IBM10B0014_Geotechnical Report 4-5-10.pdf

GEOTECHNICAL INVESTIGATION REPORT

ADMINISTRATION/O&M BUILDING

NOGALES INTERNATIONAL WASTEWATER

TREATMENT PLANT

RIO RICO, ARIZONA

Prepared for:

U.S. International Boundary and Water Commission (USIBWC)

4171 North Mesa St.

El Paso, Texas 79902

Prepared by:

Tetra Tech 4801 E. Washington Street, Suite 200

Phoenix, Arizona 85034

Tetra Tech Job No. 133-01297-10003

April, 2010

TABLE OF CONTENTS

Page

1.0 INTRODUCTION

1.1 Proposed Construction

1.2 Existing Conditions

2.0 SUBSURFACE INVESTIGATION

3.0 GEOTECHNICAL ANALYSIS

3.1 General Subsurface Conditions

3.2 Laboratory Testing

3.3 Existing Utilities

4.0 RECOMMENDATIONS

4.1 Site Preparation

4.2 Foundation

4.3 Floor Slabs

4.4 Pavement

4.5 Site Grading

4.6 Groundwater Control

5.0 LIMITATIONS

6.0 CREDITS

List of Figures

Figure 1 Vicinity Map Figure 2 Exploratory Boring Locations

List of Appendices

Appendix A Boring Logs Appendix B Laboratory Test Results

- i - Geotechnical Investigation Report, Nogales International Waste Water Treatment Plant April 2010 Administration /O&M Building

- 1 -

Administration/O&M Building

1.0 INTRODUCTION

This report presents the results of the geotechnical investigation performed for the Nogales International Wastewater Treatment Plant (NIWTP) Administration Shop/O&M Building in Rio Rico, Arizona. The project vicinity is shown on Figure 1. The boring locations are shown on Figure 2. The proposed building is located inside the existing NIWTP adjacent to the blower area and aeration basins.

The objectives of this study were to investigate the subsurface soil and groundwater conditions within the footprint of the proposed Administration O&M building. This report includes a description of the subsurface conditions encountered in the borings, anticipated excavation characteristics, and construction recommendations and considerations.

A previous report from by Ninyo & Moore prepared for this site dated May 4, 2006 was reviewed during preparation of this report.

1.1 Proposed Construction

The proposed construction is anticipated to consist of the construction of a 4,100 sq. ft. single story administrative, personnel shop, and maintenance facility to replace the existing onsite personnel trailer. The building will consist of slab on grade and masonry construction. The floor level will be at or slightly above the existing ground surface. There will be asphalt and concrete paved areas adjacent to the building.

1.2 Existing Conditions

The proposed building will be located within the existing NIWTP north of the existing blower area and adjacent to the aeration basins. The proposed building location will be in an area that was an aeration pond. The pond has been filled in with a clay material according to onsite personnel. It is unknown if the fill was placed under the direction of an engineer. Topographically, the site occupies generally flat ground that gently slopes to the east and lies at an elevation ranging from approximately 3461 to 3464 feet above mean sea level (MSL).

Nearby features include aeration ponds and associated waste water treatment facilities, several railroad lines, and industrial buildings. These features appear have no impact on the proposed construction.

2.0 SUBSURFACE INVESTIGATION

Five exploratory borings BH-01 through BH-05 were drilled for the investigation on January 26, 2010 utilizing a truck mounted CME-75 drill rig and 4¼-inch inside diameter hollow stem continuous flight augers. The locations of the borings are shown on Figure 2.

During the geotechnical investigation, the subsurface borings were sampled at 5 foot intervals to the full depth of the borings. Standard Penetration and Modified California tests were conducted and

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Administration/O&M Building samples obtained. All of the borings were backfilled immediately after drilling with the drill cuttings.

3.0 GEOTECHNICAL ANALYSIS

3.1 General Subsurface Conditions

The entire site is overlaid by a layer of aggregate road base approximately 6 inches thick. The general subsurface profile consists of 13 to 14 feet of imported clayey fill material overlying poorly to well graded alluvial sand. In two of the borings (BH-03 and BH-05), 4 to 5 feet of clay was encountered below the fill and above the sand. In BH-01, a 4-foot layer of gravel was encountered prior to auger refusal. Bedrock was not encountered during this investigation. The previous investigation by Ninyo & Moore did not encounter bedrock at a depth of 48 feet.

