VERMONT AGENCY OF TRANSPORTATION
PROJECT NO. ROCKINGHAM IM 091-1(66) DESIGN BUILD
March 2016
c o n c e p t p l a n s
design concept plans
design concept plans
RIV
ER
WIL
LIA
MS
SOUTH
I-91
RAIL
RO
AD
GR
EE
N
MO
UN
TAIN NORTH
I-91
N
VT STATE PLANE GRID
False Northing: 0.0000False Easting: 1640416.6667Origin Latitude: 42°30'00.0000"NCentral Meridian: 72°30'00.0000"WUS Survey FootTransverse MercatorNAD83 Vermont State PlanesVT83
1895+00
NAD83 (2011)
R.GILMAN
04-22-2013
NAVD88
LENGTH OF PROJECT:
LENGTH OF ROADWAY:
LENGTH OF STRUCTURE:
PROJECT DESCRIPTION:
PROJECT LOCATION:
1
ROCKINGHAM
IM 091-1(66)
CHARLES SWANSON, P.E.
COUNTY OF WINDHAM
TOWN OF ROCKINGHAM
ROUTE NO : INTERSTATE 91, BRIDGE 24N AND 24S
IM 091-1(66)
ROCKINGHAM
WESTMINSTERTO EXIT 5
SPRINGFIELD
TO EXIT 7
THE GREEN MOUNTAIN RAILROAD AND THE WILLIAMS RIVER.
REPLACEMENT OF BRIDGE NUMBER(S) 24 N&S ON I-91 IN ROCKINGHAM, OVER
36
STA 1878+58.33
END BRIDGE 24S
END BRIDGE 24N
0
SCALE 1" = 200'-0"
200 200
(MM = 35.393)
STA 1868+75.00
BEGIN PROJECT
STA 1870+06.00
BEGIN BRIDGE 24S
BEGIN BRIDGE 24N
(MM = 35.606)
STA 1880+00.00
END PROJECT
APPROXIMATELY 0.313 MILES NORTH OF INTERSTATE 91 EXIT 6 ROCKINGHAM
1125.00 FEET
272.67 FEET
852.33 FEET
I-91 SOUTHBOUND
1125.00 FEET
272.67 FEET
852.33 FEET
I-91 NORTHBOUND
2250.00 FEET
545.34 FEET
1704.66 FEET
TOTAL
19-FEB-2016
CONCEPTUAL PLANS
DETOUR ON NORTH BOUND BRIDGE.
AND STAGE 2 AS THE SOUTH BOUND CLOSURE WITH
CLOSURE WITH DETOUR ON SOUTH BOUND BRIDGE
PLANS SHOW STAGE 1 AS NORTH BOUND BRIDGE2.
BRIDGE AS THE DETOUR FOR EACH STAGE.
CROSS OVERS TO THE ALTERNATE DIRECTION
TWO STAGE CONSTRUCTION WITH INTERSTATE 1.
REVIEWER NOTES
VERM ONTFREEDOM ANDUNITY
CANADA
ORLEANSESSEX
WAS
HIN
GT
ON
LAMOILLE
FRANKLIN
GR
AN
D IS
LE
ADDISON
CHIT
TEN
DEN
ORANGE
CA
LE
DO
NIA
WIN
DS
OR
RUTLAND
BE
NNIN
GT
ON
WINDHAM
N
VT
ST
AT
E
PL
AN
E
GRID
APPROVED DATE
APPROVED DATE
SHEET 1 OF SHEETS
DATUM
VERTICAL
HORIZONTAL
SURVEYED DATE :
SURVEYED BY :
PROJECT MANAGER :
PROJECT NAME :
PROJECT NUMBER :
NEW YORK
State of
MASSACHUSETTS
Commonwealth of
NEW HAMPSHIRE
State of
FEDERAL HIGHWAY ADMINISTRATOR
DEPARTMENT OF TRANSPORTATION
BRIDGE PROJECT
PROPOSED IMPROVEMENT
AGENCY OF TRANSPORTATION
STATE OF VERMONT
QUALITY ASSURANCE PROGRAM : LEVEL
THIS BLOCK IS FOR FULL FHWA OVERSIGHT PROJECTS ONLY
PLANS.
SPECIAL PROVISIONS AS ARE INCORPORATED IN THESE
REVISIONS AND SUCH REVISED SPECIFICATIONS AND
FOR USE ON THIS PROJECT, INCLUDING ALL SUBSEQUENT
FEDERAL HIGHWAY ADMINISTRATION ON JULY 20, 201 1
FOR CONSTRUCTION DATED 201 1, AS APPROVED BY THE
WITH THESE PLANS AND THE STANDARD SPECIFICATIONS
CONSTRUCTION IS TO BE CARRIED ON IN ACCORDANCE
DIRECTOR OF PROJECT DELIVERY
1890+00
1885+00
1880+001875+001870+001865+00
1860+00
1855+00
1853+00
1 TITLE SHEET
2 PRELIMINARY INFORMATION SHEET
3 TYPICAL ROADWAY SECTION NB
4 TYPICAL ROADWAY SECTION SB
5 ROADWAY LAYOUT SHEET 1 OF 3
6 ROADWAY LAYOUT SHEET 2 OF 3
7 ROADWAY LAYOUT SHEET 3 OF 3
8 NB ROADWAY PROFILE 1 OF 2
9 NB ROADWAY PROFILE 2 OF 2
10 SB ROADWAY PROFILE 1 OF 2
11 SB ROADWAY PROFILE 2 OF 2
12 RESOURCE SITE PLAN 1 OF 2
13 RESOURCE SITE PLAN 2 OF 2
14 PLAN AND ELEVATION
15 CONSTRUCTION ACCESS
16 CONSTRUCTION SEQUENCE
17 TYPICAL SECTIONS
18 FRAMING PLAN - SPAN 1 AND 2
19 FRAMING PLAN - SPAN 3 AND 4
20 HAMMERHEAD GIRDER DETAILS
21 DROP-IN GIRDER DETAILS
22 END GIRDER DETAILS
23 PRESTRESSED GIRDER DETAILS
24 GIRDER POST-TENSIONING DETAILS
25 GIRDER SPLICE DETAILS
26 PIER 1 FOOTING DETAILS
27 PIER 2 AND 3B FOOTING DETAILS
28 PIER 3 NB & SB, PIER 2 NB
29 PIER 1 DETAILS
30 PIER 2 DETAILS
31 PIER 3 DETAILS
32 ABUTMENT 1 DETAILS
33 ABUTMENT 2 DETAILS
34 ABUTMENT RETAINING WALL
35 BEARING DETAILS
36 DECK JOINT DETAILS
SD-366.00 LONGSPAN STEEL BEAM GUARDRAIL, GALVANIZED 11/25/2013
SD-501.00 CONCRETE DETAILS AND NOTES 5/7/2010
SD-502.00 CONCRETE DETAILS AND NOTES 5/7/2010
SD-516.10 BRIDGE JOINT ASHPALTIC PLUG 8/29/2011
SD-516.11a BRIDGE EXPANSION JOINT, VERMONT 2/24/2011
SD-516.11b BRIDGE EXPANSION JOINT, VERMONT 2/25/2011
SD-601.00 STRUCTURAL STEEL DETAILS AND NOTES 5/7/2010
SD-602.00 STRUCTURAL STEEL PLATE GIRDER DETAILS AND NOTES 5/7/2010
d p :
L:
∆:
f y :
f ' c :
f ' ci :
f ' c :
f ' c :
f ' c :
f ' c :
f y :
f y :
q n :φ:
q n :φ:
φ:∆:
V 3s :
p g :
PGA : 0 S s :
S 1 :
17.
