SU SURFA E EXPLORATION REPORT

Prepared for: Ethan Yonker, P.E. City of Casper Engineering Division 200 North David Street Casper, WY 82604

March 5, 2021 By:

SUBSURFACE EXPLORATION REPORT

2021 MISCELLANEOUS WATERLINE

REPLACEMENTS

Letter of Transmittal: Subsurface Exploration Report

2435 King Blvd Casper, Wyoming 82604

March 5, 2021 21005 1 | P a g e

March 5, 2021

Ethan Yonker, P.E. City of Casper Engineering Division 200 North David Street Casper, WY 82604 Mr. Yonker,

We are pleased to provide you this subsurface exploration report for the 2021 Miscellaneous Waterline

Replacements project.

Our experience and that of our profession clearly indicates that the risk of costly design, construction, and

maintenance problems can be significantly lowered by retaining the design geotechnical engineering firm

of record to review the project plans and specifications and provide geotechnical observation services

during construction. Please keep us informed of the design and construction progress of the project as we

are happy to provide additional information as questions or concerns arise. Please contact us at 307-439-

5439 to further discuss these project specific services.

We look forward to working with the City of Casper through this construction period and subsequent

projects in the future!

Regards,

Ben Hauser, P.E., G.I.T. Principal Advanced Geotechnical Solutions, Inc.

Subsurface Exploration Report: 2021 Miscellaneous Waterline Replacements

Table of Contents Introduction .................................................................................................................................................. 1

Summary of conditions ............................................................................................................................. 1

Proposed construction .............................................................................................................................. 1

Exploration and Laboratory Techniques Performed ..................................................................................... 1

Site Conditions .............................................................................................................................................. 2

Subsurface Conditions .................................................................................................................................. 2

Site geology ............................................................................................................................................... 2

Soil conditions ........................................................................................................................................... 2

Groundwater ............................................................................................................................................. 3

Construction Monitoring .............................................................................................................................. 3

Limitations and Use of This Report ............................................................................................................... 3

Closure .......................................................................................................................................................... 4

Appendix A Site and Boring Location Map Boring Logs Laboratory Testing Results


March 5, 2021 21005 1 | P a g e

Introduction

Summary of conditions On February 25 through March 1, 2021, Advanced Geotechnical Solutions, Inc. (AGS) investigated the

project site, located in Casper, Wyoming, according to our submitted Proposal for Subsurface Exploration

and Geotechnical Engineering, dated January 29, 2021.

Soils encountered generally consisted of sandy clay on the southwest side of the site with more variable

clay, clayey sand, and gravel on the northeast side. Groundwater was not encountered during the

investigations.

All soil samples collected at the site are considered to be clean of volatile organic compounds (VOCs), with

PID meter readings between 0 and 4 ppm.

The existing pavement section was measured to determine the asphalt and aggregate base thickness. The

existing asphalt surfacing was measured between 3 and 4.5 inches, with 4 to 8.5 inches of aggregate base.

Proposed construction We understand the project will consist of replacing underground waterlines along 6th Street, 7th Street, 8th

Street, 9th Street, 10th Street, Cheesbrough Way, Nebraska Avenue, and Missouri Circle in Casper,

Wyoming. Currently, pavement rehabilitation is not planned for the project site, aside from trench

patching above the utility replacements.

Exploration and Laboratory Techniques Performed On February 25 through March 1, we performed 11 test borings at the site to depths ranging from 10 to

11.5 feet. The borings were performed using 3-inch O.D. solid stem augers advanced with a Giddings drill

rig and a Diedrich D-120

Soil samples were collected with 2-inch O.D. direct push samplers and 2-inch O.D. standard split spoon

samplers. The samples were sealed to prevent loss of moisture content. Field observations and sampling

was performed by a geotechnical engineer and geologist. Additionally, all samples were examined for

volatile organic compounds (VOCs) using a RAE systems MiniRae 3000 Photoionization Detector (PID)

meter.

Laboratory testing to determine the material classifications and strength properties were performed.

These tests included:

Test ASTM Moisture Content D2216 Sieve Analysis D422/D1140 Plasticity Index D4318

The laboratory-determined soil properties were used to enhance the field logs and, in some cases, modify

the soil type determined during exploration. The logs and laboratory analyses can be found in Appendix

A.


March 5, 2021 21005 2 | P a g e

Site Conditions The project site is located in central Casper, Wyoming. The site is roughly bordered by 6th Street and 10th

Street on the north and south, respectively, and by Country Club Road and Nebraska Avenue on the east

and west. The site consists of existing residential roads with asphalt pavement surfacing.

