03.A02_17-7528_Soils.pdf

102-D Oneida Street Pueblo, Colorado 81003

(719) 582-5588 www.jesik.us

GEOTECHNICAL ENGINEERING

SITE INVESTIGATION REPORT

FOR PROPERTY AT

Forest Service Road 41G

Rio Grande National Forest Saguache County, Colorado

PREPARED FOR:

Margaret “Meg” Sullivan

Rio Grande National Forest 1803 W. Highway 160

Monte Vista, Colorado 81144

PREPARED BY

Jesik Consulting

Project Number: 17-7528

03-04-18

Joseph A. Jesik, P.E.

i

TABLE OF CONTENTS

1. INTRODUCTION ___________________________________________________ 1

2. GENERAL FINDINGS ________________________________________________ 1

3. FOUNDATION RECOMMENDATIONS ___________________________________ 1

4. CONCRETE RECOMMENDATIONS _____________________________________ 2

5. SITE DESCRIPTION & PROPOSED CONSTRUCTION ________________________ 2

6. FIELD AND LABORATORY ANALYSIS ____________________________________ 2

7. FOUNDATION EXCAVATION PREPARATION ______________________________ 3

8. BACKFILL _________________________________________________________ 3

9. LIMITATIONS _____________________________________________________ 3

APPENDIX A: SITE INVESTIGATION PLAN ____________________________________________ A

APPENDIX B: BORING LOGS ______________________________________________________ B

APPENDIX C: LABORATORY TEST RESULTS ___________________________________________ C

1. INTRODUCTION

Jesik Consulting has completed a site investigation for the subject property at the request of Meg Sullivan with Rio Grande National Forest. Site investigation results and geotechnical recommendations are included for the design of an aquatic organism passage at Forest Service Road 41G and Canero Creek in Saguache County, Colorado.

2. GENERAL FINDINGS

Subsurface materials generally consisted of clayey sand with some gravel underlain by hard rock ranging in depth from 2 to 22 feet at the north side of the crossing. Rock was found at 25 feet below the ground surface in the southern boring B3. Stiff to very stiff sandy clay was observed below the clayey sand in the southern borings. The clay is non-expansive, high plasticity and moist to wet. Areas of the clayey sand in and near Canero Creek have a relatively high organic content. High organics were observed up to 7 feet below the ground surface in Boring B4. Rock outcrops are visible just north of the road and creek crossing.

Water was encountered below the existing ground surface (BEG) during drilling in Borings B1, B3, and B4 ranging from 3 to 10 feet BEG. The shallower groundwater was found at the north side of the crossing where the deeper high plasticity clay was not seen in our borings.

The groundwater ranged from 9 to 10 feet in the southern borings, where high plasticity clay was encountered on top of rock at about 25 feet BEG. There was no water observed in B2, we suspect that a large cobble or boulder was encountered during drilling that caused auger refusal at a depth of 2 feet in B2.

Boring logs and laboratory test results are included in Appendices B and C, respectively and present specific subsurface conditions and material properties.

3. FOUNDATION RECOMMENDATIONS

With respect to the soil investigation performed at this site, and the intended structure as described by the client, the structure may be founded on clayey sand for a nominal bearing capacity of 1,250 pounds per square foot (psf). Organic material shall be removed below foundation components and replaced with structural fill. The bearing capacity may be increased in areas where geotextile, soil reinforcing/modifications, or properly placed structural fill is used in lieu of native soil conditions with guidance from Jesik Consulting.

Design walls to withstand (indicated pressures to not include water pressures):

1. active lateral pressures equal to an equivalent fluid density of 51 pounds per cubic foot (pcf).

2. passive lateral pressures, equal to an equivalent fluid density of 315 pcf.

3. At rest lateral pressures, equal to an equivalent fluid density of 67 pcf.

The design should use the coefficient of friction values specified below for differing materials as follows:

1. between clayey sand soil and cast in place concrete can be taken as 0.35.

2. between clayey sand and precast concrete can be taken as 0.30.

3. between clayey sand and corrugated metal can be taken as 0.45.

