Geotechnical Engineering Report Prepared for Vermont Agency of Transportation 1 National Life Drive Montpelier, Vermont 5633-5001 July 2013 CHA Project No. 23825.4000.32000 III Winners Circle, Albany, NY 12205-0269 www.chacompanies.com Bridge Replacement PIN 10C216 BHF 0241(38) Bethel, Vermont
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Geotechnical Engineering Report...Geotechnical Engineering Report Prepared for Vermont Agency of Transportation 1 National Life Drive Montpelier, Vermont 5633-5001 July 2013 CHA Project
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Geotechnical Engineering Report
Prepared for
Vermont Agency of Transportation
1 National Life Drive Montpelier, Vermont 5633-5001
July 2013 CHA Project No. 23825.4000.32000
III Winners Circle, Albany, NY 12205-0269 www.chacompanies.com
5.4 Engineered Fill ............................................................................................................. 21 5.5 Control of Water ........................................................................................................... 22 5.6 Temporary Excavations ................................................................................................ 22
A-1-b, becomes medium dense, Rec. = 0.4 ft, (FILL)
A-1-a, f.c. GRAVEL, little f.c. sand, trace silt, dense, blk-brn, Wet, Rec.= 0.7 ft, (FILL)A-2-4, f. SAND, Some Silt, dense, Light brown, Moist
A-4Rec. = 1.6 ft
A-4, SILT, little f.c. sand, dense, gray, Wet
A-4
No Recovery, f.c. GRAVEL, Some f.c. Sand, little silt, dense, red-brn,Wet, Rec. = 0.0 ft, (GLACIAL TILL) No recovery with standard split spoon.Sample recovered with 3" split spoon barrel.
A-4
A-4, SILT,Some f.c. Sand, little f.c. sand, very dense, gray, Moist, Rec. =0.2 ft, (GLACIAL TILL) Spoon bouncing during sample advancement.Gravel fragments appeared to be weathered rock.
27.0 ft - 32.0 ft, Gray, Micaceous Phyllite, close fracture spacing. Mediumhard, Slightly weathered, NXDC, Fair RQD. White quartz seamsembedded within rock core recovery.
18-14-15-11(29)
10-12-14-10(26)
12-14-17-11(31)
8-10-7-7
(17)
9-8-18-8
(26)
5-5-8-6(13)
24-22-20-11(42)
50/3"(R)
53.9 36.2
11.9
9.9
88.1
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. D'Ambrosio
Date Started: 5/08/13 Date Finished: 5/08/13
VTSPG NAD83:
Ground Elevation: 682.3 ft
Boring No.: B-01
Page No.: 1 of 2
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/08/13 14.0 During drilling.
05/08/13 16.2 Boring completion.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: Acker AD II TruckHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 284+01.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 8L
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 27.0 ft
R-1 94(84)
6.232.0 ft - 37.0 ft, Gray, Micaceous Phyllite, medium fracture spacing.Medium hard, Slightly weathered, NXDC, Good RQD
Hole stopped @ 37.0 ft
Remarks:Bony/gravelly drilling at 18.5'.
Roller bit refusal at 27'.
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
35
40
45
50
55
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. D'Ambrosio
Date Started: 5/08/13 Date Finished: 5/08/13
VTSPG NAD83:
Ground Elevation: 682.3 ft
Boring No.: B-01
Page No.: 2 of 2
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/08/13 14.0 During drilling.
05/08/13 16.2 Boring completion.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: Acker AD II TruckHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 284+01.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 8L
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
R-1
R-2
100(94)
80(67)
3.2
3.4
No Recovery, Advanced roller bit through river bed material to bedrocksurface.
No Recovery, Hard drilling at 2' interpreted as top of bedrock. Advancedrollerbit and casing to 3.5' to obtain rock core sample.
3.5 ft - 8.5 ft, Gray, Phyllite, medium fracture spacing. Medium hard,Slightly weathered, NXDC, Excellent RQD
8.5 ft - 13.5 ft, Gray, Phyllite, close fracture spacing. Medium hard,Moderately weathered, NXDC, Fair RQD. Weathered zone within samplerecovery from 9'-9.5'.
Hole stopped @ 13.5 ft
N/A
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/17/13 Date Finished: 5/17/13
VTSPG NAD83:
Ground Elevation: 639.2 ft
Boring No.: B-02
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/17/13 0.0 Adv. in river.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 285+22.00
1.38 in140 lb.30 in.
WB3 in
300 lb.N.A.
Casing Sampler
Offset: 24R
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 2.0 ft
R-1
R-2
64(25)
100(63)
5
6.8
No Recovery, Advanced roller bit through river bed material to bedrocksurface.
No Recovery, Hard drilling at 2' interpreted as top of bedrock. Advancedrollerbit and casing to 3.5 to obtain rock core sample.
3.5 ft - 8.5 ft, Gray, Phyllite, very close fracture spacing. Soft to mediumhard, Severely weathered, NXDC, Poor RQD. White quartz seamsembedded within rock core recovery.
8.5 ft - 13.5 ft, Gray, Phyllite, medium fracture spacing. Medium hard,Moderately weathered, NXDC, Fair RQD. White quartz seams embeddedwithin rock core recovery.
Hole stopped @ 13.5 ft
N/A
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/14/13 Date Finished: 5/14/13
VTSPG NAD83:
Ground Elevation: 637.9 ft
Boring No.: B-03
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/14/13 0.0 Adv. in river.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 285+21.00
1.38 in140 lb.30 in.
WB3 in
300 lb.N.A.
Casing Sampler
Offset: 23L
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 2.0 ft
R-1
R-2
94(52)
100(66)
2.6
3.4
10.3
A-1-a, f.c. SAND, Some f.c. Gravel, trace silt, medium dense, brown,Wet, Rec. = 0.4 ft
A-2-4, f.c. GRAVEL, Some Silt, very dense, Dark gray, Wet, Rec. = 0.1ft, (GLACIAL TILL)
No Recovery, Rec. = 0.0 ft, Spoon bouncing.
