RFP_8-26_-_GEOTECHNICAL_REPORT.pdf

So Report Cover Page

City of Cheyenne - Public

Works Improvements Geotechnical Exploration Report

October 3, 2023 | Terracon Project No. 24235076

Prepared for:

AVI PC

1103 Old Town Lane, Suite 101

Cheyenne, WY 82001

1505 Old Happy Jack Road

Cheyenne, WY 82001

P (307) 638-5263

Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

October 3, 2023

AVI PC

1103 Old Town Lane, Suite 101

Cheyenne, WY 82001

Attn: Blane Cowley, P.E.

P: (307) 635-2327

E: bcowley@avipc.com

Re: Geotechnical Exploration Report

City of Cheyenne - Public Works Improvements

Laramie County and Cheyenne, Wyoming

Terracon Project No. 24235076

Dear Mr. Cowley:

We have completed the scope of Geotechnical Exploration services for the project refer-enced above in general accordance with Terracon Proposal No. P24235076 dated

July 14, 2023. This report presents the findings of the subsurface exploration for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon

Nicholas R. Gross, G.I.T. Eric D. Bernhardt, P.E.

Field Geologist Regional Geotechnical Manager mltardona Typewriter For:

Geotechnical Exploration Report

City of Cheyenne - Public Works Improvements | Laramie County and Cheyenne, Wyoming

Facilities | Environmental | Geotechnical | Materials i

Table of Contents Introduction

Project Description

Site Conditions

Geotechnical Subsurface Exploration

Groundwater

Water Soluble Sulfate and pH

General Comments

Figures

Summary of Subsurface Conditions

Attachments

Exploration and Testing Procedures Photography Log

Site Location and Exploration Plans

Exploration and Laboratory Results

Supporting Information

Note: This report was originally delivered in a web-based format. Blue Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at cli-ent.terracon.com.

Refer to each individual Attachment for a listing of contents.

http://client.terracon.com/ http://client.terracon.com/

Facilities | Environmental | Geotechnical | Materials 1

Introduction

This report presents the results of our subsurface exploration and geotechnical explora-tion services performed for the proposed pavement improvements to be located at three sites in Laramie County and Cheyenne, Wyoming. The purpose of these services was to provide geotechnical exploration and information relative to existing pavement sections at each site location.

The geotechnical exploration Scope of Services for this project included coring existing pavement, soil sampling, laboratory testing, and preparation of this report.

Drawings showing the site and boring locations are shown on the Site Locations and

Exploration Plan, respectively. The results of the laboratory testing performed on soil samples obtained from the sites during our field exploration are included in the Explora-tion and Laboratory Results section.

Project Description

Our initial understanding of the project was provided in our proposal, was discussed dur-ing project planning and our final understanding of the project conditions is as follows:

Item Description

Information Provided

Information for this project was provided by AVI PC (AVI) via email correspondences and phone conversations begin-ning on June 22, 2023, and includes the following PDFs prepared by AVI:

■ Landfill Site Plan, dated June 22, 2023

■ Street & Alley Site Plan, dated June 22, 2023

■ Fleet Maintenance (Mx) Site Plan, dated June 22, Facilities | Environmental | Geotechnical | Materials 2

Item Description

Project Description

We understand the project includes improvements of exist-ing pavements at three project sites.

Terracon’s scope included geotechnical exploration of the existing pavement sections and subsurface conditions at each site. We understand geotechnical exploration results will be utilized by the client for development of appropriate pavement improvement methods at each site.

Our scope did not include geotechnical analysis of existing subsurface conditions for pavement improvement recom-mendations; however, we are available to provide this ser-vice under an additional scope upon request.

Site Conditions

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available topographic maps.

Item Description

Locations

The project includes three sites located in Laramie

County and Cheyenne, Wyoming. Approximate coordi-nates at each site location are below.

■ Landfill Site: 41.1446°N, 105.0094°W

■ Fleet Mx Site: 41.1308°N, 104.8371°W

■ Street & Alley Site: 41.1268°N, 104.7560°W

See Site Locations.

Existing Improvements

The Landfill Site consists of the existing asphalt-paved roadway extending about 1,000 feet south from Happy

Jack Road toward the City of Cheyenne Sanitary Landfill.

