agency of transportation office memorandum to: …

AGENCY OF TRANSPORTATION OFFICE MEMORANDUM To: Jennifer Fitch, P.E., Structures Project Manager

From: Eric Denardo, Geotechnical Engineer, via Callie Ewald, P.E., Senior Geotechnical

Engineer Date: December 4, 2015 Subject: Plymouth BF 013-3(13) Preliminary Geotechnical Information 1.0 INTRODUCTION

We have completed our preliminary geotechnical investigation for the replacement of Bridge No. 115 on Vermont Route 100 over the Reservoir Brook in the town of Plymouth, VT. Bridge No. 115 is located approximately 1.4 miles south of the junction with US Route 4 adjacent to the Markowski gravel pit. The subject project consists of replacing or repairing the existing corrugated galvanized metal plate pipe (CGMPP) culvert. This review included the examination of as-built record plans, historical in-house bridge boring files, water well logs and hazardous site information on-file at the Agency of Natural Resources, USDA Natural Resources Conservation soil survey records, published surficial and bedrock geologic maps, and observations made during a site visit. 2.0 SUBSURFACE INFORMATION

2.1 Previous Projects Record plans were available for this project from the construction in 1971. The plans included details of the existing culvert elevation; however the plans did not contain soil or foundation information. The Geotechnical Engineering Section maintains a GIS based historical record of subsurface investigations, which contains electronic records for the majority of borings completed in the past 10 years. An exploration of this database revealed three nearby projects within a 3.5 mile radius. For projects approximately 2.2 to 3.5 miles away, boring logs indicated sand, silt, and gravel mixtures with bedrock encountered at depths as shallow as 45 feet and deeper than 111 feet.

2.2 Water Well Logs The Agency of Natural Resources (ANR) documents and publishes all water wells that are drilled for residential or commercial purposes. Published online, these logs can be used to determine general characteristics of the soil strata in the area. The soil description given on the logs is done in the field, by unknown personnel, and as such, should only be used as an approximation. Figure 1 contains the subject project as well as surrounding well locations found using the ANR Natural Resources Atlas. Four water wells within an approximate 2300 foot radius of the project were used to get an estimate of the depth to

PLYMOUTH BF 013-3(13) of 7

bedrock likely to be encountered for Bridge No. 115 and are highlighted below with red boxes.

Figure 1. Highlighted Well Locations near Subject Project

Table 1 lists the well sites used in gathering the surrounding information. Wells are listed with the distance from the bridge project, depth to bedrock, and overburden material encountered.

Table 1. Depths to Bedrock of Surrounding Wells

Well ID Approx. Distance From Project (feet)

Approx. Depth To Bedrock (feet) Overburden Material

118 1280 Not Reported Gravel, Sand, Clay, and Boulders

176 1880 4 Topsoil 77 1600 Not Reported Sand and Gravel

36822 2300 90 Sand, Gravel, and Boulders


2.3 Hazardous Materials and Underground Storage Tanks The ANR Natural Resource Atlas also maps the location and information of known hazardous waste sites and underground storage tanks. The location of this project is not on the Hazardous Site List. No underground storage tanks are located within a 1 mile radius and no impact from other hazardous waste sites is anticipated. 2.4 USDA Soil Survey The United States Department of Agriculture Natural Resources Conservation Service maintains an online surficial geology map of the United States. According to the Web Soil Survey, the stratum directly underlying the project site consists of well drained Berkshire-Tunbridge Complex with depth to bedrock of more than 80 inches, and depth to groundwater of more than 80 inches. 2.5 Geologic Maps of Vermont Mapping conducted in 1970 for the Surficial Geologic map of Vermont shows that the project area consists of glaciofluvial kame moraine.

According to the 2011 Bedrock Map of Vermont, published by the USGS and State of Vermont, the project site is underlain with Magnetite Biotite and Feldspathic Quartzite.

3.0 BRIDGE INSPECTION

An inspection of the culvert was done in November of 2014 by the Bridge Inspection unit. This inspection recommended a concrete invert replacement due to the extensive section loss and perforations of the culvert. 4.0 FIELD OBSERVATIONS A preliminary site visit was conducted on October 16, 2015 to determine possible obstructions inhibiting boring operations and to make any other pertinent observations about the project. This visit revealed a large water pipe in close proximity to the outlet of the culvert, as seen in Figure 2. Overhead power lines cross Route 100 above the culvert and run over the inlet of the culvert, west of Route 100. The utility lines can be seen in Figure 3. The embankment slopes above the inlet and outlet of the culvert are steep, and this coupled with limited access for drill rigs could make boring operations at the inlet and outlet locations difficult.


Figure 2: Water pipe Northeast of the Culvert Outlet

Figure 3: Utility Lines above Culvert Inlet

PLYMOUTH BF 013-3(13) of 7 Exposed bedrock was observed at the outlet of the culvert as seen in Figure 4 and denoted with the red arrows. The river bed contained cobbles and small to medium boulders, as seen in Figure 5.

Figure 4: Exposed Bedrock in Stream


Figure 5: Boulders Upstream of the Culvert

5.0 RECOMMENDATIONS Based on this information, possible foundation options for a bridge replacement include the following:

• Precast or steel arch bridge with spread footings founded on rock or soil • Reinforced concrete box culvert with new headwalls and wingwalls

We recommend a minimum of two borings be taken with one located at the inlet and one located at the outlet in order to more fully assess the subsurface conditions at the site including, but not limited to, the soil properties, groundwater conditions, and depth to bedrock (if applicable). If access to the inlet or outlet is restricted due to the slopes at the site, borings can be taken in the roadway. If shallow bedrock is encountered during drilling operations, additional borings will likely be required to profile the bedrock elevation across the footprint of the proposed structure. 6.0 CONCLUSION When an alternative as well as preliminary alignment has been chosen, the Geotechnical Engineering Section can assist in determining a subsurface investigation that efficiently gathers adequate information for the alternative chosen. If you have any questions or would like to discuss this report, please contact us by phone at (802) 828-2561, or via email at [email protected].

PLYMOUTH BF 013-3(13) of 7 cc: Project File/CEE END Z:\Highways\ConstructionMaterials\GeotechEngineering\Projects\ Plymouth BF 013-3(13)\REPORTS\ Plymouth BF 013-3(13) Preliminary Geotechnical Information.docx

AGENCY OF TRANSPORTATION OFFICE MEMORANDUM

To: Jennifer Fitch, P.E., Structures Project Manager

From: Eric Denardo, Geotechnical Engineer via Callie Ewald, P.E., Geotechnical Engineering

Manager Date: November 7, 2016

Subject: Plymouth BF 013-3(13) – Subsurface Investigation

1.0 INTRODUCTION We have completed our geotechnical and geological subsurface investigation for the culvert located on Vermont RT 100 approximately 1.4 miles south of the intersection of VT RT 100 and US RT 4 in Plymouth, Vermont. The borings were completed to determine the soil strata and depth to bedrock to aid in design for a replacement structure. Contained herein are the results of our field sampling and testing, laboratory analyses of soil and rock samples, as well as boring logs. 2.0 FIELD INVESTIGATION The field investigation was conducted between October 3, and October 19, 2016. Five standard penetration borings were drilled to determine the existing subsurface strata. A summary of the location of each boring and corresponding ground surface elevation can be found in Table 1 as well as in the attached Boring Location Plan. The values for the Northings and Eastings are based on the Vermont State Plane Grid Coordinate System NAD 83, and were located by a handheld GPS. Elevations for the borings were then taken off a VTrans survey file. The locations and elevations of the borings should be considered accurate only to the degree implied by the method used to determine them.