Not Sampled, Hard drilling at 15.5' interpreted as top of bedrock.Advanced rollerbit to 17' to obtain rock core sample.
17.0 ft - 22.0 ft, Gray, Quartzite, very close fracture spacing. Medium hard,Moderately weathered, NXDC, Fair RQD
22.0 ft - 27.0 ft, Dark gray, Phyllite, very close fracture spacing. Mediumhard, Moderately weathered, NXDC, Fair RQD
Hole stopped @ 27.0 ft
1-4-10-9
(14)
23-40-40-41(80)
100/4"(R)
50/0"(R)
33.5 33.2 33.3
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/20/13 Date Finished: 5/20/13
VTSPG NAD83:
Ground Elevation: 640.2 ft
Boring No.: B-04
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/20/13 0.0 Adv. in river.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 285+99.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 14L
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 15.5 ft
R-1
R-2
100(70)
100(70)
5.2
7.6
11.5A-2-4, f.c. GRAVEL, AND f.c. SAND, little silt, dense, red-brn, Wet,Rec. = 0.7 ft
No Recovery, Rec. = 0.0 ft
Not Sampled, Very hard drilling at 5.5 interpreted as top of bedrock.Advanced rollerbit and casing to 7.5 to obtain rock core sample.
7.5 ft - 12.5 ft, Gray, Micaceous Phyllite, very close fracture spacing. Softto medium hard, Moderately to severely weathered, NXDC, Fair RQD.White quartz seams embedded within rock core recovery.
12.5 ft - 17.5 ft, NXDC, Similar Rock. White quartz recovered in bottom2.5' of rock core sample.
Hole stopped @ 17.5 ft
11-14-14-14(28)
45-90(R)
46.8 35.5 17.7
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/20/13 Date Finished: 5/21/13
VTSPG NAD83:
Ground Elevation: 639.2 ft
Boring No.: B-05
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/20/13 0.0 Adv. in river.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 286+01.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 19R
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 5.5 ft
R-1
R-2
92(63)
80(68)
4.2
4
9.9
A-1-b, f.c. GRAVEL, AND f.c. SAND,little silt, medium dense, brown,Wet, Rec. = 0.4 ft
A-2-4, (GLACIAL TILL) Hard drilling at 2.5' interpreted as top of glacial till.
A-2-4, f.c. GRAVEL,Some Silt,Some f.c. Sand, very dense, gray, Wet,Rec. = 0.9 ft
A-2-4, Similar Soil, Rec. = 0.4 ft, (GLACIAL TILL)
A-1-b
A-1-b, f.c. GRAVEL, little silt, little f.c. sand, very dense, Dark gray,Wet, Rec. = 0.2 ft, (CWR)
16.0 ft - 17.5 ft, Hard drilling at 16' interpreted as top of bedrock.Advanced rollerbit to 17.5' to obtain rock core sample.
17.5 ft - 22.5 ft, Gray, Phyllite, close fracture spacing. Medium soft,Moderately weathered, NXDC, Fair RQD
22.5 ft - 27.5 ft, Gray, Phyllite, medium fracture spacing. Medium soft,Slightly weathered, NXDC, Fair RQD
Hole stopped @ 27.5 ft
7-7-10-8
(17)
27-30-47-46(77)
64-100/6"
(R)
100/6"(R)
38.8 31.5 29.7
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/17/13 Date Finished: 5/17/13
VTSPG NAD83:
Ground Elevation: 641.8 ft
Boring No.: B-06
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/17/13 0.0 Adv. in river.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 286+45.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 31L
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 16.0 ft
7.0
18.2
Not Sampled, Asphalt Pavement
Not Sampled, SubbaseA-1-b, f.c. GRAVEL, Some f.c. Sand, little silt, dense, brn-gry, Moist,Rec. = 1.1 ft, (FILL)
A-2-4, f.c. SAND, Some f.c. Gravel, little silt, dense, brown, Moist, Rec.= 1.2 ft, (FILL)
A-2-4, f.c. SAND, Some Silt, Some f.c. Gravel, medium dense, brown,Moist, Rec. = 0.8 ft, (FILL)
A-2-4, Rec. = 0.6 ft, grades to little silt (FILL)
A-4
A-4, SILT, Some f.m.c. Gravel, trace f.c. sand, medium dense, brown,Moist, Rec. = 1.0 ft, (GLACIAL TILL)
14-16-12-9(28)
8-7-6-4(13)
5-7-4-5(11)
5-4-6-3(10)
44(N/A)
9-9-8-7(17)
9-7-8-11
(15)
28-8-7-6
34.4
29.4
51.4
36.4
14.2
34.2
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. D'Ambrosio
Date Started: 5/08/13 Date Finished: 5/10/13
VTSPG NAD83:
Ground Elevation: 701.2 ft
Boring No.: B-07
Page No.: 1 of 3
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/10/13 39.2 Beg. of day.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: Acker AD II TruckHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 287+72.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 4R
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
R-1
R-2
100(62)
43(20)
9.2
8
21.6A-4, SILT, little f.c. sand, little f.c. gravel, medium dense, brown, Moist,Rec. = 1.1 ft, (GLACIAL TILL)
A-1-b, Increased drilling resistance at 38' interpreted as top of gravelglacial till.A-1-b, f.c. GRAVEL, Some f.c. Sand, little silt, dense, brn-gry, Moist,Rec. = 0.5 ft, (GLACIAL TILL)
No Recovery, Rec. = 0.0 ft, Spoon bouncing. Very hard drilling 44'-47.5'.
47.5 ft - 56.5 ft, Phyllite boulder recovered in samples R-1 and R-2.Glacial till recovered in bottom 4" of sample.NXDC
NXDC
A-4, SILT, little f.c. sand, little f.c. gravel, very dense, gray, Moist, Rec. =1.0 ft, (GLACIAL TILL)
A-4, Boring telescoped with 3" casing at 60'.
