112626_PECO Geotech Memo.pdf

Project No. – 112626-001 112626_001_L1.docx

5900 W 38th Avenue Wheat Ridge, Colorado 80212 303 825-3800 www.shannonwilson.com

April 29, 2024

Mr. James Mills, PE

Jacobs Engineering Group, Inc.

6312 South Fiddlers Green Circle, Suite 300N

Greenwood Village, CO 80111‐4927

RE: TECHNICAL MEMORANDUM, NM NP MULTI PMS(1) PAVEMENT PRESERVATION,

PECOS NATIONAL HISTORICAL PARK VISITOR CENTER PARKING LOT, SAN

MIGUEL COUNTY, NEW MEXICO

This technical memorandum summarizes the results of our geotechnical subsurface exploration and laboratory testing program conducted at the Visitor Center parking lot of the Pecos National Historical Park (the Project) in San Miguel County, New Mexico (Figure

1). Our services were conducted in general accordance with our Professional Services Task

Order Number 148052583 with Jacobs Engineering Group, Inc. (Jacobs). If a service is not specifically indicated in this letter, do not assume that it was performed.

PROJECT AND SITE DESCRIPTION

Based on discussions with Jacobs, shallow groundwater has been observed seeping up through the asphalt pavement near the southeast corner of the Visitor Center parking lot

(Figure 1). The shallow groundwater has resulted in pavement damage, as shown in Exhibit

1, and is a safety concern with standing water in the parking lot during sub‐freezing temperatures.

The source of the groundwater is not known, but it is expected to be attributed to localized, shallow infiltration with the general gradient in the area sloping down toward the southeast. We understand that a pavement under‐drainage system has been proposed, to divert the shallow groundwater to discharge southeast of the parking lot, towards a natural, unnamed, and intermittent wash.

April 29, 2024

112626_001_L1.docx 112626-001

Exhibit 1: Existing pavement conditions near boring SW-05 during the subsurface exploration program (looking project north)

Subsurface Exploration and Laboratory Testing Programs

Shannon & Wilson conducted a subsurface exploration program on March 18, 2024, to explore the subsurface conditions in the Project area. Our subsurface exploration program consisted of drilling and sampling eight borings to depths of approximately 5 to 8½ feet below the ground surface (bgs) to obtain subsurface information for the proposed drainage improvements. Refer to Figure 1 for the approximate boring locations.

The drilling was coordinated (including subcontractor coordination, utility locates, and permitting) and observed by a Shannon & Wilson field representative. Our soil and rock classification systems are shown on Figure 2. The borings were drilled by Enviro‐Drill, Inc.

of Albuquerque, New Mexico (under subcontract to Shannon & Wilson). The borings were advanced using a truck‐mounted CME 75 drill rig utilizing 8‐inch diameter hollow‐stem augers. After drilling, the borings were backfilled with auger cuttings.

April 29, 2024

112626_001_L1.docx 112626-001

Disturbed samples were obtained in general accordance with the Standard Penetration Test

(SPT) (ASTM Designation: D1586). The SPT consists of driving a 2‐inch outside diameter

(O.D.), 1.375‐inch inside diameter split‐spoon sampler a distance of 18 inches with a 140‐ pound hammer free‐falling a distance of 30 inches. An automatic hammer system was used to advance the samplers. During sampling, the Shannon & Wilson field representative recorded the number of blows for each 6‐inch increment of penetration and summed the blow counts for the last two 6‐inch increments. This sum is recorded as the penetration resistance number, or N‐value. The N‐values provide a means for evaluating the relative density or compactness of cohesionless (granular) soils and consistency or stiffness of cohesive (fine‐grained) soils (see Figure 2). The N‐values are shown in the individual boring logs. Representative portions of the split‐spoon sample obtained in conjunction with the SPT were placed in a screw‐top plastic jar and transported to our laboratory.

Samples were also obtained using a modified California (MC) barrel sampler. The MC test procedure is similar to the SPT except a larger diameter barrel sampler (2½‐inch outside diameter, lined with 2‐inch diameter brass tubing) is used and is only driven 12 inches.

During sampling, the Shannon & Wilson field representative recorded the number of blows for each 6‐inch increment of penetration, which is shown on the boring logs. During sampling, the Shannon & Wilson Representative samples were sealed in the brass liner tubes with plastic caps and transported to our laboratory.

Select cohesive soil samples were tested in the field using a pocket penetrometer. The penetrometer estimates the unconfined compressive strength of a clay soil by shearing the clay with a one‐quarter inch‐diameter penetrometer and measuring the resistance (in units of tons per square foot) with a calibrated spring. Where taken, the field measurements from the pocket penetrometer are shown on the individual boring logs.

We completed geotechnical laboratory tests on selected samples retrieved from the borings to estimate index properties. The testing included visual classification, natural water content, unit weight, Atterberg limits, grain size distribution, and fines content (percentage passing the number 200 sieve). The natural water content, fines content, and Atterberg limits are shown on the boring logs in Figures 3 through 10, the laboratory test results are summarized in Table 1 and provided in Figures 11 and 12.

April 29, 2024

112626_001_L1.docx 112626-001

Subsurface Conditions

Boring SW‐01 was drilled from an unpaved traffic island. The remaining borings were drilled from the asphalt paved parking lot and the pavement thicknesses encountered are shown in Exhibit 2.

Exhibit 2: Existing Pavement Thicknesses

Boring

Asphalt Thickness

(inches)

SW-02 3½

SW-03 2

SW-04 3½

SW-05 4

SW-06 3

SW-07 2

SW-08 3½

NOTE:

1 Pavement thickness was measured from the borehole annulus.

Below the asphalt pavement, the borings generally encountered a granular fill that was classified as very loose to medium dense, moist to wet sand and gravel with varying percentages of silt and clay fines. This granular fill layer extended to approximately 1 to 3.5 feet bgs and was overlying moist to wet, medium stiff to stiff, lean to fat clay fill. In borings

SW‐02, SW‐04, and SW‐07, a geotextile was encountered at depths ranging from 4.5 to 6 feet bgs. The precise depth of the geotextile was hard to discern; however, it appeared that the geotextile was placed on native ground prior to the placement of the clay fill layer. Native, medium stiff, moist, lean to fat clay was encountered below the fill in borings SW‐01, SW‐05

SW‐07, and SW‐08.

Groundwater was measured in borings SW‐04 and SW‐05 within the gravel layer at approximately 1.2 and 0.8 feet bgs, respectively, during drilling, and we observed groundwater seeping into the hole from the gravel layer in boring SW‐08 after drilling. It should be noted that groundwater level fluctuations are possible and depend on many factors, including seasonal variations and local precipitation.

