AAAACS CS SERVICES LLC - Phoenix, Arizona

AAAACS CS CS CS SERVICES LLCSERVICES LLCSERVICES LLCSERVICES LLC .... ENGINEERING DESIGN ● MATERIAL TESTING ● CONSTRUCTION INSPECTION

DBE - SBE - WBE

2235 WEST BROADWAY ROAD • MESA, ARIZONA 85202 • P: 480-968-0190 • F: 480-968-0156 • ACSSERVICESLLC.COM

Minimize Risk ● Ensure Public Safety ● Maximize Success

REPORT OF GEOTECHNICAL INVESTIGATION

PHOENIX GOODYEAR AIRPORT DRAINAGE IMPROVEMENTS 1658 S. LITCHFIELD RD.

GOODYEAR, ARIZONA 85338

ACS PROJECT NO. 1601739

PREPARED FOR:

Mr. Bob Haneline

DIBBLE ENGINEERING

7500 N. Dreamy Draw Drive, Suite 200

Phoenix, AZ 85020

PREPARED BY:

ACS Services LLC

2235 West Broadway Road

Mesa, Arizona 85202

Phone: 480-968-0190

Fax: 480-968-0156

www.acsservicesllc.com

December 29, 2016

December 29, 2016 Project 1601739 – Phoenix Goodyear Airport Drainage Improvements 1658 S. Litchfield Rd. Goodyear, Arizona 85338



Table of Content

TRANSMITTAL LETTER 1

SCOPE 2

FIELD INVESTIGATION 2

LABORATORY TESTING 2

SITE CONDITIONS 3

GEOLOGIC HAZARDS 3

SUBSURFACE SOIL PROFILE 4

SOIL CORROSION POTENTIAL 4

Metal 4

Concrete 5

Reinforcing Steel 6

RECOMMENDATIONS 6

Pipe Bedding 6

Trench Backfill 6

Lateral Stability Analysis 6

Fill Slope Stability 7

Shrinkage 7

Excavating Conditions 7

CONSTRUCTION OBSERVATION 7

LIMITATIONS 8

Appendices_____________________________________________________

Appendix A Figures 1, 2, and 2

Appendix B Boring Logs

Appendix C Laboratory Test Data

AAAACS CS CS CS SERVICES LLCSERVICES LLCSERVICES LLCSERVICES LLC .... ENGINEERING DESIGN ● MATERIAL TESTING ● CONSTRUCTION INSPECTION

DBE - SBE - WBE



December 29, 2016 Project 1601739 Mr. Bob Haneline DIBBLE ENGINEERING 7500 N. Dreamy Draw Drive, Suite 200 Phoenix, AZ 85020 RE: GEOTECHNICAL INVESTIGATION REPORT PHOENIX GOODYEAR AIRPORT DRAINAGE IMPROVEMENTS 1658 S. LITCHFIELD RD. GOODYEAR, ARIZONA 85338 Dear Bob: Transmitted herewith is a copy of the final report of the subsurface soil and foundation investigation on the above-mentioned project. The services performed provide an evaluation at the selected locations of the subsurface soil conditions along the proposed alignment of the Illini Storm Drain Improvements. As an additional service, this firm may review the project plans for conformance to the intent of this report. This firm possesses the capability to provide testing and inspection services during the course of construction. Such quality control/assurance activities may include, but are not limited to, compaction testing as related to pipe bedding and backfill, and concrete sampling and testing. Please notify this firm if a proposal for such services is desired. Should any questions arise concerning the content of this report, please feel free to contact this office at your earliest convenience. Respectfully submitted,

ACS SERVICES LLC

H. Eugene Hansen, P.E. Geotechnical and Materials Testing Engineer

cc: (1) Addressee via email (pdf copy)

12/29/16

Expires 3/31/15

Regi s

tere

d P

rofe

ssional Engineer (Geolo

gi c

al)

ARIZONA, U.S.A.

CE

RTIFICATE N

O.

Date

Signed _______

___

14741

H. EUGENE

HANSEN




2

SCOPE This report is submitted following a geotechnical investigation conducted by this firm for the PHOENIX GOODYEAR AIRPORT DRAINAGE IMPROVMENTS, located at 1658 South Litchfield Road, in Goodyear, Arizona 85338. The objectives of the investigation were to determine the physical characteristics of the soil underlying the alignments of the proposed storm drains.

The results of the geotechnical investigation presented in this report do not address the presence or removal of contaminants from the site soils.

FIELD INVESTIGATION

On December 8, 2016, this firm advanced four (4) exploratory test borings (6.625-inch hollow stem auger) for examination of the subsurface profile to depths ranging from 20.0 to 20.5 feet below the existing site grade. The soils encountered were examined, visually classified and wherever applicable, sampled. Refer to the Boring Logs in Appendix B for a detailed description of the subsurface soil conditions at the specified locations. Refer to Figure 2 in Appendix A for the approximate locations of the borings.

LABORATORY TESTING

Representative samples obtained during the field investigation were subjected to the following laboratory analyses:

Test Sample(s) Purpose

Sieve Analysis and Atterberg Limits

Native subsurface soils (16)

Soil classification

Moisture Content Native subsurface soils (16)

In-situ soil moisture

Moisture-Density Native subsurface soils (6)

In-situ soil conditions

Proctor Native subsurface soils (4)

Moisture-density relationship for backfill soils

Swell

Remolded subgrade soils (2)

Potential for heave upon wetting

pH and Resistivity Native subsurface soils (8)

Soil corrosion characteristics

Sulfates and Chlorides

Native subsurface soils (8)

Soil corrosion characteristics

Refer to Appendix C of this report for the results of the laboratory testing. The following table summarizes some of the laboratory testing performed on samples of the native soils obtained during the field investigation:




