Attch_4_Geotechnical_Report.pdf

GEOTECHNICAL REPORT

Hay Shelter at Wild Horse Corrals on Lionkol Road

1329 Ninth Street Rock Springs, WY 82901

(307) 362-5180 western@westernegi.com

Table of Contents

1. INTRODUCTION

Project Scope Investigation and Report Scope

SITE SETTING AND BASE GEOLOGY

Site Description Drainage General Geology

EXPLORATION AND INVESTIGATION

Subsurface Investigation Field Testing

SUBSURFACE CONDITIONS

Soils Groundwater

ANALYSIS AND RECOMMENDATIONS

Analysis Stripping and Grubbing Foundation Recommendations Flatwork

CONCLUSIONS AND LIMITATIONS

Conclusions Limitations

APPENDIX A DRILL LOGS

APPENDIX B DRILL HOLE LOCATIONS

APPENDIX D VICINITY MAP

P a g e 1 | 11 Q:\Projects\15-1029-BLM Corrals\Geotechnical Report.docx

EXECUTIVE SUMMARY

Airdale Express commissioned Western Engineers & Geologists (Western) to complete a geotechnical investigation and report for their Wild Horse Corrals located one mile East of Elk Street on Lionkol Road in Rock Springs, WY. The purpose of the investigation and report were to determine and document the subsurface conditions found at the site, and to offer recommendations for design and construction of a 5,000 square foot hay shelter building.

To perform the geotechnical investigation, a Simco 2800 H/S drilling rig was used to bore two holes on the property. All of the drill holes were made in the footprint of the building. Sampling and testing were conducted during drilling. The field testing indicated that material found at the site consists of loose fine grained sand with some clay. Groundwater was not encountered during drilling. Samples taken during drilling were retained and transported to Western’s geotechnical lab for further testing.

The materials encountered during drilling were poorly graded fine sand, silt and a small amount of clay.

The investigation and analysis completed for this project found that the site can be developed as planned. The building bearing capacity was also compared with previously constructed hay shelters on site to ensure satisfactory service.

This executive summary is only an overview of the following report. The report should be used in its entirety for design and construction of the project. Special attention should be given to the analysis, recommendations, and limitations sections of the report.

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1. INTRODUCTION

Project Scope

Airdale Express Management commissioned Western Engineers & Geologists to perform a geotechnical investigation for Wild Horse Corrals located one mile east of Elk Street on Lionkol Road in Rock Springs, WY. The property is outside city limits and zoned as county R-1, single family residential. The purpose of the project was to determine the bearing capacity, lateral earth pressures, and sliding coefficients for design of the building foundation. The building will be approximately 5,000 square feet, and will be steel framed construction.

Investigation and Report Scope The purpose of this investigation is to determine the engineering properties of the subsurface soils and rock and to determine any geotechnical hazards associated with the site that would deter or prohibit the development of the lot as planned. To accomplish this, two holes were drilled at the site. Both of the holes were advanced to a maximum depth of 31’ below ground surface (bgs). Samples were collected and retained for further classification of material. Subsurface samples were taken by use of a Standard Split- Spoon Sampler with a nominal 2” outside diameter. The sampler was driven by a 140 pound safety hammer operated by a rope-and-pulley system. Blow counts were taken while the sampler was driven.

After completion of the investigation and subsequent field testing, this report was created.

The intent of the report is to convey the data gathered and analyses of the results obtained from the subsurface investigation and field testing to offer recommendations for the completion of the project as planned. This report contains recommendations for the design and construction of the building.

SITE SETTING AND BASE GEOLOGY

Site Description

The site is located near the northern part of the City of Rock Springs, located one mile east of Elk Street on Lionkol road. Lionkol Road is to the south of the site, the land surrounding the site is undeveloped. The property is situated in an upland area away from any continuously flowing creeks or streams but is nearby a drainage ravine. Plant species typically found in these types of environments are present, such as short grasses and sagebrush. However, the property is developed, and several temporary and permanent structures occupy the property.

Drainage Overall drainage of the property is good. The site drains generally north to south. There is a moderately sized ravine to the south of the site. Generally the property drains to this ravine when precipitation occurs.

General Geology The site is located on the northern part of the Rock Springs Uplift. The site is situated in the Rock Springs formation of the Mesaverde Group. This formation generally consists

P a g e 3 | 11 of white and brown sandstone, gray sandy shale, claystone and numerous coal beds. On site the material consist of loosely consolidated light brown sand with some black banding discoloration.