Groundwater was not encountered in any of the borings during drilling operations. A layer of manmade fill consisting of a saturated layer of fine grained sand was encountered in BH-02 at a depth of approximately 4 feet. The water encountered in this boring is believed to be influenced from nearby storm water ponding or nearby aeration ponds.

Groundwater conditions in the study area will likely vary seasonally and with precipitation and landscape irrigation. Variations can occur during different seasons, following precipitation events, after construction and site grading, due to local irrigation practices, and due to changes in surface and subsurface drainage.

Graphical representation of the borings can be found in Appendix A.

3.2 Laboratory Testing

Laboratory tests to characterize the physical and engineering properties of the soils sampled during the geotechnical investigation were performed. Representative samples of the subsurface materials were tested by RockSol Consulting Group, Inc., and included moisture content, gradation and -200 sieve analyses, Atterberg limits, and swell/consolidation.

The Atterberg limits indicate that the fill material encountered ranges from non plastic to a plasticity index of 33 and the -200 sieve analyses indicate that the material is high plasticity clay. The Atterberg limits indicate that the alluvial material encountered below the fill is non plastic and the gradations indicate that the material is poorly graded sand.

Swell/consolidation test results indicate that the fill material has low swelling potential and ranges from -0.3% to 1.0%.

The laboratory data is presented in Appendix B.

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Administration/O&M Building

3.3 Existing Utilities

Utility locates were conducted prior to the drilling operations. The results indicated that there were no utility conflicts in the area.

4.0 RECOMMENDATIONS

4.1 Site Preparation

All topsoil, road base, and excessively organic soil should be removed from the proposed building area. The subsurface materials should be excavated to the required subgrade levels for the foundation.

Engineered fill may be placed on the site to attain the desired final grades or to replace unsuitable soils. The engineered fill should be free of lumps, wood, topsoil, frozen or other deleterious material. Based on our geotechnical investigation, the site subsoils appear to be suitable as engineered fill material beyond building limits. Granular material should be used in the building footprint. The engineered fill should be compacted to at least 95 percent of the Standard Proctor maximum dry density (ASTM D-698). The moisture content of the engineered fill should be maintained within ± 2 percent of the optimum moisture as determined by the Standard Proctor test.

Fill should be placed in loose lifts not exceeding 9 inches in thickness. Fill placed in landscaping shall be graded and compacted to at least 90 percent of the Standard Proctor maximum dry density

(ASTM D-698).

4.2 Foundation

The site is covered by 13 to 14 feet of man-made fill placed prior to 2006. The condition of the fill is generally suitable for the support of floor slab loads but not foundation loads. We evaluated several alternatives for dealing with the existing fill.

The conditions encountered during our investigation indicate that removal and replacement of the existing fill would be complicated by the presence of saturated material and probably not be cost effective to remove. This option would also be constrained by Arizona state requirements for dealing with groundwater. Additionally, bedrock was not encountered during our investigation and was not encountered at a depth of 48 feet during previous investigations by others.

Based on this information, we recommend placing the building on a rammed aggregate column pier such as a Geopier™ foundation bearing in the underlying natural sands at a depth of 13 to 18 feet below existing grade. Aggregate piers will provide high supporting capacity, can be constructed relatively quickly, and will experience a relatively small amount of movement. In addition, the process of installing the piers will densify the existing fill and provide improved support for the floor slabs.

The aggregate piers should be designed and constructed based on the following:

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Administration/O&M Building

• Aggregate piers should be designed for an allowable end bearing pressure of 5,000 psf for a nominal 24-inch pier diameter.

• The ramming action inherent to aggregate piers construction increases the lateral earth pressure in the matrix soils surrounding the aggregate piers elements and provides uplift resistance. Aggregate piers should be designed for an uplift resistance of 2,000 psf of pier surface area.

• Aggregate piers meeting these recommendations should settle less than 0.5 inch.

