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BRID
GE
Divisio
n:
Filena
me:...\
BRID
GE\
MS
TA\
002_
Estim
ate.d
gn
Userna
me:
Date:7/13/2
016
david.s
ha
w
ITEM NO. QUANTITYDESCRIPTION UNIT
DE
SIG
N-
DE
TAIL
ED
BY
DA
TE
PR
OJ.
MA
NA
GE
R
SHEET NUMBER
FIE
LD
CH
AN
GE
S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
KE
D-
RE
VIE
WE
D
OF
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
WIN
BRID
GE P
LA
NS
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
DA
TE
SIG
NA
TU
RE
P.E.
NU
MB
ER
2
BR-1
787(6
00)X
28
17876.0
0
PU
LPIT
HA
RB
OR
BRID
GE
MIL
L
ST
RE
AM
NO
RT
H
HA
VE
NK
NO
X
CO
UN
TY
BRID
GE N
O. 2692
J.
Hasbrouck
D.
Sha
w
M.
Wig
ht
GENERAL CONSTRUCTION NOTES
(Continued)GENERAL CONSTRUCTION NOTES
GE
NE
RA
L
CO
NS
TR
UC
TIO
N
NO
TE
S
ES
TI
MA
TE
D
QU
AN
TITIE
S
AN
D
June 2016
M.R.P.
&
W.T.R.
ITEM NO. QUANTITYDESCRIPTION UNIT
(519 CY)202.19
203.20
203.2318
203.24
203.25
203.28
206.082
304.10
403.213
502.219
502.56
502.83
503.12
503.13
504.702
504.71
505.08
506.9103
506.9104
672.10
674.10
REMOVING EXISTING BRIDGE
COMMON EXCAVATION
DISPOSAL OF SPECIAL DREDGE WASTE
COMMON BORROW
GRANULAR BORROW
CHOKE STONE
STRUCTURAL EARTH EXCAVATION - MAJOR STRUCTURES
AGGREGATE SUBBASE COURSE - GRAVEL
HOT MIX ASPHALT 12.5 MM BASE
STRUCTURAL CONC. ABUTMENTS AND RETAINING WALLS
CONCRETE FILL
PRECAST BLOCK MAT
REINFORCING STEEL, FABRICATED AND DELIVERED
REINFORCING STEEL, PLACING
STRUCTURAL STEEL FABRICATED AND DELIVERED, WELDED
STRUCTURAL STEEL ERECTION
SHEAR CONNECTORS
GALVANIZING
THERMAL SPRAY COATING - SHOP APPLIED
PRECAST CONCRETE BLOCK GRAVITY WALL
PREFABRICATED CONCRETE MODULAR GRAVITY WALL
1
275
200
10
265
53
383
82
1
10
13,283
13,283
1
1
1
1
1
685
685
LS
CY
T
CY
CY
CY
CY
CY
T
LS
CY
SF
LB
LB
LS
LS
LS
LS
LS
SF
SF
830.15 WATER MAIN BRIDGE CROSSING HANGER SYSTEM 1 LS
existing bridge will be considered incidental to the bridge removal pay item.
materials, equipment, and other costs required to remove and dispose of the
at MaineDOT’s offices on Child Street in Augusta. Payment for all labor,
Management Regulations," Chapter 850. A copy of this regulation is available
Maine Department of Environmental Protection’s "Maine Hazardous Waste
steel. The Contractor shall recycle or reuse the steel in accordance with the
storage, recycling, or disposal of the bridge components, including lead-coated
the existing bridge and any hazardous waste generated as a result of the
is solely responsible for the care, custody, and control of the components of
related to this process. Once the existing bridge is removed, the Contractor
for implementing appropriate OSHA mandated personal protection standards
by the process of demolishing the bridge. The Contractor is responsible
management, and disposal of all lead-contaminated hazardous waste generated
paint system. The Contractor is responsible for the containment, proper
24. The steel portions of the existing bridge are coated with a lead-based
Plan will be considered incidental to the bridge removal pay item.
for all work necessary for developing, submitting, and finalizing the Demolition
the Bridge Demolition Plan for appropriateness and completeness. Payment
the bridge shall be undertaken by the Contractor until MaineDOT has reviewed
materials included in the existing bridge. No work related to the removal of
outline the methods and equipment to be used to remove and dispose of all
least 10 business days prior to the start of demolition work. The plan shall
23. The Contractor shall submit a Bridge Demolition Plan to the Resident at
Compensation.
with Standard Specifications Section 109.7, Equitable Adjustments to
Lump Sum pay items, price adjustments will be made in accordance
c. If a design change results in changes to estimated quantities for
for a Lump Sum pay item, those requirements will be followed.
b. If other Contract Documents specifically allow a change in payment
Specifications Section 109.2, Elimination of Items, will take precedence.
a. If a Lump Sum pay item is eliminated, the requirements of Standard
quantities, except as follows:
actual final quantities are different from the MaineDOT provided estimated
amount, with no addition or reduction in payment to the Contractor if the
purposes only. Lump Sum pay items will be paid for at the Contract Bid
are estimated quantities and are provided by MaineDOT for informational
22. Quantities included for pay items measured and paid for by Lump Sum
the boring locations.
Data provided may not be representative of the subsurface conditions between
factual and interpretive subsurface information collected at discrete locations.
geotechnical information. The boring logs contained in the plan set present
Bidders’ or Contractor’s interpretations of or conclusions drawn from the
conditions at the construction site. MaineDOT will not be responsible for the
information or interpretations will be representative of actual subsurface
the use of the Bidders and the Contractor. No assurance is given that the
21. Geotechnical information furnished or referred to in this plan set is for
web address.
Soils Report No. 2015-21, August 13, 2015 may be accessed at the MaineDOT
Superstructure Replacement and Abutment Rehabilitation of Pulpit Harbor Bridge,
20. The project geotechnical report titled: Geotechnical Report for the
representative of actual conditions at the time of construction.
is given that the information or the conclusions of the report will be
interpretation of the information obtained for the subject site. No assurance
MaineDOT web address. The hydrologic report is based on MaineDOT’s
19. The hydrologic report of the bridge site may be accessed at the
to the bridge during its life span.
any construction field changes or any alterations which may have been made
for the construction of the bridge. It is very unlikely that the plans will show
address. The plans are reproductions of the original drawings as prepared
18. The existing bridge plans may be accessed at the MaineDOT web
MaineDOT web address: http://www.maine.gov/mdot/contractors/
17. Project information referred to below may be accessed at the following
during construction.
16. Access to the driveway at approximately Sta. 15+25 Rt. shall not be blocked
Abutment 2 bridge seat and exposed backwall.
backwalls on the back side,
Top of abutment backwalls and to one foot below the top of
Concrete wearing surfaces,
Fascias down to the drip notch,
All exposed surfaces of concrete curbs,
areas:
15. Protective Coating for Concrete Surfaces shall be applied to the following
Contract items.
will cause continual erosion. Payment will be made under the appropriate
after paving and shoulder work is completed, where it is apparent that runoff
and other gutters lined with Stone Ditch Protection shall be constructed
14. Extended-use Erosion Control Blanket, seeded gutters, riprap downspouts,
feet. Payment will be considered incidental to the guardrail pay items.
the indicated length of 6 feet to a length of 7 feet with an embedment of 4.5
13. Guardrail posts as shown in the Standard Details shall be modified from
wingwalls.
sideslopes along the top of the stone slope protection and behind the
12. Place a 24-in. wide strip of Temporary Erosion Control Blanket on the
Control Mix.
Section 619, Mulch. Payment will be made under Item No. 619.1401, Erosion
required. Placement shall be in accordance with Standard Specifications
receiving mulch as directed by the Resident. Loam and seed shall still be
11. Erosion Control Mix may be substituted in those areas normally
directed by the Resident.
10. Place loam 2 inches deep on all new or reconstructed sideslopes or as
on sideslopes from EL. 10 feet up to EL. 15 feet.
9. Place riprap on sideslopes up to EL. 10 feet. Place stone slope protection
Material for Underwater Backfill.
shall be Granular Borrow meeting the requirements of Subsection 703.19,
8. All embankment material, except as otherwise shown, placed below EL. 10 feet
equipment rental items.
of new subbase 6 inches or less thick will be made under appropriate
grubbing, shaping, ditching, and compacting the existing subbase and layers
subgrade line shown on the plans, payment for removing existing pavement,
7. In areas where the Resident directs the Contractor not to excavate to the
suitable as determined by the Resident.
6. Do not excavate for Aggregate Subbase Course where existing material is
incidental to the contract.
5. Remove the load posting signs at each end of the bridge. Payment will be
otherwise noted.
4. All utility facilities shall be adjusted by the respective utilities unless
will be considered incidental to Contract items.
limits will be established in the field by the Resident. Payment for clearing
3. The clearing limits as shown on the plans are approximate. The exact
of Way Map.
2. For easements, construction limits and right of way lines, refer to Right
specified in the Special Provisions.
1. During construction, the road will be closed to traffic for a time period
606.1722
606.23
606.353
606.47
606.52
606.78
606.81
611.16
610.16
610.18
613.319
615.07
618.143
619.12
620.58
620.60
621.025
621.037
BRIDGE TRANSITION - TYPE 2
GUARDRAIL TYPE 3C - SINGLE RAIL
REFLECTORIZED FLEXIBLE GUARDRAIL MARKER
SINGLE WOOD POST
MAILBOX REMOVE & RESET
LOW VOLUME GUARDRAIL END - TYPE 3
TANGENT GUARDRAIL TERMINAL - ENERGY ABSORBING
HEAVY RIPRAP
STONE DITCH PROTECTION
EROSION CONTROL BLANKET
LOAM
EROSION CONTROL MIX
SPECIAL SEED MIX: ISLAND SLOPE WILDFLOWER
MULCH
EROSION CONTROL GEOTEXTILE
SEPARATION GEOTEXTILE
EVERGREEN TREES (3 FOOT - 4 FOOT) GROUP A
EVERGREEN TREES (5 FOOT - 6 FOOT) GROUP A
SMALL DECIDUOUS TREES (5 FOOT - 6 FOOT) GROUP C
4
137.5
8
1
1
2
2
740
4
103
17
33
3
3
842
111
6
6
6
EA
LF
EA
EA
EA
EA
EA
SY
CY
CY
SY
CY
CY
UN
UN
SY
SY
EA
EA
EA
619.1401
STONE SLAB FOR BACKSLOPE PROTECTION 130
621.54
621.546
621.547
629.05
631.12
631.14
631.15
631.172
631.20
639.19
645.291
652.312
652.33
652.34
652.35
652.361
652.38
656.75
659.10
DECIDUOUS SHRUBS (18 INCH - 24 INCH) GROUP A
DECIDUOUS SHRUBS (2 FOOT - 3 FOOT) GROUP A
DECIDUOUS SHRUBS (2 FOOT - 3 FOOT) GROUP B
HAND LABOR, STRAIGHT TIME
ALL PURPOSE EXCAVATOR (INCLUDING OPERATOR)
GRADER (INCLUDING OPERATOR)
ROLLER, EARTH AND BASE COURSE (INCLUDING OPERATOR )
TRUCK - LARGE (INCLUDING OPERATOR)
STUMP CHIPPER (INCLUDING OPERATOR)
FIELD OFFICE TYPE B
ROADSIDE GUIDE SIGNS TYPE II
TYPE III BARRICADE
DRUM
CONE
CONSTRUCTION SIGNS
MAINTENANCE OF TRAFFIC CONTROL DEVICES
FLAGGER
TEMPORARY SOIL EROSION AND WATER POLLUTION CONTROL
MOBILIZATION
12
12
80
24
20
20
20
20
1
20
6
16
24
400
1
60
1
1
EA
EA
EA
HR
HR
HR
HR
HR
HR
EA
SF
EA
EA
EA
SF
LS
HR
LS
LS
12
535.302
515.21
508.14
409.15
403.208
FULL DEPTH PRECAST CONCRETE DECK PANELS
PROTECTIVE COATING FOR CONCRETE SURFACES
HIGH PERFORMANCE WATERPROOFING MEMBRANE
BITUMINOUS TACK COAT - APPLIED
HOT MIX ASPHALT 12.5 MM HMA SURFACE
LS
LS
LS
G
T
(364 SY)
(136 SY)
(320 SY)
515.21
502.26
409.15
403.208
PROTECTIVE COATING FOR CONCRETE SURFACES
STRUCTURAL CONC. ROADWAY AND SIDEWALK SLABS
BITUMINOUS TACK COAT - APPLIED
HOT MIX ASPHALT 12.5 MM HMA SURFACE
(452 SY)
(97 CY)
1
1
23
82
LS
LS
G
T
1
1
1
33
117
GENERAL ESTIMATED QUANTITIES (SECTION 1)
(374 LF)
(46 LF)
507.0835
511.07
512.081
514.06
520.22
523.5401
523.5402
MAINE SCENIC BRIDGE RAILING, 2 BAR
COFFERDAM: ABUTMENT NO. 1
FRENCH DRAINS
CURING BOX FOR CONCRETE CYLINDERS
EXPANSION DEVICE - COMPRESSION SEAL
LAMINATED ELASTOMERIC BEARINGS, FIXED
LAMINATED ELASTOMERIC BEARINGS, EXPANSION
1
1
1
1
1
4
4
LS
LS
LS
EA
EA
EA
EA
(154,153 LB)
(154,153 LB)
(1,096 EA)
(153,950 LB)
(153,950 LB)
(92 CY)
1,193
117
ESTIMATED QUANTITIES (OPTIONAL SECTION 8)
ESTIMATED QUANTITIES for SUPERSTRUCTURE ALTERNATE 1 (SECTION 2)
ESTIMATED QUANTITIES for SUPERSTRUCTURE ALTERNATE 2 (SECTION 3)
ESTIMATED QUANTITIES for BEAM COATING ALTERNATE 3 (SECTION 4)
ESTIMATED QUANTITIES for BEAM COATING ALTERNATE 4 (SECTION 5)
ESTIMATED QUANTITIES for WALL ALTERNATE 5 (SECTION 6)
ESTIMATED QUANTITIES for WALL ALTERNATE 6 (SECTION 7)
621.122
DE
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SHEET NUMBER
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1
RE
VISIO
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2
RE
VISIO
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3
RE
VISIO
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4
CH
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BRID
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00\
BRID
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003
_GenPla
n.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
OF
DE
SIG
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SIG
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PIN
BRID
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LA
NS
ST
AT
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DE
PA
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NT O
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NSP
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P.E.
NU
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ER
3
BR-1
787(6
00)X
17876.0
0
PU
LPIT
HA
RB
OR
BRID
GE
MIL
L
ST
RE
AM
NO
RT
H
HA
VE
NK
NO
X
CO
UN
TY
BRID
GE N
O. 2692
M.
Wig
ht
28
GE
NE
RA
L
PL
AN
J.
Hasbrouck
D.
Sha
wJune 2
016
13+00
É Brg., Abut. No. 1
Typ.
25’–
Typ.
25’–
Typ.
28’–
BLOCK MAT LAYOUT
Typ.
