B08_Att_5_Geotech_Report_Light_Rail_Maintenance_1999.pdf

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PRELIMINARY GEOTECHNICAL INVESTIGATION

LIGHT RAIL AND MAINTENANCE FACILITY

GRAND CANYON NATIONAL PARK, ARIZONA, CRCA-D596-06

INDEFINITE QUANTITY CONTRACT NO. 1443CX2000-95-004

TASK ORDER 16

Submitted To:

United States Department of the Interior National Park Service

Denver Service Center 12795 W. Alameda Parkway

P.O. Box 25287 Denver, Colorado 802250287

Submitted By:

AGRA Earth & Environmental, Inc.

8519 Jefferson, N.E.

Albuquerque, New Mexico 87113

22 October, 1999

AGRA Project No. 9-517-000117

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22 October, 1999 AGRA Project No. 9-517-000117

United States Department of the Interior National Park Service Denver Service Center 12795 W. Alameda Parkway P.O. Box 25287 Denver, Colorado 80225-0287

Attention: Mr. Mark Matheny

Ladies/Gentlemen:

RE: PRELIMINARY GEOTECHNICAL INVESTIGATION

LIGHT RAIL AND MAINTENANCE FACILITY

GRAND CANYON NATIONAL PARK, ARIZONA, GRCA-D596-06

INDEFINITE QUANTITY CONTRACT NO. 1443(3X2000-95-004, TASK ORDER 16

Our Preliminary Geotechnical Engineering Study Report on the referenced project is enclosed. The report includes the results of test drilling, laboratory analyses and preliminary criteria for foundation design, slab support, paving and related earthwork.

Should any questions arise concerning this report, we would be pleased to discuss them with you

Respectfully submitted, AGRA Earth & Environmental, Inc. Reviewed by:

-/alph E. Crockett: P.E:

Geotechnrcal Engmeenng Manager

REC:lh

Copies: Addressee (5) Wilson & Company (1)

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Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-D596-06 Indefinite Quality Contract No. 1443CXZOOO-95-004, Task Order If

TABLE OF CONTENTS

1.0 lNTRODUCTlON

2.0 PROPOSED CONSTRUCTION

3.0 lNVESTlGATlON :

3.1 Subsurface Exploration

3.2 Laboratory Analysis

4.0 SITE CONDITIONS & GEOTECHNICAL PROFILE

~, 4.1 Site Conditions

4.2 Geotechnical Profile

4.3 Soil Moisture & Groundwater Conditions

5.0 DISCUSSION & RECOMMENDATIONS

5.1 Analysis of Results

5.2 Foundations .

,, 5.2.1 Spread-Type Footings

5.3 Site Grading & Slab Support

5.4 Pavements

5.5 Site Drainage & Moisture Protection

5.6 Construction Considerations

APPENDIX A

Test Drilling Equipment & Procedures Unified Soil Classification ._.

Terminology Used to Describe the Relative Density, Consistency or Firmness of Soils

Vicinity Map Site Plan 1 Site Plan 2 Site Plan 3 .

Logs of Test Borings

..................... ..A- 1

....................... A-2

A-3 A-4 A-5 A-6 A-7 A-6

APPENDIX B

Laboratory Testing Procedures Classification Test Data

APPENDIX C

....................... B-l

....................... 0-2

Specifications for Earthwork . . . . . . . . . C-l

AGRA Project No. 9-517-000117 22 October, 1999

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Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-D596-06 Indefinite Quality Contract No. 1443CX2000-95-004, Task Order 16

AGRA Project No. 9-517-000117 22 October, 1999

1.0 INTRODUCTION

This report is submitted pursuant to a preliminary geotechnical engineering study made by this firm of the site of the proposed Light Rail and Maintenance Facility at the Grand Canyon National Park in Arizona. The object of this study was to evaluate the physical properties of the subsoils and rock underlying the site to provide general recommendations for foundation design, slab support, and paving.

2.0 PROPOSED CONSTRUCTION

We understand that the project will consist of a light rail system which will extend from Tusayan north to Maswik Station and Mather Point, near the south rim of the Grand Canyon. The system will include approximately 7.6 miles of railroad track.

A maintenance facility is also included in the project. This facility will consist of approximately 7 structures with pavement and parking areas on an approximate 2i acre site. The structures are assumed to be single story with possible high bay areas, and no basements, Structural loads from the buildings are expected to be relatively light to moderate.

A site for a transfer hub near Tusayan, at the south end of the proposed railroad will also be included in the project. However, a specific site has not yet been determined.

Should final design details vary significantly from those outlined above, this firm should be notified for review and possible modification of recommendations.

3.0 INVESTIGATION

3.1 SUBSURFACE EXPLORATION

Thirty-one (31) exploratory borings were drilled to depths ranging from 0.5 to 13 feet below existing grade utilizing a truck-mounted CME rotary drill rig equipped with 5-l/4 inch O.D. hollow stem auger, or hand auger equipment. Standard penetration testing was performed and open-end drive samples were obtained at selected intervals in the borings drilled with the drill rig. Auger cuttings were collected from select hand auger borings in areas inaccessible with the truck mounted drill rig. During the field study, the soils encountered were continuously examined,, visually classified, and logged. Results of the field study are presented in Appendix A, which includes a brief description of drilling and sampling equipment and procedures, site plans showing the boring loca-tions, and logs of the test borings.

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Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-D596-06 Indefinite Quality Contract No. 1443CX2000-95-004, Task Order 16

AGRA Project No. 9-517-000117 22 October, 1999

3.2 LABORATORY ANALYSIS

Moisture content determinations were made on all open-end drive samples recovered. Results of these tests are shown on the boring logs.

Grain-size analysis (Sieves) and Atterberg limits tests (P.l.‘s) were performed on selected samples to aid in soil classification. Test results are presented in Appendix 6.

4.0 SITE CONDITIONS 8, GEOTECHNICAL PROFILE

4.1 SITE CONDITIONS

At the time of the field study the alignment of the proposed light rail system occupied several portions of the park. The alignment started at the north end of the village of Tusayan, at the proposed Transfer Hub site and headed north, along the original entrance road to the park. The original entrance road is now used as a utility corridor. The alignment forked at the junction with Center Road. The maintenance facility site was located on the west side of the alignment where the proposed railroad forks. The alignment of the west leg followed a utility corridor to Maswik Station. The alignment of the east leg extended through undeveloped forest to Mather Point. The topography along the alignment varied from relatively flat to moderately sloping. Native forest vegetation occupied the entire length of the alignment as well as the Transfer Hub Site and the Maintenance Facility site.