The Fleet Mx Site consists of about 148,000 sq. ft. of ex-isting, asphalt-paved drive lanes and parking areas as-sociated with the City of Cheyenne Fleet Maintenance

Facility located southeast of the intersection of Westland

Road and Old Happy Jack Road.

The Alley Site consists about 133,300 sq. ft. of existing, asphalt-paved drive lanes and parking areas associated with a City of Cheyenne facility located southwest of the intersection of Campstool Road and Cleveland Place.

Current Ground Cover Existing ground cover consists of asphalt pavement.

Facilities | Environmental | Geotechnical | Materials 3

Item Description

Existing Topography The sites are generally flat.

We collected photographs at the time of our field exploration program which are pro-vided in our Photography Log.

Facilities | Environmental | Geotechnical | Materials 4

Geotechnical Subsurface Exploration

We have developed a summary of subsurface conditions encountered at each site based upon our observations and review of the subsurface exploration and laboratory data.

Exploration Summary

Site Core

No.

Approximate

Thickness (inches) Subgrade Material

(USCS) 1

Atterberg

Limits Percent

Fines 2

Moisture

Content

AASHTO3

Soil Classification Asphalt

Pavement

Aggregate

Base

Course

(ABC)

LL PL PI

Landfill Site

L-1 5.0 4.3 Clayey Gravelly

Sand (SP-SC) -- -- -- -- 4.7 --

L-2 3.9 2.5

Poorly Graded

Sand with Clay and Gravel

(SP-SC)

33 17 16 8.3 3.2 A-2-6 (0)

L-3 3.7 6.8 Clayey Gravelly

Sand (SP-SC) -- -- -- -- 8.6 --

L-4 3.0 6.0 Clayey Sand with

Gravel (SC) -- -- -- -- 6.3 --

Fleet Mx Site

F-1 3.0 18.4 Clayey Gravelly

Sand (SC-SP) -- -- -- -- 6.2 --

F-2 6.1 7.5 Clayey Sand

(SC)

-- -- -- -- 11.4 --

F-3 3.7 2.5 Clayey Sand

(SC)

-- -- -- -- 12.9 --

F-4 3.7 5.6

Poorly Graded

Sand with Clay and Gravel

(SP-SC)

25 17 8 10.4 4.5 A-2-4 (0)

F-5 6.0 5.1 Clayey Sand with

Gravel (SC) -- -- -- -- 5.5 --

F-6 4.5 6.0 Clayey Sand with

Gravel (SC) -- -- -- -- 13.9 --

F-7 5.6 3.4 Clayey Sand with

Gravel (SC) -- -- -- -- 4.2 --

F-8 4.8 3.4

Poorly Graded

Sand with Silty

Clay and Gravel

(SP-SC)

25 18 7 8.0 6.4 A-2-4 (0)

Facilities | Environmental | Geotechnical | Materials 5

Exploration Summary

Site Core

No.

Approximate

Thickness (inches)

Subgrade Material

(USCS) 1

Atterberg

Limits

Percent

Fines 2

Moisture

Content

AASHTO3

Soil Classification Asphalt

Pavement

Aggregate

Base

Course

(ABC)

LL PL PI

F-9 6.2 6.3 Clayey Sand with

Gravel (SC) -- -- -- -- 8.7 --

F-10 3.8 3.0 Clayey Sand

(SC)

32 20 12 21.0 11.2 A-2-6 (0)

Street & Alley

Site

C-1 5.2 4.2 Clayey Sand trace Gravel (SC) -- -- -- -- 13.6 --

C-2 6.5 3.0

Silty Clayey

Sand with Gravel

(SC-SM)

24 17 7 19.2 7.5 A-2-4 (0)

C-3 4.7 3.9 Clayey Sand trace Gravel (SC) -- -- -- -- 8.7 --

C-4 3.8 3.3 Clayey Sand

(SC)

-- -- -- -- 11.3 --

C-5 4.5 3.3 Clayey Sand

(SC)

28 17 11 35.6 11.4 A-6 (0)

C-6 4.7 4.2 Clayey Sand with

Gravel (SC) -- -- -- -- 11.3 --

1. Based on visual classification and/or laboratory testing performed on select soil samples.

2. Percent passing the No. 200 sieve.

3. Based on laboratory testing performed on select soil samples.

Groundwater

Groundwater was not observed in the exploration locations. Groundwater levels can be and should be expected to fluctuate with varying seasonal and weather conditions, irri-gation demands on or adjacent to the site, and other factors not apparent; however, groundwater is not anticipated to impact the proposed construction.

