NM_FLAP_CR11299(1)_DSBC_100__Final_Pavement_Report.pdf

20143639/CSP14R09122 Page i of iv November 13, 2014 © 2014 Kleinfelder

FINAL PAVEMENT REPORT

DRIPPING SPRINGS AND BAYLOR CANYON ROAD

DOÑA ANA COUNTY, NEW MEXICO

NM FLAP 11299(1)

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

TASK ORDER NUMBER: DTFH68-12-D-0013/T-14-023

KLF PROJECT # 20143639

November 13, 2014

Copyright 2014 Kleinfelder All Rights Reserved

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC

PROJECT FOR WHICH THIS REPORT WAS PREPARED.

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TABLE OF CONTENTS

Section Page

1 INTRODUCTION

1 INTRODUCTION

1.1 PURPOSE AND OBJECTIVE

1.2 SCOPE OF SERVICES

1.3 PROJECT LOCATION AND DESCRIPTION

2 GEOLOGY

2.1 REGIONAL GEOLOGY

2.2 LOCAL GEOLOGY

3 GEOTECHNCIAL EXPLORATIONS

3.1 GENERAL

3.2 EXPLORATIONS

3.2.1 Soil Test Pits

3.2.1.1 Sampling and Classification

4 LABORATORY RESULTS

4.1 GENERAL

5 SUBSURFACE CONDITIONS

5.1 EXISTING FILL

5.2 NATIVE SOIL

5.3 GROUNDWATER

6 PAVEMENT DESIGN, PAVEMENT MATERIALS, AND CONSTRUCTION

CONSIDERATIONS

6.1 PAVEMENT DESIGN

6.1.1 Subgrade Materials and Strength

6.1.2 Traffic Information

6.1.3 Design Sections

6.2 PAVEMENT MATERIALS

6.2.1 Asphalt Mix

6.2.2 Crushed Aggregate Base Course

6.2.3 Tack and Prime Coat

6.3 CONSTRUCTION CONSIDERATIONS

6.3.1 Subgrade Preparation

6.3.2 Excavation Characteristics

6.3.3 Structural Fill

6.3.4 Compaction Requirements

6.3.5 Construction in Wet or Cold Weather

6.3.6 Drainage

6.3.7 Pavement Maintenance

7 ADDITIONAL SERVICES

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8 LIMITATIONS

REFERENCES

ACRONYMS DEFINED

TABLES

Table 3.1 Summary of Explorations

Table 4.1 Summary of Lab Testing Program

Table 6.1 Project Segments

Table 6.2 Summary of Pavement Design Parameters

Table 6.3 Summary of Strength Coefficients

Table 6.4 Summary of Recommended Pavement Sections

Table 6.5 Imported Structural Fill Criteria

Table 6.6 Subgrade Preparation and Fill Placement Criteria

PLATES

Plate 1 Site and Vicinity Map

Plates 2 - 20 Boring Location Plans

APPENDICES

A Test Pit Logs

B Laboratory Test Results

C DARWin Analyses

D Site Photographs

20143639/DEN14R09122 Page 1 of 23 November 13, 2014

FINAL PAVEMENT REPORT

DRIPPING SPRINGS AND BAYLOR CANYON ROAD

DOÑA ANA COUNTY, NEW MEXICO

NM FLAP 11299(1)

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

TASK ORDER NUMBER: DTFH68-12-D-0013/T-14-023

1 INTRODUCTION

1.1 PURPOSE AND OBJECTIVE

The purpose of this Dripping Springs and Baylor Canyon Road NM FLAP 11299(1) (Project)

Pavement Report is to provide a summary of geotechnical data obtained from the recent explorations in the project area and our recommendations regarding pavement design and construction. This data includes information obtained from test pit excavations as well as results of laboratory testing of the soil and rock materials encountered. This information will be utilized by the Central Federal Lands Highway Division (CFLHD) to facilitate their efforts in the design and construction of this roadway improvement and realignment project. The geotechnical data provided in this report is subject to provisions outlined in Section 8, Limitations.

The objective of our geotechnical explorations was to collect site specific geotechnical information. This information was used to characterize the subsurface stratigraphy and groundwater conditions, provided laboratory properties of the materials, and develop recommendations for pavement design and construction associated with the proposed improvements and realignment of Dripping Springs and Baylor Canyon Road.

1.2 SCOPE OF SERVICES

The scope of services performed for this project included the following:

• Gather information related to the project, including archived report/files, as-builts, scoping reports, and any other relevant information;

• Development of a final geotechnical field investigation plan;

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• Subsurface field investigation preparation, coordination, and execution;

• Laboratory testing of soil and rock samples;

• Preparation of interim geotechnical memorandums as necessary to discuss preliminary logs and laboratory testing, and;

• Preparation of this pavement report.

1.3 PROJECT LOCATION AND DESCRIPTION

The Central Federals Lands Highway Division (CFLHD) of Federal Highway Administration

(FHWA) has proposed an improvement of Dripping Springs and Baylor Canyon Roads. The proposed paving project is along approximately 5 miles of existing roadway in Doña Ana

County, New Mexico.

Dripping Springs Road begins near Interstate 25 and extends east to the BLM Dripping Springs

Natural Area. Baylor Canyon Road begins at US 70 and extends south to an intersection with

Dripping Springs Road. Both roads have sections that are currently paved. The extent of the paving project is the unpaved section of Dripping Springs Road (approximately 2.37 miles) that extends east to just past the intersection with Baylor Canyon Road and the unpaved section of

Baylor Canyon Road (approximately 2.54 miles) that extends south to the same intersection.

Baylor Canyon Road is located just east of the limits of a Wilderness Study Area. Therefore, all roadway improvements and construction activities will need to be located to the west of the existing roadway.

Both Dripping Springs Road and Baylor Canyon Road are two lane gravel roadways that provide access to the Dripping Springs Natural Area and the Organ Mountain Range, located near Las Cruces, New Mexico. The average width of both roads is 37 feet as estimated in the field. They are classified as arterial/local road with posted speed limits of 35 mile per hour.

The road alignment crosses rolling terrain.

Proposed modifications and improvements to Dripping Springs Road and Baylor Canyon Road included in this project are as follows:

• Earthwork for drainage improvements;

• Installation of new drainage elements;

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• Placement of aggregate base course (ABC) and hot asphalt concrete pavement (HACP);

• Guardrail installation if required for safety issues, and;

• Roadway realignment near the intersection of Baylor Canyon Road and Dripping Springs

Road.