8’–
Sta. 13
+20.4
Sta. 13
+48.4
at the perimeter
streambed at a 2: 1 slope
of two blocks below
Embed a minimum
(Not shown)
block mat edge
Blend riprap over
Granite
Existing
Face of
-5
-5
-5
-5
-5
-5
-5
-5
-5
-5
-5
-5
-5
-5
-5
-5
4" PVC SLEEVE
15" CMP
227
YIELD
16
19 ELE
CTRIC
ELE
CTRIC
16
GR
AV
EL
GR
ANIT
E 3
X3 2’ T
ALL
3’ DIA D
UG
WELL
STEEL
83/1 ELE
CTRIC
12"
SPR
UCE
21 ELE
CTRIC
ELE
CTRIC
12"
MAPLE
14"
MAPLE
8"
HE
MLO
CK
14"
BIR
CH
WO
OD
S
EN
TR
AN
CE
14"
BIR
CH
APPLE
8"
CR
AB
APPLE
6"
CR
AB
10"
CR
AB
APPLE
ELE
CTRIC
88/8/20
12 TONS
WEIGHT LIMIT
2X2 ROCKS
LINE OF
ABOVE GROUND
4" PLASTIC
PIPE
LINE OF2X2 ROCKS
INTERSECTIO
N SIG
N
12 TON
WEIGHT LIMIT
HOUSE
ON
GR
OU
ND
4" PL
ASTIC PIP
E
2" SPRUCES
0
0
0
0
0
0
0
0
0
0
00
0
0
5
5
5
5
5
5
5
5
5
5
5
5
5
0
0
0
0
0
0
0
0
0
0
0
5
5
5
5
5
5
5
5
5
5
5
5
5
Scale of Feet
PLAN
25 0 25 50
18
+46
18
+46
19
+00
20
+00
21
+00
21
+58
POB = STA. 18+46.14
PC = STA. 19+66.86
PT =
STA. 21+33.
14
POE = STA. 2
1+58.14
E
=
3.9
6’
T
=
83.3
9’
L =
166.2
8’
R
=
875.0
0’
PI =
20
+50.2
5C
UR
VE
DA
TA
#1
11+00
12+00
13+00 14+00 15+00
16+00
16+94
PT =
ST
A. 9+
75.6
6
PC
=
ST
A. 10+
82.9
8
PT =
ST
A. 13+
01.8
6
PC
=
ST
A. 14+
58.7
7
PT
=
ST
A.
15
+69.5
5
PO
E
=
ST
A.
16
+93.7
2
E = 16.56’
T = 112.66’
L = 218.88’
R = 375.00’
PI = 11+95.64
CURVE DATA #2
E = 1.23’T = 55.43’L = 110.78’R = 1250.00’
PI = 15+14.19CURVE DATA #3
É Brg., Abut. No. 1 É Brg., Abut. No. 2
To North Haven
Flood
Ebb
North S
hore
Road
Sta. 14+50
Pulpit Harbor Road
(To be Removed)
Existing Piers
Heavy Riprap (Typ.)
125’-0"
Sta. 13+25
Proposed Pole
Proposed Pole
Mill Stream (Tidal)
Guardrail End
Low Volume
Guardrail End
Low Volume
Posting Sign
Remove LoadPosting Sign
Remove Load
Tangent Terminal
Guardrail 350
Hand Placed Paved Shoulders
Match Existing
Sta. 15+50.00 End Transition
Stone Ditch Protection (Typ.)Match Existing
Sta. 11+75.00 Begin Transition
Type II Warning Sign
Remove and Replace
Hand Placed Paved Shoulder
Precast Block Mat (Typ.) (See Block Mat Layout)
Tangent Terminal
Guardrail 350
Paved Shoulder
Hand Placed
Remove and reset Mailbox
To
Harbor
lpit
Pu
to be determined in the field.
cleared area. Exact plant locations
Landscaping plant list for this
Proposed Pole
Remove Boulders (Typ.)
Stone Blanket above EL. 10 (Typ.)
WELL
10
10
10
10
10
10
10
10
15
15
15
15
15
15
15
15
10
10
10
10
10
15
15
15
20
20
20
20
20
20
20
20
20
25
25
25
25
30
30
30
35
BRID
GE
Divisio
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Filena
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00\
BRID
GE\
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004
_Profile.d
gn
Userna
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Date:7/11/2
016
joshua.p.h
asbrouck
DE
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R
SHEET NUMBER
FIE
LD
CH
AN
GE
S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
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D
OF
DE
SIG
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DE
SIG
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TAIL
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3
PIN
BRID
GE P
LA
NS
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PA
RT
ME
NT O
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RA
NSP
OR
TA
TIO
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ST
AT
E O
F M
AIN
E
DA
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NA
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P.E.
NU
MB
ER
PR
OFIL
E
4
BR-1
787(6
00)X
17876.0
0
PU
LPIT
HA
RB
OR
BRID
GE
MIL
L
ST
RE
AM
NO
RT
H
HA
VE
NK
NO
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CO
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BRID
GE N
O. 2692
M.
Wig
ht
28
J.
Hasbrouck
D.
Sha
wJune 2
016
É Brg., Abut. No. 2É Brg., Abut. No. 1
Proposed Grade Proposed Superstructure
Existing Abutment
Sta. 14+50
Existing Abutment
Sta. 13+25
125’ Span
G2 = 1.07%
E = 1.773’
SD = 88’G1 = -10.28%
PV
C =
ST
A. 11+7
5
PVT =
ST
A. 13
+00
ELEV. = 17.70
LOW POINT = STA. 12+88.24
PVI =
ST
A. 12
+37.5
0
ELE
V. =
17.10
North Shore Road É
Matc
h Existing
Transitio
nin
g
Transitio
nin
g
Matc
h Existing
0
5
10
15
20
25
30
35
40
45
50
55
-5
-10
-15
-20
-25
0
5
10
15
20
25
30
35
40
45
50
55
-5
-10
-15
-20
-25
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00
PROFILE
G = 1.07%
EL. 19.5
2
EL. 18.3
7
EL. 17.7
8
EL. 17.7
7
EL. 18.0
3
EL. 18.3
0
EL. 18.5
7
EL. 18.8
3
EL. 19.10
EL. 19.3
7
EL. 19.6
3
EL. 19.9
0
(Remove To Streambed)
Existing Piers
Match Streambed
Top Of Block Mat EL. -7.0
50’ Transition275’ Project50’ Transition
V.C.L. = 125’
Existing Superstructure (To Be Removed)
Existing Grade
Approximate Streambed
MLLW EL. -5.64
MHHW EL. 5.0
Begin Transitio
n Sta. 11+7
5
End Transitio
n /
Begin Project
Sta. 12
+25
End Project /
Begin Transitio
n Sta. 15
+00
End Transitio
n Sta. 15
+50
Precast Block Mat
Proposed Abutment Cap(To Be Removed)
Existing Abutment Cap
(To Remain) (To Remain)
Proposed
Abutment Cap
Choke Stone
Granular Borrow Granular Borrow
-5
-5
-5
-5
-5
0
0
0
0
0
0
5
5
5
5
5
5
5
0
0
0
5
5
5
5
4" PVC SLEEVE
15" CMP
227
YIELD
16
19 ELE
CTRIC
ELE
CTRIC
16
GR
AV
EL
3’ DIA D
UG
WELL
STEEL
83/1 ELE
CTRIC
12"
SPR
UCE
21 ELE
CTRIC
ELE
CTRIC
8"
HE
MLO
CK
14"
BIR
CH
WO
OD
S
EN
TR
AN
CE
14"
BIR
CH
APPLE
8"
CR
AB
APPLE
6"
CR
AB
10"
CR
AB
APPLE
ELE
CTRIC
88/8/20
12 TONS
WEIGHT LIMIT
2X2 ROCKS
LINE OF
ABOVE GROUND
4" PLASTIC
PIPE
LINE OF2X2 ROCKS
INTERSECTIO
N SIG
N
12 TON
WEIGHT LIMIT
ON
GR
OU
ND
4" PL
ASTIC PIP
E
2" SPRUCES
Scale in Feet
PLAN
25 0 25 50BB-NHMS-106
BB-NHMS-105
BB-NHMS-104
BB-NHMS-103
BB-NHMS-102
BB-NHMS-101
MAG. 19XX
Pulpit Harbor Road
CASED WASH BORING
LEGEND
BB-NHMS-201
BB-NHMS-202
É Brg., Abut. No. 1 É Brg., Abut. No. 2
To North Haven
Flood
Ebb
North S
hore
Road
Sta. 14+50
Pulpit Harbor Road
(To be Removed)
Existing Piers
Heavy Riprap (Typ.)
125’-0"
Sta. 13+25
Proposed Pole
Proposed Pole
Mill Stream (Tidal)
Guardrail End
Low Volume
Guardrail End
Low Volume
Posting Sign
Remove LoadPosting Sign
Remove Load
Tangent Terminal
Guardrail 350
Hand Placed Paved Shoulders
Match Existing
Sta. 15+50.00 End Transition
Stone Ditch Protection (Typ.)Match Existing
Sta. 11+75.00 Begin Transition
Type II Warning Sign
Remove and Replace
Hand Placed Paved Shoulder
Precast Block Mat (Typ.) (See Block Mat Layout)
Tangent Terminal
Guardrail 350
Paved Shoulder
Hand Placed
Remove and reset Mailbox
To
Harbor
lpit
Pu
Proposed Pole
Remove Boulders (Typ.)
Stone Blanket above EL. 10 (Typ.)
19
+00
20
+00
PC = STA. 19+66.86
E
=
3.9
6’
T
=
83.3
9’
L =
166.2
8’
R
=
875.0
0’
PI =
20
+50.2
5C
UR
VE
DA
TA
#1
10+00
11+00
12+00
13+00 14+00 15+00
16+00
16+94
PC
=
ST
A. 10+
82.9
8
PT
=
ST
A. 13
+01.86
PC
=
ST
A. 14
+58.77
PT
=
ST
A.
15
+69.5
5
PO
E
=
ST
A.
16
+93.7
2
E = 16.56’
T = 112.66’
L = 218.88’
R = 375.00’
PI = 11+95.64
CURVE DATA #2
E = 1.23’T = 55.43’L = 110.78’R = 1250.00’
PI = 15+14.19CURVE DATA #3
0
5
10
15
20
25
-5
-10
-15
-20
-25
0
5
10
15
20
25
-5
-10
-15
-20
11+00 12+00 13+00 14+00 15+00 16+00 17+00
11+00 12+00 13+00 14+00 15+00 16+00 17+00
-25
-30 -30
0
SCALE
5025
PROFILE
HORIZ 25
1050VERT 5
BOE
RQD=0%
RQD=45%
RQD=23%
BOE
RQD=29%
RQD=0%
RQD=21%
(Tidal Washed Sediments).
trace silt, shell fragments,
to coarse SAND, little gravel,
Grey, wet, medium dense, fine
BOE
BOE
?
?
?
?
?
?
(typical).
Concrete
(typical).
Block
Granite
Void.
BOE
RQD=0%
RQD=55%
RQD=58%
RQD=46%
BOE
BOE
BB-N
HMS-107
BB-N
HMS-106
BB-N
HMS-105
BB-N
HMS-103
BB-N
HMS-102
BB-N
HMS-101
BB-N
HMS-104
?
?
?
?
Soil Seam.
occasional Void or
Granite Blocks with
202:R1, R2; 107:R1, R2:
Rock Mass Quality = Very Poor to Good
[North Haven Formation]
staining, silt infilling.
horizontal to vertical, open, some healed, with iron
hard to very hard, fresh to slightly weathered, fractures
Grey and dark grey, fine grained, metamorphic TUFF,
202:R2 cont., R3, R4; 107:R2 cont., R3, R4:BEDROCK:
?
Boring No.
Strata Interface
for Rock Core SampleRock Quality Designation
Offset, if sh
own
Pavement Thickness if applicable
Void
LEGEND
Bottom Of Exploration
RQD=Boring
BOE=
Bedrock Elev. 2.5 ft @ É.
Bedrock Elev. -16.6 ft @ É.
201: Void.
(Fill).
trace to little organics,
SAND, trace to little silt,
Gravelly, fine to coarse
wet, loose to dense,
101:201: Brown, damp to
occasional cobble, (Fill).
to coarse SAND, trace silt,
medium dense, Gravelly, fine
brown, dry to wet, loose to
202:107: Brown, grey or grey-
101:R1: Granite Block.
101:Void.
101:Void.
101:R2: Granite Blocks.
101:R3: Granite Blocks.
101:R4: Granite Blocks.
Rock Mass Quality = Very Poor to Poor
[North Haven Formation]
staining, silt infilling.
to vertical, open, some healed, with iron
slightly weathered, fractures horizontal
TUFF, hard to very hard, fresh to
dark grey, fine grained, metamorphic
104:R1, R2, R3:BEDROCK: Grey and
Bedrock Elev. -22.6 ft @ É.
coarse SAND, trace silt, (Fill).
dense, Gravelly, fine to
201: Grey, wet, medium
201:R1: Granite Cobble.
wood, (Marine Sediments).
clay, trace shells and
sand, some gravel, little
medium stiff, SILT, some
201: Grey to dark grey, wet,
Rock Mass Quality = Very Poor to Fair
[North Haven Formation]
minor silt infilling, some portions fractured.
to irregular, open to tight, with iron staining or
vertical, close to very closely spaced, smooth
fresh to slightly weathered, joints horizontal to
TUFF, veined with quartz and calcite, hard,
Grey to light green, fine grained, metamorphic
101:R4 cont.,R5,R6,R7; 201:R2, R3:BEDROCK:
(Tidal Washed Sediments).
trace to some silt, occasional cobbles.
to dense, gravelly fine to coarse SAND,
Brown and grey, wet, medium dense
gravel, (Glacial Till).
coarse Sandy SILT, little
Grey, wet, very dense, fine to 202 = BB-NHMS-202
201 = BB-NHMS-201
107 = BB-NHMS-107
104 = BB-NHMS-104
101 = BB-NHMS-101
10
10
10
10
10
15
15
15
15
15
15
15
20
20
20
20
20
20
20
20
BB-NHMS-107
25
25
30
30
25
25
35
35
40
Note:This generalized interpretive soil profile is intended to convey
trends in subsurface conditions. The boundaries between strata
are approximate and idealized, and have been developed by
interpretations of widely spaced explorations and samples.
Actual soil transitions may vary and are probably more erratic.
For more specific information refer to the exploration logs.
SHEET NUMBER
OF
IN
TE
RP
RE
TIV
E
SU
BS
UR
FA
CE
PR
OFIL
E
BO
RIN
G
LO
CA
TIO
N
PL
AN
&
DE
SIG
N-
DE
TAIL
ED
BY
DA
TE
PR
OJ.
MA
NA
GE
R
FIE
LD
CH
AN
GE
S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
KE
D-
RE
VIE
WE
D
BRID
GE
Divisio
n:
Filena
me:...\
GE
OT
EC
H\
MS
TA\
005
_B
LP
&IS
P1.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
WIN
BRID
GE P
LA
NS
ST
AT
E O
F M
AIN
E
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
DA
TE
SIG
NA
TU
RE
P.E.
NU
MB
ER
__
__
_
5
BR-1
787(6
00)X
28
17876.0
0
PU
LPIT
HA
RB
OR
BRID
GE
MIL
L
ST
RE
AM
NO
RT
H
HA
VE
NK
NO
X
CO
UN
TY
BRID
GE N
O. 2692
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
L.K
RU
SIN
SKI
T.W
HIT
E
__
__
__
__
__
__
__
__
__
__
__
___
__
JU
N
2015
__
__
__
S.