Water Soluble Sulfate and pH

A sample of the soils was tested for water-soluble sulfate concentration and pH at each site. The sulfate concentrations measured in the samples indicated a value of 177 mg/kg at the Landfill Site, 37 mg/kg at the Fleet Mx Site, and 10 mg/kg at the Alley Site, which equates to about 0.018 percent, 0.004 percent, and 0.001 percent, respectively. Sulfate concentrations of less than 0.1 percent indicate Class 0 exposure to sulfate attack for

Facilities | Environmental | Geotechnical | Materials 6 concrete in contact with the subsoils, according to the American Concrete Institute (ACI)

Guide to Durable Concrete. For this level of sulfate concentrations, ACI indicates any type of cement can be used for concrete in contact with the subsoils. Therefore, Type I

Portland cement should be suitable for concrete on and below grade; however, the use of Type II Portland cement (or equivalent) should be considered for additional sulfate re-sistance of construction concrete.

The pH of each sample was 7.0 at the Landfill Site, 7.6 at the Fleet Mx Site, and 8.3 at the Alley Site.

General Comments

Our analysis and opinions are based upon our understanding of the project, the geotech-nical conditions in the area, and the data obtained from our site exploration. Variations will occur between exploration point locations or due to the modifying effects of con-struction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engi-neer, where noted in this report, to provide observation and testing services during per-tinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observa-tion and testing services on-site, we should be immediately notified so that we can pro-vide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environ-mental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials, or conditions. If the owner is con-cerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in ac-cordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly affect excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the

Facilities | Environmental | Geotechnical | Materials 7 specific level of detail necessary for costing. Site safety and cost estimating including excavation support and dewatering requirements/design are the responsibility of others.

Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface wa-ter flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in this report. The owner and contractor should consider a preconstruc-tion/precondition survey of surrounding development. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclu-sions in writing.

Attachments

Exploration and Testing Procedures Site Locations and Exploration Plans

Exploration and Laboratory Results

Supporting Information

Exploration and Testing Procedures

Field Exploration

Location Number of Exploration Cores

Landfill Site 4

Fleet Mx. Site 10

Alley Site 6

Boring Layout and Elevations: Terracon personnel provided the exploration layout us-ing handheld GPS equipment (estimated horizontal accuracy of about ±20 feet) and ref-erencing existing site features.

Subsurface Exploration Procedures: Coring of existing asphalt was performed with a truck-mounted core rig. Explorations were advanced below the removed core by hand auger methods through aggregate base course and into subgrade material. Bulk samples of subgrade soils were collected at each exploration location. Exploration locations were backfilled with auger cuttings and patched with cold-mix asphalt. Asphalt and base course thicknesses and sampling depths were recorded during field exploration. The samples were placed in appropriate containers and taken to our soil laboratory for test-ing and review. Visual classifications of the subgrade soils observed during sampling were noted in the field and used in conjunction with laboratory testing results to con-struct the exploration summary found in the Geotechnical Subsurface Exploration section.

Laboratory Testing

The project manager reviewed the field data and assigned laboratory tests. The labora-tory testing program included the following types of tests:

■ Moisture Content

■ Atterberg Limits

■ Grain Size Analysis

■ Water Soluble Sulfate & pH Analysis

Based on the results of our field and laboratory programs, we described and classified the soil samples in accordance with the Unified Soil Classification System.

Photography Log

Photography Log – Landfill Site

L-1: Existing Asphalt Core L-1: Asphalt Thickness (about 5.0 inches)

L-1: Aggregate Base Course Thickness (about 4.3 inches)

L-2: Existing Asphalt Core L-2: Asphalt Thickness (about 3.9 inches)

L-2: Aggregate Base Course Thickness (about 2.5 inches)

L-3: Existing Asphalt Core L-3: Asphalt Thickness (about 3.7 inches)

L-3: Aggregate Base Course Thickness (about 6.8 inches)

L-4: Existing Asphalt Core L-4: Asphalt Thickness (about 3.0 inches)

L-4: Aggregate Base Course Thickness (about 6.0 inches)

Photography Log: Fleet Maintenance Site

F-1: Existing Asphalt Core F-1: Asphalt Thickness (about 3.0 inches)