Improvements will be designed and constructed in accordance with the standards of Doña Ana

County, CFLHD, and AASHTO Highway Design Standards.

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2 GEOLOGY

2.1 REGIONAL GEOLOGY

The project area is located in eastern Doña Ana County of Southern New Mexico. The area in the vicinity of the site is underlain by the Permian-age Hueco Formation, which consists of limestone, conglomerate, shale, and siltstone, and by volcanic rock of the

Tertiary-age Soledad Rhyolite and Bell Top Formations (Seagar and others, 1987).

2.2 LOCAL GEOLOGY

The project is located in an area that has been mapped by Seagar and others (1987), and they have defined the area as being underlain by series of piedmont-slope and river/arroyo-channel and terrace deposits associated with the nearby Organ Mountains.

The majority of the existing Baylor Canyon Road alignment is underlain by Quaternary-age piedmont slope facies and the Quaternary- to Tertiary-age Camp Rice Formation.

These deposits consist of primarily boulder and gravel fans grading to silt, loam and clay, as well as conglomerate and fanglomerate facies.

The Dripping Springs Road alignment in the project area is underlain by Quaternary-age piedmont slope facies, the Quaternary- to Tertiary-age Camp Rice Formation, and

Quaternary-age river, arroyo-channel, terrace, and fan deposits. These deposits consist of primarily sand with pebbles, boulder and gravel fans grading to silt, loam and clay, and conglomerate and fanglomerate facies.

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3 GEOTECHNCIAL EXPLORATIONS

3.1 GENERAL

The geotechnical field investigation began on May 7, 2014 and was completed on May 8, 2014.

This section provides a summary of the test pits completed as part of this project. Locations of the explorations are presented on Plates 2 through 20.

3.2 EXPLORATIONS

3.2.1 Soil Test Pits

A total of 12 backhoe test pits were excavated along the alignment during the geotechnical investigation, designated TP-1 through TP-12.

Test pits were excavated by Enviro Drill of Albuquerque, NM using a Deere 310K excavator. In general, the test pits were excavated to provide subsurface information for the design and construction of an aggregate base course and asphalt concrete pavement section. A summary of the test pit explorations is presented in Table 3.1.

Table 3.1

Summary of Explorations

TEST PIT

ID

APPROXIMATE

STATION

APPROXIMA

TE LATITUDE

(DEGREES

N)

APPROXIMATE

LONGITUDE

(DEGREES W)

TOTAL

DEPTH (FT)

DEPTH TO

GROUNDWATER

(FT)

TP-1 118+79 32.310437 -106.65159 5 NGWE

TP-2 140+37 32.313118 -106.646752 6 NGWE

TP-3 159+38 32.31618 -106.641807 6 NGWE

TP-4 183+54 32.319887 -106.63527 6 NGWE

TP-5 205+12 32.323742 -106.629849 6 NGWE

TP-6

Near 403+00

(off alignment)

32.327546 -106.626832 10.5 NGWE

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TEST PIT

ID

APPROXIMATE

STATION

APPROXIMA

TE LATITUDE

(DEGREES

N)

APPROXIMATE

LONGITUDE

(DEGREES W)

TOTAL

DEPTH (FT)

DEPTH TO

GROUNDWATER

(FT)

TP-7

Near 410+00 (off alignment)

32.32987 -106.62640 10 NGWE

TP-8 444+25 32.336539 -106.619369 5 NGWE

TP-9 464+75 32.340504 -106.616322 6 NGWE

TP-10 486+33 32.345667 -106.614508 5 NGWE

TP-11 507+92 32.351553 -106.614523 5 NGWE

TP-12 529+50 32.357573 -106.614548 5 NGWE

1. Based on stationing provided by HDR as shown on Plates 2-20.

2. Latitude/Longitude obtained by handheld GPS, and therefore locations are limited to the accuracy of the GPS unit (estimated to be on the order of 10 ft radius).

3. NGWE = No groundwater was encountered in the test pit.

Test pit depths along the project range from 5 to 10.5 feet below ground surface. After completion of drilling, the excavations were backfilled with excavated materials and compacted utilizing a walk-behind vibratory sheepsfoot equipment. Logs of test pits are shown in Appendix

A.

3.2.1.1 Sampling and Classification

A Kleinfelder staff engineer logged the test pits by visually identifying and field classifying soils in general accordance with ASTM International Standard D 2488 and the Unified Soil

Classification System (USCS). Upon completion of laboratory testing, soil classifications were further evaluated in general accordance with ASTM D 2487 and are presented on the test pit logs in Appendix A. A key to the test pit logs is presented in Appendix A.

Bulk and/or grab disturbed soil samples were obtained and were packaged and sealed in the field to reduce moisture loss and disturbance, and sent out for laboratory testing.

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4 LABORATORY RESULTS

4.1 GENERAL

Laboratory testing was conducted on materials collected from the subsurface borings during the field investigation. The intent was to run classification and strength tests on representative materials encountered. The type and number of laboratory tests were reviewed and approved by CFLHD personnel.

Table 4.1 summarizes the number and type of tests performed. Laboratory results are presented in Appendix B. Select lab results are also shown on the test pit logs in Appendix A.

TABLE 4.1

SUMMARY OF LAB TESTING PROGRAM

TEST ASTM/AASHTO NUMBER

NUMBER OF

TESTS

Sieve Analysis (Coarse and Fines)

AASHTO T 27/ASTM D 422 10

Atterberg Limits (plasticity index) AASHTO T 90/ASTM D 4318 7

Moisture Content AASHTO T 255 7

Hveem/R-Value AASTHO T 190/ASTM D 2844 3

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5 SUBSURFACE CONDITIONS

The following description of the subsurface conditions encountered in the 12 test pits that made up our exploration program has been simplified for ease of report presentation. A more detailed description of the subsurface conditions encountered along the alignment is presented on the test pit logs in Appendix A.

5.1 EXISTING FILL

Fill material was encountered in test pits TP-1 through TP-5, TP-8 through TP-10, and TP-12.

The fill area is predominantly coarse grained; typically either poorly-graded to well–graded gravel with variable percentages of fines, sand, and cobbles or clayey gravel with sand. The average depth of fill along the alignment is approximately 0.4 feet with a range of 0.1 to 1 feet.

Fill soils encountered were primarily dry to slightly moist.

