2016_VTANG_Geotech_(Report_-_Appendix_A-F).pdf

51 Knight Lane l Williston, VT 05495 l Tel: 802-879-6343 l Fax: 802-879-6376 l kcevt.com

REPORT OF GEOTECHNICAL INVESTIGATION

FOR

VTANG APRON and TAXIWAYS DELTA & FOXTROT REPAIRS

IN

BURLINGTON, VERMONT

FOR

POND & COMPANY

NORCROSS, GA

Prepared by:

Knight Consulting Engineers, Inc.

51 Knight Lane

Williston, VT 05495

Report Issued: April 18, 2016

51 Knight Lane l Williston, VT 05495 l Tel: 802-879-6343 l Fax: 802-879-6376 l kcevt.com

April 18, 2016

Pond & Company Attn: Tim Fredlund, P.E.

3500 Parkway Lane, Suite 600 Norcross, GA 30092

Re: Geotechnical Investigation - VTANG Apron and Taxiways Foxtrot & Delta Repairs.

Dear Mr. Fredlund:

This is to report our interpretation of the subsurface conditions at the site of the proposed VTANG Apron and Taxiways Foxtrot & Delta Repairs. Our soil findings are based upon a total of 21 soil borings staked by the Project Surveyor and performed by Mike’s Boring & Coring (MB&C) from East Barre, Vermont. A private utility locator was hired by others to locate utilities near the proposed borings. DIG-SAFE was called to locate the fiber-optic communication line at the south end of Taxiway Delta. Site features are represented on the site plans provided by your office.

No attempt was made by Knight Consulting Engineers to investigate for the presence, extent or nature of hazardous or toxic substances.

We appreciate the opportunity to conduct this geotechnical investigation, and stand ready to assist in future phases of this project.

Sincerely, Eric Goddard, P.E.

Senior Vice President 2016 VTANG Geotech Report.doc

TABLE OF CONTENTS

PAGE

DESCRIPTION OF EXPLORATION PROGRAM 1

SITE OVERVIEW 2

SUBSURFACE CONDITIONS 4

FINDINGS 6

APPENDIX A - MAPS

1987 U.S.G.S. Topographic Map (Burlington, VT) 1989 USDA - SCS Soil Survey Map (Chittenden County)

APPENDIX B – PLANS

Boring Location Plan (Foxtrot)

Boring Location Plan (Apron) Boring Location Plan (Delta)

APPENDIX C – BORING LOGS

Appendix C.1 – Pavement Borings (“C”-series) Appendix C.2 – Turf Borings (“B”-series) Appendix C.3 – Infiltration Borings (“IB”-series)

APPENDIX D - PHYSICAL SOIL TESTS (SIEVES & MOISTURES)

Appendix D.1 – Pavement Borings (“C”-series) Appendix D.2 – Turf Borings (“B”-series) Appendix D.3 – Infiltration Borings (“IB”-series)

APPENDIX E - PHYSICAL SOIL TESTS (LABORATORY CBR’s)

APPENDIX F – FIELD INFILTRATION TESTS

APPENDIX G – 2010/2011 REPORT & ADDENDUM

-1-

DESCRIPTION OF EXPLORATION PROGRAM

The soil investigation was comprised of 21 soil borings: 8 pavement borings (C-1 thru B- 8), 5 turf borings (B-1 thru B-5), and 8 infiltration borings (IB-1 thru IB-8). The soil borings were generally located along the VTANG Apron and Taxiways “Foxtrot” and “Delta” at the Burlington International Airport in Burlington, Vermont. The boring depths were typically 10 to 11 feet deep for the “C”-series, 12 feet deep for the “B”-series soil borings, and typically 14 feet deep for the “IB”-series soil borings. The borings were performed using Standard Penetration Test (SPT) split-spoon sampling procedures.

Typically, continuous (2-foot) sampling was performed throughout. The boring locations are indicated on the Boring Location Plans in Appendix B.

In the sampling procedure, the sampling starts at the ground surface. A standard 2” OD split spoon sampler is attached to the end of the drill rod and driven 24” into the soil.

The SPT value (units are blows per foot) is recorded as the sum of the number of blows of a 140 pound hammer, free falling 30 inches, required to drive the sampler over the second and third of four 6 inch increments. Once the SPT value is recorded and a disturbed sample obtained, the split spoon sampler is lowered to the next sampling depth (24” deeper) and the process is repeated. This process can extend as long as the hole does not cave-in (typically not below the ground water elevation). It should be noted that the information reported on the boring logs is a field interpretation by the boring contractor, and does not always match the engineer’s interpretation, which is based on inspection and/or laboratory analysis of the submitted samples.

-2-

SITE OVERVIEW

The site is generally located along VTANG Taxiway “Foxtrot”, the VTANG Apron, and VTANG Taxiway “Delta” at the Burlington International Airport in Burlington, Vermont.

The site is bounded by Runway 15-33 to the west, the intersection of Taxiway “Foxtrot” & Runway 15-33 to the north, the intersection of Taxiway “Delta” & Runway 15-33 to the south, and the buildings and fence line to the east. Elevations range from 274’ (northern low point along Foxtrot) to 326’ along much of the Apron and Taxiway Delta.

The southern half of the Taxiway “Foxtrot” is relatively flat but dips approximately 40 feet in the middle of the northern half. Based upon a CH2MHill map generated in May, 2008, the groundwater flows generally in an easterly direction for most of the site but transitions to a northerly direction for the northern half of Taxiway “Foxtrot”.

The native soils at this site are indicated (generally) as pebbly marine sands according to the 1970 Surficial Geologic Map of Vermont. The 1989 USDA-SCS Soil Survey of Chittenden County, Vermont lists the surficial soils in this area as Adams and Windsor loamy sands with 0% to 5% slopes (See Appendix A).

The underlying glacial till and hardpan materials were formed by compression of the older soils beneath advancing glacial ice. The last glacier started forming approximately 60,000 years ago and reached its maximum advance approximately 18,000 years ago with an estimated ice thickness of 3000 to 4000 feet over this region. The surficial soils in this area consist of post-glacial lacustrine deposits of silts and clays overlying glacial till. The natural topography of this area is due to erosional cutting of these deposits.

As the glacier was retreating from the Champlain Valley about 14,000 to 15,000 years ago, a series of fresh-water lakes, collectively known as Lake Vermont, covered much of this area, bounded to the north by retreating ice. During this period glacio-lacustrine silts and clays were deposited over the Champlain Valley. Seasonal melting and freezing of the glacier led to fluctuations in runoff; these fluctuations led to erosion resulting in coarser materials (i.e. silts and sands) being deposited in layers during the summers. This process is exhibited in the varved clays found throughout the Champlain Valley.

As the ice withdrew beyond the St. Lawrence Valley about 13,000 years ago, an invasion of salt water, known as the Champlain Sea, flooded the area and left behind the blanket of fine sand further to the north. The horizontal limits of the fine marine sand extend up to (post-rebound) elevations of approximately 340’ to 400’ over the northwestern portion of the State. Over the next few millennia, marine clays were deposited over portions of the Champlain Valley.