EXPLORATION AND INVESTIGATION

Subsurface Investigation

The subsurface investigation was completed with a Simco 2800 H/S drilling rig mounted on a heavy truck carrier. Two holes were drilled with nominal 4 ½” solid-stem flight augers. Both holes DH-1 and DH-2 were drilled in the building footprint. The holes were advanced to a maximum depth of 31’ bgs. During drilling, sampling was conducted in each hole at 5’ intervals beginning at 2’ bgs. Samples were taken from DH-1 and DH-2 at 2’ to classify the surface geology. During sampling, blow counts were taken at each interval the sampler was driven. Sampling was conducted with a nominal 2” O.D.

Standard Split-Spoon sampler and a 140 pound rope-and-pulley safety hammer with a 30” free fall stroke. The drilling and split-spoon sampling was done in general accordance with ASTM D1452 – 09 Standard Practice for Soil Exploration and Sampling by Auger Borings and ASTM D1586 – 11 Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils.

Field Testing Samples that were collected during the investigation were visually classified onsite. The bulk of the samples had consistent blow counts and were of a similar type of material. In DH-1, below 10’ bgs, the material was dry with more well graded sand and contained subrounded rocks. This process is due to settling of material from saltation or aeolian transportation. This is indicative of the ravine’s previous activity as a flowing channel. In DH-2 the material was consistent with DH-1, but it tends to have a greater collective moisture and clay content. The material was poorly graded throughout the depth of the hole. This further classifies the previous activity of the ravine as being a flowing channel due to the deposition of finer materials concentrated in the area compared to the lithology at DH-1, which was farther from the ravine. This also determines why the blow counts from DH-1 and DH-2 were slightly different because of the material located at those locations.

Overall, the samples recovered indicated that it is poorly graded fine sand.

P a g e 4 | 11

SUBSURFACE CONDITIONS

Soils

Fine grained alluvial and aeloian deposits with some black banding discoloration were encountered at and below the surface of DH-1 and DH-2. No other soils types were encountered.

Groundwater Groundwater was not encountered during drilling, and the soils were dry in-situ. Some moisture was noted in the surface soil, but it is most likely that this moisture was caused by recent precipitation on the property. In DH-2, it was noted there was an increase of moisture but that is due to the groundwater path of travel towards the ravine.

Although water levels can change substantially season to season and year to year, it is not likely that a water table is ever found on the property due the inactivity of the ravine and distant proximity to any bodies of water.

ANALYSIS AND RECOMMENDATIONS

Analysis

After the field and laboratory testing were completed, the data was analyzed to determine recommendations for construction of the project. The Standard Penetration Tests (SPT) that were taken during the field investigation were corrected for energy losses, rod length variations, and sampler disturbance affects. These corrected blow counts were then used to determine density and compactness of the subgrade soils and give an indication of the soundness of material. Based on the soils and rock types the corrected blow counts show that the material is a silty to clay medium to fine sand and has a nominal allowable bearing capacity of 1,500 psf.

Stripping and Grubbing Very little vegetation is found growing on the site. However, before construction begins, building areas should be stripped and grubbed. It should be anticipated that 3” – 6” of material will need to be removed and wasted from these areas. Stripped soils taken from these areas should not be used as fill for the project. The materials should either be stockpiled until fill operations are completed and used with topsoil for reseeding, or the material should be wasted in areas that will not be developed as roads, parking lots, or structural areas, or disposed of offsite. Once stripping and grubbing have been completed, construction can commence.

Foundation Recommendations Based on the results of the field testing, the building can be constructed on a shallow foundation. The foundation can bear directly on the stripped soil. Care should be taken to not over dig the foundation excavation and the use of leveling fill, even thin lifts, should be avoided. If the building must be designed so that a portion of the foundation bears on the fill material, the material should be compacted to a minimum of 95% of the standard proctor at or near optimum moisture. The material should be placed in lifts that are a maximum of 8” thick when loose.

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Design of the foundation may require the use of lateral earth pressure coefficients or equivalent fluid techniques. For the native materials found at the site, the following values can be used:

Variables Lateral Earth Pressure Coeff. Equivalent Fluid Pressure (pcf) Ko, At-rest Earth Pressure

0.50 27.5

Ka, Active Earth Pressure

0.33 18.33

Kp, Passive Earth Pressure

3.00 165

Given: φ’ = internal angle of friction = 30º γ = unit weight of soil = 110 pcf

The equivalent fluid pressure can be calculated with the depth of the structure (H) to calculate the pressure needed to counter the pressure from the soil, according to the equation:

σ = E.F.P * H²

In any case, the retained material should be treated as a non-cohesive, granular material.

