, (1996) suggest use of the internal strength of the soil for the friction angle along a concrete base in granular soils, with a maximum value of 30°. Accordingly, a friction value of 0.58, which is the tangent of 30°, is suggested if foundation elements are founded on native stony alluvium or compacted, granular structural fill. The friction value may be combined with the passive pressure to resist horizontal loads.

5.0 RECOMMENDATIONS

5.1 Foundations

In our opinion, the existing native stony alluvium, consisting of sandy gravel and cobbles, is likely to provide adequate support for anticipated foundation loads. We strongly recommend that the building foundation systems be placed entirely on native stony material or approved engineered fill consisting of imported “pit‐run” or re‐compacted stony site soil. Topsoil, fill, and any fine‐grained flood plain deposits or stream bed deposits should be removed and building foundations should be placed entirely on native stony alluvium or approved structural fill.

All footings should be placed below the frost line, including exterior footings for awnings and porches. We recommend placing the bottom of footings a minimum of 36‐inches below final grade.

Minor cracks in the foundation walls, floor slabs, and sheetrock are normal and should not be a cause for concern. A structural engineer should review the plans to check that adequate lateral restraint is provided to foundation walls by the floor joists.

Local codes regarding foundation ventilation and radon mitigation should be followed. The contractor shall be ultimately responsible for following local building regulations and codes.

5.2 Site Preparation

Prior to placement of structural fill, the site should be cleared and stripped of topsoil and organic debris. No brush, roots, frozen material, or other deleterious or unsuitable materials shall be incorporated in the foundation subgrade or engineered fill. All exposed subgrade surfaces should be free of mounds and depressions which could prevent uniform compaction. If unexpected fills or obstructions are encountered during site clearing or excavation, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction.

If sand or fine‐grained soils are observed in the foundation excavation, they should be removed and replaced with an approved structural fill, such as pit‐run or native stony alluvium. The foundations should bear directly on the stony gravel and cobble alluvium or approved structural fill placed in direct contact with the stony alluvium.

During excavation for the foundation footings, removal of large cobbles may disturb and loosen the surrounding material. All disturbed areas should be compacted with a smooth‐drum

H:\2014\14121 ‐ YNP IDIQ\931 ‐ YNP North Entrance\Geotech\Docs\2017‐10‐26_ Gardiner Geotech Report.docx vibratory roller, in vibratory mode with a minimum of three passes, prior to placement of structural fill and/or footing construction. The actual number of passes should be determined by observing whether the surface is yielding after each pass. If the surface appears to be yielding, the number of passes should be increased until a non‐yielding condition is observed.

All excavations and foundation subgrades should be observed by a representative of JG prior to fill or concrete placement, especially if questionable materials are exposed. Notice shall be provided at a minimum of 48 hours before the requested observation.

5.3 Excavation and Cut Slope Stability

OSHA regulations (29CFR1926) appear to classify the alluvial material at the site as Type C soil.

For planning and design purposes, simple cut slopes should be no steeper than 1.5H:1V. The contractor shall be responsible for adherence to OSHA and other safety regulations by observing soil and groundwater conditions at the time of construction.

5.4 Final Backfilling

Properly compacted backfill and site drainage are important. Table 5‐1 provides a method specification for compaction of stony material. If engineered fill is used to achieve final grades, the fill may consist of stony site material or imported pit‐run placed in horizontal lifts no greater than 12 inches loose thickness, as indicated by Table 5‐1. Larger cobbles (> 4” diameter) should not be used as structural backfill, except as specified in Table 5‐1.

Table 5‐1: Compaction Parameters for Stony Fill

Compactor Type Lift Thickness Maximum Particle Size Minimum Number of Passes

5‐ton vibratory 12 inches 9‐inch* 3

1.5‐ton vibratory 9 inches 6‐inch 5

Hand‐held 4 inches 4‐inch 5

* Occasional clasts to 12‐inch are permitted, if encountered, but should not be nested.

Stony fill will compact into a dense, strong, well‐drained structural fill, and tight moisture control is usually not required. Table 5‐1 presents a minimum number of passes for each compactor type. The actual number of passes should be determined by observing compaction after each pass to determine if the surface is non‐yielding. If the fill surface appears to be yielding, the number of passes should be increased until a non‐yielding condition is observed.