BO
DG
E
BOE
RQD=28%
RQD=26%
BB-N
HMS-20
1
BOE
BB-N
HMS-20
2
RQD=82%
RQD=81%
É Brg., Abut. No. 2É Brg., Abut. No. 1
Proposed Grade
Sta. 14+50Sta. 13+25 125’ SpanP
VC =
ST
A. 11+7
5
ELEV. = 17.70
LOW POINT = STA. 12+88.24
PVI =
ST
A. 12
+37.5
0
ELE
V. =
17.10
North Shore Road É
G = 1.07%
Existing Grade
MLLW EL. -5.64
MHHW EL. 5.0
Begin Transitio
n Sta. 11+7
5
End Transitio
n /
Begin Project
Sta. 12
+25
End Transitio
n Sta. 15
+50
0
5
10
15
20
25
-5
-10
-15
0 5 10 15 20 25 30 35-5-10-15-20-25-30-35
13+14.00
0
5
-5
-10
-15
0 5 10 15 20 25 30 35-5-10-15-20-25-30-35
10
15
20
25
0 5 10 15 20 25 30 35-5-10-15-20-25-30-35
14+60.00
0
5
10
15
20
25
-5
0 5 10 15 20 25 30 35-5-10-15-20-25-30-35
CL
CLCLCL
CLCL
BB-N
HMS-20
1
BB-N
HMS-101
BOE
BOE
RQD=28%
RQD=26%
RQD=0%
RQD=55%
RQD=58%
RQD=46%
-20
-25
-30
-20
-25
-30
BOE
BB-N
HMS-20
2
RQD=82%
RQD=81%
BB-N
HMS-107
BOE
RQD=0%
RQD=45%
RQD=23%
-10
-15
R
Refusal
BOE
Boring No.
Strata Interface
for Rock Core SampleRock Quality Designation
RQD=
Offset, if sh
own
BOE= Bottom Of Exploration
Pavement Thickness if applicable
LEGEND
Boring
Top of Intack Bedrock
Weathered ROCK
No Refusal
0
SCALE
105HORIZ 5
1050VERT 5
(Fill).
to little silt, trace to little organics,
Gravelly, fine to coarse SAND, trace
Brown, damp to wet, loose to dense,
R1: Granite Block.
R2: Granite Blocks.
R4: Granite Blocks.
VOID.
VOID.
VOID.
R3: Granite Blocks.
trace silt, occasional cobble, (Fill).
wet, Gravelly, fine to coarse SAND,
Brown, grey or grey-brown, dry to
R2: Granite Block.
R1: Granite Block.
R2: Granite Block.
Rock Mass Quality = Very Poor to Good
[North Haven Formation]
infilling.
some healed, some with iron staining or minor silt
horizontal to near vertical, very close to wide, open,
hard to very hard, highly fractured to massive, joints
Dark grey and grey, fine grained, metamorphic TUFF,
107:R2 cont, R3,R4, 202:R2 cont, R3,R4: BEDROCK:
??
?
?
?
?
???
(Marine Sediments).
and wood,
little clay, trace shells
some sand, some gravel,
medium stiff, SILT,
Grey to dark grey, wet,
SAND, trace silt, (Fill).
Gravelly, fine to coarse
Grey, wet, medium dense,
R1: Granite Cobble.
Rock Mass Quality = Very Poor to Fair
[North Haven Formation]
minor silt infilling, some portions fractured.
to irregular, open to tight, with iron staining or
vertical, close to very closely spaced, smooth
fresh to slightly weathered, joints horizontal to
TUFF, veined with quartz and calcite, hard,
Grey to light green, fine grained, metamorphic
201:R2,R3, 101:R4 cont,R5,R6,R7:BEDROCK:
occasional void or soil seam.
R1: Granite Block, Cobble
202 = BB-NHMS-202
201 = BB-NHMS-201
107 = BB-NHMS-107
101 = BB-NHMS-101
Bedrock Elev. -16.6 ft @ É.
Bedrock Elev. 2.5 ft @ É.
TRANSVERSE PROFILE
trends in subsurface conditions. The boundaries between strata
are approximate and idealized, and have been developed by
interpretations of widely spaced explorations and samples.
Actual soil transitions may vary and are probably more erratic.
For more specific information refer to the exploration logs.
This generalized interpretive soil transverse profile is intended to conveyNote:
BRID
GE
Divisio
n:
Filena
me:...\
00\
GE
OT
EC
H\
MS
TA\
006_
TIS
P1.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
DE
SIG
N-
DE
TAIL
ED
BY
DA
TE
PR
OJ.
MA
NA
GE
R
SHEET NUMBER
FIE
LD
CH
AN
GE
S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
KE
D-
RE
VIE
WE
D
OF
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
WIN
BRID
GE P
LA
NS
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
DA
TE
SIG
NA
TU
RE
P.E.
NU
MB
ER
Sta. 13+14.00 to Sta. 14+60.00
__
__
_
6
BR-1
787(6
00)X
28
17876.0
0
PU
LPIT
HA
RB
OR
BRID
GE
MIL
L
ST
RE
AM
NO
RT
H
HA
VE
NK
NO
X
CO
UN
TY
BRID
GE N
O. 2692
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
L.K
RU
SIN
SKI
T.W
HIT
E
__
__
__
__
__
__
__
__
__
__
__
___
__
JU
N
2015
__
__
__
S.
BO
DG
E
SU
BS
UR
FA
CE
PR
OFIL
ES
TR
AN
SV
ER
SE IN
TE
RP
RE
TIV
E
SHEET NUMBER
OF
DE
SIG
N-
DE
TAIL
ED
BY
DA
TE
PR
OJ.
MA
NA
GE
R
FIE
LD
CH
AN
GE
S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
KE
D-
RE
VIE
WE
D
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
007
_B
ORIN
G
LO
GS
1.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
WIN
BRID
GE P
LA
NS
ST
AT
E O
F M
AIN
E
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
DA
TE
SIG
NA
TU
RE
P.E.
NU
MB
ER
__
__
_
7
BR-1
787(6
00)X
28
17876.0
0
PU
LPIT
HA
RB
OR
BRID
GE
MIL
L
ST
RE
AM
NO
RT
H
HA
VE
NK
NO
X
CO
UN
TY
BRID
GE N
O. 2692
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
L.K
RU
SIN
SKI
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
S.
BO
DG
E
BO
RIN
G
LO
GS
__
__
__
T.W
HIT
E
__
_
AU
G
2015
0
5
10
15
20
25
1D
2D
3D
4D
R1
24/8
24/9
24/7
24/8
12/3
1.00 -
3.00
4.50 -
6.50
10.00 -
12.00
16.80 -
18.80
19.50 -
20.50
3/2/3/6
3/3/9/25
31/52/47/25
3/2/10/6
5
12
99
12
8
18
150
18
SSA
SPUN
CASE
2
6
8
8
5
14.60
6.10
0.10
-1.70
-4.40
-5.40
6" PAVEMENT.
0.50
Brown, damp, loose, Gravelly, fine to coarse SAND,
trace to little silt, (Fill).
Similar to above, except medium dense.
9.00
Brown, wet, very dense, Gravelly, medium to coarse
SAND, trace silt, (Fill).
Roller Coned ahead to 16.8 ft bgs with large Roller
Cone. Very dense from 12.0- 14.5 ft bgs.
15.00
Very soft or VOID from 15.0-16.8 ft bgs.
16.80
Grey, wet, medium dense, Gravelly, fine to coarse SAND,
trace silt. (Fill).
Roller Cone ahead to 19.5 ft bgs.
19.50
Granite Cobble, put in cup.
Set in NW Casing from 19.5-31.3 ft bgs.
Roller Coned ahead to 25.0 ft bgs.
20.50
Maine Department of Transportation Project: Pulpit Harbor Bridge #2692
carries Pulpit Harbor Road over
Boring No.: BB-NHMS-201
Soil/Rock Exploration LogLocation: North Haven, Maine
US CUSTOMARY UNITS WIN: 17876.00
Driller: MaineDOT Elevation (ft.) 15.1 Auger ID/OD: 5" Solid Stem
Operator: Giles/Daggett/Giles Datum: NAVD88 Sampler: Standard Split Spoon
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 5/19/2015-5/20/2015 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"
Boring Location: 13+14.4, 6.6 ft Lt. Casing ID/OD: NW Water Level*: None Observed
Hammer Efficiency Factor: 0.908 Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
De
pt
h (ft.)
Sa
mple
No.
Sample Information
Pe
n./
Rec. (i
n.)
Sa
mple
De
pt
h
(ft.)
Bl
ows (/
6 i
n.)
Shear
Stre
ngt
h
(psf)
N-
unc
orrecte
d
N6
0
Casi
ng
Bl
ows
Ele
vation
(ft.)
Gra
phic
Lo
g
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
30
35
40
45
50
5D
6D
R2
R3
24/9
21.6/18
60/55
60/57
25.00 -
27.00
29.50 -
31.30
31.30 -
36.30
36.30 -
41.30
4/2/3/6
2/2/2/50(3.6")
5
4
8
6
6
8
27
22
26
19
a50
NQ-2
-16.20
-26.20
Grey, wet, medium stiff, SILT, some sand, some gravel,
little clay, trace shells, (Marine Sediments).
Dark grey, wet, medium stiff, SILT, some sand, some
gravel, little clay, trace shells and wood. (Marine
Sediments).
a50 blows for 0.3 ft.
31.30
Top of Bedrock at Elev. -16.2 ft.
R2:Bedrock: Light green, fine grained, metamorphic TUFF
veined with quartz and calcite, hard, fractured,
slightly weathered, joints at low angle angles, closely
spaced, smooth to irregular open to tight, microfaults
are healed, top 18" is fragmented and the remainder
broken along numberous irregular joints. (North Haven
Formation).
Rock Mass Quality = Poor.
R2:Core Times (min:sec)
31.3-32.3 ft (6:30)
32.3-33.3 ft (4:27)
33.3-34.3 ft (4:50)
34.3-35.3 ft (4:10)
R3:Bedrock: Similar to R1, except more jointing at
steep to vertical angles, and bottom half is
fragmented. (North Haven Formation.)
Rock Mass Quality = Poor.
R3:Core Times (min:sec)
36.3-37.3 ft (4:15)
37.3-38.3 ft (3:46)
38.3-39.3 ft (3:50)
39.3-40.3 ft (3:50)
41.30
Bottom of Exploration at 41.30 feet below ground
surface.
G#262100
A-4, CL
Non-Plastic
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: BB-NHMS-201
0
5
10
15
20
25
1D
2D
R1
MD
R2
3D
R3
24/16
24/9
14.4/
14.4
1.2/0
48/37
22.8/14
64.8/55
1.00 -
3.00
4.50 -
6.50
8.20 -
9.40
10.00 -
10.10
12.50 -
16.50
18.50 -
20.40
20.40 -
25.80
6/17/9/4
5/15/12/7
30(1.2")
3/5/11/25(4.8")
26
27
---
16
36
38
22
SSA
aSC
NQ-2
NQ-2
RC
NQ-2
14.87
7.00
5.80
5.20
4.80
2.70
-1.30
-5.20
4" PAVEMENT.
0.33
Brown, damp, dense, Gravelly, fine to coarse SAND,
trace to little silt, (Fill).
aSC = Spun Casing ahead
Similar to above, except wet.
Roller Coned ahead to 8.2 ft bgs.
8.20
R1: Granite Block. (Abandoned Pier?)
R1:Core Times (min:sec)
8.2-9.2 ft (6:00)
9.40
VOID.
Changed to NW Casing at 9.5 ft bgs.
10.00
Failed sample attempt. Cobble from 10.0- 10.4 ft bgs.
Roller Coned ahead from 10.1-12.5 ft bgs.
10.40
VOID.
12.50
R2: Granite Blocks. (Abandoned Pier?)
R2:Core Times (min:sec)
12.5-13.5 ft (9:00)
13.5-14.5 ft (3:00)
14.5-15.5 ft (3:00)
16.50
Roller Coned ahead from 16.5-18.5 ft bgs.
Brown, wet, medium dense, Gravelly, fine to coarse
SAND, little organics, little silt, (Fill).
20.40
R3: Granite Blocks. (Abandoned Pier?)
R3:Core Times (min:sec)
20.4-21.4 ft (4:20)
21.4-22.4 ft (4:45)
22.4-23.4 ft (2:05) 4" Core Drop
23.4-24.4 ft (2:05)
24.4-25.4 ft (8:10)
Maine Department of Transportation Project: Pulpit Harbor Bridge #2692
carries Pulpit Harbor Road over
Boring No.: BB-NHMS-101
Soil/Rock Exploration LogLocation: North Haven, Maine
US CUSTOMARY UNITS WIN: 17876.00
Driller: MaineDOT Elevation (ft.) 15.2 Auger ID/OD: 5" Solid Stem
Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: Standard Split Spoon
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 7/12/11; 07:00-16:30 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"
Boring Location: 13+11.5, CL Casing ID/OD: HW & NW Water Level*: None Observed
Hammer Efficiency Factor: 0.84 Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
De
pt
h (ft.)
Sa
mple
No.
Sample Information
Pe
n./
Rec. (i
n.)
Sa
mple
De
pt
h
(ft.)
Bl
ows (/
6 i
n.)
Shear
Stre
ngt
h
(psf)
N-
unc
orrecte
d
N6
0
Casi
ng
Bl
ows
Ele
vatio
n
(ft.)
Gra
phic
Lo
g
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
30
35
40
45
50
R4
R4
R5
R6
R7
84/24
9.6/5
24/24
48/48
25.80 -
32.80
31.80 -
32.80
32.80 -
33.60
33.60 -
35.60
35.60 -
39.60
-16.60
-24.40
R4: Granite Blocks, cobbles and wood. (Abandoned Pier?)
R4:Core Times (min:sec)
25.8-26.8 ft (3:50)
26.8-27.8 ft (3:40)
27.8-28.8 ft (4:00) cobbles
28.8-29.8 ft (4:10)
29.8-30.8 ft (2:00) wood
30.8-31.8 ft (5:00)
31.80
Top of Bedrock at Elev. -16.6 ft.
R4 encountered bedrock from 31.8 ft to 32.8 ft.
R4:Core Times (min:sec)
32.8 ft.
R4, R5, R6, and R7 Bedrock: Grey, fine grained,
metamorphic, quartz rich, TUFF, hard, fresh to very
slight weathering, fractures oriented from horizontal
to vertical, very close, open, with iron staining and
minor silt in-filling, quartzite seams 1-2 mm thick.
(North Haven Formation).
Rock Mass Quality = Very Poor to Fair.
R5:Core Times (min:sec)
Core Blocked
R6:Core Times (min:sec)
33.6-34.6 ft (3:55)
Core Blocked
R7:Core Times (min:sec)
35.6-36.6 ft (2:25)
36.6-37.6 ft (3:15)
37.6-38.6 ft (4:08)
Core Blocked
39.60
Bottom of Exploration at 39.60 feet below ground
surface.
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: BB-NHMS-101
0
5
10
15
20
25
R1 NQ-2 15.00
10.50
9.08
8.50
7.67
6" Bridge Deck.
0.50
5.0 ft from Top of Bridge Deck to Concrete Cap.
5.00
17" Concrete Cap
6.42
7" Seam or Gap.
7.00
10" Granite Block.
7.83
Bottom of Exploration at 7.83 feet below ground surface.
Maine Department of Transportation Project: Pulpit Harbor Bridge #2692
carries Pulpit Harbor Road over
Boring No.: BB-NHMS-102
Soil/Rock Exploration LogLocation: North Haven, Maine
US CUSTOMARY UNITS WIN: 17876.00
Driller: MaineDOT Elevation (ft.) 15.5 Auger ID/OD: N/A
Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: N/A
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 7/13/11; PM Drilling Method: Core Barrel Core Barrel: NQ-2"
Boring Location: 13+51.6, CL Casing ID/OD: N/A Water Level*: N/A
Hammer Efficiency Factor: Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
Remarks:
Pier 1.