3

Sample Description

Percent Passing Atterberg

Limits USCS

Soil Class Moisture

(%) Density

(pcf) Boring Depth (ft.) 1" No. 4 No. 200 LL PI

1 0.0-5.0 100 95 72.3 24 3 ML 13.9 1 4.0-5.0 100 92 60.5 30 12 CL 13.8 90.1 1 10.0-15.0 99 71 30.5 34 14 SC 16.0 1 19.0-20.0 98 81 36.2 50 32 SC 22.5 101.7 2 5.0-10.0 100 87 64.0 27 6 CL-ML 13.6 2 9.0-10.0 100 97 32.1 57 30 SC 29.9 70.8 2 14.0-15.0 100 99 39.8 52 31 SC 29.9 87.4 2 15.0-20.0 99 82 49.8 54 36 SC-CH 17.4 3 4.0-5.0 100 97 67.3 24 8 CL 13.6 108.7 3 5.0-10.0 100 98 63.3 24 7 CL-ML 12.2 3 14.0-15.0 83 48 8.1 26 6 GC-GM-GP 5.2 3 15.0-20.0 87 43 26.7 32 17 GC 13.4 4 9.0-10.0 100 100 96.4 32 13 CL 29.7 89.7 4 10.0-15.0 100 99 66.9 31 16 CL 19.8 4 15.0-20.0 98 85 54.1 32 18 CL 16.2 4 19.0-20.0 74 48 15.6 29 12 GC

SITE CONDITIONS

General Notes:

(1) Topographic relief At the boring locations, the existing ground surface is relatively flat. The borings locations are adjacent to a drainage ditch.

(2) Fill No apparent fill was encountered at the locations of the borings. Approximately three inches of surface recycled AC was encountered at the location of Boring 1. Approximately 6 inches of surface ABC was encountered at the location of Boring 4.

(3) Site use The proposed storm drain pipes will replace open drainage channels or ditches.

GEOLOGIC HAZARDS

The following list represents a general summary of the on-site soil characteristics relative to engineering applications: Depth to groundwater Potential for soil expansion

- None encountered - Low based on the plasticity index and swell test data

for the site soils




4

Potential for earth subsidence fissures

- No known earth fissures are located near this site

Frost depth - Not applicable Presence of caliche, bedrock

or other hard stratum

- No hard stratum was encountered at the locations of the borings.

SUBSURFACE SOIL PROFILE The soil profiles for the north and south borings are somewhat different and as result, the soil profiles for each are discussed separately. For the north borings, the upper 7.5 feet of the soils consist of brown, firm to stiff sandy clay to silt soils. Below these upper soils, light brown, loose to medium dense, clayey to silty sand soils were encountered when the moisture content is high. When the moisture content in the soil is low, the penetration blow counts indicate that these soils are dense to very dense. The plasticity index is very variable for these soils. These sandy soils extended to the full depth of Borings 1 and 2 and were very moist below a depth of 9 feet at both boring locations. For the south borings, the upper 9 to 14 feet of the soils consist of brown, firm to stiff sandy clay to silt soils. Below these upper soils at the location of Boring 3, brown to light brown, loose, silty to clayey sand soils were encountered. Very dense sandy gravel soils were encountered below depths ranging from 12.5 to 14 feet. These sandy gravel soils were encountered to the full depth of Borings 3 and 4, although a clay layer was encountered within the gravel at the location of Boring 4. Very moist to wet sandy soils were encountered below a depth of 9 feet at the location of Boring 4, but no free water was encountered in the borings. Based on the close proximity of Borings 1, 2, and 4 to the existing drainage channels, the very moist soils encountered below a depth of 9 feet at these locations is likely due to seepage into the native soils at the bottom of the existing drainage channels. If the storm drains will be along the same alignment as the existing open drainage channels, soft soils should be expected at the base of the excavation for the pipes and along both sides of the excavations at least for the lower portions of the excavations. The further away from the current alignment of the open drainage channels that the new pipes will be, the less likely that soft soils will be encountered.

SOIL CORROSION POTENTIAL

Laboratory tests were performed to evaluate the soil corrosion potential for metal, concrete, and reinforcing steel. The results of the soil corrosion testing are presented in Appendix C. Metal Eight pH and resistivity tests were conducted on subsurface soils samples obtained from the subject site. The results of these tests are presented in Appendix C. Based on the laboratory results and the information presented in the following table, the site soils in the area of the north borings have a high potential for corrosion with respect to soil resistivity (328 to 1117 ohms-cm) and low to moderate potential for corrosion with respect to pH (8.7-9.6). The site soils in the area of the south borings have a moderate to high potential for corrosion with




5

respect to soil resistivity (1536 to 3699 ohms-cm) and low potential for corrosion with respect to pH (8.6-9.1)

Potential for Corrosion

Soil Resistivity (ohms-cm)

pH

Low

>10,000 6.5 - 9.5

Moderate 2,000 - 10,000 3.5 - 6.5 >9.5

High <2,000 <3.5

The pH and resistivity measured for the subsurface soils were utilized to determine the minimum thickness for corrugated galvanized or aluminized steel pipe based on a design life of 50 years. The pH and resistivity values determined by the laboratory testing were entered into the Charts for Estimating Average Service Life of Corrugated Galvanized and Aluminized Steel Pipe. To achieve a design life of 50 years, a minimum metal thickness of 0.79 inches (Gage 14) is required for the galvanized or aluminized steel pipe in the area of the north borings. To achieve a design life of 50 years, a minimum metal thickness of 0.52 inches (Gage 18) is required for the galvanized or aluminized steel pipe in the area of the south borings. Depending upon the size and loading condition, or for a design life greater than 50 years, a higher metal thickness for steel pipes may be required.

Concrete

Soil sulfate concentration - The measured sulfate concentration in the soil (refer to the Soil Analysis Report in Appendix C) ranges from 50 to 532 ppm. This is equivalent to a sulfate content in the soil (percentage by weight - refer to the following table) in the range of 0.0050 to 0.0532% for all samples. Although this suggests a negligible potential for sulfate attack due to the subsurface soils at the site, Type II cement is normally recommended to prevent potential sulfate attack over the long term. Type II cement should be used in the concrete in contact with soil. Refer to the following Table for the type of cement suitable for use in concrete exposed to sulfate in soils.




6

Reinforcing Steel Soil chloride concentration - The measured chloride concentration in the soil (refer to the Soil Analysis Report in Appendix C) ranges from 13 to 870 ppm. To cause corrosion to reinforcing steel as a result of low concrete cover, a chloride concentration of over 10,000 ppm would be required. This suggests a negligible potential for corrosion of reinforcing steel due to chlorides in the soil. However, it is good practice to provide sufficient concrete cover over reinforcing steel and lower water cement ratios for the reinforced concrete utilized in the construction of any facilities with concrete in contact with soil.