14.
19.
21.
11.
LRFR LOAD RATING FACTORS
60 KSI
PLAN SHEETS STANDARDS LIST
1.
2.
3.
BASIC WIND SPEED
22.
18.
20.
23.
25.
- - -
24.
16.
4.
5.
6.
7.
8.
9.
12.
13.
15.
10.
FUTURE PAVEMENT
ROCK BEARING RESISTANCE FACTOR (REFER TO AASHTO LRFD)
- - -
10.0 KSF
5.0 KSI
4.0 KSI
4.0 KSI
- - -
- - -
SOIL BEARING RESISTANCE FACTOR (REFER TO AASHTO LRFD)
MIN. MID-SPAN POS. CAMBER @ RELEASE (PRESTRESSED UNITS)
270 KSI
6.0 KSI
DESIGN SPAN
- - -
PRELIMINARY INFORMATION SHEET (BRIDGE)INDEX OF SHEETS
CONCRETE, CLASS C
3.5 KSI
3.0 KSI
FINAL HYDRAULIC REPORT
CONCRETE, HIGH PERFORMANCE CLASS AA
TRAFFIC MAINTENANCE NOTES
DESIGN VALUES
- - -
LATERAL PILE DEFLECTION
- - -
- - -
- - -SEISMIC DATA
MINIMUM GROUND SNOW LOAD
PILE RESISTANCE FACTOR
- - -
PRESTRESSED CONCRETE STRENGTH
- - -
- - -
- - -
0.00 FT
NOMINAL BEARING RESISTANCE OF ROCK
HL-93DESIGN LIVE LOAD
PRESTRESSED CONCRETE RELEASE STRENGTH
REINFORCING STEEL
PRESTRESSING STRAND (0.60 INCH DIAMETER - LOW RELAX)
STRUCTURAL STEEL AASHTO M270
4.0 KSFNOMINAL BEARING RESISTANCE OF SOIL
3.0 INCH
CONCRETE, HIGH PERFORMANCE CLASS A
CONCRETE, HIGH PERFORMANCE CLASS B
STRUCTURES DETAIL SHEETS
26.
LRFD
TEMPORARY BRIDGE PROFILE ALONG TEMP CL
BOTTOM OF BEAMS ELEV. = 0.00 FT
0.00 FT (MIN)
20 36 36 66 30 34.5 38
H-20 HL-93 3S2 6 AXLE 3A. STR. 4A. STR. 5A. SEMI
TRUCK
COMMENTS:
LOADING LEVELS
TONNAGE
INVENTORY
POSTING
OPERATING
0.0
0 F
T
(MIN
)
OPENING 0.00 FT² (MIN)2 36
3/11/2016
AS BUILT "REBAR" DETAIL
LEVEL I LEVEL IIILEVEL II
TYPE: TYPE: TYPE:
GRADE: GRADE:GRADE:
TYPICAL HIGHWAY SECTIONSINTERSTATE 91 - NORTHBOUND
FOR PG GRADE SEE SECTION 490 OF THE GENERAL SPECIAL PROVISIONS.
TACK COAT: EMULSIFIED ASPHALT IS TO BE APPLIED AT THE RATE OF 0.025 GAL/SY
BETWEEN SUCCESSIVE COURSES OF PAVEMENT AS DIRECTED BY THE ENGINEER.
PASSING LANE TRAVEL LANE
I-91
NB
3'-7"12'-0" 10'-0"12'-0"
1'-0" 1'-0"
1:2
SCALE:‚" = 1'-0"
4'-0"
6.00%2.00%2.00%
LC
FLATTER
1:1.5 OR
PROPOSED I-91 NB FULL DEPTH RECONSTRUCTION
FLATTER1:6 OR
SAND BORROWS
SUBBASE
- AGGREGATE SURFACE COURSE
- PAVEMENT (TOTAL THICKNESS)
SURFACE
+/- 1"
+/- 1"
+/- •"
+/- ‚"
MATERIAL TOLERANCES(IF USED ON PROJECT)
PASSING LANE TRAVEL LANE SHOULDER
I-91
NB
12'-0" 10'-0"12'-0"
1'-0" 1'-0"
SCALE:‚" = 1'-0"
SHLD
VARIESVARIESVARIES
LC
PROPOSED I-91 NB MILL AND OVERLAY
4'-0"
FINISHED GRADE
COURSE TO
MINIMUM WEARING
INSTALL 1.75"
BARRIER (TYP)
TL-4 ROADSIDE
OVERLAY
AND PAVEMENT
1.75" COLD PLANE
18" SAND BORROW OR SUBBASE OF DENSE GRADED CRUSHED STONE
24" SUBBASE OF DENSE GRADED CRUSHED STONE
3.5" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IIS BASE COURSE)
3.5" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IIS BASE COURSE)
3.5" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IIS INTERMEDIATE LAYER)
1.75" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IIIS WEARING COURSE)
STONE FILL
TYPE II
RUMBLE STRIP RUMBLE STRIP
RUMBLE STRIP
RUMBLE STRIP
SHOULDERMINIMUM
SHLDMIN
STEEL BEAM GUARDRAIL
BARRIER (TYP)
TL-4 ROADSIDE
GUARDRAIL
STEEL BEAM
CURB TYPE A
BITUMINOUS CONCRETE
CURB TYPE A
BITUMINOUS CONCRETE
ROCKINGHAM
IM 091-1(66)
s12a130typ.dgn
C. SWANSON
C. GREGORY
O. SMITH
C. GREGORY
3 36NB TYPICAL SECTIONS
18-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
6" AGGREGATE SURFACE COURSE6" AGGREGATE SURFACE COURSE
PASSING LANETRAVEL LANE
I-91
SB
3'-7" 12'-0"10'-0" 12'-0"
FOR PG GRADE SEE SECTION 490 OF THE GENERAL SPECIAL PROVISIONS.
TACK COAT: EMULSIFIED ASPHALT IS TO BE APPLIED AT THE RATE OF 0.025 GAL/SY
1'-0"1'-0"
BETWEEN SUCCESSIVE COURSES OF PAVEMENT AS DIRECTED BY THE ENGINEER.
1:2
SCALE:‚" = 1'-0"
SLOPES EXCEED 1:3
SHALL BE USED WHERE
EROSION MATTING
2" LOAM AND SEED (TYP)4'-0"
6.00% 2.00% 2.00%
LC
SAND BORROWS
SUBBASE
- AGGREGATE SURFACE COURSE
- PAVEMENT (TOTAL THICKNESS)
SURFACE
+/- 1"
+/- 1"
+/- •"
+/- ‚"
MATERIAL TOLERANCES(IF USED ON PROJECT)
FLATTER
1:1.
