EXHIBIT I - Lithos Engineering Geotechnical Investigation Dated November 16, 2018.pdf

2625 Redwing Road, Suite 160 Fort Collins, Colorado 80526

970.373.3195 www.LithosEng.com

November 16, 2018 Project No. 18034

Loris, A Division of Otak, Inc.

100 Superior Plaza Way, Suite 220 Superior, CO 80027

Attention: Mr. Dan Beltzer, PE Senior Project Manager

Regarding: Preliminary Geotechnical Investigation Report Power Trail Grade Separated Crossing Fort Collins, Colorado

Mr. Beltzer, The following Preliminary Geotechnical Investigation Report was completed in general accordance with our contract dated August 10, 2018 and presents general geotechnical design recommendations based on conditions encountered during the subsurface investigation. The purpose of this report is to provide preliminary geotechnical design recommendations to the project team to aid in preliminary structure design and alternatives evaluation for the Power Trail Grade Separated Crossing Project.

INTRODUCTION

The Owner of the Power Trail Grade Separated Crossing Project (Project) is the City of Fort Collins (City).

The City retained Loris, A Division of Otak Inc. (Loris) as the Project’s lead design engineer and Lithos Engineering (Lithos) as the Project’s tunnel and geotechnical engineer. The primary goal of the project is to provide pedestrians with a grade separated crossing of the Power Trail under Harmony Road generally oriented in line with the existing trail alignment. As a part of preliminary design, two alternative crossing alignments and three crossing structure alternatives are being evaluated.

Site Description The Project site is located in eastern Fort Collins, Colorado, directly east of the intersection of Harmony Road and Innovation Drive. The Project site is adjacent to and west of a single-track Union Pacific Railroad line. Harmony Road is an approximate 120-foot wide, six-lane, roadway separated by an approximate 25-foot wide grass median (Figure 1).

The Project site generally slopes downward from north to south. An existing, nine-foot-wide sidewalk runs parallel to Harmony Road along the south side of the Project. The existing Power Trail is 10-feet wide and terminates approximately 2,000 feet north and 3,500 feet south of Harmony Road.

The Platte River Power Authority, Harmony Substation is located approximately 50-feet north of the proposed crossing and contains several overhead and subsurface electric lines associated with the facility.

A large overhead electric line runs parallel to the Union Pacific Railroad through the Project limits. Several large utilities exist near the proposed grade separated crossing alignment including: gas, electric, overhead electric, fiber optic, sanitary sewer, storm sewer, and water.

EXHIBIT I

Loris Power Trail Grade Separated Crossing Page 2 of 10

Proposed Construction The proposed Project includes construction of approximately one mile of concrete paved trail to connect the two existing portions of the Power Trail north and south of Harmony Road and a grade separated crossing of Harmony Road. For the grade separated crossing, three structure alternatives are currently being considered: a tunneled underpass, a cut and cover underpass, and a pedestrian bridge overpass.

Two crossing alignments are being considered; Alignment-1 which is generally in line with the existing Power Trail alignment and adjacent to the railroad and Algnment-2, which is located approximately 200 feet to the east of Innovation Drive (Figure 1). Underpass alternatives are being evaluated for both alignments, while the pedestrian bridge overpass is only being considered for Alignment-1.

In general, tunnel construction methods may include a jacked casing or erected support. Tunneled underpass design and construction is further discussed in the Tunnel Feasibility Memorandum, submitted as a forthcoming separate deliverable by Lithos. Construction of a cut and cover underpass would require excavation and shut-downs of Harmony Road. Based on conversations with Loris, this option would likely raise the elevation of Harmony Road at the crossing location to reduce the overall depth of the structure.

Significant utility relocations will likely be required to facilitate a cut and cover underpass. The bridge overpass is only being evaluated for Alignment-1. Various approach lengths will be required for crossing alternatives based on crossing elevations. Excavation support retaining systems will be required to facilitate approach installation and stability. Excavation support will be evaluated by others as part of this larger feasibility study.

SUBSURFACE INVESTIGATION

Investigation The subsurface investigation for the Project included a total of six borings. Three borings were conducted along the proposed trail alignment and extended to a depth of 10-feet. Three borings were conducted at crossing locations and extended to a depth of 35-feet. Recovered soil and bedrock samples were visually evaluated and classified in general accordance with ASTM D 2487 – Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) and D 2488 – Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). Detailed boring logs describing encountered materials are included as Attachment A. Geotechnical laboratory testing completed in support of subsurface investigation are included as Attachment B.

Subsurface Conditions Four primary materials were identified in the subsurface investigation and include fill, fine alluvium, coarse alluvium, and claystone bedrock.

Fill Fill was encountered in borings LE-1, LE-2, LE-3 and LE-5 at ground surface and extended to depths of 4 to 6 feet below ground surface. Fill was classified as a Sandy Lean Clay (CL), Clayey Sand (SC), and Poorly Graded Sand with Clay (SP-SC). Encountered fill was additionally described as containing some to mostly medium sand and few to some clay, brown, and moist. Cohesive fill consistency was very stiff and non-cohesive fill density ranged from loose to medium dense.

Loris Power Trail Grade Separated Crossing Page 3 of 10

Fine Alluvium Fine alluvium was encountered in all borings except LE-6 at depths ranging from ground surface to 9 feet below existing grades and extended to depths between 14 and 24 feet. Fine alluvium was classified as a Lean Clay (CL) with varying amounts of sand. Additional descriptions of fine alluvium were trace to few fine sand, brown, and moist. The consistency of fine alluvium was medium stiff to stiff.

Coarse Alluvium Coarse alluvium was encountered in all borings except LE-4 and LE-5 starting at depths ranging from ground surface to 24-feet below existing grades and extending to depths between 25.5 to 29 feet. Coarse alluvium was classified as Poorly Graded Sand (SP), Well Graded Sand (SW) with varying amounts of gravel, Silty Sand (SM), and Clayey Sand (SC). Coarse alluvium was additionally described as containing mostly fine to coarse sand, trace to some clay, and some silt, light brown to red-brown, and moist to wet. The maximum particle size of encountered coarse alluvium was 2 inches. The density of coarse alluvium was loose to very dense.

Claystone Bedrock Claystone bedrock of the Upper Member of the Pierre Shale was encountered in borings LE-1, LE-2, and LE-3 at depths ranging from 25.5 to 29 feet below ground surface and extended to the maximum depth of exploration. Claystone was described as very soft to soft, completely weathered to moderately weathered, very fine to fine grained, light gray, moist, containing few sand, and had iron oxide staining.

Three representative samples of claystone bedrock were tested for expansive characteristics. Testing results indicate the claystone has a low to moderate potential for expansion when wetted. Swell tests results ranged from nil to 2.5% with swell pressures up to 2,750 psf (Appendix B).

Groundwater Groundwater was encountered in all borings except LE-4 at depths ranging from 6.1 to 20.8 feet below ground surface as shown in the table below.

Groundwater Depth

Boring Measurement1 (Days Following Drilling)

Reading 1 Reading 2

LE-1 20.8’ (0) 15.5’ (30)

LE-2 17.2’ (0) -

LE-3 18.0’ (0) 18.5’ (43)

LE-4 Not Encountered -

LE-5 6.1’ (0) -

LE-6 8.5’ (0) -

1 Groundwater depth as measured below the existing ground surface

Two temporary piezometers were installed in borings LE-1 and LE-3 to monitor groundwater fluctuations over time. Groundwater elevations should be expected to fluctuate based on precipitation, seasonal variations, adjacent water source surface elevations, and nearby site development.