CONCLUSIONS AND RECOMMENDATIONS

Based on our explorations and the observed moistness of the samples we collected, it appears that groundwater can become trapped within the granular fill layer with relatively

April 29, 2024

112626_001_L1.docx 112626-001 low fines content, overlying the less permeable clay layers. Likely, this granular fill layer does not drain or daylight on the downgradient, east side of the parking lot, effectively creating a ‘bathtub’, and trapped groundwater tends to seep upward to the surface of parking lot. To reduce the potential for water to accumulate in the granular fill layer, a subsurface drainage system can be considered to reduce the potential for water to accumulate in the granular fill and improve long term performance of the parking lot pavement.

A suitable subsurface drainage system may consist of a narrow trench with a perforated pipe surrounded by a clean aggregate which is wrapped in a drainage geotextile. Ideally, the trench would extend to the bottom of the granular fill or about 3.5 feet bgs. The perforated pipe would outlet to a stormwater system or tightlined to a lower part of the site to daylight. However, we understand that there is no stormwater pipe system available to discharge the groundwater and the depth of the subsurface drainage system may be limited by the grade separation between the parking lot and adjacent ground surface, which is estimated be approximately one foot. Additionally, there is desire to minimize any disturbance to the area surrounding the parking lot.

As an alternative, a shallower subsurface drainage system could be considered, consisting of a continuous, unbound, permeable aggregate base layer below the asphalt pavement, which daylights beyond the pavement area. For this system, we recommend increasing the depth of the permeable aggregate base layer to the extent possible. The permeable aggregate base layer should meet the requirements of Section 703.03 Granular Backfill of the Federal

Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP‐14 ,1 with a maximum particle size of 1 inch. The extent of this drainage system should be broad enough to provide coverage for the areas exhibiting premature pavement distress, which may be attributed to the shallow groundwater. A separation geotextile should be placed above and below the permeable aggregate base layer, meeting the requirements Section 714 of the FP‐14 for Class 1 or Class 2 Separation and Stabilization Geotextile with a maximum apparent opening size of 0.3 millimeters. We recommend a 4‐inch‐thick layer of crushed aggregate base course (CAB) be placed above the upper separation geotextile and permeable aggregate base layer for pavement support. The CAB should meet the requirements of FP‐14 Section 302 with a gradation of D or E.

1 U.S. Department of Transportation (USDOT), Federal Highway Administration, 2014, Federal standard specifications for construction of roads and bridges on Federal Highway projects, FP‐14

English Units, available from: https://highways.dot.gov/federal‐lands/specs/fp‐14

April 29, 2024

112626_001_L1.docx 112626-001

Prior to placing any base material for the pavement, the subgrade materials should be compacted to a dense/firm and unyielding condition, in accordance with FP‐14 Section

204.11. The subgrade should be proof‐rolled or probed, and in any areas that are identified as being loose, soft, or yielding, we recommend over‐excavating to expose dense/firm and unyielding soil or to a depth of 24 inches and recompacting in accordance with FP‐14

Section 204.11.

CLOSURE

The information presented in this memorandum is based on our understanding of the

Project and our geotechnical explorations. This memorandum has been prepared for the exclusive use of Jacobs and the Project team for use in the design of the subsurface drainage system.

Our evaluations and conclusions are based on:

The limitations of our approved scope, schedule, and budget described in our Contract

Agreement.

Our understanding of the Project and information provided by Jacobs.

This report should not be used without our approval if any of the following occurs:

Conditions change due to natural forces or human activity under, at, or adjacent to the site.

More than 5 years has passed since the date of this report.

If any of these occur, we should be retained to review the applicability of our analyses, conclusions, and recommendations.

Within the limitations of scope, schedule and budget, the conclusions presented in this memorandum were prepared in accordance with generally accepted professional geotechnical and geological principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied.

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

Technical Memorandum

Gravel Sand Fines

Top Bottom (%) (pcf) (%) (%) (%)

S-1 1.0 2.0 16.2

S-3 4.0 5.0 25.0

S-1 1.0 2.0 GP-GM A-1-b(0) 8.2 45 41 11 NV NP NP

S-2 2.5 3.5 20.8 124.0

S-3 4.0 5.0 21.5

S-1 1.0 2.0 10.5 35

S-3 4.0 5.0 17.1

S-2 2.0 3.0 20.4

S-4 4.5 5.5 18.4

S-1 1.0 2.0 9.3

S-3 2.5 3.5 23.7 126.0

S-4 4.0 5.0 CL A-7-6(10) 17.5 91 42 20 22

S-2 2.5 3.5 CL A-7-6(15) 23.0 88 48 18 30

S-3 4.0 5.0 15.5

S-1 1.0 2.0 6.0 15

S-2 2.5 3.5 21.7

S-4 7.5 8.5 22.0

S-1 1.0 2.0 11.5

S-3 2.5 3.5 25.1

S-4 4.0 5.0 19.9

Table 1 - Summary of Laboratory Test Results by Boring

SAMPLE DATA GRAIN SIZE ANALYSIS2 ATTERBERG LIMITS

Boring Sample

Depth (feet)

USCS Symbol¹

Natural Moisture Content

Liquid Limit Plastic Limit Plasticity Index

SW-08

AASHTO Soil Classification and

Group Index

Moist Unit Weight

SW-03

SW-01

SW-02

SW-04

SW-06

SW-07

SW-05

NOTES:

1 Refer to Figure 2 for definitions.

2 Gravel defined as particles larger than the No. 4 sieve size, Sand as particles between the No. 4 and No. 200 sieve sizes, and Fines as particles passing the No. 200 sieve.

AASHTO = American Association of State Highway and Transportation Officials; pcf = pounds per cubic foot; USCS = Unified Soil Classification System

112626-001 Page 1 of 1 112626_Table 1.xlsx - 4/17/2024

SHANNON & WILSON, INC.

Geotechnical and Environmental Consultants

SW-01

SW-02

SW-03

SW-04 SW-05

SW-06

SW-07

SW-08

© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS

Albuquerque

Santa Fe

Las Cruces

Roswell

0 60 120

Feet

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

San Miguel County, New Mexico

April 2024

SITE AND EXPLORATION PLAN

FIG. 1

112626-001

N

LEGEND

Boring Designation and Approximate Location

SW-01

Project Location

Visitor Center

Approximate Seepage Area

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

Poorly Graded Gravel; Poorly Graded Gravel with Sand

Well-graded Gravel; Well-Graded Gravel with Sand

Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly, Lean Clay

Fi le

: 1

6.

