Attachment J08.2 Geotechnical Addendum.pdf

970-249-6828 ■ 222 South Park Avenue ■ Montrose, Colorado 81401

August 9, 2022

Matt Conard Health Facilities Group Architecture 142 N. Mosley Wichita, KS 67202 MattC@hfgarchitecture.com

Subject: Pueblo Pintado Health Center Sewage Lagoon Geotechnical Evaluation for Suitability of Fill Material

Dear Matt:

As you requested for the Pueblo Pintado Health Center project, we have performed an assessment of the soils in the sewage lagoon area for suitability as structural fill material at the Health Center site. Our scope of work for this assessment is outlined in our proposal dated April 26, 2022. Our work included coordinating with a subcontractor with an excavator to dig three test pits on June 28, 2022, logging and sampling of the materials in the test pits, laboratory testing, analysis of the results, and producing this summary report as an addendum to our Preliminary Geotechnical Report dated March 11, 2022. These findings will be incorporated into a final geotech report when structural, grading and drainage plans are available.

FIELD FINDINGS

The locations of our three test pits (TP#1-TP#3) are shown on Map 1 (Site Plan) in Appendix A.

Each pit was excavated using a Deere 60G mini-excavator to a depth of at least 11 feet, as requested you, based on the anticipated excavation of this site for the sewage lagoon. The test pit logs, that include stratigraphy, soil descriptions, and a summary of laboratory results are presented in Appendix B. The following six photographs show the areas of each of the test pit sites at the time of our test pit excavations.

Photo 1 (left) view southwest and Photo 2 (right) view northeast at TP#1, which is in the southwest portion of the lagoon site. This is a dry upland area with some siltstone/sandstone exposed at the surface.

Siltstone/sandstone outcrops

Pueblo Pintado sewage lagoon addendum report Project #2021-170-GEO

Photo 3 (left) and Photo 4 (right) views southwest at TP#2, which is in the southern portion of the relatively flat lowland area of the lagoon site. Photo 4 shows the nature of the dry, fine sandy lean clay soils found in this area.

Photo 5 (left) view south at TP#2, which is located in the northern portion of the relatively flat lowland area of the lagoon site. Photo 6 (right) view north at the entire lagoon site from the knoll above the site.

In general, as seen in the above photographs and on the topography of Map 1, TP#1 is on the upland portion of the sewage lagoon site and TP#2 and TP#3 are on the nearly flat, lowland portion, which is the majority of the lagoon site. The upland area has visible surface exposures of harder siltstone and fine sandstone of the Lewis Shale formation (see Photo 1). This upland area (TP#1) has up to a few feet of fine-grained slopewash (slope alluvium) and windblown (eolian) deposits over residual soils from the weathering of the Lewis Shale. The shale is relatively shallow in this area and contains many rock fragments of thinly bedded siltstone, shale, and sandstone. The lowland area (TP#2-TP#3) contains at least 12 feet of eolian and fine-grained alluvial valley fill.

As seen on the test pit logs (Appendix B), TP#1 (upland area) contains silty to clayey sand with angular gravel-sized fragments of shale, siltstone and fine sandstone to 3 feet underlain by dry, brown, dense to very dense, highly weathered Lewis Shale with sandy clay to 7 feet. From 7 to 11 feet was moist, gray to grayish-brown, very dense, Lewis Shale (interbedded shale, siltstone, and fine sandstone) with sandy clay. This material was very difficult to excavate with the mini-excavator used and the pit was terminated at 11 feet due to the inability to dig deeper in these tight conditions. A larger excavator would have been able to dig deeper. Many of the rock fragments excavated in 1 to 3-inch-thick fragments and no groundwater was found to 11 feet.

The contents of TP#2 and TP#3 (lowland area) were very similar and consist of 2.5 feet of dry, loose, fine sand underlain by silty/clayey fine sand to silty/fine sandy clay to 12 feet. No formational material or groundwater was found to this depth in either pit.