4.2 GEOTECHNICAL PROFILE

As indicated by the exploratory borings, the geotechnical profile along the railroad alignment, as well as the Transfer Hub and Maintenance Facility sites, consists of silty sand, clayey sand and sandy clay overlying sandstone or limestone of the Kaibab Formation, The silty sand is generally flne to medium grained, nonplastic and moderately firm to very firm. The clayey sand is generally fine to medium grained, of low to medium plasticity and moderately firm to very firm. The sandy clay is of medium plasticity and soft to firm. The limestone was encountered in all of the borings north of Tusyann at depths ranging between 0.5 and 6 feet below existing grade. The limestone vanes from slightly to moderately weathered with some highly weathered zones, and is soft to hard.

Sandstone was encountered at between 1 and 4 feet below existing grade at the Transfer Hub site.

4.3 SOIL MOISTURE & GROUNDWATER CONDITIONS

No free groundwater was encountered in the borings. Soil moisture contents were generally low in the silty sands and medium in the sandy clays and clayey sands.

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Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-D596-06 Indefinite Quality Contract No. 1443CX2000-95-004, Task Order 16

AGRA Project No. 9-517-000117 22 October, 1999

5.0 DISCUSSION & RECOMMENDATIONS

5.1 ANALYSIS OF RESULTS

No geotechnical issues were found that would prevent construction of the railroad. No landfill sites were observed during our investigation. The railroad track can be constructed on the proposed alignment.

Some of the near surface native soils at the sites are soft or of relatively low density in their present condition and are, therefore, not considered suitable for the support of lightly loaded foundations, without the use of very low bearing pressures in design, due to the potential for significant foundation settlements. Additionally, some of the clays are of medium plasticity and could exert uplift pressures on foundations or floor slabs should they become wet.

Weathered limestone and sandstone bedrock was encountered within 6 feet of the surface in all of the exploratory borings. The bedrock was encountered within 2 feet of the surface in 25 of the 31 borings (80%). The limestone and sandstone are considered excellent foundation materials.

Therefore, with special site preparation, proposed structures can be safely supported on shallow spread-type footings bearing directly on structural fill extending to the limestone or sandstone bedrock or bearing directly on the competent bedrock. Site preparation would consist of excavating the native soils beneath proposed building foundations. These materials should be excavated to expose the bedrock. All foundations for each particular building should ,either extend to the bedrock or should be supported on structural fill’extending to the bedrock to minimize differential settlements, Recommendations concerning site preparation and foundation design are presented in the following sections of this report.

Lightly loaded floor slabs can be placed directly upon prepared native silty sand and clayey sand subgrade soils. However, if clay is present in the subgrade it should be removed due to the estimated moderate expansion potential.

5.2 FOUNDATIONS

5.2.1 Spread-Type Footings

Shallow spread-type footings bearing at uniform depths below finished grade, in conjunction with recommended site preparation and moisture protection provisions, are recommended for support of structures. A safe soil bearing pressure of 3,000 psf is recommended for the design of shallow spread-type footings bearing a on a minimum thickness of 6 inches of compacted structural fill.

A safe bearing pressure of 8,000 psf is recommended for the design of foundations bearing at least &inches into competent undisturbed limestone or sandstone bedrock. Minimum depths of footings should be 2.5 feet below the lowest adjacent finished grade for perimeter footings and 1.5 feet

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Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-D596-06 Indefinite Quality Contract No. 1443CX2000-95-004, Task Order 16

AGRA Project No. 9-517-000117 22 October, 1999 below finished floor slab elevation for interior footings. Two feet and 1.33 feet are the minimum recommended widths of square and continuous footings, respectively.

The bearing pressures recommended above apply to full dead plus realistic live loads and can be safely increased by one-third for total loads including wind or seismic forces.

Total vertical movements of footings designed as recommended above, are estimated not to exceed l/Z-inch for moisture contents of the native soils encountered during test drilling or compac-tion moisture contents introduced during placement of the structural fill. Vertical movements of foundations bearing on competent sandstone bedrock are estimated to be less than l/4-inch.

Differential movements are estimated to be 50% of maximum vertical movements. Significant~ moisture increases above these contents could create additional movements and could create excessive movement in some areas of the site. Accordingly, the site drainage, and moisture, protection provisions recommended in Section 5.6 are critical design considerations.

5.3 SITE GRADING &SLAB SUPPORT

Guide specifications relative to site grading for slab and footing support are presented in Appendix C. These specifications will result in a subgrade preparation which will provide adequate support for lightly loaded slab-on-grade floors. Thus, the use of granular base for structural support of lightly loaded slabs is not considered necessary. However, should it be desired as a working surface, a course of granular base can be placed beneath concrete floor slabs, Where granular base is used, it should meet the following gradation requirements as determined in accordance with ASTM D422.

Sieve Size (Sauare Ooeninas)~

~~ 1 inch .~ 314 inch

No. 4 No. 200

Percent Passing bv DN Weiaht

85-100 45-95 O-8

The granular base should have a plasticity index of no greater than 3 when tested in accordance with ASTM D4318. The coarse aggregate should have a percent of wear, when subjected to the Los Angeles abrasion test (ASTM C131), of no greater than 50. Granular base should be compacted to at ,least~95 percent of ASTM D1557 maximum dry density.

5.4 PAVEMENTS

The upper 12 inches of subgrade soils in areas for paved parking and driveways should be nonplastic or of low plasticity and should meet gradation specifications for structural fill presented In Appendix C. It appears that the silty sand and clayey sand will generally meet these requirements. ‘~‘However, some of the clays will not, due to their moderate plasticities.

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Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-D596-06 indefinite Quality Contract No. 1443CXZOOO-95-004, Task Order 16

AGRA Project No. 9-517-000117 22 October, 1999

On-site pavement for automobile and light truck traffic can consist of either a full-depth section of asphaltic concrete placed directly on the properly prepared subgrade, or a section consisting of an asphaltic concrete surface layer over an aggregate base course. The full depth asphalt section should have a minimum thickness of 4.5 inches in drive and parking areas, A section comprised of asphaltic concrete over aggregate base should have a minimum of 3.0 inches of asphaltic concrete over at least 6.0 inches of aggregate base course material. Areas subjected to a significant number of coverages of heavy truck traffic should have a full depth asphalt thickness of 7.0 inches or 5.0 inches of asphaltic concrete over 8.5 inches of aggregate base course. It is our opinion that the full depth asphalt sections should be used due to the greater moisture protection afforded the subgrade soils.

Asphaltic concrete materials quality and construction requirements should conform to current Section 406 of the Arizona Department of Transportation (ADOT) Specifications for Road and Bridge Construction or the Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, as applicable. A job mix formula should be established’using the Marshall method of mix design which has a stability of at least 1,800 pounds as determined in accordance with ASTM D1559. The bituminous material and aggregate proposed for use in con-struction by the contractor should be used~in the mix design.