5 OR
INTERSTATE 91 - SOUTHBOUNDTYPICAL HIGHWAY SECTIONS
PROPOSED I-91 SB FULL DEPTH RECONSTRUCTION
FLATTER
1:6 OR
PASSING LANETRAVEL LANESHOULDER
I-91
SB
12'-0"10'-0" 12'-0"
1'-0"1'-0"
SCALE:‚" = 1'-0"
SHLD
VARIES VARIES VARIES
LC
PROPOSED I-91 SB MILL AND OVERLAY
4'-0"LAYER
INTERMEDIATE
1.75" TO
MILL MINIMUM
FINISHED GRADE
COURSE TO
MINIMUM WEARING
INSTALL 1.75"
BARRIER (TYP)
TL-4 ROADSIDE
BARRIER (TYP)
TL-4 ROADSIDE
18" SAND BORROW OR SUBBASE OF DENSE GRADED CRUSHED STONE
24" SUBBASE OF DENSE GRADED CRUSHED STONE
3.5" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IIS BASE COURSE)
3.5" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IIS BASE COURSE)
3.5" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IIS INTERMEDIATE LAYER)
1.75" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IIIS WEARING COURSE)
STONE FILL
TYPE II
RUMBLE STRIP RUMBLE STRIP
RUMBLE STRIP
RUMBLE STRIP
SHOULDERMINIMUM
SHLDMIN
GUARDRAIL
STEEL BEAM
GUARDRAIL
STEEL BEAM
CURB TYPE A
BITUMINOUS CONCRETE
CURB TYPE A
BITUMINOUS CONCRETE
18-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
ROCKINGHAM
IM 091-1(66)
s12a130typ.dgn
C. SWANSON
C. GREGORY
O. SMITH
C. GREGORY
4 36SB TYPICAL SECTIONS
6" AGGREGATE SURFACE COURSE
6" AGGREGATE SURFACE COURSE
I-91 SOUTH
I-91 NORTH
I-91 SOUTH TO WESTMINSTER
ROCKINGHAM
IM 091-1(66)
s12a130bdr.dgn
C. SWANSON
C. GREGORY
LAYOUT SHEET 1
MA
TC
HLI
NE
BA
SE
LI
NE
ST
A 1871
+75.00
SCALE 1" = 20'-0"
20 0 20
NVT STATE PLANE GRID
False Northing: 0.0000False Easting: 1640416.6667Origin Latitude: 42°30'00.0000"NCentral Meridian: 72°30'00.0000"WUS Survey FootTransverse MercatorNAD83 Vermont State PlanesVT83
SHEET MODELS USED
O. SMITH
19-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
C. GREGORY
5 36
1866+001867+00 1868+00 1869+00 1870+00 1871+00
ROADSIDE BARRIER
MATCH INTO EXISTING
TERMINAL END
ROADSIDE BARRIER
ROADSIDE BARRIER
MATCH INTO EXISTING
166+00167+00 168+00 169+00 170+00 171+00
266+00267+00 268+00 269+00 270+00 271+00
BRIDGE 24S STA 170+06.00
BRIDGE 24N STA 270+06.00
BASELINE STA 1870+06.00
ABUT #1
1:1.5 (MAX)
1:1.5 (MAX)
L = 401.83'
T = 201.21'
R = 2712.94'
I91 NB CURVE (1)
STONE FILL, TYPE III
STONE FILL, TYPE III
BRIDGE 24S STA 169+79.50
BRIDGE 24N STA 269+79.50
BASELINE STA 1869+79.50
BEGIN APPROACH SLAB
TERMINAL END
ROADSIDE BARRIER
STA 1868+75.00
BEGIN PROJECT
CATCH BASIN AND INLET
REMOVE AND RESET EXISTING
STA 1869+62.46 RT
CONSTRUCTION LIMITS
CONCEPTUAL
STA 268+75.00
BEGIN PROJECT
STA 168+75.00
BEGIN PROJECT
WITH 62' 18" CLASS IV RCP
NEW CATCH BASIN AND INLET
STA 1869+86.21 RT
STA 267+00.00
BEGIN APPROACH
STA 267+00.00
BEGIN APPROACH
L = 412.80'
T = 206.78'
R = 2787.06'
I-91 SB CURVE (1)
L = 407.32'
T = 204.03'
R = 2750.00'
I-91 BASELINE CURVE (1)
E: 1650220.2802
N: 248159.6935
STA 1867+00.00
BEGIN APPROACH
BRIDGE 24S STA 171+73.33
BRIDGE 24N STA 271+73.33
BASELINE STA 1871+73.33
PIER #1CL
CL
ST
A 1867
+00.00
PT
ST
A 1867
+00.00, 37.06'
RT
ST
A 267
+00.00
=
PT
ST
A 1867
+00.00, 37.06'
LT
ST
A 167
+00.00
=
PT
APPROX. EXISTING ROW
WOODS
WOODS
WOODS
WOODS
WOODS
BRIDGE 242SIGN
35.4MM
35.4MM
HAZARDSIGN
HVCTRL
110
HVCTRL
100
HVCTRL
112
HVCTRL
111
10'
12'
12'
4'
10'
12'
12'
4'
SG
R
W/
ST
EE
L P
OS
TS
SG
R
W/
ST
EE
L P
OS
TS
BRIDGE TYPE: DECK TRUSS
NUMBER OF SPANS: 4
YEAR BUILT: 1961
EXISTING BRIDGE DETAILS:
I-91 NORTH BOUND BRIDGE
I-91 SOUTH BOUND BRIDGE
EXI
STI
NG
RR
RO
W
EXI
STI
NG
RR
RO
W
EXI
STI
NG
RR
RO
W
EXI
STI
NG
RR
RO
W
19-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
ROCKINGHAM
IM 091-1(66)
s12a130bdr.dgn
C. SWANSON
C. GREGORY
LAYOUT SHEET 2
MA
TC
HLI
NE
BA
SE
LI
NE
ST
A 1871
+75.00
MA
TC
HLI
NE
BA
SE
LI
NE
ST
A 1871
+75.00
SCALE 1" = 20'-0"
20 0 20
N
VT STATE PLANE GRID
False Northing: 0.0000False Easting: 1640416.6667Origin Latitude: 42°30'00.0000"NCentral Meridian: 72°30'00.0000"WUS Survey FootTransverse MercatorNAD83 Vermont State PlanesVT83
O. SMITH
C. GREGORY
6 36
1872+00 1873+00 1874+00 1875+00 1876+00 1877+00
1+00
2+00
3+00
172+00 173+00 174+00 175+00 176+00 177+00
272+00 273+00 274+00 275+00 276+00 277+00
~ = 90°
= CHANNEL LINE STA 2+00.00
I91 BASELINE STA 1875+00.00
CONSTRUCTION LIMITS
CONCEPTUAL
CONSTRUCTION LIMITS
CONCEPTUALBRIDGE 24S STA 174+18.33
BRIDGE 24N STA 274+18.33
BASELINE STA 1874+18.33
PIER #2
BRIDGE 24S STA 176+63.33
BRIDGE 24N STA 276+63.33
BASELINE STA 1876+63.33
PIER #3CL CL
.
.
.
.
.
.
.
.