(15)
5-6-5-4(11)
18-21-18-12(39)
50/0"(R)
43-40-41-50(81)
16.6 18.6 64.8
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
35
40
45
50
55
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. D'Ambrosio
Date Started: 5/08/13 Date Finished: 5/10/13
VTSPG NAD83:
Ground Elevation: 701.2 ft
Boring No.: B-07
Page No.: 2 of 3
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/10/13 39.2 Beg. of day.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: Acker AD II TruckHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 287+72.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 4R
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
A-4, Similar Soil, Rec. = 0.1 ft, (GLACIAL TILL) Spoon bouncing.Hole stopped @ 61.6 ft
50/1"(R)
Remarks:Casing broke at 62', unable to advance boring. Boring abandoned and offset 6' north to B-7A.
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
65
70
75
80
85
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. D'Ambrosio
Date Started: 5/08/13 Date Finished: 5/10/13
VTSPG NAD83:
Ground Elevation: 701.2 ft
Boring No.: B-07
Page No.: 3 of 3
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/10/13 39.2 Beg. of day.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: Acker AD II TruckHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 287+72.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 4R
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Not Sampled, Boring offset from B-7. Advanced to 49' without sampling.
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/13/13 Date Finished: 5/15/13
VTSPG NAD83:
Ground Elevation: 701.5 ft
Boring No.: B-07A
Page No.: 1 of 3
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/15/13 None obs.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 287+77.00
1.38 in140 lb.30 in.
WB5 in
300 lb.N.A.
Casing Sampler
Offset: 4R
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
No Recovery, Rec. = 0.1 ft, (GLACIAL TILL) Coarse gravel and weatheredmaterial recovered in shoe of spoon. Boring telescoped with 4" casing todecrease water loss during drilling operations.
A-4, SILT, trace f.c. sand, medium dense, gray, Moist, Rec. = 0.4 ft,(GLACIAL TILL) Weathered boulder or cobble material recovered in shoeof spoon.
A-4, SILT, little f.c. sand, very dense, gray, Moist, Rec. = 0.2 ft,(GLACIAL TILL)
15-7-14-55(21)
6-2-14-22
(16)
65-91/6"
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
35
40
45
50
55
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/13/13 Date Finished: 5/15/13
VTSPG NAD83:
Ground Elevation: 701.5 ft
Boring No.: B-07A
Page No.: 2 of 3
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/15/13 None obs.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 287+77.00
1.38 in140 lb.30 in.
WB5 in
300 lb.N.A.
Casing Sampler
Offset: 4R
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
R-1 0(0)
1
10.9
No Recovery, (GLACIAL TILL) Hard drilling conditions and spoon recoveryat 59' indicated possible bedrock surface. Lack of core recovery likely dueto sampling through glacial till material.NXDC
A-4, SILT, Some f.c. Sand, Some f.c. Gravel, very dense, Dark gray,Moist, Rec. = 0.3 ft, (GLACIAL TILL) Weathered boulder or cobblematerial recovered in sample.
A-4, Rec. = 0.3 ft, grades to little f.c. gravel (GLACIAL TILL)
A-4, Similar Soil, Rec. = 0.3 ft, (GLACIAL TILL)
A-4, Similar Soil, Rec. = 0.4 ft, (GLACIAL TILL)Hole stopped @ 84.5 ft
(R)
100/3"(R)
100/4"(R)
100/5"(R)
100/6"(R)
31.6 26.2 42.2
Remarks:Boring terminated prior to advancing boring to final split spoon sample due to burst water hose and traffic control scheduling.
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
65
70
75
80
85
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/13/13 Date Finished: 5/15/13
VTSPG NAD83:
Ground Elevation: 701.5 ft
Boring No.: B-07A
Page No.: 3 of 3
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/15/13 None obs.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 287+77.00
1.38 in140 lb.30 in.
WB5 in
300 lb.N.A.
Casing Sampler
Offset: 4R
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
R-1
R-2
90(88)
100(96)
2.6
3.4
A-2-4, f.c. SAND, Some Silt, trace organics, very dense, brown, Wet,Rec. = 0.4 ft, Spoon bouncing at 1', interpreted as top of bedrock.Not Sampled, Advanced rollerbit and casing to 3' to obtain rock coresample.
3.0 ft - 8.0 ft, Dark gray, Phyllite, close fracture spacing. Medium hard,Slightly weathered, NXDC, Good RQD
8.0 ft - 13.0 ft, Dark gray, Phyllite, close fracture spacing. Medium hard,Slightly weathered, NXDC, Excellent RQD
Hole stopped @ 13.0 ft
2-50/6"(R)
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/16/13 Date Finished: 5/16/13
VTSPG NAD83:
Ground Elevation: 655.6 ft
Boring No.: B-08
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/16/13 None obs.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station:
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset:
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 1.0 ft
R-1
R-2
94(66)
80(22)
6.8
7.2
Not Sampled, Boring advanced directly adjacent to rock outcrop. Boringadvanced to top of bedrock without sampling.
Not Sampled, Hard drilling at 3' interpreted as top of bedrock. Advancedrollerbit and casing to 3.5' to obtain rock core sample.3.5 ft - 8.5 ft, Gray, Phyllite, very close fracture spacing. Soft to mediumhard, Moderately weathered, NXDC, Fair RQD. White quartz seamsembedded within rock core recovery.
8.5 ft - 13.5 ft, Gray, Phyllite, very close fracture spacing. Very soft to soft,Severely weathered, NXDC, Very poor RQD. Severely weathered portionof sample between 8.5'-9.5'.
Hole stopped @ 13.5 ft
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/14/13 Date Finished: 5/14/14
VTSPG NAD83:
Ground Elevation: 636.4 ft
Boring No.: B-09
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/14/13 0.0 Adv. in river.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 285+18.00
1.38 in140 lb.30 in.
WB3 in
300 lb.N.A.