Loris Power Trail Grade Separated Crossing Page 4 of 10

PRELIMINARY GEOTECHNICAL RECOMMENDATIONS

After conducting the subsurface investigation and the geotechnical laboratory testing program, we do not believe the subsurface conditions preclude the proposed construction as described above. To further aid in preliminary structural design, alternative evaluation, and cost estimation the following preliminary geotechnical recommendations are provided: foundations, lateral earth pressures, concrete and steel deterioration, trail pavement, excavations, backfill, and construction dewatering. Recommendations presented in this section are not intended for final design, rather for preliminary design and cost estimation. Additional subsurface investigations, laboratory testing, analysis, design criteria, and construction considerations will be required for final design of the selected alternative.

Foundations We anticipate all crossing alternatives will incorporate either shallow foundations, deep foundations, or a combination of the two. We anticipate shallow foundations will be utilized in cut and cover construction and crossing approach elements. For shallow foundations we recommend a bearing capacity of 3,000 pounds per square foot (psf) be considered.

Drilled shaft deep foundations are anticipated for the bridge crossing alternative. We recommend an allowable end bearing capacity of 40,000 psf and an allowable skin friction of 4,000 psf with a minimum bedrock penetration of 25 feet be considered.

Lateral Earth Pressures Lateral earth pressure loads should be utilized in structural design of crossing alternatives and crossing approach elements. Lateral earth pressure values are a function of the properties and the geometry of the retained fill, soil, and/or bedrock and anticipated magnitude of lateral retention deflection. The following lateral earth pressure values should be considered for preliminary design.

Lateral Earth Pressures

Backfill Material Type Earth Pressure

Coefficients

Static Equivalent Fluid Pressure (pcf) Active At-Rest Passive

Above

GWT1

Below

GWT1

Above

GWT1

Below

GWT1

Above

GWT1

Below GWT1 Active At-Rest Passive

Fine Alluvium 0.35 0.52 2.88 42 82 62 92 346 228 Coarse Alluvium 0.29 0.46 3.39 37 81 57 91 424 275 Bedrock 0.28 0.44 3.54 37 82 57 92 460 302 1 GWT stands for Groundwater Table

Concrete and Steel Deterioration Three representative samples subsurface materials were tested for water soluble sulfates. Each tested sample was from a depth of 2.5-feet below ground surface. The samples resulted in water soluble sulfate contents of 0.0531, 0.0164, and 0.0029 for LE-4, LE-5, and LE-6. According to the American Concrete Institute Code 318-08, the tested samples do not pose a risk of sulfate related degradation to concrete elements.

Loris Power Trail Grade Separated Crossing Page 5 of 10

One representative sample of fine alluvium was tested for corrosive properties. Based on the results, the encountered fine alluvium is considered mildly corrosive to steel (AWWA, 2012). A summary of the corrosivity testing results can be found in Attachment B.

Trail Pavement In general, we recommend the existing Power Trail width and pavement thickness is continues for the proposed trail sections extending north and south of Harmony Road. Fore preliminary design and based on City trail standards, we recommend trails are five to six inches thick, include fiber mesh and are placed over a scarified and properly compacted subgrade.

Excavations Temporary excavations should follow all OSHA guidelines, specifically OSHA Section 1926 Subpart P. To estimate required working space dimensions due to sloping and shoring requirements, we recommend treating onsite alluvial materials as OSHA Type C soils.

During the subsurface investigation, claystone bedrock was encountered. Depending on the selected crossing alternative bedrock may be encountered during construction. If the tunneling is selected, bedrock excavation should be anticipated. Based on bedrock material hardness and blow counts, we anticipate a standard excavation equipment will be sufficient in bedrock.

Backfill Backfill placement is anticipated for the bridge foundations, cut and cover excavations, crossing approach elements, and trail construction. We anticipate onsite alluvium materials can be processed and used as backfill adjacent to subsurface structures. Trail construction will require adequate CDOT Class 5 or 6 base course subgrade materials. Due to the swelling nature of encountered claystone, we do not recommend reprocessing bedrock as backfill.

Construction Dewatering Groundwater was encountered in all borings except LE-4 at depths ranging from 6.1 to 20.8 feet below ground surface. Construction dewatering is anticipated for underpass alternatives. Poor construction dewatering can lead to instability and difficult working conditions in the tunnel. In our experience inadequate design of construction dewatering can lead to a significant increase in construction costs. We recommend allocating appropriate dewatering costs into feasibility estimates for both underpass alternatives and for portions of the approaches where excavations extend below groundwater if watertight shoring is not anticipated.

LIMITATIONS

This report is a preliminary and shall not be used for final design of the selected alternative(s). This study was conducted in accordance with generally accepted geotechnical engineering and engineering geologic practices and principals; no warranty, express or implied is made. The subsurface conditions described in this report were based on data obtained from widely spaced exploratory borings, geotechnical laboratory testing, information provided by the client, engineering judgement, and our experience with similar subsurface conditions and projects. The boring logs presented in this report only depict the subsurface conditions at the actual boring locations. Subsurface conditions are typically variable, both laterally and vertically and the nature and extent of the subsurface variations across the site(s) may not become evident until construction. The boundaries between different soil types and bedrock presented in this report are approximate and in some cases may be more abrupt or gradational than described herein.

Loris Power Trail Grade Separated Crossing Page 6 of 10

Groundwater levels may vary with time, precipitation, and changes to the hydrogeological conditions at and/or surrounding the project site.

This report has been prepared exclusively for our client for design purposes for the subject project. Lithos Engineering is not responsible for technical interpretations by others of the data presented in this report or use of this report by others for the subject project or other projects. If differing site conditions are encountered during further evaluation of the subsurface conditions by others or during construction, Lithos Engineering should be notified immediately to determine if any changes to our recommendations presented in this report are warranted.

The recommendations presented in this report are only intended for preliminary evaluation of the proposed design and construction as understood by Lithos Engineering at the time of issuing this report;

a design level geotechnical investigation and report shall be completed for the selected alternative(s).

An environmental assessment wat not include in Lithos Engineering scope of work for this project. Any statements regarding the absence or presence of hazardous and/or toxic substances presented herein are only intended for informational purposes. If the client is concerned about the environmental conditions at the site, Lithos Engineering recommends the client and/or owner retain a qualified environmental firm to conduct an environmental site assessment.

CLOSING

We appreciate the opportunity to contribute to the Power Trail Grade Separated Crossing Project. If you have any questions regarding the contents of this letter, please contact the undersigned.

Sincerely, Lithos Engineering

Dylan Fawaz, EI Lance Heyer, PE Staff Engineer Associate

Robin Dornfest, CPG President

Loris Power Trail Grade Separated Crossing Page 7 of 10

FIGURES

1 – Site Vicinity and Boring Location Map

ATTACHMENTS

A – Boring Logs B – Lab Testing Results

REFERENCES

ASTM Standards, ASTM International, West Conshohocken, PA (2012).

Geologic Map of Boulder-Fort Collins-Greeley Area, Colorado (Colton, 1976).

Roberge, P. R. (2016). Corrosion of Steel - H Piles at Nuclear Generating Stations. Retrieved

October 25, 2018.

Occupational Safety and Health Administration (OSHA), Excavations: Hazard Recognition in

Trenching and Shoring, Section V: Chapter 2.

Standard Specifications for Road and Bridge Construction, Colorado Department of

Transportation (2011).