4. These values are not factored.

4. CONCRETE RECOMMENDATIONS

Concrete exposed to injurious concentrations of sulfates from soil and water should be made with sulfate-resisting cement. The soils on this site are deemed to have a sulfate severity of Moderate and corresponding exposure class of S1. According to the American Concrete Institute (ACI), concrete exposed to this type of soil should therefore incorporate Type II cementitious material. Furthermore, the concrete should have a maximum water-to-cement ratio of 0.50, a minimum compressive strength of 3000 psi and be entrained with air.

5. SITE DESCRIPTION & PROPOSED CONSTRUCTION

We understand that an aquatic organism passageway will be constructed at the intersection of Forest Service Road 41G and Carnero Creek in Saguache County, Colorado. This passage way may be constructed using cast in place concrete, precast concrete, or corrugated metal.

6. FIELD AND LABORATORY ANALYSIS

Four borings were drilled in the project area at the approximate location shown on the Site Map in Appendix A using a truck-mounted solid stem auger. Borings were stopped at depths ranging from 2 to 25 feet BEG due to auger refusal n hard rock.

Soil and rock are visually logged during drilling by our personnel. Logs include soil and rock classification, density/consistency or hardness, weathering, moisture conditions, color, and other observations that may impact the design or construction. Changes in soil/rock types and properties are noted along with groundwater conditions encountered during drilling.

The driller collects soil samples from different depths to determine subsurface conditions and properties. A 2-inch O.D. brass liner is placed inside of a split-barrel sampler to retrieve the samples. The sample barrel is driven into the ground by a 140-pound hammer free falling 30 inches. Drill cuttings and bulk samples may also be collected where liner samples are not retrieved. Samples are taken to our laboratory for testing and analysis.

Laboratory testing may consist of moisture content, dry density, swell/ consolidation potential, water soluble sulfate, and particle size distribution.

Our project engineer then reviews field logs and laboratory test results. Subsurface conditions presented in the report are based upon drilling, observations, laboratory testing, and our experience in the area.

7. FOUNDATION EXCAVATION PREPARATION

Prepare the foundation excavation such that standing, and ponding of water is minimized.

Wetting or drying of the open excavation should be avoided. Create drainage swales or channels where necessary to route water away from the excavation and construction area.

Construction dewatering will likely be required for construction of the passageway. Hard rock was encountered in our borings at the north side of the crossing. Heavy excavation equipment, hydraulic hammers, or drill and blast construction methods will likely be required to excavate into this rock.

8. BACKFILL

Foundation backfill should be free of trash, frost, organics, construction debris, and rocks larger than 6 inches. Backfill material should be moist and adequately compacted to minimize post-construction settlement. Place a 12-inch-thick layer of relatively impervious material across the top of the backfill.

Foundation walls over 4 feet should have systems in place or be well braced prior to backfilling to prevent damage from lateral pressure. Do not compacted backfill by controlled puddling or flooding.

9. LIMITATIONS

In any subsurface investigation, limited data is available from which to formulate soil descriptions and generate recommendations for foundations and related construction components. The samples taken are indicative of the subsurface materials at the time and at the location the samples were taken. Precipitation, seasonal changes, and excavation are some factors that may change subsurface conditions at the site. If significantly different conditions are encountered from those described in this report, contact this office before proceeding.

By acceptance of this report all parties agree that the purpose of this report is to provide geotechnical data and foundation recommendations only and does not address nor was intended to address any environmental issues, hazardous materials, mold issues, toxic waste issues or other subsurface situations or conditions other than those described within this report. This report is intended for the sole use of the above-named client and their approved agents. This office cannot be responsible for any conclusions or recommendations made by other parties based upon the data contained herein.

No warranty, expressed or implied, is made.