Casing Sampler
Offset: 4L
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 3.0 ft
R-1
R-2
94(83)
94(93)
4
4.6
A-1-a, f.c. GRAVEL, Some f.c. Sand, trace silt, dense, red-brn, Moist,Rec. = 1.0 ft
A-2-4, Rec. = 0.6 ft
A-2-4, f.c. SAND,Some Silt,little f.c. gravel, very dense, gray, Moist,(GLACIAL TILL) Zones of weathered boulder or cobble fragments withinsample recovery.
A-2-4, Similar Soil, Rec. = 1.0 ft, (GLACIAL TILL)
Not Sampled, Very hard drilling at 10.5' interpreted as top of bedrock.Advanced rollerbit and casing to 13' to obtain rock core sample.
13.0 ft - 18.0 ft, Dark gray, Phyllite, medium fracture spacing. Mediumsoft, Slightly weathered, NXDC, Good RQD. White quartz seamsembedded within rock core recovery.
18.0 ft - 23.0 ft, NXDC, Similar Rock
Hole stopped @ 23.0 ft
7-13-18-15(31)
39-61-88
(149)
33-58-100/4"
(R)
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/16/13 Date Finished: 5/16/13
VTSPG NAD83:
Ground Elevation: 639.0 ft
Boring No.: B-10
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/16/13 0.0 Adv. in river.
Run
(Dip
deg
.)
CE = 1.0
Cor
e R
ec. %
(RQ
D %
)
Dri
ll R
ate
min
utes
/ft
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 286+35.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 35L
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 10.5 ft
Not Sampled, Boring advanced without sampling to identify top of rock in vicinity of temporarybridge north pier.
Not Sampled, Hard drilling at 8' interpreted as top of bedrock. Advanced rollerbit to 9.5' toconfirm bedrock.
Hole stopped @ 9.5 ft
SS
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. Misiasek
Date Started: 5/21/13 Date Finished: 5/21/13
VTSPG NAD83:
Ground Elevation: 638.0 ft
Boring No.: B-10A
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/21/13 0.0 Adv. in river.
CE = 1.0
Moi
stur
eC
onte
nt %
Rig: MOBILE B-53 TRACKHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 286+18.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 18L
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Top of Bedrock @ 8.0 ft
0.0 ft - 0.4 ft, Rollerbit through 4" Asphalt Pavement.A-1-b, f.c. GRAVEL, Some f.c. Sand, little silt,, brown, Moist, Rec. = 1.1 ft, Samplesadvanced with 3-inch spoon to aid in coarse material recovery.
A-1-b, f.c. SAND, Some f.c. Gravel, trace silt,, brn-gry, Moist, Rec. = 1.0 ft
Hole stopped @ 4.4 ft
(N/A)
(N/A)
3 INCH SPLIT BARREL
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. D'Ambrosio
Date Started: 5/10/13 Date Finished: 5/10/13
VTSPG NAD83:
Ground Elevation: 679.2 ft
Boring No.: B-11
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/10/13 None obs.
CE = 1.0
Moi
stur
eC
onte
nt %
Rig: Acker AD II TruckHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 282+20.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 4R
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
5.8
0.0 ft - 0.8 ft, Roller bit through 10" of Asphalt Pavement.
A-1-b, f.c. GRAVEL, AND f.c. SAND, little silt,, brown, Moist, Rec. = 1.0 ft
A-1-b, Similar Soil, Rec. = 1.0 ft
Hole stopped @ 4.8 ft
(N/A)
(N/A)
46.0 41.1 12.9
3 INCH SPLIT BARREL
STATE OF VERMONTAGENCY OF TRANSPORTATION
MATERIALS & RESEARCH SECTIONSUBSURFACE INFORMATION
BORING LOG
BETHELBHF 0241(38)
Dep
th(f
t)
5
10
15
20
25
Route 12 Bridge, Bethel, VT
Boring Crew: K. Owens, M. D'Ambrosio
Date Started: 5/10/13 Date Finished: 5/10/13
VTSPG NAD83:
Ground Elevation: 705.5 ft
Boring No.: B-12
Page No.: 1 of 1
Pin No.: 10C216
Checked By: K. Adnams
Date Depth(ft)
Notes
Notes:
Hammer Fall:Hammer Wt:I.D.:Type:
05/10/13 None obs.
CE = 1.0
Moi
stur
eC
onte
nt %
Rig: Acker AD II TruckHammer/Rod Type: Manual/NW
CLASSIFICATION OF MATERIALS(Description)
Station: 288+35.00
1.38 in140 lb.30 in.
WB4 in
300 lb.N.A.
Casing Sampler
Offset: 6L
Blo
ws/
6"(N
Val
ue)
Gra
vel %
San
d %
Fin
es %
Groundwater ObservationsS
trat
a (1
)
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 of groundwater may occur due to other factors than those present at the time
measurements were made.2010
CO
PY
238
25_B
HF
0241
_LO
GS
.GP
J V
ER
MO
NT
AO
T.G
DT
7/3
/13
Bridge Replacement BHF 0241(38)
Bethel, Vermont
APPENDIX E
LABORATORY TEST RESULTS
AGENCY OF TRANSPORTATION OFFICE MEMORANDUM
To: Doug Bonneau, P.E., Structures Project Manager
From: Taylor Waring, Geotechnical Engineer via Callie E. Ewald, P.E.,
To: Carolyn Carlson, P.E., Structures Project Manager
From: Eric Denardo, P.E., Geotechnical Engineer via Callie Ewald, P.E
Geotechnical Engineering Manager Date: January 11, 2019 Subject: Bethel BHF 0241(38) - Integral Abutment Recommendations 1.0 INTRODUCTION As requested, we have completed a geotechnical and geological analysis for the replacement of Bridge No. 38 over the Gilead Brook on VT Route 12 in Bethel, Vermont. This is an addendum to the previous geotechnical report submitted by CHA dated July 2013, which included boring logs and a summary of the preliminary subsurface investigation, and the geotechnical report submitted by the Geotechnical Engineering Section dated February 2018, which detailed anticipated settlements due to the proposed embankment widening. Contained herein are the results from our geotechnical and geological analyses and recommendations for pile supported integral abutments and piers founded on spread footings as determined using the 2017 AASHTO LRFD Bridge Design Specifications.