Once the final number of passes is determined, the method may be continued for the rest of the project as long as fill properties, groundwater levels, and subgrade soil conditions remain the same. It is important to establish a method specification as early in the construction as possible and apply it consistently for the entirety of the building pad construction. Jorgensen is available to observe lift thickness, number of passes, and equipment used to verify a non‐ yielding state is achieved.

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Exterior backfills should be placed as early as possible. However, do not over‐compact exterior backfills against “green” foundation walls.

Utility trenches should also be backfilled in lifts and lightly compacted. The stony soils will require a vibrating smooth‐drum roller or vibratory plate (i.e., hoe‐pack or “jumping jack”) for compaction.

5.5 Interior Slabs‐on‐Grade

Interior slabs should be at least 4 inches thick, and any slabs bearing vehicles should be at least 6 inches thick, or as approved by a Structural Engineer. Minor floor cracking of slab‐on‐grade construction is difficult, if not impossible, to prevent. Such cracking is normal and should be expected to occur with time. Buildings are almost never free of cracks, and cracking is caused by many factors other than soil movement, such as concrete shrinkage or curling, or daily and seasonal variability in temperature and humidity.

An impermeable layer (usually plastic) is suggested beneath interior slabs, underlain by 4 inches of clean drain gravel that will act as a capillary break to reduce dampness. Two options are available to reduce the tendency for the concrete to crack or curl as it dries.

1. A blotter layer may be placed under the slab. In the past, loose sand has been used for this purpose, but is no longer recommended. A cover of 4 inches of trimmable, compactible, granular material may be placed over the impermeable layer to receive the concrete slab. This material usually consists of “crusher run material”, which varies in size from about 1.5‐inch down to rock dust. Alternatively, 3 inches of compacted, fine‐ graded material such as crusher fines or manufactured sand may be used.

2. The blotter layer may be eliminated if the concrete is reinforced properly. The attached article entitled “Controlling Curling and Cracking in Floors to Receive Coverings” provides a discussion of proper floor slab reinforcement. If the contractor needs additional guidance on reinforcement, a Structural Engineer should provide it.

Three articles from the American Concrete Institute (ACI) that discuss these options are listed in Section 7.0 . We are able to offer additional guidance if requested.

5.6 Exterior Slabs‐on‐Grade

Exterior slabs such as sidewalks can move in response to changes in temperature, soil moisture, or subgrade freezing. Any fine‐grained topsoil is potentially compressible and susceptible to frost heave. Any exterior flat work placed on these soils may perform poorly. Performance of exterior slabs at this site may be improved by compacting the surface of the native stony alluvium and seating the slab on at least 6 inches of road mix gravel.

Exterior slabs should be at least 4 inches thick, 6 inches if supporting vehicles, or as approved by the Structural Engineer. Exterior slabs should not be tied to foundation walls. Any movement of exterior slabs may be transmitted to the foundation walls, resulting in damage. Posts for

H:\2014\14121 ‐ YNP IDIQ\931 ‐ YNP North Entrance\Geotech\Docs\2017‐10‐26_ Gardiner Geotech Report.docx patios or other exterior columns should not bear on exterior slabs. If the slabs settle or rise, the movement can be transmitted to the post, resulting in damage to the structure. Expansion joints are recommended in all concrete flatwork.

5.7 Crawlspace, Ventilation, and Radon

Evaluation of radon was beyond the scope of work; local codes should be followed and specialty contractors employed, if necessary. The building contractor is ultimately responsible for following local building codes. Crawlspace ventilation to reduce moisture and potential accumulation of radon gas is required by code. Placing a Class 1 vapor retarder in the crawlspace may reduce ventilation requirements. A capillary break layer may be necessary to accommodate a radon vent pipe (see Section 5.5).

5.8 Reinforcing, Utilities Testing, and Concrete Considerations

Footings, slabs, and foundation walls should be reinforced to resist differential movement.

Consultation with a Structural Engineer to specify adequate reinforcement is suggested. Water and sewer lines should be pressure tested before backfilling. Exterior concrete should contain 5% to 7% entrained air.