A

APPENDIX A: SITE INVESTIGATION PLAN

AutoCAD SHX Text B1

AutoCAD SHX Text B2

AutoCAD SHX Text B4

AutoCAD SHX Text B3

AutoCAD SHX Text JJ Rev. 0 3/18

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SHEET:

AutoCAD SHX Text

SCALE:

AutoCAD SHX Text

PROJECT NUMBER:

AutoCAD SHX Text

DATE:

AutoCAD SHX Text Revision/Issue

AutoCAD SHX Text

SITE INVESTIGATION PLAN FOR:

AutoCAD SHX Text No.

AutoCAD SHX Text Date

AutoCAD SHX Text

GENERAL NOTES

AutoCAD SHX Text 102-D Oneida Street Pueblo, Colorado 81003 (719) 582-5588 www.jesik.us

AutoCAD SHX Text

AQUATIC ORGANISM PASSAGE

AutoCAD SHX Text

RD 416 & CANERO CREEK

AutoCAD SHX Text

SAGUACHE COUNTY, COLO

AutoCAD SHX Text 17-7528

AutoCAD SHX Text 3/5/18

AutoCAD SHX Text 1" = 100'

AutoCAD SHX Text

SP-1

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 1" = 100'

AutoCAD SHX Text

BORINGS DRILLED JANUARY 30, 2018 ALL MEASUREMENTS ARE APPROXIMATE

B

APPENDIX B: BORING LOGS

Project: Margaret "Meg" Sullivan

Project Location: Forest Service Road 41G

Project Number: 17-7528

Log of Boring B1

Date(s) Drilled 1-30-18

Drilling Method Solid Stem Auger

Drill Rig Type Giddings

Groundwater Level and Date Measured 3' Drill

Borehole Backfill Cuttings

Logged By CD

Drill Bit Size/Type 3" / Carbide

Drilling Contractor Jesik

Sampling Method(s) Bulk, Modified California

Location 37 59.307 -104 25.572

Checked By AJ

Total Depth of Borehole 22 feet bgs

Approximate Surface Elevation -

Hammer Data SPT - 140lbs / 30"

M at er ia l T yp e

SC

LL

P I, S w el l/C on so lid at io n, P er ce nt

F in es

20.3

24.2

Comments

Boring caved in at 12' when augers pulled out to sample.

Boring caved in at 11' when augers pulled out to sample.

G ra ph ic

L og

W at er C on te nt

18.4

29.1

D ry

U ni t W ei gh t, pc f

MATERIAL DESCRIPTION

Clayey SAND, siltier with depth, loose to medum dense, wet, black

Auger refusal on rock at 22 feet.

Drill

U ni fo rm ity C oe ffi ci en t

D ep th fe et

S am pl e

T yp e

S am pl in g R es is ta nc e, bl ow s/ ft

3-3

Cave

Cave

C :\U se rs

\A J\

O ne

D riv e

Je si k C on su lti ng

\P ro je ct s\

-X X

X X

\1 7-

_F or es t S er vi ce R oa d

G

\1 7-

_B or in gs

.b g4

[J es ik .tp l]

Figure B-1

Sheet 1 of 1

Jesik Consulting

102-D Oneida Street Pueblo, CO 81003

41G

Project Number: 17-7528

Log of Boring B2

Date(s) Drilled 1-30-18

Drilling Method Solid Stem Auger

Drill Rig Type Giddings

Groundwater Level and Date Measured NE

Borehole Backfill Cuttings

Logged By CD

Drill Bit Size/Type 3" / Carbide

Drilling Contractor Jesik

Sampling Method(s) Bulk

Location 37 59.303 -106 25.571

Checked By AJ

Total Depth of Borehole 2 feet bgs

Approximate Surface Elevation -

Hammer Data SPT - 140lbs / 30"

M at er ia l T yp e

SC

LL

NL

P I, NP

S w el l/C on so lid at io n, P er ce nt

F in es

16.7

CommentsG ra ph ic

L og

W at er C on te nt

7.6

D ry

U ni t W ei gh t, pc f

MATERIAL DESCRIPTION

Clayey SAND, some gravel, dry, loose, gray

Auger refusal on rock at 2 feet.