5.2 NATIVE SOIL

Native soils were encountered during our exploration either at the ground surface or below fill materials to the termination of the exploration. The native soils were predominately poorly-graded to well-graded gravel with sand, clay, and/or silt, clayey gravel with sand, silty sand with gravel, well-graded to poorly-graded sand with gravel, silt, and/or clay, and cobbles and boulders. Native soils were brown to yellowish brown to reddish brown and dry to moist. Caliche

(calcium carbonate cementation) was encountered in test pits TP-3, TP-6 through TP-8, TP-10, and TP-12 at depths ranging from to 3 to 5 feet. The caliche appeared as either moderately to strongly cemented layers or isolated patches.

5.3 GROUNDWATER

Groundwater was not encountered in any of the test pits. Therefore groundwater is not anticipated to be a significant construction issue for the proposed roadway/pavement improvements.

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It should be noted that soil moisture levels and groundwater levels commonly vary over time depending upon seasonal precipitation, irrigation practices, land use and runoff conditions. The soil moisture and groundwater data in this report pertain only to the locations and times at which the explorations were performed. They can be extrapolated to other locations and times only with caution. It should be noted that Kleinfelder has not performed a hydrologic study to assess the seasonal groundwater conditions.

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6 PAVEMENT DESIGN, PAVEMENT MATERIALS, AND CONSTRUCTION

CONSIDERATIONS

6.1 PAVEMENT DESIGN

Our pavement investigation and thickness calculations were performed in general accordance with Chapter 11 of the FHWA Project Development and Design Manual, 2008 Edition (PDDM).

Kleinfelder performed the flexible pavement design using the AASHTOWare Program DARWin, which is based on the 1993 AASHTO Guide for Design of Pavement Structures.

A pavement section is a layered system designed to distribute concentrated traffic Ioads to the subgrade. Performance of the pavement structure is directly related to the physical properties of the subgrade soils and traffic loadings. Soils are represented for pavement design purposes by means of a soil support value for flexible pavements and a modulus of subgrade reaction for rigid pavements. Both values are empirically related to strength. Pavement design procedures are based on strength properties of the subgrade and pavement materials, along with the design traffic conditions. Proper surface drainage is essential for adequate performance of pavement on these soils.

6.1.1 Subgrade Materials and Strength

Based on the field exploration and previous report data, the subgrade soils are expected to be primarily sands and gravels with varying amounts of silt and clay.

Based on the combination of visual classification of the subgrade materials, laboratory index testing (e.g., sieve and Atterberg Limits), and subgrade strength testing (e.g., R-Value), the project is divided into the following three segments for the purposes of defining subgrade strength:

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TABLE 6.1

PROJECT SEGMENTS

SEGMENT ID STATION RANGE TEST PITS ASSIGNED R- VALUE

1 100+00 to 205+12 TP-1, TP-2, TP-3, TP-4 53

2 205+12 to 464+75 TP-5, TP-6, TP-7, TP-8, TP-9 76

3 464+75 to 534+00 TP-10, TP-11, TP-12 56

The test pits were assigned to Segments based on both the results of R-Value testing and on the representative near surface soil type. In general, soils in test pits TP-1 to TP-4 consisted of sands and gravels with clay fines, soils in test pits TP-5 to TP-9 were primarily gravel with some sand and fines, and soils in test pits TP-10 to TP-12 were mostly sands with gravel and fines.

Three composite soils samples were tested to provide Hveem R-Values. The three composite samples were soils from TP-1 to TP-4, TP-5 to TP-8, and TP-9 to TP-12, which had R-Values of

53, 76, and 56 respectively. Based on both these test results and the soil types as discussed in the preceding paragraph, R-Values of 53, 76, and 56 were assigned to Segment 1, 2, and 3 respectively. TP-9 was included in Segment 2 with its higher R-Value because it contained a higher gravel content than the lower strength soils in Segment 3.

These representative R-values were used to calculate values for the subgrade resilient modulus using the following correlation from the NCHRP Report 128, which was used in the preparation of AASHTO 1993 Pavement Design Guide:

S1 = [(R-value - 5)/11.29] + 3 Eq. 4.1

Mr = 10 [S

+ 18.72)/ 6.24] Eq. 4.2

Where: S1 = soil support value

Mr = roadbed resilient modulus (psi)

From this correlation, the subgrade soils in the project have a Mr value of approximately 14,525, 30,802, and 16,021 psi for Segments 1, 2, and 3 respectively.

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6.1.2 Traffic Information

Based on traffic data provided in the project application, both Dripping Springs and Baylor

Canyon has an average daily traffic (ADT) value of 360, with a 20-year projected value of 650, which is an annual growth rate of approximately 4%. It is assumed that these ADT values represent two-way traffic. One percent of both the current and projected ADT values is classified as truck traffic. The performance life of the new composite asphalt section is assumed to be 25 years.

Using 18-kip Equivalent Single Axel Loads (ESAL) factors from the FHWA PDDM and the calculation method from Appendix D of the AASHTO 1993 guide, an average 25 year, 18-kip

ESAL of approximately 92,126 was calculated and used for pavement thickness design calculations.

6.1.3 Design Sections

Our designs are based on laboratory test results for the subgrade soils, the AASHTO design criteria, and our experience. We assumed a 25-year design 18-kip ESAL of 92,126. If traffic studies indicate values that are significantly different, we should be contacted to review these recommendations. Tables 6.2 and 6.3 below present our design parameters and strength coefficients that are utilized in our pavement thickness calculations:

TABLE 6.2

SUMMARY OF PAVEMENT DESIGN PARAMETERS

PARAMETER

SEGMENT 1

VALUE

SEGMENT 2

VALUE

SEGMENT 3

VALUE

Design Life 25 years 25 years 25 years

18-kip ESAL 92,126 92,126 92,126

Reliability 75% 75% 75%

Overall Standard Deviation 0.49 0.49 0.49

Initial Serviceability Index 4.2 4.2 4.2

Terminal Serviceability Index 2.5 2.5 2.5

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TABLE 6.3

SUMMARY OF STRENGTH COEFFICIENTS

PARAMETER

SEGMENT 1

VALUE

SEGMENT 2

VALUE

SEGMENT 3

VALUE

HACP Structural Coefficient 0.4 0.4 0.4

HACP Drainage Coefficient 1 1 1

Crushed Aggregate Base Structural Coefficient

0.12 0.12 0.12

Crushed Aggregate Base Drainage Coefficient

1 1 1

Roadbed Soil Resilient Modulus 14,525 psi 30,802 psi 16,021 psi

The pavement design parameters were chosen in accordance with 2008 FHWA PDDM Sections

11.2.1.1 and 11.2.1.2. A design life of 25 years was specified in correspondence with FHWA

CFLHD personnel. Structural coefficients were chosen in accordance with Exhibit 11.2-C in

Section 11.2.1.4 of the 2008 FHWA PDDM, corresponding with values for Bid Item 401 HACP

(Superpave mix) and Bid Item 301 Crushed Aggregate Base.

