0 m r 3 .0 in 8 3 w 6 -2 2 0 - maine
TRANSCRIPT
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ESTIMATED QUANTITIES
ITEM NO. DESCRIPTION QUANTITY UNIT
ESTIMATED QUANTITIES
ITEM NO. DESCRIPTION QUANTITY UNIT
535.622
530.31
530.30
527.34
526.34
526.301
515.21
514.06
513.22
512.081
511.07
511.07
510.10
507.0821
503.27
503.26
503.13
503.12
502.49
502.31
502.291
502.261
502.22
502.219
461.131
409.15
403.213
403.211
403.209
403.208
304.10
206.092
206.082
203.25
203.24
203.20
202.202
202.19
PRESTRESSED STRUCTURAL CONCRETE NEXT BEAM
GLASS FIBER REINFORCED POLYMER, PLACING
GLASS FIBER REINFORCED POLYMER, FABRICATED & DELIVERED
WORK ZONE CRASH CUSHIONS
PERMANENT CONCRETE TRANSITION BARRIER
TEMPORARY CONCRETE BARRIER, TYPE I
PROTECTIVE COATING FOR CONCRETE SURFACES
CURING BOX FOR CONCRETE CYLINDERS
CRUSHED STONE SLOPE PROTECTION
FRENCH DRAINS
COFFERDAM: ABUTMENT NO.2
COFFERDAM: ABUTMENT NO.1
SPECIAL DETOUR, 18 FOOT ROADWAY WIDTH VEHICULAR AND PEDESTRIAN TRAFFIC NOT SEPARATED
STEEL BRIDGE RAILING, 3 BAR
STAINLESS STEEL REINFORCEMENT, PLACING
STAINLESS STEEL REINFORCEMENT, FABRICATED AND DELIVERED
REINFORCING STEEL, PLACING
REINFORCING STEEL, FABRICATED AND DELIVERED
STRUCTURAL CONCRETE CURBS AND SIDEWALKS
STRUCTURAL CONCRETE APPROACH SLAB
SAW CUT GROOVING
STRUCTURAL CONCRETE ROADWAY AND SIDEWALK SLAB ON CONCRETE BRIDGES
STRUCTURAL CONCRETE, ABUTMENTS AND RETAINING WALLS (PLACED UNDER WATER)
STRUCTURAL CONCRETE, ABUTMENTS AND RETAINING WALLS
TEMPORARY PAVEMENT
BITUMINOUS TACK COAT, APPLIED
HOT MIX ASPHALT, 12.5 MM NOMINAL MAXIMUM SIZE (BASE AND INTERMEDIATE BASE COURSE)
HOT MIX ASPHALT, 9.5 MM NOMINAL MAXIMUM SIZE (SHIMMING)
HOT MIX ASPHALT, 9.5 MM NOMINAL MAXIMUM SIZE (SIDEWALKS, DRIVES, ISLANDS & INCIDENTALS)
HOT MIX ASPHALT, 12.5 MM NOMINAL MAXIMUM SIZE
AGGREGATE SUBBASE COURSE - GRAVEL
STRUCTURAL ROCK EXCAVATION - MAJOR STRUCTURES
STRUCTURAL EARTH EXCAVATION - MAJOR STRUCTURES, PLAN QUANTITY
GRANULAR BORROW
COMMON BORROW
COMMON EXCAVATION
REMOVING PAVEMENT SURFACE
REMOVING EXISTING BRIDGE
CY)(61
LF)(400
SY)(330
LF)(116
LF)(208
CY)(10
CY)(23
SF)(1711
CY)(84
CY)(207
CY)(335
CD)(240
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1
14820
14820
4
4
1
1
1
26
1
1
1
1
1
6300
6300
24600
24600
1
1
1
1
280
1
110
78
170
10
22
99
828
60
1000
390
10
790
290
1
LS
LF
LF
UN
EA
LS
LS
EA
SY
LS
LS
LS
LS
LS
LB
LB
LB
LB
LS
LS
LS
LS
CY
LS
T
G
T
T
T
T
CY
CY
CY
CY
CY
CY
SY
LS
659.10
656.75
652.38
652.361
652.35
652.34
652.33
652.312
643.72
639.19
637.071
631.172
631.15
631.14
631.12
629.05
627.78
627.77
627.733
620.58
619.14
619.12
618.14
615.07
610.18
610.16
610.08
606.78
606.353
606.265
606.259
606.232
606.231
606.1722
606.1722
603.17
MOBILIZATION
TEMPORARY SOIL EROSION AND WATER POLLUTION CONTROL
FLAGGERS
MAINTENANCE OF TRAFFIC CONTROL DEVICES
CONSTRUCTION SIGNS
CONE
DRUM
TYPE III BARRICADES
TEMPORARY TRAFFIC SIGNAL: HODGDON MILLS ROAD
FIELD OFFICE, TYPE B
DUST CONTROL
TRUCK - LARGE (INCLUDING OPERATOR)
ROLLER, EARTH AND BASE COURSE (INCLUDING OPERATOR)
GRADER (INCLUDING OPERATOR)
ALL PURPOSE EXCAVATOR (INCLUDING OPERATOR)
HAND LABOR, STRAIGHT TIME
TEMPORARY 4" PAINTED PAVEMENT MARKING LINE, WHITE OR YELLOW
REMOVING EXISTING PAVEMENT MARKING
4" WHITE OR YELLOW PAINTED PAVEMENT MARKING LINE
EROSION CONTROL GEOTEXTILE
EROSION CONTROL MIX
MULCH
SEEDING METHOD NUMBER 2
LOAM
STONE DITCH PROTECTION
HEAVY RIPRAP
PLAIN RIPRAP
LOW VOLUME GUARDRAIL END - TYPE 3
REFLECTORIZED FLEXIBLE GUARDRAIL MARKER
TERMINAL END-SINGLE RAIL - GALVANIZED STEEL
ANCHORAGE ASSEMBLY
GUARDRAIL TYPE 3C - OVER 15 FT RADIUS
GUARDRAIL TYPE 3C - 15 FT RADIUS AND LESS
BRIDGE TRANSITION - TYPE II - MODIFIED
BRIDGE TRANSITION - TYPE II
18 INCH CULVERT PIPE OPTION I
1
1
400
1
270
50
50
6
1
1
1
20
20
20
20
40
800
200
1350
410
8
1
1
4
17
140
120
1
8
3
3
25
32
2
2
37
LS
LS
HR
LS
SF
EA
EA
EA
LS
EA
LS
HR
HR
HR
HR
HR
LF
SF
LF
SY
CY
UN
UN
CY
CY
CY
CY
EA
EA
EA
EA
LF
LF
EA
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GENERAL CONSTRUCTION NOTES
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Compensation and Time.
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
16. Quantities included for pay items measured and paid for by Lump Sum
conditions between the boring locations.
locations. Data provided may not be representative of the subsurface
factual and interpretive subsurface information collected at discrete
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
15. Geotechnical information furnished or referred to in this plan set is for
may be accessed at the MaineDOT web address.
Meduxnekeag River, Hodgdon, Maine, Soils Report 2018-32, September 7, 2018,
Replacement of Hodgdon Mills Bridge, Hodgdon Mills Road over S. Br.
14. The project geotechnical report titled: Geotechnical Design 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
13. The hydrologic report of the bridge site may be accessed at the
been made to the bridge during its life span.
show any construction field changes or any alterations which may have
for the construction of the bridge. It is very unlikely that the plans will
address. The plans are reproductions of the original drawings as prepared
12. The existing bridge plans may be accessed at the MaineDOT web
http://www.maine.gov/mdot/contractors/.
accessed at the following MaineDOT web address:
11. Project information referred to below (notes 12 thru 14) may be
wingwalls on the back side.
Top of wingwalls and to one foot below the top of
Concrete wearing surfaces,
All exposed surfaces of Concrete Transition Barriers,
Fascias down to the drip notch,
All exposed surfaces of concrete curbs,
following areas:
10. Protective Coating for Concrete Surfaces shall be applied to the
appropriate Contract items.
runoff will cause continual erosion. Payment will be made under the
after paving and shoulder work is completed, where it is apparent that
and other gutters lined with Stone Ditch Protection shall be constructed
9. Extended-use Erosion Control Blanket, seeded gutters, riprap downspouts,
made under Item No. 619.14, Erosion Control Mix.
accordance with Standard Specifications Section 619, Mulch. Payment will be
loam and seed as directed by the Resident. Placement shall be in
8. Erosion Control Mix may be substituted in those areas normally receiving
directed by the Resident.