2.0 FIELD INVESTIGATION A field investigation was conducted between May 8 and 21, 2013. A report written by CHA dated July 2013 summarizes the subsurface investigation and findings. Information taken from the previous report was used to estimate the soil and rock parameters used in this analysis. 3.0 SOIL PROFILE The following soil strata have been identified based on our review of the boring logs and laboratory testing. It should be noted that groundwater elevations are subject to change. 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. Abutment No. 1 - (B-01): The ground surface elevations at boring B-01, was approximately 682.3 feet(ft). Groundwater was measured during drilling on May 8, 2013 at a depth of 14 ft. A bottom of pile cap (BOC) elevation of 673.5 ft for Abutment No. 1 was provided by David Peterson in an email dated July 26, 2018.
>655.3 Medium Hard Phyllite Abutment No. 2 - (B-07 and B-07A): The ground surface elevations at borings B-07 and B-07A were approximately 701.2 and 701.5 ft, respectively. Groundwater measurements were taken before drilling in B-07 on May 10, 2013 at 39.2 ft. A BOC elevation of 691 ft for Abutment No. 2 was provided with the Geotechnical Services Request Form dated April 2,2018.
691.0 – 673.7 Medium Dense Sand 673.7 – 663.2 Medium Dense Silt 663.2 – 657.2 Dense Gravel 657.2 – 644.7 Boulder 644.7 – 642.5 Medium Dense Silt 642.5 – 616.7 Very Dense Silt
A boulder was noted by the drillers during boring operations in B-07 starting at a depth of approximately 44 ft as noted in Table 3.2 above. 4.0 ANALYSIS
Developed by the Florida Bridge Software Institute, FB-Multipier, version 5.1, is a multi-aspect software that allows the user to analyze a bridge pier system in three dimensions. Its analysis factors in the subsurface strata, pile group including cap, and the structural capabilities of the pier system. For this integral abutment analysis, only the piles and cap were modeled.
4.1 Loads: Unfactored loads were provided by David Peterson with the Geotechnical Services Request Form dated April 2, 2018 and can be found in Table 4.1. Due to the addition of approximately 12.3 ft of fill material at Abutment No. 2 associated with the embankment widening, downdrag analyses were performed and a load was added to each pile in accordance with AASHTO 3.11.8 and described in more detail in Section 4.4 below. Our common practice, as outlined in the 2008 VTrans Integral Abutment Manual, is to apply vertical live and dead loading, as well as longitudinal effects from thermal deformations, braking, and rotation due to live loading. When analyzing a single abutment, FB-Pier does not consider the longitudinal and transverse stiffness provided by the entire bridge structure; it models the abutment or pier standing alone. Due to this as well as guidance from other states’ bridge manuals, it is
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assumed that all wind and braking forces are to be resisted by the stiffness of the frame that is not accounted for in the analyses.
Table 4.1: Unfactored Abutment Loads
Type Load Type Value Superstructure Dead
Load DC 626.77 kips
Superstructure Super Dead Load DW 77.5 kips
Dead Load Rotation DC 2.587x10-3 Radians
Vehicular Live Load LL 225.06 kips Live Load Rotation LL 3.75x10-3 Radians Thermal Movement TU 0.92” Thermal Expansion
Rotation TU 6.516x10-3 Radians
Downdrag* DD 63.9 kips/pile *Applied at Abutment No. 2 only
The Abutments were only analyzed for the non-scour condition per Structures request, due to the shallow bedrock at Abutment No. 1, and distance of the abutments from the bankfull width based on the Hydraulics report prepared by CHA, dated November 2016. According to loads provided in Table 4.1 and AASHTO LRFD Table 3.4.1-1, Limit State Strength I was determined to be the governing load case for both abutments. As a result, a maximum factored axial load, 1.25 DC, 1.5 DW, and 1.75 LL, of 1294 kips and 2009 kips would be distributed over Abutment No. 1 and Abutment No. 2, respectively, resulting in a maximum axial load equal to 162 kips per pile and 251 kips per pile for an eight pile layout for Abutment No. 1 and Abutment No. 2, respectively. 4.2 Modeling: The models used the soil strata determined from borings B-01 for Abutment No. 1 and B-07 and B-07A for Abutment No. 2. The models were analyzed for strength and service loading combinations. Bottom of pile cap elevations of 673.5 ft and 691 ft were used in the analyses for Abutment No. 1 and No. 2, respectively. Due to the shallow bedrock encountered in the location of Abutment No. 1, the piles were modeled to best replicate conditions of pre-drilled holes in rock for the pile installment using a custom P-Y curve developed based on the type and strength of the rock as outlined in the RSPile Laterally Loaded Piles Manual.
4.2.1 Abutments: The abutments were modeled with 8 HP 12 x 84 piles with the middle six piles spaced at 47 inches on center and the end piles spaced at 45 inches on center. For Abutment No. 1 piles are assumed to be placed in predrilled holes and oriented for weak axis bending due to the shallow bedrock. For Abutment No. 2, the piles are assumed to be driven plumb and oriented for
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strong axis bending. The piles are oriented for strong axis bending in order to provide resistance for the unbraced length in the second pile segment. Figures 4.1 and 4.2 below show the pile layouts for Abutment No. 1 and No. 2, respectively.