Based on the chosen design parameters and strength coefficients, the following new composite sections are recommended:

TABLE 6.4

SUMMARY OF RECOMMENDED PAVEMENT SECTIONS

SEGMENT

ASPHALT (HACP) AND CRUSHED

AGGREGATE BASE COURSE (ABC)

1 3” HACP over 4” ABC 2 3” HACP over 4” ABC

3 3” HACP over 4” ABC

6.2 PAVEMENT MATERIALS

6.2.1 Asphalt Mix

A HACP Superpave design mix as specified in Section 401 of the 2003 FHWA Standard

Specifications for Construction of Roads and Bridges on Federal Highway Projects (FP-03) is recommended with a 50 design gyratory compaction level and a ½ inch nominal maximum aggregate size. For this area, the 98% reliability binder is PG 70-16 per the LTPPBind program. A commercially produced, heat stable liquid antistrip additive should be added to the asphalt mix to prevent separation of the asphalt from the aggregates. The HCAP

20143639/DEN14R09122 Page 14 of 23 November 13, 2014 pavement should be compacted to between 92 percent and 96 percent of its maximum theoretical (Rice) density.

6.2.2 Crushed Aggregate Base Course

Untreated aggregate base course in accordance with Section 301 of the 2003 FHWA FP-03 is recommended with a grading designation D per Table 703-2 and a maximum liquid limit of 25.

Crushed aggregate base course should have a maximum size of 1 inch, be uniformly graded, and free of organic matter, lumps or balls of clay, and other deleterious materials. The maximum dry density of the ABC should be determined according to AASHTO T 180, method

D. ABC should be compacted to at least 95 percent of maximum density and within 2 percent of the optimum moisture content, and should be spread in layers not exceeding 6 inches in compacted thickness. The new ABC should a Hveem R-Value of at least 80.

6.2.3 Tack and Prime Coat

Per Section 412 of the FHWA FP-03, a tack coat should be applied if the HACP is applied in more than one lift at a rate of 0.03 to 0.15 gal/yd2 between each lift of HACP. Prior to application, prepare the existing surface by removing deleterious substances and ensure that the surface is dry and unfrozen and that the air temperature in the shade is above 35 degrees F and rising. Allow tacked surfaces to cure and place the covering course within 4 hours of placing tack coat. Acceptable emulsified asphalt grades include CSS-1, CSS-1h, SS-1, and SS-

1h per the FHWA PDDM.

In accordance with Section 411 of the FHWA, FP-03 prime coat should also be applied to prepare the ABC at a rate of 0.1 to 0.5 gal/yd2. Application should take place when it is not foggy or rainy and when air temperature in the shade above 50 degrees F and rising. Allow tacked surfaces to cure for at least 24 hours before placing the covering course within 4 hours of placing tack coat.

6.3 CONSTRUCTION CONSIDERATIONS

Unless other Federal or local agency requirements or specifications apply, roadway construction should be performed per the 2003 FHWA Standard Specifications for Construction of Roads

20143639/DEN14R09122 Page 15 of 23 November 13, 2014 and Bridges on Federal Highway Projects (FP-03). The following sections provide recommendations associated with design and performance of the proposed pavement section as provided herein.

6.3.1 Subgrade Preparation

Any obviously unsuitable materials present (e.g. debris, organic materials, waste) larger than 6 inches should be completely removed from the top 6 inches of subgrade. Remove the stripped materials for offsite disposal in accordance with Section 204.14 of FP-03.

Prior to placement of new pavement sections, processing of the subgrade should be performed per Section 303 of FP-03. Per subsection 204.11 of FP-03, the subgrade should be scarified to a minimum depth of 6-inches, and surface irregularities removed. The subgrade surface should be moisture conditioned to within a range of -2 to +2 percent of optimum moisture content, and compacting to a minimum 95% (AASHTO T 180) of the laboratory maximum dry density for pavement subgrade and existing base course.

Prior to placing the pavement section including aggregate base course, the pavement subgrade should be proof-rolled with compression type rollers at speeds less than 6 feet per second and vibratory rollers at speeds less than 3 feet per second Areas that pump or deform significantly under heavy wheel loads are not stable and should be removed and replaced to achieve a stable subgrade prior to paving. Care should be taken to ensure areas around manholes or other utility protrusions are proof-rolled adequately.

Any soft and/or wet areas exposed during the excavation process may need to be stabilized prior to placement of new fill and pavement sections to create a stable, unyielding construction platform per Section 204.07 of FP-03. The method and extent of stabilization will depend on the actual conditions encountered, and the more appropriate method of stabilization will likely be best determined in the field at the time of excavation, by Kleinfelder representatives. Typical stabilization methods may include rock stabilization utilizing geo-grid such as Tensar TX140 or

TX160, and Aggregate Base Course (or similar) to form a stable base on which to place the pavement section. Installation typically includes placement of the geo-grid directly on subgrade with on the order of 12- to 18-inches of ABC above the grid. Rock aggregate size and depth of

20143639/DEN14R09122 Page 16 of 23 November 13, 2014 mitigation will vary depending on actual conditions encountered and would require adjustment during construction.

6.3.2 Excavation Characteristics

Excavation into the overburden soil material can likely be accomplished utilizing conventional standard duty earth moving equipment. We anticipate excavation in the more resistant materials could be relatively slow depending on the depth of excavation, the type of soil encountered, the type and site of equipment used, as well as the contractor’s experience with similar excavation.

Groundwater was not encountered in our borings during this investigation and is not anticipated to be a significant issue during construction of shallow or near-surface roadway features or surface drainage. However, based on our experience in the area, localized areas of shallow groundwater or surface drainage have been encountered in the vicinity and localized groundwater seepage can be encountered at random locations and elevations within the soils and is subject to seasonal precipitation events. Therefore, where operations encounter shallow groundwater or surface water construction dewatering may be required. Utilizing appropriate construction dewatering equipment/systems, such as well points, sumps, and trenches, will be the responsibility of the trenching contractor. A dewatering expert should be retained as appropriate. In addition, trenching into wet and/or saturated overburden soils will require temporary shoring, where the construction of safe unshored slopes is not feasible.