G P

J | L ib ra ry : S

W G

IN

T

LI

BR

A R

Y .G

LB

D at e:

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Description

Term

FIGURE 2

Organic

Inorganic

HIGHLY ORGANIC SOILS

Symbol / Graphic

Silty Sand; Silty Sand with Gravel

Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt

Poorly Graded Sand; Poorly Graded Sand with Gravel

Silty Gravel; Silty Gravel with Sand

Clayey Gravel; Clayey Gravel with Sand

<5 5 to 10 15 to 25 30 to 45

>50

Term

Well-graded Sand; Well-graded Sand with Gravel

Organic

Major Divisions

Gravel (< 5% fines3)

Silty or Clayey Gravel (> 12% fines3)

Sand (< 5% fines3)

Silty or Clayey Sand (> 12% fines3)

SILTS AND CLAYS

(liquid limit > 50)

Primarily organic matter, dark in color, and organic odor

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

SILTS AND CLAYS

(liquid limit < 50)

NOTE: For gravels and sands with 5 to 12% fines3, the following are added to the Group Name:

with Silt and/or Clay or Silty Clay.

Dual Symbols are used:

GW-GM, GP-GM, SW-SM, SP-SM

GW-GC, GP-GC, SW-SC, SP-SC

Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly, Organic Silt or Clay

Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly, Elastic Silt

Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly, Fat Clay

Organic Silt or Clay; Organic Silt or Clay with Sand or Gravel; Sandy or Gravelly, Organic Silt or Clay

COARSE-GRAINED

SOILS

(> 50% of soil is retained on the No. 200 sieve3)

FINE-GRAINED

SOILS

(> 50% of soil passes the No. 200 sieve3)

Typical Identifications (USCS Group Names)2,4

Sum of the count of hammer blows to penetrate the second and third 6-inch increments in blows per foot (bpf).

Refusal: 50 blows for 6 inches or less or 10 blows for 0 inch.

Percent1

Crumbles or breaks with handling or slight finger pressure.

Crumbles or breaks with considerable finger pressure.

Will not crumble or break with finger pressure.

Description

GRAVELS

(> 50% of coarse fraction retained on the No. 4 sieve3)

Inorganic

Peat or other Highly Organic Soils (see ASTM D4427)

Clayey Sand; Clayey Sand with Gravel

Dry

Moist

Wet

Term

Absence of moisture, dusty, dry to the touch.

Damp but no visible water.

Visible free water, from below water table.

Term140-pound weight with a 30-inch free fall. Hammer types vary (e.g., automatic, rope and cathead). If available, the hammer type and energy ratio (E-ratio) is noted on the boring log.

Description Term

Nonplastic

Low Plasticity

Medium Plasticity

Slickensided

Lensed

Laminated

Interbedded

Homogeneous

Fissured

Description

Barrel I.D. / O.D. = 1.5 inches / 2 inches (liner not used) Barrel Length = 30 inches; Shoe I.D. = 1.375 inches

Blocky Cannot roll a 1/8-inch thread at any water content.

A thread can barely be rolled and a lump cannot be formed when drier than the plastic limit.

A thread is easy to roll and not much time in rolling is required to reach the plastic limit. The thread cannot be rerolled after reaching the plastic limit. A lump crumbles when drier than the plastic limit.

It takes considerable time rolling and kneading to reach the plastic limit. A thread can be rerolled several times after reaching the plastic limit. A lump can be formed without crumbling when drier than the plastic limit.

Cohesive soil that can be broken down into small angular lumps that resist further breakdown.

Breaks along definite planes or fractures with little resistance.

Same color and appearance throughout.

Alternating layers at least 1/4 inch thick of varying material or color.

Singular: bed

Alternating layers less than 1/4 inch thick of varying material or color.

Singular: lamination

Inclusion of small pockets of different soils, such as small lenses of sand scattered through a mass of clay.

Fracture planes appear polished or glossy, sometimes striated.

High Plasticity

Term

Sampler

N-Value (N)1

Term

Hammer Very Soft Soft Medium Stiff Stiff Very Stiff Hard

Very Loose Loose Medium Dense Dense Very Dense

N2 (bpf)

0 - 4 4 - 10 10 - 30 30 - 50

> 50

TV3 (tsf)

0 - 0.12

0.12 - 0.25

0.25 - 0.5

0.5 - 1 1 - 2 > 2

N2 (bpf)

0 - 2 2 - 4 4 - 8 8 - 15 15 - 30

> 30

PP3 (tsf)

0 - 0.25

0.25 - 0.5

0.5 - 1 1 - 2 2 - 4 > 4

Description

Trace Few Little Some Mostly

Weak

Moderate

Strong

Term

SANDS

(> 50% of coarse fraction passes the No. 4 sieve3)

Page 1 of 2SOIL CLASSIFICATION AND LOG KEY Shannon & Wilson uses a soil identification system modified from the Unified Soil Classification System (USCS) as described on this Key.

Soil descriptions are based on visual-manual procedures (ASTM D2488) and available laboratory index test results (ASTM D2487).

Exhibit A: Unified Soil Classification System (USCS)1

Exhibit G: Percentages

Exhibit E: Soil Moisture Content1

EXHIBIT A NOTES:

1. Adapted, with permission, from USACE Tech Memo 3-357, ASTM D2487, and ASTM D2488.

2. Borderline symbols (symbols separated by a slash) indicate that the soil characteristics are close to the defining boundary between two groups (e.g., CL/ML = Lean Clay to Silt; SP-SM/SM = Sand with Silt to Silty Sand).

3. No. 4 size = 4.75 millimeters (mm) = 0.187 inch; No. 200 sieve size = 0.075 mm = 0.003 inch. Particles smaller 0.075 mm are termed "fines".

4. Poorly graded indicates a narrow range or missing grain sizes. Well-graded indicates a full-range and even distribution of grain sizes.

5. If cobbles and/or boulders are observed, "with cobbles" or "with boulders" or "with cobbles and boulders" is added to the Group Name.

EXHIBIT E NOTE:

1. Adapted, with permission, from ASTM D2488 (Figure 2).

EXHIBIT G NOTE:

1. Percent estimated by weight for sand and gravel, and by volume for cobbles, organics, and other non-soil material (e.g., rubble, debris).