LABORATORY RESULTS

Soils were obtained at various depths in the three test pits and tested in our laboratory for particle size distribution, Atterberg Limits, moisture-density relationships (Standard and Modified Proctors), dry density, and soil classification. These results are summarized on the test pit logs (Appendix B) and are in detail in Appendix C. The lab results for the upland test pit (TP#1) indicate the soils at 4-5 feet (sample GS1) classify in the Unified Soil Classification System (USCS) as a lean clay (CL) with a Liquid Limit (LL) of 43, Plastic Limit (PL) of 15, and Plasticity Index (PI) of 28. A soil with a PI between 15 and 30 is considered to have moderate potential for swelling and shrinking with changes in moisture content. This sample is composed of 0% gravel, 7% sand, 35% silt, and 58% clay. The dry density of the soil at 2 feet in TP#1 is 100.8 pcf (pounds per cubic foot). The Standard Proctor for the soil from 4-6 feet in TP#1 (sample BS1) is 112.0 pcf at 14.4% optimum moisture content.

The lab results for the lowland test pits (TP#2-TP#3) indicate the soils at 4-5 and 11-12 feet in TP#2 (samples GS3 and GS4, respectively) classify as a fine sandy lean clay (CL) with a Liquid Limit (LL) of 28-29, Plastic Limit (PL) of 14, and Plasticity Index (PI) of 14-15. A soil with a PI of less than 15 is considered to have low potential for swelling and shrinking with changes in moisture content. These samples are composed of 0-2% gravel, 35% sand (mostly fine sand), 27-32% silt, and 31-38% clay. A sample from 4-5 feet in TP#3 was found to be non-plastic, classifies as a silty sand, and is composed of 0% gravel, 61% sand (mostly fine sand), 19% silt and 20% clay. The Modified Proctor for the soil from 4-6 feet in TP#3 (sample BS3) is 122.6 pcf at 11.0% optimum moisture content.

FILL SUITABILITY

There are two distinct soil types at the sewage lagoon site that will be removed during excavation of the lagoon site. One soil type (represented by TP#1) is the lean clay formed by the in-situ weathering of the Lewis Shale found in our test pit to a depth of roughly 7 feet.

Below this is the harder shale with rock fragments. These soils have moderate plasticity. The other soil type (represented by TP#2-TP#3) is a silty/fine sandy clay to clayey/silty fine sand that is non-plastic to low plasticity.

The upland soils that contain weathered Lewis Shale that will be excavated in the lagoons are suitable for use as fill material at the future Health Center, provided they are located at least 5 feet deeper than any structural element of future facility. This fill material is also suitable for use to raise site grades in roadway and landscaping areas. The recycled lagoon fill should be compacted to at least 90 percent of the maximum dry density and at least 3 percentage points above optimum moisture content as determined by the Modified Proctor (ASTM D1557). Several proctors should be budgeted and performed on the blended material during placement.

The clayey / silty fine sand soils found in the lowland portion of the sewage lagoon are suitable for use as fill within the upper five feet below the future facility. These granular soils should be placed to at least 95 percent of the maximum dry density and within two percentage points of the optimum moisture content under footings, column pads, and other foundation components.

This fill material may also be used under flatwork, flexible and rigid pavement, and to raise site grades in roadways and landscaping areas.

ADDITIONAL COMMENTS

The fine-grained silty/fine sandy clay and clayey/silty fine sand that is common across the Medical Center and sewage lagoon sites is highly erosive and subject to soil loss by both wind and water action. The following photograph shows the gullying that is common in this soil along the access road used to get to the sewage lagoon site.

Photo 7. View northwest at the access road between the Health Center and the sewage lagoon. Note the deep gullying and erosion caused by concentrated runoff that flows along the road alignment. These eolian and slopewash soils are susceptible to erosion because they are fine-grained and have low cohesion.

Road development and site grading and drainage should keep this in mind to allow for sustainable site development and to minimize soil loss. Silt fences, erosion-control waddles, berming, and careful construction practices during construction will be important to minimize short-term erosion. The site grading and drainage plans as well temporary and permanent road design will be important for long-term erosion control. The use of berms, check dams, and geotextiles may also be necessary as long-term erosion-mitigation features.