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: BB-NHMS-102
De
pt
h (ft.)
Sa
mple
No.
Sample Information
Pe
n./
Rec. (i
n.)
Sa
mple
De
pt
h
(ft.)
Bl
ows (/
6 i
n.)
Shear
Stre
ngt
h
(psf)
N-
unc
orrecte
d
N6
0
Casi
ng
Bl
ows
Ele
vatio
n
(ft.)
Gra
phic
Lo
g
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
0
5
10
15
20
25
R1 NQ-2 15.30
11.10
10.02
8.52
6" Bridge Deck.
0.50
4.7 ft from Top of Bridge Deck to Concrete Cap.
4.70
13" Concrete Cap
5.78
18" Granite Block.
7.28
Bottom of Exploration at 7.28 feet below ground surface.
Maine Department of Transportation Project: Pulpit Harbor Bridge #2692
carries Pulpit Harbor Road over
Boring No.: BB-NHMS-103
Soil/Rock Exploration LogLocation: North Haven, Maine
US CUSTOMARY UNITS WIN: 17876.00
Driller: MaineDOT Elevation (ft.) 15.8 Auger ID/OD: N/A
Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: N/A
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 7/13/11; PM Drilling Method: Core Barrel Core Barrel: NQ-2"
Boring Location: 13+72.2, CL Casing ID/OD: N/A Water Level*: N/A
Hammer Efficiency Factor: Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
Remarks:
Pier 2.
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: BB-NHMS-103
De
pt
h (ft.)
Sa
mple
No.
Sample Information
Pe
n./
Rec. (i
n.)
Sa
mple
De
pt
h
(ft.)
Bl
ows (/
6 i
n.)
Shear
Stre
ngt
h
(psf)
N-
unc
orrecte
d
N6
0
Casi
ng
Bl
ows
Ele
vatio
n
(ft.)
Gra
phic
Lo
g
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
0
5
10
15
20
25
1D
2D
3D
4D
R1
R2
R3
24/8
14.4/4
24/4
7.2/3
40.8/
40.8
19.2/
19.2
24/24
0.00 -
2.00
5.00 -
6.20
9.00 -
11.00
15.00 -
15.60
15.80 -
19.20
19.20 -
20.80
20.80 -
22.80
6/8/3/3
9/30/30(2.4")
7/8/9/10
25/25(1.2")
11
---
17
---
15
24
18
11
6
9
14
20
162
58
24
35
47
113
120
114
118
NQ-2
-11.00
-16.00
-20.00
-22.60
-29.80
Brown, wet, medium dense, gravelly, fine to coarse
SAND, trace to little silt. (Tidal Washed Sediments).
4.00
Grey, wet, dense, gravelly, fine to coarse SAND, some
silt. (Tidal Washed Sediments).
Cobble from 6.2-7.0 ft bgs.
Roller Coned ahead to 9.0 ft bgs.
9.00
Grey, wet, medium dense, fine to coarse SAND, little
gravel, trace silt, shell fragments, (Tidal Washed
Sediments).
13.00
Grey, wet, very dense, fine to coarse Sandy SILT,
little gravel, (Glacial Till).
15.60
Top of Bedrock at Elev. -22.6 ft.
Roller Coned ahead to 15.8 ft bgs.
R1, R2, and R3 Bedrock: Grey, fine grained,
metamorphic, quartz rich TUFF, hard, fresh to very
slight weathering, fractures oriented from horizontal
to vertical, very close, open, with iron staining and
minor silt in-filling. [North Haven Formation].
Rock Mass Quality = Very Poor to Poor
R1:Core Times (min:sec)
15.8-16.8 ft (5:23)
16.8-17.8 ft (3:10)
17.8-18.8 ft (3:10)
No water return.
Core Blocked
R2:Core Times (min:sec)
19.2-20.2 ft (5:05)
Core Blocked
Maine Department of Transportation Project: Pulpit Harbor Bridge #2692
carries Pulpit Harbor Road over
Boring No.: BB-NHMS-104
Soil/Rock Exploration LogLocation: North Haven, Maine
US CUSTOMARY UNITS WIN: 17876.00
Driller: MaineDOT Elevation (ft.) -7.0 Auger ID/OD: 5" Solid Stem
Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: Standard Split Spoon
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 7/11/11; 12:30-16:30 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"
Boring Location: 13+84.4, CL Casing ID/OD: NW Water Level*: Water Boring
Hammer Efficiency Factor: 0.84 Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
De
pt
h (ft.)
Sa
mple
No.
Sample Information
Pe
n./
Rec. (i
n.)
Sa
mple
De
pt
h
(ft.)
Bl
ows (/
6 i
n.)
Shear
Stre
ngt
h
(psf)
N-
unc
orrecte
d
N6
0
Casi
ng
Bl
ows
Ele
vatio
n
(ft.)
Gra
phic
Log
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
30
35
40
45
50
R3:Core Times (min:sec)
20.8-21.8 ft (3:05)
Core Blocked
22.80
Bottom of Exploration at 22.80 feet below ground
surface.
Remarks:
23.3 ft from Bridge Deck to Ground.
Bridge Deck 6.5" thick.
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: BB-NHMS-104
SHEET NUMBER
OF
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Date:7/11/2
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joshua.p.h
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DE
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PU
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__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
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L.K
RU
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__
__
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__
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__
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2015
0
5
10
15
20
25
R1 NQ-2 15.60
11.80
10.30
9.63
6" Bridge Deck.
0.50
4.3 ft from Top of Bridge Deck to Concrete Cap.
4.30
18" Concrete Cap
5.80
8" Granite Block.
6.47
Bottom of Exploration at 6.47 feet below ground surface.
Maine Department of Transportation Project: Pulpit Harbor Bridge #2692
carries Pulpit Harbor Road over
Boring No.: BB-NHMS-105
Soil/Rock Exploration LogLocation: North Haven, Maine
US CUSTOMARY UNITS WIN: 17876.00
Driller: MaineDOT Elevation (ft.) 16.1 Auger ID/OD: N/A
Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: N/A
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 7/13/11; PM Drilling Method: Core Barrel Core Barrel: NQ-2"
Boring Location: 13+92.8, CL Casing ID/OD: N/A Water Level*: N/A
Hammer Efficiency Factor: Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
Remarks:
Existing Pier 3.
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: BB-NHMS-105
De
pt
h (ft.)
Sa
mple
No.
Sample Information
Pe
n./
Rec. (i
n.)
Sa
mple
De
pt
h
(ft.)
Bl
ows (/
6 i
n.)
Shear
Stre
ngt
h
(psf)
N-
unc
orrecte
d
N6
0
Casi
ng
Bl
ows
Ele
vatio
n
(ft.)
Gra
phic
Lo
g
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
0
5
10
15
20
25
R1 NQ-2 15.84
12.40
11.23
10.57
5.5" Bridge Deck.
0.46
3.9 ft from Top of Bridge Deck to Concrete Cap.
3.90
14" Concrete Cap
5.07
8" Granite Block.
5.73
Bottom of Exploration at 5.73 feet below ground surface.
Maine Department of Transportation Project: Pulpit Harbor Bridge #2692
carries Pulpit Harbor Road over
Boring No.: BB-NHMS-106
Soil/Rock Exploration LogLocation: North Haven, Maine
US CUSTOMARY UNITS WIN: 17876.00
Driller: MaineDOT Elevation (ft.) 16.3 Auger ID/OD: N/A
Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: N/A
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 7/13/11; PM Drilling Method: Core Barrel Core Barrel: NQ-2"
Boring Location: 14+13.6, CL Casing ID/OD: N/A Water Level*: N/A
Hammer Efficiency Factor: Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
Remarks:
Pier 4.
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: BB-NHMS-106
De
pt
h (ft.)
Sa
mple
No.
Sample Information
Pe
n./
Rec. (i
n.)
Sa
mple
De
pt
h
(ft.)
Bl
ows (/
6 i
n.)
Shear
Stre
ngt
h
(psf)
N-
unc
orrecte
d
N6
0
Casi
ng
Bl
ows
Ele
vatio
n
(ft.)
Gra
phic
Lo
g
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
0
5
10
15
20
25
1D
R1
R2
R2
R3
R4
24/7
18/15
72/64
42/42
43.2/
43.2
1.00 -
3.00
7.50 -
9.00
9.90 -
15.90
14.70 -
15.87
15.90 -
19.40
19.40 -
23.00
6/6/10/8 16 22
SSA
SPUN
CASE
NQ-2
NQ-2
16.78
13.20
9.70
2.50
-5.80
5" PAVEMENT.
0.42
Brown, damp, medium dense, Gravelly, fine to coarse
SAND, trace silt, (Fill).
4.00
Grey-brown, wet, loose, Gravelly, fine to coarse SAND,
trace silt, (Fill).
Cobble from 7.0-7.4 ft bgs.
7.50
R1: Granite Block.
R1:Core Times (min:sec)
7.5-8.5 ft (5:00)
8.5-9.0 ft (7:00)
Roller Coned ahead from 9.0-9.9 ft bgs.
R2: Granite Block.
R2:Core Times (min:sec)
9.9-10.9 ft (3:05)
10.9-11.9 ft (3:45)
11.9-12.9 ft (4:50)
12.9-13.9 ft (2:30)
13.9-14.9 ft (1:15)
14.70
Top of Bedrock at Elev. 2.5 ft.
R2 encountered bedrock from 14.7 ft to 15.9 ft. RQD is
R2:Core Times (min:sec)
15.9 ft.
R2, R3, and R4 Bedrock: Grey, fine grained,
metamorphic, quartz rich TUFF, hard, fresh to very
slight weathering, highly fractured with fractures
oriented from horizontal to vertical, very close, open,
with iron staining and minor silt in-filling, one
quartzite seam 2 cm thick. (North Haven Formation).
Rock Mass Quality = Very Poor to Poor.
R3:Core Times (min:sec)
15.9-16.9 ft (5:10)
16.9-17.9 ft (3:55)
17.9-18.9 ft (3:60)
Core Blocked
R4:Core Times (min:sec)
19.4-20.4 ft (5:35)
20.4-21.4 ft (5:15)
21.4-22.4 ft (4:35)
Maine Department of Transportation Project: Pulpit Harbor Bridge #2692
carries Pulpit Harbor Road over
Boring No.: BB-NHMS-107
Soil/Rock Exploration LogLocation: North Haven, Maine
US CUSTOMARY UNITS WIN: 17876.00
Driller: MaineDOT Elevation (ft.) 17.2 Auger ID/OD: 5" Solid Stem
Operator: Giguere/Giles/Daggett Datum: NAVD88 Sampler: Standard Split Spoon
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 7/13/11; 07:00-12:30 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"
Boring Location: 14+62.9, 0.6 ft Lt. Casing ID/OD: NW Water Level*: None Observed
Hammer Efficiency Factor: 0.84 Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
De
pt
h (ft.)
Sa
mple
No.
Sample Information
Pe
n./
Rec. (i
n.)
Sa
mple
De
pt
h
(ft.)
Bl
ows (/
6 i
n.)
Shear
Stre
ngt
h
(psf)
N-
unc
orrecte
d
N6
0
Casi
ng
Bl
ows
Ele
vation
(ft.)
Gra
phic
Lo
g
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
30
35
40
45
50
Core Blocked
23.00
Bottom of Exploration at 23.00 feet below ground
surface.
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: BB-NHMS-107
0
5
10
15
20
25
S1
1D
R1
R2
R3
R4
24/4
62.4/24
60/53
60/60
48/48
1.00 -
2.50
5.00 -
7.00
7.50 -
12.70
12.70 -
17.70
17.70 -
22.70
22.70 -
26.70
3/4/3/6 7 11
SSA
23
77
a50
SPUN
CASE
NQ-2
16.83
13.00
9.50
2.20
2" PAVEMENT.
0.17
Brown, dry, Gravelly, fine to coarse SAND, trace silt,
(Fill).
4.00
Grey, wet, loose, Gravelly, coarse SAND, occasional
cobble. Roller Coned ahead to 7.5 ft bgs.
a50 blows for 0.5 ft.
7.50
R1: Granite block and small cobble.
R1:Core Times (min:sec)
7.5-8.5 ft (5:00)
8.5-9.5 ft (4:30)
Drop from 9.6-10.0 ft bgs
9.5-10.5 ft (3:00)
10.5-11.5 ft (4:40)
11.5-12.5 ft (3:00)
Soil from 11.9-12.7 ft bgs.
R2: Granite Block & Bedrock:
R2:Core Times (min:sec)
12.7-13.7 ft (5:25)
13.7-14.7 ft (10:33)
Open seam from 13.6-13.7 ft bgs.
14.7-15.7 ft (3:57)
Drop from 14.6-14.8 ft bgs, (VOID).
14.80
Top of Bedrock at Elev. 2.2 ft.
R2:Cont:Bedrock: Dark grey, fine grained, TUFF, very
hard, fresh.
R2:Core Times (min:sec) Cont.
15.7-16.7 ft (7:39)
R3:Bedrock: Dark grey, fine grained, metamorphic, TUFF,
very hard, fresh, joints moderalty close to wide, at
low angles to steep, smooth, some with iron staining,
some healed. (North Haven Formation).
Rock Mass Quality = Good.
R3:Core Times (min:sec)
17.7-18.7 ft (7:28)
18.7-19.7 ft (7:33)
19.7-20.7 ft (6:49)
20.7-21.7 ft (6:05)
R4:Bedrock: Similar to R3, except joints are steeper
and low angle joints are less planar.
R4:Core Times (min:sec)
22.7-23.7 ft (6:35)
23.7-24.7 ft (6:09)
Maine Department of Transportation Project: Pulpit Harbor Bridge #2692
carries Pulpit Harbor Road over
Boring No.: BB-NHMS-202
Soil/Rock Exploration LogLocation: North Haven, Maine
US CUSTOMARY UNITS WIN: 17876.00
Driller: MaineDOT Elevation (ft.) 17.0 Auger ID/OD: 5" Solid Stem
Operator: Giles/Daggett/Giles Datum: NAVD88 Sampler: Standard Split Spoon
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 5/21/2015; 06:30-15:30 Drilling Method: Cased Wash Boring Core Barrel: NQ-2"
Boring Location: 14+57, 6.1 ft Rt. Casing ID/OD: NW Water Level*: None Observed
Hammer Efficiency Factor: 0.908 Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
De
pt
h (ft.)
Sa
mple
No.
Sample Information
Pe
n./
Rec. (i
n.)
Sa
mple
De
pt
h
(ft.)
Bl
ows (/
6 i
n.)
Shear
Stre
ngt
h
(psf)
N-
unc
orrecte
d
N6
0
Casi
ng
Bl
ows
Ele
vatio
n
(ft.)
Gra
phic
Lo
g
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
30
35
40
45
50
-9.70
24.7-25.7 ft (8:44)
26.70
Bottom of Exploration at 26.70 feet below ground
surface.
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: BB-NHMS-202
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
009_
XS
EC
T_
11+2
5-11+7
5.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
DE
SIG
N-
DE
TAIL
ED
BY
DA
TE
PR
OJ.
MA
NA
GE
R
SHEET NUMBER
FIE
LD
CH
AN
GE
S
RE
VISIO
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1
RE
VISIO
NS
2
RE
VISIO
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3
RE
VISIO
NS
4
CH
EC
KE
D-
RE
VIE
WE
D
OF
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
BRID
GE P
LA
NS
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
DA
TE
SIG
NA
TU
RE
P.E.