.WIL
LIA
MS
RIV
ER
GR
EE
N
MO
UN
TAI
N
RAI
LR
OA
D
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
3x3
CULVERT
BOX
HWALLSTONE
HWALLSTONE
P-2 WSEISMIC
P-2SEISMIC
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL
115
HVCTRL
115
HVCTRL
114
UNKNOWNLOCATIONP-2 ESEISMIC
10'
12'
12'
4'
10'
12'
12'
4'
I-91 NORTH
I-91 SOUTH
I-91 NORTH TO SPRINGFIELD
19-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
ROCKINGHAM
IM 091-1(66)
s13a130bdr.dgn
C. SWANSON
C. GREGORY
LAYOUT SHEET 3
MA
TC
HLI
NE
BA
SE
LI
NE
ST
A 1871
+75.00
SCALE 1" = 20'-0"
20 0 20
NVT STATE PLANE GRID
False Northing: 0.0000False Easting: 1640416.6667Origin Latitude: 42°30'00.0000"NCentral Meridian: 72°30'00.0000"WUS Survey FootTransverse MercatorNAD83 Vermont State PlanesVT83
SHEET MODELS USED
O. SMITH
C. GREGORY
7 36
1878+00 1879+00 1880+00 1881+00 1882+00
1883+00
ST
A 1881
+12.05
PC
ROADSIDE BARRIER
MATCH INTO EXISTING
TERMINAL END
ROADSIDE BARRIER
ROADSIDE BARRIER
MATCH INTO EXISTING
178+00 179+00 180+00 181+00 182+00
183+00
STA 181+12.05
PC
278+00 279+00 280+00 281+00282+00
283+00
STA 280+76.31
PC
ROADSIDE BARRIER
MATCH INTO EXISTING
BRIDGE 24S STA 178+58.33
BRIDGE 24N STA 278+58.33
BASELINE STA 1878+58.33
ABUT #2
1:1.5 (MAX)
1:1.5 (MAX)
L = 346.10'
T = 131.92'
R = 2537.00'
I91 SB CURVE (2)
L = 723.69'
T = 364.47'
R = 2463.00'
I91 NB CURVE (2)
STONE FILL, TYPE III
STONE FILL, TYPE III
BRIDGE 24S STA 178+84.83
BRIDGE 24N STA 278+84.83
BASELINE STA 1878+84.83
END APPROACH SLAB
STA 1880+00.00
END PROJECT
CONSTRUCTION LIMITS
CONCEPTUAL
CONSTRUCTION LIMITS
CONCEPTUAL
STA 180+00.00
END PROJECT
STA 280+00.00
END PROJECT
L = 828.03'
T = 417.84'
R = 2500.00'
I-91 BASELINE CURVE (1)
BASIN AND INLET
MATCH EXISTING CATCH
STA 1879+99.22 LT
E: 1650327.2537
N: 249555.6007
STA 1881+00.00
END APPROACH
STA 1881+00.00, 37.06 LT
STA 181+00.00 =
END APPROACH
CL
STA 1881+00.00, 37.17' RT
STA 281+00.00 =
END APPROACH
.
.
.
.
.
.
.
.
.
.
.
10'
12'
12'
4'
10'
12'
12'
4'
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODSWOODS
WOODS
WOODS
35.6MM
SIGNHAZARD
BRIDGE 242SIGNSIGN
HAZARD
35.6MM
SIGNRIVER
WILLIAMS
P-3 ESEISMIC
HVCTRL
200
WILLIAMS RIVER
RAIL ROAD
GREEN MTN.
50'-0" ROW
BOX CULVERT
EXISTING 3'x3'
FG
= 454.95
ST
A 269
+79.50
BE
GI
N
AP
PR
OA
CH
SL
AB
FG
= 463.85
ST
A 268
+75.00
BE
GI
N
PR
OJ
EC
T
MA
TC
H
EXI
STI
NG
ST
A 267
+00.00
BE
GI
N
AP
PR
OA
CH
PVI 267+00.00
ELEV 463.85
PVI 268+00.00
-4.9618%
HORIZONTAL SCALE 1" = 40'VERTICAL SCALE 1" = 20'
240
250
260
270
280
290
300
310
320
330
340
350
360
370
380
390
400
410
420
430
440
450
460
470
480
490
500
510
520
530530
266
+00
266
+25
266
+50
266
+75
267
+00
267
+25
267
+50
267
+75
268
+00
268
+25
268
+50
268
+75
269
+00
269
+25
269
+50
269
+75
270
+00
270
+25
270
+50
270
+75
271
+00
271
+25
271
+50
271
+75
272
+00
272
+25
272
+50
272
+75
273
+00
273
+25
273
+50
273
+75
274
+00
274
+25
274
+50
274
+75
275
+00
EXISTING GROUND
NB 1-91 PROPOSED PROFILE
RIVER
WILLIAMSSUBSTRUCTURE (TYP)
CONCEPTUAL
SUBSTRUCTURE
CONCEPTUAL
SUBSTRUCTURE
CONCEPTUAL
ELEV 468.52
-4.6672%
468.52
467.35
466.19
465.02
463.85
462.61
461.37
460.13
458.89
457.65
456.41
455.17
453.93
452.69
451.45
450.21
448.97
447.73
446.49
445.25
444.00
442.76
441.52
440.28
439.04
437.80
436.56
435.32
434.08
432.84
431.60
430.36
429.12
473.8
472.3
471.0
469.6
468.5
467.3
466.1
465.0
463.7
462.7
461.3
460.0
458.9
457.6
456.4
455.3
454.2
446.2
430.6
418.2
409.7
395.1
380.5
368.5
356.8
343.5
330.4
319.5
309.0
308.9
308.8
307.8
307.0
306.5
297.3
291.5
291.4
C L
FG
= 445.33
ST
A 271
+73.33
PI
ER 1
FG
= 53.63
ST
A 270
+06.00
B
RG
AB
UT 1
C L
C L
FG
= 433.17
ST
A 274
+18.33
PI
ER 2
FG
= 433.17
ST
A 274
+18.33
PI
ER 2
NB PROPOSED PROFILE SHEET 1
ROCKINGHAM
IM 091-1(66)
s12a130pro.dgn
C. SWANSON
C. GREGORY
19-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
O. SMITH
8 36
C. GREGORY
260
270
280
290
300
310
320
330
340
350
360
370
380
390
400
410
420
430
440
450
460
470
480
490
500
510
520
530530
250
240
PROPOSED GRADES FOR THE NEW ALIGNMENT.
THE GRADES SHOWN TO THE NEAREST HUNDREDTH ARE THE
EXISTING GROUND ELEVATIONS ALONG THE NEW ALIGNMENT.
THE GRADES SHOWN TO THE TENTH HUNDREDTH ARE THE
WILLIAMS RIVER
EXISTING GROUND
FG
= 410.02
ST
A 278
+84.83
EN
D
AP
PR
OA
CH
SL
AB
EL. = 282.00
FG
= 404.31
ST
A 280
+00.00
EN
D
PR
OJ
EC
T
MA
TC
H
EXI
STI
NG
ST
A 281
+00.00
EN
D
AP
PR
OA
CH
PVI 280+00.00
PVI 281+00.00
ELEV 398.81
-4.9618%
HORIZONTAL SCALE 1" = 40'VERTICAL SCALE 1" = 20'
240
250
260
270
280
290
300
310
320
330
340
350
360
370
380
390
400
410
420
430
440
450
460
470
480
490
500
510
520
530530
275
+00
275
+25
275
+50
275
+75
276
+00
276
+25
276
+50
276
+75
277
+00
277
+25
277
+50
277
+75
278
+00
278
+25
278
+50
278
+75
279
+00
279
+25
279
+50
279
+75
280
+00
280
+25
280
+50
280
+75
281
+00
281
+25
281
+50
281
+75
282
+00
NB 1-91 PROPOSED PROFILE
SUBSTRUCTURE
CONCEPTUAL
SUBSTRUCTURE
CONCEPTUAL
ELEV 404.06
PVI 279+00.00
ELEV 409.27
-5.2146% -5.2433%
429.12
427.88
426.64
425.40
424.16
422.92
421.68
420.44
419.20
417.96
416.71
415.47
414.23
412.99
411.75
410.51
409.27
407.97
406.66
405.36
404.06
402.75
401.44
400.12
398.81
291.4
290.3
290.5
291.0
289.4
297.7
308.2
312.8
320.9
333.0
346.0
359.7
372.8
384.0
397.3
410.7
409.4
408.2
406.9
405.6
404.3
403.0
401.5
400.2
398.8
397.6
396.2
394.8
394.0
C L
FG
= 411.34
ST
A 278
+58.33
B
RG
AB
UT 2
C L
FG
= 421.01
ST
A 276
+63.33
PI
ER 3
O. SMITH
NB PROPOSED PROFILE SHEET 2
ROCKINGHAM
IM 091-1(66)
s12a130pro.dgn 19-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
C. SWANSON
C. GREGORY
9 36
C. GREGORY
260
270
280
290
300
310
320
330
340
350
360
370
380
390
400
410
420
430
440
450
460
470
480
490
500
510
520
530530
250
240
PROPOSED GRADES FOR THE NEW ALIGNMENT.