U ni fo rm ity C oe ffi ci en t

D ep th fe et

S am pl e

T yp e

S am pl in g R es is ta s/ ft

C :\U se rs

\A J\

O ne

D riv e

Je si k C on su lti ng

\P ro je ct s\

-X X

X X

\1 7-

_F or es t S er vi ce R oa d

G

\1 7-

_B or in gs

.b g4

[J es ik .tp l]

Figure B-2

Sheet 1 of 1

Jesik Consulting

102-D Oneida Street

Project: Aquatic Organism Passage

Project Location: Forest Service Road 41G / Canero Creek

Project Number: 17-7528

Log of Boring B3

Date(s) Drilled 1-30-18

Drilling Method Solid Stem Auger

Drill Rig Type Giddings

Groundwater Level and Date Measured 10' Drill

Borehole Backfill Cuttings

Logged By CD

Drill Bit Size/Type 3" / Carbide

Drilling Contractor Jesik

Sampling Method(s) Bulk, Modified California

Location 37 59.274 -106 25.575

Checked By AJ

Total Depth of Borehole 25 feet bgs

Approximate Surface Elevation -

Hammer Data SPT - 140lbs / 30"

M at er ia l T yp e

SC

CH

LL

P I, S w el l/C on so lid at io n, P er ce nt

F in es

34.1

Comments

Some Gravel

G ra ph ic

L og

W at er C on te nt

12.4

60.1

D ry

U ni t W ei gh t, pc f

MATERIAL DESCRIPTION

Clayey SAND, medium dense to dense, moist, black and light brown

CLAY, high plasticity, very stiff, wet, brown

Auger refusal on rock at 25 feet.

Drill

U ni fo rm ity C oe ffi ci en t

D ep th fe et

S am pl e

T yp e

S am pl in g R es is ta s/ ft

8-8

12-22

C :\U se rs

\A J\

O ne

D riv e

Je si k C on su lti ng

\P ro je ct s\

-X X

X X

\1 7-

_F or es t S er vi ce R oa d

G

\1 7-

_B or in gs

.b g4

[J es ik .tp l]

Figure B-3

Sheet 1 of 1

Jesik Consulting

102-D Oneida Street

41G

Project Number: 17-7528

Log of Boring B4

Date(s) Drilled 1-30-18

Drilling Method Solid Stem Auger

Drill Rig Type Giddings

Groundwater Level and Date Measured 9' Drill

Borehole Backfill Cuttings

Logged By CD

Drill Bit Size/Type 3" / Carbide

Drilling Contractor Jesik

Sampling Method(s) Modified California

Location 37 59.283 -106 25.571

Checked By AJ

Total Depth of Borehole 14 feet bgs

Approximate Surface Elevation -

Hammer Data SPT - 140lbs / 30"

M at er ia l T yp e

SC

CL

LL

NL

P I, NP

S w el l/C on so lid at io n, -1.2

P er ce nt

F in es

28.2

71.7

Comments

Peat / High Organic Content

Caved hole at 14 feet.

Boring caved in at 12'

G ra ph ic

L og

W at er C on te nt

101.4

26.4

D ry

U ni t W ei gh t, pc f

92.2

MATERIAL DESCRIPTION

Clayey SAND, medium dense, moist, black

Sandy CLAY, stiff, moist to wet, brown

Drill

U ni fo rm ity C oe ffi ci en t

D ep th fe et

S am pl e

T yp e

S am pl in g R es is ta s/ ft

4-5

4-7

Cave

C :\U se rs

\A J\

O ne

D riv e

Je si k C on su lti ng

\P ro je ct s\

-X X

X X

\1 7-

_F or es t S er vi ce R oa d

G

\1 7-

_B or in gs

.b g4

[J es ik .tp l]

Figure B-4

Sheet 1 of 1

Jesik Consulting

102-D Oneida Street

41G

Project Number: 17-7528

Boring Log Key

M at er ia l T yp e

LL

P I, S w el l/C on so lid at io n, P er ce nt

F in es

CommentsG ra ph ic

L og

W at er C on te nt

D ry

U ni t W ei gh t, pc f

MATERIAL DESCRIPTION U

ni fo rm ity C oe ffi ci en t

D ep th fe et

S am pl e

T yp e

S am pl in g R es is ta s/ ft

1 2 3 4 5 6 7 8 9 10 11 12 13 14

COLUMN DESCRIPTIONS

1 Depth (feet): Depth in feet below the ground surface.

2 Sample Type: Type of soil sample collected at the depth interval shown.

3 Sampling Resistance, blows/ft: Number of blows to advance driven sampler one foot (or distance shown) beyond seating interval using the hammer identified on the boring log.