EXHIBIT D NOTE:

1. Adapted, with permission, from ASTM D2488.

Exhibit C: Soil Structure1 Exhibit D: Soil Plasticity1

EXHIBIT C NOTE:

1. Adapted, with permission, from ASTM D2488.

Exhibit B-3: Relative Density of Cohesionless Soils

Exhibit B-1: Standard Penetration Test (SPT)

EXHIBIT B NOTES:

1. N-values shown on boring logs are as recorded in the field and have not been corrected for hammer energy, overburden, or other factors. Where the hammer E-ratio is available, the N-value normalized to a ratio of 60% (N60) is listed.

2. Based on ASTM Standard D1586. Relative densities/consistencies noted on the boring logs are based on uncorrected N-values.

3. PP = pocket penetrometer; TV = torvane, tsf = tons per square foot. Correlations based on experience and multiple published references.

Exhibit B-2: Relative Consistency of Cohesive Soils

EXHIBIT F NOTE:

1. Adapted, with permission, from ASTM D2488.

Exhibit F: Soil Cementation1

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

ATD

bpf dia, diam Elev.

ENV

ETR

FC

FeO ft or ' gal

GP

GWT

HSA

ID

in or " incl ksf lbs

LL

mm

N N60

NA, n/a

NE

NP

NR

NW

OC

OD

OW

pcf

PI

PID

PL

PMT

PP

ppm psi

PT

REC

REF

RQD

SC

SE

SPT

SW

TP

tsf

TV

UCS, qu

USCS

VST

VWP

WC

WOH

WOR

at time of drilling blows per foot diameter elevation environmental sample energy transfer ratio (hammer) fines content (< 0.075 mm) iron oxide foot or feet gallons geoprobe groundwater table hollow-stem auger inside diameter or identification inch inclinometer kips per square foot pounds liquid limit millimeter field (uncorrected) SPT N-value SPT N-value corrected for 60% ETR not applicable or not available northeast nonplastic no recovery northwest organic content outside diameter observation well pounds per cubic foot plasticity index photoionization detector plastic limit pressuremeter test pocket penetrometer reading parts per million pounds per square inch nonstandard penetration test N-value recovery refusal rock quality designation (ASTM D6032) sonic core southeast Standard Penetration Test (ASTM D1586) southwest test pit tons per square foot tor vane reading unconfined compressive strength Unified Soil Classification System vane shear test vibrating wire piezometer natural water content weight of hammer weight of rods

REFERENCE: Brown, E. T., ed., 1981, Rock characterization, testing & monitoring: International Society of Rock Mechanics (ISRM) suggested methods: Oxford, Pergamon Press, 211 p.

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FIGURE 2

Sample Number Sample Type

Water Level Measured at Date in Well or VWP

Well/VWP ID No.

Water Level During Drilling

Measurement Date (M-D-YY)

Blank pipe or instrument casing

Perforated or slotted pipe

VWP and electric lead

Environmental Sample Taken

Split spoon (SS) (diameters vary)

Modified California (MC) sampler

Sonic core (SC) run (typically soil)

Other

REFERENCE: Loehr, J. E.; Lutenegger, A.; Rosenblad, B.; and Boeckmann, A., 2016, Geotechnical site characterization: U.S. Federal Highway Administration Report FHWA NHI-16-072, Geotechnical Engineering Circular no. 5, 1 v.

Rock Quality Designation (RQD) in %

Core Recovery (REC) in %

ROCK CLASSIFICATION

Graphic Description

Description

Irregular patches of different colors.

Soil disturbance or mixing by plants or animals.

Nonsorted sediment; sand and gravel in silt and/or clay matrix.

Material brought to surface by drilling action.

Material that caved from sides of borehole.

Disturbed texture, mix of strengths.

Sharp edges and unpolished planar surfaces.

Similar to angular, but with rounded edges.

Nearly planar sides with well-rounded edges.

Smoothly curved sides with no edges.

Width to thickness ratio > 3.

Width to thickness ratio < 3.

Term

Angular

Subangular

Subrounded

Rounded

Flat

Elongated

Term

Mottled

Bioturbated

Diamict

Cuttings

Slough

Sheared

Core run (typically rock)

Sheath (SH) (used for geoprobes)

Graphic Description

SYMBOLOGY AND GRAPHICS

Graphic Description Graphic Description

S-5

(SPT)

Description

Graphic Description Graphic Description

SOIL CLASSIFICATION AND LOG KEY

Gray bar indicates percent of sample length recovered.

Bentonite-cement grout

Bentonite grout

Bentonite chips

Surface cement seal

Sand filter pack

Slough (hole caved)

Shannon & Wilson uses a rock classification system modified from the system recommended by the International Society for Rock Mechanics (ISRM).

Copyright limitations prevent us from reproducing summary tables from the ISRM system on this Key. General descriptions are provided in Exhibit M.

(continued)

Term

Strength

General Description

Weathering

Fabric

Ranges from extremely weak (qu = 36 to 135 psi) to extremely strong (qu > 36,250 psi), and is based on the ability to break the rock with a hammer or scrape the rock with a knife.

Ranges from fresh (no visible signs of weathering) to completely weathered, based on observed degree of discoloration, decomposition, and/or disintegration. When the rock material has completely converted to soil, it is termed a residual soil.

Describes the rock structure based on observed layering, tendency to break, and distribution of minerals (e.g., massive, bedded, foliated).

For discontinuities: Includes rough, smooth, and slickensided, and includes other descriptive terms (e.g., stepped, undular, irregular, planar).

For discontinuities: Ranges from extremely close (< 1 inch) to extremely wide (> 20 feet).

For discontinuities: Ranges from very low to very high.

Description of discontinuities (joints, fractures, bedding planes, etc.), observations of potential displacement, gouge, shear, etc.

Persistence

Roughness

Spacing

Term Equation

SPT split spoon (2-inch OD)

Grab (GB) from cuttings or excavation

Tube (TB) (e.g., Shelby, piston)

ACRONYMS AND ABBREVIATIONS

Length of Core in Pieces > 4 in Length of Core Run

100% x

100% x

Exhibit H: Particle Angularity and Shape1

EXHIBIT H NOTE:

1. Adapted, with permission, from ASTM D2488.

Length of Core Recovered Length of Core Run

No rock names defined for this Project

Exhibit I: Additional Descriptive Terms

SOIL CLASSIFICATION REFERENCES:

ASTM International, [current edition], Annual book of standards, v. 04.08, soil and rock (I): D420 - D5876, available:

www.astm.org.

U.S. Army Corps of Engineers, 1953, The unified soil classification system: Vicksburg, Miss., Waterways Experiment

Station, Technical Memorandum 3-357, 2 v., March.