RECOMMENDATIONS

The recommendations contained herein are based upon the properties of the surface and subsurface soils as described by the field and laboratory testing, the results of which are presented and discussed in this report. Alternate recommendations may be possible and will be considered upon request.

Pipe Bedding

Pipe bedding should be ABC conforming to the requirements of MAG 702, Aggregate Base. The bedding should extend from 6 inches below the pipe to 12 inches above the pipe, with a minimum of 6 inches thickness on each side of the pipe. Compaction of pipe bedding should be in accordance with Section 601 of the most current MAG Uniform Standard Specifications. Trench Backfill Trench and manhole backfill may be comprised of excavated on-site native soils compacted in accordance with Section 601 of the most current MAG Uniform Standard Specifications. Lateral Stability Analyses

The following tabulation presents recommendations for lateral stability analyses for trench shoring for the native subsurface soils encountered at the locations of the borings:

Native clay to silt and clayey sand

soils above a depth of 20 feet at Borings 1 and 2

Native clay to silt soils above depths ranging from 12.5

to 14 feet at Borings 3 and 4

Native clayey sandy gravel soils below

depths ranging from 12.5 to 14 feet at Borings 3 and 4

Lateral Backfill Pressures:

Unrestrained 41 psf/ft. 47 psf/ft. 35 psf/ft. Restrained 59 psf/ft. 67 psf/ft. 55 psf/ft.




7

Fill Slope Stability

The maximum fill slopes may conform to a 2:1 (horizontal:vertical) ratio if fill is placed in accordance with the recommendations contained herein. Shrinkage Assuming the average degree of compaction will approximate 95 percent of the standard maximum density, the approximate shrinkage of the excavated upper native soils should be 20 to 25 percent.

Excavating Conditions Trench excavations, extending to the full depth of excavation necessary for installation of the proposed storm drain should be possible with conventional excavating equipment. Caving conditions may be encountered in the upper firm to stiff sandy clay to silt soils with a low plasticity index. Excavations greater than 4.0 feet should be sloped or braced as required to provide personnel safety and satisfy local safety code regulations.

CONSTRUCTION OBSERVATION ACS Services LLC should be retained to provide documentation that the recommendations set forth are met. These include but are not limited to documentation of proper compaction of trench bedding and backfill.

Prior to construction, we recommend the following:

1. Consultation with the design team in all areas that concern soils to ensure a clear understanding of all key elements contained within this report.

Relative to involvement of ACS Services LLC with the project during the course of construction, we offer the following recommendations:

1. ACS Services LLC should be contracted by Dibble Engineering to provide the course of construction testing and observation services for this project, as we are most familiar with the interpretation of the methodology followed herein.

2. All parties concerned should understand that there exists a priority surrounding the testing and observation services completed at the site. From a geotechnical perspective, it is imperative to understand the following priority list, presented in order of decreasing priority.

A. Utility trench backfill B. Concrete sampling and testing for concrete placement. C. ABC testing for pipe bedding. D. Compaction testing for pipe bedding and trench backfill. E. Materials testing and compaction testing for the ABC and trench backfill.




8

It shall be another entity’s responsibility to schedule all testing and observation services, to coincide with the progress of construction. Since this firm is not a contributor to the construction schedule, we do not possess an inherent knowledge as to when our services shall be needed or required.

LIMITATIONS Since our investigation is based upon review of background data, the site materials observed, selected laboratory testing and engineering analysis, the conclusions and recommendations are professional opinions. Our professional services have been performed using that degree and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities. These opinions have been derived in accordance with current standards of practice and no other warranty, express or implied, is made. This report is not intended as a bidding document, and any contractor reviewing this report must draw his own conclusions regarding specific construction techniques to be used on this project.

The scope of services carried out by this firm does not include an evaluation pertaining to environmental issues. If these services are required by the lender, we would be most pleased to discuss the varying degrees of environmental site assessments.

The materials encountered on the subject site and utilized in our laboratory analysis are believed to be representative of the total area; however, soil and rock materials do vary in character between points of investigation. The recommendations contained in this report are based on the assumption that the soil conditions do not deviate appreciably from those disclosed by the investigation. Should unusual material or conditions be encountered during construction, the soil engineer must be notified so that he may make supplemental recommendations if they should be required.

This report is issued with the understanding that it is the responsibility of the owner to see that its provisions are carried out or brought to the attention of those concerned. In the event that any changes of the proposed project are planned, the conclusions and recommendations contained in this report shall be reviewed and the report shall be modified or supplemented as necessary.




DEFINITION OF TERMINOLOGY

Allowable Soil Bearing Capacity

The recommended maximum contact stress developed at the interface of the foundation element and the supporting material.

Aggregate Base Course (ABC) A sand and gravel mixture of specified gradation, used for slab and pavement support. Backfill A specified material placed and compacted in a confined area. Base Course A layer of specified material placed on a subgrade or subbase. Base Course Grade Top of base course. Bench A horizontal surface in a sloped deposit. Caisson A concrete foundation element cased in a circular excavation, which may have an enlarged

base. Sometimes referred to as a cast-in-place pier. Concrete Slabs-on-Grade A concrete surface layer cast directly upon a base, subbase, or subgrade. Controlled Compacted Fill Engineered Fill. Specific material placed and compacted to specified density and/or moisture

conditions under observation of a representative of a soil engineer. Differential Settlement Unequal settlement between or within foundation elements of a structure. Existing Fill Materials deposited through the action of man prior to exploration of the site. Expansive Potential The potential of a soil to increase in volume due to the absorption of moisture. Fill Materials deposited by the action of man. Finish Grade The final grade created as a part of the project. Heave Upward movement due to expansion or frost action. Native Grade The naturally occurring ground surface. Native Soil Naturally occurring on-site soil. Overexcavate Lateral extent of subexcavation. Rock A natural aggregate of mineral grains connected by strong and permanent cohesive forces.

Usually requires drilling, wedging, blasting, or other methods of extraordinary force for excavation.

Scarify To mechanically loosen soil or break down the existing soil structure. Settlement Downward movement of the soil mass and structure due to vertical loading. Soil Any unconsolidated material composed of disintegrated vegetable or mineral matter, which can

be separated by gentle mechanical means, such as agitation in water. Strip To remove from present location. Subbase A layer of specified material between the subgrade and base course. Subexcavate Vertical zone of soil removal and recompaction required for adequate foundation or slab

support Subgrade Prepared native soil surface.