4.3 Floor Slabs

The condition of the fill encountered indicates that the material is suitable for normally loaded slab-on-grade construction. In areas of heavy floor slab loads, such as the garage bay, the subgrade should be improved by installing rammed aggregate piers.

The existing fill should be scarified to a depth of 12 inches, moisture conditioned, and recompacted to 95% of the Standard Proctor maximum dry density (ASTM D-698). Additional fill should be a granular material placed as recommended in the site preparation section of this report. The floor slab should be underlain with a 4 to 6 inch layer of compacted gravel.

4.4 Pavement

The traffic loading of the treatment facility is estimated to be minimal with 100-200 (potentially 300-400 in the future) cars per day on the parking areas and up to 20 trucks per hour in transit and work areas. Therefore no Equivalent Single Axle Load (EASL) volumes were utilized in the pavement design recommendations. Our recommendations are based on the material encountered during the field investigation, our experience in the area, and our technical expertise.

For the parking areas, we recommend 3 inches of asphalt cement pavement (ACP) overlying 6 inches of Arizona Department of Transportation (ADOT) Class 1 aggregate road base. For the transit and work areas, we recommend 5 inches of ACP overlying 6 inches of ADOT Class 1 aggregate base course. The transit and work area design includes a thicker ACP layer to account for the lateral stresses induced by the trucks turning, stopping, and starting. The aggregate road base should be moisture conditioned, and compacted to 95% of the Standard Proctor (ASTM D698).

ACP placed should be a Performance Grade (PG) asphalt binder with a ¾ inch mix (without admixture) aggregate gradation.

Interior and exterior pavements where heavy vehicles will be parked should be paved with 8 inches of Portland cement concrete pavement (PCCP). The edges of the PCCP should be reinforced and turned down 16 inches.

PCCP placed should be ADOT Class S or E concrete with a minimum 28-day compressive strength of 3,500 psi and air entrainment of 4% to 7%. The slump shall be chosen by the contractor.

Concrete at the proposed slump shall be sufficiently workable to allow proper placement without harmful segregation, bleeding, or incomplete consolidation.

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Administration/O&M Building

4.5 Site Grading

Exterior grades around the structures should be adequately sloped to provide surface run-off away from the structures and foundation materials. In addition, roof drainage should be appropriately controlled and directed away from the structures. The backfill of underground utility trenches in building or pavement areas should be placed and compacted as recommended in the Site Preparation section of this report.

4.6 Groundwater Control

Groundwater was not encountered. However, groundwater conditions in the area can vary during different seasons, following precipitation events, after construction and site grading, due to local irrigation practices, and due to changes in surface and subsurface drainage.

5.0 LIMITATIONS

This report has been prepared in accordance with generally accepted geotechnical engineering practices in this area for use by the client for design purposes. The analyses and recommendations presented in this report are based upon our data obtained from the borings at the locations shown in Figure 2, field observations, laboratory testing, our understanding of the proposed construction and other information discussed in this report. This report is not to be relied on by others nor is it to be relied upon for designs or structures differing from those described herein. It is possible that subsurface conditions may vary between or beyond the points explored. The nature and extent of such variations may not become evident until construction.

Tetra Tech recommends that all geotechnically related work, including foundation construction, subgrade preparation, and engineered fill placement, be observed by a representative of the project geotechnical engineer. The geotechnical engineer representative will perform appropriate testing to verify the geotechnical conditions which have been anticipated during the preparation of this report.

6.0 CREDITS

This report was prepared by Jeremy Deuto, P.G. and reviewed by Richard J. Tocher, P.E.

Jeremy Deuto, P.G. Richard J. Tocher, P.E.