7. Place loam 2 inches deep on all new or reconstructed sideslopes or as
taper length of 4 feet per inch of transition depth.
6. For speed limits under 50 MPH: Temporary pavement ramps shall have a
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,
5. In areas where the Resident directs the Contractor not to excavate to the
suitable as determined by the Resident.
4. Do not excavate for Aggregate Subbase Course where existing material is
otherwise noted.
3. 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
2. The clearing limits as shown on the plans are approximate. The exact
of Way Map.
1. For easements, construction limits and right of way lines, refer to Right
405
405
405
410
410
410
410
415
415
415
415
420
420
420
420
425
425
425
430
3 STORY HOUSE
15" CMP
#213
18" WIDE STONET&S MARKET 1 STORY
#27
#28
ONE STEP
15" CMP
CMP not used BRICK
3 STEPS
18" CMP
#62/29
ONE STEP
6" WIDE WOOD
#30S
#621/62/30 FP
AREAMANAGEMENT
WILDLIFE
Sill EL
WG
Sill E
L
Sill E
L
Sill EL
Sill EL
WELL
10+00 11+00 12+00 13+00 14+00 15+00 15+7215+72
PO
B
=
ST
A. 10
+00.00
PC
=
ST
A. 10
+73.61
PR
C
=
ST
A. 11
+51.61
PT
=
ST
A. 12
+53.27
PC
=
ST
A. 15
+05.97
PT
=
ST
A. 15
+72.30
E = 0.24'
T = 39.00'
L = 78.00'
R = 3200.00'
PI = 11+12.61
CURVE DATA #1
E = 0.40'
T = 50.83'
L = 101.66'
R = 3200.00'
PI = 12+02.44
CURVE DATA #2
E = 0.28'
T = 33.17'
L = 66.33'
R = 2000.00'
PI = 15+39.14
CURVE DATA #3
57'-6" Span
Flo
w
Reset upon Completion (By Others)
Remove Existing Utility Pole and
With Terminal End and Anchorage Unit
Guardrail Type 3c - 15' Radius and Less
Bridge Transition Type 2 Modified
Gravel
Paved Apron
Hodgdon Mills Road
Limit of
Work
Sta. 11
+00
To Linneus
Project (By Others)
Pole 62/29 During
Service Removed from
Gravel
Bridge Transition Type 2
Low Volume End
Paved
To Hodgdon
With Terminal End and Anchorage Unit
Guardrail Type 3c - 15' Radius and Less
Bridge Transition Type 2 Modified
with Alley Arm (By Others)
Temporary Utility Pole
Paved
Limit of
Work
Sta. 15
+00
Existing Utility Pole (By Others)
Temporary Alley Arm on
Trees
Retain and Protect
Plain Riprap (1'-6" Thick) (Typ.)
Sta. 12+75.00
Brg Abut. No. 1|
Sta. 13+32.50
Brg Abut. No. 2|
Pipe (Option 1)
18" Culvert
With Terminal End and Anchorage Unit
Guardrail Type 3c - Over 15' Radius
Bridge Transition Type 2
(See Note)
Exclusion Zone
Stone Ditch Protection (1'-6" Thick)
Protection (6" Thick)
Crushed Stone Slope
(Typ.)
Heavy Riprap
2 - 7 Foot (Typ.)
Terminal Curb Type
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NOTE
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385
390
395
400
405
410
415
420
425
430
435
440440
385
390
395
400
405
410
415
420
425
430
435
440440
10+00 11+00 12+00 13+00 14+00 15+00 16+00
10+00 11+00 12+00 13+00 14+00 15+00 16+00
PV
C =
ST
A. 11+2
5.0
0
ELE
V. =
422.5
8
LOW POINT = STA. 12+18.99
ELEV. = 421.41
PVI =
ST
A. 12
+50.0
0
ELE
V. =
419.4
6
PVT =
ST
A. 13
+75.0
0
ELE
V. =
424.6
5
PVI =
ST
A. 14
+50.0
0
ELE
V. =
427.7
6
V.C.L. = 250'
E = 2.078'
SD = 205'
EL. 422.5
8
EL. 422.0
4
EL. 421.67
EL. 421.46
EL. 421.41
EL. 421.54
EL. 421.83
EL. 422.2
8
EL. 422.9
0
EL. 423.6
9
EL. 424.6
5
EL. 425.6
8
EL. 426.7
2
EL. 427.7
6
EL. 429.1
1
EL. 427.4
9
EL. 425.9
5
EL. 424.5
1
EL. 423.3
6
EL. 428.8
6
EL. 430.0
7
EL. 431.3
0
EL. 432.4
8
G2 = 4.15%
150' Project
G1 = -2.50%
445
450
445
450
410.42 EL.
Q50
PROFILE
50' Mill & Overlay 50' Mill & Overlay
Subfooting (Typ.)
Subgrade (Typ.)
5:1
Bedrock Surface
Approximate Top of
Streambed
Approximate
Proposed Finished Grade
57'-6"
5:1
G = 4.15
%
Existing Grade
75' Transition75' Transition
Approach Slab (Typ.)
Stone Abutment to Bedrock
Remove Existing Concrete and
to Bedrock
Concrete Abutment
Remove Existing
(EL. 421.83)
Sta. 12+75.00
Brg. Abut. No. 1É
(EL. 423.13)
Sta. 13+32.50
Brg. Abut. No. 2É
and Granular Borrow (Typ.)
Limit of Structural Excavation
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anchester, N
H 0
3101
24" Aggregate Subbase Course - Gravel
-2.00% -2.00%-2.00% -2.00%
-2.00%
É Construction
17'-0"
17'-0"
6" HMA
11'-0" Travel Lane
6" HMA
11'-0" Travel Lane
Shoulder
4'-0"2'-0" 2'-0"
Shoulder
4'-0"
ROADWAY APPROACHFull Construction
Sta. 12+25 to 13+75
3" HMA
6'-0"
3" HMA
6'-0"
(see plan)
Treatment VariesPlain Riprap
Varies
MILL AND OVERLAY DETAIL
75'-0"
Transition
Full Depth Construction
5'-0"Existing Grade
Variable Depth Mill
HMA
50'-0"
Mill and Overlay
Sta. 11+00 to 12+25
Sta. 13+75 to 15+00
(Limit of Work)
Match Existing
Varies
Bridge Transition - Type IIBridge Transition - Type II - Modified
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
009_
XS
EC
T_
10
+7
5_
001.d
gn
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Date:1
0/2
9/2
018
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
DO.
Krauss
S.
Hodgdon
Aug.
2018
HO
DG
DO
N
MIL
LS
BRID
GE
HO
DG
DO
NA
RO
OS
TO
OK
CO
UN
TY
SO
UT
H
BR
AN
CH
ME
DU
XN
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EA
G
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OF 22
BRID
GE N
O. 3103
M.
Wig
ht
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
S.
Hodgdon
P.
Dustin
STP-2
263(8
00)
WIN
022638.0
0B
RID
GE P
LA
NS
Apr.
2018
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
CR
OS
S
SE
CTIO
NS
9415
420
425
430
435
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+75.00
415
420
425
430
435
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
415
420
425
430
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+00.00
415
420
425
430
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
410
415
420
425
430
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+25.00
410
415
420
425
430
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. 10+75.00 to Sta. 11+25.00
EL. 422.58
7.4% -2.0% -3.7% 0.1% -6.3%
Match Exist.
EL. 423.36
Match Exist.
Begin Mill and Overlay
Match Existing
(603) 669-5
555 | w
ww.h
oyleta
nner.co
m
150 D
ow Street, M
anchester, N
H 0
3101
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
010_
XS
EC
T_
11+5
0_
002.d
gn
Userna
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Date:1
0/2
9/2
018
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
DO.
Krauss
S.
Hodgdon
Aug.
2018
HO
DG
DO
N
MIL
LS
BRID
GE
HO
DG
DO
NA
RO
OS
TO
OK
CO
UN
TY
SO
UT
H
BR
AN
CH
ME
DU
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OF 22
BRID
GE N
O. 3103
M.
Wig
ht
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
S.
Hodgdon
P.
Dustin
STP-2
263(8
00)
WIN
022638.0
0B
RID
GE P
LA
NS
Apr.