APPENDIX A

FIGURE 1

VICINITY MAP Phoenix Goodyear Airport Drainage Improvements

1658 S. Litchfield Rd. Goodyear, AZ 85338

PROJECT NUMBER: 1601739

ACS SERVICES LLC2235 W BROADWAY RD MESA, ARIZONA 85202

(480) 968-0190 (480) 968-0156 FAX

WWW.ACSSERVICESLLC.COM

NORTH N.T.S.

FIGURE 2

SITE PLAN & APPROXIMATE NORTH BORING LOCATIONS

Phoenix Goodyear Airport Drainage Improvements 1658 N. Litchfield Rd. Goodyear, AZ 85338


ACS SERVICES LLC

2235 W BROADWAY RD MESA, ARIZONA 85202

(480) 968-0190 (480) 968-0156 FAX


NORTH N.T.S.

FIGURE 3

SITE PLAN & APPROXIMATE SOUTH BORING LOCATIONS

Phoenix Goodyear Airport Drainage Improvements 1658 N. Litchfield Rd. Goodyear, AZ 85338


ACS SERVICES LLC

2235 W BROADWAY RD MESA, ARIZONA 85202

(480) 968-0190 (480) 968-0156 FAX


NORTH N.T.S.




APPENDIX B

For: Date: Project No.Project: Type of Boring:Location: Field Engineer:

Location:

Light brown clayey SAND with gravel, dense, damp, high PI

8

9

10

11

12

13

14

15

SC Light brown clayey gravelly SAND, very dense, very moist, PI of 14

ACS Services LLCD

epth

(F

eet)

1

2

3

4

5

6

7

68

13.8

13.9

13 SC-SM

Blo

ws

per

6"

Description of Subsurface Conditions

Remarks: Ring sample obtained from 4.0 to 5.0 feet and 19.0 to 20.0 feetM

ois

ture

%

Dry

De

ns

ity

(P

CF

)

US

CS

So

il C

lass

522

2439

90.1 Brown sandy CLAY, stiff, damp, PI of 12

ML

CL

Light brown silty clayey SAND, very dense, damp, low PI

17

SMSC

16.0

Brown silty SAND, loose, damp, low PI

16

6.625-inch HS Auger

BORING B-1

20

1601739

See Site Plan

12/8/2016

Karl Kalliokoski

Dibble EngineeringPhoenix Goodyear Airport Drainage Improvements1658 S. Litchfield Rd.Goodyear, AZ

3" of recycled AC for road surface

Brown sandy SILT, stiff, damp, PI of 3

18

19

201316

22.5 Light brown clayey SAND, medium dense, slightly damp, PI of 32101.7 SC

21Terminated boring at 20.0 feet

2235 WEST BROADWAY ROAD • MESA, ARIZONA 85202 • P: 480‐968‐0190 • F: 480‐968‐0156 • ACSSERVICESLLC.COM



Location:

8

9

10

11

12

13

14

15

SC Light brown clayey gravelly SAND, medium dense, moist, low to medium PI

70.8

ACS Services LLCD

epth

(F

eet)

1

2

3

4

5

6

7

22

3 SC

Blo

ws

per

6"


Remarks: Ring sample obtained from 9.0 to 10.0 feet and 14.0 to 15.0 feet

Mo

istu

re %

Dry

De

ns

ity

(P

CF

)

US

CS

So

il C

lass

719

13.6

29.94

2

Brown sandy SILT, firm, damp, low PI

CL

ML

CL-ML Brown sandy CLAY to SILT with gravel, firm, damp, PI of 6

Light brown silty clayey SAND, loose, very moist, PI of 30

17

SC29.9 87.4

Brown clayey SAND, medium dense, very moist, PI of 31

16

6.625-inch HS Auger

BORING B-21601739

See Site Plan

12/8/2016

Karl Kalliokoski


Brown sandy CLAY, stiff, damp, low PI

18

19

2089

Brown silty SAND, medium dense, moist, low PISM

219

Terminated boring at 20.5 feet




Location:

8

9

10

11

12

13

14

15

Encountered gravel at 12.5 feet

SC Light brown clayey gravelly SAND, medium dense, moist, low to medium PI

ACS Services LLCD

epth

(F

eet)

1

2

3

4

5

6

7

34 108.7

3 SM

Blo

ws

per

6"



ois

ture

%

Dry

De

ns

ity

(P

CF

)

US

CS

So

il C

lass

4350/3"

13.6

12.2

44

Brown sandy CLAY, firm, damp, PI of 8

CL

CL

CL-ML Brown sandy CLAY to SILT, firm, damp, PI of 7

Brown silty SAND, loose, damp, low PI

17

GC-GMGP

5.2 Light brown sandy GRAVEL, some clay and silt, very dense, damp, PI of 6

16

6.625-inch HS Auger

BORING B-31601739

See Site Plan

12/8/2016

Karl Kalliokoski



18

19

20

13.4 GC

86

Light brown clayey GRAVEL with sand, very dense, damp, PI of 17

Brown silty sandy GRAVEL, medium dense, moist, low PIGM

2110

Terminated boring at 20.5 feet




Location:

21Terminated boring at 20.0 feet

Brown sandy CLAY very stiff, damp, PI of 18

Light brown sandy GRAVEL with clay, medium dense, damp, PI of 12GC

18

19

20

16.2 CL

1119

Light brown sandy GRAVEL, some clay and silt, dense to very dense, damp, low PI

16

6.625-inch HS Auger

BORING B-4

17

1601739

See Site Plan

12/8/2016

Karl Kalliokoski


6" of ABC surface cover


Brown CLAY, trace sand, firm, very moist to wet, PI of 13

17

GC-GMGP

19.8

Brown sandy CLAY to SILT, firm, damp, low PI

CL

CL-ML

4221

29.73

3

Blo

ws

per

6"



ois

ture

%

Dry

De

ns

ity

(P

CF

)

US

CS

So

il C

lass

3 CL

ACS Services LLCD

epth

(F

eet)

1

2

3

4

5

6

7

22

8

9

10

11

12

13

14

15

CL Brown sandy CLAY, firm, moist, PI of 16

89.7






SOIL COMPONENT PARTICLE SIZE RANGE

Cobbles

Gravel Coarse gravel

Fine gravel

Sand Coarse Medium

FineFines (silt or clay)

Above 3 in.