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Administration/O&M Building

0 750 1500 3000 N www.tetratech.com

Copyright: Tetra Tech

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4801 E. Washington Street, Suite 260 Phoenix, AZ 85034

PHONE: (602) 682-3300 FAX: (602) 682-3315

ADMINISTRATION / O & M BUILDING

NOGALES INTERNATIONAL WASTEWATER TREATMENT PLANT

VICINITY MAP

I-19

SITE

LOCATION

SR-289

S RIVER RD

NOGALES

TUCSON

http://www.tetratech.com/

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ADMINISTRATION / O & M BUILDING

NOGALES INTERNATIONAL WASTEWATER TREATMENT PLANT

BORING LOCATIONS

http://www.tetratech.com/

APPENDIX A

BORING LOGS

SS

SS

SS

SS

SS

3462.0

3449.5

3444.5

3440.5

0.5

13.0

18.0

22.0

6" Aggregate Road Base FILL CLAY: stiff to very stiff, moist, tan mottled with dark brown, high plasticity, some to with fine to coarse sand, trace to some fine to medium gravel

Trash observed (plastic bags, wood, organics, etc.)

Ginding on gravels (~6 inches)

Ginding on gravels (~1 foot) SAND: medium dense, moist, tan, fine to medium grained, well graded, trace to some fine to medium gravel, (SP)

GRAVEL: dense, moist, tan to pink, medium to coarse grained, well graded, with medium to coarse sand

Auger refusal.

Bottom of borehole at 22.0 feet.

8-7-9 (16)

5-6-9 (15)

5-9-6 (15)

5-10-14 (24)

11-11-20 (31)

SP

GW

HOLE SIZE 8-1/4"GROUND ELEVATION 3462.5 ft DRILLING CONTRACTOR Geomechanics Southwest GROUND WATER LEVELS:

AT TIME OF DRILLING --- No groundwater encounteredDRILLING METHOD 4.25" I.D. Hollow Stem Auger

LOGGED BY J. Deuto CHECKED BY G. Linden

AFTER DRILLING ---NOTES

AT END OF DRILLING ---

DATE/TIME STARTED 1/26/2010 COMPLETED 1/26/2010

COORDINATES 21457.6N, 19531.9 E

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H (f t)

BOREHOLE BH-01

CLIENT U.S. International Boundary and Water Commission (USIBWC)

PROJECT NUMBER 133-01297-10003

PROJECT NAME Nogales IWTP Administration/O&M Building

PROJECT LOCATION Rio Rico, AZ

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MATERIAL DESCRIPTION

B

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S /6

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.C .S

MC

MC

MC

MC

MC

3460.8

3448.3

3443.3

3436.3

0.5

13.0

18.0

25.0

6" Aggregate Road Base FILL CLAY: stiff to very stiff, moist, tan mottled with dark brown, high plasticity, some to with fine to coarse sand, trace to some fine to medium gravel

Finegrained sand lense observed. Contains water. Probable influence from nearby stormwater pond. Possible influence from wastewater pond.

Organics observed in sample.

SAND: loose, moist, tan to brown, fine grained, poorly graded, interbedded with silty clay, (SP)

SAND: medium dense, moist, tan, fine to medium grained, well graded, trace to some fine to medium gravel, (SP)

Bottom of borehole at 25.0 feet.

8-8 (16)

3-7 (10)

8-10 (18)

2-4 (6)

8-10 (18)

8-9 (17)

SP

SP

HOLE SIZE 8-1/4"GROUND ELEVATION 3461.3 ft DRILLING CONTRACTOR Geomechanics Southwest GROUND WATER LEVELS:

AT TIME OF DRILLING --- No groundwater encounteredDRILLING METHOD 4.25" I.D. Hollow Stem Auger

LOGGED BY J. Deuto CHECKED BY G. Linden

AFTER DRILLING ---NOTES

AT END OF DRILLING ---

DATE/TIME STARTED 1/26/2010 COMPLETED 1/26/2010

COORDINATES 21474N, 19476 E

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P T

H (f t)

BOREHOLE BH-02

CLIENT U.S. International Boundary and Water Commission (USIBWC)

PROJECT NUMBER 133-01297-10003

PROJECT NAME Nogales IWTP Administration/O&M Building

PROJECT LOCATION Rio Rico, AZ

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MATERIAL DESCRIPTION

B

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MC

MC

MC

MC

3460.7

3447.2

3443.2

3436.2

0.5

14.0

18.0

25.0

6" Aggregate Road Base FILL CLAY: stiff to very stiff, moist, tan mottled with dark brown, high plasticity, some to with fine to coarse sand, trace to some fine to medium gravel

CLAY: sandy, medium stiff, moist, tan to brown, (CL)

SAND: medium dense, moist, tan, fine to medium grained, well graded, trace to some fine to medium gravel, (SP)

Bottom of borehole at 25.0 feet.

