Brunswick BF 0271 (23)

Agency: State Government of Vermont
State: Vermont
Type of Government: State & Local
Caegory:
  • 65 - Medical, Dental, and Veterinary Equipment and Supplies
Posted Date: Sep 19, 2018
Due Date: Oct 12, 2018
Bid Source: Please Login to View Page
Contact information: Please Login to View Page
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Brunswick BF 0271 (23) Request Date: 9/19/2018 10:52:37 AM
Open Date:
Closing Date: 10/12/2018 11:00 AM
Intent To Bid Deadline:
Est. Dollar Value: $0.00
RFQ Number:

Agency of Transportation - Contract Administration

1 National Life Drive
Montpelier , VT 05633-5001

Bid Type:
Job Contract

Locations:

Keywords:
Construction (Non Building), Bridge Repair and Construction, Paving Contractor, Road Construction

Bid Description:
BRUNSWICK BF 0271 (23) ? LOCATED IN THE TOWN OF BRUNSWICK ON VT ROUTE 102, APPROXIMATELY 4.8 MILES SOUTH OF THE INTERSECTION OF VT ROUTE 105 AND VT ROUTE 102 AND EXTENDING APPROXIMATELY 600 FEET TO THE NORTH. WORK TO BE PERFORMED UNDER THIS PROJECTINCLUDES REPLACEMENT OF EXISTING STRUCTURE WITH A NEW SINGLE SPAN STRUCTURE ON THE SAME ALIGNMENT INCLUDING RELATED ROADWAY ITEMS.ENGINEERS CATEGORY E.
Special Instructions:
Contact Information:
State of Vermont Agency of Transportation
Phone: (802) 828-2643
Fax:
Email: http://vtrans.vermont.gov/contract-admin/construction/advertised-projects
For additional information: vtrans.vermont.gov/contract-admin/construction/advertised-projects
Bid Attachments:
Geotech Report dated 10.2.14.pdf
Site Visit: Date:

Attachment Preview

AGENCY OF TRANSPORTATION
OFFICE MEMORANDUM
To:
Chris Williams, P.E., Structures Project Manager
From:
Date:
Eric Denardo, Geotechnical Engineer via Callie Ewald, P.E., Senior Geotechnical
Engineer
October 2nd, 2014
Subject: Brunswick BF 0271(23) – Subsurface Investigation
1.0 INTRODUCTION
We have completed our geological and geotechnical subsurface investigation for the proposed
replacement of Bridge No. 6 located on Vermont Route 102 approximately 4.8 miles south of the
junction of Vermont Route 102 and Vermont Route 105 in Brunswick, Vermont. The proposed
project includes the replacement of the existing bridge with a new structure. Contained herein are
the results of 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 August 21st, 2014 and September 17th, 2014. Two
standard penetration borings were drilled to determine the existing subsurface stratum and depth
to bedrock for the proposed project. A summary of the location of each boring and corresponding
ground surface elevation can be found in Table 1. A boring location plan is also attached to this
report. 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, stations, and
offsets were then taken off a provided survey file. For Boring B-102, approximately 16 feet of
fill was added to provide access for the drilling equipment. This is noted on the attached boring
log. The elevation in Table 2.1 is the elevation at the top of the placed bearing pad.
Boring
Number
B – 102
Station
(ft)
13+77
Table 2.1: Boring Locations and Elevations
Offset Northing
(ft)
(ft)
Easting
(ft)
Ground
Elevation
(ft)
18.00 801914.92 1873682.66 875.9
Bedrock
Elevation
(ft)
691.1
B – 103 14+70 19.00 802008.42 1873627.34 873.0
684.3
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 for boring B-
103, split spoon samples and standard penetration tests (SPT) were taken continuously for the
first 20 feet, then 5 foot intervals to a depth of 125 feet, followed by 10 foot intervals until
bedrock was encountered. For boring B-102 split spoon samples and SPT’s were taken
continuously for the first 20 feet and then at 10 foot intervals until bedrock was encountered.
BRUNSWICK BF 0271(23)
Page 2 of 4
When bedrock was encountered, BX rock cores were taken 10 feet into bedrock to collect five
foot core sample runs. In boring B-102, a third core run was completed because of a core barrel
failure during drilling. For each boring, soil samples were visually identified and SPT blow
counts were recorded on the boring logs. It should be noted that in boring B-102, 3-inch steel
drilling casing was lost during removal and remains in the ground starting approximately 50 feet
below the ground surface and extending to the bottom of the exploration.
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, 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 this project, a CME 55 track
rig was used, with a CE of 1.46. This value, included on the boring logs, should be used in
calculations to determine soil parameters. Laboratory tests were conducted on all samples to
evaluate grain size, moisture content, percent finer than No. 200 sieve, and liquid and plastic
limits (when applicable). This testing was conducted on all of the soil samples and results 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 SOIL AND ROCK PROFILE
Review of laboratory data and boring logs revealed the following information pertaining to the
soil strata. It should be noted that groundwater elevations are subject to change given the fact
that boreholes were generally left open for a short period of time. Because groundwater
elevations can fluctuate seasonally and are affected by temperature and precipitation,
groundwater may be encountered during construction when not previously noted in the logs.
4.1 B-102 The ground surface elevation at B-102 was approximately 874 feet. The
groundwater was measured during drilling at depths of 11.4 and 5.6 feet below the ground
BRUNSWICK BF 0271(23)
Page 3 of 4
surface on September 10th, and 11th, 2014, respectively. Artesian conditions were
encountered at 137 feet below the ground surface where the drillers noted that water
overflowed casing that was 12 feet above the ground surface. Auger refusal was
encountered at approximately 182.9 feet below the ground surface and two 5 foot BXGDC
cores were sampled beginning at 182.9 feet until 193.9 feet. Due to a malfunction with the
core barrel from 183.9 until 188.9 feet, an additional core run was drilled from 193.9 feet
until 197.9 feet.
Depth (Below Ground Surface
Elevation)
0 – 10 feet
10 – 16 feet
16 – 110 feet