In general, the existing pavement appeared to be in a fair condition, with some block cracking, transverse

cracking, patching, uneven surfacing, and surface polishing. The table below shows the measured section

thicknesses for the existing pavement. In general, the asphalt was between 3 and 4.5 inches, with 4 to 8.5

inches of aggregate base.

Boring Asphalt (in) Aggregate base (in)

B-1 3.5 5 B-2 3 7.5 B-3 3.5 6.5 B-4 3.5 7.5 B-5 4.5 6 B-6 4 4.5 B-7 4.5 4 B-8 4 7 B-9 4 7.5

B-10 4 8 B-11 4 8.5

Subsurface Conditions

Site geology According to the USGS, the site reportedly lies within the Cody Shale formation. The Cody Shale formation

in this area typically consists of clay soils overlying weathered shale bedrock. In general, the soils

encountered in the southwestern borings B-1, B-2, B-3, B-4, and B-6 match these expected sediments.

However, the soils encountered in the northeastern borings B-5 and B-7 through B-11 more closely

resemble colluvial or alluvial deposits. These types of deposits typically consist of variable layers of clay,

silt, sand, and gravel.

Soil conditions The soils encountered on the southwest side of the site, within borings B-1 through B-4 and B-6, generally

consisted of sandy clay from the bottom of the pavement section to depths of approximately 7.5 to 11

feet. The soil is considered to be in a variable soft to stiff condition, according to drilling effort recorded

during exploration. The sandy clay varied from 74 to 82 percent minus No.200 fines, with moderate

plasticity.

In borings B-1 and B-2, weathered shale bedrock was encountered underlying the sandy clay soils.

The soils encountered on the northeast side of the site, in borings B-5 and B-7 through B-11, consisted of

more variable interbedded sandy clay, clayey sand, and gravel. These soils are considered to be in a

moderately soft condition, according to drilling effort recorded during exploration. These soils had more


March 5, 2021 21005 3 | P a g e

variable fines contents between 38 and 89 percent, and varied from non-plastic to moderately high

plasticity.

All soil samples collected at the site are considered to be clean of volatile organic compounds (VOCs), with

PID meter readings between 0 and 4 ppm. Readings below approximately 10 ppm are considered

negligible.

Soils are variable by nature, therefore, the boring logs and laboratory analyses located in the appendices

should be reviewed in detail for a better understanding of the soil conditions of the site. The lines

designating the interface between layers on the exploration logs were determined using visual

observations. The transition between the materials may be abrupt or gradual.

Groundwater Groundwater was not encountered during our investigation. However, groundwater elevations are

seldom static over a period of months and years. Factors such as seasonal moisture variations and

extended periods of precipitation and drought may cause the groundwater elevation to fluctuate many

feet.

Construction Monitoring Our experience and that of our profession clearly indicates that the risk of costly design, construction, and

maintenance problems can be significantly lowered by retaining the design geotechnical engineering firm

of record to review the project plans and specifications and provide geotechnical observation services

during construction. Please keep us informed of the design and construction progress of the project as we

are happy to provide additional information as questions or concerns arise. Please contact us to further

discuss these services and how they relate to your specific project.

Limitations and Use of This Report This report presents subsurface exploration information for design of the 2021 Miscellaneous Waterline

Replacements project. If changes occur in the nature or design of the project, we should be allowed to

review this report and provide additional recommendations, if any. It is the responsibility of the owner to

transmit the information of this report to the appropriate organizations or people involved in design of

the project, including but not limited to developers, owners, buyers, architects, engineers, and designers.

The conclusions contained in this report are solely professional opinions and based on the exploration,

testing, and engineering analyses performed.

We strive to perform our professional services in accordance with generally accepted geotechnical

engineering principles and practices currently employed in the area; no warranty is expressed or implied.

There are risks of earth movement and property damages inherent in building on or with earth materials.

We are unable to eliminate all risks or provide insurance; therefore, we are unable to guarantee or

warrant the results of our services.

This report is based upon field and other conditions discovered at the time of report preparation. We

developed this report with limited subsurface exploration data. We assumed that our subsurface

exploration data is representative of the actual subsurface conditions across the site. Considering possible

underground variability of soil, rock, stockpiled material, and groundwater, additional costs may be

required to complete the project. We recommend that the owner establish a contingency fund to cover


March 5, 2021 21005 4 | P a g e

such costs. If unexpected conditions are encountered, notify AGS immediately to review these conditions

and provide additional and/or modified recommendations, as necessary.