All excavations must comply with the Section 204 of FP-03 and any applicable Local, State and

Federal safety regulations, and particularly with the excavation standards of the Occupational

Safety and Health Administration (OSHA). Construction site safety, including excavation safety, is the sole responsibility of the Contractor as part of its overall responsibility for the means, methods and sequencing of construction operations. Kleinfelder’s recommendations for excavation support are intended for the Client’s use in planning the project, and in no way relieve the Contractor of its responsibility to construct, support and maintain safe slopes. Under no circumstances should the following recommendations be interpreted to mean that Kleinfelder is assuming responsibility for either construction site safety or the Contractor’s activities.

We believe that the near-surface soils on this site will classify as Type C materials using OSHA criteria. OSHA requires that unsupported cuts be laid back to ratios no steeper than 1½H:1V

(horizontal to vertical) up to 20-feet in height. In general, we believe that these slope inclinations

20143639/DEN14R09122 Page 17 of 23 November 13, 2014 will be temporarily stable under unsaturated conditions. Where groundwater seepage occurs, flatter slopes will be appropriate. Please note that the actual determination of soil type and allowable sloping must be made in the field by an OSHA-qualified “competent person.”

6.3.3 Structural Fill

Structural fill refers to material that is appropriate for placement beneath structure components, embankment fill, and pavement subgrade. Based on the results of our subsurface explorations and laboratory testing, the on-site granular soils are appropriate for this use provided any particles greater than 3-inches are removed. If imported fill is required to meet proposed site grades, it should consist of a non-expansive, mainly granular material meeting the requirements presented in Table 6.5, per Section 704.04 of FP-03.

A sample of any proposed imported structural fill should be submitted to our office for review and testing at least 3 days prior to stockpiling at the site. The native subgrade to receive structural fill should be prepared in accordance with Section 6.3.1.

TABLE 6.5

IMPORTED STRUCTURAL FILL CRITERIA

GRADATION REQUIREMENTS

Standard Sieve Size Percent Passing

3 inch 100

No. 200 15 or less

PLASTICITY REQUIREMENTS (ATTERBERG LIMITS)

Liquid Limit 30 or less

A representative of Kleinfelder should perform testing and observation of the subgrade structural fill placement.

6.3.4 Compaction Requirements

Soil and aggregate materials should be placed on a horizontal plane and placed in loose lifts not to exceed 6-inches in compacted thickness, unless otherwise accepted by the geotechnical engineer. Materials should be moisture-conditioned and compacted according to following criteria.

20143639/DEN14R09122 Page 18 of 23 November 13, 2014

TABLE 6.6

SUBGRADE PREPARATION AND FILL PLACEMENT CRITERIA

FILL LOCATION MATERIAL TYPE

PERCENT

COMPACTION

(AASHTO T 180)

MOISTURE

CONTENT

Pavement Subgrade/Embankment Fill

On-site soils/ Imported Structural Fill

95 minimum ± 2 % of optimum

Aggregate Base Course

(ABC)

Crushed Aggregate Base Course

(See Section 6.2.2) 95 minimum 2 % of optimum

6.3.5 Construction in Wet or Cold Weather

During construction, grade the site such that surface water can drain readily away from the site area. Promptly pump out or otherwise remove any water that may accumulate in excavations or on subgrade surfaces, and allow these areas to dry before resuming construction. Berms, ditches and similar means may be used to prevent stormwater from entering the work area and to convey any water off site efficiently.

If earthwork is performed during the winter months when freezing is a factor, no structural fill or any other fill should be placed on frosted or frozen ground, nor should frozen material be placed as fill. Frozen ground should be allowed to thaw or be completely removed prior to placement of fill. A good practice is to cover the compacted fill with a “blanket” of loose fill to help prevent the compacted fill from freezing.

If construction is initiated during cold weather, concrete elements should not be constructed on frozen soil. Frozen soil should be completely removed from beneath the concrete elements, or thawed, scarified and recompacted. The amount of time passing between excavation or subgrade preparation and placing concrete should be minimized during freezing conditions to prevent the prepared soils from freezing. Blankets, soil cover or heating as required may be utilized to prevent the subgrade from freezing.

6.3.6 Drainage

Proper drainage is of paramount importance in enhancing pavement performance. To avoid distress to pavement from wet, soft subgrade soils, we recommend the maintenance of good

20143639/DEN14R09122 Page 19 of 23 November 13, 2014 drainage away from all pavements. Possible water sources include storm runoff, irrigation of landscaping adjacent the pavement and localized groundwater seepage, among others. Joints in the pavement or at asphalt/concrete interfaces should be sealed. Any cracks or openings in the finished pavement surface should be sealed and/or repaired as quickly as possible.

6.3.7 Pavement Maintenance

Annual maintenance generally refers to crack filling and general surface sealers. We recommend implementation of an at least annual if not more frequent pavement crack sealing program. This is very important to prevent surface water from entering cracks and wetting the subgrade. Due to temperature fluctuations significant separations can also occur at interfaces between the asphalt pavement concrete elements, and other features. These areas generally result in a high rate of premature distress and failure that can propagate well beyond the original problem area. Any cracks or openings in the finished pavement surface should be sealed and/or repaired as quickly as possible.

20143639/DEN14R09122 Page 20 of 23 November 13, 2014

7 ADDITIONAL SERVICES

Additional Kleinfelder services are not anticipated for this project beyond preparation of this report. However, the following services are highlighted as they are critical to ensuring proper implementation of the recommendations provided through communication to designer and contractor, and verifying construction compliance with project plans and specifications.

Review of plans and specifications to verify recommendations provided herein were properly incorporated into plans and specs.

Pre-bid and pre-construction meetings to clarify recommendations and clear up any conflicts, misunderstandings, or ambiguities between the recommendations provided herein and the final plans and specs.

The recommendations in this report depend on the assumption that an adequate program of testing and observation will be made during construction to verify compliance with our recommendations. These tests and observations may include, but not necessarily be limited to, the following:

Observations and density testing during site preparation and earthwork;

Observation and testing of subgrade preparation, placement of Aggregate

Base Course and Hot Mix Asphalt Materials; and

Consultation as may be required during construction.

Adequate testing and observation is essential to successful and economical completion of a construction project. Testing and observation allow for verification that the recommendations are being followed. They also make it possible to identify new or changed conditions that could require modification of recommendations.

We understand the services above will be performed by HDR and/or CFLHD.

Kleinfelder is happy to provide these services or assistance in support of these services as necessary.