4 Material Type: Type of material encountered.

5 Graphic Log: Graphic depiction of the subsurface material encountered.

6 MATERIAL DESCRIPTION: Description of material encountered.

May include consistency, moisture, color, and other descriptive text.

7 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample.

8 Dry Unit Weight, pcf: Dry weight per unit volume of soil sample measured in laboratory, in pounds per cubic foot.

9 Percent Fines: The percent fines (soil passing the No. 200 Sieve) in the sample. WA indicates a Wash Sieve, SA indicates a Sieve Analysis.

10 Uniformity Coefficient: Sieve Uc 11 LL, %: Liquid Limit, expressed as a water content.

12 PI, %: Plasticity Index, expressed as a water content.

13 Swell/Consolidation, %: Swell/Consolidation 14 Comments: Comments and observations regarding drilling or sampling made by driller or field personnel.

FIELD AND LABORATORY TEST ABBREVIATIONS

CHEM: Chemical tests to assess corrosivity COMP: Compaction test CONS: One-dimensional consolidation test LL: Liquid Limit, percent

PI: Plasticity Index, percent SA: Sieve analysis (percent passing No. 200 Sieve) UC: Unconfined compressive strength test, Qu, in ksf WA: Wash sieve (percent passing No. 200 Sieve)

MATERIAL GRAPHIC SYMBOLS

Fat CLAY, CLAY w/SAND, SANDY CLAY (CH) Lean CLAY, CLAY w/SAND, SANDY CLAY (CL)

Clayey SAND (SC)

TYPICAL SAMPLER GRAPHIC SYMBOLS

Bulk Sample 2.5-inch-OD Modified California w/ brass liners

OTHER GRAPHIC SYMBOLS

Water level (at time of drilling, ATD)

Water level (after waiting)

Minor change in material properties within a stratum

Inferred/gradational contact between strata

? Queried contact between strata

GENERAL NOTES

1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests.

2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times.

3: Blow counts of 6-12 indicate that it took 6 blows to drive the sampler the first 6 inches into the ground and 12 blows to drive the sampler the second 6 inches into the ground for a total of 12 inches.

4: Blow counts of 50/8 indicate that it took 50 blows to drive the sampler into the ground a total of 8 inches.

C :\U se rs

\A J\

O ne

D riv e

Je si k C on su lti ng

\P ro je ct s\

-X X

X X

\1 7-

_F or es t S er vi ce R oa d

G

\1 7-

_B or in gs

.b g4

[J es ik .tp l]

Figure B-5

Jesik Consulting

102-D Oneida Street

C

APPENDIX C: LABORATORY TEST RESULTS

Project #: Sample Date:

Address: Test Date:

Customer: Tested By:

102-D Oneida St.

Pueblo, CO 81003

(719) 582-5588 FIGURE A-1

SAMPLE DESCRIPTION:

NON-PLASTIC, Peat, Organic

Rolling Device: Hand Liquid Limit Device: Manual

SAMPLE NUMBER: B4

SAMPLE DEPTH (ft): 4

Grooving Tool: Plastic

PLASTIC LIMIT = NP

PLASTICITY INDEX, PI = NP

SOIL CLASSIFICATION: OL

Water content, W%=WP

LIQUID LIMIT = NL

Mass of dry soil Mass of moisture

Mass of wet soil + can Mass of dry soil + can

PLASTIC LIMIT DETERMINATION

Mass of can

Can No.