3 in. to No. 4 sieve3 in. to 3/4 in.

3/4 in. to No. 4 sieve

No. 4 to No. 200No. 4 to No. 10No. 10 to No. 40

No. 40 to No. 200Below No. 200 sieve

DEFINITIONS OF SOIL FRACTIONSPlasticity Chart

60

50

40

30

20

10

0

0 10

20

30 40 50 60 70 80 90 100

A LINE

CL-ML

CH

CL MH

LIQUID LIMIT

PL

AS

TIC

ITY

IN

DE

X

Major Divisions Group

SymbolTypical Names

Clean Gravels(Less than 5% passes No. 200 sieve)

GW

GP

GM

GC

SW

SP

CH

CL

MH

ML

SC

SM

Well graded gravels, gravel-

sand mixtures, or sand-gravel-

cobble mixtures.

Poorly graded gravels, gravel-

sand mixtures, or sand-gravel-

cobble mixtures.

Silty gravels, gravel-sand-silt

mixtures.

Clayey gravels, gravel-sand-

clay mixtures.

Well graded sands, gravelly

sands.

Poorly graded sands, gravelly

sands.

Silty sands, sand-silt mixtures.

Clayey sands, sand-clay

mixtures.

Inorganic silts, clayey silts with

slight plasticity.

Inorganic silts, micaceous or

diatomaceous silty soils, elastic

silts.

Inorganic clays of low to medium

plasticity, gravelly clays, sandy

clays, silty clays, lean clays.

Inorganic clays of high plasticity,

fat clays, sandy clays of high

plasticity.

Gravels with

Fines

(More than 12%

passes No. 200

sieve)

Clean Sands(Less than 5% passes No. 200 sieve)

Sands with

Fines

(More than 12%

passes No. 200

sieve)

Limits plot below "A" line

& hatched zone on

Plasticity Chart.

Limits plots above "A" line

& hatched zone on

Plasticity Chart.

Limits plots below "A" line

& hatched zone on

Plasticity Chart.

Limits plots above "A" line

& hatched zone on

Plasticity Chart.

Silts of Low Plasticity

(Liquid Limit Less Than 50)

Silts of High Plasticity

(Liquid Limit More Than 50)

Clays of Low Plasticity

(Liquid Limit Less Than 50)

Clays of High Plasticity

(Liquid Limit More Than 50)

C

oars

e-G

rain

ed S

oils

(Less th

an 5

0%

passes N

o. 200 s

ieve)

G

ravels

(5

0%

or le

ss o

r coars

e

fraction p

asse

s N

o. 4 s

ieve)

S

ands

(M

ore

than 5

0%

of coars

e

fraction p

asses N

o. 4 s

ieve)

F

ine-G

rain

ed S

oils

(50%

or

more

passes N

o. 200 s

ieve)

Cla

ys-P

lot above "

A"

line &

hatc

hed z

one

on P

lasticity C

hart

Note: Coarse grained soils with between 5% & 12% passing the No. 200 sieve and fine grained soils with limits plotting

in the hatched zone on the Plasticity Chart to have double symbol.

LEGEND

Silts

-Plo

t belo

w "

A"

line

& h

atc

hed z

one

on P

lastici

ty C

hart




TEST DRILLING EQUIPMENT & PROCEDURES Drilling Equipment ACS SERVICES LLC uses a CME-45 drill-rig capable of auger drilling to depths of 50 feet in southwestern soils. The drill is truck-mounted for rapid, low cost mobilization to the jobsite and on the jobsite. Drilling through soil or softer rock is performed with 6.625 inch O.D. hollow-stem auger. Carbide insert teeth are normally used on the auger bits so they can often penetrate rock or very strongly cemented soils that require blasting or very heavy equipment for excavation. The operation of well-maintained equipment by an experienced crew allows ACS SERVICES LLC to complete drilling jobs to a depth of 50 feet with minimum downtime and maximum efficiency.

Sampling Procedures Dynamically driven tube samples are usually obtained at selected intervals in the borings by the ASTM D1586 procedure. In many cases, 2 inch O.D., 13/8-inch I.D. samplers are used to obtain the standard penetration resistance. Undisturbed” samples of firmer soils are often obtained with 3 inch O.D. samplers lined with 2.42 inch I.D. brass rings. The driving energy is generally recorded as a number of blows of a 140-pound hammer, utilizing a 30-inch free fall drop, per six inches of penetration. However, in stratified soils, driving resistance is sometimes recorded in 2 or 3-inch increments so that soil changes and the presence of scattered gravel or cemented layers can be readily detected and the realistic penetration values obtained for consideration in design. These values are expressed in blows per six inches on the logs. Undisturbed sampling of softer soils is sometimes performed with thin-walled Shelby tubes (ASTM D1587). Tube samples are labeled and placed in watertight containers to maintain field moisture contents for testing from auger cuttings.

Continuous Penetration Tests Continuous penetration tests are performed by driving a 2-inch O.D. bullnose penetrometer adjacent to or in the bottom of test borings. The penetrometer is attached to 15/8-inch O.D. drill rods to provide clearance and thus minimize side friction so that penetration values are as nearly as possible a measure of end resistance. Penetration values are recorded as the number of blows of a 140 pound hammer, utilizing a 30 inch drop required to advance the penetrometer in six-inch increments or less.

Boring Records Drilling operations are directed by our field engineer or geologist who examines soil recovery and prepares boring logs. Soils are visually classified in accordance with the Unified Soil Classification System (ASTM D2487) with appropriate group symbols being shown on the logs.