APPENDIX A - PROJECT MAPS

PUEBLO PINTADO HEALTH CENTER

Site Plan with Test Pit Locations

Pueblo Pintado, New Mexico

Drafted By: L. Brandt Project #2021-170-GEO

Date: August 2022 MAP 1 – Site Plan sewage lagoon

Topography from Buckhorn Engineering survey;

site layout from HFG Architecture (9/2/21)

Approximate Test Pit Locations

(scale unknown)

TP#1

Health Center

TP#3

TP#2

APPENDIX B - TEST PIT LOGS

D E P T H ft

W a te r L e v e l

G R A P H

IC

S A M

P L E N

U M

B E R

FIELD STAFF LJB

DRAFTING STAFF LJB

FIELD DATE

PROJECT #

red-brown, moist, silty SAND (SM) (0-0.5') gray to gray-brown, moist, very dense, Lewis Shale with sandy

CLAY (CL); rock fragments are 1-3" thick; difficult to excavate

(7-11')

GS1 @4-5' (CL)

LL=43 PL=15 PI=28

gravel=0.0% sand=7.6% silt=34.7% clay=57.7%

BS1 @4-6' (CL)

Std Proctor=112.0pcf @14.4% OMC

DS1 @2' (CL)

dry density=100.8pcf

DS1

GS1

BS1

end of pit @11'; no groundwater; hard shale at 7'

TEST PIT LOG - TEST PIT #1 (TP#1)

S A M

P L E T

Y P

E SUBSURFACE DESCRIPTION

FIELD AND LABORATORY

TEST RESULTS

TEST PIT LOCATION: upland area, SW corner of lagoon site

SURFACE ELEVATION: 6,560 ft

NOTES: eolian/slopewash over residual soils on Lewis Shale

EXCAVATION COMPANY: Paul & Son

OPERATOR: Brandon

EQUIPMENT: Deere 60G mini-excavator lt brown, dry to moist, clayey SAND (SC) to sandy CLAY (CL) with some angular shale and siltstone fragments (0.5-3') brown, dry to moist, highly weathered/decomposed shale with sandy lean clay, formational Lewis Shale (CL) (3-7')

TEST PIT

Pueblo Pintado Health Center

Sewage Lagoon

Pueblo Pintado, New Mexico

LOG

1 6/28/2022

OF 3 2021-170-GEO

P T H ft

W a te r L e v

A P H

IC

S A M

P L E N

U M

B E R

FIELD STAFF LJB

DRAFTING STAFF LJB

FIELD DATE

PROJECT #

lt. brown, dry to moist, medium dense, sandy CLAY (CL) to silty/clayey SAND (SM-SC); coarser sand than above (10-12') end of pit @12' (max reach); no groundwater or bedrock

GS4 @11-12' (CL)

LL=29 PL=14 PI=15

gravel=2.3% sand=35.1% silt=32.1% clay=30.5%

GS4

TEST PIT

Pueblo Pintado Health Center

Sewage Lagoon

Pueblo Pintado, New Mexico

LOG

2 6/28/2022

OF 3 2021-170-GEO

GS3 @4-5' (CL)

LL=28 PL=14 PI=14

gravel=0.0% sand=35.1% silt=27.1% clay=37.8%

GS3

red-brown, moist, loose, silty fine SAND (SP) (0-0.7')

lt. brown, dry to moist, loose, fine SAND (SP) (0.7-2.5')

lt. brown, dry to moist, loose/soft, fine sandy CLAY (CL) to silty/clayey fine SAND (SM-SC); soft/loose and easy to excavate

(2.5-10')

NOTES: eolian/slopewash EQUIPMENT: Deere 60G mini-excavator S A M

P L E T

Y P

E SUBSURFACE DESCRIPTION

FIELD AND LABORATORY

TEST RESULTS

TEST PIT LOG - TEST PIT #2 (TP#2)

TEST PIT LOCATION: south end of lowland area, lagoon site EXCAVATION COMPANY: Paul & Son

SURFACE ELEVATION: 6,548 ft OPERATOR: Brandon

P T H ft

W a te r L e v

A P H

IC

S A M

P L E N

U M

B E R

FIELD STAFF LJB

DRAFTING STAFF LJB

FIELD DATE

PROJECT #

lt. brown, dry to moist, loose, fine sand (SP) (1-2.5')

BS3

BS3 @4-6' (SM)

Mod Proctor=122.6pcf @11.0% OMC

lt. brown to brown, dry to moist, medium dense, silty/clayey SAND

(SM-SC); coarser sand than above (9-12') end of pit @12' (max reach); no groundwater or bedrock