See Page 1 for Soil Classification Exhibits A through G

Exhibit M: General Rock Descriptive Terms - ISRM

Exhibit L: Other Log Symbols

Exhibit J: Sample and Run Graphics

Exhibit K: Hole Backfill and Instrument Graphics

Exhibit N: Rock Name Graphics

Exhibit O: Recovery and RQD Equations1

S-1

(MC12)

S-2

(MC12)

S-3

(MC12)

PT = 2,4

PT = 4,4

PP = 0.75 tsf

PT = 4,4

PP = 0.75 tsf

DRILLING INFORMATION

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Hole Size:

Hollow Stem Auger

EDI

CME-75

8 inch

EXPLORATION INFORMATION

Total Depth:

Top Elevation:

Vertical Datum:

Northing:

Easting:

Horizontal Datum:

5.0 feet n/a n/a n/a n/a n/a

FINAL

Logged by:

Review by:

Version:

BTM

WJZ

= WC%

Uncorrected N-value, bpf Uncorrected, Penetration N-value, bpf

NOTES:

- Refer to LOG KEY for explanation of symbols, codes, abbreviations, and definitions.

- Groundwater level, if indicated above, is for the date specified and may vary.

- Group symbol is based on visual-manual identification and selected lab testing.

- Report text contains limitations and information needed to contextually understand this log.

Sample Number Sample Type

Symbols

(See separate LOG KEY for additional symbols, acronyms, and definitions)

Abbreviations

BASIC LEGEND

S-5

(SPT)

Water Level During Drilling

Standard Penetration Test (SPT) blows per 6-inch increment Penetration test (not SPT) blows per 6-inch increment Blows per foot for penetration test Natural water content (%) Fines content (% grains smaller than 0.075 mm) Plasticity index (Atterberg Limits)

N

PT

bpf

WC

FC

PI

Gray bar indicates percent of sample length recovered.

AWJ 1.75 inch

140 lbs/30 inches n/a

Rod Type/Dia.:

Hammer Wt. / Drop:

Hammer ETR:Hole Start Date:

Hole Finish Date:

March 18, 2024

March 18, 2024

BORING LOG

D ep th (f ee t)

D ep th (f ee t)

Lab Data

Multiple Items Plotted (see bottom legend on Page 1)

500 100G ra ph ic

Field Data

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

R pt : B

O R

IN

G

L O

G

Li br ar y:

S W

G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/1 1/

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

WC=16%

WC=25%

SW-01

Medium stiff, dark brown, FAT CLAY WITH SAND (CH); moist to wet; Fill.

Loose, dark brown, POORLY GRADED GRAVEL WITH SAND (GP); wet; Fill.

Medium stiff, dark brown, LEAN to FAT CLAY (CL-CH);

moist to wet; Fill.

Medium stiff, dark brown gray, LEAN to FAT CLAY (CL-CH); moist.

BOTTOM OF HOLE AT 5 FEET

Material Description and Other Observations

S am pl es

D ep th (f ee t)

1.8 2.0

3.5

5.0

500 100

FIGURE 3

S-2

(MC12)

S-3

(MC12)

PT = 4,5

PP = 0.75 tsf

PT = 3,5

PP = 0.75 tsf

PT = 3,4

PP = 1.25 tsf

DRILLING INFORMATION

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Hole Size:

Hollow Stem Auger

EDI

CME-75

8 inch

EXPLORATION INFORMATION

Total Depth:

Top Elevation:

Vertical Datum:

Northing:

Easting:

Horizontal Datum:

5.0 feet n/a n/a n/a n/a n/a

FINAL

Logged by:

Review by:

Version:

BTM

WJZ

= WC% = FC%

Uncorrected N-value, bpf Uncorrected, Penetration N-value, bpf

Liquid LimitPlastic Limit

NOTES:

- Refer to LOG KEY for explanation of symbols, codes, abbreviations, and definitions.

- Groundwater level, if indicated above, is for the date specified and may vary.

- Group symbol is based on visual-manual identification and selected lab testing.

- Report text contains limitations and information needed to contextually understand this log.

Sample Number Sample Type

Symbols

(See separate LOG KEY for additional symbols, acronyms, and definitions)

Abbreviations

BASIC LEGEND

S-5

(SPT)

Water Level During Drilling

Standard Penetration Test (SPT) blows per 6-inch increment Penetration test (not SPT) blows per 6-inch increment Blows per foot for penetration test Natural water content (%) Fines content (% grains smaller than 0.075 mm) Plasticity index (Atterberg Limits)

N

PT

bpf

WC

FC

PI

Gray bar indicates percent of sample length recovered.

AWJ 1.75 inch

140 lbs/30 inches n/a

Rod Type/Dia.:

Hammer Wt. / Drop:

Hammer ETR:Hole Start Date:

Hole Finish Date:

March 18, 2024

March 18, 2024

FIGURE 4

D ep th (f ee t)

D ep th (f ee t)

Lab Data

Multiple Items Plotted (see bottom legend on Page 1)

500 100G ra ph ic

Field Data

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

R pt : B

O R

IN

G

L O

G

Li br ar y:

S W

G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/1 1/

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

WC=8%

FC=11%

LL/PI=NP/NP

WC=21%

WC=22%

SW-02

ASPHALT; 3-1/2 inches.

Loose, dark brown light brown, POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM); moist to wet; Fill.

Medium stiff, dark brown, LEAN to FAT CLAY (CL-CH);

moist to wet; Fill, with Geotextile between 4' to 5'.

BOTTOM OF HOLE AT 5 FEET

Material Description and Other Observations

S am pl es

D ep th (f ee t)

0.3

2.0

5.0

BORING LOGBORING LOG

S-2

(MC12)

S-3

(MC12)

PT = 3,5

PT = 2,2

PT = 3,4

PP = 1 tsf

DRILLING INFORMATION

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Hole Size:

Hollow Stem Auger

EDI

CME-75

8 inch

EXPLORATION INFORMATION

Total Depth:

Top Elevation:

Vertical Datum:

Northing:

Easting:

Horizontal Datum:

5.0 feet n/a n/a n/a n/a n/a

FINAL

Logged by:

Review by:

Version:

BTM

WJZ

= WC% = FC%

Uncorrected N-value, bpf Uncorrected, Penetration N-value, bpf

NOTES:

- Refer to LOG KEY for explanation of symbols, codes, abbreviations, and definitions.

- Groundwater level, if indicated above, is for the date specified and may vary.