Table 1: Boring Locations and Elevations Boring

Number Station Offset (ft) Northing (ft) Easting (ft) Ground Surface Elevation (ft)

Top of Bedrock Elevation (ft)

B – 101 507+65 -20.0 394406.50 1571990.99 1253.8 1236.1

B – 102 508+00 -20.0 394442.36 1571981.84 1252.6 1236.6

B – 103 508+01 20.0 394452.04 1572018.82 1249.9 1235.1

B – 104 508+42 9.8 394488.95 1572000.76 1249.2 1229.2

B – 105 507+83 24.3 394422.55 1571981.50 1252.6 1235.8 The borings were performed in general accordance with AASHTO T206, Standard Method of Test for Penetration Test and Split-Barrel Sampling of Soils. During boring operations, split spoon samples and standard penetration tests (SPT) were taken continuously to bedrock. In boring B-101, when bedrock was encountered, NX rock cores were taken 10 feet into bedrock to collect five foot core sample runs to confirm the presence of bedrock. During the first core run, the core jammed in the core barrel and the run was only completed to four feet. A third core run from nine to ten feet was completed to reach the minimum of 10 feet. For borings B-102 and B-104, when bedrock was encountered, two NX rock cores were taken 10 feet into bedrock to collect five foot core sample runs to confirm the presence of bedrock. In boring B-103 when bedrock was encountered, BX rock cores were taken 14 feet into bedrock to confirm the presence of bedrock. During the second core run, the core barrel bent and could only be advanced four feet. Due to low recovery in the first two core runs, a third five foot core was completed. In boring B-105 when bedrock was encountered, BX rock cores were taken 9 feet into bedrock to confirm

PLYMOUTH BF 013-3(13) Page 2 of 3

the presence of bedrock. During the first core run, the core barrel bent and could only be advanced 4 feet. Although cores were only taken for a total of 9 feet, due to similar material and depth to bedrock, no additional runs were completed. It should be noted that the low RQD in the rock cores may be due to mechanical breakage of the rock occurring during the coring process. Soil samples were visually identified in the field and SPT blow counts were recorded on the boring logs when applicable. Soil and rock samples were preserved and returned to the Construction and Materials Bureau Central Laboratory for testing and further evaluation. Upon completion of the laboratory testing, the boring logs were revised to reflect the results of the laboratory classification analysis. 3.0 FIELD AND LABORATORY TESTING The standard penetration resistance of the in-situ soil is determined by the number of blows required to drive a 2 inch OD split barrel sampler into the soil with a 140 pound hammer dropped from a height of 30 inches, in accordance with procedures specified in AASHTO T206. During the standard penetration test (SPT), the sampler is driven for a total length of 2 feet, while counting the blows for each 6 inch increment. The SPT N-value, which is defined as the sum of the number of blows required to drive the sampler through the second and third increments, is commonly used with established correlations to estimate a number of soil parameters, particularly the shear strength and density of cohesionless soils. The N-values provided on the boring logs are raw values and have not been corrected for energy, borehole diameter, rod length, or overburden pressure. The VT Agency of Transportation has determined a hammer correction value, CE, to account for the efficiency of the SPT hammer on the drill rig. For borings B-103 and B-105, a Diedrich D-25 rig was used. Because this is a new drill rig, a hammer energy correction factor has not been determined. As a result, a conservative CE value of 1.3, based on a standard practice value for an automatic hammer, should be used in soil parameter calculations. For borings B-101, B-103, and B-104, a CME 45C Skid Rig was used, with a hammer energy correction factor of 1.42. These values should be used in calculations to determine soil parameters. Laboratory tests were conducted on all samples to evaluate grain size, moisture content, and percent finer than No. 200 sieve. Results from this testing can be found on the attached boring logs. A detailed description of the rock cores is presented on the boring logs including run length, drill times, recovery, and Rock Quality Designation (RQD). Recovery is defined as the length of core obtained expressed as a percentage of the total length cored. In accordance with ASTM D6032, RQD is the total length of core pieces, 4 inches or greater in length, expressed as a percentage of the total length cored. RQD provides an indication of the integrity of the rock mass and relative extent of seams, jointing and bending planes. The Rock Mass Rating (RMR) is also included on the logs. RMR is AASHTO’s (LRFD Bridge Design Specification) recommended method of classifying rock, and is based on five different parameters that all have relative ratings which combine to form the RMR. These parameters include rock strength, RQD, joint spacing, joint condition, and groundwater (AASHTO Section 10.4.6.4). 4.0 RECOMMENDATIONS Based on the presence of bedrock at depths between approximately 15 and 20 feet below the ground surface, spread footings on soil or rock appear to be feasible options. Based on the overburden material encountered above bedrock, we believe sheet piles can be driven to a depth of approximately 12 to 20 feet in order to retain the roadway if phased construction is selected. Refusal conditions were encountered directly above bedrock in all the borings except B-102, signifying the presence of larger particle sizes such as gravel, cobbles, possible boulders or weathered rock. If a bridge is chosen as a preferred option, pile supported abutments may not be the most efficient and economic option as the piles would most likely need to extend into a rock socket to meet design requirements. These recommendations are based on the information encountered at the boring locations and it should be noted that site conditions can vary across the project site.


In the previous scoping report dated December 4, 2015, a precast or steel arch bridge on spread footings or a reinforced concrete box culvert with new headwalls and wingwalls were possible options for the replacement of the culvert. Based on the findings of this geotechnical investigation, we believe these are still feasible options. Once this project moves further along in the design phase, we would be happy to assist with any foundation design required. 5.0 CONCLUSION If you have any questions, or you would like to discuss this report, please contact us at (802) 828-2561. The boring logs are attached as available in the M:Projects\12b596\MaterialsResearch folder. Enclosures: Boring Location Plan (1 page) Boring Logs (5 pages) cc: Jon Griffin

Electronic Read File/DJH Project File/CEE

END Z:\Highways\CMB\GeotechEngineering\Projects\Plymouth BF 013-3(13)\REPORTS\Plymouth BF 013-3(13) Geotechnical Data Report.docx

ROCK QUALITY DESIGNATION

SHEAR STRENGTH

N TERM

DESCRIPTIVE

(GRANULAR SOILS)

DENSITY

(COHESIVE SOILS)

CONSISTENCY

N TERM

DESCRIPTIVE

A7

A6

A5

A4

A2

A3

A1

AASHTO

Very Loose

Loose

Med. Dense

Dense

Very Dense

Very Soft

Soft

Med. Stiff

Stiff

Very Stiff

Hard

Very Hard

GENERAL NOTES

COLOR

Orange

Light

Green

Gray

Dark

Brown

Blue

Black

Multicolored

Yellow

White

Tan

Red

Purple

Pink

SOIL CLASSIFICATION

DEFINITIONS

COBBLE

BOULDER

GRAVEL

BEDROCK (LEDGE)

SILT

CLAY

SAND

VARVED

HARDPAN

MUCK

MOISTURE CONTENT

FLOWING SAND

STRIKE

DIP

TO DENSITY/CONSISTENCYCORRELATION GUIDE OF "N"

mltc

yel

wh

tn

rd

pu

pnk

12 inches.

- Rock in its native

- A rock fragment with an

- Rock fragments with an

average dimension > 12 inches.

average dimension between 3 and

- Rounded particles of rock

able strength when air-dried.

no strength when air-dried.

or slightly plastic and exhibits

- Fine grained soil, exhibits

plasticity when moist and consider-

- Alternate layers of silt

- Granular soil so

and clay.

- Extremely dense soil,

cemented layer, not softened

when wet.