Our services did not include geohazard exploration. Geohazards may exist in the explored area. We can

be retained to explore these potential hazards, and the risks associated with them, under a separate cover

and at additional cost. In addition, our geotechnical exploration did not include work to determine the

existence of possible hazardous materials. If any hazardous materials are encountered during construction

officials from the state agency in charge of environmental cleanup should be notified as soon as possible.

This document must not be subject to unauthorized reuse; that is, reusing without written authorization

of AGS. Such authorization is essential because it requires AGS to evaluate the document’s applicability

given new circumstances, including changes in the design and amount of time since the exploration and

analyses were performed. Actual field or other conditions will necessitate clarifications, adjustments,

modifications or other changes to the documents. Therefore, we must be engaged to prepare the

necessary clarifications, adjustments, modifications or other changes before construction activities

commence or further activity proceeds.

If AGS’s scope of services does not include on-site construction observation, or if other persons or entities

are retained to provide such services, we cannot be held responsible for any or all claims arising from or

resulting from the performance of such services by other persons or entities, and from any or all claims

arising from or resulting from clarifications, adjustments, modifications, discrepancies or other changes

necessary to reflect changed field or other conditions.

We determined the lines designating the interface between layers on the exploration logs using visual

observations. The transition between the materials may be abrupt or gradual. The exploration logs contain

information concerning samples recovered, indications of the presence of various materials such as clay,

sand, silt, rock, existing fill, etc., and observations of groundwater encountered. The field logs also contain

our interpretation of the subsurface conditions between sample locations. Therefore, the logs contain

both factual and interpretative information. Our recommendations are based on the contents of the final

logs, which represent our interpretation of the field logs.

Closure We appreciate the opportunity to provide this subsurface exploration report for your important project.

Please give us a call at 307-439-5439 should any questions or concerns arise.

Regards, Shantel Ramlo, E.I. Geotechnical Engineer

Reviewed by: Ben Hauser, P.E., G.I.T. Principal

Appendix A

Project Id:Project Title:Loca on:Client:

210052021 Misc. Waterline replacements projectCasper, WyomingCity of Casper

Title:Scale:Engineer:Contractor:

Site Loca on Map1:20000

Legend Key

Project Bounds - Project Bounds

Project Id:Project Title:Loca on:Client:

210052021 Misc. Waterline replacements projectCasper, WyomingCity of Casper

Title:Scale:Engineer:Contractor:

Boring Loca on Map1:2750

Legend Key

Locations By Type - Empty

Locations By Type - BH

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on

3.5" asphalt5" aggregate base

Moist, brown to tan, sandy clay. Moderately s drilling.

So , dry, gray and tan, highly weathered, silty shale

Sam

ple

Type

Num

ber

UD-B-1-1

UD-B-1-2

SPT-B-1-3

Reco

very

%RQ

D

100

N V

alue

36

ATTERBERGLIMITS (%)

LL

46

PL

26

PI

20

PERC

ENT

FIN

ES (%

)

87

Envi

ronm

enta

lDa

ta

PID = 0 PPM

PID = 0 PPM

PID = 4 PPM

SPT N-ValueMC

Borehole ID: B-1Sheet 1 of 1

Client: City of Casper Project Name: 2021 Misc. Waterline replacements projectProject Number: 21005 Project Loca on: Casper, WyomingDate Started: Feb 25 2021 Completed: Feb 25 2021 Logged By: Shantel Ramlo Drilled By: Codey LewisDrilling Contractor: AGS La tude: 42.84081 Longitude: -106.29352 Eleva on:Drilling Method: 3" Solid stem auger Ground Water LevelsEquipment: At me of drilling Feb 25 2021 - not encounteredHammer Type:Notes:

SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California

Undisturbed Sample Shelby Tube Drive Sample

2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on

3" asphalt7.5" aggregate base

Moist, brown, sandy clay. Moderately s drilling

Hard, dry to moist, tan, sandy clay, some ne to medium gravel

So , dry, brownish gray, highly weathered, shale

Sam

ple

Type

Num

ber

UD-B-2-1

UD-B-2-2

UD-B-2-3

UD-B-2-4

Reco

very

%RQ

D

N V

alue

ATTERBERGLIMITS (%)

LL

40

43

PL

21

22

PI

19

21

PERC

ENT

FIN

ES (%

)

74

82

Envi

ronm

enta

lDa

ta

PID = 0 PPM

PID = 0 PPM

PID = 0 PPM

PID = 0 PPM

SPT N-ValueMC



SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on

3.5" asphalt6.5" aggregate base

Moist, brown, sandy clay. So drilling to full depth.