For design purposes, an internal angle of friction (φ’) of 30° should be used for the sandy fill material. If imported material will be placed behind the wall, the value for φ’ will need to be obtained for the borrow material. This conditions along with proper drainage will generally prevent lateral movement to occur. The values given in this report were developed using Rankine Earth Pressure Method.

For sliding along the bottom of footings in cantilever walls, a coefficient of friction (µ) of .3 can be used.

Positive drainage away from the foundation should be provided after construction is completed. A minimum drainage slope of 5% percent should be created if possible. These slopes should be provided for at least the first 10’ away from the foundation.

Flatwork Concrete flatwork can bear directly on the stripped native material found at the site.

Some care should be given to flatwork that is constructed on the fill, especially if it will experience loading from vehicles, delivery trucks or large amounts of hay. For flat work that is subjected to vehicle or other heavy loadings, the top 12” of fill material should be scarified, moisture conditioned and recompacted. This should be done with compaction equipment that is large enough to adequately densify the top 12” of material. After this preparation has been made, flatwork can be constructed.

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CONCLUSIONS AND LIMITATIONS

Conclusions

This report was prepared for Airdale Express Management for the design and construction of a hay shelter at the Wild Horse Corrals located one mile East of Elk Street on Lionkol Road in Rock Springs, WY. The report includes recommendations for completing the project as described to us by our client, and summarized in this report. It is the opinion of Western Engineers & Geologists that the project can be completed as planned if these recommendations are followed. Further, it is our opinion that a geotechnical engineer be retained to assess conditions as construction of the project proceeds. Recommendations given for fill and compaction in this report assume that an adequate field testing program will be used during earthwork operations. At a minimum, field compaction testing should be conducted at random intervals on each compacted lift in structural areas and every other lift in non-structural areas.

If subsurface conditions are found during construction that differ from those described in this report and attached drill logs, Western should be notified so that additional recommendations can be given as necessary.

Limitations Our professional services were performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices, and in accordance with the standards and codes sited.

This geotechnical report was prepared for the use of the client in the design of the subject facility and should be made available to potential contractors and/or the Contractor for information on factual data only. This report should not be used for contractual purposes as a warranty of interpreted subsurface conditions such as those indicated by the interpretive boring and test pit logs, cross-sections, or discussion of subsurface conditions contained herein.

The analyses, conclusions and recommendations contained in the report are based on site conditions as they presently exist and assume that the exploratory borings, test pits, and/or probes are representative of the subsurface conditions of the site. If, during construction, subsurface conditions are found which are significantly different from those observed in the exploratory borings and test pits, or assumed to exist in the excavations, we should be advised at once so that we can review these conditions and reconsider our recommendations, where necessary. If there is a substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed due to natural causes or construction operations at or adjacent to the site, this report should be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse.

The Summary Boring Logs are our opinion of the subsurface conditions revealed by periodic sampling of the ground as the borings progressed. The soil descriptions and interfaces between strata are interpretive and actual changes may be gradual.

P a g e 7 | 11

The boring logs and related information depict subsurface conditions only at these specific locations and at the particular time designated on the logs. Soil conditions at other locations may differ from conditions occurring at these boring locations.

Also, the passage of time may result in a change in the soil conditions at these boring locations. Groundwater levels often vary seasonally. Groundwater levels reported on the boring logs or in the body of the report are factual data only for the dates shown.

Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples, borings or test pits. Such unexpected conditions frequently require that additional expenditures be made to attain a properly constructed project. It is recommended that the client consider providing a contingency fund to accommodate such potential extra costs.

Western Engineers & Geologists will not be responsible for any deviation from the intent of this report including, but not restricted to, any changes to the scheduled time of construction, the nature of the project or the specific construction methods or means indicated in this report; nor can our firm be responsible for any construction activity on sites other than the specific site referred to in this report.

We appreciate this opportunity to help successfully complete this project. If you have any questions about the information contained in this report, please contact us at your convenience.