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By approximately 11,000 years ago, the land previously beneath the glacier rebounded to the point where the Champlain Valley was cut-off from the ocean and the Champlain Sea was replaced by freshwater, thereby forming Lake Champlain. Deposition of lacustrine silts and clays resumed over the Champlain Valley. As the land continued to rebound, the soil originally submerged beneath the lake/sea became upland soil and was subjected to erosion due to runoff.

-4-

SUBSURFACE CONDITIONS

Below is a summary of the pavement borings (2010 “B”-series & 2016 “C”-series):

Boring Pvmt Crushed Gravel Sand & Gravel W.T. Top Sandy Silt B-1 6” 12” 7’ 10’ 8.5’ B-2 5.5” 12” 12.5’+ 8’ N/A B-3 5.5” 12” 8’ 8.5’ 9.5’ B-4 5.5” 12” 6.5’ 7.5’ 8’ B-5 6” 12” 0.5’ 11’ 2’ B-6 5.5” 12” - 13’ 1.5’ B-7 6” 12” 2.7’ N/A 4.2’ B-8 5” 12” 12.5’+ N/A N/A B-9 4.5” 12” 12.5’+ N/A N/A B-10 4.5” 12” 5’ 5.5’ 6.5’

2016 Conc/ Boring Pvmt Crushed Gravel Sand & Gravel W.T. Top Sandy Silt C-1 9½”C 0” 10’+ N/A N/A C-2 9¼”C 0” 10’+ N/A N/A C-3 10”C 0” 10’+ N/A N/A C-4 5”P 0” 10’+ N/A N/A C-5 3½”P 0” 10’+ N/A N/A C-6 5¼”P 8” 10’+ N/A N/A C-7 5½”P 8” 10’+ N/A N/A C-8 8½”P 0” 10’+ N/A N/A

Below is a summary of the turf borings (2010 “T”-series & 2016 “B”-series):

Boring Sand & Gravel W.T. Top Sandy Silt T-1 9.5’ 13’ 9.5’ T-2 14’+ N/A N/A T-3 14’+ 8’ N/A T-4 - N/A 0’ T-5 5’ N/A 5’

Boring Sand & Gravel W.T. Top Sandy Silt B-1 0’ 10’ 0’ B-2 12’+ N/A N/A B-3 10.5’ N/A 10.5’ B-4 12’+ N/A N/A B-5 10’+ N/A N/A

-5-

Below is a summary of the infiltration borings (2010 “TB”-series & 2016 “IB”-series):

2010 Infiltration Infiltration Boring Sand & Gravel W.T. Top Sandy Silt Test Depth (in/hr)

TB-1 12’+ 7’ N/A 5.0’ 21.7

TB-2 - N/A 0’ 9.4’ 0.54

TB-3 - 9’ 0’ 6.5’ 0.54

TB-4 2’ 11.5’ 2’ 9.4’ 0.70

TB-5 8’ N/A 8’ 9.8’ 2.68

TB-6 12’+ N/A N/A 10.0’ 10.2

2016 Infiltration Infiltration Boring Sand & Gravel W.T. Top Sandy Silt Test Depth (in/hr)

IB-1 (TB-6) 14’ 14’ 14’ 9.5’ 60.3

IB-2 (TB-5) 11’ 11’-12’ 11’ 9.5’ 48.7

IB-3 (TB-4) 9.5’ N/A 9.5’ 8.7’ 48.7

IB-4 (TB-3) 0’ 8’-12’ 0’ 6.0’ 32.1

IB-5 14’+ N/A N/A 10.7’ 28.6

IB-6 14’+ N/A N/A 9.2’ 14.2

IB-7 14’+ N/A N/A 10.2’ 46.1

IB-8 14’+ N/A N/A 9.5’ 107.7

The lower infiltration rates back in 2010 may have been the result of icing due to freezing temperatures on 12/13/2010 (35°F→15°F) and 12/14/2014 (10°F to 18°F).

-6-

FINDINGS

A. Soil strength parameters are based upon blow-count analysis, laboratory testing

(i.e. hydrometer, sieve, moisture & CBR testing) and physical review of the samples. The boring logs are contained in Appendix C. The soil classification test results are contained in Appendix D. The CBR testing results are contained in Appendix E. The infiltration testing results are contained in Appendix F. The 2010/2011 report and addendum are contained in Appendix G. With the exception of the infiltration and CBR testing, all field and laboratory testing results are listed on the boring logs, including moisture and gradation.

B. Based upon limiting (in-situ) blow-counts at an approximate depth of 3 to 4 feet and visual soil classification, below is a summary of the CBR information for the pavement borings (2010 “B”-series & 2016 “C”-series):

2010 in-situ

Boring Depth SPT Est. CBR Ref. CBR Sample for Compaction B-1 4’-6’ 7.5 3 - 7 Composite MF (TB&B, D50=0.267) B-2 4’-6’ 20 30 - 40 Composite CMF (TB&B, D50=0.4807) B-3 4’-6’ 18 30 - 40 Composite MF (TB&B, D50=0.267) B-4 4’-6’ 20 30 - 40 Composite CMF (TB&B, D50=0.4807) B-5 4’-6’ 42 40 - 48 Composite ML (T&B, D50=0.0518) B-6 2’-4’ 31.5 30 - 45 Composite VF-ML (TB&B, D50=0.0603) B-7 2’-4’ 22 30 - 50 Turf CMF Sand (T-2, D50=0.5961) B-8 2’-4’ 30 40 - 55 Turf CMF Sand (T-2, D50=0.5961) B-9 2’-4’ 40.5 38 - 53 Composite MF (TB&B, D50=0.267) B-10 4’-6’ 23 37 - 47 Composite CMF (TB&B, D50=0.4807)

2016 in-situ

C-1 4.8’-6.8’ 13 8 - 17 MF – Medium Fine Sand C-2 3.8’-4.8’ 30 19 - 32 MF+F – Med. Fine SAND, tr f Gravel C-3 0.8’-2.8’ 15 13 - 24 MF – Medium Fine Sand C-4 4.4’-6.4’ 19 19 - 28 F – Fine Sand, little Medium Sand C-5 4.3’-6.3’ 22 29 - 37 F or VF C-6 4.4’-6.4’ 35 40 - 47 F or VF C-7 4.5’-6.5’ 14 16 - 24 VF – Fine Sand, little Silt C-8 2.7’-3.7’ 23.5 20 - 28 MF+F or MF or F or VF

C. Based upon limiting (in-situ) blow-counts at an approximate depth of 3 to 4 feet and visual soil classification, below is a summary of the CBR information for the turf borings (2010 “T”-series & 2016 “B”-series):