THE GRADES SHOWN TO THE NEAREST HUNDREDTH ARE THE
EXISTING GROUND ELEVATIONS ALONG THE NEW ALIGNMENT.
THE GRADES SHOWN TO THE TENTH HUNDREDTH ARE THE
WILLIAMS RIVERRAIL ROAD
GREEN MTN.
50'-0" ROW
FG
= 454.81
ST
A 169
+79.50
BE
GI
N
AP
PR
OA
CH
SL
AB
FG
= 459.99
ST
A 168
+75.00
BE
GI
N
PR
OJ
EC
T
MA
TC
H
EXI
STI
NG
ST
A 167
+00.00
BE
GI
N
AP
PR
OA
CH
PVI 167+00.00
-4.9618%
HORIZONTAL SCALE 1" = 40'VERTICAL SCALE 1" = 20'
240
250
260
270
280
290
300
310
320
330
340
350
360
370
380
390
400
410
420
430
440
450
460
470
480
490
500
510
520
530530
166
+00
166
+25
166
+50
166
+75
167
+00
167
+25
167
+50
167
+75
168
+00
168
+25
168
+50
168
+75
169
+00
169
+25
169
+50
169
+75
170
+00
170
+25
170
+50
170
+75
171
+00
171
+25
171
+50
171
+75
172
+00
172
+25
172
+50
172
+75
173
+00
173
+25
173
+50
173
+75
174
+00
174
+25
174
+50
174
+75
175
+00
EXISTING GROUND
SB 1-91 PROPOSED PROFILE
RIVER
WILLIAMS
SUBSTRUCTURE
CONCEPTUAL
SUBSTRUCTURE
CONCEPTUAL
SUBSTRUCTURE
CONCEPTUALELEV 469.09
-5.3789%
PVI 168+00.00
ELEV 463.71
469.09
467.75
466.40
465.06
463.71
462.47
461.23
459.99
458.75
457.51
456.27
455.03
453.79
452.55
451.31
450.07
448.83
447.59
446.35
445.11
443.86
442.62
441.38
440.14
438.90
437.66
436.42
435.18
433.94
432.70
431.46
430.22
428.98
474.0
472.9
471.5
470.3
469.1
467.7
466.5
465.2
464.0
462.4
461.5
460.0
458.8
457.5
456.2
455.1
453.9
446.3
430.5
418.3
409.3
395.0
380.8
368.1
356.8
343.9
331.2
320.1
310.6
311.5
308.5
309.0
309.8
308.5
297.1
290.1
291.6
291.6
C L
FG
= 453.49
ST
A 170
+06.00
B
RG
AB
UT 1
FG
= 445.19
ST
A 171
+73.33
PI
ER 1
C L
C L
FG
= 433.03
ST
A 174
+18.33
PI
ER 2
O. SMITH
SB PROPOSED PROFILE SHEET 1
ROCKINGHAM
IM 091-1(66)
s12a130pro.dgn 19-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
C. SWANSON
C. GREGORY
10 36
C. GREGORY
260
270
280
290
300
310
320
330
340
350
360
370
380
390
400
410
420
430
440
450
460
470
480
490
500
510
520
530530
250
240
PROPOSED GRADES FOR THE NEW ALIGNMENT.
THE GRADES SHOWN TO THE NEAREST HUNDREDTH ARE THE
EXISTING GROUND ELEVATIONS ALONG THE NEW ALIGNMENT.
THE GRADES SHOWN TO THE TENTH HUNDREDTH ARE THE
WILLIAMS RIVEREXISTING GROUND
FG
= 409.88
ST
A 178
+84.83
EN
D
AP
PR
OA
CH
SL
AB
FG
= 404.17
ST
A 180
+00.00
EN
D
AP
PR
OA
CH
MA
TC
H
EXI
STI
NG
ST
A 181
+00.00
EN
D
AP
PR
OA
CH
ELEV 404.17
PVI 180+00.00
PVI 181+00.00
ELEV 399.07
-4.9618%
HORIZONTAL SCALE 1" = 40'VERTICAL SCALE 1" = 20'
240
250
260
270
280
290
300
310
320
330
340
350
360
370
380
390
400
410
420
430
440
450
460
470
480
490
500
510
520
530530
174
+50
174
+75
175
+00
175
+25
175
+50
175
+75
176
+00
176
+25
176
+50
176
+75
177
+00
177
+25
177
+50
177
+75
178
+00
178
+25
178
+50
178
+75
179
+00
179
+25
179
+50
179
+75
180
+00
180
+25
180
+50
180
+75
181
+00
181
+25
181
+50
181
+75
182
+00
SB 1-91 PROPOSED PROFILE
RIVER
WILLIAMS
SUBSTRUCTURE
CONCEPTUAL
SUBSTRUCTURE
CONCEPTUAL
-5.1023%
430.22
428.98
427.74
426.50
425.26
424.02
422.78
421.54
420.30
419.06
417.82
416.57
415.33
414.09
412.85
411.61
410.37
409.13
407.89
406.65
405.41
404.17
402.89
401.62
400.34
399.07
291.6
291.6
291.3
290.8
289.5
296.7
309.2
312.6
321.8
332.7
346.4
359.4
372.0
383.2
396.8
410.1
408.9
407.7
406.6
405.4
404.2
403.0
401.4
400.3
399.1
397.9
396.9
396.0
394.7
C L
C L
FG
= 420.87
ST
A 176
+63.33
PI
ER 3
FG
= 411.20
ST
A 178
+58.33
B
RG
AB
UT 2
O. SMITH
SB PROPOSED PROFILE SHEET 2
ROCKINGHAM
IM 091-1(66)
s12a130pro.dgn 19-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
C. SWANSON
C. GREGORY
11 36
C. GREGORY
260
270
280
290
300
310
320
330
340
350
360
370
380
390
400
410
420
430
440
450
460
470
480
490
500
510
520
530530
250
240
PROPOSED GRADES FOR THE NEW ALIGNMENT.
THE GRADES SHOWN TO THE NEAREST HUNDREDTH ARE THE
EXISTING GROUND ELEVATIONS ALONG THE NEW ALIGNMENT.