APPENDIX A

DRILL LOGS

WESTERN

ENGINEERS &

GEOLOGISTS

W

C Consolidation (ASTM D 2435-04)

CL Collapse Potential (ASTM D 5333-03)

CP

CR

Compaction Curve (CTM 216-06)

CU Consolidated Undrained Triaxial (ASTM D 4767-02)

Direct Shear (ASTM D 3080-04)

M

EI

OC

Permeability (CTM 220-05) PA Particle Size Analysis (ASTM D 422-02)

PI

Pressure Meter

Pocket PenetrometerPP

SE

SG Specific Gravity (AASHTO T 100-06)

Shrinkage Limit (ASTM D 427-04)

SW

Unit Weight ( ASTM D 4767-04)

Modified California Sampler

HQ Rock Core

CL

ML

OL

OL

CH

MH

OH

OH

CL-ML

OL/OH

P

Organic Content (ASTM D 2974-07)

Swell Potential (ASTM D 4546-03)

Moisture Content (ASTM D 2216-05)

Expansion Index (ASTM D 4829-03)

R-Value (CTM 301-00)

PL

DS

TV Pocket Torvane

Shelby Tube

Other (see remarks)

UC

SL

Static Water Level Reading (long-term))

PM

Point Load Index (ASTM D 5731-05)

UU

Bulk Sample

Piston Sampler

R

Vane Shear (AASHTO T 223-96

NX Rock Core

Diamond Core

Sand Equivalent (CTM 217-99)

UW

Standard Penetration Test (SPT)

Dynamic Cone

SAMPLER GRAPHIC SYMBOLS

Auger Drilling

Group Names or Hand Driven

GROUP SYMBOLS AND NAMES

VS

Standard California Sampler

Rotary Drilling

GROUP SYMBOLS AND NAMES

WATER LEVEL SYMBOLS

Graphic / Symbol

Static Water Level Reading (short-term)

Group Names

First Water Level Reading (During Drilling)

FIELD AND LABORATORY TESTS

Graphic / Symbol

Corrosion, Sulfates, Chlorides (ASTM 643-99;

CTM 417-06; CTM 422-06)

Liquid Limit, Plastic Limit, Plasticity Index

(AASHTO T 89-02, AASHTO T 90-00)

Unconsolidated Undrained Triaxial

(ASTM D 2850-03)

Unconfined Compression - Soil (ASTM D 2166-06) Unconfined Compression - Rock (ASTM D 2938-95)

Poorly-graded GRAVEL with CLAY and SAND (or SILTY CLAY and SAND)

Well-graded GRAVEL

Well-graded GRAVEL with SAND

Poorly-graded GRAVEL

Poorly-graded GRAVEL with SAND

GW

GP

Well-graded GRAVEL with CLAY and SAND (or SILTY CLAY and SAND)

ORGANIC Soil ORGANIC Soil with SAND ORGANIC Soil with GRAVEL SANDY ORGANIC Soil SANDY ORGANIC Soil with GRAVEL GRAVELLY ORGANIC Soil GRAVELLY ORGANIC Soil with SAND

ORGANIC elastic SILT ORGANIC elastic SILT with SAND ORGANIC elastic SILT with GRAVEL

SANDY ORGANIC ELASTIC SILT

SANDY ORGANIC elastic SILT with GRAVEL GRAVELLY ORGANIC elastic SILT GRAVELLY ORGANIC elastic SILT with SAND

ORGANIC Fat CLAY ORGANIC Fat CLAY with SAND ORGANIC Fat CLAY with GRAVEL SANDY ORGANIC Fat CLAY SANDY ORGANIC Fat CLAY with GRAVEL GRAVELLY ORGANIC Fat CLAY GRAVELLY ORGANIC Fat CLAY with SAND

Elastic SILT Elastic SILT with SAND Elastic SILT with GRAVEL SANDY Elastic SILT SANDY Elastic SILT with GRAVEL GRAVELLY Elastic SILT GRAVELLY Elastic SILT with SAND

Fat CLAY Fat CLAY with SAND Fat CLAY with GRAVEL SANDY Fat CLAY SANDY Fat CLAY with GRAVEL GRAVELLY Fat CLAY GRAVELLY Fat CLAY with SAND

ORGANIC SILT

ORGANIC SILT with SAND ORGANIC SILT with GRAVEL

SANDY ORGANIC SILT

SANDY ORGANIC SILT with GRAVEL

GRAVELLY ORGANIC SILT

GRAVELLY ORGANIC SILT with SAND

ORGANIC lean CLAY ORGANIC lean CLAY with SAND ORGANIC lean CLAY with GRAVEL SANDY ORGANIC lean CLAY SANDY ORGANIC lean CLAY with GRAVEL GRAVELLY ORGANIC lean CLAY GRAVELLY ORGANIC lean CLAY with SAND