Figure 4.1: Abutment No. 1 Pile Layout
Figure 4.2: Abutment No. 2 Pile Layout
The soil parameters used in the analyses for Abutments No. 1 and No. 2 are shown in Tables 4.2 and 4.3, respectively. The rock parameters used for Abutment No. 1 are shown in Table 4.4. It should be noted that the torsional shear stress values are skin friction values for that given layer of soil or rock. The unconfined compressive strength (UCS) and modulus of elasticity, of the rock were not determined using the rock cores recovered. Therefore, the compressive strength, modulus of elasticity, and Poisson’s Ratio of the rock were assumed using values from similar rock previously tested and recorded in the Geotechnical Section’s UCS Master List. P-Y curves, which in this case are a measure of shaft resistance in rock when subjected to lateral loading, are the primary model of rock strength when designing piles drilled into rock. The rock encountered at the location of Abutment No. 1 was classified as medium hard, slightly weathered micaceous phyllite. The average RQD of the rock cores is 71% indicating fair rock.
Parameter Value Unconfined Compressive Strength (ksf) 701.6
Modulus of Elasticity (ksi) 5718 Poisson’s Ratio 0.20
Shear modulus (ksi) 2382.6
Abutment No. 1 was modeled based on the dimensions provided in the Geotechnical Request Form dated April 2, 2018 as 13.15 ft high, 3 ft thick, and 35 ft long pile cap. Several pile layouts and sizes were modeled. The final number and size of piles modeled were 8 HP 12 x 84 piles spaced at 47 inches(in) on center for the middle six piles and 45 in on center for the outer two piles. All piles are assumed to be drilled and installed plumb and oriented for weak-axis bending. The piles for Abutment No. 1 were modeled as 24 ft long pre-drilled holes measured from the bottom of the pile cap corresponding to a rock socket extending 5 feet below the shallowest rock encountered in the location of Abutment No. 1. Various models were created and analyzed to determine the best fit that replicated actual field conditions of the pre-drilled holes for the pile installment. The final model in FB-Pier was generated with a custom P-Y curve. FB Pier has an option to create a custom curve based on soil/rock resistance as a function of pile deflection. This was developed using the diameter of the pile and the UCS of the rock encountered. This method was used to model the 27 in diameter pre-drilled hole through soil and rock with a pile placed inside and then backfilled with sand. Similarly, Abutment No. 2 was modeled as having an 11.55 ft high, 3 ft thick, and 35 ft long pile cap with 8 HP 12 x 84 piles spaced at 47 in on center for the middle six piles and 45 in on center for the outer two piles. All piles are assumed to be driven plumb and oriented for strong-axis bending. The piles were modeled as 75 ft long piles measured from the bottom of the pile cap driven into the very dense sandy gravelly silt layer.
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5.1 Pile Stresses: The piles were checked for combined axial compression and flexure in the strong and weak axes using the requirements of AASHTO LRFD 6.9.2.2, 6.9.4.1, and 6.10.8.2. FB-Pier analyses were performed by applying an axial load, longitudinal displacement, and rotations at the top of each pile, corresponding to the bottom of pile cap elevation. Strength Load Case I and Service Load Case II were found to be the two controlling load combinations for both abutments The output from FB-Pier was used to calculate the factored structural and flexure pile resistance as well as the moment that would cause a plastic hinge in the pile, in accordance with the VTrans 2008 Integral Abutment Bridge Design Guidelines. A plastic hinge consistently formed in the top segment of the pile in the analyses run at both abutments. This occurred when the applied moments exceed the plastic moments of the piles. Analyses were then performed to ensure that a plastic hinge would not form in the second segment of the piles, which would overstress the piles and cause a failure. The second segment of the pile was considered to be between the two points of zero moment when a fixed head condition was modeled. The outputs from FB-Pier were in the weak and strong axes for Abutments No. 1 and No. 2, respectively. FB-Pier outputs as well as calculated values are displayed below in Table 5.1.
Table 5.1. FB-Pier Output for AASHTO Governing Strength Case
*Moment resulting in plastic hinge development. This moment becomes constant at pile head after pile begins to plastically deform. ** Measured from top of pile head
The factored lateral load provided in the table is the load applied to the top of the pile to achieve the required deflection multiplied by a load factor of 1.2. The final design for both abutments includes a total of 8 piles spaced at 47 in on center for the middle 6 piles and 45 in on center for the outer two piles, as shown in Figure 4.1 and Figure 4.2 for Abutment No. 1 and No. 2, respectively. The minimum pile size needed to satisfy design requirements was found to be HP 12 x 84 piles for both abutments. For Abutment No. 1, piles will be predrilled so that they are a minimum of 24 ft long and have a 5 ft minimum length rock socket. For Abutment No. 2, the piles should be driven to a minimum depth of 75 ft below the pile cap. For the strength limit state, the piles were found to be within the acceptable stress limits such that a plastic hinge did not form in the second segment leading to overstressing of the piles. For the service limit state, deflections were found to be 0.92 and 1.7 in for Abutments No.1 and No. 2, respectively, due to the applied thermal deflections.
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5.2 Axial Capacity Analysis: For Abutment No. 2, to aid in estimating pile lengths, the minimum length needed to resist the factored design load based on dynamic testing needed to be calculated. This is assuming the pile could achieve sufficient resistance primarily in skin friction as bedrock was not encountered in the borings. With a factored load of 251 kips/pile and a resistance factor, φdyn = 0.65, a nominal axial pile resistance of 387 kips is required. Using the Nordlund method for cohesionless soils, unit skin friction values were calculated for each soil layer. Based on these values, the lengths of piles needed to resist the 387-kip load was calculated to be 55 ft, measured from the bottom of the pile cap. However, based on past experience with piles tending to “run,” meaning that if the piles do not take up in the denser layers of soil they may continue to drive and not achieve the required capacity at the expected length, in similar soil conditions, we recommend pile lengths of 75 feet be used for estimating and plan preparation purposes. The resistance factor of 0.65 requires a minimum of 2 dynamic tests performed per site condition, but no less than 2% of the production piles, during installation in accordance with Table 10.5.5.2.3-1 of the AASHTO LRFD code. Because the piles for Abutment No. 1 will be predrilled and seated with the impact hammer, two dynamic tests should be performed at Abutment No. 2. The remaining piles should be calibrated by wave equation analysis. 5.3 Pile Cap Design: The backwall can be designed as a horizontal beam resisting lateral earth pressures. The lateral earth pressure is generated by the movement of the abutment either into (passive earth pressure) or away from (active earth pressure) the soil mass. Passive earth pressure conditions may govern during the warmer months as the structure expands. Similarly, an active earth pressure condition may control during the colder months of the year as the superstructure contracts. Assuming distances of 13.15 and 11.55 ft from the bottom of the bridge seat to the bottom of the pile cap for Abutments No. 1 and No. 2, respectively, and the abutment experiencing all of the lateral movement, then the full passive pressure condition would be met. This would produce a passive earth pressure coefficient larger than an active earth pressure coefficient. Therefore, it is conservative to design for the full passive pressure condition at the abutments.