2010 in-situ

T-1 2’-4’ 8 3 - 10 Turf CMF Sand (T-1, D50=0.4364) T-2 2’-4’ 10.5 4.5 - 20 Turf CMF Sand (T-2, D50=0.5961) T-3 2’-4’ 7.5 3 - 10 Turf MF Sand (T-3, D50=0.2955) T-4 2’-4’ 24.5 16 - 35 Turf VF-ML (T-4, D50=0.0497) T-5 2’-4’ 12 8.5 - 30 Turf CMF Sand (T-1, D50=0.4364)

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2016 in-situ

B-1 2.5’-4’ 38 23 - 35 Composite ML or VF-ML B-2 3.5’-4’ 18 9 - 19 MF+F – Med. Fine SAND, tr f Gravel B-3 4’-6’ 16.5 15 - 25 MF – Medium Fine Sand B-4 4’-6’ 17 12 - 21 MF+F – Med. Fine SAND, tr f Gravel B-5 4’-6’ 13.5 16 - 26 VF – Fine Sand, little Silt

D. Based upon the groundwater elevations observed at the time of the soil borings, groundwater is shallowest on the westerly side of the taxiway (5.5 feet and greater). Based upon the shallow groundwater, our firm recommends any deep construction during the late summer months if there is a desire to minimize the need for groundwater control. It should be noted that all damp to wet soils will be susceptible to destabilization in the presence of construction activity & vibration (See note “F”).

E. All exterior foundations bearing less than 6 feet below grade shall be properly insulated.

F. If neither groundwater nor signs of subgrade instability are present, the soil at the footing elevation should be compacted in order to compensate for disturbance due to excavation. If the soils at footing elevation appear to be damp or saturated, it would be a good idea to have the condition reviewed by the Geotechnical Engineer of record. In most cases, the recommendation would be to over-excavate by 12 inches and replace the excavated material with :-inch crushed stone (VTAOT 704.02B). In order to prevent soil loss and settlement adjacent to the footing, the crushed stone should be wrapped in filter fabric.

G. If organic materials or topsoil are encountered in the bearing strata below the building footprints, they should be removed and replaced with compacted structural fill.

H. Any areas within the foundation footprints requiring fill to achieve the desired foundation or finish grades should be filled with structural fill. Suitable materials would include VTAOT 704.08 (Granular Backfill for Structures) and VTAOT 703.03A (Sand Borrow and Cushion). If this material is exposed to freezing temperatures and frost heaving is a concern, reduce the portion passing the #200 sieve on the VTAOT 703.03A material from 8% to 6%.

I. Neither concrete rubble nor other construction debris should be used as structural fill or backfill.

J. All structural fill and backfill should be placed in layers of 8-inch maximum thickness and each lift should be compacted to a minimum of 95% to 100% of maximum dry density as determined by ASTM D1557 (Modified Proctor). The level of compaction required will be based upon the design requirements, including the design CBR value. Field density tests should be accomplished on each lift to insure that adequate compaction is achieved.

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K. If construction is to take place during periods of freezing temperatures, the existing materials must be protected against freezing and heave until they can be properly backfilled.

L. Some of the existing soils are very frost-active (>>6% passing the #200 sieve).

Foundations and frost-sensitive elements should be properly insulated if not installed at least as deep as the local frost depth (see note “E”). Detached exterior (structural) slabs-on-grade should be constructed on 12” of crushed gravel and 12” of clean backfill (less than 6% passing the #200 sieve); increase the thickness of clean backfill to 48” if frost heaving is to be minimized. Utilities susceptible to damage when frozen should be installed at least 6 feet below grade or properly insulated to stop the frost penetration above the top of the utility.

M. Excavation and trenching in excess of 5 feet should be kept to a maximum slope of 1.5 Horizontal to 1 Vertical (OSHA Class C). Permanent slopes (based upon stability) should be 2.5 Horizontal to 1 Vertical (or flatter) where failure of the slopes would affect structures; otherwise slopes should be limited to 2 Horizontal to 1 Vertical (or flatter). Flatter slopes may be warranted based upon mowing and erosion concerns.

N. The design internal friction angle for the native sandy silts (VVF, VF-ML and ML) should be assumed to be 27 degrees. The design coefficient of friction (ultimate, not factored) should be 0.50 for concrete cast directly onto the native soils (0.33 for precast concrete). Design soil unit weights should be in the range of 105 PCF to 120 PCF above the watertable and 120 to 140 PCF below the watertable. At 27 degrees, the following (level ground) design lateral earth coefficients should be assumed:

Active (Ka): 0.376 At-rest (Ko): 0.546 Passive (Kp): 2.663

If design for heavy/construction traffic is applicable, our firm recommends a lateral surcharge pressure of 0.376q (113 PSF) for active earth conditions and a lateral surcharge pressure of 0.546q (164 PSF) for at-rest earth conditions.

These values are based upon a 300 PSF effective surcharge. Retaining walls free to rotate at the top should be designed using active earth pressures;

retaining walls restrained at the top should be designed using at-rest earth pressures. Perimeter drains should be properly designed to eliminate hydrostatic pressures on retaining structures where practical.

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O. The design internal friction angle for the native sandy silts (VF, F and MF) should be assumed to be 30 degrees. The design coefficient of friction (ultimate, not factored) should be 0.57 for concrete cast directly onto the native soils (0.38 for precast concrete). Design soil unit weights should be in the range of 105 PCF to 120 PCF above the watertable and 120 to 140 PCF below the watertable. At 30 degrees, the following (level ground) design lateral earth coefficients should be assumed:

Active (Ka): 0.333 At-rest (Ko): 0.500 Passive (Kp): 3.000 lateral surcharge pressure of 0.333q (100 PSF) for active earth conditions and a lateral surcharge pressure of 0.500q (150 PSF) for at-rest earth conditions.

These values are based upon a 300 PSF effective surcharge. Retaining walls free to rotate at the top should be designed using active earth pressures;

retaining walls restrained at the top should be designed using at-rest earth

P. The design internal friction angle for the native sands (CMF and MF+F) should be assumed to be 31 degrees. The design coefficient of friction (ultimate, not factored) should be 0.60 for concrete cast directly onto the native soils (0.40 for precast concrete). Design soil unit weights should be in the range of 110 PCF to 125 PCF above the watertable and 125 to 140 PCF below the watertable. At 31 degrees, the following (level ground) design lateral earth coefficients should be assumed:

Active (Ka): 0.320 At-rest (Ko): 0.485 Passive (Kp): 3.124 lateral surcharge pressure of 0.320q (96 PSF) for active earth conditions and a lateral surcharge pressure of 0.485q (146 PSF) for at-rest earth conditions.

These values are based upon a 300 PSF effective surcharge. Retaining walls free to rotate at the top should be designed using active earth pressures;

retaining walls restrained at the top should be designed using at-rest earth

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Q. For permanent foundation walls designed to retain soil, the design passive pressure resistance should not exceed the at-rest lateral earth pressures for soils that will remain in-place during and after backfilling of these foundation walls.