- Weight of water

- Inclination of bed with a

into drill casing during extraction

- Angle from magnetic north

of wash rod.

to line of intersection of bed

with a horizontal plane.

saturated (loose) that it flows

Clayey Soil - Highly Compressible

Clayey Soil - Low Compressibility

Silty Soil - Highly Compressible

Silty Soil - Low Compressibility

Silty or Clayey Gravel and Sand

Fine Sand

Gravel and Sand

>50

25-50

11-24

5-10

<5

>60

31-60

16-30

9-15

5-8

2-4

<2

<250

250-500

>4000

500-1000

1000-2000

2000-4000

IN P.S.F.

ROCK

DESCRIPTION

CONSISTENCY

UNDRAINED

SHEAR STRENGTH

Very Poor

Poor

Fair

Good

Excellent

Soft

Very Soft

Med. Stiff

Stiff

Hard

Very Stiff

- Particles of rock < 0.0787"

< 3" and > 0.0787" (#10 sieve).

(#10 sieve) and > 0.0029" (#200 sieve).

- Soil < 0.0029" (#200 sieve), non

(AASHTO)

horizontal plane.

divided by dry weight of soil.

COMMONLY USED SYMBOLS

- Soft organic soil (containing

> 10% organic material.

Water Elevation

Standard Penetration Boring

Auger Boring

Rod Sounding

Sample

Standard Penetration Test

Blow Count Per Foot For:

2" O. D. Sampler

1 �" I. D. Sampler

Hammer Weight Of 140 Lbs.

Hammer Fall Of 30"

Field Vane Shear Test

S

N

Can Not Penetrate Further

No Ledge To Depth

Ledge

No Recovery

Percent Recovery

Recovery

Rock Quality Designation

California Bearing Ratio

NP

PI

PL

LL

M

NX

BX

AX

HSA

WA

MD

DC

B

Wash Ahead

Mud Drill

Diamond Core

Blast

Core Size 1 �"

Hollow Stem Auger

Core Size 2 �"

Core Size 1 �"

Plastic Limit

Liquid Limit

Non Plastic

Plasticity Index

Sat

W

MTW

M

D

Saturated

Wet

Moist To Wet

Moist

Dry

Double Tube Core Barrel Used

US

VS

Undisturbed Soil Sample

Bo

Gr

Sa

Si

Cl

HP

Le

NLTD

CNPF

TLOB

Boulder

Gravel

Sand

Silt

Clay

Hardpan

NR

Rec.

%Rec.

RQD

CBR

< Less Than

> Greater Than

location of indefinite thickness.

R.Q.D. (%)

>90

76 to 90

51 to 75

25 to 50

<25

R Refusal (N 100)>

or

lt

gn

gry

dk

brn

bl

blk

NO.

HOLE OFFSET

TLOB

ELEV.

BORING CHART

STATION

SURV.

ELEV.

GROUND

B4

B3

B2

B1

$$$$DATE$$$

DESIGNED BY:

PROJECT LEADER: DRAWN BY:

PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF

12b596/s12b596boring.dgn

J.FITCH

$S#$ $T#$BORING INFORMATION SHEETand other factors.

ing rainfall, methods of exploration

may vary according to the prevail-

ed at the time of exploration and

conditions indicated are as record-

Observed water levels and/or

boring or sample locations.

encountered between individual

surface conditions that may be

reflect actual variations in sub-

the Agency and may not necessarily

available subsurface information by

engineering interpretation from

ties and descriptions are based on

Soil and rock classifications, proper-

and __________ by the Agency.

herein were made between ________

The subsurface explorations shown

or judgment by the Contractor.

interpretation, independent analysis

personal investigation, independent

is not intended as a substitute for

tion is presented in good faith and

the Agency. The subsurface informa-

access to the same data available to

intended to provide the Contractor

the information in the Contract is

estimating purposes. Presentation of

interpreted for Agency design and

surface data was performed and

Analysis and interpretation of sub-

face information presented herein.

exercised in preparing the subsur-

Engineering judgment was

1.

2.

3.

4.

5.

6.

Moisture Content (Dry Wgt. Basis)

7.

meters and survey feet.

Grid North American Datum 1983 in

are shown in Vermont State Plane

Northing and Easting coordinates

Subsurface Investigations, 1988.

defined in the AASHTO Manual on

discontinuities in the bedrock is

fractures, joints and other

weathering, and spacing of

describe the hardness, degree of

Terminology used on boring logs to

portray final contract details.

only and may not accurately

profile are for illustrative purposes

the boring plan layout or soils

Pictorial structure details shown on

VTSPG NAD83 - See Note 7

Top of Ledge Or Boulder

N

VT S

TATE

PLANE

GRID

False Northing: 0.0000

False Easting: 1640416.6667

Origin Latitude: 42°30’00.0000"N

Central Meridian: 72°30’00.0000"W

US Survey Foot

Transverse Mercator

NAD83 Vermont State Planes

VT83

PLYMOUTH

BF 013-3(13)

E.RICHARDS

D.D.BEARD

J.GRIFFIN

B5

507+85

B-101

B-105

B-102 B-104

B-103

508+42

508+01

508+00

507+65

9.80RT

20.0RT

20.0LT

20.0LT

24.3LT

1249.2

1249.9

1252.6

1253.9

1229.2

1235.1

1236.6

1236.1

1235.8

1252.6

506+00

507+00

508+00

509+00

510+0

0

510+5

8

50+00

51+00 52+00

53+00

8/10

HVCTRL

ELEV.= 1253.37

NO MARK

BENCHMARK

36"

PI

PE

OV

ER

BR

OO

K

2" STEELFLOW

96" CGMP

FLOW

RESERV

OIR BR

OOK

FLOW

STONE FILL

STONE FILL

VT

RO

UTE 100

TO L

UDL

OW

VT ROUTE

100

TO BRI

DGEWATER

29

29

19

COMB

28

28

COMB

30

22

30

19

COMB

GUYWIRE

GUYWIRE

GUYWIREGUYWIRE

GUYWIRE

RIGHT-

OF-WAY

EXISTI

NG STATE

506+00

507+00

508+00

509+00

510+0

0

510+5

8

ST

A 506+36.60

PC

ST

A 510+25.65

PT

ST

A 510+58.18

PO

E

E = 23.67’

L = 389.05’

T = 198.27’

R = 818.51’

CURVE (1)

50+00

51+00 52+00

53+00

1230

1240

1240

1240

1250

1250

1250

1250

1250

1250

1250

1260

WH-1-2-1

(3)

2-6-6-5(12)

8-8-8-8(16)

7-15-7-7(22)

5-5-8-9(13)

12-13-9-6

(22)

3-1-1-1(2)

[email protected]"

(R)

[email protected]"

(R)

10.5

6.4

7.4

12.9

13.2

43.1

16.1

13.3

34.8

34.3

31.7

47.1

32.1

12.3

52.8

39.7

46.6

46.9

44.1

24.8

45.6

53.6

34.2

38.3

18.6

18.8

24.2

28.1

22.3

34.1

13.0

22.0

A-1-b, GrSa, brn, Moist, Rec. = 0.4 ft, Lab Note: Plant material waswithin sample

A-1-b, GrSa, brn, Moist, Rec. = 1.3 ft

A-1-b, SiGrSa, brn, Moist, Rec. = 1.4 ft

Field Note:, Rollercone, cleaned out casingA-2-4, SaSiGr, brn, Moist, Rec. = 0.3 ft

Field Note:, Rollercone, cleaned out casing

A-1-b, SiGrSa, brn, Moist, Rec. = 0.6 ft

Field Note:, No Recovery

A-2-4, SiSa, Dk/brn, Moist, Rec. = 0.9 ft, Lab Note: Decomposing woodwas within sample