Larimer County Urban Area Street Standards (2016)

Figures Site Vicinity and Boring Location Map

SITE VICINITY MAP

LAPORTE AVE

MULBERRY ST

PROSPECT RD

DRAKE RD

HORSETOOTH RD

HARMONY RD

OV

ER

LA

ND

T R

TA

FT

H

ILL

R D

CO

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EG

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AV

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MA

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TI

MB

ER

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RD

IN

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TA

TE

HORSETOOTH RESERVOIR

PROJECT

LOCATION

TI

MB

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LIN

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RD

HARMONY RD.

LE-6

LE-2

LE-3 OW

LE-5

LE-4

IN

NO

VA

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ON

D

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MC

MU

RR

AY

A

VE

LE-1 OW

ALIGNMENT-1

ALIGNMENT-2

LEGEND:

APPROXIMATE BORING LOCATION COMPLETED

OBSERVATION WELLOW

BORING LOCATION MAP

970.373.3195

PROJECT

FORT COLLINS, COLORADO 80526

2625 REDWING ROAD, SUITE 160

TITLE

DRAWING

TITLE

OWNER CLIENT

PROJECT NO.:

LOCATION:

DATE:

DRAWN BY:

DESIGNED BY:

CHECKED BY:

FIGURE NUMBER

POWER TRAIL

GRADE SEPARATED CROSSING

SITE VICINITY AND BORING

LOCATION MAP

118034

Fort Collins, CO

September 12, 2018

DF

DF

RD

SCALE 1" = 500'

500250

Attachment A Boring Logs

Soil Classifications:

Relative Density or Consistency of Non-cohesive and Cohesive Soils Non-cohesive Soils Cohesive Soils

Classification Blows per 12 in Classification Blows per 12 in Very Loose 0 to 4 Very Soft 0 to 2

Loose 4 to 10 Soft 2 to 4 Medium Dense 10 to 30 Stiff 8 to 16

Dense 30 to 50 Very Stiff 16 to 32 Very Dense >50 Hard >32

Description of Odor Description Criteria No Organic

Odor Organic odor is not present

Trace Organic Odor

Mild organic odor; mixture of soil and organics

Strong Organic Odor

Prominent organic odor; sample is primarily organic

Sample Graphics and Descriptions:

California Barrel Sampler: Barrel sampler loaded with sample liners and driven to collect a relatively representative and intact specimen of soil or weak rock.

Split-Spoon Sampler: Split-barrel sampler driven in accordance with ASTM D1586 used to provide visual material descriptions and collect a disturbed specimen.

Shelby Tube Sampler: Thin wall tube hydraulically pushed into the subsurface to collect a representative and intact specimen of soil.

Groundwater Monitoring Well Graphics:

Riser Pipe with Auger Cuttings

Well Screen with Silica Sand

Riser Pipe with Silica Sand

BORING LOG KEY

STANDARD GEOTECHNICAL DRILLING

Gradation Estimates by Field Observation

Description Quantity (%) Trace <5 Few 5 to 10 Little 15 to 25 Some 30 to 45 Mostly > 50

Color: Sample colors are in general accordance with basic brown, red, yellow, and gray combinations

Geologic Interpretation:

A Geologic Interpretation of encountered soil and bedrock units is provided for each specific Visual Material Description. Examples of geologic interpretations for soil that may be presented include: FILL, ALLUVIUM, AEOLIAN, AND GLACIAL TILL, AND RESIDUUM. Rock geologic interpretations are referenced based on a combination of field classifications and applicable geologic maps.

Riser Pipe with Bentonite Chips

Flush Mounted Cap

Boring Graphics:

Cementation Description Criteria

Weak Crumbles with light finger pressure Moderate Crumbles with considerable finger pressure Strong Will not crumble with finger pressure Rock Descriptions:

Field Hardness

Description Criteria

Very Hard Cannot be scratched with a knife or sharp pick.

Hard Can be scratched with a knife or pick only with difficulty

Medium Can be gouged 1 16" deep by firm pressure on knife or pick point Soft Can be grooved or gouged readily with knife or pick point Very Soft Can be carved with knife and scratched readily by fingernail

Weathering

Description Criteria

Fresh No visible sign of rock material weathering: perhaps slight discoloration on major discontinuity surfaces.

Slightly Weathered Discoloration of rock material on discontinuity surfaces.

Moderately Weathered Less than half of the rock material is decomposed and/or disintegrated to soil. Fresh or discolored rock is present either as a continuous framework or as corestones.

Highly Weathered More than half of the rock material is decompsed and/or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones

Completely Weathered All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact.

Texture

Description Criteria

Very Fine Grained Grains not individually visible to the unaided eye

Fine Grained Grains barely visible to the unaided eye, up to 1 16" diameter

Medium Grained Grain diameter between 1 16" and 3

16"

Coarse Grained Grains diameter between 3 16" and 14"

Very Coarse Grained Grains larger than 14" in diameter

12"

Boulders Cobbles Gravel Sand Silts and ClaysCoarse Fine Coarse Medium Fine

3" 3/4" 4 10 40 200

300mm 75mm 19mm 4.75mm 2.0mm 0.42mm 0.075mm

U.S. Standard Series Sieve SizesClear Square Sieve Openings

Description of Moisture Description Criteria

Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, usually soil below the groundwater table

Auger Cuttings Stick-Up Well

Lean Clay Silt Fat Clay Elastic Silt

Well Graded Gravel

Poorly Graded Gravel

Poorly Graded Sand Sandstone ClaystoneWell Graded

Sand

Below are the primary boring log graphics. Any classification combinations will result in a combination of graphics.

First Groundwater Reading

Second Groundwater Reading

Third Groundwater Reading

Plasticity Description Criteria Nonplastic A 18" diameter thread cannot be rolled

Low A 18" in diameter thread can be rolled with difficulty; a lump cannot be formed at a moisture lower than the plastic limit

Medium A 18" in diameter thread can be rolled easily; a crumbly lump can be formed at a moisture lower than the plastic limit

High A 18" in diameter thread can be rolled very easily; a lump can be formed at a moisture lower than the plastic limit

Bulk Sample: Bulk or bagged sample taken from auger cuttings.

FILL

Clayey Sand (SC), mostly medium sand, some clay, very loose, brown, moist

6.0 ft.

FINE ALLUVIUM

Lean Clay with Sand (CL), few fine sand, medium stiff, brown, moist

Sandy Lean Clay (CL), some medium sand, trace coarse gravel, maximum particle size 2 inches, loose, brown, wet

19.0 ft.

COARSE ALLUVIUM

Poorly Graded Sand (SP), mostly medium sand, trace coarse gravel, maximum particle size 2 inches, very dense, brown, wet, material description are from a split-spoon sample taken at 20 feet

Silty Sand (SM), mostly medium sand, some silt, trace coarse gravel, maximum particle size 2 inches, very dense, brown, wet

25.5 ft.

UPPER MEMBER, PIERRE SHALE

Claystone, completely weathered, very soft, very fine grained, olive brown, moist, iron oxide staining, encountered in split-spoon sampler shoe at 25.5 feet

As above except moderately weathered

(15.5 ft.)

(20.8 ft.)