NU
MB
ER
CR
OS
S
SE
CTIO
NS
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
11+50.00
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
20
25
30
35
0 5 10 15 20 25 30-5-10-15-20-25-30
11+25.00
20
25
30
35
0 5 10 15 20 25 30-5-10-15-20-25-30
CLCLCL
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
11+75.00
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
CLCLCL
Match Existing
CLCLCL
Sta. 11+25 to Sta. 11+75
Sta. 11+25 Rt., Begin constructing gravel shoulder for guardrail flareSta. 11+25 Lt., Begin constructing gravel shoulder for guardrail flare
9
BR-1
787(6
00)X
28
17876.0
0
PU
LPIT
HA
RB
OR
BRID
GE
MIL
L
ST
RE
AM
NO
RT
H
HA
VE
NK
NO
X
CO
UN
TY
BRID
GE N
O. 2692
M.
Wig
ht
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
CLCLCL
11+60.3Sta. 11+60.3–, 15.6– Ft. Lt. to Sta. 11+98.5–, 11.0 Ft. Lt.
Install Low Volume Guardrail End
Sta. 11+80.9–, 15.6– Ft. Rt. to Sta. 12+16.5–, 11.0 Ft. Rt.
Install Low Volume Guardrail End
J.
Hasbrouck
D.
Sha
w
É Construction
TYPICAL APPROACH SECTION
2:1 2:1
Varies Varies
Asphalt
4" Hot Mix
Course Gravel
20" Aggregate Subbase Guardrail (Typ.)
Type 3C Modified
Berm
2’-0"
Travel Lane
11’-0"
Travel Lane
11’-0"
Berm
2’-0"
(Typ.)
Paved Shoulders
3" Hand Placed (Typ.)
Paved Shoulders
3" Hand Placed
12" Aggregate Subbase Coarse Gravel (Typ.)
WIN
June 2
016
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
010_
XS
EC
T_
12
+00-12
+5
0.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
DE
SIG
N-
DE
TAIL
ED
BY
DA
TE
PR
OJ.
MA
NA
GE
R
SHEET NUMBER
FIE
LD
CH
AN
GE
S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
KE
D-
RE
VIE
WE
D
OF
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
BRID
GE P
LA
NS
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
DA
TE
SIG
NA
TU
RE
P.E.
NU
MB
ER
CR
OS
S
SE
CTIO
NS
10
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
12+00.00
10
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
5
10
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
12+25.00
5
10
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
Sta. 12+00 to Sta. 12+50
0
5
10
15
20
25
-5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
12+50.00
0
5
10
15
20
25
-5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
Utility Pole
20.2– Ft. Lt.
STA. 12+11.1–
20.4– Ft. Rt.
STA. 12+14.8–
2: 1
10
BR-1
787(6
00)X
28
17876.0
0
PU
LPIT
HA
RB
OR
BRID
GE
MIL
L
ST
RE
AM
NO
RT
H
HA
VE
NK
NO
X
CO
UN
TY
BRID
GE N
O. 2692
M.
Wig
ht
1.5: 1
2: 1
2: 1
21.24
19.52
2.4–: 1
18.37
Sta. 11+98.5–, 11.0 Ft. Lt. to Sta. 12+75.7–, 11.0 Ft. Lt.
Install 75.0 L.F. of Type 3c Guardrail
Sta. 12+16.5–, 11.0 Ft. Rt. to Sta. 12+77.5–, 11.0 Ft. Rt.
Install 62.5 L.F. of Type 3c Guardrail
J.
Hasbrouck
D.
Sha
w
-5.0%+3.0%
-6.0%+4.5%
Stone Blanket
Stone Blanket
Stone Blanket (Typ.)
WIN
Utility Stub Pole
To be removed
6 inch Protective Aggregate Cushion (Typ.)
June 2
016
Transitioning
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
011_
XS
EC
T_
12
+7
5-13
+00.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
DE
SIG
N-
DE
TAIL
ED
BY
DA
TE
PR
OJ.
MA
NA
GE
R
SHEET NUMBER
FIE
LD
CH
AN
GE
S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
KE
D-
RE
VIE
WE
D
OF
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
BRID
GE P
LA
NS
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
DA
TE
SIG
NA
TU
RE
P.E.
NU
MB
ER
CR
OS
S
SE
CTIO
NS
0
5
10
15
20
25
-5
-10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
12+75.00
0
5
10
15
20
25
-5
-10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
0
5
10
15
20
25
-5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
13+00.00
0
5
10
15
20
25
-5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
Sta. 12+75 to Sta. 13+00
11
BR-1
787(6
00)X
28
17876.0
0
PU
LPIT
HA
RB
OR
BRID
GE
MIL
L
ST
RE
AM
NO
RT
H
HA
VE
NK
NO
X
CO
UN
TY
BRID
GE N
O. 2692
M.
Wig
ht
BRIDGE
1.5: 1
2: 1
2: 1
1.5: 1
17.77
17.78
J.
Hasbrouck
D.
Sha
w
Sta. 12+75 to end of Abutment No. 1 slab
Install Choke Stone Layers from
Choke Stone Layer
Aggregate Subbase Course Gravel
Aggregate Subbase Course Gravel
Granular Borrow
Separation Geotextile
-4.0%
-3.0%
+1.5%
+0.0%
Sta. 12+89.4– to Sta. 13+22– RT.
Install 33 L.F. of Concrete Gravity Wall with Rail
Sta. 12+88.6– to Sta. 13+22– LT.
Install 33 L.F. of Concrete Gravity Wall with Rail
Concrete Gravity Retaining Wall
Sta. 12+75.7–, 11.0 Ft. Lt. to
Install Bridge Transition Type 2
Stone Blanket (Typ.)
Aggregate Cushion (Typ.)
Stone Blanket (Typ.)
Aggregate Cushion (Typ.)
Granular Borrow
WIN
Sta. 12+88, 25 Ft. Rt.
Proposed Utility Pole
June 2
016
Concrete Gravity Retaining Wall
Sta. 12+77.5–, 11.0 Ft. Rt. to
Install Bridge Transition Type 2
1.5: 1
Prefabricated Concrete Retaining Wall
Railing Moment Slab
Soil Fill (Typ.)
1.5: 1
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
012
_X
SE
CT_
14
+5
0-15
+00.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
DE
SIG
N-
DE
TAIL
ED
BY
DA
TE
PR
OJ.
MA
NA
GE
R
SHEET NUMBER
FIE
LD
CH
AN
GE
S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
KE
D-
RE
VIE
WE
D
OF
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
BRID
GE P
LA
NS
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
DA
TE
SIG
NA
TU
RE
P.E.
NU
MB
ER
CR
OS
S
SE
CTIO
NS
0
5
10
15
20
25
-5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
14+50.00
0
5
10
15
20
25
-5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
Sta. 14+50 to Sta. 15+00
5
10
15
20
25
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
14+75.00
5
10
15
20
25
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
10
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
15+00.00
10
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
CLCLCL
STA. 14+92.42
STA. 14+95.92
19.53
17.1– Ft. Rt.
2" Spruce
21.2– Ft. Rt.
12" Spruce
STA. 14+93.9–
14" Birch
26.5– Ft. Rt.
STA. 15+04.8–2" Spruce
22.2– Ft. Rt.
STA. 15+11.5–
Utility Pole
Utility Pole
22.6– Ft. Lt.
20.0– Ft. Lt.
STA. 14+94.9–
12
BR-1
787(6
00)X
28
17876.0
0
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HA
RB
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NO
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UN
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BRID
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O. 2692
M.
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3: 1
19.63
19.37
J.
Hasbrouck
D.
Sha
w
-2.0% -2.0%
-2.0% -2.0%
-2.0% -2.0%
Leveling Slab
Granular Borrow
Stone Blanket
Sta. 14+53– to Sta. 14+76.2– LT.
Install 23 L.F. of Concrete Gravity Wall with Rail
Sta. 14+53– to Sta. 14+75.8– RT.
Install 23 L.F. of Concrete Gravity Wall with Rail
to Sta. 14+88.2–, 11.0 Ft. Lt.
Concrete Gravity Retaining Wall
Install Bridge Transition Type 2
to Sta. 14+88.2–, 11.0 Ft. Rt.
Concrete Gravity Retaining Wall
Install Bridge Transition Type 2
Leveling Slab Stone Blanket
Sta. 14+80, 25 Ft. Rt.
Proposed Utility Pole
To be removed
To be removed
6 Inch Protective Aggregate Cushion 6 Inch Protective Aggregate Cushion
WIN
June 2
016
2.3: 1
Sta. 14+88.2–, 11.0 Ft. Lt. to Sta. 15+20.3–, 12.0 Ft. Lt.
Install Guardrail 350 Tangent Terminal
Sta. 14+88.2–, 11.0 Ft. Rt. to Sta. 15+19.2–, 12.0 Ft. Rt.
Install Guardrail 350 Tangent Terminal
Railing Moment Slab
BRID
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013
_X
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+7
5.d
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Date:7/11/2
016
joshua.p.h
asbrouck
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10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
15+50.00
10
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
15+75.00
15
20
25
30
35
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
20.44
Match Existing
12" MAPLE
59.6– Ft. Rt.
STA. 15+65.2–
14" MAPLE
61.9– Ft. Rt.
STA. 15+87.1–
10" CRAB APPLE
38.2– Ft. Rt.
STA. 15+50.4–
10
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
15+25.00
10
15
20
25
30
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
14" Birch8" Hemlock
STA. 15+17.8–
34.6– Ft. Rt.STA. 15+15.3–
26.2– Ft. Rt.
19.93Transitioning
Sta. 15+25 to Sta. 15+75
Existing 4" P.V.C.
13
BR-1
787(6
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BRID
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O. 2692
M.
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D.
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(Remove)
Sta. 15+57, 20 Ft. Lt.
Proposed Utility Pole
June 2
016
STA. 15+18.3–
15 Ft. Rt.–
Mailbox
as per Resident)
(Remove and reset
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MS
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014
_Abut
ment_
No.1.d
gn
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Date:7/11/2
016
joshua.p.h
asbrouck
OF
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N2-
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ED
2
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SIG
N3-
DE
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3
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LA
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14
BR-1
787(6
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28
17876.0
0
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BRID
GE N
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AB
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J.
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D.
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wJune 2
016
ABUTMENT NOTES
Department following the standard process for design changes.
8. Proposals to precast parts of the substructure will be considered by the
7. Chink the existing granite abutments before erecting the superstructure.
grade and cross slopes.
seat elevations or shim the bearings as required to match the final profile
6. Elevations shown are for Deck Option I. For Option II, adjust the bearing
separately.
Prefabricated Concrete Retaining Wall pay item and will not be paid for
Fill called for by the wingwall manufacturer’s design will be incidental to the
Borrow. Pay limits will be the back edge of the abutment slab for the abutment.
5. Abutments, wingwalls, and their footings shall be backfilled with Granular
Specifications Section 512, French Drains.
4. Construct French Drains behind the abutments in accordance with Standard
Standard Details Section 502.
3. Cover joints where waterstops are not required in accordance with
locations shown.
2. Place drains with a 4 inch diameter in the breastwall and wingwalls at the
otherwise noted.
1. Reinforcing steel shall have a minimum concrete cover of 3 inches unless
ABUTMENT NO. 1 PLAN
2’-0"4’-6"3’-0"2’-0"2’-0"3’-0"4’-6"2’-0"
11’-6"11’-6"
É Construction
É Brg., Abut. No. 1
20’-6"
1’-6
"1’-6
"1’-6
"
11’-6"11’-6"
7’-0"3’-6"3’-6"7’-0"
É Bearing É BearingÉ BearingÉ Bearing
Abutment
Stone
Existing
7’-3"7’-3"
É 4" Ì P.V.C. Pipe É 4" Ì P.V.C. PipeÉ 4" Ì P.V.C. Pipe
É Construction
ABUTMENT NO. 1 ELEVATION
6" Typ.
Top of Slab EL. 11.43
Bridge Seat EL. 12.10
N.F. EL. 16.18 (Typ.)
F.F. EL. 16.16 (Typ.)
Const. Joint EL. 12.35
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3
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4
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015
_Abut
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No1_
Rebar.d
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Date:7/11/2
016
joshua.p.h
asbrouck
OF
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
WIN
BRID
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LA
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E O
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15
BR-1
787(6
00)X
28
17876.0
0
PU
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OR
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MIL
L
ST
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AM
NO
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NK
NO
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O. 2692
M.
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J.
Hasbrouck
D.
Sha
wJune 2
016
Abutment
Stone
Existing
É Construction
É Construction
ABUTMENT NO. 1 ELEVATION
É Brg., Abut. No. 1
3" Clear 3" Clear
6"6"
(22 ~ Top
&
Botto
m)
5’-4�" 2’-6"2’-6"4�" 5’-4�" 4�"
8"1 ~ Set "A"
8"1 ~ Set "A"
6" 6"
ABUTMENT NO. 1 PLAN
Set A (Typ.)
3"
3"
3"
3"
11 ~ Set "A" @ 12" 11 ~ Set "A" @ 12"
Construction Joint6"
4"
6"
8"
12"
Bridge Seat
Top of Slab
46 ~ #8 bars @ 6" (Top)
23 ~ #6 bars @ 12" (Bottom)
44 ~ #5 bars
@ 12
"
2 ~ #5 bent bars
@ 12
"
2 ~ #5 bent bars
@ 12
"
(Botto
m
Footing)
3 ~ #5 bars
@ 12
"
(Top Footing)
6 ~ #8 bars
@ 6"
6 ~ #5 U-bars @ 6"6 ~ #5 U-bars @ 6" 6 ~ #5 U-bars @ 6" 6 ~ #5 U-bars @ 6"
3"
3"
3"
3"
Set "A"= 2 ~ #7 hooks & 1 ~ #5 U-bar (Top)
E.F. = Each Face
(3
E.F.)
6 ~ #5 bars
@ 18
"
(1 E.F.)
2 ~ #5 bars
#5 bent bar#5 bent bar
4 ~ #5 U-bars @ 5" 5 ~ #5 U-bars @ 6" 5 ~ #5 U-bars @ 6" 4 ~ #5 U-bars @ 5"
10" x 1’-5" x 10"
#5 U-bar
10" x 1’-5" x 10"
#5 U-bar#5 U-bar
10" x 2’-5" x 10"10" x 2’-5" x 10"
#5 U-bar
3"
9"
SECTION BETWEEN BEARING PEDESTALS
É Brg., Abut. No. 1
#8 bar #6 bar#5 bar (Typ.)
#5 bar (Typ.)
#8 bars
5’-10" x 1’-2"
#7 hooks
#5 U-bar
Typ.
1’-6
" min.
1’-6" x 11�" x 1’-6"
-2.0%
with elbow
4" Ì P.V.C. Pipe
SECTION THROUGH BEARING PEDESTAL
É Brg., Abut. No. 1
#5 bar (Typ.)
#8 bar#5 bar (Typ.) #6 bar
#8 bars
#5 U-bars
5’-10" x 1’-2"
#7 hooks
#5 U-bar
#5 U-bar
1’-6" x 11�" x 1’-6"
1’-8" x 3’-11�" x 1’-8"
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MS
TA\
016_
Abut
ment_
No_
2.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
OF
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2
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N3-
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3
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16
BR-1
787(6
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28
17876.0
0
PU
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HA
RB
OR
BRID
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MIL
L
ST
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AM
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H
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NK
NO
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UN
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BRID
GE N
O. 2692
M.
Wig
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AB
UT
ME
NT
NO.
2
J.
Hasbrouck
D.