5.9 Observation during Construction

A representative of this office should observe construction of any foundation or drainage elements recommended in this report. Site grading, leak‐proof testing, and soil compaction shall be observed by a representative Jorgensen. Recommendations in this report are contingent upon our involvement. If any unexpected soils or conditions are revealed during construction, this office should be notified immediately to survey the conditions and make necessary modifications.

6.0 LIMITATIONS

This report has been prepared based on a limited amount of data. Actual site conditions may vary. The report is for single use and under no circumstances are the figures and text to be used separately. 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 under similar conditions. No other warranty is made or implied.

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7.0 REFERENCES

American Concrete Institute, 1997, Guide for Concrete Floor and Slab Construction: ACI 302.1R‐ 96.

Bakeer, R.M., S.K. Bhatia, and I. Ishibashi, 1990, Dynamic Earth Pressure with Various Gravity Wall Movements in Design and Performance of Earth Retaining Structures (P.C. Lambe and L.A.

Hansen, ed.): ASCE Geotechnical Special Publication 25, p. 887‐899.

Berg, R.B., Lonn, J.D., and Locke, W.W., 1999, Geologic map of the Gardiner 30' x 60' quadrangle, south‐central Montana: Montana Bureau of Mines and Geology, Open‐File Reports MBMG‐387, scale 1:100,000.

Bowles, J.E., 1996, Foundation Analysis and Design, 5th Ed.: McGraw‐Hill.

Fang, H.Y., 1991, Foundation Engineering Handbook, 2nd Ed.: Chapman & Hall, New York.

Hynes‐Griffin, M.E., and Franklin, A.G., 1984, Rationalizing the Seismic Coefficient Method: U.S.

Army Corps of Engineers, Waterways Experiment Station, Miscellaneous Paper GL‐84‐13.

International Building Code, 2015.

Petersen, M.D., Moschetti, M.P., Powers, P.M., Mueller, C.S., Haller, K.M., Frankel, A.D., Zeng, Yuehua, Rezaeian, Sanaz, Harmsen, S.C., Boyd, O.S., Field, Ned, Chen, Rui, Rukstales, K.S., Luco, Nico, Wheeler, R.L., Williams, R.A., and Olsen, A.H., 2014, Documentation for the 2014 update of the United States national seismic hazard maps: U.S. Geological Survey Open‐File Report 2014–1091.

Pierce, K.L., 1973, Surficial geologic map of the Mammoth quadrangle and part of the Gardiner quadrangle, Yellowstone National Park, Wyoming and Montana: U.S. Geological Survey, Miscellaneous Geologic Investigations Map I‐641, scale 1:62,500.

Smith, R.B. and Arabasz, W.J., 1991, Seismicity of the Intermountain Seismic Belt, in Slemmons, D.B., Engdahl, E.R., Zoback, M.L., and Blackwell, D.D., editors, Neotectonics of North America:

Geological Society of America, Decade Map Volume 1, p. 185‐228.

Suprenant, B.A., and W.R. Malisch, 1998, Where to Place the Vapor Retarder: Concrete Construction, Publication Number C980427.

Suprenant, B.A., and W.R. Malisch, 1999, Don’t Use Loose Sand under Concrete Slabs: Concrete Construction, Publication Number C99C0223.

U.S. Geological Survey, 2006, Quaternary fault and fold database for the United States, accessed October 16, 2017, from USGS web site: http//earthquake.usgs.gov/hazards/qfaults/.

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U.S. Geological Survey Earthquake Hazards Program, 2014, Unified Hazard Tool, accessed October 16, 2017, https://earthquake.usgs.gov/hazards/interactive/index.php

Whitman, R.V., 1990, Seismic Design and Behavior of Gravity Retaining Walls in Design and Performance of Earth Retaining Structures (P.C. Lambe and L.A. Hansen ed): ASCE Geotechnical Special Publication 25, p. 817‐842.

Youd, T.L., and I.M. Idriss, 1997, Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils: Technical Report NCEER‐97‐0022.