- Group symbol is based on visual-manual identification and selected lab testing.

- Report text contains limitations and information needed to contextually understand this log.

Sample Number Sample Type

Symbols

(See separate LOG KEY for additional symbols, acronyms, and definitions)

Abbreviations

BASIC LEGEND

S-5

(SPT)

Water Level During Drilling

Standard Penetration Test (SPT) blows per 6-inch increment Penetration test (not SPT) blows per 6-inch increment Blows per foot for penetration test Natural water content (%) Fines content (% grains smaller than 0.075 mm) Plasticity index (Atterberg Limits)

N

PT

bpf

WC

FC

PI

Gray bar indicates percent of sample length recovered.

AWJ 1.75 inch

140 lbs/30 inches n/a

Rod Type/Dia.:

Hammer Wt. / Drop:

Hammer ETR:Hole Start Date:

Hole Finish Date:

March 18, 2024

March 18, 2024

FIGURE 5

D ep th (f ee t)

D ep th (f ee t)

Lab Data

Multiple Items Plotted (see bottom legend on Page 1)

500 100G ra ph ic

Field Data

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

R pt : B

O R

IN

G

L O

G

Li br ar y:

S W

G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/1 1/

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

WC=10%

FC=35%

WC=17%

SW-03

ASPHALT; 2 inches.

Loose, dark brown, CLAYEY SAND (SC); moist to wet; Fill.

Medium stiff, dark brown, LEAN to FAT CLAY WITH SAND (CL-CH); moist to wet; Fill.

BOTTOM OF HOLE AT 5 FEET

Material Description and Other Observations

S am pl es

D ep th (f ee t)

0.2

3.5

5.0

BORING LOG

S-2

(SPT)

S-3

(MC12)

S-4

(SPT)

PT = 8,10

N = 2,2,2 PP = 1 tsf

PT = 4,5

N = 3,4,7 PP = 1.25 tsf

DRILLING INFORMATION

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Hole Size:

Hollow Stem Auger

EDI

CME-75

8 inch

EXPLORATION INFORMATION

Total Depth:

Top Elevation:

Vertical Datum:

Northing:

Easting:

Horizontal Datum:

6.0 feet n/a n/a n/a n/a n/a

FINAL

Logged by:

Review by:

Version:

BTM

WJZ

= WC%

Uncorrected N-value, bpf Uncorrected, Penetration N-value, bpf

NOTES:

- Refer to LOG KEY for explanation of symbols, codes, abbreviations, and definitions.

- Groundwater level, if indicated above, is for the date specified and may vary.

- Group symbol is based on visual-manual identification and selected lab testing.

- Report text contains limitations and information needed to contextually understand this log.

Sample Number Sample Type

Symbols

(See separate LOG KEY for additional symbols, acronyms, and definitions)

Abbreviations

BASIC LEGEND

S-5

(SPT)

Water Level During Drilling

Standard Penetration Test (SPT) blows per 6-inch increment Penetration test (not SPT) blows per 6-inch increment Blows per foot for penetration test Natural water content (%) Fines content (% grains smaller than 0.075 mm) Plasticity index (Atterberg Limits)

N

PT

bpf

WC

FC

PI

Gray bar indicates percent of sample length recovered.

AWJ 1.75 inch

140 lbs/30 inches n/a

Rod Type/Dia.:

Hammer Wt. / Drop:

Hammer ETR:Hole Start Date:

Hole Finish Date:

March 18, 2024

March 18, 2024

FIGURE 6

D ep th (f ee t)

D ep th (f ee t)

Lab Data

Multiple Items Plotted (see bottom legend on Page 1)

500 100G ra ph ic

Field Data

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

R pt : B

O R

IN

G

L O

G

Li br ar y:

S W

G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/1 1/

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

WC=20%

WC=18%

3-

-2

SW-04

ASPHALT; 3-1/2 inches.

Medium dense, dark brown, POORLY GRADED GRAVEL WITH SAND (GP); moist to wet; Fill.

Medium stiff to stiff, dark brown, LEAN to FAT CLAY (CL-CH); moist to wet; Fill, with Geotextile between 4.5' to 6'.

BOTTOM OF HOLE AT 6 FEET

Material Description and Other Observations

S am pl es

D ep th (f ee t)

0.3

2.0

6.0

S-2

(GB)

S-3

(MC12)

S-4

(MC12)

PT = 1,2

PT = 3,3

PP = 0.75 tsf

PT = 5,6

PP = 1 tsf

DRILLING INFORMATION

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Hole Size:

Hollow Stem Auger

EDI

CME-75

8 inch

EXPLORATION INFORMATION

Total Depth:

Top Elevation:

Vertical Datum:

Northing:

Easting:

Horizontal Datum:

5.0 feet n/a n/a n/a n/a n/a

FINAL

Logged by:

Review by:

Version:

BTM

WJZ

= WC% = FC%

Uncorrected N-value, bpf Uncorrected, Penetration N-value, bpf

Liquid LimitPlastic Limit

NOTES:

- Refer to LOG KEY for explanation of symbols, codes, abbreviations, and definitions.

- Groundwater level, if indicated above, is for the date specified and may vary.

- Group symbol is based on visual-manual identification and selected lab testing.

- Report text contains limitations and information needed to contextually understand this log.

Sample Number Sample Type

Symbols

(See separate LOG KEY for additional symbols, acronyms, and definitions)

Abbreviations

BASIC LEGEND

S-5

(SPT)

Water Level During Drilling

Standard Penetration Test (SPT) blows per 6-inch increment Penetration test (not SPT) blows per 6-inch increment Blows per foot for penetration test Natural water content (%) Fines content (% grains smaller than 0.075 mm) Plasticity index (Atterberg Limits)

N

PT

bpf

WC

FC

PI

Gray bar indicates percent of sample length recovered.

AWJ 1.75 inch

140 lbs/30 inches n/a

Rod Type/Dia.:

Hammer Wt. / Drop:

Hammer ETR:Hole Start Date:

Hole Finish Date:

March 18, 2024

March 18, 2024

FIGURE 7

D ep th (f ee t)

D ep th (f ee t)

Lab Data

Multiple Items Plotted (see bottom legend on Page 1)

500 100G ra ph ic

Field Data

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

R pt : B

O R

IN

G

L O

G

Li br ar y:

S W

G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/1 1/

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

WC=9%

WC=24%

WC=17%

FC=91%

LL/PI=42/22

3-

-2

SW-05

ASPHALT; 4 inches.

Very loose, dark brown, POORLY GRADED GRAVEL WITH SAND (GP); wet; Fill.