2018
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
CR
OS
S
SE
CTIO
NS
10
410
415
420
425
430
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
410
415
420
425
430
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
410
415
420
425
430
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
410
415
420
425
430
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
405
410
415
420
425
430
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
405
410
415
420
425
430
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. 11+50.00 to Sta. 12+00.00
EL. 422.04
5.2% -2.0% 0.0% -5.0%
EL. 421.67
5.3% -2.0% -0.7% -5.0%
EL. 421.46
3.3% -2.0% -1.3% -2.0% 1.3%
Remove Existing 18" CMP
EXIST. 62 29 fp
STA. 12+01.87
24.38 LT.
Construct Gravel Drive
Sta. 12+00 RT
Construct Gravel Drive
Sta. 12+00 LT
Begin Transition
End Mill and Overlay
(Match Existing Inverts)
Install 37' x 18" Culvert Pipe Option 1
(603) 669-5
555 | w
ww.h
oyleta
nner.co
m
150 D
ow Street, M
anchester, N
H 0
3101
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
011_
XS
EC
T_
12
+2
5_
003.d
gn
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me:
Date:1
0/2
9/2
018
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
DO.
Krauss
S.
Hodgdon
Aug.
2018
HO
DG
DO
N
MIL
LS
BRID
GE
HO
DG
DO
NA
RO
OS
TO
OK
CO
UN
TY
SO
UT
H
BR
AN
CH
ME
DU
XN
EK
EA
G
RIV
ER
OF 22
BRID
GE N
O. 3103
M.
Wig
ht
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
S.
Hodgdon
P.
Dustin
STP-2
263(8
00)
WIN
022638.0
0B
RID
GE P
LA
NS
Apr.
2018
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
CR
OS
S
SE
CTIO
NS
11
405
410
415
420
425
430
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
405
410
415
420
425
430
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
400
405
410
415
420
425
430
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
400
405
410
415
420
425
430
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+25.00 to Sta. 12+50.00
EL. 421.41
3.6% -2.0% -2.0% -5.0%
-4:12:1
EL. 421.54
-3:1
-8.1%
-2.0% -2.0%
-6:1
BRIDGE
417.9
5
With Terminal End and Anchorage Unit
Install Guardrail Type 3c - Over 15' Radius
Sta. 12+14.85 RT to 12+34.42 RT
With Terminal End and Anchorage Unit
Install Guardrail Type 3c - 15' Radius and Less
Sta. 12+27.43 LT to 12+40.54 LT
Begin Project
End Transition
(603) 669-5
555 | w
ww.h
oyleta
nner.co
m
150 D
ow Street, M
anchester, N
H 0
3101
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
012
_X
SE
CT_
13
+5
0_
004.d
gn
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me:
Date:1
0/2
9/2
018
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
DO.
Krauss
S.
Hodgdon
Aug.
2018
HO
DG
DO
N
MIL
LS
BRID
GE
HO
DG
DO
NA
RO
OS
TO
OK
CO
UN
TY
SO
UT
H
BR
AN
CH
ME
DU
XN
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EA
G
RIV
ER
OF 22
BRID
GE N
O. 3103
M.
Wig
ht
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
S.
Hodgdon
P.
Dustin
STP-2
263(8
00)
WIN
022638.0
0B
RID
GE P
LA
NS
Apr.
2018
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
CR
OS
S
SE
CTIO
NS
12405
410
415
420
425
430
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+50.00
405
410
415
420
425
430
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
415
420
425
430
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+75.00
415
420
425
430
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
415
420
425
430
435
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+00.00
415
420
425
430
435
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. 13+50.00 to Sta. 14+00.00
EL. 423.69
-4:1
-2.0% -2.0%
-5:1
EL. 424.65
-5.0%-2.0% -2.0%
-4:14:1
EL. 425.68
-8.0%-5.0% -2.4% -2.9% -5.0% -4:1 4:1
13.2%
5.2%
4.0%
EXIST. 28
STA. 13+61.16
23.49 LT.
422.3
1
424.3
8
With Terminal End and Anchorage Unit
Install Guardrail Type 3c - 15' Radius and Less
13+76.44 LTSta. 13+66.90 LT to
Install Low Volume End Unit
14+09.52 RTSta. 13+73.15 RT to
Construct Paved Drive
Sta. 14+00 LT
Begin Transition
End Project
Temp. Pole
27.00 Lt
Sta. 13+68
(603) 669-5
555 | w
ww.h
oyleta
nner.co
m
150 D
ow Street, M
anchester, N
H 0
3101
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
013
_X
SE
CT_
14
+2
5_
005.d
gn
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me:
Date:1
0/2
9/2
018
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
DO.
Krauss
S.
Hodgdon
Aug.
2018
HO
DG
DO
N
MIL
LS
BRID
GE
HO
DG
DO
NA
RO
OS
TO
OK
CO
UN
TY
SO
UT
H
BR
AN
CH
ME
DU
XN
EK
EA
G
RIV
ER
OF 22
BRID
GE N
O. 3103
M.
Wig
ht
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
S.
Hodgdon
P.
Dustin
STP-2
263(8
00)
WIN
022638.0
0B
RID
GE P
LA
NS
Apr.
2018
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
CR
OS
S
SE
CTIO
NS
13415
420
425
430
435
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+25.00
415
420
425
430
435
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
415
420
425
430
435
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
415
420
425
430
435
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
420
425
430
435
440
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
420
425
430
435
440
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+25.00 to Sta. 14+75.00
EL. 426.72
-7.2% -2.9% -3.9%-5.0% 1.5%
EL. 427.76
-7.2% -3.3% -4.8% -12.3% 3.0%
Match Exist.
EL. 428.86
Match Exist.
Construct Paved Drive
Sta. 14+25 RT
Begin Mill and Overlay
End Transition
(603) 669-5
555 | w
ww.h
oyleta
nner.co
m
150 D
ow Street, M
anchester, N
H 0
3101
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
014
_X
SE
CT
_15
+00_
006.d
gn
Userna
me:
Date:1
0/2
9/2
018
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
DO.
Krauss
S.
Hodgdon
Aug.
2018
HO
DG
DO
N
MIL
LS
BRID
GE
HO
DG
DO
NA
RO
OS
TO
OK
CO
UN
TY
SO
UT
H
BR
AN
CH
ME
DU
XN
EK
EA
G
RIV
ER
OF 22
BRID
GE N
O. 3103
M.
Wig
ht
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
S.
Hodgdon
P.
Dustin
STP-2
263(8
00)
WIN
022638.0
0B
RID
GE P
LA
NS
Apr.
2018
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
AIN
E
CR
OS
S
SE
CTIO
NS
14
420
425
430
435
440
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
420
425
430
435
440
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
420
425
430
435
440
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
420
425
430
435
440
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
425
430
435
440
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
425
430
435
440
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. 15+00.00 to Sta. 15+50.00
Match Exist.
EL. 430.07
Match Exist.
Match Existing
End Mill and Overlay
(603) 669-5
555 | w
ww.h
oyleta
nner.co
m
150 D
ow Street, M
anchester, N
H 0
3101
(Typ.)
1'-0"
9'-6" (T
yp.)
4'-6"
Sla
b Seat
6"
Approach
(Typ.)
2'-0"
20'-0" (T
yp.)
(Typ.)
2'-0"
16'-8" (Typ.)
3'-0"
33'-4"
17'-8" (Typ.)
35'-4"
2'-0"
1'-0
"
1'-3
"1'-3
"
2'-0"
90°0'0" (Typ.)
28'-9"
(Typ.)
2'-0"
(Typ.)
8'-2"
(Typ.)
1'-8"
90°0'0"
7'-1"
7'-10
"6'-0"
1'-6
"
90°0'0"
5'-6†" 5'-6†"
(Typ.)
2'-0"
(Typ.)
1'-0
"
2'-0"
(Flyin
g
Win
g)
12'-0" (T
yp.)
9"
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
DO.
Krauss
S.
Hodgdon
Aug.
2018
BRID
GE
Divisio
n:
Filena
me:...\
MS
TA\
015
_Abut
ment_
1.d
gn
Userna
me:
Date:1
0/2
9/2
018
HO
DG
DO
N
MIL
LS
BRID
GE
HO
DG
DO
NA
RO
OS
TO
OK
CO
UN
TY
SO
UT
H
BR
AN
CH
ME
DU
XN
EK
EA
G
RIV
ER
15OF 22
BRID
GE N
O. 3103
M.
Wig
ht
DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
S.
Hodgdon
P.
Dustin
STP-2
263(8
00)
WIN
022638.0
0B
RID
GE P
LA
NS
Apr.
2018
ST
AT
E O
F M
AIN
E
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
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incidental to the appropriate Pay Item.
Formwork required will not be paid for separately, but will be considered
formwork for the surrounding concrete installed inside the cofferdam.