A-1-b, SaGr, brn, Moist, Rec. = 0.4 ft, Lab Note: A small amount ofdecomposing wood was within sampleField Note:, NXDC, cleaned out casing

A-1-b, SiSaGr, brn, Moist, Rec. = 0.7 ft, Lab Note: Broken andweathered rock was within sample

17.7 ft - 21.7 ft, Gray, Carbonaceous muscovite-biotite-quartzPHYLLITE, with dolomitic laminae and rare pyrite. Rust staining alongjoints. Moderately hard, Slightly weathered, Poor rock, NX, RMR=39

21.7 ft - 26.7 ft, Gray, Carbonaceous muscovite-biotite-quartzPHYLLITE, with dolomitic laminae and rare pyrite. Faint brown stainingalong joints. Moderately hard, Unweathered, Fair rock, NX, RMR=51

26.7 ft - 27.7 ft, Gray, Carbonaceous muscovite-biotite-quartzPHYLLITE, with dolomitic laminae and rare pyrite. Rust and brownstaining along joints. Moderately hard, Unweathered, Fair rock, NX,RMR=44

Hole stopped @ 27.7 ft

1(50)

2(50)

3(40-50)

85(23)

92(68)

100(40)

6

4

6

8

3

4

2

3

4

5

Remarks:Hole collapsed at 8.5 feet.

BORING LOG

PlymouthBF 013-3(13)

Dep

th(f

t)

5

10

15

20

25

30

VT-100 Culv. 115

Boring Crew: Emerson, Garrow, Gomes

Date Started: 10/04/16 Date Finished: 10/05/16

VTSPG NAD83: N 394406.50 ft E 1571990.99 ft

Ground Elevation: 1253.8 ft

Boring No.: B-101

Page No.: 1 of 1

Pin No.: 12b596

Checked By: END

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:

Hammer Fall:Hammer Wt:I.D.:Type:

10/05/16 12.5 W.T. before drilling

CE = 1.42

Moi

stur

eC

onte

nt %

Rig: CME 45C SKIDHammer/Rod Type: Auto/AWJ

SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: -20.00

Gra

vel %

San

d %

Fin

es %

Groundwater Observations

CLASSIFICATION OF MATERIALS(Description) R

un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dri

ll R

ate

min

utes

/ft

Str

ata

(1)

Station: 507+65

1. Stratification lines represent approximate boundary between material types. Transition may be gradual.2. N Values have not been corrected for hammer energy. CE is the hammer energy correction factor.3. Water level readings have been made at times and under conditions stated. Fluctuations may occur due to other factors than those present at the time measurements were made.

STATE OF VERMONTAGENCY OF TRANSPORTATION

CONSTRUCTION ANDMATERIALS BUREAU

CENTRAL LABORATORY

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

1/2

/16

Top of Bedrock @ 17.7 ft

WH-1-2-6

(3)

5-9-10-12

(19)

12-18-16-11(34)

9-5-3-5(8)

8-7-5-5(12)

5-4-4-3(8)

5-2-2-1(4)

3-3-14-11

(17)

12.0

6.4

5.8

4.0

13.6

11.1

25.6

41.4

36.1

59.5

32.9

49.1

54.2

41.4

44.3

28.1

48.4

38.4

20.2

17.2

19.6

12.4

18.7

12.5

A-2-4, SiGrSa, brn, Moist, Rec. = 0.9 ft, Lab Note: Plant material waswithin sample


A-1-b, GrSa, brn, Moist, Rec. = 1.6 ft, Lab Note: Broken rock was withinsample

A-1-a, SaGr, brn, Moist, Rec. = 0.3 ft, Lab Note: Broken rock was withinsample

Field Note:, NXDC, Cleaned out casing




Field Note:, NXDC, Cleaned out casingField Note:, No Recovery


A-1-b, SaGr, brn, Moist, Rec. = 0.8 ft


16.0 ft - 21.0 ft, Gray, Muscovite-biotite-quartz PHYLLITE, with dolomiticand quartz laminae and rare pyrite. Rust staining along joints. Moderatelyhard, Slightly weathered, Poor rock, NX, RMR=36

21.0 ft - 26.0 ft, Gray, Muscovite-biotite-quartz PHYLLITE, with fewdolomitic lenses/laminae and rare pyrite. Rust and brown staining alongjoints. Moderately hard, Slightly weathered, Fair rock, NX, RMR=53


1(30-40)

2(30-40)

78(14)

100(76)

5

5

5

5

5

5

5

3

4

5


1. Stone was stuck in end of sampler in 6 foot to 8 foot sample.

BORING LOG


Dep

th(f

t)

5

10

15

20

25

30

VT-100 Culv. 115

Boring Crew: Gomes, Garrow


VTSPG NAD83: N 394442.36 ft E 1571981.84 ft


Boring No.: B-102

Page No.: 1 of 1

Pin No.: 12b596

Checked By: END

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:


10/06/16 No W.T. recorded

CE = 1.42

Moi

stur

eC

onte

nt %


SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: -20.00

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dri

ll R

ate

min

utes

/ft

Str

ata

(1)

Station: 508+00




CENTRAL LABORATORY

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

1/2

/16


2-3-3-4(6)

5-5-5-4(10)

5-4-5-8(9)

9-6-5-7(11)

4-7-9-6(16)

11-5-2-4(7)

[email protected]"

(R)

[email protected]"

(R)

8.7

7.3

6.4

7.2

10.4

53.4

15.7

40.1

31.9

42.7

33.7

39.3

36.6

25.1

43.3

51.8

44.0

42.2

42.1

49.5

43.0

16.6

16.3

13.3

24.1

18.6

13.9

31.9

A-1-b, GrSa, brn, Dry, Rec. = 0.8 ft, Lab Note: Plant material was withinsample

A-2-4, GrSa, brn, Dry, Rec. = 1.0 ft

A-1-b, GrSa, brn, Dry, Rec. = 0.8 ft

A-2-4, SiGrSa, brn, Dry, Rec. = 0.2 ft, Lab Note: Broken rock was withinsample



A-1-b, GrSa, brn, Moist, Rec. = 0.4 ft, Lab Note: Large pieces of woodwere within sampleField Note:, NXDC, Cleaned out casing

A-2-4, GrSiSa, blk-brn, Moist, Rec. = 0.4 ft, Lab Note: Broken andweathered rock was within sample14.8 ft - 19.8 ft, Silvery-gray, Carbonaceousmuscovite-biotite-quartz-pyrite PHYLLITE, with dolomitic lenses/laminae.Yellow and rust staining along joints. Moderately hard, Unweathered,Poor rock, BX, RMR=36 Low RQD could be due to mechanical breakage

19.8 ft - 23.8 ft, Silvery-gray, Carbonaceousmuscovite-biotite-quartz-pyrite PHYLLITE, with dolomitic lenses/laminae.Rust and orange staining along joints. Medium to moderately hard, Veryslightly weathered, Poor rock, BX, RMR=36 Low RQD could be due tomechanical breakage

23.8 ft - 28.8 ft, Silvery-gray, Carbonaceousmuscovite-biotite-quartz-pyrite PHYLLITE, with few dolomiticlenses/laminae. Faint brown and rust staining along joints. Moderatelyhard, Very slightly weathered, Poor rock, BX, RMR=39 Low RQD couldbe due to mechanical breakage


1(50)

2(40-50)

3(40-50)

56(0)

58(0)

40(0)

7

6

6

8

8

6

6

5

15

5

4

4

10

6


1. Top of Bedrock 14.8 feet.

BORING LOG


Dep

th(f

t)

5

10

15

20

25

30

VT-100 Culv. 115

Boring Crew: Gomes, Judkins, Emerson


VTSPG NAD83: N 394452.04 ft E 157018.82 ft


Boring No.: B-103

Page No.: 1 of 1

Pin No.: 12b596

Checked By: END

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:



CE = Unkown

Moi

stur

eC

onte

nt %

Rig: Diedrich 25Hammer/Rod Type: Auto/AWJ

SS1.5 in140 lb.30 in.