Medium stiff, dark brown, LEAN to FAT CLAY (CL-CH);

moist to wet; Fill.

Stiff, dark brown gray, LEAN CLAY (CL); moist.

BOTTOM OF HOLE AT 5 FEET

Material Description and Other Observations

S am pl es

D ep th (f ee t)

0.3

2.0

3.5

5.0

S-2

(MC12)

S-3

(MC12)

PT = 3,5

PT = 3,3

PP = 1 tsf

PT = 1,2

PP = 1 tsf

DRILLING INFORMATION

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Hole Size:

Hollow Stem Auger

EDI

CME-75

8 inch

EXPLORATION INFORMATION

Total Depth:

Top Elevation:

Vertical Datum:

Northing:

Easting:

Horizontal Datum:

5.0 feet n/a n/a n/a n/a n/a

FINAL

Logged by:

Review by:

Version:

BTM

WJZ

= WC% = FC%

Uncorrected N-value, bpf Uncorrected, Penetration N-value, bpf

Liquid LimitPlastic Limit

NOTES:

- Refer to LOG KEY for explanation of symbols, codes, abbreviations, and definitions.

- Groundwater level, if indicated above, is for the date specified and may vary.

- Group symbol is based on visual-manual identification and selected lab testing.

- Report text contains limitations and information needed to contextually understand this log.

Sample Number Sample Type

Symbols

(See separate LOG KEY for additional symbols, acronyms, and definitions)

Abbreviations

BASIC LEGEND

S-5

(SPT)

Water Level During Drilling

Standard Penetration Test (SPT) blows per 6-inch increment Penetration test (not SPT) blows per 6-inch increment Blows per foot for penetration test Natural water content (%) Fines content (% grains smaller than 0.075 mm) Plasticity index (Atterberg Limits)

N

PT

bpf

WC

FC

PI

Gray bar indicates percent of sample length recovered.

AWJ 1.75 inch

140 lbs/30 inches n/a

Rod Type/Dia.:

Hammer Wt. / Drop:

Hammer ETR:Hole Start Date:

Hole Finish Date:

March 18, 2024

March 18, 2024

FIGURE 8

D ep th (f ee t)

D ep th (f ee t)

Lab Data

Multiple Items Plotted (see bottom legend on Page 1)

500 100G ra ph ic

Field Data

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

R pt : B

O R

IN

G

L O

G

Li br ar y:

S W

G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/1 1/

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

WC=23%

FC=88%

LL/PI=48/30

WC=16%

SW-06

ASPHALT; 3 inches.

Loose, light brown, SILTY SAND WITH GRAVEL (SM); moist to wet; Fill

Loose, dark brown, CLAYEY SAND WITH GRAVEL (SC); moist to wet; Fill, Rootlets

Medium stiff to soft, dark brown, LEAN CLAY (CL);

moist to wet; Fill

BOTTOM OF HOLE AT 5 FEET

Material Description and Other Observations

S am pl es

D ep th (f ee t)

0.3

1.5

2.0

5.0

S-2

(MC12)

S-3

(MC12)

S-4

(MC12)

8.5

PT = 13,13

PT = 4,6

PP = 1 tsf

PT = 3,5

PP = 1.25 tsf

PT = 13,16

PP = 4 tsf

DRILLING INFORMATION

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Hole Size:

Hollow Stem Auger

EDI

CME-75

8 inch

EXPLORATION INFORMATION

Total Depth:

Top Elevation:

Vertical Datum:

Northing:

Easting:

Horizontal Datum:

8.5 feet n/a n/a n/a n/a n/a

FINAL

Logged by:

Review by:

Version:

BTM

WJZ

= WC% = FC%

Uncorrected N-value, bpf Uncorrected, Penetration N-value, bpf

NOTES:

- Refer to LOG KEY for explanation of symbols, codes, abbreviations, and definitions.

- Groundwater level, if indicated above, is for the date specified and may vary.

- Group symbol is based on visual-manual identification and selected lab testing.

- Report text contains limitations and information needed to contextually understand this log.

Sample Number Sample Type

Symbols

(See separate LOG KEY for additional symbols, acronyms, and definitions)

Abbreviations

BASIC LEGEND

S-5

(SPT)

Water Level During Drilling

Standard Penetration Test (SPT) blows per 6-inch increment Penetration test (not SPT) blows per 6-inch increment Blows per foot for penetration test Natural water content (%) Fines content (% grains smaller than 0.075 mm) Plasticity index (Atterberg Limits)

N

PT

bpf

WC

FC

PI

Gray bar indicates percent of sample length recovered.

AWJ 1.75 inch

140 lbs/30 inches n/a

Rod Type/Dia.:

Hammer Wt. / Drop:

Hammer ETR:Hole Start Date:

Hole Finish Date:

March 18, 2024

March 18, 2024

FIGURE 9

D ep th (f ee t)

D ep th (f ee t)

Lab Data

Multiple Items Plotted (see bottom legend on Page 1)

500 100G ra ph ic

Field Data

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

R pt : B

O R

IN

G

L O

G

Li br ar y:

S W

G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/1 1/

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

WC=6%

FC=15%

WC=22%

WC=22%

SW-07

ASPHALT; 2 inches.

Medium dense, dark brown, POORLY GRADED GRAVEL WITH SAND (GP); moist; Fill.

Stiff, dark brown, LEAN to FAT CLAY (CL-CH);

moist to wet; Fill, with Geotextile between 4' to 5'.

Stiff to very stiff, dark brown gray, LEAN to FAT CLAY (CL-CH); moist.

BOTTOM OF HOLE AT 8.5 FEET

Material Description and Other Observations

S am pl es

D ep th (f ee t)

0.2

2.0

5.0

8.5

S-2

(GB)

S-1

(MC12)

S-3

(MC12)

S-4

(MC12)

PT = 6,7

PP = 4 tsf

PT = 3,5

PP = 1 tsf

PT = 3,4

PP = 0.75 tsf

DRILLING INFORMATION

Drilling Method:

Drilling Company:

Drill Rig Equipment:

Hole Size:

Hollow Stem Auger

EDI

CME-75

8 inch

EXPLORATION INFORMATION

Total Depth:

Top Elevation:

Vertical Datum:

Northing:

Easting:

Horizontal Datum:

5.0 feet n/a n/a n/a n/a n/a

FINAL

Logged by:

Review by:

Version:

BTM

WJZ

= WC%

Uncorrected N-value, bpf Uncorrected, Penetration N-value, bpf

NOTES:

- Refer to LOG KEY for explanation of symbols, codes, abbreviations, and definitions.