APPENDIX C

Plastic Limit (AASHTO T-90)

21

Plasticity Index (AASHTO T-90)

3

Moisture Content (AASHTO T-255)

13.9

#50 3 85

Fractured Faces (ARIZ 212)

Soluble Salts (ARIZ 237)

#8 1 93

#4

#40 2 88

ACS Services LLC • 2235 West Broadway Road • Mesa, AZ 85202 • Office 480.968.0190 • Fax 480.968.0156

#100 6

#30 2 90

#10 0 93

#16 1 92

79

#200 7 72.3

Nathan SorensenProject Manager

Nathan SorensenSignature

USCS Soil Classification

ML

1/2" 1 98

3/4" 0 100

3/8" 1 97

1 95

1/4" 2 96

1" 0 100

1 1/2" 0 100

2" 0 100

2 1/2" 0 100

3" 0 100

6" 0 100

Sieve Size % Retained % Passed Specs

Sieve Analysis (ASTM C-139 / AASHTO T-27)Liquid Limit

(AASHTO T-89)

Project City Goodyear, AZ Tested By: Yutong Lu

Sample Location: B - 1 @ 0.0' - 5.0' Reviewed By: Gene Hansen

24

Project Address: 1658 S. Litchfield Rd. Test Date: 12/16/2016

ACS Lab # 16-3799-1 Supplier: N/A

Client: Dibble Engineering Sample Date: 12/8/2016

ACS Services LLCACS PROJECT # 1601739 Material Type: Native

Laboratory Soil Test Results

Project Name: Phoenix Goodyear Airport Drainage Improvements Sampled By: Karl Kalliokoski









(AASHTO T-89)



30

2 1/2" 0 100

3" 0 100

6" 0 100

1" 0 100

1 1/2" 0 100

2" 0 100


CL

1/2" 0 98

3/4" 2 98

3/8" 3 95

1 92

1/4" 3 93


#100 8

#30 3 83

#10 1 88

#16 2 86

71

#200 11 60.5




18


12


1.4

#50 3 79



#8 3 89

#4

#40 2 81


20


14


16.0

#50 3 40



#8 9 62

#4

#40 3 43


#100 6

#30 7 46

#10 2 60

#16 7 52

34

#200 4 30.5




SC

1/2" 6 92

3/4" 1 98

3/8" 5 87

6 71

1/4" 10 77

1" 1 99

1 1/2" 0 100

2" 0 100

2 1/2" 0 100

3" 0 100

6" 0 100



(AASHTO T-89)



34















(AASHTO T-89)



50

2 1/2" 0 100

3" 0 100

6" 0 100

1" 2 98

1 1/2" 0 100

2" 0 100


SC

1/2" 5 91

3/4" 3 95

3/8" 3 88

2 81

1/4" 5 83


#100 15

#30 5 67

#10 1 75

#16 3 72

44

#200 8 36.2




18


32


8.2

#50 5 58



#8 5 76

#4

#40 4 63


21


6


13.6

#50 2 76



#8 3 84

#4

#40 2 78


#100 6

#30 2 80

#10 1 83

#16 2 82

70

#200 6 64.0




CL-ML

1/2" 3 96

3/4" 1 99

3/8" 3 94

3 87

1/4" 4 90

1" 0 100

1 1/2" 0 100

2" 0 100

2 1/2" 0 100

3" 0 100

6" 0 100



(AASHTO T-89)



27















(AASHTO T-89)



57

2 1/2" 0 100

3" 0 100

6" 0 100

1" 0 100

1 1/2" 0 100

2" 0 100


SC

1/2" 1 99

3/4" 0 100

3/8" 0 99

1 97

1/4" 1 97


#100 10

#30 9 63

#10 3 80

#16 8 72

43

#200 11 32.1




27


30


2.5

#50 5 53



#8 14 83

#4

#40 5 58









(AASHTO T-89)



52

2 1/2" 0 100

3" 0 100

6" 0 100

1" 0 100

1 1/2" 0 100

2" 0 100


SC

1/2" 0 100

3/4" 0 100

3/8" 0 100

0 99

1/4" 0 99


#100 22

#30 6 92

#10 0 98

#16 1 97

52

#200 12 39.8




21


31


3.3

#50 10 74



#8 1 99

#4

#40 7 84


18


36


17.4

#50 3 61



#8 5 77

#4

#40 3 64


#100 6

#30 5 67

#10 1 76

#16 4 72

55

#200 5 49.8




SC-CH

1/2" 3 95

3/4" 1 98

3/8" 2 92

4 82

1/4" 6 86

1" 1 99

1 1/2" 0 100

2" 0 100

2 1/2" 0 100

3" 0 100

6" 0 100



(AASHTO T-89)



54















(AASHTO T-89)



24

2 1/2" 0 100

3" 0 100

6" 0 100

1" 0 100

1 1/2" 0 100

2" 0 100


CL

1/2" 0 98

3/4" 2 98

3/8" 0 98

0 97

1/4" 1 97


#100 7

#30 5 88

#10 0 96

#16 3 93

73

#200 6 67.3




16


8


0.7

#50 4 80



#8 1 96

#4

#40 4 85


17


7


12.2

#50 5 78



#8 1 97

#4

#40 4 83


#100 9

#30 6 88

#10 1 96

#16 3 93

70

#200 6 63.3




CL-ML

1/2" 0 100

3/4" 0 100

3/8" 0 99

1 98

1/4" 1 99

1" 0 100

1 1/2" 0 100

2" 0 100

2 1/2" 0 100

3" 0 100

6" 0 100



(AASHTO T-89)



24















(AASHTO T-89)



26

2 1/2" 0 100

3" 0 100

6" 0 100

1" 4 83

1 1/2" 13 87

2" 0 100


GC-GM-GP

1/2" 10 69

3/4" 5 79

3/8" 5 64

6 48

1/4" 9 54


#100 3

#30 8 19

#10 2 33

#16 7 27

10

#200 2 8.1




20


6


5.2

#50 3 13



#8 13 36

#4

#40 4 15


15


17


13.4

#50 2 32



#8 2 41

#4

#40 2 34


#100 3

#30 3 36

#10 0 40

#16 1 39

29

#200 2 26.7




GC

1/2" 13 65

3/4" 8 79

3/8" 9 56

4 43

1/4" 10 46

1" 3 87

1 1/2" 9 91

2" 0 100

2 1/2" 0 100

3" 0 100

6" 0 100



(AASHTO T-89)



32















(AASHTO T-89)



32

2 1/2" 0 100

3" 0 100

6" 0 100

1" 0 100

1 1/2" 0 100

2" 0 100


CL

1/2" 0 100

3/4" 0 100

3/8" 0 100

0 100

1/4" 0 100


#100 1

#30 0 99

#10 0 100

#16 0 100

98

#200 1 96.4




19


13


4.3

#50 0 99



#8 0 100

#4

#40 0 99









(AASHTO T-89)