1750 0.9

BORING: LE-1 Drilling and Sampling Methods Project Name: Power Trail Crossing Drill Make and Model: Truck Mounted CME 55

Project Number: 18034 Drilling Method: Solid Stem Auger

Client's Name: Loris Bit Type: Cutting-Head

Owner's Name: City of Fort Collins Casing Description: N/A Boring Location: South End of Pedestrian

Drilling Subcontractor: Vine Laboratories Hammer Weight (lbs)/Fall (in): 140 lbs. / 30 in. Boring Elevation: 4969.7-feet

Lithos Representative: Dylan Fawaz Sampler Type(s): California Notes:

Date(s) of Drilling: 9/24/2018 Sampler Diameter(s): 2.0 in.

General Notes: Groundwater Data:

1) Soil classifications are in general accordance with ASTM D2487 Standard Practice for Classification of Date: Elapsed Time: Depth to Groundwater:

Soils for Engineering Purposes (Unified Soil Classification System) 09/24/18 30 min 20.8-feet

2) The maximum particle size identified in the material description is dependent on sampler dimensions. 10/24/18 30 days 15.5-feet

3) Additional information is provided on the Boring Log Key.

D ep th ft

Sampling Data

E le va tio n (f t)

S am pl e

Id en tif ic at io n

B lo w C ou nt

/6 in

R ec

(in

R Q

D

R at e

(m in

G eo lo gi c G ra ph ic

Visual Material Description

Soil:

-GEOLOGIC INTERPRETATION-

USCS Classification (group symbol), particle sizes, density or consistency, color, moisture, odor, other descriptions

Rock:

-GEOLOGIC INTERPRETATION-

Bedrock Classification, hardness, weather, color, texture, joint size, other descriptions G ro un dw at er D ep th

M on ito rin g

W el l C on fig ur at io n

M oi st ur e C on te nt

Laboratory Testing Results

In-Situ States

D ry

U ni t W ei gh t (p cf

W at er S ol ub le S ul fa te s

G ra ve l C on te nt

Index Data

S an d C on te nt

F in es C on te nt

Li qu id L im it

P la st ic ity I nd ex

U C

S ps f)

Strength & Compressibility

S w el l P re ss ur e

(p sf

S w el l P er ce nt

As above

35.0 ft.

END OF EXPLORATION

21 105 15286

BORING: LE-1 Drilling and Sampling Methods Project Name: Power Trail Crossing Drill Make and Model: Truck Mounted CME 55

Project Number: 18034 Drilling Method: Solid Stem Auger

Client's Name: Loris Bit Type: Cutting-Head

Owner's Name: City of Fort Collins Casing Description: N/A Boring Location: South End of Pedestrian

Drilling Subcontractor: Vine Laboratories Hammer Weight (lbs)/Fall (in): 140 lbs. / 30 in. Boring Elevation: 4969.7-feet

Lithos Representative: Dylan Fawaz Sampler Type(s): California Notes:

Date(s) of Drilling: 9/24/2018 Sampler Diameter(s): 2.0 in.

General Notes: Groundwater Data:

1) Soil classifications are in general accordance with ASTM D2487 Standard Practice for Classification of Date: Elapsed Time: Depth to Groundwater:

Soils for Engineering Purposes (Unified Soil Classification System) 09/24/18 30 min 20.8-feet

2) The maximum particle size identified in the material description is dependent on sampler dimensions. 10/24/18 30 days 15.5-feet

3) Additional information is provided on the Boring Log Key.

D ep th ft

Sampling Data

E le va tio n (f t)

S am pl e

Id en tif ic at io n

B lo w C ou nt

/6 in

R ec

(in

R Q

D

R at e

(m in

G eo lo gi c G ra ph ic

Visual Material Description

Soil:

-GEOLOGIC INTERPRETATION-

USCS Classification (group symbol), particle sizes, density or consistency, color, moisture, odor, other descriptions

Rock:

-GEOLOGIC INTERPRETATION-

Bedrock Classification, hardness, weather, color, texture, joint size, other descriptions G ro un dw at er D ep th

M on ito rin g

W el l C on fig ur at io n

M oi st ur e C on te nt

Laboratory Testing Results

In-Situ States

D ry

U ni t W ei gh t (p cf

W at er S ol ub le S ul fa te s

G ra ve l C on te nt

Index Data

S an d C on te nt

F in es C on te nt

Li qu id L im it

P la st ic ity I nd ex

U C

S ps f)

Strength & Compressibility

S w el l P re ss ur e

(p sf

S w el l P er ce nt

50/5"

FILL

Poorly Graded Sand with Clay (SP-SC), mostly fine to medium sand, trace clay, loose, red-brown, moist

6.0 ft.

FINE ALLUVIUM

Lean Clay (CL), trace fine sand, stiff, brown, moist

As above except some medium sand, medium stiff

As above except no sand

24.0 ft.

COARSE ALLUVIUM

Well Graded Sand with Gravel (SW), mostly fine to coarse sand, few fine to coarse gravel, maximum particle size 0.75 inches, dense, brown, wet

29.0 ft.

UPPER MEMBER PIERRE SHALE

(17.2 ft.)

0.007

30 8

0 0.0

BORING: LE-2 Drilling and Sampling Methods Project Name: Power Trail Crossing Drill Make and Model: Truck Mounted CME 55

Project Number: 18034 Drilling Method: Solid Stem Auger

Client's Name: Loris Bit Type: Cutting-Head

Owner's Name: City of Fort Collins Casing Description: N/A Boring Location: South End of Pedestrian

Drilling Subcontractor: Vine Laboratories Hammer Weight (lbs)/Fall (in): 140 lbs. / 30 in. Boring Elevation: 4973.0-feet

Lithos Representative: Dylan Fawaz Sampler Type(s): California Notes:

Date(s) of Drilling: 9/11/2018 Sampler Diameter(s): 2.0 in.

General Notes: Groundwater Data:

1) Soil classifications are in general accordance with ASTM D2487 Standard Practice for Classification of Date: Elapsed Time: Depth to Groundwater:

Soils for Engineering Purposes (Unified Soil Classification System) 9/11/18 5 min 17.2-feet

2) The maximum particle size identified in the material description is dependent on sampler dimensions.

3) Additional information is provided on the Boring Log Key.

D ep th ft

Sampling Data

E le va tio n (f t)

S am pl e

Id en tif ic at io n

B lo w C ou nt

/6 in

R ec

(in

R Q

D

R at e

(m in

G eo lo gi c G ra ph ic

Visual Material Description

Soil:

-GEOLOGIC INTERPRETATION-

USCS Classification (group symbol), particle sizes, density or consistency, color, moisture, odor, other descriptions

Rock:

-GEOLOGIC INTERPRETATION-

Bedrock Classification, hardness, weather, color, texture, joint size, other descriptions G ro un dw at er D ep th

M on ito rin g

W el l C on fig ur at io n

M oi st ur e C on te nt

Laboratory Testing Results

In-Situ States

D ry

U ni t W ei gh t (p cf

W at er S ol ub le S ul fa te s

G ra ve l C on te nt

Index Data

S an d C on te nt

F in es C on te nt

Li qu id L im it

P la st ic ity I nd ex

U C

S ps f)

Strength & Compressibility

S w el l P re ss ur e

(p sf

S w el l P er ce nt

50/5"

Sandy Claystone, moderately weathered, soft, very fine to fine grained, light gray, moist, few sand

As above

35.0 ft.