Equation 1: 𝐾𝐾𝑃𝑃 = 1+𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠1−𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠
Equation 2: 𝑊𝑊𝑃𝑃 = 1
2𝛾𝛾𝐻𝐻2𝐾𝐾𝑃𝑃
The passive earth pressure per unit length of backwall can be calculated by inserting the value of Kp, computed in Equation 1, into Equation 2. The backfill unit weight is assumed to be equal to 140 pcf with an internal friction angle of 34 degrees. Based on these assumptions and Equations 1 and 2, the total passive earth pressure per unit length of the backwall is calculated to be equal to 42.8 k/ft and 33.0 k/ft for Abutments No.1 and No.2, respectively.
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5.4 Downdrag Analysis Negative skin friction, or downdrag, is considered when the relative settlement between the pile and soil equals or exceeds 0.4 inches according to AASHTO 3.11.8. The proposed roadway varies significantly in grade with the existing site and as a result will require large amounts of fill. The proposed roadway will require up to 12.3 ft of fill to be placed to widen the embankment at the centerline of Abutment No. 2. A settlement analysis was performed and anticipated settlements of up to 2.7 inches were calculated. Assuming the full downdrag condition is met, where the downward movement of the settling soil acts on the pile, an additional axial load should be modeled acting on each pile. The settlement will induce axial loads of 63.9 kips per HP 12 x 84 pile for Abutment No. 2. 5.5 Driving Resistances: Past experience suggests that the HP 12x84 piles analyzed in this report could be driven through the soils encountered by pile-driving equipment commonly used by contractors in the region. Section 10.7.8 of the AASHTO LRFD Bridge Design Specifications stipulates that the maximum tension and compression stresses allowed in the piles shall not exceed σ =0.9∗φda*fy. φda as defined in AASHTO LRFD 6.5.4.2 as 1.0, resulting in a maximum induced stress in the pile of 0.9*f y or 45 ksi for grade 50 (50 ksi) piles. However, wave equation analyses only verify that the piles can be driven to a factored resistance; the program is not able to determine the location and size of boulders. 5.6 Nominal Axial Pile Resistance: The nominal bearing resistance, RR, shall be factored using the resistance factors, Φdyn, in Table 10.5.5.2.3-1 of the AASHTO LRFD code. The factored resistance RR may be taken as RR = Φdyn * Rn. The resistance factor, Φdyn, which should be applied to these piles bearing in either soil or on rock to attain the factored resistance, is 0.65. The use of 0.65 requires a minimum of 2 dynamic tests performed during installation in accordance with Table 10.5.5.2.3-1 of the AASHTO LRFD code. The remaining piles should be calibrated by wave equation analysis. For the predrilled piles, a resistance factor of 0.7 should be used based on our standard practice and guidance from surrounding states. Given the loads provided in Tables 3.1, the nominal axial pile resistances, or resistances the piles should be driven to, are 231 kips and 387 kips for Abutments No.1 and No.2, respectively. 5.7 Piers: Due to shallow bedrock at the location of the piers, it is anticipated that they will be supported on spread footings on bedrock. As per section 10.5.5.1 of the 2017 AASHTO LRFD Bridge Design Specifications, a resistance factor of 1.0 should be applied to the unfactored bearing resistance for use in service limit state design. Service limit state design includes, but is not limited to, settlement and scour. Section 10.5.5.2.2 specifies that a resistance factor of 0.45 should be applied to the unfactored bearing resistance for use in strength limit state design for spread footings on rock.
Strength limit state design includes, but is not limited to, checks for bearing resistance, sliding, and constructability. Potential for overturning is limited by controlling the location of the resultant of the reaction forces (eccentricity). Eccentricity, e, shall be limited as follows:
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Foundations on rock: |e| < 0.45b
Eccentricity should be considered for settlement and bearing resistance design of spread footings by using effective footing widths based on AASHTO Section 10.6.1.3.
The bedrock at the pier locations has fair to good rock quality designation. Classified as medium hard to medium soft, moderately to slightly weathered, Phyllite, AASHTO recommends a presumptive bearing resistance of 20 ksf per Table C10.6.2.6.1-1 for weathered or broken bedrock of any kind except highly argillaceous rock. Taken as the nominal bearing resistance, in combination with a resistance factor of 0.45 for spread footings on rock, per AASHTO 10.5.5.2.2-1, this yields a factored bearing resistance of 9 ksf. Settlement of the piers, with maximum allowable bearing pressures indicated and designed as recommended herein is anticipated to be negligible. Scour is not anticipated to be a concern if the piers are founded directly on bedrock. It is recommended that any incompetent, weathered, and fractured bedrock encountered during construction of the spread footings be removed until competent bedrock is encountered. During excavation, the Agency Geologist should inspect the bedrock to determine the amount and extent of excavation needed. If uneven bedrock contours are encountered, the concrete subfooting should be stepped along the existing bedrock in order to transfer the footing pressure directly to the bedrock.
5.7.1 Resistance Factors: Sections 10.5.2 and 10.5.3 of AASHTO outline all design states relevant to spread footing design and their respective resistance factors. Eccentricity should be considered for bearing resistance design of spread footings by using effective footing widths based on AASHTO Section 10.6.1.3. Table 5.2 shows the appropriate resistance factors for various design states.