Sha
wJune 2
016
Abutment
Stone
Existing
7’-3"7’-3"
É 4" Ì P.V.C. Pipe É 4" Ì P.V.C. PipeÉ 4" Ì P.V.C. Pipe
É Construction
2’-0"4’-6"3’-0"2’-0"2’-0"3’-0"4’-6"2’-0"
11’-6"11’-6"
É Construction
1’-2" 1’-2"
20’-6"
1’-6
"1’-6
"1’-6
"
11’-6"11’-6"
7’-0"3’-6"3’-6"7’-0"
É Bearing É BearingÉ BearingÉ Bearing
6" Typ.
É Brg., Abut. No. 2
ABUTMENT NO. 2 PLAN
ABUTMENT NO. 2 ELEVATION
F.F. EL. 19.40
N.F. EL. 19.39
N.F. EL. 19.14 (Typ.)
F.F. EL. 19.15 (Typ.)
N.F. EL. 18.28 (Typ.)
F.F. EL. 18.29 (Typ.)
Top of Slab EL. 12.77
Const. Joint EL. 13.69
Bridge Seat EL. 13.44
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017
_Abut
ment_
No2
_Rebar.d
gn
Userna
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Date:7/11/2
016
joshua.p.h
asbrouck
OF
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N2-
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TAIL
ED
2
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SIG
N3-
DE
TAIL
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3
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17
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787(6
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MIL
L
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NO
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BRID
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O. 2692
M.
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AB
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NO.
2
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J.
Hasbrouck
D.
Sha
wJune 2
016
Abutment
Stone
Existing
É Construction
5’-4�" 2’-6"2’-6"4�" 5’-4�" 4�"
8"8"
6" 6"
@ 18
"(4 E.F.)
Construction Joint
ABUTMENT NO. 2 PLAN
ABUTMENT NO. 2 ELEVATION
É Brg., Abut. No. 2
É Construction
3" Clear 3" Clear
6"6"
(22 ~ Top
&
Botto
m)
3"
3"
3"
3"
3"
3"
3"
3"
6"
4"
6"
8"
12"
Set B (Typ.)
1 ~ Set "B"11 ~ Set "B" @ 12" 11 ~ Set "B" @ 12"
1 ~ Set "B"
46 ~ #8 bars @ 6" (Top)
23 ~ #6 bars @ 12" (Bottom)
44 ~ #5 bars
@ 12
"
2 ~ #5 bent bars
@ 12
"
(Top Footing)
6 ~ #8 bars
@ 6"
(Botto
m
Footing)
3 ~ #5 bars
@ 12
"
6 ~ #5 U-bars @ 6"6 ~ #5 U-bars @ 6"6 ~ #5 U-bars @ 6"6 ~ #5 U-bars @ 6"
2 ~ #5 bent bars
@ 12
"
3’-3" x 5" x 3’-3"
#5 bent bar
3’-3" x 5" x 3’-3"
#5 bent bar
(1 E.F.)
2 ~ #5 bars
Set "B"= 2 ~ #7 hooks & 1 ~ #5 U-bar (Top)
E.F. = Each Face
8 ~ #5 bars
4 ~ #5 U-bar @ 5"5 ~ #5 U-bars @ 6"5 ~ #5 U-bars @ 6"4 ~ #5 U-bars @ 5"
Bridge Seat
Top of Slab
10" x 1’-5" x 10"
#5 U-bar
10" x 1’-5" x 10"
#5 U-bar#5 U-bar
10" x 2’-5" x 10"10" x 2’-5" x 10"
#5 U-bar
3"
9"
SECTION BETWEEN BEARING PEDESTALS
Brg., Abut. No. 2 É
#7 hooks
#5 bars (Typ.)
#6 bar #8 bar #5 bars (Typ.)#8 bars
Typ.
1’-6
" min.
1’-6" x 11�" x 1’-6"
#5 U-bar
with elbow
4" Ì P.V.C. Pipe
SECTION THROUGH BEARING PEDESTAL
Brg., Abut. No. 2 É
#5 bars (Typ.)
#8 bars
#5 U-bars
#6 bar #8 bar #5 bars (Typ.)
7’-3" x 1’-2"
#7 hooks
1’-6" x 11�" x 1’-6"
#5 U-bar
1’-8" x 3’-11�" x 1’-8"
#5 U-bar
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018
_Abut
ment_
No1_
Bearin
gs.d
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Userna
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Date:7/11/2
016
joshua.p.h
asbrouck
OF
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18
BR-1
787(6
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HA
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OR
BRID
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MIL
L
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BRID
GE N
O. 2692
M.
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J.
Hasbrouck
D.
Sha
wJune 2
016
NO
RT
H
HA
VE
NK
NO
X
CO
UN
TY
BE
ARIN
G
DE
TAIL
S
2�"6"7�"7�"6"2�"
1’-4"1’-4"
2’-8"
3"
3"
7"
7"
1"1"
8"
8"
1’-4
"
4�
"
4�
"
�"
Recess
É Holes É Girder É Holes
PLAN
É Holes
A
A
(7 - 11 Ga. Steel Reinforced Layers)
(2 - �" External Elastomeric Layers)
(6 - �" Internal Elastomeric Layers)
Steel Reinforced Elastomeric Bearing
SECTION A-A
É Brg., Abut. No. 1
North
1 �" Masonry Plate
Girder
Typ.
�
�
See Notes
ELEVATION
É Girder
1 �
"
1 �
"
3�" Shear Block
Abutment No. 1 - Interior Fixed Bearing
1 �" Sole Plate
and Shear Block (Typ.)
1 �" Ì Holes for Sole, Masonry
and É Holes
2 ~ �" Preformed Pads
1 �
"
7"
7"
1"1"
8"
8"
1’-4
"
4�
"
4�
"
�"
Recess
É Girder
PLAN
É Holes
A
A
(7 - 11 Ga. Steel Reinforced Layers)
(2 - �" External Elastomeric Layers)
(6 - �" Internal Elastomeric Layers)
Steel Reinforced Elastomeric Bearing
SECTION A-A
Girder
�
See Notes
ELEVATION
É Girder
1 �
"
1 �
"
1�"7�"7�"1�"
1’-0"1’-0"
Masonry Plate
1’-8"
Sole Plate
2’-0"
1�"8�"8�"1�"
É Hole É Hole
1 �" Sole Plate
(Typ.)
Masonry Plate Only
�" Ì Hole for
and É Holes
É Brg., Abut. No. 1 or 2
2 ~ �" Preformed Pads
Abutment No. 1 & 2 - Exterior Bearing
1 �
"
1 �" Masonry Plate
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019_
Abut
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No2
_Bearin
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Date:7/11/2
016
joshua.p.h
asbrouck
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ELASTOMERIC BEARING NOTES
J.
Hasbrouck
D.
Sha
wJune 2
016
BE
ARIN
G
DE
TAIL
S
load for the Service I load combination, without impact.
Specifications, Subsection 523.23, Item 4, is 156 kips. This is the total
10. The "Bearing Design Load" for each bearing as noted in the Standard
Section 523.094.
all adjustments have been made in accordance with Standard Specification
9. The Contractor shall not weld the girders to the sole plate until after
crayons or other suitable means.
The temperature shall be verified by the use of temperature indicating
controlled such that steel adjacent to the elastomer does not exceed 200 ?F.
from field weld flash and spatter. Heat from welding operations shall be
8. All necessary precautions shall be taken to protect bearing components
reset as directed by the Resident.
If the ambient air temperature is outside this range, the bearings shall be
when the ambient air temperature is within the range of 65 ?F and 90 ?F.
7. The bearings are designed so that the superstructure may be erected
6. Bearings shall be covered during transit.
is installed.
upstation. All marks shall be permanent and shall be visible after the bearing
the bearing location on the bridge and a direction arrow that points
5. All bearings shall be marked prior to shipping. The marks shall include
as the structural steel. Shear blocks shall be galvanized to ASTM A 153.
Sole plates for steel superstructures shall be treated in the same manner
4. Masonry plates shall be galvanized in accordance with Section 506.
shall be swedged on the embedded portion of the rod.
requirements of ASTM A320 with a minimum yield strength of 105 ksi and
of ASTM A 709/A 709M, Grade 50. Anchor rods shall meet the
3. Masonry plates, sole plates, and shear blocks shall meet the requirements
primary mold process. Sole plate shall be vulcanized to elastomer.
2. Vulcanization of the elastomer to the steel plates shall be done during the
1. The shear modulus of the elastomer shall be 125 psi.
2�"6"7�"7�"6"2�"
1’-4"1’-4"
2’-8"
3"
3"
7"
7"
1"1"
8"
8"
1’-4
"
PLAN
É Girder É HolesÉ Holes
É Holes
1 �" Masonry Plate
Girder
Typ.
�
�
See Notes
ELEVATION
É Girder
3�" Shear Block
4�
"
4�
"
�"
Recess
(7 - 11 Ga. Steel Reinforced Layers)
(2 - �" External Elastomeric Layers)
(6 - �" Internal Elastomeric Layers)
Steel Reinforced Elastomeric Bearing
SECTION B-B
1 �
"
1 �
"
É Brg., Abut. No. 2
South
B
B
Plate Only (Typ.)
1 �" Ì Hole for Masonry
for Sole Plate only (Typ.)
1 �" x 2�" Slotted Hole
Abutment No. 2 - Interior Expansion Bearing
1 �" Sole Plate
and É Holes
2 ~ �" Preformed Pads
1 �
"
1�" Ì Hole (Typ.)
Shear Block with
Top of Concrete
Threads
Exclu
ded
full engagement
Provide enough thread for
8"
12"
min. E
mbed
ment
Top of Concrete
Embed
ment
2"
6"
min.
TYPE II ANCHOR RODTYPE I ANCHOR RODFor Interior Bearings - 8 Required For Exterior Bearings - 8 Required
�" x 3" x 3" ˚ Washer (Typ.)
with two Stainless Steel Nuts and
É 1 �" Ì Stainless Steel Anchor Rod
Hardened Steel Washer
with Stainless Steel Nuts and
É �" Ì Stainless Steel Anchor Rod
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02
0_
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Details.d
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Date:7/11/2
016
joshua.p.h
asbrouck
OF
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FR
AMIN
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J.
Hasbrouck
D.
Sha
wJune 2
016
STRUCTURAL STEEL NOTES
14. The holes in girder G1 for the water main attachment shall be drilled prior to coating application.
field.
13. Weld shear studs to bare, uncoated metal. The studs may be welded before coating or the coating removed in the
12. All bolts, nuts, and washers shall be hot-dip galvanized in accordance with ASTM A153.
must meet the Class C coefficient rating as a minimum.
roughened by means of hand wire brushing after galvanizing. Power brushing is not permitted. Metallized faying surfaces
11. All galvanized faying surfaces at the bolted splices, including those on the girder and splice plates, shall be
between 7 mils and 12 mils.
10. The bend test referenced in Standard Specifications Section 506.33 may be conducted with a coating thickness
Standard Specifications Section 506, Shop Applied Protective Coating - Steel (Hot-Dip Galvanizing).
with either Standard Specifications Section 506, Shop Applied Protective Coating - Steel (Thermal Spray Coating) or
9. Structural steel including the girders, stiffeners, connection plates, and crossframes shall be coated in accordance
for the 3 second maximum gust and was analyzed as four girders erected.
8. Structural steel was designed with a vertical construction load of 50 lb/SF and a lateral wind velocity of 80 mph
7. The "Drip Bar" detail shall be used adjacent to each abutment as shown on all girders.
6. Shear studs for Deck Option I shown. For Option II, use 137 spaces at 11 inches (Double Studs)
5. Crossframe or diaphragm connection plates may be either plumb or normal to the top flange.
4. Bearing stiffeners shall be plumb after erection and dead loading of the structure.
a field splice shall be not less than 20 feet in length unless otherwise shown on the plans.
3. Sections of flange plates or web plates between transverse shop splices or between a transverse shop splice and
on either flange or web. No transverse butt weld splices will be allowed in areas of stress reversal.
web or flange butt welds shall be located within one foot of other transverse welds (e.g. connection plates to web welds)
weld splices in flanges shall be not less than one foot from transverse butt welds in the web plates and no transverse
the span length (whichever is greater) from the points of maximum negative moment or maximum positive moment. Butt
2. No transverse butt weld splices will be allowed in the flange plates or web plates within 10 feet or 10 percent of
finished grade profile.
1. Camber ordinates, as shown, are computed to compensate for all dead load deflections and for the curvature of the
É Brg., Abut. No. 1
FRAMING PLAN
G1
G2
G3
G4
C2
C2
C2 K K
Bearing Stiffeners (Typ.)
É Construction
21’-0
"
7’-0"
7’-0"
7’-0"
K
K
K
K
Connection Plate (Typ.)
É Optional Field Splice
9’-0"
12’-6"25’-0"25’-0"
125’-0"
Symmetric about É of Bridge
(Fixed)
Typ.
�
�
Typ.
�
�
GIRDER ELEVATION
É Optional Field Splice
41’-0"
1’-0"1’-0"
Flange ˚ 1 �" x 18"
É Brg., Abut. No. 1 É Brg., Abut. No. 2
Flange ˚ 1 �" x 22"
302 Shear Connectors / Girder
41’-0"
É Optional Field Splice
Web ˚ �" x 45"
Studs placed in shear stud blockouts - See note
˚ �x7 (one side or both sides)
(See Framing Plan for layout)
Connection Plate
(Fixed) (Exp.)
˚ �x7 (both sides)
Bearing Stiffener
˚ �x7 (both sides)
Bearing Stiffener
274 Shear Studs each beam
CAMBER DETAIL
2�
"
4�
"
5�
"
6�
"
7"
É Brg., Abut. No. 1 É Brg., Abut. No. 2
0 12.5’ 25.0’ 37.5’ 50.0’ 62.5’ 75.0’ 87.5’ 100.0’ 112.5’ 125.0’
1’-4�
"
Reference Line (Level)
2�
"
4�
"
5�
"
6�
"
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Date:7/11/2
016
joshua.p.h
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016
2nd Tenth 3rd Tenth 4th Tenth Midspan 7th Tenth 8th Tenth 9th Tenth6th TenthAbut. No. 1
0.00
0.00
0.00
Abut. No. 2
0.00
0.00
0.00
1st Tenth
Superimposed Dead Load
Steel Dead Load
Concrete Dead Load
Table of Deflections in Inches (Option I)
G1 & G4
G2 & G3
0.00
0.00
0.00Superimposed Dead Load
Steel Dead Load
Concrete Dead Load
0.00
0.00
0.00
0.518
1.482
0.190
0.980
2.804
0.359
1.342
3.839
0.491
1.572
4.496
0.575
1.651
4.721
0.604
1.572
4.496
0.575
1.342
3.839
0.491
0.980
2.804
0.359
0.518
1.482
0.190
0.533 1.008 1.380 1.616 1.697 1.616 1.380 1.008 0.533
1.482 2.804 3.839 4.496 4.721 4.496 3.839 2.804 1.482
0.171 0.324 0.444 0.520 0.546 0.520 0.444 0.324 0.171
Bottom of Slab Elevations in Feet (Option I)
ALL
Girder
16.92
Abut. No. 1
17.20
1st Tenth
17.46
2nd Tenth
17.68
3rd Tenth
17.89
4th Tenth
18.04
Midspan
18.15
6th Tenth
18.22
7th Tenth
18.26
8th Tenth
18.26
9th Tenth
18.26
Abut. No. 2
1 �" 1 �"
2’-6�"
É Optional Field Splice
É Flange
8"
9 Spaces @ 3" = 2’-3"4"9 Spaces @ 3" = 2’-3"
BOTTOM FLANGE SPLICE
1’-8
"
3"
3"
8"
10"
10"
2�
"3"
4�
"4�
"3"
2�
"
2�
"2�
"
1 �" 1 �"
2’-6�"
É Optional Field Splice
9 Spaces @ 3" = 2’-3"4"9 Spaces @ 3" = 2’-3"
1 �
"3"
3�
"3�
"3"
1 �
"
TOP FLANGE SPLICE
6" 8"
3"
1 �
"3"
1 �
"
6"
É Flange
1’-4
"
1 �
"1 �
"
12 spaces
@ 3" =
3’-0"
É Web
1’-7�
"
1 �" 1 �"3"3"4"3"3"
9�"
É Optional Field Splice
(1 ~ Ea. side)
2 ~ ˚ 19x39x�
SPLICE ELEVATION
Bolts on Flange Plates not shown for clarity
�" max.