This requirement is to insure that excessive displacements are not experienced in an attempt to develop the passive resistance. The appropriate Factors-of- Safety (Resistance Forces/Driving Forces) shall be a minimum of 1.5 for sliding and 2.0 for overturning. For temporary sheeting/bracing systems where lateral displacement will not have significant adverse effects, the design passive pressure resistance should not exceed 50% to 67% of the full passive pressure value for soils that will remain during the entire use of these sheeting/bracing systems. At these values the Factors-of Safety (Resistance Forces/Driving Forces) should be in the range of approximately 1.5 to 2.0.

APPENDIX A

APPENDIX B

APPENDIX C.1

MIKE’S BORING & CORING LLC.

PO Box 75 East Barre, Vermont 05649 802 476-5073

TO: Eric Godard

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

4-5-16 C-1

Ground Water Observations

NWTD at 0 Hours

Augers-Size I.D. 3.25 Split Spoon 2" Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

326’+/- 4-5-16 4-5-16 Mike McGinley Eric Goddard

LOCATION OF BORING: As staked

Sample Depths

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2.8’ Dry 5/10/11/10 Moist 9.5” 9.5” Concrete

Medium dense-to-dense brn f sand, tr silt

1 24 20

2.8’-4.8’ Dry 10/10/10/10 Moist 4’-3” Medium dense-to-dense brn f sand, tr silt into medium dense-to-dense brn mf sand, tr silt & f gravel (SP-SM, w=3.4%)

2 24 16

4.8’-6.8’ Dry 7/7/6/7 Moist Medium dense brn mf sand, tr silt 3 24 20

6.8’-8.8’ Dry 5/5/6/5 Moist 8’-3” Medium dense brn mf sand, tr silt into medium dense brn mf sand, tr silt & f gravel

4 24 20

8.8’-10.8’ Dry 10/9/9/9 Moist Medium dense brn mf sand, tr silt & f gravel 5 24 18

Ground Surface to 8’ Used 3.25” augers : Then SS to 10’ Earth Boring 10’ Rock Coring Samples: 5

HOLE NUMBER C-1

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

4-6-16 C-2

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

326’+/- 4-6-16 4-6-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2.8’ Dry 6/8/8/10 Moist 9.25” 9.25” Concrete

Medium dense brn f sand, tr silt

1 24 18

2.8’-4.8’ Dry 11/12/14/16 Moist 3’-9” Dense brn f sand, tr silt into dense brn mf sand, tr f gravel & silt

2 24 14

4.8’-6.8’ Dry 12/13/14/14 Moist Dense brn f sand, little m sand & silt (SP-SM, w=5.5%)

3 24 14

6.8’-8.8’ Dry 12/12/12/14 Moist 7’-3” Medium dense-to-dense brn f sand, little m sand & silt into medium dense-to-dense brn f sand, little silt

4 24 18

8.8’-10.8’ Dry 8/8/8/8 Moist Medium dense brn f sand, little silt 5 24 18

Ground Surface to 8’ Used 3.25” augers : Then SS to 10’

Rock Coring

HOLE NUMBER C-2

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

4-4-16 C-3

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

326’+/- 4-4-16 4-4-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2.8’ Dry 5/7/8/8 Moist 10” 10” Concrete

Medium dense brn mf sand, tr silt

1 24 18

2.8’-4.8’ Dry 11/13/11/11 Moist Dense brn mf sand, tr silt (SP-SM, w=4.7%) 2 24 14

4.8’-6.8’ Dry 14/11/11/13 Moist Medium dense-to-dense brn mf sand, tr silt 3 24 14

6.8’-8.8’ Dry 7/8/8/7 Moist Medium dense brn mf sand, little f gravel, tr silt 4 24 20

8.8’-10.8’ Dry 8/8/8/8 Moist Medium dense brn mf sand, tr silt 5 24 20

Ground Surface to 8’ Used 3.25” augers : Then SS to 10’

Rock Coring

HOLE NUMBER C-3

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

C-4

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

330.2’+/- 4-4-16 4-4-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2.4’ Dry 13/13/14/10 Moist 5” 5” Pavement

Dense brn mf sand, tr f gravel & silt

1 24 20

2.4’-4.4’ Dry 13/14/14/13 Moist Dense brn mf sand, tr f gravel & silt 2 24 12

4.4’-6.4’ Dry 10/9/10/11 Moist Medium dense brn f sand, tr silt & m sand (SP- SM, w=3.9%)

3 24 16

6.4’-8.4’ Dry 8/11/11/17 Moist Medium dense-to-dense brn f sand, tr silt & m sand

4 24 20

8.4’-10.4’ Dry 17/18/17/21 Moist Dense brn f sand, tr silt & m sand 5 24 16

Ground Surface to 8’ Used 3.25” augers : Then SS to 10’

Rock Coring

HOLE NUMBER C-4

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

C-5

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

330.3’+/- 4-5-16 4-5-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2.4’ Dry 11/11/11/11 Moist 3.5” 3.5” Pavement

Dense brn f sand, little silt, tr m sand

1 24 18

2.4’-4.4’ Dry 14/14/12/16 Moist Dense brn f sand, little silt, tr m sand (SM, w=4.0%)

2 24 16

4.4’-6.4’ Dry 7/12/12/13 Moist Dense brn f sand, little silt, tr m sand 3 24 20

6.4’-8.4’ Dry 11/11/10/11 Moist Medium dense brn f sand, little silt, tr m sand 4 24 21

8.4’-10.4’ Dry 12/12/12/12 Moist Medium dense brn f sand, little silt, tr m sand 5 24 18

Ground Surface to 8’ Used 3.25” augers : Then SS to 10’

Rock Coring

HOLE NUMBER C-5

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

C-6

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

334.8’+/- 4-4-16 4-4-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2.4’ Dry 25/21/20/22 Moist 5.25” 5.25” Pavement

6” Very dense crushed gravel subbase into very dense brn f sand, little m sand & silt

1 24 18

2.4’-4.4’ Dry 23/26/28/24 Moist Very dense brn f sand, little m sand & silt (SM, w=8.0%)

2 24 16

4.4’-6.4’ Dry 17/18/18/17 Moist Dense brn f sand, little silt, tr m sand (SM, w=8.1%)

3 24 22

6.4’-8.4’ Dry 11/11/9/9 Moist Medium dense brn f sand, little m sand & silt 4 24 18

8.4’-10.4’ Dry 9/9/9/9 Moist Medium dense brn mf sand, tr f gravel & silt 5 24 6

Ground Surface to 8’ Used 3.25” augers : Then SS to 10’

Rock Coring

HOLE NUMBER C-6

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

C-7

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

335’+/- 4-4-16 4-4-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2.5’ Dry 30/21/17/18 Moist 5.5” 5.5” Pavement

6” Very dense crushed gravel subbase into dense brn f sand, little silt & m sand

1 24 18

2.5’-4.5’ Dry 24/24/18/17 Moist Dense-to-very dense brn f sand, little silt & m sand (SM, w=8.9%)