Aggregate base course material should meet the following gradation requirements when tested in accordance with the ASTM Cl36 test method.

Sieve Size Percent Passing (Sauare Ooeninas) bv Weiaht

1 inch 100 314 inch 85-100 No. 4 40-70 No. ‘IO 30-55 No. 200 4-12

The base course material should have a plasticity index of no greater than 3 when tested in accordance with ASTM D4318. The aggregate should have a percent of wear of no greater than 50 when tested in accordance with the ASTM D131 test method. All base course material should be compacted to at least 95 percent of ASTM D1557 maximum dry density or at least 70 percent of ASTM D4253 maximum relative density, as applicable.

Where concrete pavements are planned, a minimum concrete pavement thickness of 6.0 inches is recommended for light traffic and automobile and 8.0 inches for areas subjected to heavy truck traffic.

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Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-D596-06 Indefinite Quality Contract No. 1443CX2000-95-004, Task Order 16

AGRA Project No. 9-517-000117 22 October, 1999

5.5 SITE DRAINAGE & MOISTURE PROTECTION

Substantial moisture increase in the subsoils could reduce their support value and increase foundation movements. Therefore, positive site drainage should be provided during construction and maintained thereafter. Where pavements or sidewalks do not immediately adjoin structures, the ground surface should be sloped away from the building perimeter in a manner to allow flow along the drainage lines at a minimum grade of 2 percent to points at least 15.0 feet away. A mini-mum grade of at least 1 percent should be provided from these points to streets or natural water courses. In no case should long-term ponding of water be allowed around the perimeters of structures.

Planting areas adjacent to or near the structures should be contained in watertight boxes with provisions for drainage of excess waters away from the structures.

5.6 CONSTRUCTION CONSIDERATIONS

The soils throughout the project area which will be encountered during earthwork operations are generally weakly cemented and can be excavated with normal earthmoving equipment. Generally, the upper 6 inches of the bedrock is soft and highly weathered and can be excavated with normal earth moving equipment. Deeper excavations into bedrock may require blasting or jack hammering equipment.

Based upon the field study, it appears that the silty sands and,,clayey ‘sa~nds will be suitable for reuse as structural fill. Some of the clays are considered moderately plastic and potentially expansive land therefore should not be reused as structural fill.

To maintain stability and minimize erosion, temporary relatively shallow cut slopes in soils should be designed and constructed at maximum l-1/2:1 (horizontal:vertical) side slopes. Permanent slopes in soils steeper than 3:l (horizontal/vertical) should be protected from erosion.

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APPENDIX A

Test Drilling Equipment & Procedures

Unified Soil Classification

Terminology Used to Describe the Relative Density, Consistency or Firmness of Soils

Vicinity Map

Site Plan 1

Site Plan 2

Site Plan 3

Logs of Test Borings

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TEST DRILLING EQUIPMENT & PROCEDURES

Driilinq Eauioment - Truck-mounted CME-55 and CME-75 drill rigs powered with 6-cylinder Ford industrial engines are used in advancing test borings. The B-cylinder engines are capable of delivering about 6,500 foot-pounds torque to the drill spindle. The spindle is advanced with twin hydraulic rams capable of exerting 12,000 pounds of downward force. Drilling through soil or softer rock is performed with 6-l/2-inch O.D., 3-l/4-inch I.D. hollow-stem auger or 4- 1 /2-inch continuous flight auger. Carbide insert teeth are normally used on the auger bits so they can often penetrate rock or very strongly cemented soils which require blasting or very heavy equipment for excavation. Where refusal is experienced in auger drilling, the holes are sometimes advanced with t&one gear bits and NX rods using water or air as a drilling fluid.

Sampling Procedures - Dynamically driven tube samples are usually obtained at selected inter-vals in the borings by the ASTM D1586 procedures. In most cases, 2-inch O.D., l-3/8-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 the number of blows of a 140-pound 30-inch free-fall drop hammer required to advance the samplers in 6-inch increments. 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 foot on the logs. “Undisturbed” sampling of softer soils is sometimes performed with thin-walled Shelby tubes (ASTM D15871. Where samples of rock are required, they are obtained by NX diamond core drilling (ASTM D21 13). Tube samples are labeled and placed in water-tight containers to maintain field moisture contents for testing. When necessary for testing, larger bulk samples are taken from auger cuttings.

Continuous Penetration Tests -Continuous penetration tests are performed by driving a 2-inch O.D. blunt nosed penetrometer adjacent to or in the bottom of borings. The penetrometer is attached to 1-5/8-inch O.D. drill rods to provide clearance to 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 30-inch free-fall drop hammer required to advance the penetrometer in one-foot increments or less.

Borinq 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.

A-l

4% AGRA

Earth & Environmental

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UNIFIED SOIL CLASSIFICATION SYSTEM

Soils are visually classified by the United Soil Classification system on the boring logs presented in this report. Grain-size analysis and Atterberg Limits Tests are often perfoned on selected samples to aid in classification. The classification system is briefly outlined on this chart. For a more detailed description of the system, see ‘The Unified Soil Classification System” Corp of Engineers. US Army Technical Memorandum No. 3-357 (Revised April 1960) or ASTM Designation: D2487-66T.

MAJOR DIVISIONS

CLEAN GRAVELS

TYPICAL NAMES

CLEAN SANDS

(Less than 5% passes No. 200 sieve) POORLY-mADED SANDS. @.A”

Note: Coarse grained soils with between 5% &,l2% passing the No. 200 sieve and fine grained soils with limits plotting in the hatched zone on the plastlclty chart to have double symbol.

PLASTICITY CHART DEFINITIONS OF SOIL FRACTIONS

/ SOIL COMPONENT PARTICLE SIZE RANG4

L5 9 40 3 in. to No. 4 sieve

3 in. to 314 in.

F 3 30 3/4 in. to No. 4 sieve

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

10 Below No. 200 sieve

& AGRA Earth & Environmental Wi,l,li~,Wi liU8~~itlili!~Oiii

A-2

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TERMINOLOGY USED TO DESCRIBE THE RELATIVE DENSITY,

CONSISTENCY OR FIRMNESS OF SOILS

The terminology used on the boring logs to describe the relative density, consistency or firmness of soils relative to the standard penetration resistance is presented below. The standard penetration resistance (N) in blows per foot is obtained by ASTM D1586 procedure using 2” O.D., l-3/8” I.D. samplers.

1. Relative Density Terms for description of relative density of cohensionless, uncemented sands and sand-gravel mixtures.