SILT

SILT with SAND SILT with GRAVEL

SANDY SILT

SANDY SILT with GRAVEL

GRAVELLY SILT

GRAVELLY SILT with SAND

SILTY CLAY

SILTY CLAY with SAND SILTY CLAY with GRAVEL

SANDY SILTY CLAY

SANDY SILTY CLAY with GRAVEL

GRAVELLY SILTY CLAY

GRAVELLY SILTY CLAY with SAND

Lean CLAY Lean CLAY with SAND Lean CLAY with GRAVEL SANDY lean CLAY SANDY Lean CLAY with GRAVEL GRAVELLY lean CLAY GRAVELLY lean CLAY with SAND

COBBLES

COBBLES AND BOULDERS

BOULDERS

PEAT

SILTY, CLAYEY SAND with GRAVEL

SILTY, CLAYEY SAND

CLAYEY SAND With GRAVEL

CLAYEY SAND

SILTY SAND WITH GRAVEL

SILTY SAND

Poorly graded SAND with CLAY and GRAVEL (or SILTY CLAY AND GRAVEL

Poorly graded SAND with CLAY ( or SILTY CLAY)

Poorly graded SAND with SILT and GRAVEL

Poorly graded SAND with SILT

Well-graded SAND with CLAY and Gravel (or SILTY CLAY and GRAVEL)

Well-graded SAND with CLAY (or SILTY CLAY)

Well-graded SAND with SILT Well-graded SAND with SILT and GRAVEL

Poorly graded SAND with GRAVEL

Poorly graded SAND

Well-graded SAND with GRAVEL

Well-graded SAND

SILTY, CLAYEY GRAVEL with SAND

SILTY, CLAYEY GRAVEL

CLAYEY GAVEL with SAND

CLAYEY GRAVEL

SILTY GRAVEL with SAND

SILTY GRAVEL

Poorly-graded GRAVEL with CLAY (or SILTY CLAY)

Well-graded GRAVEL with SILT and SAND

Poorly-graded GRAVEL with SILT

Well-graded GRAVEL with CLAY or (SILTY CLAY)

Well-graded GRAVEL with SILT and SAND

Well-graded GRAVEL with SILT

GW-GM

GW-GC

GP-GM

GP-GC

GM

GC

GC-GM

SW

SP

SW-SM

SW-SC

SP-SM

SP-SC

SM

SC

SC-SM

PT

Western Engineers & Geologists 1329 9th St. Rock Springs, Wyoming 82901 www.westernegi.com

DRILL LOG LEGEND

SHEET 1 OF 1

DRILL LOG NO.: DH-1

PROJECT: BLM WILD HORSE CORRALS HAY SHELTER

LOC.: NW CORNER OF PROPOSED BLDG.

AUGER: 4.5" SOLID-STEM FLIGHT

SAMPLER: STANDARD SPLIT-SPOON, 2" O.D.

WEATHER: COOL, SUNNY, CLEAR

DROP: 30 in. WEIGHT: 140 lb

GWT W.D.: UNKNOWN

DATE: 10/09/15

PROJ. NO.: 15-1029

GND EL (FT): ~6380

TD (FT): 31.50

LOGGED BY: MGL

DRAWN BY: MGL

D

EP

TH

G W

T NOTES

SPT, BLOWS/FT

MOISTURE, %

0 20 40 60 BL

O

W S

PE

R

N C

TY

PE

N O

G

R A

PH

U

SC

S LITHOLOGICAL

DESCRIPTION

COMMENTS: HOLE DRILLED WITH SIMCO 2800 H/S DRILLING RIG MOUNTED ON HEAVY

TRUCK CARRIER.

ADVANCED 2'

BEFORE

CONDUCTING

SURFACE SAMPLE

DUE TO LOOSE SOIL MOIST, LIGHT BROWN FINE GRAINED SAND

WITH SOME CLAY

5'

10'

MOIST, LIGHT BROWN FINE GRAINED

SILTY-SAND WITH SOME CLAY

15'

DRY, LIGHT BROWN WELL SORTED FINE

GRAINED SAND

DRY, LIGHT BROWN, LOOSE

SILTY-SAND WITH SOME CLAY

2-3-3

4-3-4

5-5-7

8-7-7

1-A 1-B

1-C 1-D

CLIENT: AIRDALE EXPRESS

2'

LOOSE TOP SOIL

4-5-6

SM

SM

SC

9-8-6

7-8-12

1-E 1-F

DRILLER CALLS FOR

STIFFER MATERIAL

@23.5'

1-G

20'

25'

30'

DRY, LIGHT BROWN, LOOSE

SILTY-SAND WITH SOME CLAY

DRY, LIGHT BROWN, DECENT GRADED

COURSE TO FINE GRAINED SAND WITH

SUBROUNDED ROCKS

DRY, LIGHT BROWN, COARSE GRAINED

SAND WITH FINES AND SUBROUNDED

ROCKS

31.50' = TD

SM

SM

SM

DRILL LOG NO.: DH-2

PROJECT: BLM WILD HORSE CORRALS HAY SHELTER

LOC.: SE CORNER OF PROPOSED BLDG.