F-1: Aggregate Base Course Thickness (about 18.4 inches)

F-2: Existing Asphalt Core F-2: Asphalt Thickness (about 6.1 inches)

F-2: Aggregate Base Course Thickness (about 7.5 inches)

F-3: Existing Asphalt Core F-3: Asphalt Thickness (about 3.7 inches)

F-3: Aggregate Base Course Thickness (about 2.5 inches)

F-4: Existing Asphalt Core F-4: Asphalt Thickness (about 3.7 inches)

F-4: Aggregate Base Course Thickness (about 5.6 inches)

F-5: Existing Asphalt Core F-5: Asphalt Thickness (about 6.0 inches)

F-5: Aggregate Base Course Thickness (about 5.1 inches)

F-6: Existing Asphalt Core F-6: Asphalt Thickness (about 4.5 inches)

F-6: Aggregate Base Course Thickness (about 6.0 inches)

F-7: Existing Asphalt Core F-7: Asphalt Thickness (about 5.6 inches)

F-7: Aggregate Base Course Thickness (about 3.4 inches)

F-8: Existing Asphalt Core F-8: Asphalt Thickness (about 4.8 inches)

F-8: Aggregate Base Course Thickness (about 3.4 inches)

F-9: Existing Asphalt Core F-9: Asphalt Thickness (about 6.2 inches)

F-9: Aggregate Base Course Thickness (about 6.3 inches)

F-10: Existing Asphalt Core F-10: Asphalt Thickness (about 3.8 inches)

F-10: Aggregate Base Course Thickness (about 3.0 inches)

Photography Log – Street and Alley Site

C-1: Existing Asphalt Core C-1: Asphalt Thickness (about 5.2 inches)

C-1: Aggregate Base Course Thickness (about 4.2 inches)

C-2: Existing Asphalt Core C-2: Asphalt Thickness (about 6.5 inches)

C-2: Aggregate Base Course Thickness (about 3.0 inches)

C-3: Existing Asphalt Core C-3: Asphalt Thickness (about 4.7 inches)

C-3: Aggregate Base Course Thickness (about 3.9 inches)

C-4: Existing Asphalt Core C-4: Asphalt Thickness (about 3.8 inches)

C-4: Aggregate Base Course Thickness (about 3.3 inches)

C-5: Existing Asphalt Core C-5: Asphalt Thickness (about 4.5 inches)

C-5: Aggregate Base Course Thickness (about 3.3 inches)

C-6: Existing Asphalt Core C-6: Asphalt Thickness (about 4.7 inches)

C-6: Aggregate Base Course Thickness (about 4.2 inches)

Site Location and Exploration Plans

Contents:

Site Locations

Exploration Plan (3 pages)

Note: All attachments are one page unless noted above.

Site Locations

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

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Exploration Plan - Landfill

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration Plan - Fleet Mx

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration Plan - Street & Alley

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

Exploration and Laboratory Results

Exploration Summary

Atterberg Limits

Grain Size Distribution (2 pages)

Chemical Analysis

City of Cheyenne - Public Works Improvements Exploration Summary

Location Core No.

Approximate Thickness (inches)

Subgrade Material 1

(USCS)

Atterberg Limits

Percent Fines2

Moisture Content

AASHTO3

Soil ClassificationExisting Asphalt

Pavement

Aggregate Base Course

(ABC)

LL PL PI

Street & Alley Site

C-1 5.2 4.2 Clayey Sand trace

Gravel (SC) -- -- -- -- 13.6 --

C-2 6.5 3.0 Silty Clayey Sand with Gravel

(SC-SM)

24 17 7 19.2 7.5 A-2-4 (0)

C-3 4.7 3.9 Clayey Sand trace

Gravel (SC) -- -- -- -- 8.7 --

C-4 3.8 3.3 Clayey Sand (SC) -- -- -- -- 11.3 --

C-5 4.5 3.3 Clayey Sand (SC) 28 17 11 35.6 11.4 A-6 (0)

C-6 4.7 4.2 Clayey Sand with

Gravel (SC) -- -- -- -- 11.3 --

Fleet Maintenance Site

F-1 3.0 18.4 Clayey Gravelly Sand (SC-SP) -- -- -- -- 6.2 --

F-2 6.1 7.5 Clayey Sand (SC) -- -- -- -- 11.4 --

F-3 3.7 2.5 Clayey Sand (SC) -- -- -- -- 12.9 --

F-4 3.7 5.6 Poorly Graded

Sand with Clay and Gravel (SP-SC)