˚ 16x61x1
�" Splice bolt (Typ.)
SPLICE SECTION
˚ 19x39x�
É Girder and Splice
(Typ.)
˚ 6x61x1
˚ 19x39x�
˚ 20x61x1
(Typ.)
˚ 9x61x1�
2" 10’-0"
�Typ.
�"
�Typ. 3 sides
DRIP BAR SECTIONDRIP BAR PLAN
É Brg., Abutment No. 1 or 2
Grade DownDrip Bar �x� Bottom Flange
(all around)
Drip Bar
10"
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MS
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Date:7/11/2
016
joshua.p.h
asbrouck
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016
SUPERSTRUCTURE NOTES
8. Reinforcing Steel in the superstructure shall be epoxy coated.
the panel joints. See the example Full Depth Deck Panels Plans for details.
7. If Full Depth Precast Deck Panels are used, the longitudinal bars are not required to cross
Abutment No. 2 = 1 �inch
Abutment No. 1 = None
6. The seal(s) to be furnished shall have minimum Movement Rating(s) as follows:
Provision 535 pay item.
will be considered incidental to the appropriate Standard Specifications Section 502 or Special
5. Payment for reinforcing steel fabricated, delivered, and placed in the structural concrete slab
Concrete Precast Deck Panels, and in accordance with the Standard Details.
depth cast-in-place deck slab, in accordance with Special Provisions Section 502, Structural
4. At the Contractor’s option, Partial Depth Precast Deck Panels may be used as part of the full
continuously and shall be kept plastic until the entire placement has been made.
3. For the cast-in-place option, the superstructure slab concrete for each span shall be placed
2. Reinforcing steel shall have a minimum concrete cover of 3 inches unless otherwise noted.
of bearing of the abutments. Refer to Standard Detail 502(03) for blocking details.
1. The theoretical blocking used for design of the structure is 3�inches at the centerline
2’-4�" 13 Rail Post spaces @ 9’-3" = 120’-3"
125’-0" Span
É Brg., Abut. No. 1
3’-0"End Superstructure
Opposite side similiar
6" 3�"–
SUPERSTRUCTURE PLAN
9"
15 ~ Longitudin
al
Bars
@ 18
" (T
op)
50 ~ Longitudin
al
Bars
@ 6" (B
ot.)
8"
2’-4�"
Typ.
2’-2" Min. Lap Splice
1’-7�"1’-7�"
É Rail Post É Rail Post É Rail Post
Typ.
2’-1�"
Typ.
2’-1�"
Typ. Typ.
End Superstructure
1’-3�"–
Typ.
2’-9"
Min. Lap Splice
É Const.
9"
258 ~ #5 bars @ 6" Top
258 ~ #5 bars @ 6" Bottom
14 ~ Pairs of #5 bent bars @ 3" at each Rail Post (Typ.)
(784 ~ #5 bent bars Total, 392 each side)(Typ. each side)
7 ~ #5 bent bars @ 6"
18 ~ #5 bent bars
(6
@ 12
" betw
een gir
ders)
@ 12
" in overhang
2 ~ #5 bent bars
@ 12
" in overhang
2 ~ #5 bent bars
3 ~ #5 bars @ 9"
(2 @ 9" between girders)
6 ~ #5 bars
#5 bar
#5 bar
#5 bar
#5 bar #5 bar
#5 bar
(Typ. each side)
3 ~ #5 Longitudinal Bars @ 6" (Top overhang)
11 ~ #5 bent bars @ 6" between Rail Posts (Typ.)
(286 ~ #5 bent bars Total, 143 each side) (Typ. each side)
4 ~ #5 bent bars @ 6"
1 ~ #5 bar
(2 @ 8" between girders)
6 ~ #5 bars
18 ~ #5 bent b
ars
(6
@ 12
" b
etw
een gir
ders)
(1 @
Ea.
Gir
der)
4 ~ #5 bent bars
@ 12
" in overhang
2 ~ #5 bent bars
@ 12
" in overhang
2 ~ #5 bent bars
(1 @
Ea.
Gir
der)
4 ~ #5 bent bars
6’-0" x 11" x 1’-9"
6’-0" x 11" x 3’-3" x 9�" x 2’-1" 4’-4" x 11" x 1’-7" x 9" x 2’-1"
5" x 8’-0"
12’-8"
12’-8"
4’-4" x 11"
4’-4" x 5" x 4’-4" (Typ.)
6’-0" x 5" x 6’-0" (Typ.)
É Brg., Abut. No. 2
Cast-in-place reinforcement shown
1" Ì P.V.C. Pipes
@ 10’ –
É Construction
1" Clear
2" Clear
TRANSVERSE SECTION
#5 bars#5 bars
Deck Option I
#5 bent bar (Typ.)
(Under rail posts)
@ 6" (Top)(Typ.)
3 ~ #5 bars
10"
1’-6�"
2"
Typ.
6"
Typ.
3"
1" Ì P.V.C. Pipe
É Construction
2’-2"7’-0"7’-0"7’-0"2’-2"
1’-8"
Travel Lane
11’-0"
Travel Lane
11’-0"
1’-8"
TYPICAL BRIDGE SECTIONOption 1
-2.0%
Water Line
Seasonal
�" (Nom.) High Performance
Waterproofing Membrane
(Typ.)
Bridge Rail
2 Bar Scenic
2" Hot Mix Asphalt with
(Typ.)
Steel Girder
at É Construction
8" at Curb and 11"
Precast Concrete Deck
É Construction
2’-2"7’-0"7’-0"7’-0"2’-2"
1’-8"
Travel Lane
11’-0"
Travel Lane
11’-0"
1’-8"
TYPICAL BRIDGE SECTION
Seasonal Water Line
-2.0% -2.0%
(Typ.)
Bridge Rail
2 Bar Scenic
Option II
(Typ.)
Steel Girder
Concrete Wearing Surface
Deck including 1" Integral
9" Cast in Place Concrete
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Date:7/11/2
016
joshua.p.h
asbrouck
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June 2
016
ABUTMENT NO. 1 SECTION
É Brg., Abut. No. 1
É Brg., Abut. No. 2
ABUTMENT NO. 2 SECTION
French Drain
2’-0" x 2’-0"
Abutment Rebar not shown for clarity Abutment Rebar not shown for clarity
Geotextile
Erosion Control
Borrow
Granular
French Drain
2’-0" x 2’-0"
Geotextile
Erosion Control
Borrow
Granular
Drain Pay Item
Limits of French
Drain Pay Item
Limits of French
Compression Seal
�" Neoprene Pad
#5 bent bar #5 bent bar
NOTES
Course Gravel
Aggregate Subbase
Hot Mix AsphaltCourse Gravel
Aggregate Subbase Hot Mix Asphalt
Asphalt Sealing Compound
Saw cut 1�" and fill with Emulsified
3"
6"
be paid for directly, but will be considered incidental to related Contract Items.
2. Saw cutting pavement and Emulsified Asphalt Sealing Compound will not
but will be considered incidental to related contract items.
and extend the full deck width. Neoprene pads will not be paid for directly,
Subsection 711.09. The neoprene pads shall be the width of the backwall
1. Neoprene pads shall meet the requirements of Standard Specification
3"
6"
with elbow
4" Ì P.V.C. Pipe
with elbow
4" Ì P.V.C. Pipe
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BRID
GE\
MS
TA\
02
4_
Deck_
Panel.dgn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
OF
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GE N
O. 2692
M.
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Non-Shrink Grout
�" Typ.
1"2"
1"
1" Typ.Joint Filler
Full Depth Deck PanelFull Depth Deck Panel
SECTION C-CShear Key Detail
É Blockout
2’-2"7’-0"3’-6"3’-6"7’-0"2’-2"
É Blockout É Blockout É Blockout
É Bridge
Varies
Asse
mbly
É Leveling
Asse
mbly
É Leveling
Typ.
2’-0"
É Blockout
É Blockout
É Blockout
É Leveling Assembly
É Leveling Assembly
25’-4"
FULL DEPTH DECK PANEL PLAN
A A
Typ.
2’-0"
Typ.
2’-0"
C
C B
B
LEVELING DEVICE
TYPICAL SECTION
Bridge Girder
to plate (if required)
Reinforcing bar welded
Tapered Blockout
Removable Bolt
removal of bolt.
been grouted. Grout blockout after
Remove bolt after haunches have
Pipe sleeve
Haunch concrete not shown for clarity
FULL DEPTH DECK PANEL NOTES
drawings shown may not allow adequate space.
Check railing post locations and additional reinforcement necessary. The example
be substituted.
of the panels and the number of devices. Alternate layouts for leveling the panels may
The Contractor is responsible for the design of the leveling device based on the weight
grout after their removal.
surface. Patch all recesses from lifting devices and leveling devices with an approved
Recess concrete around lifting and leveling devices a minimum of 1 inch below the
be allowed. Do not cut transverse reinforcing steel.
modified as necessary to avoid conflicts. No reduction in the area of steel per foot will
The panels shall be reinforced according to the cast in place deck reinforcing layout,
and methods and submit shop drawings to the Department for review.
dimensions and layout based on the project requirements and their construction equipment
These plans are given for information only. The Contractor shall determine the exact panel
5.
4.
3.
2.
1.
3"�" Drip Notch
Typ.
1’-3"
Typ.
1’-6"
É Bridge
SECTION A-A
10"
Reinforcing not shown for clarity
-2.0%
Typ.
9"
Typ.
2" Clear
blockouts are moved to between blockouts.
Transverse bars that would run through shear stud
SECTION B-B
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02
5_
Prefabric
ated_
Concrete_
Retainin
g_
Wall.d
gn
Userna
me:
Date:7/11/2
016
joshua.p.h
asbrouck
OF
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PREFABRICATED CONCRETE WALL NOTES
PR
EF
AB
RIC
AT
ED
CO
NC
RE
TE
shall be manufactured with the tolerances of Subsection 674.02 under Concrete Units: Tolerances.
7. The Railing Moment Slab shall consist of concrete meeting the requirements of Subsection 712.061 and
wall pay item.
Wall drainage shall be directed away from the bridge. Payment for the drainage system will be incidental to the
6. Install a drainage system behind the Concrete Retaining Wall at Abutment No. 1 East and West Retaining Walls.
factored bearing pressure shall not exceed the factored bearing resistance of 4.0 ksf.
B ˇ 3.5 Ft., 5.0 ksf for 3.5 < B < 5 Ft., and 6.0 ksf for B > 6 Ft.. At the Service Limit State the applied
bearing pressure for the Strength Limit State shall not exceed the factored bearing resistance of 4.5 ksf for
5. For those portions of the Retaining Wall not constructed on the Abutment Footings, the applied factored
95% of AASHTO T-180, or directly on existing granite blocks.
Pad constructed on Crushed Stone meeting 703.31, or Granular Borrow for Underwater Backfill compacted to
4. Those portions of Retaining Walls not on the Abutment Footing shall be constructed on a Concrete Leveling
the Railing Moment Slab shall be included in the retaining wall design.
674. Live load surcharge, Moment Slab loads, and impact loads transferred to the Concrete Retaining Wall from
3. The Concrete Retaining Wall shall be designed in accordance with Standard Specifications Section 672 or
Modular Gravity Wall, or Precast Concrete Block Gravity Wall, per square foot, complete in place.
of Moment Slab and Concrete Retaining Wall will be paid for at the contract unit price of Prefabricated Concrete
foot of front face not to exceed the dimensions shown unless authorized by the Resident. The accepted quantity
shown for estimating purposes only. Moment Slab and Concrete Retaining Wall will be measured by the square
Licensed Professional Engineer and the design shall be submitted to the Department for review. Plan details are
TL-2 crash requirements. The Concrete Retaining Wall and Moment Slab shall be designed and stamped by a
2. The Retaining Wall design shall include the design of the Moment Slab supporting the railing using AASHTO
Qualified Project List (QPL) and be manufactured by a licensed manufacturer of the selected product.
Section 672, in conjunction with a Railing Moment Slab. The wall system shall be on the MaineDOT
Gravity Wall in accordance with Section 674 or a Precast Concrete Block Gravity Wall in accordance with
1. The Contractor shall provide a Concrete Retaining Wall consisting of either a Prefabricated Concrete Modular
13’-0"
6"
6"
Abutment No. 1 Backwall
É Brg., Abut. No. 1
11’-0" 22’-0" 3’-0"
2"
Cha
mfer
Top of West Wall EL. 17.44
Top of East Wall EL. 17.77Top of East Wall EL. 17.60
Top of West Wall EL. 17.33
Top of East Wall EL. 17.81
Top of West Wall EL. 17.77
WITH RAILING MOMENT SLAB
ABUTMENT NO. 1 EAST RETAINING WALL
Abutment No. 1 West Retaining Wall with Railing Moment Slab similar
Top of Concrete Leveling Pad EL. 11.43 Top of Abutment No. 1 Footing EL. 11.43
Sta. 12
+89
Sta. 13
+22
Approxim
ate
Finished Grade10
" Fascia
6’-0"–
6"
6"
É Brg., Abut. No. 2
Abutment No. 2 Backwall
3’-0"
23’-0"3’-0"
Top of Wall EL. 19.13
2"
Cha
mfer
Top of Wall EL. 19.38
Top of Abutment No. 2 Footing EL. 12.77
WITH RAILING MOMENT SLAB
ABUTMENT NO. 2 EAST RETAINING WALL
Abutment No. 2 West Retaining Wall with Railing Moment Slab similar
Top of Concrete Leveling Pad EL. 12.77
Sta. 14
+53
Sta. 14
+76
Finishe
d Grade
Approxi
mate
6’-7"–
10" Fascia
End of Abutment No. 1 Footing
2’-0" 3’-10�"2 spaces @ 9’-3" = 18’-6"8’-7�"
12’-6" 20’-6"
3’-0"
Abutment No. 1 Backwall
É Brg., Abut. No. 1
Post spacing
Opposite side similar
PLAN - ABUTMENT NO. 1
French
Drain
Prefabricated Concrete Retaining Wall
33’-0"
Wall Drainage System
Wall Drainage System
É Brg., Abut. No. 2
Abutment No. 2 Backwall
End of Abutment No. 2 Footing
2’-0"3’-0"
Post spacing
3’-10�" 9’-3" 7’-10�"
20’-6" 2’-6"
Opposite side similar
PLAN - ABUTMENT NO. 2
French
Drain
Prefabricated Concrete Retaining Wall
23’-0"
Wall Drainage System
Wall Drainage System
Top of Wall Elevation
-1.0%
Manufacturer is representative)
(Design by Retaining Wall
Railing Moment Slab
Concrete Leveling Pad
Top of Abutment Footing or
Face of Prefabricated
Concrete Retaining Wall
TYPICAL PREFABRICATED CONCRETE RETAINING WALL
Retaining Wall Section
Approved Shop Drawings
to be determined per
Approved drainage system
6" Underdrain
Abutment Backwall
2’-0"
2’-0"
Geotextile Fabric
Concrete Retaining Wall
Face of Prefabricated
CORNER DETAILShown below fascia overhang
-1.0%
Manufacturer is representative)
(Design by Retaining Wall
Railing Moment Slab
Face of Prefabricated
Concrete Retaining Wall
min.