AUGER: 4.5" SOLID-STEM FLIGHT

SAMPLER: STANDARD SPLIT-SPOON, 2" O.D.

WEATHER: COOL, SUNNY, CLEAR

DROP: 30 in. WEIGHT: 140 lb

GWT W.D.: UNKNOWN

DATE: 10/09/15

PROJ. NO.: 15-1029

GND EL (FT): ~6380

TD (FT): 31.50

LOGGED BY: MGL

DRAWN BY: MGL

D

EP

TH

G W

T NOTES

SPT, BLOWS/FT

MOISTURE, %

0 20 40 60 BL

O

W S

PE

R

N C

TY

PE

N O

G

R A

PH

U

SC

S

MOIST, LIGHT BROWN, FINE GRAINED SAND

WITH SOME CLAY

25'

DRY, LIGHT BROWN, LOOSE FINE GRAINED

SAND WITH BLACK BANDING DISCOLORATION

MOIST, LIGHT BROWN, FINE GRAINED SAND

WITH LITTLE CLAY

3-3-2

3-2-2

5-5-4

5-5-7

2-A 2-B

2-C 2-D

CLIENT: AIRDALE EXPRESS

LITHOLOGICAL

DESCRIPTION

15'

20'

DRY, LIGHT BROWN, COARSE GRAINED SAND

WITH FINES AND SUBROUNDED ROCKS

MOIST, LIGHT BROWN, FINE GRAINED SAND

WITH SOME CLAY

10'

3-2-3

2-E

3-3-3

2-F

5'

COMMENTS: HOLE DRILLED WITH SIMCO 2800 H/S DRILLING RIG MOUNTED ON HEAVY

TRUCK CARRIER.

83-2-6

ADVANCED 2'

BEFORE

CONDUCTING

SURFACE SAMPLE

DUE TO LOOSE SOIL

2-G

31.50' = TD

2'

30'

MOIST, LIGHT BROWN, FINE GRAINED SAND

WITH LITTLE CLAY

LOOSE TOP SOIL

MOIST, LIGHT BROWN, VERY FINE GRAINED

SAND WITH CLAY

SM

SM

SM

SM

SM

APPENDIX B

DRILL HOLE LOCATIONS

DH-2

DH-1

BOREHOLE

LOCATIONS ARE

APPROXIMATE.

W

N

1329 NINTH STREET

ROCK SPRINGS, WY 82901

307-362-5180

WESTERN@WESTERNEGI.COM

WWW.WESTERNEGI.COM

Job No.:

Date:

Drawn By:

Checked By:

15- 1029

10/12/15

BDL

In no event shall the Client copy or use any of the concepts, plans, drawings, specifications, designs, models, reports, photographs, computer software, surveys, calculations, construction and other data, documents, and processes produced by the Engineer in connection with the to any project other than the Project without the prior written permission of the Engineer.

The Engineer shall not unreasonably withhold or deny such consent but shall be entitled to receive additional equitable remuneration in connection with its grant of consent.

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APPENDIX D

VICINITY MAP

WILD HORSE

CORRALS

W

N

1329 NINTH STREET

ROCK SPRINGS, WY 82901

307-362-5180

WESTERN@WESTERNEGI.COM

WWW.WESTERNEGI.COM

Job No.:

Date:

Drawn By:

Checked By:

15-1029

10/12/15

BDL

2000 4000

1" = 4000'

In no event shall the Client copy or use any of the concepts, plans, drawings, specifications, designs, models, reports, photographs, computer software, surveys, calculations, construction and other data, documents, and processes produced by the Engineer in connection with the to any project other than the Project without the prior written permission of the Engineer.

The Engineer shall not unreasonably withhold or deny such consent but shall be entitled to receive additional equitable remuneration in connection with its grant of consent.

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Path:

10/12/2015 2:43 PMPlot Date: Plotted By: BrandtVICINITY MAP