110 – 182.9 feet
> 182.9 feet
Soil Profile
Loose Gravelly Sand
Dense Sandy Gravel
Loose Sand
Dense Silty Sand
Bedrock
4.2 B-103 The ground surface elevation at B-103 was approximately 873 feet. The
groundwater was measured during drilling at depths of 11.5 feet, 5.4 feet, and 4.1 feet below
the ground surface on August 22nd, 26th, and 29th, 2014, respectively. Auger refusal was
encountered at approximately 188.7 feet below the ground surface and a 10 foot BXMDC
core was sampled beginning at 188.7 feet until 198.7 feet.
Depth (Below Ground Surface
Elevation)
0 – 4 feet
4 – 10 feet
10 – 75 feet
75 – 188.7 feet
> 188.7 feet
Soil Profile
Very Loose Sand
Dense Gravelly Sand
Loose Sand
Dense Silty Sand
Bedrock
A summary of the rock core findings is listed in Table 4.1 and results are also available in
the attached boring logs. Information from the cores indicated very hard granite to be
present at the boring locations. The bedrock had an average rock mass rating (RMR) of 44,
indicating fair rock.
BRUNSWICK BF 0271(23)
Page 4 of 4
Boring
B-102
B-103
Run
Number
1
2
3
4
1
2
Core
Size
BX
BX
BX
BX
BX
BX
Table 4.1: Rock Core Sample Results
Depth
Recovery RQD
(ft Below GSE) (%)
(%)
Dip
(deg)
Lithologic Description
RMR
182.9 – 183.9
100
183.9 – 188.9
12
188.9 – 193.9
96
193.9 – 197.9
90
0
NONE White to dark-gray to pink, 42
medium to coarse- grained
granite. Close to very
0
NONE closely spaced horizontal 42
jointing. Very hard,
unweathered, fair rock
0
NONE
Note: Drillers reported
Catcher in bottom of core
42
barrel failed in run 2
resulting in rock becoming
0
NONE ground up by core barrel. 42
188.7 – 193.7
80
193.7 – 198.7
100
White to dark-gray to pink,
medium to coarse- grained
0
NONE
granite. Close to very
closely spaced horizontal
42
jointing. Very hard,
unweathered, fair rock.
White to dark-gray to pink,
medium to coarse-grained
granite. Top 1.6’ of run
68
NONE
has close to very closely
spaced horizontal jointing.
52
Remainder of run is
unjointed. Very hard,
unweathered, fair rock.
5.0 FOUNDATION RECOMMENDATIONS
Based on a preliminary look at the subsurface investigation results and the presence of bedrock
at depths greater than 100 feet below the ground surface, integral abutments supported on piles
appear to be a feasible option.
6.0 CONCLUSION
Once further information becomes available, we would be happy to assist in the analysis and
design of components of the substructure. 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\13c056\MaterialsResearch folder.
Enclosures: Boring Logs – 6 pages
Boring Layout – 1 page
cc: Electronic Read File/DJH
Project File/CEE
END
Z:\Highways\ConstructionMaterials\GeotechEngineering\Projects\Brunswick BF 0271(23)\REPORTS\Brunswick BF 0271(23) Subsurface
Investigation.docx
STATE OF VERMONT
AGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTION
SUBSURFACE INFORMATION
BORING LOG
BRUNSWICK
BF 0271(23)
VT-102 BR-6
Boring Crew:
GARROW, HOOK, NIETO
Date Started: 9/09/14 Date Finished:
9/17/14
VTSPG NAD83:
N 801914.92 ft E 1873682.66 ft
Station:
13+77.00
Offset:
18.00
Ground Elevation:
875.85 ft
Casing Sampler
Type:
WB
SS
I.D.:
4 in
1.5 in
Hammer Wt:
N.A.
140 lb.
Hammer Fall:
N.A.
30 in.
Hammer/Rod Type: Auto/AWJ
Rig: CME 55 TRACK CE = 1.46
Boring No.:
B-102
Page No.:
1 of 3
Pin No.:
13C056
Checked By:
END
Groundwater Observations
Date
Depth
(ft)
Notes
09/10/14 11.4 After 14 hrs.
09/11/14 5.6 After 12 hrs.
09/11/14 137.0 Aquifer, See Remark
CLASSIFICATION OF MATERIALS
(Description)
Field Note:, Fill material was added for drill rig platform, Fill material was
Broken Rock, Gravel, and Sand.
10
A-2-4, SiSa, gry, MTW, Rec. = 0.9 ft
A-2-4, Sa, gry, MTW, Rec. = 0.9 ft
20
A-4, SiSa, gry, MTW, Rec. = 1.0 ft
2-4-2-1
(6)
2-1-1-3 4.3
(2)
3-4-9-6 5.7 82.7 13.7 3.6
(13)
3-4-5-4 6.4 64.4 29.5 6.1
(9)
5-2-3-4 11.9 38.0 53.9 8.1
(5)
13-13- 9.8 48.1 42.5 9.4
22-30
(35) 13.1 24.1 55.3 20.6
9-29-
35-25 9.7 61.6 29.8 8.6
(64)
47-16- 24.4 4.2 65.5 30.3
12-5
(28) 24.1 0.4 85.9 13.7
6-3-3-3
(6) 26.0 0.2 62.6 37.2
1-2-1-2
(3)
WH-1-
2-2
(3)
30
A-3, Sa, gry, MTW, Rec. = 0.7 ft
Field Note:, Open hole drilling. Sampled with NWJ rod
1-3-3-3 20.6 5.2 91.3 3.5
(6)
40
A-2-4, Sa, gry, MTW, Rec. = 1.0 ft
5-5-6-8 20.6 0.4 81.5 18.1
(11)
50
A-1-b, Sa, gry, Moist, Rec. = 2.0 ft
60
A-2-4, Sa, gry, MTW, Rec. = 1.1 ft
1-5-9- 16.7 5.1 87.9 7.0
11
(14)
2-6-10- 20.1 1.4 82.9 15.7
9
(16)
1. Stratification lines represent approximate boundary between material types. Transition may be gradual.
Notes:
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.

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