WB3 inN.A.N.A.

Casing Sampler

Offset: 20.00

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dri

ll R

ate

min

utes

/ft

Str

ata

(1)

Station: 508+01




CENTRAL LABORATORY

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

1/2

/16

8-13-15-14

(28)

12-9-8-9(17)

6-6-4-4(10)

4-4-4-4(8)

4-2-1-WH(3)

14-5-13-18

(18)

[email protected]"

(R)

7.1

8.6

11.1

15.4

12.8

13.9

36.2

19.0

14.0

34.8

54.7

39.1

46.8

60.3

64.5

48.4

34.4

41.3

17.0

20.7

21.5

16.8

10.9

19.6

Asphalt Pavement, 0.0 ft - 1.0 ft


A-2-4, SiSa, brn, Moist, Rec. = 1.7 ft

A-2-4, SiSa, brn, Moist, Rec. = 1.5 ft

Field Note:, Rollercone, cleaned out casingA-1-b, GrSa, brn, Moist, Rec. = 0.3 ft


Field Note:, Rollercone, cleaned out casingA-1-a, SaGr, brn-blk, Moist, Rec. = 1.2 ft, Lab Note: Broken rock and asmall amount of asphalt pavement was within sample

Field Note:, NXDC, cleaned out casingField Note:, Cobbles and Boulder

A-1-b, GrSa, Lt/brn, Moist, Rec. = 0.7 ft, Lab Note: A small amount ofbroken rock was within sampleField Note:, NXDC, cleaned out casing

20.0 ft - 25.0 ft, Gray, Carbonaceous muscovite-biotite-quartz-pyritePHYLLITE, with dolomitic laminae. Rust and brown staining along joints.Moderately hard, Very slightly weathered, Fair rock, NX, RMR=46

25.0 ft - 30.0 ft, Gray, Carbonaceous muscovite-biotite-quartz-pyritePHYLLITE, with dolomitic laminae. Faint brown staining along joints.Moderately hard, Unweathered, Fair rock, NX, RMR=54


1(50)

2(50)

96(56)

96(72)

5

3

3

3

3

3

3

3

4

3

Remarks:Hole Collapsed at 7.1 feet.

BORING LOG


Dep

th(f

t)

5

10

15

20

25

30

VT-100 Culv. 115

Boring Crew: Emerson, Garrow, Gomes


VTSPG NAD83: N 394488.95 ft E 1572000.76 ft


Boring No.: B-104

Page No.: 1 of 1

Pin No.: 12b596

Checked By: END

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:



CE = 1.42

Moi

stur

eC

onte

nt %


SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: 9.80

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dri

ll R

ate

min

utes

/ft

Str

ata

(1)

Station: 508+42




CENTRAL LABORATORY

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

1/2

/16


3-3-5-8(8)

4-3-4-7(7)

9-9-7-7(16)

6-7-5-7(12)

7-7-6-6(13)

6-9-9-7(18)

5-3-3-5(6)

[email protected]"

(27)

[email protected]"

(R)

6.4

7.1

5.8

6.3

8.3

13.4

12.2

13.5

53.7

41.2

28.2

32.5

17.9

42.8

43.0

39.9

34.6

44.5

53.0

47.9

56.3

39.8

37.7

36.5

11.7

14.3

18.8

19.6

25.8

17.4

19.3

23.6

A-1-b, SaGr, brn, Dry, Rec. = 0.7 ft, Lab Note: Plant material was withinsample




A-2-4, SiSa, brn, Dry, Rec. = 0.6 ft


Field Note:, BXDC, cleaned out casing

A-1-b, SaGr, brn, Moist, Rec. = 0.6 ft

Field Note:, Rollercone, cleaned out casing

A-1-b, SaGr, gry-brn, Moist, Rec. = 0.9 ft, Lab Note: Sample was rustcolored

Field Note:, BXDC, cleaned out casingA-1-b, SiSaGr, gry-brn, Moist, Rec. = 0.8 ft, Lab Note: Broken rock anda lot of weathered rock was within sample. Sample was rust colored16.8 ft - 20.8 ft, Silvery-gray to light gray, Carbonaceousmuscovite-biotite-quartz-pyrite PHYLLITE, with dolomitic laminae andrare magnetite. Brown staining along joints. Moderately hard,Unweathered, Fair rock, BX, RMR=44 Low RQD could be due tomechanical breakage

20.8 ft - 25.8 ft, Silvery-gray to light gray, Carbonaceousmuscovite-biotite-quartz PHYLLITE, with dolomitic lenses/laminae andrare magnetite. Faint rust staining along joints. Moderately hard,Unweathered, Fair rock, BX, RMR=49


1(40-50)

2(30)

55(0)

80(42)

4

3

4

6

3

3

4

4

4


1. Top of Bedrock 16.8 feet.

BORING LOG


Dep

th(f

t)

5

10

15

20

25

30

VT-100 Culv. 115

Boring Crew: Emerson, Judkins, Gomes


VTSPG NAD83: N 394422.55 ft E 1571981.50 ft


Boring No.: B-105

Page No.: 1 of 1

Pin No.: 12b596

Checked By: END

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:


10/19/16 No W.T. observed

CE = Unkown

Moi

stur

eC

onte

nt %

Rig: Diedrich 25Hammer/Rod Type: Auto/AWJ

SS1.5 in140 lb.30 in.

WB3 inN.A.N.A.

Casing Sampler

Offset: -24.30

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dri

ll R

ate

min

utes

/ft

Str

ata

(1)

Station: 507+83




CENTRAL LABORATORY

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

1/2

/16

AGENCY OF TRANSPORTATION OFFICE MEMORANDUM

To: Rob Young. P.E., Structures Project Manager

From: Eric Denardo, Geotechnical Engineer via Callie Ewald, P.E., Geotechnical Engineering Manager

Date: December 22, 2017

Subject: Plymouth BF 013-3(13) – Additional Subsurface Investigation

1.0 INTRODUCTION

As requested, we have completed an additional subsurface investigation for the replacement of the culvert located approximately 1.4 miles south of the intersection of VT RT 100 and US RT 4 on Vermont Route 100 in Plymouth, Vermont. A previous geotechnical report dated November 7, 2016, summarized the results of field sampling and testing, laboratory analysis, and initial recommendations for the proposed culvert. This report summarizes the results of the additional borings that were completed to profile the shallow bedrock located at the site.

2.0 FIELD INVESTIGATION

The field investigation was conducted between December 4, 2017 and December 14, 2017. Eight exploratory borings were completed at the site to better profile the shallow bedrock encountered in the previous subsurface investigation. Boring locations were provided by Chris Mooney with the Geotechnical Request Form dated October 26, 2017. A summary of the location of each boring and corresponding ground surface elevation, depth to bedrock, and elevation of bedrock can be found in Table 2.1 as well as in the attached Boring Location Plan. The values of the Northings and Eastings are based on the Vermont State Plane NAD 83, and were located by a handheld GPS. Elevations for the borings were then taken off a VTrans survey file. The locations and elevations of the borings should be considered accurate only to the degree implied by the method used to determine them.