Cofferdams with an irregular inside surface, such as sand bags, shall have
7. The concrete subfooting shall have a smooth, regular vertical surface.
6. Seal/subfooting concrete shall be Class A.
the bedrock surface shall be benched in level steps or made completely level.
fractured bedrock, boulders, and soil. Where the bedrock slope exceeds 4H:1V,
5. Seal concrete shall be placed on bedrock cleaned of weathered rock, loose
listed on the Qualified Products List of Grout Materials.
by the Resident. Anchoring material, if applicable, shall be one of the products
4. The method of placing dowels in the subfooting concrete shall be approved
outside these limits.
shown on the plans. No additional payment will be made for concrete placed
3. The horizontal pay limit for subfooting concrete will be to the dimensions
any particular sheet pile section.
size necessary to meet design requirements and are not based on the use of
2. The subfooting concrete placement dimensions shown represent the minimum
the subfooting concrete dimensions shown.
shall be used, and the inside face of the sheet piling shall be at or outside of
1. When sheet piling is used for cofferdams, appropriate rolled corners
| Construction
A
Sta. 12+75.00
A
| Construction
Sta. 13+32.50
A
A
ABUTMENT NO. 1 PLAN
ABUTMENT NO. 2 PLAN(See Abut. No. 1 for Dimensions)
(Curb Batter not Shown for Clarity)
(See Abut. No. 2 for Footing Reinforcement)
Abut. No. 1
É Brg.,
Subfooting
Footing
Barrier (Typ.)
Concrete Transition (T
yp.)
Rail Layout
Face of Abutment
Abut. No. 2
É Brg.,
B B B B
(Typ.)
Break
Slope
(Typ.)
90°0'0"
9 Bottom)
(9 Top,
18 ~ A502 @ 12"
9 Bottom)
(9 Top,
18 ~ A502 @ 12"
12 ~
A503
@ 12
" (B
otto
m)
23 ~
A503
@ 6" (T
op)
12 ~
A503
@ 12
" (B
otto
m)
23 ~
A503
@ 6" (T
op)
(17 Top, 17
Botto
m)
34 ~
A504
@ 6"
71 ~ A501 @ 6" (Bottom)
36 ~ A601 @ 12" (Top)
34 ~ A650 @ 12"
30 ~ A650 @ 12"
(18
Each
Win
gwall)
36 ~
A650
@ 12
"
(31 Each
Win
gwall)
62 ~
A650
@ 6"
(18
Each
Win
gwall)
36 ~
A500
Dowels
@ 18
"
2'-3"2'-0" 6'-3" 2'-0" 7'-2"2'-0" 2'-0"
1'-6" 1'-6"
(Typ.)
1'-6
"
(Typ.)
4'-0"
(Typ.)
4'-0"
1'-0"
SECTION A-A SECTION B-B
EL. 409.00 EL. 409.00
EL. 411.00 EL. 411.00
É Brg.
12"x•" Shear Key
‚" Profile Min.
Roughen Surface
Subfooting
A601
A504
A501
A503
(Typ.)
A500
A502 7"x1•" Shear Key
‚" Profile Min.
Roughen Surface
A650 A650
(Typ.)
1'-8"
(Typ.)
9'-1…"
(Typ.)
1'-0
"
(Typ.)
1'-2
" Min.
9"
(Typ.)
5'-6†"
1'-3"6"
1'-3"
2'-0"±
(Typ.)
9'-7•"
(Typ.)
4'-8"
= 1'-6" (Typ.)
2 Sp. @ 9"
= 3'-0" (Typ.)
4 Sp. @ 9"
(Typ.)
1'-6"
•"
Pad
Neoprene
Embd
mt.
1'-3
"
Embd
mt.
1'-3
"
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150 D
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3101
ABUTMENT NOTES
KEY
= Far FaceFF
= Near FaceNF
vertical plane located 10 feet behind the walls in fill areas.
Borrow. Pay limits will be the structural excavation limits in cut areas and a
8. Abutments, wingwalls and their footings shall be backfilled with Granular
accordance with Standard Specifications Section 512, French Drains.
7. Construct French Drains behind the abutments and wingwalls in
Standard Details Section 502.
6. Cover joints where waterstops are not required in accordance with
concrete.
shown in Standard Details Section 526, prior to the placement of the curb
5. The Contractor shall install Transition Barrier vertical closed stirrups, as
beams to ensure an accurate match with the superstructure.
4. Place the parapet portions of the wingwalls after erection of the precast
maximum spacing. The exact location will be determined by the Resident.
3. Place 4-in. diameter drains in the breastwall and wingwalls at 10-ft
walls and 3 inches in the footings unless otherwise noted.
2. Reinforcing steel shall have a minimum concrete cover of 2 inches in the
State).
1. The maximum factored applied footing pressure is 12 ksf (Strength Limit
| Construction
Seat
Approach Slab
See Note 3 (Typ.)
EL. 409.00
EL. 411.00
A
A
Slope Break
ABUTMENT ELEVATION
B
B
Sheet (Typ.)
See Wingwall Details
4" (Level)
(Typ.)
Slope Break
Preparation
Surface after Subgrade
Approximate Bedrock
Slab
Approach
12 ~ 1A
557
@ 12
"
(6 Each Corner)
14 ~ 2
A557
@ 12
"
(7 Each Corner)
12 ~ 1A
520
@ 12
" (6 E
F)
14 ~ 2
A520
@ 12
" (7 E
F)
EL. 417.88 (FF)
EL. 417.94 (NF)
Abut. No. 1
EL. 419.24 (FF)
EL. 419.18 (NF)
Abut. No. 2
34 ~ A556 @ 12"
(Lap to A505)
29 ~ A550 @ 12" (FF)
34 ~ A505 @ 12" (NF)
(Lap to A650)
10 ~ 2
A557
@ 12
"
(5
Each
Win
g)
8 ~ 1A
557
@ 12
"
(4 Each
Win
g)
30 ~ A602 @ 12" (FF)
(Lap to A650)
(Abut. No. 1 Shown, unless Noted)
(A800 Dowels not Shown)
(Both Sides)
EL. 417.70 (FF)
EL. 417.76 (NF)
Abut. No. 1
(Both Sides)
EL. 419.06 (FF)
EL. 419.00 (NF)
Abut. No. 2
(Left to Right)
Level
SECTION A-A
É Brg.
EL. 409.00
EL. 411.00
Granular Borrow
French Drain
Approach Slab
Subgrade Preparation
Surface after
Approximate Bedrock
Drain
4"
A550
A650 (Typ.)
2'-6" Min Lap (FF)
1'-8 Min Lap (NF)
A602 A505
A520 (EF)
4 ~ A520
Anchor Dowel Layout)
21 ~ A800 (Per
(Abutment No. 1 Shown)
A556
Joint
Construction
VIEW B-B
Sealant (All Around)
1"x1" Polyurethane
Wingwall
NEXT Beam
Curb
(See Superstructure Notes)
and Superstructure
Inside Corner of Wingwall
Geotextile (beyond) along
Joint Filler
Expansion
1" Preformed
Abutment
Face of
Cell Filler
1" Closed
Abutment
Face of
ANCHOR DOWEL LAYOUT(21 per Abutment)
Dowels
É Brg. &
É Construction
Dowel (Typ.)
A800
Seat
Bridge
ANCHOR DOWEL DETAIL
Diaphragm
End
Abutment
Top of
A800 Dowel
the End Diaphragm)
Anchor Dowels to Be Cast Directly into
Joint Sealant (Abut. No. 2 Only, Abut. No. 1
2" Ì PVC (Sch. 40) Sleeve Filled with
9"
9"
9"
9"
(Typ.)
1'-0
"
3"
5'-6"
1'-8"
2'-0"
1'-0" 2'-0"
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(603) 669-5
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150 D
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H 0
3101
SW WINGWALL ELEVATION
ABUTMENT NO. 1
NW WINGWALL ELEVATION
ABUTMENT NO. 1
NE WINGWALL ELEVATION
ABUTMENT NO. 2
SE WINGWALL ELEVATION
ABUTMENT NO. 2
D
D
EL. 409.00
EL. 411.00
EL. 409.00
EL. 411.00
EL. 422.25 EL. 422.25
EL. 409.00
EL. 411.00
EL. 409.00
EL. 411.00
EL. 423.61EL. 423.61
D
D
DD
Barrier (Typ.)
Concrete Transition
(Typ.)