Table 5.2 Resistance Factors for Design States
Design State Resistance Factor, φ Service (Scour) 1.0
Strength (Bearing Resistance) 0.45 Sliding 0.80
Additional sliding resistance can be accomplished by doweling the footing into bedrock.
6.0 RECOMMENDATIONS
6.1 Integral Abutment Foundations: Based on the change in elevation across the bridge and anticipated thermal movements, elasticized expanded polystyrene (EPS) and a geotextile separation fabric should be installed between the back of the concrete surfaces and the backfill material at both abutments. The EPS and geotextile should extend from below the approach slab to the bottom of the pile cap for each abutment. The minimum required thicknesses of the EPS are 1.83 and 2.1 feet for Abutments No. 1 and No. 2, respectively based on the anticipated movement at the abutments.
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The special provision entitled ‘Geogrid-compressible inclusion’ used in the Waterbury IM 089-2(43) plan set can be referenced for use on this project. The following table provides a summary of the requirements for the piles at Abutments No. 1 and No. 2. The piles for Abutment No. 1 should meet the requirements for both minimum pile embedment and minimum pile embedment in bedrock.
Table 6.1: Summary of requirements of H-piles at each abutment
Requirement Abutment No. 1 Abutment No. 2 Pile Size HP 12x84 HP 12x84
Minimum Embedment into Competent Bedrock 5 feet N/A
Method of Installation Pre-bored and placed Driven pile Backfill Material Sand N/A
Nominal Axial Pile Resistance 231 kips 384 kips
*Total length of pile below bottom of pile cap, including rock socket at Abutment No. 1
The piles for Abutment No. 1 will be pre-bored and placed into position in rock sockets. For this reason, dynamic tests are not required. However, the pre-bored piles for Abutment No. 1 should be seated in the rock sockets with a pile driving hammer. Because no tests will be performed on Abutment No. 1, in order to use the bearing resistance factor of 0.65 for the piles at Abutment No. 2 as outlined in Section 5.6 of this report, two dynamic tests will need to be performed on the piles at Abutment No. 2.
6.2 Construction Considerations:
6.2.1 Cofferdams/Temporary Earthwork Support: The use of cofferdams may be necessary in order to support the excavations required for the abutments and piers. If required, the Contractor should be reminded that Section 208.06 of VTrans’ 2018 Standard Specifications for Construction indicates that “The Contractor shall prepare detailed plans and a schedule of operation for each cofferdam specified in the Contract” The design and structural details of the cofferdam shall be signed, stamped, and dated by a Professional Engineer (Structural or Civil) registered in the State of Vermont. 6.2.2 Construction Dewatering: Temporary construction dewatering may be required to construct the abutments. Temporary dewatering may also be necessary to limit disturbance to and maintain the integrity of the bearing surface. Temporary
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dewatering can likely be accomplished by open pumping from shallow sumps, temporary ditches, and trenches within and around the excavation limits. Sumps should be provided with filters suitable to prevent pumping of fine-grained soil particles. The water trapped by the temporary dewatering controls should be discharged to settling basins or an approved filter “sock” so that the fine particles suspended in the discharge have adequate time to “settle out” prior to discharge. All effluent water, or discharge, should comply with all applicable permits and regulations. 6.2.3 Placement and Compaction of Soils: Fills should be placed systematically in horizontal layers not more than 12 in in thickness, prior to compaction. Cobbles larger than 8 in should be removed from the fill prior to placement. Compaction equipment should preferably consist of large, self-propelled vibratory rollers. Where hand-guided equipment is used, such as a small vibratory plate compactor, the loose lift thickness shall not exceed 6 in. Cobbles larger than 4 in should be removed from the fill prior to placement. Embankment fills should be compacted to a dry density of at least 95% of the maximum dry density determined in accordance with AASHTO T-99 per section 203.11 of the 2018 VTrans Standard Specifications for Construction. Granular Backfill for Structures, or other select materials placed within the roadway base section shall be compacted to a dry density of 95% of the maximum dry density determined in accordance with AASHTO T-99.
6.3 Design Parameters: Table 6.2 highlights the geotechnical design parameters of the foundation bearing soils as well as regularly specified aggregates. These values should be used when designing the substructure units. It is recommended that values of Ko be used for calculating earth pressures where the structure is not allowed to deflect longitudinally, away from or into the retained soil mass. Values for Ka should be utilized for an active earth pressure condition where the structure is moving away from the soil mass and Kp where the structure is moving toward the soil mass. The design earth pressure coefficients are based on horizontal surfaces (non-sloping backfill) and a vertical wall face.
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Table 6.2 Engineering Properties for Construction and In-Situ Materials
703.01A - Granular Borrow
704.08 - Granular
Backfill for Structures
In-Situ Bedrock
Density (lb/ft3): 130 140 169
Internal Friction Angle, φ (degrees): 32 34 33
Coefficient of Friction, f - concrete cast againstsoil/rock: 0.50 0.55 0.7
- soil against formedconcrete 0.40 0.45 N/A
Active Earth Pressure Coefficient, Ka: 0.31 0.28
Passive Earth Pressure Coefficient, Kp: 3.25 3.54
At-Rest Earth Pressure Coefficient, Ko: 0.47 0.44
7.0 CONCLUSION
If any further analysis is needed or you would like to discuss this report, please contact us at (802) 828-2561. Final FB-Pier input files used in the analyses are located in the M:\Projects\10c216\MaterialsResearch\FB-Pier folder on the M/drive.
Abut 1 STR I 8 piles.in Abut 1 SER II 8 piles.in
Abut 2 STR I 8 piles.in Abut 2 SER II 8 piles.in
cc: David Peterson, Structures Project Engineer Electronic Read File/MG Project File/CEE END
Z:\Highways\CMB\GeotechEngineering\Projects\Bethel BHF 0241(38)\Integral Abutment\REPORTS\Bethel BHF 0241(38) Integral Abutment Recommendations.docx