5-7 (12)

7-10 (17)

4-6 (10)

3-4 (7)

6-8 (14)

9-14 (23)

MC = 12%

DD = 103 pcf

LL = NP

PI = NP

-200 = 9% Swell=-0.27%

MC = 3%

DD = 103 pcf

-200 = 3%

SC

SP

HOLE SIZE 8-1/4"GROUND ELEVATION 3461.2 ft DRILLING CONTRACTOR Geomechanics Southwest GROUND WATER LEVELS:

AT TIME OF DRILLING --- No groundwater encounteredDRILLING METHOD 4.25" I.D. Hollow Stem Auger

LOGGED BY J. Deuto CHECKED BY G. Linden

AFTER DRILLING ---NOTES

AT END OF DRILLING ---

DATE/TIME STARTED 1/26/2010 COMPLETED 1/26/2010

COORDINATES 21408N, 19773.6 E

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BOREHOLE BH-03

CLIENT U.S. International Boundary and Water Commission (USIBWC)

PROJECT NUMBER 133-01297-10003

PROJECT NAME Nogales IWTP Administration/O&M Building

PROJECT LOCATION Rio Rico, AZ

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MATERIAL DESCRIPTION

R E

C O

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B

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(N

V A

LU

E

TESTS

U .S

.C

MC

MC

MC

MC

3462.5

3450.0

3438.0

0.5

13.0

25.0

6" Aggregate Road Base FILL CLAY: stiff to very stiff, moist, tan mottled with dark brown, high plasticity, some to with fine to coarse sand, trace to some fine to medium gravel

SAND: medium dense, moist, tan, fine to medium grained, well graded, trace to some fine to medium gravel, (SP)

Bottom of borehole at 25.0 feet.

4-15 (19)

4-7 (11)

21-8 (29)

4-15 (19)

9-15 (24)

11-26 (37)

MC = 17%

DD = 104 pcf -200 = 58%

Swell=0.96%

MC = 21%

DD = 89 pcf

LL = 53

PI = 33

-200 = 77% Swell=0.86%

SP

HOLE SIZE 8-1/4"GROUND ELEVATION 3463 ft DRILLING CONTRACTOR Geomechanics Southwest GROUND WATER LEVELS:

AT TIME OF DRILLING --- No groundwater encounteredDRILLING METHOD 4.25" I.D. Hollow Stem Auger

LOGGED BY J. Deuto CHECKED BY G. Linden

AFTER DRILLING ---NOTES

AT END OF DRILLING ---

DATE/TIME STARTED 1/26/2010 COMPLETED 1/26/2010

COORDINATES 21367.7N, 19560.1 E

S A

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LE

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B E

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D E

P T

H (f t)

BOREHOLE BH-04

CLIENT U.S. International Boundary and Water Commission (USIBWC)

PROJECT NUMBER 133-01297-10003

PROJECT NAME Nogales IWTP Administration/O&M Building

PROJECT LOCATION Rio Rico, AZ

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4801 E. Washington St, Suite 260 Phoenix, AZ 85034 Telephone: (602)682-3300 Fax: (602)682-3315

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B

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TESTS

U .S

.C

MC

MC

MC

MC

3461.6

3457.1

3449.1

3444.1

3437.1

0.5

5.0

13.0

18.0

25.0

6" Aggregate Road Base FILL SAND: clayey, medium dense, moist, tan mottled with dark brown, fine to medium grained

FILL CLAY: stiff to very stiff, moist, tan mottled with dark brown, high plasticity, some to with fine to coarse sand, trace to some fine to medium gravel

CLAY: silty, medium stiff, light brown, (CL-ML)

SAND: medium dense, moist, tan, fine to medium grained, well graded, trace to some fine to medium gravel, (SP)

Bottom of borehole at 25.0 feet.