Mass of dry soil (M s ) 1.16 1.17 1.16

Mass of water (M w ) 2.69 2.87 2.92 Water content, W% (Calc. 11.1 D2216 ) 231.9% 245.3% 251.7%

Mass of dry soil + can (M cds ) 14.50 14.64 14.71 No. of blows, N 31 28 17

Mass of container (M c ) 13.34 13.47 13.55 Mass of wet soil + can (M cms ) 17.19 17.51 17.63

LIQUID LIMIT DETERMINATION

Can No. AA LL GG

Rio Grande National Forest KJ

ATTERBERG LIMIT (ASTM D4318)

17-7528 1/30/18 Road 41G / Canero Creek 3/3/18

0 10 20 30 40 50 60 70 80 90 100

P la st ic it y

In d e x

(P I)

Liquid Limit (LL)

Plasticity Chart

ML / OLCL-ML

MH or OH

Customer: Tested By:

102-D Oneida St.

Pueblo, CO 81003

(719) 582-5588

Rio Grande National Forest KJ

ATTERBERG LIMIT (ASTM D4318)

17-7528 1/30/18 Road 41G / Canero Creek 3/3/18

Can No. Z M Q

Mass of dry soil + can (M cds ) 17.16 17.60 17.21

LIQUID LIMIT DETERMINATION

Mass of container (M c ) 13.41 13.44 13.54 Mass of wet soil + can (M cms ) 19.41 20.47 19.44

No. of blows, N 35 15 29

Mass of water (M w ) 2.25 2.87 2.23

Mass of dry soil (M s ) 3.75 4.16 3.67

PLASTIC LIMIT DETERMINATION

Water content, W% (Calc. 11.1 D2216 ) 60.0% 69.0% 60.8%

Mass of can 13.52 13.39

Can No. L V

Mass of wet soil + can 19.88 19.10 Mass of dry soil + can 18.40 17.71 Mass of dry soil 4.88 4.32

Mass of moisture 1.48 1.39

Water content, W%=WP 30.3% 32.2%

LIQUID LIMIT = 64

PLASTIC LIMIT = 31

PLASTICITY INDEX, PI = 33

SOIL CLASSIFICATION: CH

SAMPLE NUMBER: B3

SAMPLE DEPTH (ft): 16-20

Grooving Tool: Plastic

FIGURE A-2

SAMPLE DESCRIPTION:

Sandy, High Plasticity Clay

Rolling Device: Hand Liquid Limit Device: Manual

0 10 20 30 40 50 60 70 80 90 100

P la st ic it y

In d e x

(P I)

Liquid Limit (LL)

Plasticity Chart

ML or

CL-ML

Customer: Tested By:

102-D Oneida St.

Pueblo, CO 81003

(719) 582-5588 FIGURE A-3

SAMPLE DESCRIPTION:

NON-PLASTIC

Rolling Device: Hand Liquid Limit Device: Manual

SAMPLE NUMBER: B2

SAMPLE DEPTH (ft): 0-2

Grooving Tool: Plastic

PLASTIC LIMIT = NP

PLASTICITY INDEX, PI = NP

SOIL CLASSIFICATION: SM

Water content, W%=WP

LIQUID LIMIT = NL

Mass of dry soil Mass of moisture

Mass of wet soil + can Mass of dry soil + can

PLASTIC LIMIT DETERMINATION

Mass of can

Can No.

Mass of dry soil (M s )

Mass of water (M w )

Water content, W% (Calc. 11.1 D2216 )

Mass of dry soil + can (M cds )

No. of blows, N

Mass of container (M c )

Mass of wet soil + can (M cms )

LIQUID LIMIT DETERMINATION

Can No.

Rio Grande National Forest KJ

ATTERBERG LIMIT (ASTM D4318)

17-7528 1/30/18 Road 41G / Canero Creek 3/3/18

0 10 20 30 40 50 60 70 80 90 100

P la st ic it y

In d e x

(P I)

Liquid Limit (LL)

Plasticity Chart

ML or

Customer: Tested By:

102-D Oneida St.