2 24 16

4.5’-6.5’ Dry 6/8/8/6 Moist Medium dense brn f sand, tr f gravel & silt 3 24 16

6.5’-8.5’ Dry 5/4/4/5 Moist Loose-to-medium dense brn mf sand, tr silt 4 24 20

8.5’-10.5’ Dry 5/6/6/5 Moist 10’-0” Loose-to-medium dense brn mf sand, tr f gravel & silt into loose-to-medium dense brn f sand, little silt

5 24 18

Ground Surface to 8’ Used 3.25” augers : Then SS to 10’

Rock Coring

HOLE NUMBER C-7

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

C-8

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

334’+/- 4-4-16 4-4-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2.7’ Dry 14/11/12/14 Moist 8.5” 8.5” Pavement

Dense brn mf sand, tr silt

1 24 20

2.7’-4.7’ Dry 10/14/12/11 Moist Dense brn mf sand, tr silt (SP-SM, w=3.9%) 2 24 20

4.7’-6.7’ Dry 7/7/8/8 Moist Medium dense brn f sand, little silt (SM, w=4.8%) 3 24 15

6.7’-8.7’ Dry 7/6/6/6 Moist Medium dense brn f sand, little silt 4 24 20

8.7’-10.7’ Dry 6/4/6/6 Moist Loose-to-medium dense brn f sand, little silt 5 24 19

Ground Surface to 8’ Used 3.25” augers : Then SS to 10’

Rock Coring

HOLE NUMBER C-8

APPENDIX C.2

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

4-1-16 B-1

10’ est. at 0 Hours

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

298.5’+/- 4-1-16 4-1-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 3/4/6/7 Damp Medium dense brn silt, some vf sand 1 24 22

2’-4’ Dry 8/18/20/24 Damp Very dense brn silt, some vf sand (ML, w=9.7%) 2 24 20

4’-6’ Dry 28/31/35/45 Damp Very dense brn silt, some vf sand 3 24 18

6’-8’ Dry 36/44/46/40 Damp Very dense brn silt, some vf sand 4 24 18

8’-10’ Dry 30/41/39/46 Damp Very dense brn silt, some vf sand 5 24 20

10’-12’ Dry 35/50/80/80 Wet Very dense brn silt, some vf sand 6 24 23

Ground Surface to 10’ Used 3.25” augers : Then SS to 12’ Earth Boring 12’ Rock Coring Samples: 6 HOLE NUMBER iB-1

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

B-2

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

324’+/- 4-5-16 4-5-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 3/3/4/7 Moist Loose-to-medium dense brn f sand, little silt 1 24 20

2’-4’ Dry 10/9/9/8 Moist 3’-6” Medium dense brn f sand, little silt into medium dense brn mf sand, tr silt & f gravel

2 24 18

4’-6’ Dry 8/9/9/12 Moist Medium dense brn mf sand, tr silt & f gravel (SP- SM, w=5.7%)

3 24 16

6’-8’ Dry 7/8/9/12 Moist 6’-6” Medium dense brn mf sand, tr silt & f gravel into medium dense brn mf sand, tr silt

4 24 22

8’-10’ Dry 10/10/12/12 Moist 9’ Medium dense brn mf sand, tr silt into medium dense brn cmf sand, tr f gravel & silt

5 24 18

10’-12’ Dry 12/13/12/11 Moist Medium dense brn cmf sand, trace f gravel & silt 6 24 18

Ground Surface to 10’ Used 3.25” augers : Then SS to 12’

Rock Coring

HOLE NUMBER B-2

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

B-3

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

326’+/- 4-5-16 4-5-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 3/3/4/7 Damp 2’ Loose-to-medium dense brn f sand, some silt 1 24 20

2’-4’ Dry 8/8/10/9 Moist Medium dense brn mf sand, tr silt 2 24 16

4’-6’ Dry 7/8/9/9 Moist Medium dense brn mf sand, tr silt (SP-SM, w=3.6%)

3 24 18

6’-8’ Dry 7/8/10/10 Moist Medium dense brn f sand, little silt & m sand 4 24 22

8’-10’ Dry 10/8/6/8 Moist Medium dense brn f sand, little silt 5 24 20

10’-12’ Dry 7/6/6/7 Moist 10’-6” Medium dense brn f sand, little silt into medium dense brn f sand, some silt

6 24 16

Ground Surface to 10’ Used 3.25” augers : Then SS to 12’

Rock Coring

HOLE NUMBER B-3

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

B-4

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

333.7’+/- 4-5-16 4-5-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 4/5/5/6 Damp Medium dense brn f sand, little silt 1 24 20

2’-4’ Dry 7/10/10/10 Moist 3’ Medium dense brn f sand, little silt into medium dense brn f sand, little silt & m sand

2 24 18

4’-6’ Dry 7/7/10/11 Moist 6’ Medium dense brn mf sand, tr f gravel & silt (SP, w=5.1%)

3 24 18

6’-8’ Dry 10/8/9/7 Moist 8’ Medium dense brn f sand, little silt 4 24 20

8’-10’ Dry 10/11/12/11 Moist Medium dense brn f sand, little silt 5 24 18

10’-12’ Dry 10/11/11/9 Moist Medium dense brn f sand, little silt 6 24 16

Ground Surface to 10’ Used 3.25” augers : Then SS to 12’

Rock Coring

HOLE NUMBER B-4

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

B-5

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

336’+/- 4-6-16 4-6-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 7/7/8/10 Moist Medium dense brn f sand, tr silt 1 24 20

2’-4’ Dry 8/8/9/8 Moist Medium dense brn f sand, tr silt 2 24 18

4’-6’ Dry 6/7/7/7 Moist Medium dense brn f sand, tr silt (SP-SM, w=6.7%)

3 24 22

6’-8’ Dry 5/8/7/9 Moist Medium dense brn f sand, little silt 4 24 22

8’-10’ Dry 8/8/8/8 Moist Medium dense brn f sand, little silt 5 24 15

Ground Surface to 8’ Used 3.25” augers : Then SS to 10’

Rock Coring

HOLE NUMBER B-5

APPENDIX C.3

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

3-31-16 iB-1

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

289’+/- 3-31-16 3-31-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 3/5/8/10 Moist 1’ Medium dense brn f sand, little silt 1 24 19

2’-4’ Dry 11/12/9/8 Moist Medium dense-to-dense brn f sand, little silt 2 24 16

4’-6’ Dry 5/5/4/4 Moist Loose-to-medium dense brn mf sand, tr silt 3 24 16

6’-8’ Dry 2/2/5/6 Moist Loose-to medium dense brn f sand, little silt 4 24 18

8’-10’ Dry 6/6/8/8 Moist Medium dense brn mf sand, little silt 5 24 16

10’-12’ Dry 7/9/9/6 Moist 12’-6” Medium dense brn mf sand, little silt (SP-SM, w=6.2%)

6 24 18

12’-14’ Dry 7/3/3/3 Moist 14’

Damp

Into loose brn mf sand, little silt into brn f sand, some silt (in tip)

7 24 18

Ground Surface to 12’ Used 3.25” augers : Then SS to 14’ Earth Boring 14’ Rock Coring Samples: 7 HOLE NUMBER iB-1