.A- Relative Densitv o-4 Very loose 5-I 0 Loose

II-30 Medium dense 31-50 Dense 50+ Very dense

2. Relative Consistency Terms for the description of clays which are saturated or near saturation.

A-o-2

Relative Consistency

Very Soft

Remarks

Easily penetrated several inches with fist

3-4 Soft Easily penetrated several inches with thumb

5-8 Medium stiff Can be penetrated several inches with thumb with moderate effort

9-l 5

16-30

30+

Stiff

Very stiff

Hard

Readily indented with thumb, but penetrated only with great effort

Readily indented with thumbnail

Indented only with difficulty by thumbnail

3. Relative Firmness Terms for the description of partially saturated and/or cemented soils which commonly occur in the Southwest including clays, cemented granular materials, silts and silty and clayey granular soils:

N Relative Density o-4 Very soft 5-8 Soft 9-I 5 Moderately firm

16-30 Firm 31-50 Very firm 50+ Hard

A-3

~BAGRA

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Vicinity Map

#lag 8.00

‘huOct21 IO:11 1999 Scale 1:2,000,000 (at oenteq

20 Miles

Pk

- Major Road

--- Major Highway

~‘~ ~. ~’ Fwry

~InterstatelLimited Access

~lnterstate/Unlimited Access

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End Tusayan StatIon To Center Raid JunCiiOn

AUgnmeti(Sta. 212+18.82)

AlbnNmt (St& lwoo.tm)

Tusayan Tram% Statbn

Sii Plan 1 South End

ENUNEERING GLOBAL SOUTIONS

PROJECT _ 3

G

JOB NO. 9-517

:ail & Maintenance Facility Canyon National Park, Arizona

DATE g/8/99 117

LOG OF TEST BORING NO. T-l

5 l/4” OD HSA

VISUAL CLASSIFICATION

SILTY SAND, fine, nonplastic. red brown SANDY CLAY, low to medium plasticity, red brown

SILTY SAND, fine, nonplastic. white tan with some red

Mostly red @ IO

Auger refusal @ 12.5

GROUNDWATER SAMPLE TYPE

A-Auger cuttings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

&“AGRA Earth & Environmental U-3” O.D. 2.42” I.D. tube sample.

T-3” O.D. thin-walled Shelby tube

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PROJECT

JOB NO.

Light Drril .% M~in+e.n~~~~ Facility . . . ..a . ,.,........,,” Grand Canyon Nationa 11 Park, Arizona

9-517-000117 DAT- E 918199 LOCATION

LOG OF TEST BORING NO. T-2

IO

,5..--.

20..--.

s 19 8 SC firm l/y

I

TER SAMPLE TYPE

A-Auger cuttings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

4 AGRA Earth & Environmental U-3” O.D. 2.42” I.D. tube sample.

T-3” O.D. thin-walled Shelby tube.

VISUAL CLASSIFICATION

CLAYEY SAND, fine, low plasticity. brown

SANDSTONE, highly weathered, red tan

Moderately weathered @ 5’ - 10

PROJECT Light Rail & Maintenance Fat...., Grand Canyon National Park, Arizona

JOB NO. 9-517-000117 DATE g/8/99

III I I ‘I

1 RIGTYPE _

PROJECT Light Rail & Maintenance Facilit Grand Canyon National Park, Arizona

JOB NO. 9-517-000117 DATE g/8/99

LOG OF TEST BORING NO. B-1

LOCATION

REMARKS

wy firm

VISUAL CLASSIFICATION

SILTY SAND, fine. nonplastic, brown

LIMESTONE, highly weathered, tine grained, SOI? to moderately hard, pink gray

Tan @ 5

Auger refusal @ 11’

UNDWATER SAMPLE TYPE

A-Auger cuttings: NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

& AGRA Earth & Environmedal U-3” OS. 2.42” I.D. tube sample.

T-3” O.D. thin-walled Shelby tube.

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PROJECT Light Rail & Maintenance Facility

Grand Canyon National Park, Arizona LOG OF TEST BORING NO. B-2 JOB NO. 9-517-000117 DATE g/8/99 LOCATION

RIG TYPE CME-55

BORING TYPE 5 l/4” OD HSA

FL EC

c - 0 SURFACE ELE”.

c .k E E&g .&j ‘g DATUM *a g 5 &Z 2 $g; .$$WS z “7 E E Zed,8 *@ .6ggp s-,x g gzz$Ya 0s: x”ao 3020 REMARKS “ISIJAL CLASSIFICATION

SILTY CLAYEY SAND, fine. nonplastiC, brown f moderately hard, tan Auger refusal @ 1.5

/ I/ I iROUNDWATER SAMPLE TYPE

A-Auger cuttings: NR-No Recovery s-2” 0.0. 1.38” I.D. tube sample.

u-5 0.D. 2.42” I.D. tube sample.

~-3” 0.0. thin-walled Shelby tube.

& AGRA Earth & Environmental ENGINEERING GLOBAL I’JWilONI

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IO

& Maintenance Facility Page 1 of 1 lnyon National Park, Arizona LOG OF TEST BORING NO. B-3 DATE g/8/99 LOCATION

RIG TYPE CME-55

BORING TYPE 5 114” OD HSA

SURFACE ELE”.

DATUM

REMARKS VISUAL CLASSIFICATION

s 50/2” ig------ SC very firm CLAYEY SAND, nonplastic to low plasticity, brown LIMESTONE, highly weathered, fine grained, soft to moderately hard, pink tan

I I

,5..---

GROUND’

Red brown color @ 5

Auger refusal @ 11’

WATER SAMPLE TYPE

A-Auger cuttings: NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

& AGRA Earth & Environmental

T-3” O.D. thin-walled Shelby tube.

PROJECT

JOB NO.

Light Rail & Maintenance Facility Grand Canyon National Park, Arizona

9-517-000117 DATE g/8/99

LOG OF TEST BORING NO. B-4

BORING TYPE 5 l/4” OD HSA

SURFACE SE”.

i

TER SAMPLE TYPE

A-Auger cuttings: NR-No Recovery S-2” O.D. 1.3&? I.D. tube sample.

& AGRA Earth & Environmental U-3”0.D. 2.42” I.D. tube sample.

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PROJECT

JOB NO.

Light Rail & Maintenance Facility Grand Canyon National Park, Arizona

9-517-000117 DATE 918199

Page 1 Of

LOG OF TEST BORING NO.