THE GRADES SHOWN TO THE TENTH HUNDREDTH ARE THE
EXI
STI
NG
RR
RO
W
EXI
STI
NG
RR
RO
W
I-91 SOUTH
I-91 NORTH
I-91 SOUTH TO WESTMINSTER
ROCKINGHAM
IM 091-1(66)
C. SWANSON
C. GREGORY
MA
TC
HLI
NE
BA
SE
LI
NE
ST
A 1871
+75.00
NVT STATE PLANE GRID
False Northing: 0.0000False Easting: 1640416.6667Origin Latitude: 42°30'00.0000"NCentral Meridian: 72°30'00.0000"WUS Survey FootTransverse MercatorNAD83 Vermont State PlanesVT83
O. SMITHSCALE 1" = 40'-0"
40 0 40C. GREGORY
12 36RESOURCE SITE PLAN 1
19-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
s12a130bdr_ero.dgn
300
300
320
320
320
320
320
320
320
320
320
320
340
340
340
340
340
340
340
340
340
340
340
340
340
360
360
360
360
360
360
360
360
360
360
360
360
360
360
360
360
360
380
380
380
380
380
380
380
380
380
380
380
380
380
380
380
380
380
380
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
420
420
420
420
420
420
420
420
420
420
420
420
440
440
440
440
440
440
440
440
440
440
440
460
460
460
460
460
460
460
460
US 91 SOUTH
US 91 NORTH
BO
XS
3X3
ST
ON
E
WA
LL
HW
AL
LH
SEIS
MIC
P-1 E
AS
T
EN
D
SEIS
MIC
P-1 C
EN
TE
R
SEIS
MIC
P-1 W
ES
T
EN
D
2009
WE
LL
TO
P
OF
CA
P
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
3x3
CULVERT
BOX
HWALLSTONE
BRIDGE 242SIGN
35.4MM
35.4MM
HAZARDSIGN
HVCTRL
110
HVCTRL
100
HVCTRL
112
HVCTRL
111
2005
WE
LL
TO
P
OF
CA
P
2006
WE
LL
TO
P
OF
CA
P
1017
DI
SG
R
W/
ST
EE
L P
OS
TS
1093
DI
SG
R
W/
ST
EE
L P
OS
TS
I-91 NORTH BOUND BRIDGE
I-91 SOUTH BOUND BRIDGE
EXI
STI
NG
RR
RO
W
EXI
STI
NG
RR
RO
W
EXI
STI
NG
RR
RO
W
I-91 NORTH
I-91 SOUTH
I-91 NORTH TO SPRINGFIELD
ROCKINGHAM
IM 091-1(66)
C. SWANSON
C. GREGORY
MA
TC
HLI
NE
BA
SE
LI
NE
ST
A 1871
+75.00
N
VT STATE PLANE GRID
False Northing: 0.0000False Easting: 1640416.6667Origin Latitude: 42°30'00.0000"NCentral Meridian: 72°30'00.0000"WUS Survey FootTransverse MercatorNAD83 Vermont State PlanesVT83
O. SMITHSCALE 1" = 40'-0"
40 0 40C. GREGORY
13 36RESOURCE SITE PLAN 2
s12a130bdr_ero.dgn 19-FEB-2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
WIL
LIA
MS
RIV
ER
GR
EE
N
MO
UN
TAI
N
RAI
LR
OA
D
400
400
400
400
400
400
400
400
400
300
300
300
300
300
300
300
300
300
300
300
300
300
300300
300
300
300
300
300
300
300
300
300
300
300
300
300
300 300
300
300
300 300
300
300
300
300300
320
320320
320
320
320320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
320
340
340340
340
340
340340
340
340
340
340
340
340
340
340
340
340
340
340
340
340
360360360
360
360
360
360
360
360
360
360
360
360 360
360
360
360
380
380
380
380380
380
380
380
380
380
380
380
380
380 380
380
1241
SIG
N
BRID
GE 24S I9
1
APPROX. EXISTING ROW
APPROX. EXISTING ROW
APPROX. EXISTING ROW
WOODS
WOODS
WOODS
WOODS
WOODSWOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODSWOODS
WOODS
WOODS
HVCTRL
35.6MM
SIGNHAZARD
BRIDGE 242SIGNSIGN
HAZARD
35.6MM
3x3
CULVERT
BOX
HWALLSTONE
HWALLSTONE
SIGNRIVER
WILLIAMS
WELL
P-2 WSEISMIC
P-2SEISMIC
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL
115
HVCTRL
200
HVCTRL
115
HVCTRL
114
UNKNOWNLOCATIONP-2 ESEISMIC
BRIDGE TYPE: DECK TRUSS
NUMBER OF SPANS: 4
YEAR BUILT: 1961
EXISTING BRIDGE DETAILS:
400
400
400
400
400
400400
400
300
300
300
300
300
300
300 3
00
300
300
300
320
320
320
320
320
320
320
320
320
340
340
340
340
340
340
340
340
360
360
360
360
360
360
360
360
360
360
360
360
360
380
380
380
380
380
380
380
380
380
380
380
380
400
400400
400
400
400
420
420
420
420
420
420
420
420
440
440
440
440
440
440
440
460
460
460
460
400
400
400
400
400
400400
400
300
300
300
300
300
300
300 3
00
300
300
300
320
320
320
320
320
320
320
320
320
340
340
340
340
340
340
340
340
360
360
360
360
360
360
360
360
360
360
360
360
360
380
380
380
380
380
380
380
380
380
380
380
380
400
400400
400
400
400
420
420
420
420
420
420
420
420
440
440
440
440
440
440
440
460
460
460
460
PLAN
ELEVATION
CL BRG ABUT 2CL BRG ABUT 1
WIL
LIA
MS
RIV
ER
NVT STATE PLANE GRID
False Northing: 0.0000False Easting: 1640416.6667Origin Latitude: 42°30'00.0000"NCentral Meridian: 72°30'00.0000"WUS Survey FootTransverse MercatorNAD83 Vermont State PlanesVT83
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTURE
250
300
350
400
450
269
+00
269
+25
269
+50
269
+75
270
+00
270
+25
270
+50
270
+75
271
+00
271
+25
271
+50
271
+75
272
+00
272
+25
272
+50
272
+75
273
+00
273
+25
273
+50
273
+75
274
+00
274
+25
274
+50
274
+75
275
+00
275
+25
275
+50
275
+75
276
+00
276
+25
276
+50
276
+75
277
+00
277
+25
277
+50
277
+75
278
+00
278
+25
278
+50
278
+75
279
+00
279
+25
279
+50
279
+75
280
+00
DESIGN CONCEPT
250
300
350
400
450
500500
IM 091-1(66)
ROCKINGHAM
s12a130pe.dgn
C. WERTS
CROSSING
CRITTER
14
SOUTHBOUND
ROCK LINE
NORTHBOUND
ROCK LINE
GROUND LINE
EXISTING
195'-0"245'-0"245'-0"167'-4"
-4.9618%
SCALE 1" = 40'
SCALE 1" = 40'
STA. 171+73.33
L PIER 1C
STA. 174+18.33
L PIER 2C
STA. 176+63.33
L PIER 3C
C
STA. 271+73.33
L PIER 1
STA. 270+06.00
BEGIN NB BRIDGE
STA. 170+06.00
BEGIN SB BRIDGE
STA. 278+58.33
END NB BRIDGE
STA. 178+58.33
END SB BRIDGE
C C
STA. 274+18.33
L PIER 2
STA. 276+63.33
L PIER 3
CL PIER 1 CL PIER 2 CL PIER 3
TRESTLE
TEMPORARY
SUPPORT
TEMPORARY
REMOVAL
LIMITS OF
REMOVAL
LIMITS OF
TRESTLE
TEMPORARY
REMOVAL
LIMITS OF
REMOVAL
LIMITS OF
SUPPORT
TEMPORARYSUPPORT
TEMPORARY
REMOVAL
LIMITS OF
169+00 170+00
1869+00
269+00
1870+00
270+00
171+00
1871+00
271+00 272+00
1872+00
172+00 173+00
1873+00
273+00 274+00
1874+00
174+00 175+00
1875+00
275+00 276+00
1876+00
176+00 177+00
1877+00
277+00 278+00
1878+00
178+00 179+00
1879+00
279+00
180+00
1880+00
280+00
SCALE 1" = 40'-0"
40 0 40
FG = 420.87 FG = 411.20FG = 433.03FG = 453.49 FG = 445.19
FG = 453.63 FG = 445.33 FG = 433.17 FG = 421.01 FG = 411.34
P
P
P
RAIL (TYP)
3'-6" F-SHAPE
GUARDRAIL (TYP)
TRANSITION
= CHANNEL LINE STA. 2+00.00
US 91 BASELINE STA. 1875+00.00
3+00
1+00
2+00
GROUND LINE
FINISH
20'-0"
APPROACH SLAB
20'-0"
APPROACH SLAB
SLAB (TYP)
APPROACH
GR
EE
N
MO
UN
TAIN
RAIL
RO
AD
RAILROAD R/W
EXISTING
BEARING OF ALL PIERS AND ABUTMENTS IS NORMAL TO ALIGNMENT.2.