END OF EXPLORATION

BORING: LE-2 Drilling and Sampling Methods Project Name: Power Trail Crossing Drill Make and Model: Truck Mounted CME 55

Project Number: 18034 Drilling Method: Solid Stem Auger

Client's Name: Loris Bit Type: Cutting-Head

Owner's Name: City of Fort Collins Casing Description: N/A Boring Location: South End of Pedestrian

Drilling Subcontractor: Vine Laboratories Hammer Weight (lbs)/Fall (in): 140 lbs. / 30 in. Boring Elevation: 4973.0-feet

Lithos Representative: Dylan Fawaz Sampler Type(s): California Notes:

Date(s) of Drilling: 9/11/2018 Sampler Diameter(s): 2.0 in.

General Notes: Groundwater Data:

1) Soil classifications are in general accordance with ASTM D2487 Standard Practice for Classification of Date: Elapsed Time: Depth to Groundwater:

Soils for Engineering Purposes (Unified Soil Classification System) 9/11/18 5 min 17.2-feet

2) The maximum particle size identified in the material description is dependent on sampler dimensions.

3) Additional information is provided on the Boring Log Key.

D ep th ft

Sampling Data

E le va tio n (f t)

S am pl e

Id en tif ic at io n

B lo w C ou nt

/6 in

R ec

(in

R Q

D

R at e

(m in

G eo lo gi c G ra ph ic

Visual Material Description

Soil:

-GEOLOGIC INTERPRETATION-

USCS Classification (group symbol), particle sizes, density or consistency, color, moisture, odor, other descriptions

Rock:

-GEOLOGIC INTERPRETATION-

Bedrock Classification, hardness, weather, color, texture, joint size, other descriptions G ro un dw at er D ep th

M on ito rin g

W el l C on fig ur at io n

M oi st ur e C on te nt

Laboratory Testing Results

In-Situ States

D ry

U ni t W ei gh t (p cf

W at er S ol ub le S ul fa te s

G ra ve l C on te nt

Index Data

S an d C on te nt

F in es C on te nt

Li qu id L im it

P la st ic ity I nd ex

U C

S ps f)

Strength & Compressibility

S w el l P re ss ur e

(p sf

S w el l P er ce nt

50/5"

FILL

Clayey Sand (SC), mostly fine to medium sand, few to little clay, loose, brown, moist

6.0 ft.

FINE ALLUVIUM

Sandy Lean Clay (CL), some fine sand, stiff, light brown, moist

As above except medium stiff, brown to red-brown

19.0 ft.

COARSE ALLUVIUM

Poorly Graded Sand (SP), mostly fine sand, few medium sand, loose, brown, wet

Well Graded Sand with Gravel (SW), mostly fine to coarse sand, few fine to coarse gravel, maximum particle size 0.75 inches, medium dense, red-brown, wet, lean clay lense from 24'-24.5'

29.0 ft.

UPPER MEMBER PIERRE SHALE

(18.0 ft.)

(18.5 ft.)

19237

BORING: LE-3 Drilling and Sampling Methods Project Name: Power Trail Crossing Drill Make and Model: Truck Mounted CME 55

Project Number: 18034 Drilling Method: Solid Stem Auger

Client's Name: Loris Bit Type: Cutting-Head

Owner's Name: City of Fort Collins Casing Description: N/A Boring Location: North End of Pedestrian

Drilling Subcontractor: Vine Laboratories Hammer Weight (lbs)/Fall (in): 140 lbs. / 30 in. Boring Elevation: 4974.4-feet

Lithos Representative: Dylan Fawaz Sampler Type(s): California Notes:

Date(s) of Drilling: 9/11/2018 Sampler Diameter(s): 2.0 in.

General Notes: Groundwater Data:

1) Soil classifications are in general accordance with ASTM D2487 Standard Practice for Classification of Date: Elapsed Time: Depth to Groundwater:

Soils for Engineering Purposes (Unified Soil Classification System) 9/11/18 30 min 18.0-feet

2) The maximum particle size identified in the material description is dependent on sampler dimensions. 10/24/18 43 days 18.5-feet

3) Additional information is provided on the Boring Log Key.

D ep th ft

Sampling Data

E le va tio n (f t)

S am pl e

Id en tif ic at io n

B lo w C ou nt

/6 in

R ec

(in

R Q

D

R at e

(m in

G eo lo gi c G ra ph ic

Visual Material Description

Soil:

-GEOLOGIC INTERPRETATION-

USCS Classification (group symbol), particle sizes, density or consistency, color, moisture, odor, other descriptions

Rock:

-GEOLOGIC INTERPRETATION-

Bedrock Classification, hardness, weather, color, texture, joint size, other descriptions G ro un dw at er D ep th

M on ito rin g

W el l C on fig ur at io n

M oi st ur e C on te nt

Laboratory Testing Results

In-Situ States

D ry

U ni t W ei gh t (p cf

W at er S ol ub le S ul fa te s

G ra ve l C on te nt

Index Data

S an d C on te nt

F in es C on te nt

Li qu id L im it

P la st ic ity I nd ex

U C

S ps f)

Strength & Compressibility

S w el l P re ss ur e

(p sf

S w el l P er ce nt

50/5" 5

Claystone, moderately weathered, soft, very fine grained, light gray, moist, iron oxide staining

As above

35.0 ft.

END OF EXPLORATION

16 116 2750 2.5

BORING: LE-3 Drilling and Sampling Methods Project Name: Power Trail Crossing Drill Make and Model: Truck Mounted CME 55

Project Number: 18034 Drilling Method: Solid Stem Auger

Client's Name: Loris Bit Type: Cutting-Head

Owner's Name: City of Fort Collins Casing Description: N/A Boring Location: North End of Pedestrian

Drilling Subcontractor: Vine Laboratories Hammer Weight (lbs)/Fall (in): 140 lbs. / 30 in. Boring Elevation: 4974.4-feet

Lithos Representative: Dylan Fawaz Sampler Type(s): California Notes:

Date(s) of Drilling: 9/11/2018 Sampler Diameter(s): 2.0 in.

General Notes: Groundwater Data:

1) Soil classifications are in general accordance with ASTM D2487 Standard Practice for Classification of Date: Elapsed Time: Depth to Groundwater:

Soils for Engineering Purposes (Unified Soil Classification System) 9/11/18 30 min 18.0-feet

2) The maximum particle size identified in the material description is dependent on sampler dimensions. 10/24/18 43 days 18.5-feet

3) Additional information is provided on the Boring Log Key.

D ep th ft

Sampling Data

E le va tio n (f t)

S am pl e

Id en tif ic at io n

B lo w C ou nt

/6 in

R ec

(in

R Q

D

R at e

(m in

G eo lo gi c G ra ph ic

Visual Material Description

Soil:

-GEOLOGIC INTERPRETATION-

USCS Classification (group symbol), particle sizes, density or consistency, color, moisture, odor, other descriptions

Rock:

-GEOLOGIC INTERPRETATION-

Bedrock Classification, hardness, weather, color, texture, joint size, other descriptions G ro un dw at er D ep th

M on ito rin g

W el l C on fig ur at io n

M oi st ur e C on te nt

Laboratory Testing Results

In-Situ States

D ry

U ni t W ei gh t (p cf

W at er S ol ub le S ul fa te s

G ra ve l C on te nt

Index Data

S an d C on te nt

F in es C on te nt

Li qu id L im it

P la st ic ity I nd ex

U C

S ps f)

Strength & Compressibility

S w el l P re ss ur e

(p sf

S w el l P er ce nt

FINE ALLUVIUM

Sandy Lean Clay (CL), some fine sand, very stiff, light brown, dry

As above except moist

As above except few fine sand

10.0 ft.