Construction Joint
V-Groove and
Sta. 12+60.00
EL. 422.08
Sta. 12+60.00
EL. 422.08
Sta. 13+47.50
EL. 424.06
Sta. 13+47.50
EL. 424.06
(Reinforcing Similar to Abut. No. 1)(Reinforcing Similar to Abut. No. 1, Except as Noted)
A
B
C
D
E
F
Point Elevation
SW Wingwall
C
B
A
416.55
417.70
421.95
416.55
417.70
421.95
F
E
D
NW Wingwall
Abutm
ent
No. 1
ElevationPoint
SW Wingwall
I
H
G
NW Wingwall
L
K
JAbutm
ent
No. 2
G
H
I
J
K
L
416.55
419.06
424.55
416.55
419.06
424.55
ELEVATIONS TABLE
END OF WINGWALL
D D
Preparation (Typ.)
after Subgrade
Bedrock Surface
Approximate
(7 Each
Win
gwall)
14 ~ 1A
611 (FF)
Win
gwall)
(FF) (1 E
ach
2 ~ 1A
610
@ 12
"
2 ~ 1A
605 thru
Win
gwall)
(4 Each
8 ~ 1A
559
Win
gwall)
(5
Each
10 ~ 2
A559
(9 Each
Win
gwall)
18 ~ 2
A611 (FF)
(Typ.)
Construction Joint
(Typ.)
Construction Joint
(31 Each Wingwall)
62 ~ 1A603 @ 6" (FF)
Wingwall)
(12 Each
24 ~ 1A558 @ 12"
(2 Each Wingwall)
4 ~ 2A610 (FF)
(2 Each Wingwall)
4 ~ 2A526 (NF)
Win
gwall)
(FF) (1 E
ach
2 ~ 2
A610
@ 12
"
2 ~ 2
A605 thru
(2 Each Wingwall)
4 ~ 1A505 (NF)
(16 Each Wingwall)
32 ~ 1A506 @ 12" (NF)
Wingwall)
(EF) (2 Each
4 ~ 1A518 @ 12"
4 ~ 1A507 thru
(55 Each Wingwall)
110 ~ 1A560SS @ 6"
Wingwall)
End Face) (2 Each
2 ~ 1A518 (Centered on
(NF) (1 E
ach
Win
gwall)
2 ~ 1A
526
@ 12
"
2 ~ 1A
521 thru
(1 Each Wingwall)
2 ~ 1A610 (FF)
(1 Each Wingwall)
2 ~ 1A526 (NF)
(5 Each Wingwall)
10 ~ 2A530 (NF)
(4 Each Wingwall)
8 ~ 1A530 (NF)
SECTION D-D
EL. 411.00
EL. 409.00
Subgrade Preparation
Surface after
Approximate Bedrock
Drain
French Granular Borrow
Roadway Items
(1'-0" Thick)
Cushion
Aggregate
Protective
A650 (Typ.)
A560SS
#5 (NF)
A506
A603
1'-8" Min Lap (NF)
2'-6" Min Lap (FF)
Riprap
Heavy
#6 (FF)
A611 (FF)
Equally Spaced
Approach SlabShear Key
7"x1•"
A530 (NF)
Equally Spaced
Geotextile
Erosion Control
Class I, Non-Woven
6 ~ A540SS (Top)
(3 per Wingwall)
Concrete Slab
(Typ.)
Diaphragm
End
Seat
Abutment
Corner of Wingwall and Superstructure
Geotextile (beyond) along Inside
Slab Seat
Approach
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5'-6•"
B1 B2 B3
11'-1•"11'-1•" 5'-6•"
1'-8"
33'-4"
Travel Lane
11'-0"
Travel Lane
11'-0"
Shoulder
4'-0"
Shoulder
4'-0"1'-8"
Railing 3-Bar (Typ.)
Steel Bridge
(Typ.)
Face of Curb
-2%
Wearing Surface)
(Includes 1" Integral
9" Min. Concrete Slab
É Construction
15'-0" 15'-0"
SECTION A-A
-2%
(Typ.)
Next 32F
(Beyond)
Wingwall
Face of
(Typ.)
Beam
NEXT
2'-0"±
6"
1'-3" 1'-3"
3'-0"
SECTION C-C
(Min.)
1'-2
"
Min.
1'-0"
Min.
1'-0
"
É Brg. Concrete Slab
NEXT Beam
Sealant (E.F.)
1"x1" Polyurethane
Diaphragm
End
Filler (Typ.)
1" Closed Cell
1" Chamfer (Typ.)
Finished Grade
Approach SlabAbutment
Face of
Neoprene Pad
1"x18"xFull Width
Waterproofing
Sheet Membrane
Chamfer
4"x4" Mortar
SUPERSTRUCTURE PLAN
(Typ. Both Sides)
7 Spaces @ 8'-0" = 56'-0"
16'-8"
16'-8"
A
A
B
B
C C
B1
B2
B3
Details Sheet Details Sheet
57'-6"
Spacing, See Abutment
For Wingwall Rail Post
Spacing, See Abutment
For Wingwall Rail Post
9" 9"
15'-0"
15'-0"
30'-0"
1'-8
"
1'-8
"
Abutment (Typ.)
Face of End Diaphragm and
and Bridge
| Construction
Out-to-O
ut
33'-4"
90°0'0" (Typ.)
(See Superstructure Details 2 of 2 for Additional Reinforcing)
(Typ.)
6"
32 ~ S554S
S (16
@ 24" Each End
Alt.
with S553
SS)
34 ~ S553
SS (17
@ 24" Each End
Alt.
with S554S
S)
(Typ.)
12"
240 ~ S600G @ 6" (120 Top, 120 Bottom)
166 ~ S550SS (59 @ 12" Each Curb with 3 Additional per Rail Post)
S502GS501G
S554SS (Typ.)
S553SS (Typ.)
(Fixed)
Sta. 12+75.00
É Brg., Abut. No. 1
(Expansion)
Sta. 13+32.50
É Brg., Abut. No. 2
5'-4"
34 ~ S502
G
@ 12
" (T
op)
34 ~ S501G
@ 12
" (T
op)
Lap and
Alt.
with
(3
Lin
es of 2
Each Curb)
12 ~ S504S
S
Eq Sp (T
op)
12 ~ S503
SS
Eq Sp (T
op)
Lap and
Alt.
with
S503SS S504SS2'-6"
9" 9"
1'-3"
3" 3"
1'-3"
(Typ.)
Beam
End of
118 ~ S552SS (59 @ 12" Each Fascia Alt. with S551SS) (Top)
120 ~ S551SS (60 @ 12" Each Fascia Alt. with S552SS) (Top)
67 ~ S502
G
@ 6" (B
otto
m)
67 ~ S501G
@ 6" (B
otto
m)
Lap and
Alt.
with
VIEW B-B
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Date:1
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2018
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150 D
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H 0
3101
SUPERSTRUCTURE NOTES
ELASTOMERIC BEARING PAD NOTES
NEXT Beam stems.
allowed, provided that the seams are located approximately half way between
2. Neoprene Pad seams perpendicular to the centerline of bearing will be
be considered incidental to related contract items.
Specifications, 4th Edition. Neoprene pads will not be paid for directly but will
requirements of Section 18.2 of the LRFD Bridge Construction
a shear modulus of 0.160 ksi and shall conform to the
1. Neoprene pads shall be either polychloroprene or natural polyisoprene with
rod.
provide additional clearance between the top of deck and bottom of anchor
10. Shortened anchor rods for the steel bridge rail posts is required to
be made directly but incidental to related Contract Items.
9. Payment for geotextile between the wingwalls and superstructure will not
Contract Items.
Expansion Joint Filler will not be made for directly but incidental to related
8. Payment for Polyurethane Sealant, 1" Closed Cell Filler and •" Preformed
corrected dimensions are provided on the Reinforcing Schedule sheet.
reduced in height by 3-inches to account for a curb height of 9". The
7. Bars TB651 and TB652 detailed in Standard Detail 526 (37) shall be
to the Resident for approval.
Alternate methods of sealing the gap between both flanges may be submitted
be made directly and shall be considered incidental to related Contract items.
6. Payment for Sheet Waterproofing Membrane and Mortared Chamfer will not
Structural Concrete Roadway and Sidewalk Slabs on Concrete Bridges.
5. Payment for End Diaphragm Concrete shall be paid under Item 502.261,
Special Provision 535, Superstructure, Camber.
4. Deck thickness and curb stirrups shall be adjusted in accordance with
been made.
be placed continuously and shall be kept plastic until the entire placement has
3. The superstructure slab and end diaphragm concrete for each span shall
the curb and slab.
2. Form a one inch V-groove on the fascias at the horizontal joint between
otherwise noted.