20143639/DEN14R09122 Page 21 of 23 November 13, 2014

8 LIMITATIONS

This work was performed in a manner consistent with that level of care and skill ordinarily exercised by other members of Kleinfelders’ profession practicing in the same locality, under similar conditions and at the date the services are provided. Our conclusions, opinions, and recommendations are based on a limited number of observations and data. It is possible that conditions could vary between or beyond the data evaluated. Kleinfelder makes no other representation, guarantee, or warranty, express or implied, regarding the services, communication (oral or written), report, opinion, or instrument of service provided.

This report may be used only by the Client and the registered design professional in responsible charge and only for the purposes stated for this specific engagement within a reasonable time from its issuance, but in no event later than two (2) years from the date of the report.

The work performed was based on project information provided by Client. If Client does not retain Kleinfelder to review any plans and specifications, including any revisions or modifications to the plans and specifications, Kleinfelder assumes no responsibility for the suitability of our recommendations. In addition, if there are any changes in the field to the plans and specifications, Client must obtain written approval from Kleinfelders’ engineer that such changes do not affect our recommendations. Failure to do so will vitiate Kleinfelders’ recommendations.

20143639/DEN14R09122 Page 22 of 23 November 13, 2014

REFERENCES

AASHTO (1993). Guide for Design of Pavement Structures. American Association of State Highway and Transportation Officials

ASTM International. (2009) Annual Book of ASTM Standards.

Federal Highway Administration (2008). Federal Lands Highway - Project Development and

Design Manual, Chapter 11: Pavements. U.S. Department of Transportation, Federal Lands Highway.

Federal Highway Administration (2003). Standard Specifications for Construction of Roads and

Bridges on Federal Highway Projects – FP-03 U.S. Customary Units, U.S. Department of Transportation, Federal Lands Highway.

Van Til, C.J., McCullough, B.F., Vallerga, B.A., and Hicks, R.G. (1972). Evaluation of AASHO

Interim Guides for the Design of Pavement Structures. NCHRP Report 128.

Seager, W.R., Hawley, J.R., Kottlowski, F.E., and Kelley, S.A. (1987). Geology of east half of

Las Cruces and northeast El Paso 1 x 2 sheet, New Mexico: New Mexico Bureau of Mines and Mineral Resources, Geologic Map 57, scale 1:125,000.

20143639/DEN14R09122 Page 23 of 23 November 13, 2014

ACRONYMS DEFINED

AASHTO American Association of State Highway and Transportation Officials

ABC Aggregate Based Course

ASTM American Society for Testing and Materials International

CFLHD Central Federal Lands Highway Division

FHWA Federal Highway Administration

FP-03 2003 FHWA Standard Specifications for Construction of Roads and Bridges on

Federal Highway Projects

HACP Hot Asphalt Concrete Pavement

H:V Horizontal to Vertical

PDDM FHWA Project Development and Design Manual

PM Post Mile

USCS Unified Soil Classification System

20143639/DEN14R09122 November 13, 2014

PLATES

NFarny Text Box

BAYLOR CANYON ROAD

NFarny

DRIPPING SPRINGS ROAD

Dripping Springs and Baylor Canyon Road

NM FLAP 11299(1)

Doña Ana County, New Mexico

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

Dripping Springs and Baylor Canyon Road

APPENDIX A

Test Pit Logs

PLATE

A-1Dripping Springs and Baylor Canyon Road

NM FLAP 11299(1)

Doña Ana County, New Mexico

The report and graphics key are an integral part of these logs. All data and interpretations in this log are subject to the explanations and limitations stated in the report.

Lines separating strata on the logs represent approximate boundaries only. Actual transitions may be gradual or differ from those shown.

No warranty is provided as to the continuity of soil or rock conditions between individual sample locations.

Logs represent general soil or rock conditions observed at the point of exploration on the date indicated.

In general, Unified Soil Classification System designations presented on the logs were based on visual classification in the field and were modified where appropriate based on gradation and index property testing.

Fine grained soils that plot within the hatched area on the Plasticity Chart, and coarse grained soils with between 5% and 12% passing the No. 200 sieve require dual USCS symbols, ie., GW-GM, GP-GM, GW-GC, GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM.

If sampler is not able to be driven at least 6 inches TCP-Texas Cone Penetrometer

SILTY SANDS, SAND-GRAVEL-SILT

MIXTURES

CLAYEY SANDS, SAND-GRAVEL-CLAY

MIXTURES

SW-SM

CLAYEY SANDS, SAND-SILT-CLAY

MIXTURES

CL

CL-ML

SANDS

WITH

5% TO

12%

FINES

SANDS

WITH >

12%

FINES

S A

N D

S

M or e th an h al f o f c oa rs e fr ac tio n is s m al le r th an th e

#4 s ie ve

WELL-GRADED SANDS, SAND-GRAVEL

MIXTURES WITH LITTLE FINES

Cu 4 and/ or 1 Cc 3>

CLEAN

GRAVEL

WITH

<5%

FINES

GRAVELS

WITH

5% TO

12%

FINES

OL

CH

CLAYEY GRAVELS,

GRAVEL-SAND-CLAY MIXTURES

GRAVELS

WITH >

12%

FINES

Cu 4 and 1 Cc 3

BULK SAMPLE

GRAB SAMPLE

GM

GC

GW

GP

GW-GM

GW-GC

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

GRAPHICS KEY

SAMPLE/SAMPLER TYPE GRAPHICS

CLEAN

SANDS

WITH

<5%

FINES

G R

A V

E L

S

M or e th an h al f o f c oa rs e fr ac tio n is la rg er th an th e

#4 s ie ve

Cu 6 and/ or 1 Cc 3

Cu 6 and/ or 1 Cc 3

Cu 6 and 1 Cc 3

SC-SM

Cu 4 and 1 Cc 3

ORGANIC SILTS & ORGANIC SILTY CLAYS

OF LOW PLASTICITY

SILTS AND CLAYS

(Liquid Limit less than 50)

SILTS AND CLAYS

(Liquid Limit greater than 50)

WELL-GRADED SANDS, SAND-GRAVEL

MIXTURES WITH LITTLE OR NO FINES

POORLY GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE OR NO FINES

MH

OH

ML

GC-GM

C O

A R

S E

G R

A

IN

E D

S O

IL

S

M or e th an h al f o f m at er ia l i s la rg er th an th e

#2 s ie ve

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

Cu 6 and 1 Cc 3

GP-GM

GP-GC

SP

SP-SM

SP-SC

SM

SC

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE OR NO FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE OR NO FINES