Pueblo, CO 81003

(719) 582-5588 FIGURE A-4

SAMPLE DESCRIPTION:

Poorly graded sand, trace Clay

Rolling Device: Hand Liquid Limit Device: Manual

SAMPLE NUMBER: Proctor 1 SAMPLE DEPTH (ft): 0-5'

Grooving Tool: Plastic

PLASTIC LIMIT = 20

PLASTICITY INDEX, PI = 10

SOIL CLASSIFICATION: SP-SC

Water content, W%=WP 20.2% 20.3%

LIQUID LIMIT = 30

Mass of dry soil 8.42 5.32

Mass of moisture 1.70 1.08

Mass of wet soil + can 23.48 19.77 Mass of dry soil + can 21.78 18.69

PLASTIC LIMIT DETERMINATION

Mass of can 13.36 13.37

Can No. J I

Mass of dry soil (M s ) 4.46 4.46 5.19

Mass of water (M w ) 1.26 1.34 1.61 Water content, W% (Calc. 11.1 D2216 ) 28.3% 30.0% 31.0%

Mass of dry soil + can (M cds ) 17.85 18.15 18.75 No. of blows, N 31 26 15

Mass of container (M c ) 13.39 13.69 13.56 Mass of wet soil + can (M cms ) 19.11 19.49 20.36

LIQUID LIMIT DETERMINATION

Can No. II U PP

Rio Grande National Forest KJ

ATTERBERG LIMIT (ASTM D4318)

17-7528 1/30/18 Road 41G / Canero Creek 3/3/18

0 10 20 30 40 50 60 70 80 90 100

P la st ic it y

In d e x

(P I)

Liquid Limit (LL)

Plasticity Chart

ML or

(719) 582-5588 www.jesik.us

PROJECT NAME: JOB #: 17-7528

JOB ADDRESS: DRILL DATE: 1/30/18

Classification Dry

Density (pcf)

Natural Moisture Content

Swell Pressure (psf)

Change in Volume (%)

% Passing No. 200 FIGURE NUMBER

-1.2

Rio Grande National Forest Forest Service Road 41G

Sample Identification B4 @ 9

Soil Description

CL Sandy CLAY, trace fine gravel, wet, black 92.2 26.4 NA

Final Test Moisture Content (%)

71.7 29.4 C-1

-6

-4

-2

Pe rc en t C on so lid at io n(

Sw el l(+

Load (psf)

Swell-Consolidation Test

100 1,000 100,00010,000

Particle Size Distribution of Soils

ASTM D6913

102-D Oneida Street Pueblo, CO 81003

(719) 582-5588 www.jesik.us

Project Name: Tested By: KJ Date: 2/24/18

Source/Boring: Checked By: AJ Date: 3/4/18

Depth/Sample No: Test Number: 1 Project No: 17-7528

Sample Time: Delivery Date: 1/30/2018 Sample Date: 1/30/18

Passing

Sieve No. Dia (mm) 3/4" 19.0 100% 1/2" 12.5 100% 3/8" 9.50 100% #4 4.75 91%

#10 2.00 77% #20 0.85 60% #40 0.43 47% #60 0.25 29%

#100 0.15 18% #140 0.106 12% #200 0.075 7.2%

% Gravel: 9% D10: 0.09 Cu: 9.6 % Sand: 83% D30: 0.27 Cc: 0.9

% Clay/Silt: 7.2% D50: 0.50 D60: 0.86

U.S. Standard Sieve

Natural Moisture Content (%):

0-5'

Rd 41G Aquatic Passage

Proctor 1

0.010.101.0010.00100.00

F in er

Grain Size (mm)