1. Reinforcing steel shall have a minimum concrete cover of 2 inches unless
É Gap between Beams
Exterior BeamInterior Beam
Tolerance
•" ± •"
as Required
Seal Material
Camber
Differential
BLOCKING AND GAP FORM DETAIL
Bearing (See Camber Special Provision)
9" Minimum at Midspan, 12ƒ" at Centerline
Grade
Slab and Finish
Depth Concrete
Top of Variable
Wearing Surface)
(Including 1" Integral
Concrete Slab
of 9" Structural
Theoretical Bottom
TYPICAL REINFORCING SECTION
@ 6" (Bottom)
S501G or S502G
@ 12" (Top)
S501G or S502G
S553SS or S554SS @ 24" (F.F)
AT ENDSALONG SPAN
3"
Clr.
Cover Varies
(1•" Min.)
10 ~ S600G (F.F)
(5 Each End @ 6")
32 ~ S555SS (N.F.)
(4 Locations @ 8")
36 ~ S555SS (N.F.)
(6 Locations @ 8")
16 ~ S555SS (N.F.)
(4 Each Corner @ 8")
A
A
(Top and Bottom)
S600G
or S552SS
S551SS
(4 Locations, Evenly Spaced)
16 ~ S558SS (N.F.)
(6 Locations, Evenly Spaced)
24 ~ S557SS (N.F.)
(4 Locations, Evenly Spaced)
16 ~ S556SS (N.F.)
(Typ.)
S550SS
Diaphragm
End
(Typ.)
S504SS
S503SS or
S551SS
S552SS or
S553SS or S554SS
S555SS
or S558SS
S556SS, S557SS,
Concrete Slab
NEXT Beam
SECTION A-A
S600
G
@ 6"
(Typ.)
11'-1"
5'-6•
"É Beam
57'-6"
NEXT 32F PLAN
B
B
A
A
C C
(Typ.)
Detail A
90°0'0"
90°0'0"
(Typ.)
9"
É Brg., Abut. No. 1 É Brg., Abut. No. 2
Stem (Typ.)
SECTION A-A
(Typ.)
Inverted U Shaped Bar.
be Combined into One
Double Bars Shown May
Equivalent Multiple Bends.
6" Inside Radius or
Zone Reinforcing (Typ.)
#5 J Bar (20"x10") End [ #4, See Section C-C (Typ.)
End Zone Verticals
(Typ.)
1"
#4 Stirrup (Typ.)
of Strand Grid (Typ.)
Verticals in Middle
Anchor Rear Face
#4 11'-1"
Detail B
2'-8"
(Typ.)
1'-1Š"
#4 Stirrup (Typ.)
1ƒ" Cover With
Flange (Typ.)
Mid-Depth of the Top
#4 @ 12" E.W. Placed at
SECTION B-B
(Typ.)
4" ±
É Brg.
(See Section A-A)
#5 J Bars @ 6" = 3'-0"
2"12" Spacing
4"±
Clr.
1•"
2" Stirrup Spacing
36"
36"
27"
90°0'0"
#4
VIEW C-C
Ste
m
É Stem
(Typ.)
1'-2
"
#4 @ 12"
#4
@ 12
"
DETAIL A(Stirrups Not Shown)
#4 @ 6" = 4'-6"2"
1'-6"
É 4" Ì Blockout
(Typ.)
at Beam Ends
(6'-0" Long) @ 12"
Additional #4
(Typ.)
to clear blockouts
Adjust Reinforcing #4 @ End
Bundled
É 4" Ì Blockout
DE
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MA
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SHEET NUMBER
FIE
LD
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S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
KE
D-
RE
VIE
WE
DO.
Krauss
S.
Hodgdon
Aug.
2018
BRID
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Date:1
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018
HO
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20OF 22
BRID
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M.
Wig
ht
DE
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P.
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263(8
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022638.0
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RID
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LA
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Apr.
2018
ST
AT
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DE
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S(6
03) 669-5
555 | w
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oyleta
nner.co
m
150 D
ow Street, M
anchester, N
H 0
3101
PRECAST NEXT BEAM NOTES
feet from each beam end.
8. Lifting loops and temporary/storage/shipping dunnage shall be a maximum of 2
the surface finish will be considered incidental to related contract items.
achieving an equivalent roughened surface may be proposed. Payment for achieving
nominal „-inch roughened surface with exposed aggregate. Alternate methods of
All such surfaces shall be power washed with water prior to installation to provide a
beam stems that will come in contact with the cast-in-place concrete end diaphragms.
7. Concrete retarding admixture shall be applied to the form surfaces of the NEXT
tools on the beams will not be permitted.
6. The drilling of holes in the prestressed beams and the use of powder actuated
facilitate taking elevations for setting bottom of slab elevations.
At the blocking point locations a flattened area of sufficient size shall be finished to
points and along the edges if membrane is used to seal the joints between beams.
surface roughness of ± ‚ inch, except at locations corresponding to the blocking
5. The top surface of the upper flange of the prestressed beams shall be raked to a
otherwise noted. Stirrups shall be epoxy coated.
4. Reinforcing steel shall have a minimum concrete cover of 2 inches unless
per prestressing strand.
3. Prestressing strands shall be 0.6-in. diameter. The tensioning force is 44 kips
curve ordinate for the sag profile is 1.3 inches.
estimated deflection from curbs and railings is 0.1 inches at mid span. The vertical
estimated deflection from the cast-in-place slab is 0.5 inches at mid span. The
2. The estimated camber at release is 1.30 inches and 2.4 inches at erection. The
Standardized properties and details may be found at http://www.pcine.org.
1. NEXT F Beams are a non-proprietary shape developed by PCI Northeast (PCINE).
DETAIL B
3"•" Drip Notch (Terminate Drip Notch at
Low End of Beam 12" from
Face of Abutment and Extend
45° to Daylight at Fascia)
Provide a Smooth Trowel
Finish at Interior Edges if
Joints between Precast Units
are Sealed with a Membrane
3"
STRAND PATTERN
2•
"
(36 Per Beam, 18 Per Stem)
É Stem
Bundled #4 @ End
3 Sp. @ 2" = 6"
2" = 8"
4 SP @
2" =
6"
3
SP
@1'-8
"
Strands debonded 8ft
Strands debonded 6ft
BRID
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Date:1
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9/2
018
QTY. LENGTH TYPE A B C D E F G H O R LOCATION
BENT BARS
MARKMARK QTY. LENGTH LOCATION MARK QTY. LENGTH LOCATION
STRAIGHT BARS
MARK QTY. LENGTH LOCATION MARK QTY. LENGTH LOCATION QTY. LENGTH TYPE A B C D E F G H O R LOCATIONMARK
GENERAL NOTES
TYPE - BENDING DIAGRAMS
C
B
A
B
A
D
C
GA
B
B
A
C
D
G
A
B
C
D
G
E
D
L SH SC
VC
H
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DE
SIG
N-
DE
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ED
BY
DA
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PR
OJ.
MA
NA
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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
KE
D-
RE
VIE
WE
DO.
Krauss
S.
Hodgdon
Aug.
2018
HO
DG
DO
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MIL
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BRID
GE
HO
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TO
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CO
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BR
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DU
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21OF 22
BRID
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M.
Wig
ht
DE
SIG
N2-
DE
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ED
2
DE
SIG
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DE
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3
S.
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P.
Dustin
STP-2
263(8
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WIN
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0B
RID
GE P
LA
NS
Apr.