31

2 1/2" 0 100

3" 0 100

6" 0 100

1" 0 100

1 1/2" 0 100

2" 0 100


CL

1/2" 0 100

3/4" 0 100

3/8" 0 99

0 99

1/4" 1 99


#100 11

#30 3 92

#10 0 97

#16 2 95

75

#200 8 66.9




15


16


19.8

#50 4 87



#8 1 97

#4

#40 2 90









(AASHTO T-89)



32

2 1/2" 0 100

3" 0 100

6" 0 100

1" 2 98

1 1/2" 0 100

2" 0 100


CL

1/2" 3 91

3/4" 4 93

3/8" 1 90

2 85

1/4" 3 87


#100 8

#30 4 76

#10 1 82

#16 2 80

62

#200 7 54.1




14


18


16.2

#50 3 70



#8 2 83

#4

#40 3 73









(AASHTO T-89)



29

2 1/2" 0 100

3" 0 100

6" 0 100

1" 4 74

1 1/2" 0 79

2" 21 79


GC

1/2" 4 61

3/4" 10 65

3/8" 3 58

3 48

1/4" 7 51


#100 4

#30 6 27

#10 1 37

#16 5 33

18

#200 2 15.6




17


12


1.0

#50 3 22



#8 9 39

#4

#40 3 24

Material Type Native

Extraction Date 12/8/2016Extracted By: Karl KalliokoskiLaboratory Test Date: 12/12/2016Laboratory Tested By: Yutong LUReviewed By: Gene Hansen

Wet Wt. Dry Wt. Moist. # Wet Wt'+ Rings Wt.of Rings Dry Density

(g) (g) Content Of Rings (g) (g) (pcf)

114.9 101.0 13.8% 4 671.3 176.0 90.1

118.3 96.6 22.5% 6 1160.0 257.9 101.7

119.4 91.9 29.9% 5 776.8 221.6 70.8

118.6 91.3 29.9% 4 732.2 184.0 87.4

106.6 93.8 13.6% 4 771.9 175.0 108.7

136.4 105.2 29.7% 5 932.5 229.9 89.7

Various Ring Samples

B - 2 @ 9.0 - 10.0'

Client:Project Name:

Project City:Material Source:

B - 4 @ 9.0 - 10.0'

ACS Services LLC

Project Address:

Boring Location

B - 1 @ 4.0 - 5.0'


Job #Lab #

1601739

16-3779

Moisture

Density of Soil in Place by the Drive-Cylinder Method (ASTM D2937)

B - 2 @ 14.0 - 15.0'

B - 3 @ 4.0 - 5.0'

B - 1 @ 19.0 - 20.0'

Rock Corrected Dry Density 116.4 Rock Corrected

Moisture Content 14.5

ACS Services LLC Maximum Dry Density & Optimum MoistureAASHTO T-99 / AASHTO T-180

ACS Project # 1601739 Material Type: GEOACS Lab # 16-3799-2 Material Supplier: Native

Client Name: Dibble Engineering Sample Date: 12/8/2016Project Name: Phoenix Goodyear Airport Drainage Improvements Sampled By: Karl Kalliokoski

Project Address: 1658 S. Litchfield Rd. Date Tested: 12/15/2016

97.1103.6

Project City: Goodyear, AZ Tested By: Javier Lopez

Sample Location: B-1 @ 10.0-15.0'Reviewed By: Gene Hansen

Dry Density 102.4 98.5

19.5% 23.0% 16.3%Moisture Content 18.3%

% Rock 30

Uncorrected Moisture Content 19.8

% Passing 70

Uncorrected Dry Density 103.6

104.0

ACS Services LLC ● 2235 West Broadway Road ● Mesa Arizona 85202 ● Office (480) 968-0190 ● Fax (480) 968-0156 ● www acsservicesllc com

Gene HansenProject Manager

102.4

103.6

98.5

97.1

96.0

97.0

98.0

99.0

100.0

101.0

102.0

103.0

16.0% 17.0% 18.0% 19.0% 20.0% 21.0% 22.0% 23.0% 24.0%

Dry Density (pcf)

Moisture Content

ACS Services LLC ● 2235 West Broadway Road ● Mesa, Arizona 85202 ● Office (480) 968 0190 ● Fax (480) 968 0156 ● www.acsservicesllc.com




ACS Project # 1601739 Material Type: GEOACS Lab # 16-3799-3 Material Supplier: Native

Client Name: Dibble Engineering Sample Date: 12/8/2016Project Name: Phoenix Goodyear Airport Drainage Improvements Sampled By: Karl Kalliokoski

Project Address: 1658 S. Litchfield Rd. Date Tested: 12/15/2016

110.9110.1

Project City: Goodyear, AZ Tested By: Jon Browning




% Rock 13


% Passing 87


115.0



114.2

110.1

113.3

110.9

109.0

110.0

111.0

112.0

113.0

114.0

9.0% 10.0% 11.0% 12.0% 13.0% 14.0% 15.0% 16.0% 17.0%

Dry Density (pcf)

Moisture Content


15.2% 13.2%Moisture Content 10.1%

% Rock 9


% Passing 91


119.2114.2

Project City: Goodyear, AZ Tested By: Nathan Sorensen


Dry Density 115.4

Project Name: Phoenix Goodyear Airport Drainage Improvements Sampled By: Karl KalliokoskiProject Address: 1658 S. Litchfield Rd. Date Tested: 12/19/2016

ACS Lab # 16-3799-5 Material Supplier: NativeClient Name: Dibble Engineering Sample Date: 12/8/2016


ACS Project # 1601739 Material Type: GEO



120.0



115.4

114.2

119.2

113.0

114.0

115.0

116.0

117.0

118.0

119.0

9.0% 10.0% 11.0% 12.0% 13.0% 14.0% 15.0% 16.0%

Dry Density (pcf)

Moisture Content


% Rock 1


% Passing 99



102.8115.9

Project City: Goodyear, AZ Tested By: Nathan Sorensen



Project Name: Phoenix Goodyear Airport Drainage Improvements Sampled By: Karl KalliokoskiProject Address: 1658 S. Litchfield Rd. Date Tested: 12/19/2016