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

iB-2

12’ Damp at 0 Hours

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

279.5’+/- 4-1-16 4-1-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 5/7/10/17 Moist Medium dense brn mf sand, little silt into dense brn f sand, some silt

1 24 18

2’-4’ Dry 26/17/17/25 Moist Dense-to-very dense brn f sand, some silt 2 24 18

4’-6’ Dry 27/24/24/27 Moist Very dense brn mf sand, little silt 3 24 18

6’-8’ Dry 27/30/30/24 Moist 7’ Very dense brn f sand, little silt into very dense brn mf sand, tr f gravel & silt

4 24 20

8’-10’ Dry 5/8/18/27 Moist Medium dense-to-dense brn f sand, little silt 5 24 14

10’-12’ Dry 24/30/32/42 Moist 11’ Very dense brn f sand, little silt into very dense brn f sand, some silt, little m sand (SM, w=9.6%)

6 24 20

12’-14’ Dry 55/50/60/50 Damp Very dense brn f sand, some silt, little m sand 7 24 20

Ground Surface to 12’ Used 3.25” augers : Then SS to 14’

Rock Coring

HOLE NUMBER iB-2

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

iB-3

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

281’+/- 4-1-16 4-1-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 3/4/7/8 Moist Medium dense brn mf sand, little f gravel, tr silt 1 24 19

2’-4’ Dry 7/8/11/12 Moist 3’ Medium dense brn mf sand, some f gravel, tr silt into dense brn f sand, little silt

2 24 18

4’-6’ Dry 8/9/10/11 Moist 5’-4” Medium dense brn f sand, little silt into medium dense brn f sand, some silt

3 24 17

6’-8’ Dry 8/9/11/11 Moist 7’-6” Medium dense brn f sand, little silt into brn cmf sand, some f gravel, tr silt

4 24 20

8’-10’ Dry 8/8/4/4 Moist 9’-6” Medium dense brn f sand, little silt into loose brn silt & mf sand, tr f gravel (ML, w=2.5%)

5 24 16

10’-12’ Dry 6/8/8/8 Moist 10’-8” Medium dense brn silt & mf sand, tr f gravel into medium dense brn f sand, some silt

6 24 18

12’-14’ Dry 8/10/18/21 Moist 12’ Medium dense-to-dense brn f sand, little silt 7 24 18

Ground Surface to 12’ Used 3.25” augers : Then SS to 14’

Rock Coring

HOLE NUMBER iB-3

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

iB-4

8’ Damp at 0 Hours

12’ Wet at 0 Hours

Augers-Size I.D. 3.25 Split Spoon 2" Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

285’+/- 4-1-16 4-1-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 6/8/8/10 Moist Medium dense-to-dense brn silt, little vf sand 1 24 18

2’-4’ Dry 10/10/18/20 Moist Medium dense-to-dense brn silt, little vf sand 2 24 16

4’-6’ Dry 14/18/18/18 Moist Dense-to-very dense brn silt, little vf sand 3 24 16

6’-8’ Dry 14/16/20/16 Moist Dense brn silt, little vf sand (ML, w=22.0%) 4 24 18

8’-10’ Dry 18/14/16/16 Damp Dense brn f sand & silt, tr f gravel 5 24 13

10’-12’ Dry 18/16/16/18 Damp Dense brn f sand & silt, tr f gravel 6 24 23

12’-14’ Dry 18/20/26/24 Wet Dense-to-very dense brn silt, little vf sand 7 24 23

Ground Surface to 12’ Used 3.25” augers : Then SS to 14’

Rock Coring

HOLE NUMBER iB-4

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

iB-5

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

325’+/- 3-31-16 3-31-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 3/7/8/8 Moist Medium dense brn mf sand, tr f gravel & silt 1 24 19

2’-4’ Dry 8/9/10/11 Moist Medium dense-to-dense brn f sand, little silt 2 24 18

4’-6’ Dry 7/7/7/8 Moist Medium dense brn f sand, little silt 3 24 19

6’-8’ Dry 7/7/7/8 Moist Medium dense brn f sand, some silt 4 24 16

8’-10’ Dry 6/7/11/12 Moist Medium dense brn f sand, some silt 5 24 20

10’-12’ Dry 11/14/14/18 Moist 11’-6” Medium dense-to-dense brn f sand, some silt (SM, w=4.8%)

12’-14’ Dry 18/20/25/22 Moist Dense-to-very dense brn f sand, some silt 7 24 20

Ground Surface to 12’ Used 3.25” augers : Then SS to 14’

Rock Coring

HOLE NUMBER iB-5

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

iB-6

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

325.5’+/- 3-31-16 3-31-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 3/4/7/8 Moist Medium dense brn f sand, little silt 1 24 20

2’-4’ Dry 8/10/10/12 Moist/damp 3’-8” Medium dense-to-dense brn f sand, little silt into medium dense-to-dense brn f sand, some silt

2 24 18

4’-6’ Dry 5/8/10/14 Damp/moist 4’-8” Medium dense brn f sand, some silt into medium dense brn f sand little silt

3 24 18

6’-8’ Dry 10/12/12/10 Damp Medium dense-to-dense brn f sand, little silt 4 24 16

8’-10’ Dry 12/14/12/14 Damp Medium dense-to-dense brn f sand, little silt (SM, w=6.7%)

5 24 22

10’-12’ Dry 10/10/10/10 Moist Medium dense brn f sand, little silt 6 24 18

12’-14’ Dry 10/12/12/14 Moist Medium dense brn f sand, little silt 7 24 18

Ground Surface to 12’ Used 3.25” augers : Then SS to 14’

Rock Coring

HOLE NUMBER iB-6

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

iB-7

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

334.5’+/- 4-6-16 4-6-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 7/8/12/14 Moist 1’-6” Medium dense brn f sand, little silt into dense brn mf sand, tr silt

1 24 20

2’-4’ Dry 16/12/12/12 Moist Dense brn mf sand, tr silt 2 24 18

4’-6’ Dry 14/14/9/9 Moist 5’ Dense brn mf sand, tr silt into medium dense brn mf sand, some f gravel, tr silt into medium dense brn f sand, some silt

3 24 16

6’-8’ Dry 8/8/6/6 Moist Medium dense brn f sand, some silt 4 24 23

8’-10’ Dry 6/8/6/5 Moist Medium dense brn f sand, some silt 5 24 20

10’-12’ Dry 6/6/6/6 Moist Medium dense brn f sand, some silt (SM, w=6.7%)

12’-14’ Dry 7/9/8/9 Moist Medium dense brn f sand, some silt 7 24 23

Ground Surface to 12’ Used 3.25” augers : Then SS to 14’

Rock Coring

HOLE NUMBER iB-7

51 Knight Lane Williston, VT 05495

PROJECT NAME:

LOCATION:

MBC JOB #:

VTANG Apron & Taxiways D & F

S. Burlington, VT

16030

SHEET:

DATE:

HOLE #:

LINE & STA.