25 17 8 10.4 4.5 A-2-4 (0)

F-5 6.0 5.1 Clayey Sand with

Gravel (SC) -- -- -- -- 5.5 --

F-6 4.5 6.0 Clayey Sand with

Gravel (SC) -- -- -- -- 13.9 --

F-7 5.6 3.4 Clayey Sand with

Gravel (SC) -- -- -- -- 4.2 --

F-8 4.8 3.4

Poorly Graded Sand with Silty

Clay and Gravel

(SP-SC)

25 18 7 8.0 6.4 A-2-4 (0)

F-9 6.2 6.3 Clayey Sand with

Gravel (SC) -- -- -- -- 8.7 --

F-10 3.8 3.0 Clayey Sand (SC) 32 20 12 21.0 11.2 A-2-6 (0)

Landfill Site

L-1 5.0 4.3 Clayey Gravelly Sand (SP-SC) -- -- -- -- 4.7 --

L-2 3.9 2.5 Poorly Graded

Sand with Clay and Gravel (SP-SC)

33 17 16 8.3 3.2 A-2-6 (0)

Facilities | Environmental | Geotechnical | Materials

Geotechnical Exploration Report

City of Cheyenne - Public Works Improvements Preliminary Exploration Summary

Location Core No.

Approximate Thickness (inches)

Subgrade Material 1

(USCS)

Atterberg Limits

Percent Fines2

Moisture Content

AASHTO3

Soil ClassificationExisting Asphalt

Pavement

Aggregate Base Course

(ABC)

LL PL PI

L-3 3.7 6.8 Clayey Gravelly Sand (SP-SC)

-- -- -- -- 8.6 --

L-4 3.0 6.0 Clayey Sand with

Gravel (SC) -- -- -- -- 6.3 --

1. Based on visual classification and/or laboratory testing performed on select soil samples.

2. Percent of sample passing the No. 200 Sieve.

3. Based on laboratory testing performed on select soil samples.

Geotechnical Exploration Report

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

"A " L ine

ASTM D4318

CH

o r

OH

CL

or

OL

ML or OL

MH or OH

19.2

35.6

21.0

10.4

8.0

8.3

SC-SM

SC

SC

SP-SC

SP-SC

SP-SC

SILTY, CLAYEY SAND with GRAVEL

CLAYEY SAND

CLAYEY SAND

POORLY GRADED SAND with CLAY and GRAVEL

POORLY GRADED SAND with SILTY CLAY and GRAVEL

POORLY GRADED SAND with CLAY and GRAVEL

Atterberg Limit Results

"U " L in e

Liquid Limit

LL PL PI Fines USCS DescriptionFines

Pl a st ic it y

In d ex

CL - ML

Facilities | Environmental | Geotechnical | MaterialsLaboratory tests are not valid if separated from original report.

0.7 - 2.7

0.7 - 2.7

0.6 - 2.6

0.7 - 2.7

0.7 - 2.7

0.7 - 2.7

C-2

C-5

F-10

F-4

F-8

L-2

Boring ID Depth (Ft)

Cheyenne, WY

1505 Old Happy Jack Rd

Geotechnical Exploration Report

0.0010.010.1110100

2 10 14 506 2001.5 83/4 1/23/8 30 403 601 140

HydrometerU.S. Sieve Opening in Inches

Grain Size Distribution

ASTM D422 / ASTM C136

SandGravel

U.S. Sieve Numbers

16 2044 10063

Grain Size (mm) coarse fine coarse finemedium Silt or ClayCobbles

Percen t C o arser b y W eig h tPe rc en t Fi n er b y

W ei g h t

AASHTOUSCSUSCS Classification

A-2-4 (0)

A-6 (0)

A-2-6 (0)

A-2-4 (0)

A-2-4 (0)

SC-SM

SC

SC

SP-SC

SP-SC

SILTY, CLAYEY SAND with GRAVEL

CLAYEY SAND

CLAYEY SAND

POORLY GRADED SAND with CLAY and

GRAVEL

POORLY GRADED SAND with SILTY CLAY and GRAVEL

Facilities | Environmental | Geotechnical | MaterialsLaboratory tests are not valid if separated from original report.