L LOCATION

CME-55

BORING TYPE 5 114” OD HSA

SURFACE ELEV.

rz I I I I I

I

B-5

VISUAL CLASSIFICATION

SANDY CLAY, low plasticity, brown

LIMESTONE, highly weathered, fine grained, son. tan

Woderately hard @ 10

.TER SAMPLE TYPE

A-Auger cuttings: NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

& AGRA Earth & Environmental

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PROJECT L&ht Rail & Maintenarue racwy Grand Canyon National Park, Arizona

JOB NO. 9-517-000117 DATE 918199

/ R’GTYPE -

__-. --~.,.L. Page 1 of 1

LOG OF TEST BORING NO. B-6

- LOCATION

CME-55

BORING TYPE 5 l/4” OD HSA

SURFACE ELE”.

5 DATUM

vzp> E-2 zszg ;T5g REMARKS “lSUAL CLASSIFICATION

SILTY SAND, fine, nonplastic, brown weathered, fine grained. moderately hard, tan Auger reiusal @ 1.2’

SAMPLE TYPE

A-Auger cuttings: NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

U-3” O.D. 2.42” I.D. tube sample.

& AGRA Earth & Environmental

I I I I I I I I I I I I I I I I I I

P,=j

I(

2C

5!

I

G

IEPTF

PROJECT Light F Grand

JOB NO. 9-517-000’

TER SAMPLE TYPE

DATE

A-Auger cuttings: NR-No Recovery S-2” 0.0. 1.38” I.D. tube sample.

9 AGRA Earth & Environmental U-3” CD. 2.42” I.!,. tube sample.

T-3” O.D. thin-walled Shelby tube.

VISUAL CLASSIFICATION

CLAYEY SILT, nonplastic to low plasticity, brown

LIMESTONE, highly weathered, fine grained, moderately hard, tan Auger refusal @ 5.5

& Maintenance Facility Page 1 of 1 myon National Park, Arizona : DATE g/8/99

LOG OF TEST BORING NO. B-7

LOCATION

BORING TYPE 5 114” OD HSA

SURFACE ELE”.

I I I.

I I I I I I I I I I I I I I

PROJECT

JOB NO.

R Light Grands ail & Maintenance Facility Canyon National Park, Arizona ~-- _.^.^^

“,SUAL CLASSIFICATION

SANDY CLAY, low to medium plasticity, brown

LIMESTONE, slightly to moderately eathered, fine grained, moderately hard to hard, tan Auger refusal @ 2.5

IC

TER SAMPLE TYPE

DATE

=:II

A-Auger cuttings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

& AGRA Earth & Environmental U-3” O.D. 2.42” I.D. tube sample.

ENGlNLERlNG 61cmL IOL”ilONI

I I I I I I I I I I I I I I I I I

PROJECT Light Rail 8 Mainten:

Grand Canyon Natio

JOB NO. 9-517-000117 DA

iL

IO

t----awe Facility nal Park, Arizona TE g/8/99

LOG OF TEST BORING NO. B-9

LOCATION

RIGTYPE _ CME-55

BORING TYPE 5 I/4” OD HSA

VISUAL CLASSIFICATION

SILTY CLAYEY SAND, fine, nOnplaStiC t0 IOW c Auger refusal @ 3.5

I , SAMPLE TYPE

A-Auger cuttings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

U-3” O.D. 2.42” I.D. tube sample.

T-3” 0.0. thin-walled Shelby tube.

I I I I I I I I I I I I I I I I I I

PROJECT

JOB NO.

Pine 1 of 1 _=_ _

B-10 LOG OF TEST BORING NO.

LOCATlON

RIG TYPE CME-55

BORING TYPE 5 l/4” OD HSA

Light Rail & Maintenance Facility Grand Canyon National Park, Arizona

9-517-000117 DATE 9/E/99

VISUAL CLASSIFICATION

s 23 11 SC firm CLAYEY SAND, low to medium plaStiCity.

brown

LIMESTONE, slightly to moderately NESTONE, slightly to moderately weathered, fine grained. moderately hard, tan -*hap-A fin? grained. moderately hard, tan Auger refusal @ 3

I _ @3

SAMPLE TYPE

A-Auger cuttings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

“-3” O.D. 2.42” I.D. tube sample.

I I I I I I I I I I I I I I I I I

PROJECT _

JOBNO. g r

ROUNDWATER

i&t Rail R Qht Rail & Maintenance Facility Page 1 Of 1 irar irand Canyon National Park, Arizona

5J011 I ‘-000117 0 DATE 9/S/99

LOG OF TEST BORING NO. B-l 1

I II

LOCATION

I I I I RIGTYPE RIG TYPE CME-55

BORING TYPE 5 I/4” OD HSA

al -

* : Es 6 SVRFACE ELEV.

~ ; ,‘W-E eLg gz& DATUM E” !$ gs-T;_ - .*g gg:;

BE 5

._ ,zg$3 E-2 m mnq%e fd$ OOarF? ’75s 01 mm-en OP” I”cLO 3v)o

REMARKS VISUAL CLASSIFICATION

SAMPLE TYPE

A-Auger cuttings: NR-No Recovery S-2”0.D. 1.38” I.D. tubesample.

U-3” O.D. 2.42” I.D. tube sample.

T-3” O.D. thin-walled Shelby tube.

SILTY CLAYEY SAND, fine, nonplastic to low plasticity, brown

LIMESTONE slightly to moderately weathered, fine grained, moderately hard, tan Auger refusal @ 2

& AGRA Earth & Environmental LNGlNrrRlNG 6LOBAi iOL”i,ONI

I I I I I I I, I

I I I I I I I I

PROJECT Light Rail & I .._...._...

Grand Canyon Natio

JOB NO. 9-517-000117 DA1 !z WW/YY maintenance Facility nal Park, Arizona _- ^.^I^^

20.----

LOG OF TEST BORING NO. B-12

LOCATION ~

RIG TYPE CME-55

BORING TYPE 5 T/4” OD HSA

VISUAL CLASSIFICATION

CLAYEY SAND, low plasticity, brown

LIMESTONE, slightly to moderately weathered, hard to very hard, tan Auger refusal @ 4

-??-&“NDWw A-Auger cuttings; NR-NO Recovery S-2” O.D. 1.38” I.D. tube sample.

& AGRA Earth & Environmental u-3” O.D. 2.42” I.D. tube sample.

T-3” O.D. thin-walled Shelby lube.