- Groundwater level, if indicated above, is for the date specified and may vary.

- Group symbol is based on visual-manual identification and selected lab testing.

- Report text contains limitations and information needed to contextually understand this log.

Sample Number Sample Type

Symbols

(See separate LOG KEY for additional symbols, acronyms, and definitions)

Abbreviations

BASIC LEGEND

S-5

(SPT)

Water Level During Drilling

Standard Penetration Test (SPT) blows per 6-inch increment Penetration test (not SPT) blows per 6-inch increment Blows per foot for penetration test Natural water content (%) Fines content (% grains smaller than 0.075 mm) Plasticity index (Atterberg Limits)

N

PT

bpf

WC

FC

PI

Gray bar indicates percent of sample length recovered.

AWJ 1.75 inch

140 lbs/30 inches n/a

Rod Type/Dia.:

Hammer Wt. / Drop:

Hammer ETR:Hole Start Date:

Hole Finish Date:

March 18, 2024

March 18, 2024

FIGURE 10

D ep th (f ee t)

D ep th (f ee t)

Lab Data

Multiple Items Plotted (see bottom legend on Page 1)

500 100G ra ph ic

Field Data

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

R pt : B

O R

IN

G

L O

G

Li br ar y:

S W

G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/1 1/

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

WC=11%

WC=25%

WC=20%

SW-08

ASPHALT; 3-1/2 inches.

Dark brown light brown, POORLY GRADED GRAVEL WITH SAND (GP); moist to wet; Fill.

Stiff to medium stiff, dark brown, LEAN to FAT CLAY (CL-H); moist; Fill.

Medium stiff, dark brown gray, LEAN to FAT CLAY (CL-CH); moist.

BOTTOM OF HOLE AT 5 FEET

Material Description and Other Observations

S am pl es

D ep th (f ee t)

0.3

1.0

3.5

5.0

* Sample was assumed to be nonplastic based on visual-manual examination procedures. Therefore, the USCS Group Name is estimated based on the grain size distribution only.

ABBREVIATIONS: NAT WC = natural moisture content; RVW = reviewed by; STD = Standard; USCS = Unified Soil Classification System code; ~ = approximately (used when measured but not greater than 0.5%)

0.00124680.0124680.12468124681024681002

FINE

SAND

FINES: SILT OR CLAY

GRAIN SIZE IN MILLIMETERS

1.0

1.0

4.0

2.5

1.0

EXPLORATION AND

SAMPLE NUMBER

GP-GM

CL

CL

USCS

SYMBOL

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)

GROUP NAME

GRAIN SIZE DISTRIBUTION TEST RESULTS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

SIZE OF MESH OPENING IN INCHES NO. OF MESH OPENINGS PER INCH, U.S. STANDARD

0.01

COBBLES

COARSE

GRAVEL

GRAIN SIZE IN MILLIMETERS

FINE COARSE

POORLY GRADED GRAVEL with SILT and SAND

Sieve analysis only - no Atterberg Limits:

Group Name not estimated

LEAN CLAY

LEAN CLAY

Sieve analysis only - no Atterberg Limits:

Group Name not estimated

41 11

GRAVEL

SAND

FINES

TEST NOTE

12" #403" #200#4 #103/4" 0.001

DEPTH

(feet)

MEDIUM

TEST

BY/RVW

ASW

ASW

JDT

ASW

JDT

ASW

JDT

ASW

JDT

ASW

TEST

STD

D1140

D1140

D1140

SW-02, S-1

SW-03, S-1

SW-05, S-4

SW-06, S-2

SW-07, S-1

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

Li br ar y:

S

W G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/9

/2

NAT

WC %

8.2

10.5

17.5

23.0

6.0

SW02, SW03, SW05, SW06, SW07

SIEVE ANALYSIS HYDROMETER ANALYSIS

FIGURE 11

The U-Line indicates the approximate upper boundary limit for natural soils.

The Unified Soil Classification System (USCS) group symbols listed below represent the classification of the fine-grained portion of the soil.

* Sample was assumed to have less than 15% sand/gravel based on visual-manual examination procedures. Therefore, the USCS Group Name is estimated based on the Atterberg Limits only.

ABBREVIATIONS: LL = liquid limit; NAT MC = natural moisture content; n/a = test attempted; NP = nonplastic; PI = plasticity index; PL = plastic limit; STD = standard; RVW = reviewed by;

USCS = Unified Soil Classification System symbol

ML or OL Silt or Organic Silt = LL < 50 and below the A-Line

MH or OH Elastic Silt or Organic Silt = LL > 50 and below the A-Line

CL or OL Lean Clay or Organic Clay = LL < 50 and above the A-Line

CH or OH Fat Clay or Organic Clay = LL > 50 and above the A-Line

CL-ML Silty Clay = PI between 4 and 7 and in box shown below

CL or OL

0 10 20 30 40 50 60 70 80 90 100 110

TEST NOTE

GP-GM

CL

CL

ATTERBERG LIMITS TEST RESULTS

P

LA

S T

IC

IT

Y I

N D

E X

P

I

P

LA

S T

IC

IT

Y I

N D

E X

P

I

UNIFIED SOIL CLASSIFICATION

SYSTEM (USCS) GROUP NAME

USCS

SYMBOL

NP

NP

POORLY GRADED GRAVEL with SILT and SAND

LEAN CLAY

LEAN CLAY

DEPTH

(feet)

1.0

4.0

2.5

EXPLORATION AND

SAMPLE NUMBER

NP

LL PL PI

SW-02, S-1

SW-05, S-4

SW-06, S-2

NM NP Multi PMS (1) Pavement Preservation Pecos NHP Visitor Center Parking Lot

SHANNON & WILSON | 5900 WEST 38TH AVENUE | WHEAT RIDGE, COLORADO 80212 | 303-825-3800 | www.shannonwilson.com

Jo b#

: 1

| T em pl at e Ve r:1

Fi le

: 1

6.

G

PJ

Li br ar y:

S

W G

IN

T

LI

BR

AR

Y.

G

LB

D at e:

/9

/2

8.2

17.5

23.0

NAT

MC %

TEST

BY/RVW

T89,T90

T89,T90

T89,T90

TEST

STD

FINES

JDT

AJG

JYS

ASW

JYS

ASW

SW02, SW05, SW06

LIQUID LIMIT, LL

U-L ine

A-Line

CL-ML

ML or OL MH or OH

CH or OH

FIGURE 12