ACS Lab # 16-3799-7 Material Supplier: NativeClient Name: Dibble Engineering Sample Date: 12/8/2016


ACS Project # 1601739 Material Type: GEO



117.0



110.7

115.9

110.1

102.8

102.0

103.0

104.0

105.0

106.0

107.0

108.0

109.0

110.0

111.0

112.0

113.0

114.0

115.0

116.0

10.0% 11.0% 12.0% 13.0% 14.0% 15.0% 16.0% 17.0% 18.0%

Dry Density (pcf)

Moisture Content


Material Type:

Extraction Date:

Extracted By:

Laboratory Test Date:

Laboratory Tested By:

Reviewed By:

103.6 pcf

19.8 %

2.421 inches Time Dial Reading

1 inches hours inches

0 (with seating pressure) 0.000

0 (with load applied) 0.000

30 seconds 0.003

104.0 grams 1 minute 0.006

88.6 grams 2 minutes 0.008

17.4 % 4 minutes 0.009

8 minutes 0.009



185.6 grams 1 hour 0.010

2 hours 0.010

4 hours 0.010

115.9 pcf 8 hours

15 hours 0.010

24 hours 0.010

98.4 pcf

12/8/2016Dibble Engineering

Gene Hansen

Yutong Lu

12/21/2016

Karl Kalliokoski

Goodyear, AZ

Phoenix Goodyear Airport Drainage Improvements

1658 S. Litchfield Rd.

B-1, 10.0-15.0'

Client:

Project Name:

Project Address:

Project City:

Compaction of Sample 95%

Wet Density of Soil Sample = Weight of Soil+Water Volume of Ring Mold

Height of Ring (h)

Material Source:

ACS Services llc ENGINEERING DESIGN • MATERIAL TESTING • CONSTRUCTION INSPECTION

ACS Project No.:

16-3799-2

* One Dimensional Swell Test @ 100 psf

Lab No.:

1601739

Native

Diameter of Ring (D)

Weight of Soil+Water+Ring Mold

Standard Proctor Information

Optimum Moisture Content

Initial Moisture Content of Soil Sample

Weight of Wet Soil Sample

Maximum Dry Density

Dial Readings During TestRing Mold Information

Dry Density of Soil Sample = γ 1 + w

Dry Density of Soil Sample (γd)

Weight of Soil+Ring Mold

Moisture Content of Sample 17.8%

Moisture % of Soil Sample (w )

Weight of Ring Mold

Soil Sample's Remolded Density Information

1.00%

Wet Density of Soil Sample (γ)

Volume of Ring = (π)(r2)(h) = 3.142 (1.2165)2 (0.998)

Weight of Dry Soil Sample

Volume of Ring = 4.604 in3 = 0.002664 ft3

ACS Services LLC • 2235 West Broadway Road • Mesa, AZ 85202 • P: 480-968-0190 • F: 480-968-0156 • www.acsservicesllc.com

Swell =

Material Type:

Extraction Date:

Extracted By:

Laboratory Test Date:

Laboratory Tested By:

Reviewed By:

116.1 pcf

15.1 %

2.421 inches Time Dial Reading

1 inches hours inches

0 (with seating pressure) 0.000

0 (with load applied) 0.000

30 seconds 0.004

101.5 grams 1 minute 0.008


13.0 % 4 minutes 0.016

8 minutes 0.020



196.3 grams 1 hour 0.021

2 hours

4 hours

124.6 pcf 8 hours

15 hours 0.022

24 hours 0.022

110.2 pcf

12/8/2016Dibble Engineering

Gene Hansen

Yutong Lu

12/21/2016

Karl Kalliokoski

Goodyear, AZ

Phoenix Goodyear Airport Drainage Improvements

1658 S. Litchfield Rd.

B-4, 10.0-15.0'

Client:

Project Name:

Project Address:

Project City:

Compaction of Sample 95%

Wet Density of Soil Sample = Weight of Soil+Water Volume of Ring Mold

Height of Ring (h)

Material Source:

ACS Services llc ENGINEERING DESIGN • MATERIAL TESTING • CONSTRUCTION INSPECTION

ACS Project No.:

16-3799-7

* One Dimensional Swell Test @ 100 psf

Lab No.:

1601739

Native

Diameter of Ring (D)

Weight of Soil+Water+Ring Mold

Standard Proctor Information

Optimum Moisture Content

Initial Moisture Content of Soil Sample

Weight of Wet Soil Sample

Maximum Dry Density

Dial Readings During TestRing Mold Information

Dry Density of Soil Sample = γ 1 + w

Dry Density of Soil Sample (γd)

Weight of Soil+Ring Mold

Moisture Content of Sample 13.1%

Moisture % of Soil Sample (w )

Weight of Ring Mold

Soil Sample's Remolded Density Information

2.20%

Wet Density of Soil Sample (γ)

Volume of Ring = (π)(r2)(h) = 3.142 (1.2165)2 (0.998)

Weight of Dry Soil Sample

Volume of Ring = 4.604 in3 = 0.002664 ft3

ACS Services LLC • 2235 West Broadway Road • Mesa, AZ 85202 • P: 480-968-0190 • F: 480-968-0156 • www.acsservicesllc.com

Swell =

PHOENIX GOODYEAR AIRPORT DRAINAGE IMPROVEMENTS 1658 S. LITCHFIELD ROAD

GOODYEAR, ARIZONA 85338 ACS PROJECT NO. 1601739

Corrosion Testing Results

Sample Location

Depth

Resistivity (ohms-cm)

pH

Sulfates

Chlorides

B-1 0.0-5.0 1117 8.7 211 ppm 103 ppm

B-1 10.0-15.0 1117 8.8 231 ppm 95 ppm

B-2 5.0-10.0 328 9.6 532 ppm 870 ppm

B-2 15.0-20.0 768 8.8 333 ppm 169 ppm

B-3 5.0-10.0 3699 9.1 50 ppm 13 ppm

B-3 15.0-20.0 2337 8.9 69 ppm 46 ppm

B-4 10.0-15.0 1536 8.7 95 ppm 85 ppm

B-4 15.0-20.0 1815 8.6 107 ppm 64 ppm

AAAACS CS SERVICES LLC - Phoenix, Arizona

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