END OF EXPLORATION

10 0.053 62 45 19

BORING: LE-4 Drilling and Sampling Methods Project Name: Power Trail Crossing Drill Make and Model: Truck Mounted CME 55

Project Number: 18034 Drilling Method: Solid Stem Auger

Client's Name: Loris Bit Type: Cutting-Head

Owner's Name: City of Fort Collins Casing Description: N/A Boring Location: Adjacent to Gold Meadows

Drilling Subcontractor: Vine Laboratories Hammer Weight (lbs)/Fall (in): 140 lbs. / 30 in. Boring Elevation: 4963-feet

Lithos Representative: Dylan Fawaz Sampler Type(s): California Notes:

Date(s) of Drilling: 9/11/2018 Sampler Diameter(s): 2.0 in.

General Notes: Groundwater Data:

1) Soil classifications are in general accordance with ASTM D2487 Standard Practice for Classification of Date: Elapsed Time: Depth to Groundwater:

Soils for Engineering Purposes (Unified Soil Classification System) 9/14/18 0 min Not Encountered

2) The maximum particle size identified in the material description is dependent on sampler dimensions.

3) Additional information is provided on the Boring Log Key.

D ep th ft

Sampling Data

E le va tio n (f t)

S am pl e

Id en tif ic at io n

B lo w C ou nt

/6 in

R ec

(in

R Q

D

R at e

(m in

G eo lo gi c G ra ph ic

Visual Material Description

Soil:

-GEOLOGIC INTERPRETATION-

USCS Classification (group symbol), particle sizes, density or consistency, color, moisture, odor, other descriptions

Rock:

-GEOLOGIC INTERPRETATION-

Bedrock Classification, hardness, weather, color, texture, joint size, other descriptions G ro un dw at er D ep th

M on ito rin g

W el l C on fig ur at io n

M oi st ur e C on te nt

Laboratory Testing Results

In-Situ States

D ry

U ni t W ei gh t (p cf

W at er S ol ub le S ul fa te s

G ra ve l C on te nt

Index Data

S an d C on te nt

F in es C on te nt

Li qu id L im it

P la st ic ity I nd ex

U C

S ps f)

Strength & Compressibility

S w el l P re ss ur e

(p sf

S w el l P er ce nt

WOH

FILL

Sandy Lean Clay (CL), some fine sand, very stiff, brown, moist

4.0 ft.

FINE ALLUVIUM

Lean Clay with Sand (CL), few fine sand, trace coarse sand, medium stiff, brown, moist

As above except very soft

10.0 ft.

END OF EXPLORATION

(6.1 ft.)

7 0.016 54 39 16

BORING: LE-5 Drilling and Sampling Methods Project Name: Power Trail Crossing Drill Make and Model: Truck Mounted CME 55

Project Number: 18034 Drilling Method: Solid Stem Auger

Client's Name: Loris Bit Type: Cutting-Head

Owner's Name: City of Fort Collins Casing Description: N/A Boring Location: Adjacent to Dixon Canyon

Drilling Subcontractor: Vine Laboratories Hammer Weight (lbs)/Fall (in): 140 lbs. / 30 in. Boring Elevation: 4971.5-feet

Lithos Representative: Dylan Fawaz Sampler Type(s): California Notes:

Date(s) of Drilling: 9/11/2018 Sampler Diameter(s): 2.0 in.

General Notes: Groundwater Data:

1) Soil classifications are in general accordance with ASTM D2487 Standard Practice for Classification of Date: Elapsed Time: Depth to Groundwater:

Soils for Engineering Purposes (Unified Soil Classification System) 9/11/18 0 min 6.1-feet

2) The maximum particle size identified in the material description is dependent on sampler dimensions.

3) Additional information is provided on the Boring Log Key.

D ep th ft

Sampling Data

E le va tio n (f t)

S am pl e

Id en tif ic at io n

B lo w C ou nt

/6 in

R ec

(in

R Q

D

R at e

(m in

G eo lo gi c G ra ph ic

Visual Material Description

Soil:

-GEOLOGIC INTERPRETATION-

USCS Classification (group symbol), particle sizes, density or consistency, color, moisture, odor, other descriptions

Rock:

-GEOLOGIC INTERPRETATION-

Bedrock Classification, hardness, weather, color, texture, joint size, other descriptions G ro un dw at er D ep th

M on ito rin g

W el l C on fig ur at io n

M oi st ur e C on te nt

Laboratory Testing Results

In-Situ States

D ry

U ni t W ei gh t (p cf

W at er S ol ub le S ul fa te s

G ra ve l C on te nt

Index Data

S an d C on te nt

F in es C on te nt

Li qu id L im it

P la st ic ity I nd ex

U C

S ps f)

Strength & Compressibility

S w el l P re ss ur e

(p sf

S w el l P er ce nt

COARSE ALLUVIUM

Clayey Sand (SC), mostly fine to medium sand, some clay, trace coarse sand, loose, light brown, moist

As above except few coarse sand

Well Graded Sand (SW), mostly fine to coarse sand, medium dense, brown, wet

10.0 ft.

END OF EXPLORATION

(8.5 ft.)

17 115 50

BORING: LE-6 Drilling and Sampling Methods Project Name: Power Trail Crossing Drill Make and Model: Truck Mounted CME 55

Project Number: 18034 Drilling Method: Solid Stem Auger

Client's Name: Loris Bit Type: Cutting-Head

Owner's Name: City of Fort Collins Casing Description: N/A Boring Location: Southern Trail Boring

Drilling Subcontractor: Vine Laboratories Hammer Weight (lbs)/Fall (in): 140 lbs. / 30 in. Boring Elevation: 4962.6-feet

Lithos Representative: Dylan Fawaz Sampler Type(s): California Notes:

Date(s) of Drilling: 9/11/2018 Sampler Diameter(s): 2.0 in.

General Notes: Groundwater Data:

1) Soil classifications are in general accordance with ASTM D2487 Standard Practice for Classification of Date: Elapsed Time: Depth to Groundwater:

Soils for Engineering Purposes (Unified Soil Classification System) 9/11/18 0 min 8.5-feet

2) The maximum particle size identified in the material description is dependent on sampler dimensions.

3) Additional information is provided on the Boring Log Key.

D ep th ft

Sampling Data

E le va tio n (f t)

S am pl e

Id en tif ic at io n

B lo w C ou nt

/6 in

R ec

(in

R Q

D

R at e

(m in

G eo lo gi c G ra ph ic

Visual Material Description

Soil:

-GEOLOGIC INTERPRETATION-

USCS Classification (group symbol), particle sizes, density or consistency, color, moisture, odor, other descriptions

Rock:

-GEOLOGIC INTERPRETATION-

Bedrock Classification, hardness, weather, color, texture, joint size, other descriptions G ro un dw at er D ep th

M on ito rin g

W el l C on fig ur at io n

M oi st ur e C on te nt

Laboratory Testing Results

In-Situ States

D ry

U ni t W ei gh t (p cf

W at er S ol ub le S ul fa te s

G ra ve l C on te nt

Index Data

S an d C on te nt

F in es C on te nt

Li qu id L im it

P la st ic ity I nd ex

U C

S ps f)