Table 2.1: Boring Locations and Elevations Boring

Number Northing(ft) Easting (ft) Approximate GSE (ft)

Depth to Bedrock (ft)

Approx. Bedrock Elevation (ft)

B-201 394385.2 1572008.6 1254.8 16.2 1238.6

B-202 394424.5 1571998.6 1253.0 17.3 1235.7

B-203 394446.9 1571992.4 1252.0 18.1 1233.9

B-204 394427.7 1572026.9 1251.3 16.5 1234.8

B-205 394443.2 1572010.0 1251.2 17.9 1233.3

B-206 394467.2 1572003.8 1250.1 15.7 1234.4

B-207 394457.1 1572023.9 1247.1 9.2 1237.9

B-208 394531.0 1571995.4 1246.6 17.2 1229.4


During boring operations no soil samples were taken. Borings B-201 and B-208 were moved slightly from the requested locations due to drill rig accessibility limitations on the steep slopes along Route 100. When bedrock was encountered, NX rock cores were taken to confirm the presence of bedrock. Borings B-202 to B-207 were drilled close to the locations of borings that were advanced during the first subsurface investigation. For this reason, only one five foot rock core was taken in each boring to confirm the presence of bedrock when encountered. For borings B-201 and B-208, due to the borings being farther away from the initial subsurface investigation, when bedrock was encountered two five foot core runs, totaling 10 feet, were completed in each boring to confirm the presence of bedrock.

3.0 FIELD AND LABORATORY TESTING

A detailed description of the rock cores is presented on the boring logs including run length, drill times, recovery, and Rock Quality Designation (RQD). Recovery is defined as the length of core obtained expressed as a percentage of the total length cored. In accordance with ASTM D6032, RQD is the total length of core pieces, 4 inches or greater in length, expressed as a percentage of the total length cored. RQD provides an indication of the integrity of the rock mass and relative extent of seams, jointing, and bending planes. The Rock Mass Rating (RMR) is also included on the logs. RMR is AASHTO’s (LRFD Bridge Design Specification) recommended method of classifying rock, and is based on five different parameters that all have relative ratings which combine to form the RMR. These parameters include rock strength, RQD, joint spacing, joint condition, and groundwater (AASHTO Section 10.4.6.4).

4.0 CONCLUSION

The rock encountered during boring operations had RMR values ranging from 27 to 64 with an average value of 47. These values indicate poor to good rock. Based on the geologic assessment performed by the Agency Geologist, the rock could be removed using techniques commonly employed by contractors in the region such as mechanical excavation or blasting.

An additional probe and exploratory test pits were also proposed to determine if construction will impact the existing water pipe and its foundation, located adjacent to the culvert. No foundation for the pipe can be seen along the slope of the roadway however due to the proposed location of the wingwall, the pipe may be affected during construction. This additional investigation will need to be performed in the spring due to weather and availability of personnel during winter months.

If you have any questions, or you would like to discuss this report, please contact us at (802) 828-2561.

Enclosures: Boring Location Plan Boring Logs (8 pages)

cc: Electronic Read File/MG Project File/CEE END

Z:\Highways\CMB\GeotechEngineering\Projects\Plymouth BF 013-3(13)\REPORTS\Plymouth BF 013-3(13) Subsurface Investigation.docx

ROCK QUALITY DESIGNATION

SHEAR STRENGTH

N TERM

DESCRIPTIVE

(GRANULAR SOILS)

DENSITY

(COHESIVE SOILS)

CONSISTENCY

N TERM

DESCRIPTIVE

A7

A6

A5

A4

A2

A3

A1

AASHTO

Very Loose

Loose

Med. Dense

Dense

Very Dense

Very Soft

Soft

Med. Stiff

Stiff

Very Stiff

Hard

Very Hard

GENERAL NOTES

COLOR

Orange

Light

Green

Gray

Dark

Brown

Blue

Black

Multicolored

Yellow

White

Tan

Red

Purple

Pink

SOIL CLASSIFICATION

DEFINITIONS

COBBLE

BOULDER

GRAVEL

BEDROCK (LEDGE)

SILT

CLAY

SAND

VARVED

HARDPAN

MUCK

MOISTURE CONTENT

FLOWING SAND

STRIKE

DIP

TO DENSITY/CONSISTENCYCORRELATION GUIDE OF "N"

mltc

yel

wh

tn

rd

pu

pnk

12 inches.

- Rock in its native

- A rock fragment with an

- Rock fragments with an

average dimension > 12 inches.

average dimension between 3 and

- Rounded particles of rock

able strength when air-dried.

no strength when air-dried.

or slightly plastic and exhibits

- Fine grained soil, exhibits

plasticity when moist and consider-

- Alternate layers of silt

- Granular soil so

and clay.

- Extremely dense soil,

cemented layer, not softened

when wet.

- Weight of water

- Inclination of bed with a

into drill casing during extraction

- Angle from magnetic north

of wash rod.

to line of intersection of bed

with a horizontal plane.

saturated (loose) that it flows

Clayey Soil - Highly Compressible

Clayey Soil - Low Compressibility

Silty Soil - Highly Compressible

Silty Soil - Low Compressibility

Silty or Clayey Gravel and Sand

Fine Sand

Gravel and Sand

>50

25-50

11-24

5-10

<5

>60

31-60

16-30

9-15

5-8

2-4

<2

<250

250-500

>4000

500-1000

1000-2000

2000-4000

IN P.S.F.

ROCK

DESCRIPTION

CONSISTENCY

UNDRAINED

SHEAR STRENGTH

Very Poor

Poor

Fair

Good

Excellent

Soft

Very Soft

Med. Stiff

Stiff

Hard

Very Stiff

- Particles of rock < 0.0787"

< 3" and > 0.0787" (#10 sieve).

(#10 sieve) and > 0.0029" (#200 sieve).

- Soil < 0.0029" (#200 sieve), non

(AASHTO)

horizontal plane.

divided by dry weight of soil.

COMMONLY USED SYMBOLS

- Soft organic soil (containing

> 10% organic material.

Water Elevation

Standard Penetration Boring

Auger Boring

Rod Sounding

Sample

Standard Penetration Test

Blow Count Per Foot For:

2" O. D. Sampler

1 �" I. D. Sampler

Hammer Weight Of 140 Lbs.

Hammer Fall Of 30"

Field Vane Shear Test

S

N

Can Not Penetrate Further

No Ledge To Depth

Ledge

No Recovery

Percent Recovery

Recovery

Rock Quality Designation

California Bearing Ratio

NP

PI

PL

LL

M

NX

BX

AX

HSA

WA

MD

DC

B

Wash Ahead

Mud Drill

Diamond Core

Blast

Core Size 1 �"

Hollow Stem Auger

Core Size 2 �"

Core Size 1 �"

Plastic Limit

Liquid Limit

Non Plastic

Plasticity Index

Sat

W

MTW

M

D

Saturated

Wet

Moist To Wet

Moist

Dry

Double Tube Core Barrel Used

US

VS

Undisturbed Soil Sample

Bo

Gr

Sa

Si

Cl

HP

Le

NLTD

CNPF

TLOB

Boulder

Gravel

Sand

Silt

Clay

Hardpan

NR

Rec.

%Rec.

RQD

CBR

< Less Than

> Greater Than

location of indefinite thickness.

R.Q.D. (%)

>90

76 to 90

51 to 75

25 to 50

<25

R Refusal (N 100)>

or

lt

gn

gry

dk

brn

bl

blk

NO.

HOLE OFFSET

TLOB

ELEV.

BORING CHART

STATION

SURV.

ELEV.