Sam

ple

Type

Num

ber

UD-B-3-1

UD-B-3-2

Reco

very

%RQ

D

N V

alue

ATTERBERGLIMITS (%)

LL PL PI PERC

ENT

FIN

ES (%

)

Envi

ronm

enta

lDa

taPID = 0

PPM

PID = 0 PPM

SPT N-ValueMC


Client: City of Casper Project Name: 2021 Misc. Waterline replacements projectProject Number: 21005 Project Loca on: Casper, WyomingDate Started: Feb 25 2021 Completed: Feb 25 2021 Logged By: Shantel Ramlo Drilled By: Codey LewisDrilling Contractor: AGS La tude: 42.84112 Longitude: -106.29514 Eleva on:Drilling Method: 3" Solid stem auger Ground Water LevelsEquipment:Hammer Type:Notes:

SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on

3.5" asphalt7.5" aggregate base

Moist, brown, sandy clay. So drilling to about 5.5 , becoming s er with depth.

Sam

ple

Type

Num

ber

UD-B-4-1

UD-B-4-2

Reco

very

%RQ

D

N V

alue

ATTERBERGLIMITS (%)

LL PL PI PERC

ENT

FIN

ES (%

)

Envi

ronm

enta

lDa

ta

PID = 0 PPM

PID = 0 PPM

SPT N-ValueMC


Client: City of Casper Project Name: 2021 Misc. Waterline replacements projectProject Number: 21005 Project Loca on: Casper, WyomingDate Started: Feb 25 2021 Completed: Feb 25 2021 Logged By: Shantel Ramlo Drilled By: Codey LewisDrilling Contractor: AGS La tude: 42.84178 Longitude: -106.29544 Eleva on:Drilling Method: 3" Solid stem auger Ground Water LevelsEquipment:Hammer Type:Notes:

SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on

4.5" asphalt6" aggregate base

Moist, brown and dark gray, sandy clay, trace coarse gravel and thin sand lenses. So drilling to full depth.

Sam

ple

Type

Num

ber

UD-B-5-1

UD-B-5-2

Reco

very

%RQ

D

N V

alue

ATTERBERGLIMITS (%)

LL

50

PL

24

PI

26

PERC

ENT

FIN

ES (%

)

89

Envi

ronm

enta

lDa

ta

PID = 0 PPM

PID = 0 PPM

SPT N-ValueMC



SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on

4" asphalt4.5" aggregate baseMoist, brown to grayish brown, sandy clay. So drilling from 0-4.5 , becoming s er with depth.

Sam

ple

Type

Num

ber

UD-B-6-1

UD-B-6-2

Reco

very

%RQ

D

N V

alue

ATTERBERGLIMITS (%)

LL PL PI PERC

ENT

FIN

ES (%

)

Envi

ronm

enta

lDa

ta

PID = 0 PPM

PID = 1 PPM

SPT N-ValueMC



SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on

4.5" asphalt4" aggregate baseMoist, brown, sandy clay, trace ne to coarse gravel and thin lenses of sand. So drilling from 0-3 , becoming s er with depth.

Dry, reddish brown, silty sandy gravel. Di cult drilling.

Very s , dry, light grayish brown, sandy clay

Sam

ple

Type

Num

ber

UD-B-7-1

UD-B-7-2

AU-B-7-3a

SPT-B-7-3

Reco

very

%RQ

D

67

N V

alue

19

ATTERBERGLIMITS (%)

LL

41

PL

23

PI

18

PERC

ENT

FIN

ES (%

)

55

Envi

ronm

enta

lDa

ta

PID = 0 PPM

PID = 1 PPM

PID = 1 PPM

PID = 2 PPM

SPT N-ValueMC



SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on

4" asphalt7" aggregate base

Moist, brown, sandy clay, some interbedded sand. So drilling.

Moist, reddish brown, gravelly sandy clay, with medium to coarse gravelMoist, light tan, silty sand. Hard drilling.