I I I I I I I I I I I I I I I I I

LOG OF TEST BORING NO. B-1 3

CME-55

5 114” OD HSA

+il & Maintenance Facility anyon National Park, Arizona 7 DATE g/9/99

PROJECT Light Grand

JOB NO. Q-517-000 LOCATION _

RIGTYPE _

BORING TYPE

SURFACE ELEV:

DATUM

REMARKS VISUAL CLASSIFICATION

lode&sly firm SANDY CLAY, low to medium plasticity, brown with tan

LIMESTONE, highly weathered, moderately .J hard, tan

Auger refusal @ 5

-A-i L L

RO

UNDWATER SAMPLE TYPE

A-Auger cutlings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

4 AGRA Earth & Environmental U-3” 0.0. 2.42” I.D. tube sample.

I I I .I I I I I I I I I I I I I I j- 5 > .s d -

I

PROJECT Light Rail & Maintenance FacilitV Grand Canyon National Park, Arizona

JOB NO. 9-517-000117 DATE g/9/99

LOG OF TEST BORING NO. B-14

LOCATION

RIOTYPE _ CME-55

SORlNO TYPE 5 l/4” OD HSA

SURFACE ELEV.

DATUM

REMARKS

moderately firm

VISUAL CLASSIFICATION

SILTY CLAYEY SAND, fine, nonplastic to low plasticity, brown

LIMESTONE, highly weathered, soft to moderately hard, tan

Auger refusal @ 9 i

SAMPLE TYPE

A-Auger cuttings: NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

& AGRA Earth & Environmental

F ~1 I I I I I I I I I I I I I I I I I I

JOB I

j-

S-

Light Rail & Mainter.-..,, Grand Canyon National Park Ad

9-517-000117 DA L

mnr.3 Facility zona LOG OF TEST BORING NO. B-1 5

>TE 919199 LOCATION

RIG TYPE CME-55

BORING TYPE 5 l/4” 00 HSA i? Ez. b-.$E:_g -

6 SURFACE ELE”.

65 ‘$ DATUM

g gp~ gg8;

FEE.5

gsg3 z;;

3 8 @Jg $j$ qJg$ ;gs REMARKS VISUAL CLASSIFICATION

3 ~...-~------~----~---- /s 9 21 CL moderately firm CLAY, low to medium plasticity, red brown

GROUNDWATER

~-Auger~~~~~~~~ecovery S-T O.D. 1.38” lb. tube sample.

& AGRA Earth & Environmental

I I I I I I I I I I I I I I I I I

PROJECT _

;RC

& Maintenance Facility Page 1 of 1 nyon National Park, Arizona LOG OF TEST BORING NO. B-16

- DATE g/9/99 LOCATION

RIGTYPE CME-55

BORING TYPE 5 l/4” OD HSA

$ b EB, s SURFACE ELEV.

0-S ‘E DATUM

g& s2 s4gz $ E$nZ;p g!$ $333 B .5, 1 2 szs* $22 g&g gg REMARKS VISUAL CLASSlFlCATlON

S--c3------------ CL moderatelyfirm SANDY CLAY, low plasticity to medium plasticity, red brown

LIMESTONE, highly weathered, moderately soft to moderately hard, tan

= s 50/T

Moderately hard to hard

Auger refusal @ 11’

I I / I I /

.TER SAMPLE TYPE

A-Auger cuttings; NR-No Recovery S-2” 0.0 1.38” I.D. tube sample.

& AGRA Earth & ~Environmentai u-5’0.D. 2.42” I.D. tube sample.

I I I I I I I I I I I I I I I I I

PROJECT _

JOBNO. @

z e O-

3-j-

.t‘ ight Rail & Maintenance r=+ilihr irand Canyon National Pal ‘-000117 DATE s/y, U”,...

rk, Arizona

- ‘99 LOCATION

LOG OF TEST BORING NO. B-17

BORING TYPE

SURFACE ELEV.

L

SAMPLE TYPE

A-Auger cuttings; NR-NO Recovery S-2” O.D. 1.38” I.D. tube sample.

U-3” O.D. 2.42” I.D. tube sample.

@ AGRA Earth & Environmental

I I I I I I I I I I I I I I I I I

PROJECT Light Rail Grand Cal

JOB NO. 9-517-000117

& Maintenance Facility ?yon National Park, Arizona ~ DATE g/9/99

LOG OF TEST BORING NO. B-1 8

LOCATION

RIG TYPE CME-55

BORING TYPE 5 114” OD HSA

SURFACE ELE”.

DATUM

REMARKS VISUAL CLASSIFICATION

s 50/2” SM very firm SILTY SAND, fine, nonplastic, brown . .._---i LIMESTONE, slightly t0 moderately weathered, fine grained. moderately hard to hard, tan ~~._... Auger retusal @ 1.5

IWATER SAMPLE TYPE

A-Auger cuttings: NR-No Recovery S-2”0.C. 1.38”I.C. tubesample.

e AGRA Earth & Environmental U-Y O.D. 2.42” I.D. tube sample;

I .I I I I I I I I I I I I I I I I

GROUND

I_--~~~~~~~~~ & Environmental S-2” 0.0. 1.38” lb. tube sample.

U-3” O.D. 2.42 I.D. tube sample.

T-3” O.D. thin-walled Shelby tube.

u nJaintenance Facility ayon National Park, Arizona

- DATE g/9/99

LOG OF TEST BORING NO. P-l

LOCATION

RIG TYPE Hand Auger/Dig Bar/Post Hole

BORING TYPE

REMARKS VtSUAL CLASSIFICATION

11 CL trace gravel and SANDY CLAY, low plasticity, brown cobbles @ surface

LIMESTONE, hard, tan Auger refusal @ 1.5

I I I I I I I 1~ I.

I I I I ~1 I I

?.,I

II

I!

2(

2e

PROJECT

JOBNO. 9-z iail & Maintenance Facility Canyon National Park, Arizona

117 DATE g/9/99

LOG OF TEST BORING NO. P-2

LOCATION

RIG TYPE Hand Auger/Dig Bar/Post Hole

BORING TYPE

SURFACE ELE”.

DATUM

VISUAL CLASSIFICATION

r

CL

I E SANDY CLAY, low plasticity, brown LIMESTONE, slightly weathered, tan Auger refusal @ 1’

UNDWAl ‘ER

L A-Auger cuttings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sam,~le.

& AGRA Earth & Environmental

I I I I I I I I I I I I I 1~ I I I

PROJECT Light F Grand

JOB NO. 9-517-000’

OG OF TEST BORING NO. P-3

lail & Mainte lail & Maintenance Facility Page 1 Of 1 Canyon Nabona Canyon National Park, Arizona LOG OF TEST BORING NO. P-3 lli 117 DATE g/9/99 - LOCATlON I II I I I ( RIGTYPE ~~ RIG TYPE Hand&ger/Dig Bar/Post Hole Hand Auger/Dig Bar/Post Hole

BORING TYPE

g E,* 6 SURFACE ELE”.

I-” .$ E YI s .&$? ‘5 DATUM g $%,jZ2 ig;o ~$!z8s z-5 g $ =-gs gg.2 gsgg ggj E E go”&8 REMARKS VISUAL CLASSlFlCAT!ON

SANDY CLAY, low plasticity, brown

LIMESTONE, slightly weathered, tan Auger refusal @ 1.5

A-Auger cuttings: NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

U-3” 0.0 2.42” I.D. tube sample.