APPENDIX A

Borehole Logs

2,6,8

10,26,29

50/1.5"

67%

60%

100%

D1

D2

D3

0.0-1.5ft Silty SAND with gravel: Moist, brown, medium dense, no visible structure, organic smell, small roots throughout, 5-10% silty fines [ALLUVIUM]

1.5-3.0ft GRAVEL with sand: Dry, gray/red sandy matrix, very dense, rounded small gravels, broken shards of sandstone and limestone gravels [ALLUVIUM]

3.0-5.0ft Sandy GRAVEL [ALLUVIUM]

4.0-4.1ft Sampler bouncing on large clast. Meet refusal in first 1.5".

Recovery: Dry, gray, very dense, no apparent structure, silt and fine sand (rock powder), small rounded gravels in sand

Notes:

Auger refusal at 5-ft. Offset hole and redrill (JG-1b). No groundwater encountered. Backfilled with cuttings.

COMMENTS: 3.25" HSA, 7"auger flights, grass surface cover

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W S

/6 I

N

R E

C O

V E

R Y

U N

C O

N F

IN

E

D S

T R

E N

G T

H

T S

F

C

LA

S S

IF

IC

A T

IO

N

(N 1)

B

LO

W

S /F

T

W E

LL

C

O M

P

LE

T

IO

N

TEST HOLE LOCATION: See site map, SE of project

ELEVATION G.S. (ft.):

DRILL TYPE: Dedrich D-120 HAMMER: 140 # Automatic

TOTAL DEPTH (ft.): 5 GROUNDWATER LEVEL (ft.): NA

DRILL CO: SK Geotechnical DRILLER: Erik

MEASURED FROM: Ground Surface

LOGGED BY: chl

Jorgensen Geotechnical, LLC

Jackson Wyoming 83001

Telephone: 307-733-5150

Fax: 307-733-5187

DATE: 9/28/2017PROJECT NAME: 14121 - YNP - Gardiner Entrance Station

PROJECT LOCATION: Gardiner, Montana HOLE NO.: JG-1a

TEST HOLE LOG

T E

S T

H O

LE

L

O G

J O

R G

E N

S E

N G

E O

7-

-2

T P

L O

G S

.G P

J J

O R

G E

N S

E N

G E

O

8-

.G

D T

0/

6/

0.0-2.5ft Sandy GRAVEL [ALLUVIUM]

Note:

Auger refusal at 2.5-ft. Backfilled with cuttings. Notice outer auger bit broken when returned to surface.

COMMENTS: Offset from JG-1a in attempt to reach 10-ft target depth.

D R

Y D

E N

S

IT

Y

P C

F

DESCRIPTION

M O

IS

T

U R

E C

O N

T E

N T

LI

Q

U

ID

LI

M

IT

S

P

LA

S T

IC

IT

Y

IN

D E

X

D E

P T

H ft

G R

A P

H

IC

A L

LO

G

S A

M P

LE

S .P

.T

(N

B

LO

W S

/6 I

N

R E

C O

V E

R Y

U N

C O

N F

IN

E

D S

T R

E N

G T

H

T S

F

C

LA

S S

IF

IC

A T

IO

N

(N 1)

B

LO

W

S /F

T

W E

LL

C

O M

P

LE

T

IO

N

TEST HOLE LOCATION: See site map, offset 6-ft NE of JG-1a

ELEVATION G.S. (ft.):

DRILL TYPE: Dedrich D-120 HAMMER: 140 # Automatic

TOTAL DEPTH (ft.): 2.5 GROUNDWATER LEVEL (ft.): NA

DRILL CO: SK Geotechnical DRILLER: Erik

MEASURED FROM: Ground Surface

LOGGED BY: chl

Jorgensen Geotechnical, LLC

Jackson Wyoming 83001

Telephone: 307-733-5150

Fax: 307-733-5187

DATE: 9/28/2017PROJECT NAME: 14121 - YNP - Gardiner Entrance Station

PROJECT LOCATION: Gardiner, Montana HOLE NO.: JG-1b

TEST HOLE LOG

T E

S T

H O

LE

L

O G

J O

R G

E N

S E

N G

E O

7-

-2

T P

L O

G S

.G P

J J

O R

G E

N S

E N

G E

O

8-

.G

D T

0/

8,13,18

12,15,13

13,12,9

28,27,31

61%

73%

60%

67%

D1

D2

D3

D4

0.0-10.5ft Sandy GRAVEL or Gravelly SAND

[ALLUVIUM]