Strength & Compressibility

S w el l P re ss ur e

(p sf

S w el l P er ce nt

Attachment B Lab Testing Results

LE-1 5 11 91 SC Clayey Sand LE-1 10 15 103 CL Lean Clay LE-1 15 16 100 58 CL Sandy Lean Clay LE-1 25 35 SM Silty Sand LE-1 30 6 119 500 0.9 1750 - Claystone LE-1 35 21 105 15286 - Claystone LE-2 5 3 11 SP-SC Poorly Graded Sand with Clay LE-2 10 21 106 82 CL Sandy Lean Clay LE-2 15 17 106 30 22 8 CL Sandy Lean Clay LE-2 20 21 106 0.0077 CL Lean Clay LE-2 30 17 110 500 0.0 0 - Claystone LE-3 5 5 SC Clayey Sand LE-3 10 17 110 33 23 10 69 6310 CL Sandy Lean Clay LE-3 15 18 100 42 22 20 66 CL Sandy Lean Clay LE-3 20 20 109 SP Poorly Graded Sand LE-3 30 18 111 19237 - Claystone LE-3 35 16 116 500 2.5 2750 - Claystone LE-4 2.5 10 45 26 19 62 0.0531 CL Sandy Lean Clay LE-5 2.5 7 39 23 16 54 0.0164 CL Sandy Lean Clay LE-6 2.5 17 115 50 0.0029 SC Clayey Sand

2Hyphens are used in place of USCS classifications for bedrock

LE-2 20 8.39 Nil 67 671 1067077 755

Corrsion Testing Results Results of Corrosion Analysis

Dry Density

(pcf)

Atterberg Limits

Sample

Boring Sample Depth

(ft) pH Water Soluble

Sulfates (mg/kg) Sulfides (mg/kg)

Chlorides (mg/kg)

Red-Ox (mV)

Total Salts (mg/kg)

Resistivity (ohm-cm)

Plastic Limit

Description1

Gravel

Sand (%) Fines (%)

USCS1,2

Geotechnical Laboratory Testing Results

Particle Size Distribution

1 Where Atterberg Limits and Fines Content testing was not performed, USCS classifications visually determined in the field during the subsurface investigation

Liquid Limit

Plasticity Index

Moisture Content (%)

Innundation Pressure (psf)

Swell Percent

Swell Pressure

(psf)

Material Classification and Index Testing

UCS

(psf)

In-Place States Water

Soluble Sulfate

Sample

Boring Sample Depth3

(ft)

0 20 40 60 80 100

CH

or

OH

CL

or

OL

ML or OL

MH or OH

"U " Lin e

"A" Line

ATTERBERG LIMITS RESULTS

ASTM D4318

P L A S T I C I T Y

I N D E X

LIQUID LIMIT

PROJECT NUMBER: 20185011, Lithos No. 18034

SITE: Various Locations Fort Collins, CO

PROJECT: Power Trail Crossing

CLIENT: Lithos Engineering Fort Collins, CO

1901 Sharp Point Dr, Ste C Fort Collins, CO

LA

BO

R

AT

O R

Y

TE

ST

S

AR

E

N O

T

VA

LI

D

IF

SE

PA

R

AT

ED

FR

O

M O

R

IG

IN

AL

R

EP

O R

T.

AT

TE

R

BE

R

G

LI

M

IT

S

PO

W

ER

TR

AI

L C

R O

SS

IN

G .G

PJ

TE

R R

AC

O

N _D

AT

AT

EM

PL

AT

E.

G D

T

/2 3/

ML

CL

CL

CL

CL

SM

SILT with SAND

SANDY LEAN CLAY

SANDY LEAN CLAY

SANDY LEAN CLAY

SANDY LEAN CLAY

SILTY SAND

DescriptionUSCSFinesPIPLLLBoring ID Depth

LE-1

LE-2

LE-2

LE-2

LE-3

LE-3

LE-4

LE-5

LE-6

10 - 11

5 - 6

10 - 11

15 - 16

10 - 11

15 - 16

2.5 - 3.5

2.5 - 3.5

2.5 - 3.5

CL-ML

0.0010.010.1110100

GRAIN SIZE IN MILLIMETERS

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

PE

R

C

EN

T

FI

N

ER

BY

W

EI

G

H T

PER

C

EN

T

C O

AR

SER

BY

W

EIG

H

T

GRAIN SIZE DISTRIBUTION

ASTM D422 / ASTM C136

PROJECT NUMBER: 20185011, Lithos No. 18034

SITE: Various Locations Fort Collins, CO

PROJECT: Power Trail Crossing

CLIENT: Lithos Engineering Fort Collins, CO

1901 Sharp Point Dr, Ste C Fort Collins, CO

LA

BO

R

AT

O R

Y

TE

ST

S

AR

E

N O

T

VA

LI

D

IF

SE

PA

R

AT

ED

FR

O

M O

R

IG

IN

AL

R

EP

O R

T.

G

R

AI

N

SI

ZE

:U

SC

S

PO

W

ER

TR

AI

L C

R O

SS

IN

G .G

PJ

TE

R R

AC

O

N _D

AT

AT

EM

PL

AT

E.

G D

T

/2 3/ fine coarse finemediumcoarse

D10

% Finer

COEFFICIENTS

REMARKS

CU

CC

Sieve #200 10.46100.0

99.04 97.02 89.11 75.28 56.32 45.47 40.16 35.77 34.48

3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200

57.71D60

D30

0.0

SILT OR CLAYSANDGRAVELCOBBLES

GRAIN SIZE

1.004

LE-1

LE-1

LE-2

57.7 34.5 10.5

54.610.9

SOIL DESCRIPTION

15 - 16 25 - 26 5 - 6

#200

BORING ID DEPTH % GRAVEL % CLAY USCS% COBBLES % SAND % FINES% SILT

% FinerSieve% FinerSieve

0.0010.010.1110100

GRAIN SIZE IN MILLIMETERS

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

PE

R

C

EN

T

FI

N

ER

BY

W

EI

G

H T

PER

C

EN

T

C O

AR

SER

BY

W

EIG

H

T

GRAIN SIZE DISTRIBUTION

ASTM D422 / ASTM C136

PROJECT NUMBER: 20185011, Lithos No. 18034

SITE: Various Locations Fort Collins, CO

PROJECT: Power Trail Crossing

CLIENT: Lithos Engineering Fort Collins, CO

1901 Sharp Point Dr, Ste C Fort Collins, CO

LA

BO

R

AT

O R

Y

TE

ST

S

AR

E

N O

T

VA

LI

D

IF

SE

PA

R

AT

ED

FR

O

M O

R

IG

IN

AL

R

EP

O R

T.

G

R

AI

N

SI

ZE

:U

SC

S

PO

W

ER

TR

AI

L C

R O

SS

IN

G .G

PJ

TE

R R

AC

O

N _D

AT

AT

EM

PL

AT

E.

G D

T

/2 3/ fine coarse finemediumcoarse

SILT with SAND (ML)

SANDY LEAN CLAY (CL)

SANDY LEAN CLAY (CL)D10

% Finer

COEFFICIENTS

REMARKS

CU

CC

Sieve #200 66.0368.53#20081.72D60

D30

SILT OR CLAYSANDGRAVELCOBBLES

GRAIN SIZE

LE-2

LE-3

LE-3

ML

CL

CL

81.7 68.5 66.0

SOIL DESCRIPTION

10 - 11 10 - 11 15 - 16

#200

BORING ID DEPTH % GRAVEL % CLAY USCS% COBBLES % SAND % FINES% SILT

0.0010.010.1110100

GRAIN SIZE IN MILLIMETERS

3/4 1/23/8 30 403 60

HYDROMETERU.S. SIEVE OPENING IN INCHES

16 20

U.S. SIEVE NUMBERS

44 10063 2 10 14 506 2001.5 81 140

PE

R

C

EN

T

FI

N

ER

BY

W

EI

G

H T

PER

C

EN

T

C O

AR

SER

BY

W

EIG

H

T

GRAIN SIZE DISTRIBUTION

ASTM D422 / ASTM C136

PROJECT NUMBER: 20185011, Lithos No. 18034

SITE: Various Locations Fort Collins, CO

PROJECT: Power Trail Crossing

CLIENT: Lithos Engineering Fort Collins, CO

1901 Sharp Point Dr, Ste C Fort Collins, CO

LA

BO

R

AT

O R

Y

TE

ST

S

AR

E

N O

T

VA

LI

D

IF

SE

PA

R

AT

ED

FR

O

M O

R

IG

IN

AL

R

EP

O R

T.