& AGRA Eat-t-l & Environmental

I I I

,I I I I I I I I I I I I I I

PROJECT Light Rail Grand Ca

JOB NO. 9-517-000117

& Maintenance Facility nyon National Park, Arizona

DATE g/9/99

LOG OF TEST BORING NO. P-4

LOCATION

RIO TYPE Hand Auger/Dig Bar/Post Hole

BONN0 TYPE

SURFACE ELEV.

DATUM

REMARKS VISUAL CLASSIFICATION

SANDY CLAY, low plasticity, brown

LIMESTONE, slightly weathered, tan Auger refusal @ 2

GROUNDWATER SAMPLE TYPE

A-Auger cuttings; NR-No Recovery S-T’0.D. 1.38” I.D. tube sample.

@ AGRA Earth & Environmental

I I I I I I I I I I I I I I I I I

PROJECT L&ht Rail & Maintenance Facility Grand Canyon National Park, Arizona

DATE g/9/99 JOB NO. 9-517-000117 LOCATION

LOG OF TEST BORING NO. P-5

; i a.5:

I(

It

2(

G RO

IEPTt

NA

R

/I I I I 1 RIG TYPE Hand Auger/Dig Bar/Post Hole SORlNG TYPE

SURFACE ELEV.

DATUM

I

/ I I , I

TER SAMPLE TYPE

A-Auger cuttings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

u-3” 0.0.2.42” I.D. tube sample.

T-3” O.D. thin-walled Shelby tube.

i

I I I I I I I I I I I I I I I I I

PROJECT _

JOBNO. g -

P.s: -

I(

I!

2( n x

T-

RO

& Maintenance Facility myon National Park, Arizona I DATE g/9/99

LOG OF TEST BORING NO. P-6

LOCATION

RIG TYPE Hand Auger/Dig Bar/Post Hole

BORING TYPE

VISUAL CLASSIFICATION

SM some gravel and SILTY SAND, fine. nonplastic, brown cobbles

TER

I

SAMPLE TYPE

A-Auger cuttings; NR-No Recovery S-2’0.D. 1.38” I.D. tube sample.

& AGRA Earth & Environmental

#I I I I I I I I I I I I I I I I I

PROJECT

JOBNO. @

I-

II

I!

2(

2!

- ,RC

& Maintenance Facility inyon National Park, Arizona

DATE 919199 LOCATION

RIG TYPE

BORING TYPE

LOG OF TEST BORING NO. P-7

Hand Auger/Dig Bar/Post Hole

VISUAL CLASSIFICATION

SM SILTY SAND, fine, nonplastic, brown I I I I I

LIMESTONE, slightly weathered, tan

C----l Auger refusal @ 1.5

SAMPLt m=t A-Auger cuttings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

U-3” O.D. 2.42” I.D. tube sample.

I I I I I I I I I I I I ~1 I I I I

PROJECT Light Rail & Maintenance racwy Grand Canyon National Park, Arizona

JOB NO. 9-517-000117 DATE g/9/99

- Page 1 of 1

LOG OF TEST BORING NO. P-8

- LciCATlON

RIG TYPE Hand Auger/Dig Bar/Post Hole

BORING TYPE

+% 6 EC - 2 SURFACE ELEV.

.” E @ ii *g$ 3 DATUM

:~:f&~T ;E zs3z z-5 E go&g

1 :zzge 62: IOLO 3(Du s .agbe %.a; REMARKS VISUAL CLASSIFICATION

SILTY SAND, fine, nonplastic. brown t

TER SAMPLE TYPE

A-Auger cuttings; NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

@ AGRA Earth & Environmental u-3” D.D. 2.42” I.D. tube sample.

PROJECT -

JOBNO. -

tail & Maintenance Facility Canyon National Park, Arizona I17 DATE g/9/99

LOG OF TEST BORING NO. P-9

LOCATlDN

Hand Auger/Dig Bar/Post Hole

BORING TYPE

SURFACE E‘S”.

I I I I I I I I I I I I I I I I

PROJECT _ 4

cr

JOBNO. 9-517-

LOG OF TEST BORING NO. p-10

- LOCATION

RIG TYPE Hand Auger/Dig Bar/Post Hole

BORING TYPE

c SURFACE ELE”.

DATUM

REMARKS VISUAL CLASSIFICATION

SILTY SAND, fine, nonplastic, brown LIMESTONE, slightly to moderately weathered, tan Auger ratusal @ 1’

A-Auger cuttings: NR-No Recovery S-2” O.D. 1.38” I.D. tube sample.

U-3” O.D. 2.42” I.D. tube sample.

T-3” O.D. thin-walled Shelby tube.

I I I I I I I I I I I I I I I I

PROJECT _

;RC

ght Rail & Maintenance Facility rand Canyon National Park, Arizona .000117 DATE g/g/%

LOG OF TEST BORING NO. P-l 1

LOCATION .~

Hand Auger/Dig Bar/Post Hole

USUAL CLASSIFICATION

SILTY SAND, fine, nonplastic, brown

LIMESTONE, slightly to moderately weathered, tan Auger refusal @ 1.5

WATER SAMPLE TYPE

A-Auger cuttings; NR-No Recovery s-2” O.D. 1.38” I.D. tube sample.

& AGRA Earth & Environmental U-3”0.D. 2.42” I.D. tube sample.

T-3” 0.13. thin-walled Shelby tube.

I I I .I I I .I I I I I ‘I I I I I I

APPENDIX B

Laboratory Testing Procedures

Classification Test Data

!I ~1 I I

‘I I I’ I I I I I I I I I I

LABORATORY TESTING PROCEDURES

Consolidation Tests Soiltest or Clockhouse apparatus oftha "floating-ring" type are employed for the one-dimensional consolidation tests. They are designed to receive one inch high, 2.5 inch O.D. brass liner rings with soil specimens as secured in the field. Procedures forthe tests generally are those outlined in ASTM D2435. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each increment. For soils which are essentially saturated, each increment of load is maintained until the deformation versus log of time curve indicates completion of primary consolidation. For partially saturated soils, each increment of load is maintained until the rate of deformation is equal or less than l/l 0,000 inch per hour. Applied loads are such that each new increment is equal to the total previously applied loading. Porous stones are placed in contact with the top and bottom of the specimens to permit free addition or expulsion of water. For partially saturated soils, the tests are normairy performed at in situ moisture conditions until consolidation is complete under stresses approximately equal to those which will be imposed by the combined overburden and foundation loads. The samples are then submerged to show the effect of moisture increase and the tests continued under higher loadings. Generally, the tests are continued to about twice the anticipated curve due to overburden and structural loads, with a rebound curve then being established by releasing loads.