1.5-3.0ft Gravelly SAND: Moist, dark brown, medium dense to dense, no apparent structure, 50-60% sand, 30-40% rounded gravels, 5-10% silty fines [ALLUVIUM]

4.0-5.5ft Sandy GRAVEL: Moist, brown, medium dense, 60% subrounded gravel, 40% sand with trace fines, stone in shoe [ALLUVIUM]

6.5-8.0ft Sandy GRAVEL: Moist, gray brown, medium dense, stratified, 30-40% subangular sand, 50-60% rounded to subrounded gravels, trace fines [ALLUVIUM]

Heavy grinding at 8-ft.

9.0-10.5ft Sandy GRAVEL: Moist to very moist, brown, very dense, stratified, 30-40% subangular sand, 50-60% rounded to subrounded gravels, trace fines, stone in shoe [ALLUVIUM]

Notes:

No groundwater encountered. Stopped at request.

Backfilled with cuttings. Notice outer auger bit broken when returned to surface.

COMMENTS: Grass at surface. ~5-ft off road prism.

D R

Y D

E N

S

IT

Y

P C

F

DESCRIPTION

M O

IS

T

U R

E C

O N

T E

N T

LI

Q

U

ID

LI

M

IT

S

P

LA

S T

IC

IT

Y

IN

D E

X

D E

P T

H ft

G R

A P

H

IC

A L

LO

G

S A

M P

LE

S .P

.T

(N

B

LO

W S

/6 I

N

R E

C O

V E

R Y

U N

C O

N F

IN

E

D S

T R

E N

G T

H

T S

F

C

LA

S S

IF

IC

A T

IO

N

(N 1)

B

LO

W

S /F

T

W E

LL

C

O M

P

LE

T

IO

N

TEST HOLE LOCATION: See site map, SW corner of project

ELEVATION G.S. (ft.):

DRILL TYPE: Dedrich D-120 HAMMER: 140 # Automatic

TOTAL DEPTH (ft.): 10.5 GROUNDWATER LEVEL (ft.): NA

DRILL CO: SK Geotechnical DRILLER: Erik

MEASURED FROM: Ground Surface

LOGGED BY: chl

Jorgensen Geotechnical, LLC

Jackson Wyoming 83001

Telephone: 307-733-5150

Fax: 307-733-5187

DATE: 9/28/2017PROJECT NAME: 14121 - YNP - Gardiner Entrance Station

PROJECT LOCATION: Gardiner, Montana HOLE NO.: JG-2

TEST HOLE LOG

T E

S T

H O

LE

L

O G

J O

R G

E N

S E

N G

E O

7-

-2

T P

L O

G S

.G P

J J

O R

G E

N S

E N

G E

O

8-

.G

D T

0/

17,23,17

22,39,24

20,50/5"

17,25,21

73%

73%

100%

80%

D1

D2

D3

D4

0.0-10.5ft Sandy GRAVEL or Gravelly SAND

[ALLUVIUM]

1.5-3.0ft Sandy GRAVEL: Moist, light brown, dense, stratified, 60-70% subrounded to rounded gravel, 30-40% fine and coarse sand with trace fines, yellow soft siltstone in shoe [ALLUVIUM]

4.0-5.5ft Sandy GRAVEL: Moist, gray, very dense, 60-70% subrounded gravel, 30-40% fine and coarse sand with trace fines, shards of purple volcanic rock in bottom of sampler [ALLUVIUM]

6.5-8.0ft GRAVEL with sand: Moist, gray, very dense, 70-80% gravel, 20-30% sand with trace fines

[ALLUVIUM]

9.0-10.5ft Gravelly SAND: Moist, gray, very dense, gravelly sand with trace fines [ALLUVIUM]

Notes:

No groundwater encountered. Stopped at request.

Backfilled with cuttings. Notice broken outer auger bit when returned to surface.

COMMENTS: Grass at surface. ~5-ft off road prism. First attempt, hit refusal on boulder at 1.5-ft, offset and redrilled.