TEST PIT

Pueblo Pintado Health Center

Sewage Lagoon

Pueblo Pintado, New Mexico

LOG

3 6/28/2022

OF 3 2021-170-GEO

GS6

GS5 @4-5' (SM)

PI=Non-Plastic gravel=0.3% sand=60.6% silt=19.5% clay=19.6%

GS5

lt. brown to brown, dry to moist, loose/soft, silty/clayey fine SAND

(SM-SC); soft/loose and easy to excavate (2.5-9') brown, moist, loose, silty fine sand (SP) (0-1')

NOTES: eolian/slopewash EQUIPMENT: Deere 60G mini-excavator S A M

P L E T

Y P

E SUBSURFACE DESCRIPTION

FIELD AND LABORATORY

TEST RESULTS

TEST PIT LOG - TEST PIT #3 (TP#3)

TEST PIT LOCATION: north end of lowland area, lagoon site EXCAVATION COMPANY: Paul & Son

SURFACE ELEVATION: 6,545 ft OPERATOR: Brandon

P T H ft

W A T E R L

E V E L

G R A P H

IC

S A M

P L E N

U M

B E R

Rock Weathering Classification Intact Rock Strength Classification

W1 = Fresh R0 = Extremely weak rock, 35 - 150 psi

W2 = Slightly weathered R1 = Very weak rock, 150 - 725 psi

W3 = Moderately weathered R2 = Weak rock, 725 - 3625 psi

W4 = Highly weathered R3 = Medium strong rock, 3625 - 7250 psi

W5 = Completely weathered R4 = Strong Rock, 7250 - 14500 psi

RQD = Rock Quality Designation

Field Staff

Drafting Staff

Field Date

Project #

TEST PIT LOG KEY

S A M

P L E T

Y P E

SUBSURFACE DESCRIPTION

FIELD AND LABORATORY

TEST RESULTS

TEST PIT LOCATION:

SURFACE ELEVATION:

NOTES:

EXCAVATION COMPANY:

OPERATOR:

EQUIPMENT:

Test Pit

Test Pit Log Key Log of location of free subsurface water

FILL

DS1 drive sample

Unified Soil Classification System (ASTM D-2487)

SANDSTONE

HARD BEDROCK

SAND

GRAVEL

SHALE

GS1

dark gray, moist, firm to stiff, sandy CLAY with gravel (CL) (2-4')

Unified Soil Classification

(see definitions below) range in depth of soil unit bulk sample

TOPSOIL

GC = clayey gravel or clayey gravel with sand

CLAY

SILT

CL = lean clay to sandy/gravelly lean clay

ML = silt to sandy/gravelly silt

CH = high plasticity clay to sandy/gravelly high plasticity

MH = high elasticity silt to sandy/gravelly high elasticity silt

SW = well-graded sand or well-graded sand with gravel

SP = poorly-graded sand or poorly-graded sand with gravel

SM = silty sand to silty sand with gravel

SC = clayey sand to clayey sand with gravel

GW = well-graded gravel or well-graded gravel with sand

GP = poorly-graded gravel or poorly-graded gravel with

GM = silty gravel or silty gravel with sand

R5 = Very strong rock, 14500 - 36000 psi

R6 = Extremely strong rock, >36000 psi

W6 = Residual soil, no structure

SF: sand fraction, %

Fines: silt/clay, %

Sh: Shear resistance

Notes in this column indicate tests performed and test results:

DD: dry density, pcf

MC: moisture content, %

LL: liquid limit

PL: plastic limit

P: Penetration resistance

CBR: California Bearing Ratio

SP: swelling pressure

TM: total movement

UCS: unconfined compressive strength psf: pounds per square foot pcf: pounds per cubic foot psi: pounds per square inch

PI: plasticity index

GF: gravel fraction, %

Very Loose Easily penetrated with hand shovel 0-4

FIELD SOIL IDENTIFICATION TERMS

Relative Density of Cohesionless Soils

Description Field Identification N Value

Loose Easily penetrated with 1/2" rebar pushed by hand;

easily excavated with hand shovel 4-10

Medium Dense Easily penetrated with 1/2" rebar driven with 5 lb. hammer;

difficult to excavate with hand shovel 10-30

Very Soft Extrudes between fingers when squeezed <250 0-2

Dense Penetrated 1 ft. with driven rebar; must be loosened with pick to excavate 30-50

Very Dense Penetrated only a few inches with driven rebar; very difficult to excavate even with pick >50

Consistency & Relative Density of Cohesive Soils

Description Field Identification Undrained Shear

Strength (psf)

N Value

(Approx.)