6-14 (20)

6-6 (12)

10-11 (21)

3-4 (7)

16-15 (31)

CL-

ML

SP

HOLE SIZE 8-1/4"GROUND ELEVATION 3462.1 ft DRILLING CONTRACTOR Geomechanics Southwest GROUND WATER LEVELS:

AT TIME OF DRILLING --- No groundwater encounteredDRILLING METHOD 4.25" I.D. Hollow Stem Auger

LOGGED BY J. Deuto CHECKED BY G. Linden

AFTER DRILLING ---NOTES

AT END OF DRILLING ---

DATE/TIME STARTED 1/26/2010 COMPLETED 1/26/2010

COORDINATES 21431.3N, 19647.7 E

S A

M P

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BOREHOLE BH-05

CLIENT U.S. International Boundary and Water Commission (USIBWC)

PROJECT NUMBER 133-01297-10003

PROJECT NAME Nogales IWTP Administration/O&M Building

PROJECT LOCATION Rio Rico, AZ

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Tetra Tech, Inc.

4801 E. Washington St, Suite 260 Phoenix, AZ 85034 Telephone: (602)682-3300 Fax: (602)682-3315

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MATERIAL DESCRIPTION

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APPENDIX B

LABORATORY TEST RESULTS

BH-03 1.0 NP NP NP 9 11.7 102.7

BH-03 19.0 3 3.1 102.9 SP

BH-04 1.0 58 17.2 103.7

BH-04 4.0 53 20 33 77 20.8 89.4 CH

Swell Potential

Dry Density

(pcf)

Water Content

%<#200

Sieve Plasticity

Index Plastic Limit

Liquid LimitBorehole USCS

Classification Sulfate

Depth

(ft)

SUMMARY OF PHYSICAL & CHEMICAL TEST RESULTS

CLIENT U.S. International Boundary and Water Commission

PROJECT NUMBER 133-01297-10003

PROJECT NAME Nogales IWTP Administration/O&M Building

PROJECT LOCATION Rio Rico, AZ

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4801 E. Washington St., Suite 260 Phoenix, AZ 85034 Telephone: (602)682-3300 Fax: (602)682-3315

TABLE 1

0.0010.010.1110100

GRAIN SIZE DISTRIBUTION

Specimen Identification

Depth

1.0

19.0

1.0

4.0

BH-03

BH-03

BH-04

BH-04

24 16 308 143/4 3/8

PI Cc

1.063 0.431 31.3 65.3

COBBLES

GRAVEL

9.5

3.4

58.2

76.6

0.075

37.5

0.075

0.075

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SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

SAND

POORLY GRADED SAND with GRAVEL(SP)

CLAY, sandy

FAT CLAY with SAND(CH)

Classification

NP

NP

D100 D60 D30 D10 %Gravel

3.5

BH-03

BH-03

BH-04

BH-04

coarse

SILT OR CLAY

finemedium

%Sand %Silt %Clay

1.5

Depth

Specimen Identification

3 1403 4 20 406

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

CuLL PL

8.120.75

NP

1 2006 10 501/2

HYDROMETER

1.0

19.0

1.0

4.0

CLIENT U.S. International Boundary and Water Commission

PROJECT NUMBER 133-01297-10003

PROJECT NAME Nogales IWTP Administration/O&M Building

PROJECT LOCATION Rio Rico, AZ

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4801 E. Washington St, Suite 260 Phoenix, AZ 85034 Telephone: (602)682-3300

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BH-03

BH-04

ML

CL

MH

CH

Specimen Identification

CL-ML

P L A S T I C I T Y

I N D E X

LIQUID LIMIT

Fines Classification

NP

NP

SAND

FAT CLAY with SAND(CH)

LL PL PI

NP

ATTERBERG LIMITS' RESULTS

1.0

4.0

CLIENT U.S. International Boundary and Water Commission

PROJECT NUMBER 133-01297-10003

PROJECT NAME Nogales IWTP Administration/O&M Building

PROJECT LOCATION Rio Rico, AZ

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4801 E. Washington St, Suite 260 Phoenix, AZ 85034 Telephone: (602)682-3300