19.2

35.6

21.0

10.4

8.0

0.85

0.74

%CobblesD60

2.161

0.231

0.198

2.153

2.994

D100

29.69

34.02

%Clay%Sand%Gravel

30.5

11.0

6.3

25.2

32.4

50.2

53.4

72.7

64.4

59.5

LL PL PI Cc Cu

0.0

0.0

0.0

0.0

0.0

D10

0.088

D30

0.129

0.09

0.364

0.441

12.5

12.5

%Fines %Silt

Cheyenne, WY

1505 Old Happy Jack Rd

Boring ID

0.7 - 2.7

0.7 - 2.7

0.6 - 2.6

0.7 - 2.7

0.7 - 2.7

C-2

C-5

F-10

F-4

F-8

0.7 - 2.7

0.7 - 2.7

0.6 - 2.6

0.7 - 2.7

0.7 - 2.7

Depth (Ft)Boring ID

C-2

C-5

F-10

F-4

F-8

Depth (Ft)

Geotechnical Exploration Report

0.0010.010.1110100

2 10 14 506 2001.5 83/4 1/23/8 30 403 601 140

HydrometerU.S. Sieve Opening in Inches

Grain Size Distribution

ASTM D422 / ASTM C136

SandGravel

U.S. Sieve Numbers

16 2044 10063

Grain Size (mm) coarse fine coarse finemedium Silt or ClayCobbles

Percen t C o arser b y W eig h tPe rc en t Fi n er b y

W ei g h t

AASHTOUSCSUSCS Classification

A-2-6 (0)SP-SCPOORLY GRADED SAND with CLAY and

GRAVEL

Facilities | Environmental | Geotechnical | MaterialsLaboratory tests are not valid if separated from original report.

8.3

33 3.061617

%CobblesD60

2.991

D100

34.31

%Clay%Sand%Gravel

24.7 67.0

LL PL PI Cc Cu

0.0

D10

0.087

D30

0.89319

%Fines %Silt

Cheyenne, WY

1505 Old Happy Jack Rd

Boring ID

0.7 - 2.7L-2

0.7 - 2.7

Depth (Ft)Boring ID

L-2

Depth (Ft)

Geotechnical Exploration Report

CHEMICAL LABORATORY TEST REPORT

Project:

C-4 F-6 L-4

0.7' 0.7' 0.7'

7.0 7.6 8.3

Laboratory Manager

Reviewed By: Steve Anderson

Project Number:

Service Date:

Report Date:

24235076

8/22/2023

8/22/2023

Sample Location

Sample Depth (ft.)

pH Analysis, ASTM - G51

City of Cheyenne Public Works Improvements

Water Soluble Sulfate (SO4), ASTM C1580

(mg/kg)

1505 Old Happy Jack Road

Cheyenne, Wyoming 82001

(307) 632-9224

Cheyenne, WY

1505 Old Happy Jack Rd

Geotechnical Exploration Report

Supporting Information

Unified Soil Classification System

Unified Soil Classification System

Criteria for Assigning Group Symbols and Group Names Using Labor-atory Tests A

Soil Classification

Group

Symbol Group Name B

Coarse-Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction re-tained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu≥4 and 1≤Cc≤3 E GW Well-graded gravel F

Cu<4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:

50% or more of coarse fraction passes No. 4 sieve

Clean Sands:

Less than 5% fines D

Cu≥6 and 1≤Cc≤3 E SW Well-graded sand I

Cu<6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:

50% or more passes the

No. 200 sieve

Silts and Clays:

Liquid limit less than

Inorganic:

PI > 7 and plots above “A” line J CL Lean clay K, L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic:

𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑

𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑

< 0.75 OL

Organic clay K, L, M, N

Organic silt K, L, M, O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K, L, M

PI plots below “A” line MH Elastic silt K, L, M

Organic:

𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑

𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑

< 0.75 OH

Organic clay K, L, M, P

Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay.

E Cu = D60/D10 Cc =

F If soil contains ≥ 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains ≥ 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or

“with gravel,” whichever is predominant.

L If soil contains ≥ 30% plus No. 200 predominantly sand, add

“sandy” to group name.

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N PI ≥ 4 and plots on or above “A” line.

O PI < 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

DxD

)(D