Soft Molded by light finger pressure 250-500 2-4

Medium Stiff Molded by strong finger pressure 500-1,000 4-8

Stiff Indented by thumb 1,000-2,000 8-15

Very Stiff Indented by thumbnail 2,000-4,000 15-30

Hard Difficult to indent with thumbnail >4,000 >30

Soil Constituents

Field Soil Identification Terms and

% (by weight) 0 - 5 5 - 12 12 - 20 20 - 30 >30

Modifier trace little some -ey or -y of 1 Project #

Sheet Field Staff

Drafting Staff

1 Field Date

APPENDIX C - LABORATORY RESULTS

su lt s a re f o r th e e x c lu s iv e u s e o f th e c lie n t a n d a p p ly o n ly t o t h e s a m p le s t e s te d a n d a re n o t in d ic a tiv e o f a p p a ra n tly i d e n ti c a l s a m p le s

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.6 1.8 5.2 34.7 57.7 in in

½ i n in

¾ in

½ in

/8 i n

Test Results (ASTM D6913 & D1140, Material Description Atterberg (ASTM D4318)

Coefficients

Sieve Test (ASTM D6913 & D1140)

Hydrometer Test (ASTM D7928) USCS (ASTM D2487)

Client:

Project:

Project No: .

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

brown LEAN CLAY 15 43 28

3/8" #4

#10 #16 #40 #100 #200

0.0265 mm.

0.0192 mm.

0.0104 mm.

0.0075 mm.

0.0054 mm.

0.0028 mm.

0.0012 mm.

100.0 100.0

99.4 98.8 97.6 95.8 92.4 79.3 74.8 65.9 61.2 58.5 49.6 41.9

0.0592 0.0401

0.0065 0.0029

7/12/2022 AM

CL

7/13/2022 SJ

6/28/2022

SJ

HFG Architecture

Pueblo Pintado Health Center Pueblo Pintado, NM

2021-170-GEO

PL= LL= PI=

D90= D85=

D60= D50=

D30= D15=

D10=

Cu= Cc=

Test Notes

Test Date: Technician:

Test Notes

Test Date: Technician:

Date Sampled:

Date Received:

Checked By:

Title:

* (no specification provided)

Source of Sample: Sewage Lagoon; TP#1 Depth: 4-5' Sample Number: GS1 su lt s a re f o r th e e x c lu s iv e u s e o f th e c lie n t a n d a p p ly o n ly t o t h e s a m p le s t e s te d a n d a re n o t in d ic a tiv e o f a p p a ra n tly i d e n ti c a l s a m p le s

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.2 34.9 27.1 37.8 in in

½ i n in

¾ in

½ in

/8 i n

Test Results (ASTM D6913 & D1140, Material Description Atterberg (ASTM D4318)

Coefficients

Sieve Test (ASTM D6913 & D1140)

Hydrometer Test (ASTM D7928) USCS (ASTM D2487)

Client:

Project:

Project No: .

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

light brown sandy LEAN CLAY 14 28 14

#10 #16 #40 #100 #200

0.0297 mm.

0.0215 mm.

0.0114 mm.

0.0081 mm.

0.0059 mm.

0.0030 mm.

0.0013 mm.

100.0 100.0

99.8 85.0 64.9 54.6 50.6 45.0 43.4 39.1 34.5 24.2

0.1903 0.1501

0.0539 0.0203

0.0020

CL

7/12/2022 SJ

6/28/2022

SJ

HFG Architecture

Pueblo Pintado Health Center Pueblo Pintado, NM

2021-170-GEO

PL= LL= PI=

D90= D85=

D60= D50=

D30= D15=

D10=

Cu= Cc=

Test Notes

Test Date: Technician:

Test Notes

Test Date: Technician:

Date Sampled:

Date Received:

Checked By:

Title:

* (no specification provided)

Source of Sample: Sewage Lagoon; TP#2 Depth: 4-5' Sample Number: GS3 su lt s a re f o r th e e x c lu s iv e u s e o f th e c lie n t a n d a p p ly o n ly t o t h e s a m p le s t e s te d a n d a re n o t in d ic a tiv e o f a p p a ra n tly i d e n ti c a l s a m p le s

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 2.3 2.8 4.7 27.6 32.1 30.5 in in

½ i n in

¾ in

½ in

/8 i n

Test Results (ASTM D6913 & D1140, Material Description Atterberg (ASTM D4318)

Coefficients

Sieve Test (ASTM D6913 & D1140)

Hydrometer Test (ASTM D7928) USCS (ASTM D2487)

Client:

Project:

Project No: .