D R

Y D

E N

S

IT

Y

P C

F

DESCRIPTION

M O

IS

T

U R

E C

O N

T E

N T

LI

Q

U

ID

LI

M

IT

S

P

LA

S T

IC

IT

Y

IN

D E

X

D E

P T

H ft

G R

A P

H

IC

A L

LO

G

S A

M P

LE

S .P

.T

(N

B

LO

W S

/6 I

N

R E

C O

V E

R Y

U N

C O

N F

IN

E

D S

T R

E N

G T

H

T S

F

C

LA

S S

IF

IC

A T

IO

N

(N 1)

B

LO

W

S /F

T

W E

LL

C

O M

P

LE

T

IO

N

TEST HOLE LOCATION: See site map, offset 5-ft NW of surveyed point

ELEVATION G.S. (ft.):

DRILL TYPE: Dedrich D-120 HAMMER: 140 # Automatic

TOTAL DEPTH (ft.): 10.5 GROUNDWATER LEVEL (ft.): NA

DRILL CO: SK Geotechnical DRILLER: Erik

MEASURED FROM: Ground Surface

LOGGED BY: chl

Jorgensen Geotechnical, LLC

Jackson Wyoming 83001

Telephone: 307-733-5150

Fax: 307-733-5187

DATE: 9/28/2017PROJECT NAME: 14121 - YNP - Gardiner Entrance Station

PROJECT LOCATION: Gardiner, Montana HOLE NO.: JG-3

TEST HOLE LOG

T E

S T

H O

LE

L

O G

J O

R G

E N

S E

N G

E O

7-

-2

T P

L O

G S

.G P

J J

O R

G E

N S

E N

G E

O

8-

.G

D T

0/

20,21,17

11,21,28

50/5"

21,34,19

39%

73%

0%

67%

D1

D2

D3

D4

0.0-10.5ft Sandy GRAVEL or Gravelly SAND

[ALLUVIUM]

1.5-3.0ft Sandy GRAVEL: Dry, brown, dense, 60-70% subrounded gravel, 30-40% fine and coarse sand with trace fines, stone in shoe [ALLUVIUM]

4.0-5.5ft Gravelly SAND: Dry, gray, very dense, gravelly sand [ALLUVIUM]

6.5-6.9ft No recovery.

9.0-10.5ft Sandy GRAVEL: Dry, gray, dense, 60-70% subrounded gravel, 30-40% fine and coarse sand with trace fines [ALLUVIUM]

Notes:

No groundwater encountered. Stopped at request.

Backfilled with cuttings.

COMMENTS:

D R

Y D

E N

S

IT

Y

P C

F

DESCRIPTION

M O

IS

T

U R

E C

O N

T E

N T

LI

Q

U

ID

LI

M

IT

S

P

LA

S T

IC

IT

Y

IN

D E

X

D E

P T

H ft

G R

A P

H

IC

A L

LO

G

S A

M P

LE

S .P

.T

(N

B

LO

W S

/6 I

N

R E

C O

V E

R Y

U N

C O

N F

IN

E

D S

T R

E N

G T

H

T S

F

C

LA

S S

IF

IC

A T

IO

N

(N 1)

B

LO

W

S /F

T

W E

LL

C

O M

P

LE

T

IO

N

TEST HOLE LOCATION: See site map, 20-ft N of surveyed location

ELEVATION G.S. (ft.):

DRILL TYPE: Dedrich D-120 HAMMER: 140 # Automatic

TOTAL DEPTH (ft.): 10.5 GROUNDWATER LEVEL (ft.): NA

DRILL CO: SK Geotechnical DRILLER: Erik

MEASURED FROM: Ground Surface

LOGGED BY: chl

Jorgensen Geotechnical, LLC

Jackson Wyoming 83001

Telephone: 307-733-5150

Fax: 307-733-5187

DATE: 9/28/2017PROJECT NAME: 14121 - YNP - Gardiner Entrance Station

PROJECT LOCATION: Gardiner, Montana HOLE NO.: JG-4

TEST HOLE LOG

T E

S T

H O

LE

L

O G

J O

R G

E N

S E

N G

E O

7-

-2

T P

L O

G S

.G P

J J

O R

G E

N S

E N

G E

O

8-

.G

D T

0/

APPENDIX B

USGS Seismic Design Summary and Detailed Maps

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