G

R

AI

N

SI

ZE

:U

SC

S

PO

W

ER

TR

AI

L C

R O

SS

IN

G .G

PJ

TE

R R

AC

O

N _D

AT

AT

EM

PL

AT

E.

G D

T

/2 3/ fine coarse finemediumcoarse

SANDY LEAN CLAY (CL)

SANDY LEAN CLAY (CL)

SILTY SAND (SM)D10

% Finer

COEFFICIENTS

REMARKS

CU

CC

Sieve #200 49.6154.29#20062.18D60

D30

SILT OR CLAYSANDGRAVELCOBBLES

GRAIN SIZE

LE-4

LE-5

LE-6

CL

CL

SM

62.2 54.3 49.6

SOIL DESCRIPTION

2.5 - 3.5

2.5 - 3.5

2.5 - 3.5

#200

BORING ID DEPTH % GRAVEL % CLAY USCS% COBBLES % SAND % FINES% SILT

-10

-8

-6

-4

-2

100 1,000 10,000

AX

IA

L

ST

R

AI

N

PRESSURE, psf

SWELL CONSOLIDATION TEST

ASTM D4546

NOTES: Sample exhibited 0.9 percent swell when wetted under an applied pressure of 500 psf.

PROJECT NUMBER: 20185011, Lithos No. 18034

SITE: Various Locations Fort Collins, CO

PROJECT: Power Trail Crossing

CLIENT: Lithos Engineering Fort Collins, CO

1901 Sharp Point Dr, Ste C Fort Collins, CO

LA

BO

R

AT

O R

Y

TE

ST

S

AR

E

N O

T

VA

LI

D

IF

SE

PA

R

AT

ED

FR

O

M O

R

IG

IN

AL

R

EP

O R

T.

TC

_C O

N

SO

L_

ST

R

AI

N -U

SC

S

PO

W

ER

TR

AI

L

C R

O

SS

IN

G

.G

PJ

TE

R

R

AC

O N

_D

AT

AT

EM

PL

AT

E.

G

D T

/2

3/

119 6LE-1 30 - 31 ft

Specimen Identification Classification , pcf WC, %

-6

-4

-2

100 1,000 10,000

AX

IA

L

ST

R

AI

N

PRESSURE, psf

SWELL CONSOLIDATION TEST

ASTM D4546

NOTES: Sample exhibited 0.5 percent compression when wetted under an applied pressure of 500 psf.

PROJECT NUMBER: 20185011, Lithos No. 18034

SITE: Various Locations Fort Collins, CO

PROJECT: Power Trail Crossing

CLIENT: Lithos Engineering Fort Collins, CO

1901 Sharp Point Dr, Ste C Fort Collins, CO

LA

BO

R

AT

O R

Y

TE

ST

S

AR

E

N O

T

VA

LI

D

IF

SE

PA

R

AT

ED

FR

O

M O

R

IG

IN

AL

R

EP

O R

T.

TC

_C O

N

SO

L_

ST

R

AI

N -U

SC

S

PO

W

ER

TR

AI

L

C R

O

SS

IN

G

.G

PJ

TE

R

R

AC

O N

_D

AT

AT

EM

PL

AT

E.

G

D T

/2

3/

110 17LE-2 30 - 31 ft

-6

-4

-2

100 1,000 10,000

AX

IA

L

ST

R

AI

N

PRESSURE, psf

SWELL CONSOLIDATION TEST

ASTM D4546

NOTES: Sample exhibited 2.5 percent swell upon wetting under an applied pressure of 500 psf.

PROJECT NUMBER: 20185011, Lithos No. 18034

SITE: Various Locations Fort Collins, CO

PROJECT: Power Trail Crossing

CLIENT: Lithos Engineering Fort Collins, CO

1901 Sharp Point Dr, Ste C Fort Collins, CO

LA

BO

R

AT

O R

Y

TE

ST

S

AR

E

N O

T

VA

LI

D

IF

SE

PA

R

AT

ED

FR

O

M O

R

IG

IN

AL

R

EP

O R

T.

TC

_C O

N

SO

L_

ST

R

AI

N -U

SC

S

PO

W

ER

TR

AI

L

C R

O

SS

IN

G

.G

PJ

TE

R

R

AC

O N

_D

AT

AT

EM

PL

AT

E.

G

D T

/2

3/

116 16LE-3 35 - 36 ft

2,000

4,000

6,000

8,000

10,000

12,000

14,000

16,000

0 1.0 2.0 3.0 4.0 5.0 6.0

AXIAL STRAIN - %

UNCONFINED COMPRESSION TEST

ASTM D2166

C O

M

PR

ES

SI

VE

ST

R

ES

S -p sf

PROJECT NUMBER: 20185011, Lithos No. 18034

SITE: Various Locations Fort Collins, CO

PROJECT: Power Trail Crossing

CLIENT: Lithos Engineering Fort Collins, CO

1901 Sharp Point Dr, Ste C Fort Collins, CO

LA

BO

R

AT

O R

Y

TE

ST

S

AR

E

N O

T

VA

LI

D

IF

SE

PA

R

AT

ED

FR

O

M O

R

IG

IN

AL

R

EP

O R

T.

U

N C

O N

FI

N

ED

W

IT

H

PH

O

TO

S

PO

W

ER

TR

AI

L

C R

O

SS

IN

G

.G

PJ

TE

R

R

AC

O N

_D

AT

AT

EM

PL

AT

E.

G

D T

/2

3/

SAMPLE LOCATION: LE-1 @ 35 - 36 feetSAMPLE TYPE: CA RING SAMPLER

Strain Rate: in/min

Failure Strain: %

Calculated Saturation: %

Height: in.

Diameter: in.

SPECIMEN FAILURE PHOTOGRAPH

Remarks:

Percent < #200 SievePIPLLL

DESCRIPTION:

Dry Density: pcf

Moisture Content: %

5.38

2.06Height / Diameter Ratio:

Calculated Void Ratio:

Undrained Shear Strength: (psf)

Unconfined Compressive Strength (psf)

Assumed Specific Gravity:

15286

4.01

1.95

SPECIMEN TEST DATA

1,000

1,500

2,000

2,500

3,000

3,500

4,000

4,500

5,000

5,500

6,000

6,500

0 2 4 6 8

AXIAL STRAIN - %

UNCONFINED COMPRESSION TEST

ASTM D2166

C O

M

PR

ES

SI

VE

ST

R

ES

S -p sf

PROJECT NUMBER: 20185011, Lithos No. 18034

SITE: Various Locations Fort Collins, CO

PROJECT: Power Trail Crossing

CLIENT: Lithos Engineering Fort Collins, CO

1901 Sharp Point Dr, Ste C Fort…