OFFSET:

iB-8

Hammer Wt. 140# Hammer Fall 30"

Surface Elevation:

Date Started:

Date Completed:

Boring Foreman:

Inspector:

Soils Engineer:

335’+/- 4-6-16 4-6-16 Mike McGinley

From/To (Feet)

Type of Sample

Blows per 6" on Sampler

Moisture Density or Consist.

Strata Change

Elev.

Soil Identification Sample No. Pen.

Rec.

Inches Inches

0’-2’ Dry 6/7/9/8 Moist Medium dense brn f sand, little silt 1 24 20

2’-4’ Dry 7/7/6/8 Moist 3’-6” Medium dense brn f sand, little silt into medium dense brn mf sand, tr silt

2 24 20

4’-6’ Dry 6/6/8/9 Moist Medium dense brn mf sand, tr silt 3 24 18

6’-8’ Dry 6/7/6/7 Moist Medium dense brn f sand, some silt 4 24 20

8’-10’ Dry 5/5/5/4 Moist Loose-to-medium dense brn f sand, some silt 5 24 24

10’-12’ Dry 6/6/6/7 Moist Medium dense brn f sand, some silt 6 24 20

12’-14’ Dry 7/7/7/6 Moist Medium dense brn f sand, some silt 7 24 23

Ground Surface to 12’ Used 3.25” augers : Then SS to 14’

Rock Coring

HOLE NUMBER iB-8

APPENDIX D.1

APPENDIX D.2

APPENDIX D.3

APPENDIX E

CBR TABULATION PAVEMENT (ESTIMATED)

VTANG APRON + TAXIWAY "D" & "F" GEOTECH (JOB #16134-T1)

Soil Depth Soil SPT Ks CBR Soil Depth Soil SPT Ks CBR Soil Depth Soil SPT Ks CBR

Boring (ft) Type (N60) (KCF) Boring (ft) Type (N60) (KCF) Boring (ft) Type (N60) (KCF)

C-1 0.8'-2.8' F 29.3 345 34.5 C-5 0.3'-2.3' F 36.9 390 39.0 MIN 0.6'-2.6' 24.2

2.8'-4.8' MF 29.5 297 29.4 2.3'-4.3' F 46.0 438 43.8 2.6'-4.6' 29.4

4.8'-6.8' MF 17.6 235 17.0 4.3'-6.3' F 33.5 370 37.0 4.6'-6.6' 17.0

6.8'-8.3' MF 13.2 167 6.7 6.3'-8.3' F 26.4 326 32.6 6.6'-8.6' 3.9

8.3'-10.8' MF+F 21.2 220 14.0 8.3'-10.3' F 28.0 337 33.7 8.6'-10.6 3.5

C-2 0.8'-2.8' F 26.1 324 32.4 C-6 0.4'-2.4' F 67.5 536 53.6

2.8'-3.8' F 35.7 383 38.3 2.4'-4.4' F 73.7 562 56.2

3.8'-4.8' MF+F 42.3 322 32.2 4.4'-6.4' VF 45.9 466 46.6

4.8'-7.3' MF 35.8 345 34.5 6.4'-8.4' F 24.1 310 31.0

7.3'-8.8' VF 29.9 354 35.4 8.4'-10.4' MF+F 20.3 215 13.0

8.8'-10.8' VF 18.5 287 27.4 C-7 0.5'-2.5' F 62.6 516 51.6

C-3 0.8'-2.8' MF 22.8 271 24.2 2.5'-4.5' F 51.3 464 46.4

2.8'-4.8' CMF 34.1 308 30.8 4.5'-6.5' F 18.6 270 24.0

4.8'-6.8' MF 29.9 313 31.3 6.5'-8.5' MF 9.9 122 3.9

6.8'-8.8' MF+F 18.9 201 10.2 8.5'-10.0' MF+F 12.8 113 3.5

8.8'-10.8' MF 18.8 243 18.6 10.0'-10.5' VF 12.8 234 16.8

C-4 0.4'-2.4' MF+F 41.8 320 32.0 C-8 0.7'-2.7' MF 37.6 355 35.5 AVG 0.6'-2.6' 35.7

2.4'-4.4' MF+F 40.9 316 31.6 2.7'-3.7' MF+F 34.8 289 27.8 2.6'-4.6' 36.1

4.4'-6.4' MF 26.3 292 28.4 3.7'-4.7' MF 34.8 340 34.0 4.6'-6.6' 28.6

6.4'-8.4' MF 28.1 303 30.3 4.7'-6.7' VF 20.4 302 30.2 6.6'-8.6' 11.8

8.4'-10.4' F 41.4 415 41.5 6.7'-8.7' VF 15.1 257 21.4 8.6'-10.6 12.4

8.7'-10.7' VF 11.7 223 14.6

CBR TABULATION TURF (ESTIMATED)

VTANG APRON + TAXIWAY "D" & "F" GEOTECH (JOB #16134-T1)

Soil Depth Soil SPT Ks CBR Soil Depth Soil SPT Ks CBR

Boring (ft) Type (N60) (KCF) Boring (ft) Type (N60) (KCF)

B-1 0'-2.5' VFML 17.1 160 6.0 B-5 0'-2' VFF 25.7 330 33.0

2.5'-4' VFML 63.6 351 35.1 2'-4' VFF 25.5 329 32.9

4'-6' VFML 91.5 449 44.9 4'-6' VFF 19.1 281 26.2

6'-8' VFML 104.5 498 49.8 6'-8' VF 18.9 290 28.0

8'-10' VFML 89.9 472 47.2 8'-10' VF 19.3 293 28.6

10'-12' VFML 132.7 551 55.1 MIN 0'-2' 6.0

B-2 0'-2' F 12.1 213 12.6 2'-4' 28.2

2'-3.5' F 28.2 312 31.2 4'-6' 19.0

3.5'-6' MF+F 25.7 245 19.0 6'-8' 13.4

6'-6.5' MF+F 20.6 217 13.4 8'-10' 20.0

6.5'-9' MF 25.0 284 26.8 10'-12' 19.2

9'-10' CMF+F 28.4 250 20.0

10'-12' CMF+F 27.5 246 19.2

B-3 0'-1.5' VVF 12.0 244 18.8

1.5'-4' MF 26.1 291 28.2

4'-6' MF 23.4 274 24.8 AVG 0'-2' 13.2

6'-8' MFF 22.9 285 27.0 2'-4' 25.1

8'-10.5' F 17.0 257 21.4 4'-6' 24.9

10.5'-12' VVF 13.6 261 22.2 6'-8' 25.1

B-4 0'-2' VF 17.2 276 25.2 8'-10' 27.5

2'-4' VFF 28.8 351 35.1 10'-12' 27.4

4'-6' CMF 24.1 255 21.0

6'-8' VF 22.2 316 31.6

8'-10' VF 26.6 349 34.9

10'-12' VF 23.1 323 32.3

VTANG Apron + Taxiways "D" & "F" CBR's (16134-T1)