Sam

ple

Type

Num

ber

UD-B-8-1

UD-B-8-2

Reco

very

%RQ

D

N V

alue

ATTERBERGLIMITS (%)

LL

0

PL

0

PI

0

PERC

ENT

FIN

ES (%

)

38

Envi

ronm

enta

lDa

ta

PID = 3 PPM

PID = 4 PPM

SPT N-ValueMC



SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on


Moist, grayish brown, sandy clay, some interbedded clayey sand and gravel. Medium so drilling to full depth.

Sam

ple

Type

Num

ber

UD-B-9-1

UD-B-9-2

Reco

very

%RQ

D

N V

alue

ATTERBERGLIMITS (%)

LL PL PI PERC

ENT

FIN

ES (%

)

Envi

ronm

enta

lDa

ta

PID = 0 PPM

PID = 0 PPM

SPT N-ValueMC



SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on

4" asphalt8" aggregate base

Moist, brown with reddish brown, sandy clay, interbedded with clayey sand and gravel, grading sandier with depth. So drilling from 0-7.5 feet, becoming s er with depth.

Sam

ple

Type

Num

ber

UD-B-10-1

UD-B-10-2

UD-B-10-3

Reco

very

%RQ

D

N V

alue

ATTERBERGLIMITS (%)

LL PL PI PERC

ENT

FIN

ES (%

)

Envi

ronm

enta

lDa

ta

PID = 0 PPM

PID = 1 PPM

PID = 2 PPM

SPT N-ValueMC



SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Dept

h

1

2

3

4

5

6

7

8

9

10

11

Elev

aon

-1.0

-2.0

-3.0

-4.0

-5.0

-6.0

-7.0

-8.0

-9.0

-10.0

-11.0

Gra

phic

Material Descrip on


Moist, brown, sandy clay, grading sandier with depth. So drilling to full depth.

Sam

ple

Type

Num

ber

UD-B-11-1

UD-B-11-2

Reco

very

%RQ

D

N V

alue

ATTERBERGLIMITS (%)

LL

28

PL

18

PI

10

PERC

ENT

FIN

ES (%

)

62En

viro

nmen

tal

Data

PID = 1 PPM

PID = 0 PPM

SPT N-ValueMC



SAMPLE TYPES:

Auger Cu ngs

Standard Penetra on

Modi ed California


2.5" Rock Core

SPT10 20 30 40 50 60 70 80 90

5 10 15 20 25 30 35 40 45MC

Project # Client City of Casper

Project Tested By JRL/CDL Test Date 3/4/2021

Boring B-1-1 B-2-3 B-2-4 B-5-2Depth 2.3' 8' 9.5' 7.5'

1.5"1"

3/4"1/2" 100.0%

3/8" 100.0% 98.9% 100.0% 100.0%

#4 99.8% 97.8% 99.4% 99.7%

#8 99.7% 96.6% 97.8% 99.0%

#16 97.5% 95.3% 95.6% 97.6%

#30 95.7% 93.9% 93.3% 96.2%

#50 94.3% 92.6% 91.1% 95.0%

#100 92.7% 86.9% 87.6% 93.2%

#200 87.0% 74.5% 82.3% 88.6%

U.S. Standard Sieve Size Percent Passing

Particle Size Analyses21005

Waterline Replacements

2.5" 1" 1/2" 4 8 16 30 50 100 200 1.5"

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.1110100

Pe

rce

nt

Pa

ss

ing

Size in Millimeters

U.S. Sieve Openings in Inches and Numbers

B-1-1

B-2-3

B-2-4

B-5-2

Project # Client City of Casper

Project Tested By JRL/CDL Test Date 3/4/2021

Boring B-7-3a B-8-2 B-11-1Depth 6' 9' 4'

1.5"1"

3/4" 100.0%

1/2" 93.7% 100.0%

3/8" 91.6% 98.1% 100.0%

#4 84.9% 94.2% 99.6%

#8 78.2% 88.4% 99.0%

#16 73.3% 82.4% 98.0%

#30 69.6% 77.8% 96.9%

#50 65.5% 74.4% 94.5%

#100 59.7% 52.6% 80.3%

#200 55.5% 38.4% 61.8%

U.S. Standard Sieve Size Percent Passing

Particle Size Analyses21005

Waterline Replacements

2.5" 1" 1/2" 4 8 16 30 50 100 200 1.5"

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0010.010.1110100

Pe

rce

nt

Pa

ss

ing

Size in Millimeters

U.S. Sieve Openings in Inches and Numbers

B-7-3a

B-8-2

B-11-1

Documents

SU SURFA E EXPLORATION REPORT