GROUND

B4

B3

B2

B1

$$$$DATE$$$

DESIGNED BY:

PROJECT LEADER: DRAWN BY:

PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF

12b596/s12b596boring.dgn

R.YOUNG

$S#$ $T#$BORING INFORMATION SHEET

or judgment by the Contractor.

interpretation, independent analysis

personal investigation, independent

is not intended as a substitute for

tion is presented in good faith and

the Agency. The subsurface informa-

access to the same data available to

intended to provide the Contractor

the information in the Contract is

estimating purposes. Presentation of

interpreted for Agency design and

surface data was performed and

Analysis and interpretation of sub-

face information presented herein.

exercised in preparing the subsur-

Engineering judgment was

1.

2.

3.

4.

5.

6.

Moisture Content (Dry Wgt. Basis)

7.

meters and survey feet.

Grid North American Datum 1983 in

are shown in Vermont State Plane

Northing and Easting coordinates

Subsurface Investigations, 1988.

defined in the AASHTO Manual on

discontinuities in the bedrock is

fractures, joints and other

weathering, and spacing of

describe the hardness, degree of

Terminology used on boring logs to

portray final contract details.

only and may not accurately

profile are for illustrative purposes

the boring plan layout or soils

Pictorial structure details shown on

VTSPG NAD83 - See Note 7

Top of Ledge Or Boulder

N

VT S

TATE

PLANE

GRID

False Northing: 0.0000

False Easting: 1640416.6667

Origin Latitude: 42°30’00.0000"N

Central Meridian: 72°30’00.0000"W

US Survey Foot

Transverse Mercator

NAD83 Vermont State Planes

VT83

PLYMOUTH

BF 013-3(13)

E.RICHARDS C.MOONEY

B1

B5

B3

B4B2

B5

and other factors.

ing rainfall, methods of exploration

may vary according to the prevail-

ed at the time of exploration and

conditions indicated are as record-

Observed water levels and/or

boring or sample locations.

encountered between individual

surface conditions that may be

reflect actual variations in sub-

the Agency and may not necessarily

available subsurface information by

engineering interpretation from

ties and descriptions are based on

Soil and rock classifications, proper-

and 12/14/2017 by the Agency.

herein were made between 12/04/2017

The subsurface explorations shown

507+82.88

508+42.12

508+01.31

508+01.37

507+65.28

25.00LT

9.75RT

18.83RT

19.40LT

20.53LT

1252.51

1248.99

1249.80

1252.58

1253.09

1235.71

1228.99

1235.00

1236.58

1235.39

E.RICHARDS

NO.

HOLE

ELEV.

GROUNDNORTHING EASTING

GUYWIRE GUYWIRE

1329SIG

N

BRID

GE 115

VT 10

0

1129SIG

N

BRID

GE 115

VT 10

0

1330SIG

N

CA

UTIO

N

BU

RIE

D PIP

E LIN

E

507+00

508+00

B-201B-204

B-202 B-205

B-207

B-203 B-206

B-208

B-208

B-207

B-206

B-205

B-204

B-203

B-202

B-201

RIGHT-

OF-WAY

EXISTI

NG STATE

96" CGMP

FLOW

36"

PIP

EO

VE

R

BR

OO

K

2" STEEL

FLOW

8/10

HVCTRL

1246.6

1247.1

1250.07

1251.17

1251.26

1252.04

1252.98

1254.8

394531.0

394457.1

394467.2

394443.2

394427.7

394446.9

394424.5

394385.2

1571995.4

1572023.9

1572003.8

1572010.0

1572026.9

1571992.4

1571998.6

394385.2

BEDROCK PROBE CHART

TLOB

ELEV.

1229.4

1237.9

1234.4

1233.3

1234.8

1233.9

1235.7

1238.6

506+06

506+06

507+00

508+00

509+00

510+0

0

510+5

9

58+59

59+00

60+00

61+00

62+00

62+23

1319C

OM

B

#19/29/29

1323GU

YW

1324GU

YW


Field Note:, Appears to be Gr Sa

Field Note:, NXDC, cleaned out casing, Cobbles and Boulders

Field Note:, Appears to be Sa Gr

Field Note:, NXDC, cleaned out casing, Cobbles and Boulders

16.2 ft - 21.2 ft, Silvery-gray, Carbonaceous, sulfidic PHYLLITE, withcalcareous, siliceous, and dolomitic laminae. Open joints are ruststained, pitted, and friable with finger pressure. Moderately hard,Slightly to moderately weathered, Fair rock, NX, RMR=46

21.2 ft - 22.5 ft, White, DOLOMITE, with phyllitic inclusions. NX

22.5 ft - 26.2 ft, Silvery-gray, Carbonaceous, sulfidic PHYLLITE, withdolomitic and calcareous laminae. Moderately hard, Unweathered,Good rock, RMR=62


1(35)

2(35-40)

92(74)

90(91)

2

1

2

2

2

2

3

3

2

3


BORING LOG


Dep

th(f

t)

5

10

15

20

25

30

VT-100 Culv. 115

Boring Crew: Nieto, Garrow, Olden


VTSPG NAD83: N 394385.2 ft E 1572008.6 ft


Boring No.: B-201

Page No.: 1 of 1

Pin No.: 12b596

Checked By:

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:


12/14/17 5.5 W.T. after drilling

Moi

stur

eC

onte

nt %


SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: -10.50

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dril

l Rat

em

inut

es/ft

Str

ata

(1)

Station: 507+40



CENTRAL LABORATORY


CE = 1.42

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

2/2

0/1

7


END


17.3 ft - 20.1 ft, Silver-gray, Highly sulfidic, silicic,biotite/sericite/chlorite PHYLLITE, with thicker irregular laminae ofdolomitic quartzite. Foliation dipping ~65 degrees. NX

20.1 ft - 22.3 ft, Silver-gray, Highly sulfidic, silicic,biotite/sericite/chlorite PHYLLITE, with dolomitic quartzite layersbecoming more regular, which shows a rheological changerepresented by a shallower ~35 degree dip. Joints are slightly openand show deep orange oxidation with cubic weathering patterns.Moderately hard, Slightly weathered, Poor rock, RMR=39


1(65&35)

84(14)

3

2

2

3

4


BORING LOG


Dep

th(f

t)

5

10

15

20

25

VT-100 Culv. 115

Boring Crew: Gonyaw, Judkins, Nieto


VTSPG NAD83: N 394424.5 ft E 1571998.6 ft


Boring No.: B-202

Page No.: 1 of 1

Pin No.: 12b596

Checked By:

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:



Moi

stur

eC

onte

nt %


SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: -8.00

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dril

l Rat

em

inut

es/ft

Str

ata

(1)

Station: 507+80



CENTRAL LABORATORY


CE = 1.42

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

2/2

0/1

7


END


Field Note:, NXDC, cleaned out casing, cobbles

12.2 ft - 17.2 ft, Concrete. NX

18.1 ft - 23.1 ft, Silvery gray to dark gray, Carbonaceous sulfidicPHYLLITE, with calcareous and dolimitic laminae. Extensive ruststaining and brown staining along joints and open foliation planes.Medium hard, Moderately weathered, Poor rock, NX, RMR=27


1

2(45)

100

80(20)

3

3

3

3

3

4

4

4

7

5


BORING LOG


Dep

th(f

t)

5

10

15

20

25

VT-100 Culv. 115

Boring Crew: Judkins, Gonyaw


VTSPG NAD83: N 394446.9 ft E 1571992.4 ft


Boring No.: B-203

Page No.: 1 of 1

Pin No.: 12b596

Checked By:

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:


12/06/17 11.1 W.T. during drilling

Moi

stur

eC

onte

nt %


SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: -8.00

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dril

l Rat

em

inut

es/ft

Str

ata

(1)