2018
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ST
AT
E O
F M
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E
S600G
S504SS
S503SS
S502G
S501G
AS601
AS501
116
32
15'-2"
28'-8"
Longitudinal
Transverse S558SS
S557SS
S556SS
S555SS
S554SS
S553SS
S552SS
S551SS
S550SS
5'-10"
4'-9"
3'-5"
6'-4"
9'-0"
6'-0"
6'-1"
8'-1"
4'-7"
S
S
S
S
L
L
C
C
SC
0
0
0
0
3'-0"
3'-0"
0'-7"
0'-7"
0'-6"
4'-6"
3'-5"
2'-1"
2'-0"
0
0
1'-3"
0'-8"
0'-8"
0'-8"
2'-2"
1'-2"
0
0
0
0
0'-6" 1'-4"
TB652*
TB651*
20
8
8'-3"
7'-5"
H
H
0'-6"
0'-6"
1'-1•"
0'-8•"
2'-6"
2'-6"
1'-1•"
0'-8•"
2'-6"
2'-6"
0'-6"
0'-6"
16
24
16
84
32
34
118
120
166
REIN
FO
RCIN
G
SC
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DU
LE
(603) 669-5
555 | w
ww.h
oyleta
nner.co
m
150 D
ow Street, M
anchester, N
H 0
3101
21
14
4
2
2
2
2
2
62
30
36
6
8
4
2
2
2
2
2
16
6
4
4
4
4
4
4
4
4
4
4
4
32
38
34
70
36
71
36
2'-6"
27'-1"
28'-8"
26'-3"
23'-10"
21'-5"
19'-0"
16'-7"
10'-0"
5'-3"
8'-0"
27'-1"
27'-1"
29'-8"
26'-3"
24'-10"
22'-5"
20'-0"
17'-7"
32'-11"
4'-3"
4'-8"
5'-1"
5'-6"
5'-11"
6'-4"
6'-9"
7'-2"
7'-7"
8'-0"
8'-5"
8'-10"
10'-0"
6'-6"
34'-10"
7'-8"
13'-3"
8'-0"
3'-0"
Seat Dowels
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Vert. Wing
Vert. Abut. Stem
Footing
Curb - SS
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Abut. Stem
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Abut. Stem
Footing
Footing
Footing
Footing
Footing to Seal Dowels
Seat Dowels
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Vert. Wing
Vert. Abut. Stem
Footing
Curb - SS
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Wing
Horiz. Abut. Stem
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Wing
Vert. Abut. Stem
Footing
Footing
Footing
Footing
Footing to Seal Dowels
21
18
6
2
2
2
2
2
62
30
36
6
10
6
2
2
2
2
2
18
6
4
4
4
4
4
4
4
4
4
4
4
32
38
34
70
36
71
36
2'-6"
27'-1"
28'-8"
26'-3"
23'-10"
21'-5"
19'-0"
16'-7"
11'-7"
6'-6"
8'-0"
27'-1"
27'-1"
29'-8"
27'-3"
24'-10"
22'-5"
20'-0"
17'-7"
32'-11"
6'-10"
7'-2•"
7'-7"
7'-11•"
8'-4"
8'-8•"
9'-1"
9'-5•"
9'-10"
10'-2•"
10'-7"
10'-11•"
11'-8"
7'-9"
34'-10"
7'-8"
13'-3"
8'-0"
3'-0"
250
6
6
101
101
33'-0"
22'-2"
40'-0"
25'-0"
40'-0"
GFRP - Deck, End Diaph.
Curb - SS
Curb - SS
GFRP - Deck
GFRP - Deck
1A800
1A611
1A610
1A609
1A608
1A607
1A606
1A605
1A603
1A602
1A601
1A540SS
1A530
1A526
1A525
1A524
1A523
1A522
1A521
1A520
1A518
1A517
1A516
1A515
1A514
1A513
1A512
1A511
1A510
1A509
1A508
1A507
1A506
1A505
1A504
1A503
1A502
1A501
1A500
2A800
2A611
2A610
2A609
2A608
2A607
2A606
2A605
2A603
2A602
2A601
2A540SS
2A530
2A526
2A525
2A524
2A523
2A522
2A521
2A520
2A518
2A517
2A516
2A515
2A514
2A513
2A512
2A511
2A510
2A509
2A508
2A507
2A506
2A505
2A504
2A503
2A502
2A501
2A500
0'-8"
0'-8"
0'-8"
2'-2"
6'-0"
3'-0"
5'-6"
7'-6"
1'-2"
End Diaphragm - SS
End Diaphragm - SS
End Diaphragm - SS
End Diaphragm - SS
Deck End - SS
Deck End - SS
Deck Overhang - SS
Deck Overhang - SS
Curb - SS
2A650
2A560SS
2A559
2A558
2A557
2A556
2A550
1A650
1A560SS
1A559
1A558
1A557
1A556
1A550
162
110
10
24
24
34
29
162
110
8
24
20
34
29
6'-9"
7'-3"
3'-2•"
3'-4"
2'-6"
6'-6"
4'-0"
6'-9"
7'-3"
3'-2•"
3'-4"
2'-6"
6'-6"
4'-0"
L
S
S
S
L
S
L
L
S
S
S
L
S
L
5'-9"
0
0
0
1'-3"
0
2'-0"
5'-9"
0
0
0
1'-3"
0
2'-0"
1'-0"
3'-0"
1'-0"
1'-0"
1'-3"
2'-2"
2'-0"
1'-0"
3'-0"
1'-0"
1'-0"
1'-3"
2'-2"
2'-0"
1'-3"
1'-2•"
1'-4"
2'-2"
1'-3"
1'-2•"
1'-4"
2'-2"
3'-0"
1'-0"
1'-0"
2'-2"
3'-0"
1'-0"
1'-0"
2'-2"
0
0
0
0
0
0
0
in "SS" indicate stainless steel.
Bar marks ending in "G" indicate GFRP. Bar marks ending
plans.
shall be based on crank bars as schedule on the
bar size as the crank bar. Payment in either case
straight bars (one top and one bottom) of the same
Each crank bar, Type B, may be replaced by two (2)
Mark "S650" = bar size #6
Mark "P805" = bar size #8
Mark "A502" = bar size #5
mark indicate the size ofthe bar:
The first two digits following the letter(s) of the
3.
2.
1.
ACI Standard 315 and ACI Standard 318.
recommendations of the current revision of
Bending details and hooks shall conform to the
All dimensions are out-to-out of bar.
Footing to Stem Dowels
Curb - SS
Horiz. Wing
Vert. Wing
Corners
Bridge Seat
App. Slab Dowels
Footing to Stem Dowels
Curb - SS
Horiz. Wing
Vert. Wing
Corners
Bridge Seat
App. Slab Dowels
Abutment No. 1
Superstructure
Approach Slabs
Abutment No. 2 Abutment No. 1
Abutment No. 2
Transition Barriers
Superstructure
* Bar is incidental to Item 526.34, Permanent Concrete Transition Barrier. All transition barrier reinforcing shall be stainless steel.
Sill EL
WG
Sill E
LSill E
L
Sill EL
Sill EL
WELL
3 STORY HOUSE
15" CMP
DELINEATOR
#213
BB-HMR-102
8" APPLE
DELINEATOR
18" WIDE STONET&S MARKET 1 STORY
#27#28
BB-HMR-101
8" APPLE
DELINEATOR
ONE STEP
15" CMP
4" APPLE
CMP not used
DELINEATOR
8’ DIA. BUSH
BRICK
3 STEPS
10’ DIAM. BUSH
18" CMP
#62/29
18" BIRCH
DELINEATOR
ONE STEP
12" BIRCH CLUMP
2" BIRCH
6" WIDE WOOD
#30S
#621/62/30 FP
DELINEATOR DELINEATOR
GRAVELDELINEATOR
GRAVEL
GRAVEL
GRAVEL
GRAVEL
GRAVEL
PAVED
GRAVEL
PAVED
AREAMANAGEMENT
WILDLIFE
W/ A LEDGE BOTTOMLEDGE OUTCROPS
BOTTOM OF DAM
L.O.W.P.
S
MCIN
TY
RE
RO
AD
P.L. (
APP
RO
X. H
IGH
WA
TE
R)
P.L.
P.L.
P.L.
BEGIN B.L.78.00’
101.66’
LIMITS OF WROUGHT PORTION
25’
25’
25’
TO LINNIUSTO U.S. ROUTE 1
TO
HO
ULT
ON
GRID
MAIN
E 2000
EA
ST
ZO
NE
MEGAN M. ANDERSON
ANDREW J. ANDERSON
0.08î�
L.O.W.P.
+78*
102.45’
4’*
25’
25’
25’
100.86’74’*
+82*
26’*
25’*
+10 +25
40’
35’
STI
MIL
DAO
R .
PMET
STIMIL DAOR .PMET
STIMIL DAOR .PMET
LIMITS OF WROUGHT PORTION
25’*
252.70’+40
P.L.
P.L.
P.L.
P.L.
WROUGHT PORTION (L.O.W.P.)
HIGHWAY PURPOSES WITHIN LIMITS OF
NOTE: PRESCRIPTIVE EASEMENT FOR
DAM
PATRICIA S. SHERMAN
ROGER L. SHERMAN
STEPHANIE S. HARRIS
DAVID G. HARRIS
WILDLIFE MANAGEMENT AREA
LT. GORDON MANUEL
P.L.
P.L.
)R
EVI
R
FO
ENI
LR
ET
NE
C( .
L.P
LEONA COLLIER LIFE ESTATE
NANCY WILSON
+25+20
40’
+25
TE
MP. CONST.