Expansion Tests The same type of consolidometer apparatus described above is used in expansion testing. Undisturbed samples contained in brass liner rings are placed in the consolidomerers, subjected to appropriate surcharge loads and submerged. The loads are maintained until the expansion versus log of time curve indicates the completion of “primary swell”.

B-l

4% AGRA

I~~mmmmmmmmImm-mmmm

TABULATION OF TEST RESULTS

Job No. 9-517-000117

Liqht Rail and Maintenance Facilitv Grand Canvon National Park, Arizona

I I I I I I I I I I I I I I I I I

APPENDIX C

Specifications for Earthwork

,I

I I I I

‘I I I I I I I I I I I I I

Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-D596-06 Indefinite Quality Contract No. 1443CX2000-95-004, Task Order 16

AGRA Project No. 9-517-000117 22 October, 1999

Page C-l

SPECIFICATIONS FOR EARTHWORK

1.0 SCOPE

Includes all clearing and grubbing, removal of obstructions, general excavating, grading and filling, and any related items necessary to complete the grading for the entire project in accordance with these specifications.

2.0 SUBSURFACE SOIL DATA

Subsurface soil investigations have been made, and the results are available for examination by the contractor. The contractor is expected to examine the site and determine for himself the character of materials to be encountered.

No additional allowance will be made for rock removal, site clearing and grading, filling, compaction, disposal, or removal of any unclassified materials.

3.0 CLEARING 8, GRUBBING

A. General: Clearing and grubbing will be required for all areas shown on the plans to be excavated or on which fill is to be constructed.

B. Clearing: Clearing shall consist of removal and disposal of trees and other vegetation as well as down timber, snags, brush, existing foundations, slabs, and rubbish within the areas to be cleared.

C. Grubbing: Stumps, matted roots, and roots larger than 2 inches in diameter shall be removed from within 6 inches of the surface of areas on which fills are to be constructed except in roadways. Materials as described above within 18 inches of finished subgrade of roadways in either cut or fill sections shall be removed. Areas disturbed by grubbing will be filled as specified herein for EMBANKMENT.

D. Grass &Topsoil: Grass, grass roots, and incidental topsoil shall not be left beneath a fill area, nor shall this material be used as fill material. Grass, grass roots, and topsoil may be stockpiled and later used in the top 6 inches of fills outside roadways and building pads.

4.0 EARTH EXCAVATION

A. Earth excavation shall consist of the excavation and removal of suitable soils for use as embankment, as well as the satisfactorydisposal of all vegetation, existing man-made fill, debris, and deleterious materials encountered within the area to be graded and/or in a borrow area.

I .I I I I I I I I I I I I I I I I

Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-0596-06 Indefinite Quality Contract No. 1443CX2000-95004, Task Order 16

AGRA Project No. 9-517-000117 22 October, 1999

Page C-2

B. Excavated areas shall be continuously maintained such that the surface shall be smooth and have sufficient slope to allow water to drain from the surface.

5.0 EMBANKMENT

A. General: Embankments shall consist of a structural fill constructed in areas indicated on the grading plans.

B. Materials:

(1) Phvsical Characteristics: Structural fill material shall consist of soils that conform to the following physical characteristics:

Sieve Size (Sauare Ooeninas)

3 inch No. 4 No. 200

Percent Passing bv Weiaht

50-I 00 1 O-60

The plasticity index of the material, as determined in accordance with ASTM D4318, shall not exceed 12. Results of our investigation indicate that some of the on-site soils (clayey sand and silty sand) will meet these requirements, however, some blending and imported fill may be required.

The fill materials shall be free from roots, grass, other vegetable matter, clay lumps, rocks larger than 6 inches, or other deleterious materials.

(2) m: When the quantity of suitable material required for embankments is not available within the limits of the jobsite, the contractor shall provide sufficient materials to construct the embankments to the lines, elevations, and cross sections shown on the drawings from borrow areas. The contractor shall obtain from owners of said borrow areas the right to excavate material, shall pay all royalties and other charges involved, and shall pay all expenses in developing the source, including the cost of right-of-way required for hauling the material.

C. Construction:

(1) Building Area Treatment: Building areas shall be overexcavated to such an extent as to provide for a minimum of 8 inches of structural fill beneath all foundations or to such an extent as to place foundations directly on competent bedrock. The building areas should also be overexcavated so as to remove ali clays from beneath concrete slabs.

Paved areas shall be overexcavated to such an extent so as to provide a minimum of 1 foot of structural fill beneath all pavements; however, provided that the existing subgrade soils meet the physical characteristics for structural fill, only scarification and compaction to the requirements of Section 5.C.2 will be necessary.

&AGRA ININTmNG BLoB*L 5oi”noNI

I I I I I I I I I I I I I I I I I, Preliminary Geotechnical Investigation Light Rail and Maintenance Facility Grand Canyon National Park, Arizona, GRCA-D596-06 Indefinite Quality Contract No. 14436X2000-95-004, Task Order 16

AGRA Project No. 9-517-000117 22 October, 1999

Page C-3

Prior to placement of fill, the building and paved areas shall be inspected and approved by a representative of the geotechnical engineer to insure satisfactory removal of native soils and the removal of any existing man-made fill.

Exposed cut surfaces in soil, as well as soil subgrades below floor slabs, shall be scarified to a minimum depth of 8 inches and watered as necessary to bring the upper 12 inches as close as practicable to optimum moisture content or above. The upper 8 inches of the native soils shall then be compacted to a minimum of 95 percent of maximum dry density as determined in accordance with ASTM D1557.

Where vibratory compaction equipment is used, it shall be the contractor’s responsibility to insure that the vibrations do not damage nearby buildings or other adjacent property.

(2) ComDaction: Fill shall be spread in layers not exceeding 8 inches, watered as necessary, and compacted. Moisture content at the time of compaction shall be 2 percent below optimum moisture or higher, A density of not less than 95 percent of maximum dry density within the building pad and paved areas shall be obtained for the structural fill. Structural fill, as well as the native soils, outside the building pad and paved areas shall be compacted to 90 percent of maximum dry density.

Optimum moisture content and maximum dry density for each soil type used shall be determined in accordance with ASTM D1557.

(3) Weather Limitations: Controlled fill shall not be constructed when the atmospheric temperature is below 35 degrees F. When the temperature falls below 35 degrees, it shall be the responsibility of the contractor to protect all areas of completed work against any detrimental effects of ground freezing by methods approved by the geotechnical engineer.