6"
1’-9"
drains @ 5’-0"–
1" Ì plastic tube
MOMENT SLAB
1’-8"
10"
1’-1"
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02
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Rail-1.d
gn
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Date:7/11/2
016
joshua.p.h
asbrouck
OF
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BRID
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RAIL
DE
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S
1’-8"
11"
1’-7
"
�" Pad
Clear Roadway
HSS 6x2x�
HSS 6x2x�
3�
"Projection
(Typ.)
ASSEMBLY DETAIL(Bridge overhang shown, wingwall similar)
PLAN
rail bolts not shown)
(Anchor bolts, rails, and
10"
�"
�"
11"
2’-5�
"
˚ �x10x2’-7�" (2 Ea.)
5" 1�"3�"
�
1’-4�
"2"
8�
"
2�
"
�"
2’-6"
˚ �x11
Typ.�
�
2�" 2�"3�"
Bar 2x�x0’-8"
1"1"
1"1"
3�"8"3�"
1’-2�"
FRONT VIEW
DECK POST DETAILS
(See Plan View for anchor bolt hole spacing)
SIDE VIEW
Typ.�
1 �"
typ. typ.
slot (Typ.)
�"x 1 �"
2’-6"
of reinforcing steel
top and bottom mats
Place anchorage between
Detail and note)
(See Rail Bolt
Rail Bolt Assembly
TackTyp.
(3 required per post)
Washers. Wrench tight.
2 Hex Nuts and 2
(5" threads) 1 HS Bolt,
�" Ì x 0’-11" HS Bolt
7�"1 �" 1 �"
3�"7�"7�"
˚ �x11x1’-2�"
1 �
"1 �
"5�
"5�
"1’-2�
"
1’-6�"
É Post
1 �"Ì hole (typ.)
11"6" 1 �"
Roadway
Face of Curb
4"6"8"6"4"
2’-4"
STANDARD SLEEVE
2�
"2�
"
2’-6�"
4"6"10�"6"4"
EXPANSION SLEEVE
2�
"2�
"
END VIEW
5�
"
1�"
SLEEVE DETAILS
continuous, and ground flush
�" ˚ bent, welded
continuous, and ground flush
�" ˚ bent, welded
(See notes)
(Top & bottom)
1" X 3�" slot (Typ.)
(See notes)
(Top & bottom)
1" X 3�" slot (Typ.)
(Top & bottom)
1" Ì hole (Typ.)
ANCHORAGE PLATE DETAIL
*Bar 3 x �x 1’-6"
8�"7�"2"
1’-6"
6�
"5�
"5�
"6�
"
2’-0"
*Bar 3 x �x 0’-3"
*Bar 3 x �x 2’-0"
1" Ì hole (Typ.)
(Anchor bolts and slab not shown)
(* Not galvanized)
É Post
MATERIALS
All Other Bolts & Nuts (Unless Noted)
Anchor Studs, Washers & Heavy Hex Nuts
Rail Posts, Shapes & Plates
Rail Bars ASTM A500/A501, Grade A
ASTM A709, Grade 36
ASTM A449
ASTM A307, Grade A
NOTES
10. Seal gaps by welding prior to galvanizing.
plate shall be tightened to a snug fit and given an additional � turn.
9. Anchor bolts shall be set with a template. Nuts securing the post base
of zinc rich paint conforming to the requirements of ASTM A780.
8. After installing the rails, paint exposed bolts threads with two coats
paint conforming to the requirements of ASTM A780.
surface areas of the railing components with coats of zinc rich
7. Before installing rails, paint all cut, drilled, or otherwise damaged
bolts (Shop or Field). See post details for hole spacing.
6. At post locations, drill two 1�" Ì holes in the rails to receive rail
with SSPC-SP6.
hardware shall be blast-cleaned prior to galvanizing in accordance
Either ASTM A153 or ASTM B695, Class 50, Type 1. Parts except
ASTM A123, except that hardware shall meet the requrements of
5. All parts shall be galvanized after fabrication in accordance with
and the material shall be as-rolled.
be done in accordance with ASTM A673. The H frequency shall be used
15 ft-lb at 0° F or proportional values of sub-size specimens. Testing shall
4. Tubing shall meet the longitudinal CVN minimum requirements of
3. Anchor bolts may be tack welded to anchorage (shop or field).
on one side of splice only.
2. Slots may be omitted in standard sleeves where bolts are required
passes over the bridge expansion joint as indicated on the plan.
1. Ensure the expansion splice is located in the railing panel which
1"3�"1"
5�"
RAIL BOLT DETAIL
Bar �"Ì x0’-9"
3�
"
Thread
2"
1" R
Hex Nut (Typ.)
Lock Washer (Typ.)
(Centered)
�" Ì holes
˚ Washer with
�x2x0’-5�"
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Date:7/11/2
016
joshua.p.h
asbrouck
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BRID
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RAIL
DE
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ELEVATION AT TERMINAL
É End Post
2’-0"
4"4"10�"
90°
Pay Limit
(Corrugated Beam Guardrail Connection)
9"
4�
"4�
"
1"3�
"3�
"1"
Typ.�
�" x�" clip (Typ.)
1" Ì hole (Typ.)
HSS 6 x 2 x � (Typ.)
�(See notes)
Typ.
(Top or Bottom Rail)
STANDARD SPLICE
Standard Sleeve
6"3�"
1’-6"
É Post
�"
É Post
3�"6" 6"3�"
1’-6"
EXPANSION SPLICE(Top And Bottom Rail)
3"
Expansion Sleeve
(Typ. all splices)
Wrench tight, do not crush rail.
Hex Nut, Washer, & Lock Washer.
for �" Ì x 3�" HS Bolt W/
É 1" Ì holes in rail (centered)
Roadway
Clear
�
END RAIL SECTION
HSS 6 x 2 x � (Typ.)
FF HSS 6 x 2 x �
Place flush w/
Bent ˚ �x 9
Roadway
Clear4"2"
�
�
BRACE BAR DETAIL(See Notes)
HSS 6 x 2 x � (Typ.)
RF HSS 6 x 2 x �
Place edge flush w/
Bar 2 x �x 0’-9"
NOTES
closest splice, 2’-0" from the splice.
6. Place a brace bar between the terminal end and the
5. Do not shop splice rails.
except at expansion splices.
4. Not more than one splice is permitted per side of a post,
3. Splice may be located on either side of a post.
over a minimum of two posts.
if either the top or bottom rail in the terminal is continuous
of two posts. Railing that is part of a terminal is continuous
2. Ensure each rail length is continuous over a minimum
the longer rail.
1. Either top or bottom rail in terminal section may be
BENT PLATE SECTION
2’-2"
2�"1’-11�"
2�
"
Road
way
Clear
2" R
FF HSS 6 x 2 x �
�
Bent ˚ �x 9 x 2’-3�"
(Top rail not shown)
WELL
4" PVC SLEEVE
15" CMP
227
YIELD
16
19 ELE
CTRIC
ELE
CTRIC16
GR
AV
EL
GR
ANIT
E 3
X3 2’ T
ALL
3’ DIA D
UG
WELL
83/1 E
LECTRIC
12"
SPR
UCE
21 ELE
CTRIC
ELE
CTRIC
NET
&T 8/1
5
12"
MAPLE
14"
MAPLE
8"
HE
MLO
CK
14"
BIR
CH
WO
OD
S
EN
TR
AN
CE
14"
BIR
CH
APPLE
8"
CR
AB
APPLE
6"
CR
AB
10"
CR
AB
APPLE
ELE
CTRIC
88/8/2
0
12 TONS
WEIGHT LIMIT
2X2 R
OCKS
LINE OF
ABOVE G
ROUND
4" P
LASTIC PIP
E
LINE OF2X2 ROCKS
INTERSECTIO
N SIG
N
12 TON
WEIGHT LIMIT
HOUSE
ON
GR
OU
ND
4" PL
ASTIC PIP
E
2" SPRUCES
COND. 5/31/16 5041 52
18
+46
18
+46
19
+00
20
+00
21
+00
21
+58
POB = STA. 18+46.14
PC = STA. 19+66.86
PT = S
TA. 21+33.1
4
POE = STA. 2
1+58.14
E
=
3.9
6’
T
=
83.3
9’
L =
166.2
8’
R
=
875.0
0’
PI =
20
+50.2
5C
UR
VE
DA
TA
#1
10+00
11+00
12+00
13+0014+00
15+0016+00
16+94
PT =
ST
A. 9+
75.6
6
PC =
ST
A. 10+
82.9
8
PT
=
ST
A. 13
+01.86
PC
=
ST
A. 14
+58.77
PT
=
ST
A. 15
+69.55
PO
E
=
ST
A. 16
+93.72
E =
14.1
3’
T =
93.1
7’
L =
180.6
7’
R =
300.0
0’
PI =
8+
88.1
6
CU
RV
E
DA
TA #
1
E = 16.56’
T = 112.66’
L = 218.88’
R = 375.00’
PI = 11+95.64
CURVE DATA #2
E = 1.23’
T = 55.43’
L = 110.78’
R = 1250.00’
PI = 15+14.19
CURVE DATA #3
WA
TE
R
LIN
E
WA
TE
R
LOW
WA
TE
R
LIN
E
LO
W
LO
WW
ATER
WA
TE
R
LIN
E
WATER
LIN
E
LIN
EL
OW
LO
W
LO
W
WATER
LINE
LO
W
HIG
H
WA
TE
R
LINE
HIG
HW
AT
ER
LIN
E
HIG
H
WA
TE
R
LIN
E
HIG
H
WA
TE
R
LINE
WROUGHT PORTION (L.O.W.P.)HIGHWAY PURPOSES WITHIN LIMITS OFNOTE: PRESCRIPTIVE EASEMENT FOR
LIMI
TS
PO
RTIO
N
L. O. W.. P.
LIMITS
PORTION
OFWROUGHT
LIMITS
OFW
ROUGHTPORTION
NO
RT
H
SH
OR
E
RO
AD
PU
LPIT
HA
RB
OR
RO
AD
ZONE
LIMITS OFWROUGHT PORTION
LIMITS
OFWROUGHT PORTION
NORTH HAVEN CONSERVATION PARTNERS
LOT 6TAX MAP 25
LOT 38
TAX MAP 19
LO
W
OF
P.L.
LIN
E
P.L.
P.L.
P.L.
P.L.
3 RODS WIDE (TO HIGH WATER)
1850
VOL. 3 PAGE 167
WALDO COUNTY COMMISSIONERS RECORDS
PULPIT HARBOR ROAD
WATER
P.L.
LIN
E
PULPIT HARBOR
WRO
UG
HT
+47*+08*
+75 +25
45’
45’
35’
113’*
66’*
156.91’
156.91’
Flood
Ebb
Concrete Cablemate (Typ.)
Heavy Riprap (Typ.)
Proposed Pole
Proposed Pole
+09*
+13*
78’*
68’*
52’*
+27*
+15*
+28*
92.35’
49’*
15.78’
PULPIT HARBOR ROAD
END B.L.
PULPIT HARBOR ROAD
26’*
27’*
13’*
210’*
154’*
25’*
50’*
46’*
39’*
39’*
97’*
100’*
MARGARET R. MAYFIELDE. SCOTT MAYFIELD
MILL STREAM
P.L.
P.L.
35’
+30
46’*
44’*
BEGIN B.L.
23’*
35’
35’
P.L.
+68+85
TEMP. CONST. LIMITS
+75
+40
65’
60’
SLOPE
EASEMENT
P.L.
+40
50’
+60
50’
EASE.
SLO
PE
ï »¿1410î��
ï »¿450î��
1’*
ï »¿20î��
ï »¿1655î��
ï »¿940î��
1935* S.F.
ï »¿780î��
ï »¿950î��
ï »¿880î��
ï »¿0.05î �
ï »¿45î��
REM. AREA = 27.76* AC.
TOTAL AREA = 27.8* AC. (OWNER)
TEMP. CONST. RIGHTS = 45* S.F. (1)
TOTAL LAND TAKEN = 1860* S.F.
LAND TAKEN = 1410* S.F. (OTHER)
LAND TAKEN = 450* S.F. (PRESC. EASE.)
PARCEL NO. (1)
550�
ï »¿120î��
45’
56’*
16.81’
24’*
P.L.LIM
ITS
LIMITS
218.88’
GRID
REM. AREA = 6.44* AC.
TOTAL AREA = 6.5* AC. (CALC.)
SLOPE EASE. = 0.05* AC. (1)
TOTAL LAND TAKEN = 0.06* AC.
LAND TAKEN = 960* S.F. (OTHER) (2)
LAND TAKEN = 1655* S.F. (PRESC. EASE.)
PARCEL NO. (2)
156.91’ 110.78’
2 RODS WIDE (PULPIT HARBOR ROAD-EAST)3 RODS WIDE (TO PULPIT HARBOR ROAD)1878
VOL. 2 PAGE 206
KNOX COUNTY COMMISSIONERS RECORDSNORTH SHORE ROAD
NORTH HAVEN CONSERVATION PARTNERS
PLAN BOOK 9, PAGE 14KNOX COUNTY REGISTRY OF DEEDSBY EDWARD W. COFFINAUGUST 1967CONVEYED TO JOHN D. ROCKEFELLER, IIIARTHUR W. AND ANNE A. BEVERAGE FARMSEE PLAN SHOWING A PORTION OF THE
CABINET 19, SHEET 45
KNOX COUNTY REGISTRY OF DEEDS
JULY 2006
BY RICHARDS, CRANSTON & CHAPMAN, INC.
SEE BOUNDARY SURVEY FOR EUGENE POOL
REM. AREA = 1.74* AC.TOTAL AREA = 1.8* AC. (CALC.)TOTAL LAND TAKEN = 0.06* AC.LAND TAKEN = 1935* S.F. (OTHER)LAND TAKEN = 880* S.F. (PRESC. EASE.)PARCEL NO. (4)
DAVID GILLESPIE 2012 GIFT TRUST
DAVID H. GILLESPIE, TRUSTEE
REM. AREA = 1.26* AC.
TOTAL AREA = 1.3* AC. (DEED)
TEMP. CONST. RIGHTS = 120* S.F. (1)
SLOPE EASE. = 550* S.F. (1)
TOTAL LAND TAKEN = 0.04* AC.
LAND TAKEN = 950* S.F. (OTHER)
LAND TAKEN = 780* S.F. (PRESC. EASE.)
PARCEL NO. (3)
40’*
TEMPORARY CONST. RIGHTS
NO. GRANTOR INSTRUMENT DATE BOOK PAGE
COUNTY RECORDSHEET NUMBER
OFDATE
COMMISSIONER
CHIEF ENGINEER
REVISIONS
NO. DATE DESCRIPTION BY
SY
MB
OLS
(SE
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SCALE 1"= 25’
PLAN FILED IN PLAN BOOK PAGE
DAVID BERNHARDT
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BRIDGE NO. 2692
PULPIT HARBOR BRIDGE
017876.00
TOWNWAY
PULPIT HARBOR ROAD
KNOX COUNTY 28NORTH HAVEN
FEDERAL AID PROJECT NO. BR-1787(600)X
JUNE 2015
SHEET 1 OF 1
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D.O.T. FILE NO. 7-161