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE FINES

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE CLAY FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES WITH

LITTLE CLAY FINES

SILTY GRAVELS, GRAVEL-SILT-SAND

MIXTURES

CLAYEY GRAVELS,

GRAVEL-SAND-CLAY-SILT MIXTURES

WELL-GRADED SANDS, SAND-GRAVEL

MIXTURES WITH LITTLE CLAY FINES

POORLY GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE CLAY FINES

SW

SW-SC

POORLY GRADED SANDS,

SAND-GRAVEL MIXTURES WITH

LITTLE FINES

Cu 4 and/ or 1 Cc 3>

F

IN

E G

R A

IN

E

D S

O

IL

S (M or e th an h al f o f m at er ia l is s m al le r th an th e

#2 s ie ve

INORGANIC SILTS AND VERY FINE SANDS, SILTY OR

CLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY

ORGANIC CLAYS & ORGANIC SILTS OF

MEDIUM-TO-HIGH PLASTICITY

INORGANIC CLAYS OF HIGH PLASTICITY,

FAT CLAYS

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR SILT

INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

GROUND WATER GRAPHICS

OBSERVED SEEPAGE

WATER LEVEL (level after exploration completion)

WATER LEVEL (level where first observed)

WATER LEVEL (additional levels after exploration)

NOTES

PROJECT NO.: 20143639

DRAWN BY: MC

CHECKED BY: KDD

DATE: 5/12/2014

REVISED: 5/14/2014

P

LO

T T

E D

/1 7/

:1

A

M B

Y

N F ar n y gI N

T F

IL

E

\\d e nv er \d en ve r- D at a\ w or ki ng

\2

9_ cf lh d

D rip pi ng

S pr in gs

\fr om

A bq

T ea m \2

D rip pi ng S pr in gs \2

.0 T ec hn ic al

In fo rm at io n\

2.

F ie ld

A ct iv ity

R ec or ds

\a pr il

F ie ld

E ve nt \2

_d ri pp in g S pr in gs .g p j gI N

T T

E M

P

LA

T E

R

:K

LF

S

T A

N D

A R

D _G

IN

T

_L

IB

R A

R Y

_2

4.

G

LB

[G E

O -L

E G

E N

D

G

R A

P H

IC

S

K E

Y

W

IT

H U

S C

S

(# blows/ft) (# blows/ft)

PLATE

(# blows/ft)

A-2Dripping Springs and Baylor Canyon Road

NM FLAP 11299(1)

Doña Ana County, New Mexico

The thread is easy to roll and not much time

5 - 12

A 1/8-in. (3 mm.) thread cannot be rolled at

5 - 15

15 - 40 40 - 70

35 - 65

15 - 35

>70

Damp but no visible water

Visible free water, usually soil is below water table

Cohesive soil that can be broken down into small angular

DENSITY

0 - 15 crumbling when drier than the plastic limit lumps which resist further breakdown

Fracture planes appear polished or glossy, sometimes striated

Breaks along definite planes of fracture with little resistance

APPARENT

10 - 30 30 - 50

>50 less than 1/4-in. thick, note thickness

> 8000

Firm

Hard

Very Hard

Non-plastic

Low (L)

Medium (M)

High (H)

NOTE: AFTER TERZAGHI AND PECK, 1948

<4

65 - 85

Boulders

Green Yellow Green

Blue Green Blue

Purple Blue Purple

Red Purple

4000 - 8000

Weakly

Moderately

Strongly

FIELD TESTDESCRIPTION

It takes considerable time rolling and kneading coarse

ABBR

R

Y

GY

G

BG

Red Yellow Red

Yellow

<5

SAMPLER

or thread cannot be formed when drier than the any water content.

The thread can barely be rolled and the lump when drier than the plastic limit

FIELD TEST

Absence of moisture, dusty, dry to the touch

SubangularRounded Angular

CRITERIA

Very Soft

Soft

Subrounded

Gravel

Sand

Fines

Thumb will penetrate soil more than 1 in. (25 mm.)

Wet fine coarse fine

#10 - #4

GRAIN

SIZE

>12 in. (304.8 mm.)

3/4 -3 in. (19 - 76.2 mm.)

0.19 - 0.75 in. (4.8 - 19 mm.)

< 1000

SOIL DESCRIPTION KEY

FIELD TESTDESCRIPTION

plastic limit.

the plastic limit. The lump or thread crumbles limit. The lump or thread can be formed without

Same color and appearance throughout

DESCRIPTION

Inclusion of small pockets of different soils, such as small lenses

CRITERIA

Alternating layers of varying material or color with the layer

0.0029 - 0.017 in. (0.07 - 0.43 mm.)

0.017 - 0.079 in. (0.43 - 2 mm.)

to reach the plastic limit. The thread can be

Lensed

Blocky

Slickensided

Fissured

Laminated

Stratified

DESCRIPTION

None

Strong

Rounded

DESCRIPTION

Cobbles

Thumbnail will not indent soil

Thumb will penetrate soil about 1 in. (25 mm.)

CRITERIA

No visible reaction

Some reaction, with bubbles forming slowly

Violent reaction, with bubbles forming immediately

Weak

0.079 - 0.19 in. (2 - 4.9 mm.)

SPT-N60

Thumb will not indent soil but readily indented with thumbnail

Very Dense Dense

Medium Dense

FIELD TEST

NP

< 30

> 50

<0.0029 in. (<0.07 mm.)

rerolled several times after reaching the plastic

SubroundedParticles have smoothly curved sides and no edges

Particles have nearly plane sides but have well-rounded corners and edges

Particles are similar to angular description but have of sand scattered through a mass of clay; note thickness

Thumb will indent soil about 1/4-in. (6 mm.)

to fracturing

Alternating layers of varying material or color with layers

Angular

Subangular

LL

30 - 50

Particles have sharp edges and relatively plane sides with unpolished surfaces rounded edges at least 1/4-in. thick, note thickness

CONSISTENCY

medium

Loose

Very Loose

DENSITY

1000 - 2000

Homogeneous

DESCRIPTION

Dry

Moist is required to reach the plastic limit.

The thread cannot be rerolled after reaching

>60 35 - 60

CALIFORNIA

4 - 10

NAME

YR

B

PB

P

RP

#40 - #10

#200 - #10

Passing #200

3 - 12 in. (76.2 - 304.8 mm.)

3/4 -3 in. (19 - 76.2 mm.)

#4 - 3/4 in. (#4 - 19 mm.)

SIEVE

SIZE

>12 in. (304.8 mm.)