D6913_SIEVES

Form Revision Sept 2017 Proctor 1

102-D Oneida Street Pueblo, CO 81003

(719) 582-5588 www.jesik.us

Project Name: Tested By: DC Date: 3/1/18

Source/Boring: Checked By: AJ Date: 3/4/18

Depth/Sample No: Test Number: 2 Project No: 17-7528

Sample Time: Delivery Date: 1/30/2018 Sample Date: 1/30/18

Passing

Sieve No. Dia (mm) 3/4" 19.0 100% 1/2" 12.5 100% 3/8" 9.50 66% #4 4.75 58%

#10 2.00 48% #20 0.85 40% #40 0.43 37% #60 0.25 34%

#100 0.15 32% #140 0.106 30% #200 0.075 28.2%

101.4%

% Gravel: 42% D10: NA Cu: - % Sand: 30% D30: 0.11 Cc: -

% Clay/Silt: 28.2% D50: 2.50 D60: 6.80

PEAT / ORGANICS

Rd 41G Aquatic Passage

B4

U.S. Standard Sieve

Natural Moisture Content (%):

0.010.101.0010.00100.00

F in er

Grain Size (mm)

Form Revision Sept 2017 B4@4

102-D Oneida Street Pueblo, CO 81003

(719) 582-5588 www.jesik.us

Project Name: Tested By: DC Date: 3/1/18

Source/Boring: Checked By: AJ Date: 3/4/18

Depth/Sample No: Test Number: 3 Project No: 17-7528

Sample Time: Delivery Date: 1/30/2018 Sample Date: 1/30/18

Passing

Sieve No. Dia (mm) 3/4" 19.0 100% 1/2" 12.5 100% 3/8" 9.50 100% #4 4.75 91%

#10 2.00 72% #20 0.85 58% #40 0.43 49% #60 0.25 30%

#100 0.15 24% #140 0.106 20% #200 0.075 16.7%

7.6%

% Gravel: 9% D10: NA Cu: - % Sand: 74% D30: 0.25 Cc: -

% Clay/Silt: 16.7% D50: 0.44 D60: 0.90

Rd 41G Aquatic Passage

B2

U.S. Standard Sieve

Natural Moisture Content (%):

0-2'

0.010.101.0010.00100.00

F in er

Grain Size (mm)

Form Revision Sept 2017 B2 - Bulk

102-D Oneida Street Pueblo, CO 81003

(719) 582-5588 www.jesik.us

Project Name: Tested By: KJ Date: 2/28/18

Source/Boring: Checked By: AJ Date: 3/4/18

Depth/Sample No: Test Number: 4 Project No: 17-7528

Sample Time: Delivery Date: 1/30/2018 Sample Date: 1/30/18

Passing

Sieve No. Dia (mm) 3/4" 19.0 100% 1/2" 12.5 100% 3/8" 9.50 100% #4 4.75 100%

#10 2.00 98% #20 0.85 95% #40 0.43 88% #60 0.25 80%

#100 0.15 72% #140 0.106 67% #200 0.075 62.0%

60.1%

% Gravel: 0% D10: NA Cu: - % Sand: 38% D30: NA Cc: -

% Clay/Silt: 62.0% D50: NA

D60: NA

Rd 41G Aquatic Passage

B3

U.S. Standard Sieve

Natural Moisture Content (%):

16 - 20'

0.010.101.0010.00100.00

F in er

Grain Size (mm)

Form Revision Sept 2017 B3 - Bulk

(719) 582-5588 www.jesik.us

Proctor #: 1 Client: Test Date:

Project Number: Project:

Project Location:

Contractor:

Source of Material:

Proposed Use:

Test Procedure: 30 Test Method: 20 Sample Preparation: 10 Rammer Type: 7.2 Maximum Dry Density:107.4 pcf 47 Opt. Moisture Content: 15.8 % 100

Jesik Composite - N & S

Sampled by:

On-Site

ASTM D-698-12

% Passing 3/8 in:

% Passing #40:

% Passing #200:

Plasticity Index:

Plastic Limit:

Manual

Method A Dry Preparation

Liquid Limit:

PROCTOR TEST DATA

Laboratory Test Data

Sample Location:

Sample Description:Backfill SAND, Trace Silt

17-7528

Sample Information

Rio Grande Nat. Forest

Material Information

3/1/2018 Aquatic Org Passage Saguache Colordo

0 5 10 15 20 25 30 35

D ry

U n it W e ig h t, p c f

Water Content, %

Moisture/Density Curve