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

light brown sandy LEAN CLAY 14 29 15

3/4" 1/2" 3/8" #4

#10 #16 #40 #100 #200

0.0421 mm.

0.0308 mm.

0.0222 mm.

0.0117 mm.

0.0084 mm.

0.0060 mm.

0.0031 mm.

0.0013 mm.

100.0 99.4 98.9 97.7 94.9 93.2 90.2 79.4 62.6 51.5 45.8 42.3 37.7 34.3 31.5 28.8 24.8

0.4100 0.2239

0.0662 0.0390

7/12/2022 AM

0.0044

CL

7/13/2022 JLH

6/28/2022

6/29/2022

SJ

Lab Manager

HFG Architecture

Pueblo Pintado Health Center Pueblo Pintado, NM

2021-170-GEO

PL= LL= PI=

D90= D85=

D60= D50=

D30= D15=

D10=

Cu= Cc=

Test Notes

Test Date: Technician:

Test Notes

Test Date: Technician:

Date Sampled:

Date Received:

Checked By:

Title:

* (no specification provided)

Source of Sample: Sewage Lagoon; TP#2 Depth: 11-12' Sample Number: GS4 su lt s a re f o r th e e x c lu s iv e u s e o f th e c lie n t a n d a p p ly o n ly t o t h e s a m p le s t e s te d a n d a re n o t in d ic a tiv e o f a p p a ra n tly i d e n ti c a l s a m p le s

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.3 0.4 0.7 59.5 19.5 19.6 in in

½ i n in

¾ in

½ in

/8 i n

Test Results (ASTM D6913 & D1140, Material Description Atterberg (ASTM D4318)

Coefficients

Sieve Test (ASTM D6913 & D1140)

Hydrometer Test (ASTM D7928) USCS (ASTM D2487)

Client:

Project:

Project No: .

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

light brown silty SAND NP NP NP

3/8" #4

#10 #16 #40 #100 #200

0.0465 mm.

0.0336 mm.

0.0240 mm.

0.0125 mm.

0.0090 mm.

0.0064 mm.

0.0032 mm.

0.0013 mm.

100.0 99.7 99.3 98.9 98.6 80.1 39.1 32.9 28.3 26.4 23.6 21.3 20.4 18.1 15.7

0.2059 0.1725

0.1070 0.0924

7/12/2022 AM

0.0385

SM

7/13/2022 JLH

6/28/2022

6/29/2022

SJ

Lab Manager

HFG Architecture

Pueblo Pintado Health Center Pueblo Pintado, NM

2021-170-GEO

PL= LL= PI=

D90= D85=

D60= D50=

D30= D15=

D10=

Cu= Cc=

Test Notes

Test Date: Technician:

Test Notes

Test Date: Technician:

Date Sampled:

Date Received:

Checked By:

Title:

* (no specification provided)

Source of Sample: Sewage Lagoon; TP#3 Depth: 4-5' Sample Number: GS5 s u lt s a re f o r th e e x cl u s iv e u s e o f th e c lie n t a n d a p p ly o n ly t o t h e s a m p le s t e s te d a n d a re n o t in d ic a tiv e o f a p p a ra n tl y id e n tic a l s a m p le s.

Tested By: SJ Checked By: LB

ATTERBERG LIMITS TEST REPORT

P L

A S

T

IC

IT

Y

I N

D E

X

LIQUID LIMIT

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

CL-ML

C L o r O L

C H o r O H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Source of Sample: Sewage Lagoon; TP#1 Depth: 4-5' Sample Number: GS1 brown LEAN CLAY 43 15 28 97.6 92.4 CL

2021-170-GEO HFG Architecture

Pueblo Pintado Health Center

Pueblo Pintado, NM s u lt s a re f o r th e e x cl u s iv e u s e o f th e c lie n t a n d a p p ly o n ly t o t h e s a m p le s t e s te d a n d a re n o t in d ic a tiv e o f a p p a ra n tl y id e n tic a l s a m p le s.