+75
1
95
�
TEMP.
CONST.
LI
MITS
890�
LIMITS
40’
860* S.F.
+10
TO
TA
L
AR
EA
=
0.3
9*
AC. (P
ER
TO
WN)
TE
MP.
CO
NS
T.
RIG
HTS
=
195*
S.F. (1)
IT
EM
NO. (4)
JE
NNIFE
R
L.
WA
LL
AC
E
BR
UC
E
E.
WA
LL
AC
E
ï »¿630î��
STA. 13+75 RT.
DRAINAGE OUTLET
35’
35’
40’ +90+80
35’
EASE.
LIMIT
S
SLOPE
+35
40’
SLOPE EASE.
SLOPE
EASE.
785* S.F.
S.F.96* 1592* S.F.
REM. AREA = 0.39* AC.
TOTAL AREA = 0.51* AC. (PER TOWN)
TEMP. CONST. RIGHTS = 890* S.F. (1)
CONST. & MAINT. EASE. = 220* S.F.(1)
SLOPE EASE. = 785* S.F. (1)
TOTAL LAND TAKEN = 0.12* AC.
LAND TAKEN = 1,688* S.F. (2) (OTHER)
LAND TAKEN = 0.08* AC. (PRESC. EASE.)
PARCEL NO. (1)
HELEN M. FOLSOM
BRUCE E. FOLSOM
437* S.F.81* S.F.
547* S.F. 270* S.F.
REM. AREA = 0.27* AC.
TOTAL AREA = 0.32* AC. (PER TOWN)
TEMP. CONST. RIGHTS = 690* S.F. (1)
CONST. & MAINT. EASE. = 80* S.F. (1)
SLOPE EASE. = 860* S.F. (1)
TOTAL LAND TAKEN = 0.05* AC.
LAND TAKEN = 518* S.F. (2) (OTHER)
LAND TAKEN =1925* S.F. (PRESC. EASE.)
PARCEL NO. (3)
DONALD G. DEE
OF THE RIVER.
PARCEL NO. 1 CALCULATED TO THE CENTERLINE
PAYMENT FOR RIGHTS TAKEN ON THIS
NOTE:
STA. 12+25* RT.
STA. 11+88* RT. TO
DRAINAGE STRUCTURE
ME
DU
XN
EK
EA
G
RIV
ER
SO
UT
H
BR
AN
CH
58+END B.L.
+21*
YEAR 1860 & 4 RODS WIDE (66’) VOLUME 2, PAGE 183 & 280 AROOSTOOK COUNTY COMMISSIONERS RECORDS (WESTERLY OF PROJECT)2) S MCINTYRE ROAD AND HODGDON MILL ROAD
WITHIN LIMITS OF WROUGHT PORTION (L.O.W.P.)1) PRESCRIPTIVE EASEMENT FOR HIGHWAY PURPOSES
EXISTING RIGHT OF WAY INFORMATION
(114’*)
+20*
263* S.F.
166’*
SL
OP
E
EASE.
LIMITS
P.L.
L.O.W.P.
80* S.F.
MAINT. EASE.
CONST. AND
LTS.
MAINT. EASE.
CONST. AND
HODGDON MILLS ROAD / STATE AID HIGHWAY NO. 3
LTS.
L.O.W.P.
S.F.
220*
25’
190* S.F.MAINT. EASE.CONST. &
N89°34’09"E
35’
N89î��59’34"E 7
S.F.
810* 34’*
+18*
0.15* AC.
0.21* AC.
REM. AREA = 6,479.83* AC.
TOTAL AREA = 6,480* AC.
TEMP. ROAD RIGHTS = 0.21* AC. (1)
CONST. & MAINT. EASE. = 190* S.F. (1)
DRAIN. EASE. = (2)
SLOPE EASE. = 1,440* S.F. (2)
TOTAL LAND = 0.17* AC.
LAND = 1,080* S.F. (3) (OTHER)
LAND = 0.15* AC.(PRESC. EASE.)
PARCEL NO. (2)
AND WILDLIFE
DEPARTMENT OF INLAND FISHERIES
STATE OF MAINE
S.F.515*
TOTAL AREA = 0.89* AC. (PER TOWN)
TEMP. ROAD RIGHTS = 515* S.F. (1)
ITEM NO. (5)
BETTY L. SCOTT
(163’*)
36’*
1’*
126.73’ 690* S.F.
76’*51’*
(302’* TOTAL)
16’*
25’
+75
+70 +80
+16*
+15+50+20
+25
+04
33’
33’
40’ 16’
45’
(221’*)
9.0
0’
S.F.1,925*
(70’*)
(334’* TOTAL)10+00 11+00 12+00 13+00 14+00 15+00 15+7215+72
PO
B
=
ST
A. 10
+00.00
PC
=
ST
A. 10
+73.61
PR
C
=
ST
A. 11
+51.61
PT
=
ST
A. 12
+53.27
PC
=
ST
A. 15
+05.97
PT
=
ST
A. 15
+72.30
E = 0.24’
T = 39.00’
L = 78.00’
R = 3,200.00’
PI = 11+12.61
CURVE DATA #1
E = 0.40’
T = 50.83’
L = 101.66’
R = 3,200.00’
PI = 12+02.44
CURVE DATA #2
E = 0.28’
T = 33.17’
L = 66.33’
R = 2,000.00’
PI = 15+39.14
CURVE DATA #3
NO. GRANTOR INSTRUMENT DATE BOOK PAGE
COUNTY RECORDSHEET NUMBER
OFDATE
COMMISSIONER
CHIEF ENGINEER
REVISIONS
NO. DATE DESCRIPTION BY
RIG
HT O
F W
AY M
AP
ST
AT
E O
F M
AIN
E
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
ITE
MT
EC
HC
HE
CK
ED
OVER
RIGHT-OF-WAY MAP
WIN
SCALE 1"= 25’
PLAN FILED IN PLAN BOOK PAGE
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Date:1
1/7/2
018
Terri.
L.Blair
STATE OF MAINE
REGISTRY OF DEEDS
COUNTY
RECEIVED
Attest:
,
REGISTER
Plan Book , Page
at h m M and recorded in
Town, County, State
Ledge
Trees
Tree Line
Conifer
Catch Basin
Manhole
Deciduous
Utlity Pole
Telephone Line
Traverse Point
IPFIRF
Electric Line
Sewer Manhole
Control Of Access
Limits of Wrought Portion L.O.W.P.
Water Line
Sanitary Sewer
Guardrail
Existing Right of Way
Water Edge
Bush Line
P.L.
Fence
Underdrain Line
PLAN LEGEND
Culvert
Gas Line
Traveled WayApprox. Property Lines
Sign
Fire Hydrant
Monument
Building
C.O.A.
Cut Line Fill Line
Clearing Limit Line Stonewall
AR
EA
S
EXIS
TIN
G
CO
NDITIO
N
PL
AN
FIN
AL
RIG
HT
OF
WA
Y
New Right of Way
New Easement
New Temporary Rights
10+00 11+00Baseline 12+00
New R/W Along Existing R/W
New R/W Within Existing R/W
Pipe Found
WellWELL
Existing Proposed
Ditch
16 S
TA
TE H
OU
SE ST
ATIO
N - A
UG
UST
A, M
E 0
4333-0
016 - 2
07-6
24-3
460
CHAIN LINK BARB WIRE STOCKADE
Replacement Pin Set
Iron Rod Found
Retaining Wall
Mailbox
Rock/Boulder Flag Pole
Existing Proposed
CurbingScale of Feet
25 0 25 50
ABUTTING PROPERTY OWNERS.
IT CANNOT BE USED TO ESTABLISH LEGAL BOUNDARIES BETWEEN
ACQUISITION OF REAL PROPERTY FOR TRANSPORTATION PURPOSES.
THIS PLAN WAS PREPARED IN CONNECTION WITH THE DEPARTMENT’S
75 100
022638.00
HODGDON MILLS BRIDGE
BRIDGE NO. 3103
FEDERAL AID PROJECT NO. STP-2263(800)
HODGDON
HO
DG
DO
N
AROOSTOOK COUNTY
STATE AID HIGHWAY NO. 3
HODGDON MILLS ROAD
G.L.L.
T.L.B.
DAVID BERNHARDT
JOYCE NOEL TAYLOR
SHEET 1 OF 1
SEPTEMBER 2018
T.L.B.
D.O.T. FILE NO. 2-608
LOCATION UNKNOWN
POSSIBLE U.G. PIPES
SOUTH BRANCH MEDUXNEKEAG RIVER
2222