3 - 12 in. (76.2 - 304.8 mm.)

Pea-sized to thumb-sized

Thumb-sized to fist-sized

Larger than basketball-sized

Fist-sized to basketball-sized

Flour-sized and smaller

Rock salt-sized to pea-sized

Sugar-sized to rock salt-sized

Flour-sized to sugar-sized

SIZE

APPROXIMATE

RELATIVE

85 - 100

<4

MODIFIED CA

SAMPLER

DESCRIPTION

12 - 35

Crumbles or breaks with handling or slight

Crumbles or breaks with considerable

Will not crumble or break with finger pressure finger pressure finger pressure

Black N

2000 - 4000

UNCONFINED

COMPRESSIVE

STRENGTH (qu)(psf)

STRUCTURE

CONSISTENCY - FINE-GRAINED SOIL

MOISTURE CONTENT

APPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL

CEMENTATION

Munsell Color

PLASTICITY

REACTION WITH HYDROCHLORIC ACID

GRAIN SIZE

ANGULARITY

PROJECT NO.: 20143639

DRAWN BY: MC

CHECKED BY: KDD

DATE: 5/12/2014

REVISED: 5/14/2014

P

LO

T T

E D

/1 7/

:1

A

M B

Y

N F ar n y gI N

T F

IL

E

\\d e nv er \d en ve r- D at a\ w or ki ng

\2

9_ cf lh d

D rip pi ng

S pr in gs

\fr om

A bq

T ea m \2

D rip pi ng S pr in gs \2

.0 T ec hn ic al

In fo rm at io n\

2.

F ie ld

A ct iv ity

R ec or ds

\a pr il

F ie ld

E ve nt \2

_d ri pp in g S pr in gs .g p j gI N

T T

E M

P

LA

T E

R

:K

LF

S

T A

N D

A R

D _G

IN

T

_L

IB

R A

R Y

_2

4.

[G E

O -L

E G

E N

D

S

O

IL

D E

S C

R

IP

T

IO

N K

E Y

GP-GM 4 46 9.1 19 2

GROUNDWATER LEVEL INFORMATION:

Groundwater was not encountered during excavation or after completion.

GENERAL NOTES:

FILL:

Poorly-graded GRAVEL with Silt and Sand: fine to coarse grained, small subrounded to subangular cobbles, gray, dry

Poorly-graded GRAVEL with Silt and Sand (GP-GM): fine to coarse grained, yellowish brown, moist

Well-Graded SAND with Gravel (SW): fine to coarse grained, yellowish brown, moist

Subrounded cobbles and small boulders at 4 ft

The exploration was terminated at approximately 5 ft. below ground surface. The exploration was backfilled with excavated material on May 07, 2014.

PAGE:

FIELD EXPLORATION

TEST PIT LOG TP-1

TEST PIT LOG TP-1

PLATE

A-3

LABORATORY RESULTS

D ep th fe et

G ra p hi ca l L og

U S

C S

S ym bo l

W at er C on te nt

D ry

D en si ty pc f)

P as si ng

N o.

S ie ve

P as si ng

#2

S ie ve

Li qu id L im it

(N V

N o V al ue

P la st ic ity In de x

(N P

N o P la st ic ity

Dripping Springs and Baylor Canyon Road

NM FLAP 11299(1)

Doña Ana County, New Mexico

Latitude: 32.31044° N Longitude: -106.65159° W

No Elevation Available

Surface Condition: Gravel Road

M. CoteLogged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather: Partly cloudy, windy

Excavation Equip.:

Excavation Crew:

Excavation Co.:

Not Available Deere 310K

R. Hammer, E. Cohagen

Enviro Drill

Excav. Dimensions:

5/07/2014

2ft x 17ft x 5ft (W x L x D)Exploration Plunge: -90 degrees

O th er T es ts

R em ar ks gI N

T F

IL

E

W

:\2

9_ cf lh d

D rip pi ng

S pr in gs

\fr om

A bq

T ea m \2

D rip pi ng S pr in gs \2

.0 T ec hn ic al

In fo rm at io n\

2.

F ie ld

A ct iv ity

R ec or ds

\a pr il

F ie ld

E ve nt \2

_d ri pp in g S pr in gs .g p j

R :K

LF

_S

T A

N D

A R

D _G

IN

T

_L

IB

R A

R Y

_S R

.1 .2

.G

[K

LF

_B

O R

IN

G

/T E

S T

P

IT

S O

IL

L

O G

PROJECT NO.: 20143639

DRAWN BY: MC

CHECKED BY: KDD

DATE: 5/14/2014

REVISED: 5/15/2014

S am pl e

T yp e

Groundwater was not encountered during excavation or after completion.

GENERAL NOTES:

FILL:

Well-Graded GRAVEL with Sand: fine to coarse grained, subrounded to subangular gravel, fine to coarse grained sand, low plasticity, gray, dry, trace silt

Poorly-Graded SAND with Gravel (SP): fine grained, trace boulders, small subrounded to subangular cobbles, low plasticity, yellowish brown, moist, medium dense, trace silt

Well-Graded GRAVEL with Sand (GW): fine to coarse grained, small subrounded to subangular cobbles, low plasticity, yellowish brown, moist, medium dense

Well-Graded SAND with Gravel (SW): fine to coarse grained, large subrounded cobbles, low plasticity, reddish brown, increasing moisture, medium dense to dense

Yellowish brown, trace silt at 5 ft

The exploration was terminated at approximately 6 ft. below ground surface. The exploration was backfilled with excavated material on May 07, 2014.

PAGE:

FIELD EXPLORATION

TEST PIT LOG TP-2

TEST PIT LOG TP-2

PLATE

A-4

LABORATORY RESULTS

D ep th fe et

G ra p hi ca l L og

U S

C S

S ym bo l

W at er C on te nt

D ry

D en si ty pc f)

P as si ng

N o.

S ie ve

P as si ng

#2

S ie ve

Li qu id L im it

(N V

N o V al ue

P la st ic ity In de x

(N P

N o P la st ic ity

Dripping Springs and Baylor Canyon Road

NM FLAP 11299(1)

Doña Ana County, New Mexico

Latitude: 32.31312° N Longitude: -106.64675° W

No Elevation Available

Surface Condition: Gravel Road

M. CoteLogged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather: Sunny, windy

Excavation Equip.:

Excavation Crew:

Excavation Co.:

Not Available Deere 310K

R. Hammer, E. Cohagen

Enviro Drill

Excav. Dimensions:

5/07/201…