Tested By: SJ AM Checked By: LB

ATTERBERG LIMITS TEST REPORT

P L

A S

T

IC

IT

Y

I N

D E

X

LIQUID LIMIT

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

CL-ML

C L o r O L

C H o r O H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Source of Sample: Sewage Lagoon; TP#2 Depth: 4-5' Sample Number: GS3

Source of Sample: Sewage Lagoon; TP#2 Depth: 11-12' Sample Number: GS4 light brown sandy LEAN CLAY 28 14 14 99.8 64.9 CL light brown sandy LEAN CLAY 29 14 15 90.2 62.6 CL

2021-170-GEO HFG Architecture s u lt s a re f o r th e e x cl u s iv e u s e o f th e c lie n t a n d a p p ly o n ly t o t h e s a m p le s t e s te d a n d a re n o t in d ic a tiv e o f a p p a ra n tl y id e n tic a l s a m p le s.

Tested By: SJ Checked By: LB

ATTERBERG LIMITS TEST REPORT

P L

A S

T

IC

IT

Y

I N

D E

X

LIQUID LIMIT

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

CL-ML

C L o r O L

C H o r O H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Source of Sample: Sewage Lagoon; TP#3 Depth: 4-5' Sample Number: GS5 light brown silty SAND NP NP NP 98.6 39.1 SM

2021-170-GEO HFG Architecture

222 South Park Avenue ▪ Montrose, CO 81401 ▪ 970-249-6828

Project Name Pueblo Pintado Sewage Lagoon Date Sampled 6/28/2022

Project Location Pueblo Pintado, NM Sampled By LB

Client HFG Architecture Date Received 6/29/2022

Project No. 2021-170-GEO Tests For LB

Date Tested 7/14/2022

Tested By SJ

DS1 TP#1 @2' light brown sandy CLAY 111.3 10.4 100.8

Sample # Sample

Location Sample description

Moist Unit Weight

(pcf)

Moisture

Content (%)

Dry Unit Weight

(pcf)

Unit Weight of Soil Specimens

ASTM D7263

s u lt s a re f o r th e e x cl u s iv e u s e o f th e c lie n t a n d a p p ly o n ly t o t h e s a m p le s t e s te d a n d a re n o t in d ic a tiv e o f a p p a ra n tl y id e n tic a l s a m p le s.

Tested By: AM Checked By: SJ

MOISTURE-DENSITY RELATIONSHIP

D ry d e n s it y p c f

Water content, %

9 11 13 15 17 19 21

14.4%, 112.0 pcf

Test specification: ASTM D 698-12 Method A Standard

4-6' 2.9 brown LEAN CLAY

2021-170-GEO HFG Architecture

7/14/2022

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. #4 No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Date:

Source of Sample: Sewage Lagoon; TP#1 Sample Number: BS1

Maximum dry density = 112.0 pcf

Optimum moisture = 14.4 % s u lt s a re f o r th e e x cl u s iv e u s e o f th e c lie n t a n d a p p ly o n ly t o t h e s a m p le s t e s te d a n d a re n o t in d ic a tiv e o f a p p a ra n tl y id e n tic a l s a m p le s.

Tested By: AM Checked By: SJ

MOISTURE-DENSITY RELATIONSHIP

D ry d e n s it y p c f

Water content, %

6 7.5 9 10.5 12 13.5 15

11.0%, 122.6 pcf

Test specification: ASTM D 1557-12 Method A Modified

5-8' 0.3 light brown

2021-170-GEO HFG Architecture

7/14/2022

Elev/ Classification Nat.

Sp.G. LL PI

Depth USCS AASHTO Moist. #4 No.200

TEST RESULTS MATERIAL DESCRIPTION

Project No. Client: Remarks:

Project:

Date:

Source of Sample: Sewage Lagoon; TP#3 Sample Number: BS3

Maximum dry density = 122.6 pcf

Optimum moisture = 11.0 %

6.4 Soils Summary