AND ABUTMENT WALLS TO BE 2'-0" BELOW FINISHED GRADE.
LIMITS OF CONCRETE REMOVAL FOR EXISTING PIER WALLS1.
NOTES:
I-91 SOUTHBOUND
I-91 NORTHBOUND
36PLAN & ELEVATION
EXP. EXP.
NB PIER ONLY
PILES FOR
C. SWANSON
J. WU
400
400
400
400
400
400
400
400
300
300
300
300
300
300
300
300
300
300
300
300
300
300
300
320
320320
320
320
320
320
320
320
320
320
320
320
320
320
340
340340
340
340
340
340
340
340
340
340
340
340
340
340
340
340
360
360
360
360
360
360
360
360
360
360
360
360
360
360
360
360 360
380
380
380
380
380
380
380
380
380
380
380
380
380
380
380
380
380
380
380
400
400
400
400
400
400
400
400
400
420
420
420
420
420
420
420
420
440
440
440
440
440
440
440
460
460
460
460
1241
SIG
N
BRID
GE 24S I9
1
SCALE 1" = 40'
SCALE 1" = 40'
NVT STATE PLANE GRID
False Northing: 0.0000False Easting: 1640416.6667Origin Latitude: 42°30'00.0000"NCentral Meridian: 72°30'00.0000"WUS Survey FootTransverse MercatorNAD83 Vermont State PlanesVT83
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTURE
CL BRG ABUTMENT 1CL BRG ABUTMENT 2
274
+25
274
+50
274
+75
275
+00
275
+25
275
+50
275
+75
276
+00
276
+25
276
+50
DESIGN CONCEPT
169+00
1869+00
269+00 270+00
1870+00
170+00 171+00
1871+00
271+00 272+00
1872+00
172+00 174+00
1874+00
274+00
173+00
1873+00
273+00
175+00
1875+00
275+00 276+00
1876+00
176+00 177+00
1877+00
277+00 278+00
1878+00
178+00 179+00
1879+00
279+00
180+00
1880+00
280+00
300
250
IM 091-1(66)
ROCKINGHAM
C. WERTS
s12a130ConstAccess.dgn
15
NORTHBOUND
ROCK LINE
GROUND LINE
EXISTING
SCALE 1" = 10'
SECTION A-A
A
A
TRESTLE CAN BE BUILT WITH BOTTOM FLANGE AT ELEVATION 302'.5.
MAX. PILE BENT SPAN 70'-0".4.
W36 BEAMS COULD BE REMOVED WITH FIVE DAYS NOTICE.3.
CRANE MAT COULD BE REMOVED WITH ONE DAY NOTICE.2.
IN PLACE MAY. 2017 - DEC. 2019 (2 SPRING RUNOFF).1.
NOTES:
WILLIAMS RIVER
130'-0" CRANE MAT
TIMBER
MAT DECK
12" TIMBER
MAT DECK
12" TIMBER
W36 (TYP)
AS REQUIRED)
(3 OR 4 EA
24" PIPE PILE
24" CAP BEAM
30'-0"
WIL
LIA
MS
RIV
ER
L.W. EL. 288'
50'-0"35'-0"35'-0"50'-0"
170'-0"
STA. 278+58.33
END NB BRIDGE
STA. 178+58.33
END SB BRIDGESTA. 170+06.00
BEGIN SB BRIDGE
STA. 270+06.00
BEGIN NB BRIDGE
CONSTRUCTION ACCESS PLAN
TRESTLE
TEMPORARY
100 YEAR FLOOD
EL. 302.00'
TEMPORARY TRESTLE ELEVATION
CL PIER 3CL PIER 2CL PIER 1 G
RE
EN
MO
UN
TAIN
RAIL
RO
AD
36CONSTRUCTION ACCESS
I- 91 SOUTHBOUND
I-91 NORTHBOUND
C. SWANSON
N. RODDA
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
SUPERSTRUCTURE CONSTRUCTION SEQUENCE
SCALE 1" = 50'
ELEVATION - STAGE 1
CL PIER 2CL PIER 1 CL PIER 3
CL BRG. ABUTMENT 2
98'-0"
49'-0"49'-0"
49'-0"49'-0"
98'-0"
98'-0"
49'-0"49'-0"
SEGMENT NO. 2
SEGMENT NO. 4SEGMENT NO. 6
SEGMENT NO. 1
49'-0"49'-0"
CL BRG. ABUTMENT 1
ERECT HAMMERHEAD GIRDERS SEGMENTS 2, 4 & 6.3.
CONSTRUCT TEMPORARY SUPPORTS.2.
CONSTRUCT ABUTMENTS AND PIERS.1.
CL FIELD
SPLICE (TYP) CL FIELD
SPLICE (TYP) CL FIELD
SPLICE (TYP)
TEMPORARY
SUPPORT B
TEMPORARY
SUPPORT C
CL PIER 1
49'-0"49'-0"
CL PIER 2
49'-0"49'-0"
CL PIER 3
(TYP)
STRONGBACK
LIFT-OFF
SUPPORT TO PREVENT
AT EACH TEMPORARY
VERTICAL RESTRAINT
PROVIDE POSITIVE
SEGMENT NO. 7
ELEVATION - STAGE 2
ELEVATION - STAGE 3
ERECT DROP-IN GIRDERS SEGMENTS 3 & 5.2.
ERECT STRONGBACKS.1.
49'-0"49'-0"
CL PIER 1
49'-0"49'-0"
CL PIER 2
146'-0"147'-0" 49'-0"49'-0"
CL PIER 3
147'-0"
ERECT DROP-IN GIRDERS SEGMENTS 1 & 7.1.
CL PIER 1CL PIER 2
CL PIER 3
SEGMENT NO. 3
SEGMENT NO. 5
ELEVATION - STAGE 4
ELEVATION - STAGE 5
CL BRG. ABUTMENT 1
CL PIER 1CL PIER 2
CL PIER 3
CONSTRUCT CONCRETE BARRIERS.2.
CONSTRUCT DECK SLAB AND END DIAPHRAGMS.1.
FIELD SPLICEFIELD SPLICE
FIELD SPLICE
FIELD SPLICE
DIAPHRAGM (TYP)
INTERMEDIATE
REMOVE STRONGBACKS.4.
REMOVE TEMPORARY FALSEWORK.3.
POST-TENSION GIRDERS FROM BOTH ABUTMENTS.2.
CONSTRUCT BEAM SPLICES, PIER DIAPHRAGMS AND INTERMEDIATE DIAPHRAGMS.1.