Station: 508+03



CENTRAL LABORATORY


CE = 1.42

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

2/2

0/1

7


END

Field Note:, Appears to be Gr Sa

Field Note:, NXDC, Cleaned out casing, cobbles

Field Note:, NXDC, Cleaned out casing, cobbles16.5 ft - 21.5 ft, Silver-dark grey, Silicic, white mica, biotite, chloritePHYLLITE, layered with thicker layers of carbonate bearing quartziteand "dirty" limestone. Lenses of sandy dolostone +/- calcite obliquelycut across fabric. Rock emanates a sulfur odor. Joints are slightlyopen and show deep orange oxidation and cubic pitting. Moderatelyhard, Slightly weathered, Fair rock, NX, RMR=44

21.5 ft - 26.5 ft, Silver-dark grey, Silicic, white mica, biotite, chloritePHYLLITE, layered with thicker layers of carbonate bearing quartziteand "dirty" limestone. Lenses of sandy dolostone +/- calcite obliquelycut across fabric. Rock emanates a sulfur odor. Joints are slightlyopen and show deep orange oxidation and cubic pitting. Moderatelyhard, Slightly weathered, Fair rock, NX, RMR=44


1(35)

2(35)

92(30)

90(27)

3

2

3

2

3

4

3

4

4

4


BORING LOG


Dep

th(f

t)

5

10

15

20

25

30

VT-100 Culv. 115

Boring Crew: Emerson, Olden, Garrow


VTSPG NAD83: N 394427.7 ft E 1572026.9 ft


Boring No.: B-204

Page No.: 1 of 1

Pin No.: 12b596

Checked By:

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:



Moi

stur

eC

onte

nt %

Rig: Diedrich D25Hammer/Rod Type: Auto/AWJ

SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: 20.00

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dril

l Rat

em

inut

es/ft

Str

ata

(1)

Station: 507+75



CENTRAL LABORATORY


CE = Unknown

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

2/2

0/1

7


END


NXDC, cleaned out casing, Boulder, 11.5 ft - 13.5 ft

17.9 ft - 22.9 ft, Silvery-gray, Carbonaceous sulfidic PHYLLITE, withcalcareous and dolomitic laminae. Faint rust and brown stainingalong joints. Moderately hard, Slightly weathered, Fair rock, NX,RMR=46


1(35-40)

100(64)

4

4

3

3

3


BORING LOG


Dep

th(f

t)

5

10

15

20

25

VT-100 Culv. 115

Boring Crew: Judkins, Gonyaw


VTSPG NAD83: N 394443.2 ft E 1572010.0 ft


Boring No.: B-205

Page No.: 1 of 1

Pin No.: 12b596

Checked By:

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:



Moi

stur

eC

onte

nt %


SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: 8.00

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dril

l Rat

em

inut

es/ft

Str

ata

(1)

Station: 507+95



CENTRAL LABORATORY


CE = 1.42

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

2/2

0/1

7


END


15.7 ft - 20.7 ft, Silvery-gray, Carbonaceous sulfidic PHYLLITE, withcalcareous and dolomitic laminae. Rust staining along joints.Moderately hard, Very slightly weathered, Fair rock, NX, RMR=53


1(25-30)

86(86)

4

5

4

3

4


BORING LOG


Dep

th(f

t)

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

VT-100 Culv. 115

Boring Crew: Nieto, Judkins, Gonyaw


VTSPG NAD83: N 394467.2 ft E 1572003.8 ft


Boring No.: B-206

Page No.: 1 of 1

Pin No.: 12b596

Checked By:

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:


12/05/17 11.2 W.T. before driling

Moi

stur

eC

onte

nt %


SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: 8.00

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dril

l Rat

em

inut

es/ft

Str

ata

(1)

Station: 508+20



CENTRAL LABORATORY


CE = 1.42

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

2/2

0/1

7 Top of Bedrock @ 15.7 ft

END

Field Note:, NXDC, cleaned out casing

Field Note:, Appears to be Sa Gr

Field Note:, NXDC, cleaned out casing

9.2 ft - 14.2 ft, Silver-dark grey, Silicic, white mica, biotite, chloritePHYLLITE, layered with thicker layers of carbonate bearing quartziteand "dirty" limestone. Lenses of sandy dolostone +/- calcite obliquelycut across fabric. Rock emanates a sulfur odor. Joints are slightlyopen and show deep orange oxidation and cubic pitting. Moderatelyhard, Slightly weathered, Fair rock, NX, RMR=44


1(35)

92(30)

4

4

2

4

4


BORING LOG


Dep

th(f

t)

2.5

5.0

7.5

10.0

12.5

15.0

17.5

VT-100 Culv. 115

Boring Crew: Gonyaw, Garrow


VTSPG NAD83: N 394457.1 ft E 1572023.9 ft


Boring No.: B-207

Page No.: 1 of 1

Pin No.: 12b596

Checked By:

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:



Moi

stur

eC

onte

nt %

Rig: Diedrich D25Hammer/Rod Type: Auto/AWJ

SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: 25.00

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dril

l Rat

em

inut

es/ft

Str

ata

(1)

Station: 508+05



CENTRAL LABORATORY


CE = Unknown

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

2/2

0/1

7


END


Field Class:, NXDC, cleaned out casing, Cobbles and Boulders

17.2 ft - 19.4 ft, Silver-gray, Laminae of highly sulfidic, silicic,biotite/sericite/chlorite PHYLLITE, with thicker irregular laminae ofdolomitic quartzite steeply dipping ~90 degrees. Joints are slightlyopen and show deep orange oxidation with cubic weatheringpatterns. NX19.4 ft - 22.2 ft, Silver-gray, Rhythmic laminae of sulfidic PHYLLITE,and sericitic/dolomitic QUARTZITE. Foliation is dipping ~40degrees. Quartzite laminae releases a strong sulfur odor whenscratched, while large ~1/4 inch blocky sulfides, orthogonal tofoliation, are seemingly restricted to thicker laminae of phyllite..Moderately hard, Slightly weathered, Fair rock, RMR=52NX22.7 ft - 27.2 ft, Silver-gray, Evenly distributed, rhythmic laminae ofsulfidic PHYLLITE, and sericitic/dolomitic QUARTZITE. Thin, tightlyfoldedand stylitic dolomite layers unevenly cross-cut rhythmiclaminae. Quartzite laminae releases a strong sulfur odor whenscratched while large ~1/4 inch blocky sulfides in phyllite laminae.Moderately hard, Slightly weathered, Good rock, RMR=64


1(90&40)

2(50)

100(58)

100(92)

2

2

2

2

3

2

2

2

2

2


BORING LOG


Dep

th(f

t)

5

10

15

20

25

30

VT-100 Culv. 115

Boring Crew: Nieto, Judkins, Gonyaw


VTSPG NAD83: N 394531.0 ft E 1571995.4 ft


Boring No.: B-208

Page No.: 1 of 1

Pin No.: 12b596

Checked By:

Blo

ws/

6"(N

Val

ue)

Date Depth(ft)

Notes

Notes:



Moi

stur

eC

onte

nt %


SS1.5 in140 lb.30 in.

WB4 inN.A.N.A.

Casing Sampler

Offset: 12.00

Gra

vel %

San

d %

Fin

es %



un(D

ip d

eg.)

Cor

e R

ec. %

(RQ

D %

)

Dril

l Rat

em

inut

es/ft

Str

ata

(1)

Station: 508+85



CENTRAL LABORATORY


CE = 1.42

BO

RIN

G L

OG

2 P

LYM

OU

TH

BF

013

-3(1

3).G

PJ

VE

RM

ON

T A

OT

.GD

T 1

2/2

0/1

7


END

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