VVF - Fine SAND some SILT

AdjustedAdjustedAdjustedDry CBRCBRCBRDensity

(0.300")(0.200")(0.100")(pcf) 26.7622.9517.23116.6 20.2117.1212.84116.8 30.5925.8319.38120.3 36.7431.0923.32121.1 54.9246.3534.77125.0 60.7951.4638.59125.4

Knight Consulting Engineers CBR FINAL PLOTS (16134-T1)

SOIL: VVF-10-1

Date: 04-09-2016

DEFLECTION PRESSURE

0.000 0.00

0.000 0.00

0.000 0.00

0.020 34.46

0.045 77.53

0.070 120.61

0.095 163.68

0.120 206.76

0.145 249.83

0.245 421.39

0.345 579.61

0.445 726.18

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

CBR Final Plot

VVF-10-1

SOIL: VVF-10-2

0.000 0.00

0.000 0.00

0.015 19.26

0.040 51.35

0.065 83.45

0.090 115.55

0.115 147.64

0.140 179.74

0.240 308.13

0.340 434.71

0.440 549.63

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

VVF-10-2

SOIL: VVF-25-1

0.000 0.00

0.000 0.00

0.000 0.00

0.015 34.98

0.040 93.27

0.065 151.57

0.090 209.86

0.115 268.15

0.215 501.33

0.315 732.84

0.415 944.37

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

VVF-25-1

SOIL: VVF-25-2

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.025 48.44

0.050 96.88

0.075 145.32

0.100 193.76

0.200 387.52

0.300 581.28

0.400 776.15

0.000 0.100 0.200 0.300 0.400

S tr es s

(p si

Deflection (in)

VVF-25-2

SOIL: VVF-56-1

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.025 86.91

0.050 173.82

0.075 260.74

0.175 608.38

0.275 956.03

0.375 1305.80

0.475 1615.59

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

VVF-56-1

SOIL: VVF-56-2

0.000 0.00

0.000 0.00

0.000 0.00

0.005 19.30

0.030 115.78

0.055 212.26

0.080 308.74

0.105 405.22

0.205 791.14

0.305 1174.22

0.405 1490.67

0.505 1685.54

0.000 0.100 0.200 0.300 0.400 0.500 0.600

S tr es s

(p si

Deflection (in)

VVF-56-2

Knight Consulting Engineers CBR ROUGH PLOTS (16134-T1)

SOIL: VVF-10-1

0.025 39.97

0.050 59.96

0.075 83.28

0.100 109.93

0.125 141.57

0.150 173.22

0.175 211.53

0.200 249.83

0.300 421.39

0.400 579.61

0.500 726.18

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

CBR Rough Plot

VVF-10-1

SOIL: VVF-10-2

0.025 39.97

0.050 59.96

0.075 79.95

0.100 99.93

0.125 118.25

0.150 141.57

0.175 163.22

0.200 186.54

0.300 308.13

0.400 434.71

0.500 549.63

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

VVF-10-2

SOIL: VVF-25-1

0.025 41.64

0.050 63.29

0.075 83.28

0.100 116.59

0.125 154.90

0.150 191.54

0.175 239.84

0.200 281.48

0.300 501.33

0.400 732.84

0.500 944.37

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

VVF-25-1

SOIL: VVF-25-2

0.025 39.97

0.050 61.63

0.075 79.95

0.100 103.26

0.125 129.91

0.150 159.89

0.175 193.20

0.200 228.18

0.300 396.40

0.400 581.28

0.500 776.15

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

VVF-25-2

SOIL: VVF-56-1

0.025 71.62

0.050 101.60

0.075 134.91

0.100 166.56

0.125 201.53

0.150 244.84

0.175 293.14

0.200 346.44

0.300 617.92

0.400 956.03

0.500 1305.80

0.600 1615.59

0.000 0.100 0.200 0.300 0.400 0.500 0.600

S tr es s

(p si

Deflection (in)

VVF-56-1

SOIL: VVF-56-2

0.025 49.97

0.050 74.95

0.075 106.60

0.100 154.90

0.125 208.19

0.150 276.48

0.175 346.44

0.200 428.05

0.300 791.14

0.400 1174.22

0.500 1490.67

0.600 1685.54

0.000 0.100 0.200 0.300 0.400 0.500 0.600

S tr es s

(p si

Deflection (in)

VVF-56-2

VF - Fine SAND little SILT

AdjustedAdjustedAdjustedDry CBRCBRCBRDensity

(0.300")(0.200")(0.100")(pcf) 10.648.976.72103.90 13.6611.538.65105.80 20.8617.6013.20110.30 28.8424.3418.25111.80 38.5632.5424.40115.20 39.2032.9824.74115.90

SOIL: VF-10-1

Date: 04-07-2016

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.010 8.65

0.110 95.10

0.210 181.55

0.310 268.15

0.000 0.100 0.200 0.300 0.400

S tr es s

(p si

Deflection (in)

VF-10-1

SOIL: VF-10-2

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.015 10.09

0.040 26.90

0.065 43.71

0.165 110.96

0.265 178.21

0.365 246.50

0.000 0.100 0.200 0.300 0.400

S tr es s

(p si

Deflection (in)

VF-10-2

SOIL: VF-25-1

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.025 33.01

0.050 66.02

0.075 99.02

0.175 231.06

0.275 363.09

0.375 496.34

0.000 0.100 0.200 0.300 0.400

S tr es s

(p si

Deflection (in)

VF-25-1

SOIL: VF-25-2

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.025 45.64

0.050 91.27

0.150 273.82

0.250 456.36

0.350 639.57

0.000 0.100 0.200 0.300 0.400

S tr es s

(p si

Deflection (in)

VF-25-2

SOIL: VF-56-1

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.005 12.20

0.030 73.21

0.130 317.25

0.230 561.29

0.330 806.13

0.000 0.100 0.200 0.300 0.400

S tr es s

(p si

Deflection (in)

VF-56-1

SOIL: VF-56-2

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.000 0.00

0.010 24.74

0.035 86.57

0.135 333.93

0.235 581.28

0.335 832.78

0.000 0.100 0.200 0.300 0.400

S tr es s

(p si

Deflection (in)

VF-56-2

SOIL: VF-10-1

0.025 21.65

0.050 23.32

0.075 26.65

0.100 33.31

0.125 39.97

0.150 46.64

0.175 54.96

0.200 63.29

0.300 109.93

0.400 181.55

0.500 268.15

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

VF-10-1

SOIL: VF-10-2

0.025 9.99

0.050 18.32

0.075 26.65

0.100 33.31

0.125 41.64

0.150 53.30

0.175 61.63

0.200 71.62

0.300 118.25

0.400 178.21

0.500 246.50

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

VF-10-2

SOIL: VF-25-1

0.025 26.65

0.050 41.64

0.075 51.63

0.100 66.62

0.125 83.28

0.150 101.60

0.175 119.92

0.200 144.90

0.300 246.50

0.400 363.09

0.500 496.34

0.000 0.100 0.200 0.300 0.400 0.500

S tr es s

(p si

Deflection (in)

VF-25-1

SOIL: VF-25-2

0.0…