(TYP)
PIER DIAPHRAGM
CL BRG. ABUTMENT 1
CL BRG. ABUTMENT 1CL BRG. ABUTMENT 2
CL BRG. ABUTMENT 2
CL BRG. ABUTMENT 2
CL BRG. ABUTMENT 2
CL BRG. ABUTMENT 1
TEMPORARY
SUPPORT A
NOTES:
SLAB POURING SEQUENCE
NTS
74 2 6 1 5 3
146'-6"102'-0"143'-0"102'-0"143'-0"102'-0"118'-10"
DIRECTION OF CONCRETE PLACEMENT
CL PIER 1 CL PIER 2 CL PIER 3ABUT. 1
CL BRG.
ABUT. 2
CL BRG.
(TYP)
CONSTRUCTION JOINT
TRANSVERSE SLAB
CL STRUCTURE
NOTES:
C
CONCRETE IN BLOCKOUTS.
ARE COMPLETE. MAKE FINAL ADJUSTMENTS TO EXPANSION JOINTS BEFORE PLACING
SET EXPANSION JOINTS AND CAST CONCRETE IN BLOCKOUTS AFTER ALL SLAB POURS
THE DIMENSIONS SHOWN ARE HORIZONTAL DIMENSIONS MEASURED ALONG L STRUCTURE.
CIRCLE WHEN PLACING SECTIONS OF THE SLAB.
IN THE SLAB. FOLLOW THE SEQUENCE REPRESENTED BY THE NUMBERS INSCRIBED IN THE
THE NUMBER INSCRIBED IN THE CIRCLES REPRESENT THE SEQUENCE OF PLACING SECTIONS
STRONGBACK ELEVATION
FIELD SPLICEA
A
SECTION A-A
SCALE ‚" = 1'-0" SCALE ‚" = 1'-0"
SPLICES GIRDER
POST-TENSIONED
GIRDERS
TWIN STRONGBACK
BAR (TYP)
THREADED
SEGMENT
GIRDER
DROP-IN
GIRDER SEGMENT
HAMMERHEAD
STEEL SPREADER BEAM (TYP)
BAR (TYP)
THREADED
ROCKINGHAM
C. WERTS
16
s12a130cs.dgn
SPAN 4
195'-0"
SPAN 3
245'-0"
SPAN 2
245'-0"
SPAN 1
167'-4"
852'-4"
118'-4"
147'-0" 147'-0"
36CONSTRUCTION SEQUENCE
BEARINGS IN THE UNIT PRICE BID FOR POST-TENSIONING CONTINUITY.
AFTER POST-TENSIONING IS COMPLETE. INCLUDE ALL COSTS ASSOCIATED WITH RESETTING THE
RETURN TO THIER UNDEFORMED SHAPE IF THE BEARING DEFLECTION IS GREATER THAN 1.0 INCH
JACK THE SUPERSTRUCTURE AT EACH ABUTMENT AND PIER TO ALLOW THE BEARINGS TO
TO POST-TENSIONING REGARDLESS OF THE COMPRESSION STRENGTH.
SEE SPECIAL PROVISIONS. WET CURE THE CLOSURE SPLICE FOR A MINIMUM OF 10 DAYS PRIOR
USE 8,000 psi STRENGTH CONCRETE FOR GIRDER SPLICE CLOSURE POURS,
APPROVAL, SEE SPECIAL PROVISIONS.
THAT DEMONSTRATES THE PROPOSED MEANS AND METHODS FOR ERECTING THE GIRDERS FOR
SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF VERMONT
CONCEPTUAL AND FOR INFORMATION ONLY. SUBMIT DETAILED CALCULATIONS AND DRAWINGS,
STRONGBACK DETAILS, FALSEWORK DETAILS, AND SEQUENCE OF OPERATIONS SHOWN ARE
ARE REDESIGNED FOR THE CHANGES. SEE SPECIAL PROVISIONS.
FOR FALSEWORK AND SEQUENCING MAY BE SUBMITTED FOR APPROVAL PROVIDED THE GIRDERS
AND LOCATIONS FOR TEMPORARY SUPPORTS SHOWN ON THIS SHEET. ALTERNATE LOCATIONS
THE GIRDER DESIGN AND DETAILS PRESENTED ARE BASED ON THE CONSTRUCTION SEQUENCE
C. SWANSON
N. RODDA
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
CSECTION AT L PIER TYPICAL SECTION
SCALE ‚" = 1'-0"
SCALE ‚" = 1'-0"
(TYP)
BRIDGE RAILING
F-SHAPE BARRIER
2.00% 2.00%2.00%
EXISTING BRIDGE - NB
IM 091-1(66)
4.00% 4.00%
8'-0"8'-0"8'-0"8'-0"
4'-5ƒ" 8'-0"8'-0"8'-0"8'-0" 4'-5ƒ"
ROCKINGHAM
s12a130TypSec.dgn
C. WERTS
17
9"
DE
CK
9"
DE
CK
1'-0"
1'-0"
37'-0"37'-0"
SHLDR
4'-0"
TRAVEL LANE
12'-0"
TRAVEL LANE
12'-0"
SHOULDER
10'-0"
SHOULDER
10'-0"
TRAVEL LANE
12'-0"
TRAVEL LANE
12'-0"
SHLDR
4'-0"
38'-0" CURB-CURB21'-0"21'-0"38'-0" CURB-CURB
RAIL (TYP)
"43
1'-5
RAIL (TYP)
"43
1'-5
"43
4'-5 "43
4'-5
10'-0"
"4
36'-
6
(TYP)
" WEB85
8
(TYP)
" WEB85
8
37'-0"37'-0"
30'-0" 30'-0"
SHLDR
3'-0"
TRAVEL LANE
12'-0"
TRAVEL LANE
12'-0"
SHLDR
3'-0"
SHLDR
3'-0"
TRAVEL LANE
12'-0"
TRAVEL LANE
12'-0"
SHLDR
3'-0"
2'-5"
2'-5"
(TYP)
BRIDGE RAILING
F-SHAPE BARRIER
EXISTING BRIDGE - SB
BA
SE
LIN
E
GE
OM
ET
RY
AP
PR
OXIM
AT
E
HIS
TO
RIC
BA
SE
LIN
E
GE
OM
ET
RY
AP
PR
OXIM
AT
E
HIS
TO
RIC
PROPOSED BULB-TEE TYPICAL SECTIONS
EXISTING TYPICAL SECTIONS
I-91 SOUTHBOUND
I-91 SOUTHBOUND I-91 NORTHBOUND
I-91 NORTHBOUND
36TYPICAL SECTIONS
APPLIED WATERPROOF MEMBRANE
CONCRETE PAVEMENT WITH SPRAY
3" SUPERPAVE BITUMINOUS
APPLIED WATERPROOF MEMBRANE
CONCRETE PAVEMENT WITH SPRAY
3" SUPERPAVE BITUMINOUS
F-SHAPE BARRIER SHALL BE ASTM A955, GRADE 60.
REINFORCING STEEL IN THE BRIDGE DECK AND2.
SHALL BE HP CONCRETE CLASS A.
CONCRETE FOR BRIDGE DECK & F-SHAPE BARRIER1.
NOTES:
C. SWANSON
N. RODDA
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
N. RODDA
18
s12a130Framing.dgn
FRAMING PLAN - SPAN 2
FRAMING PLAN - SPAN 1
167'-4"
SCALE 1" = 10'
(SOUTHBOUND SHOWN, NORTHBOUND SIMILAR)
SCALE 1" = 10'
(SOUTHBOUND SHOWN, NORTHBOUND SIMILAR)
245'-0"
49'-0"49'-0"49'-0"49'-0"49'-0"
90°
90°
4'-
5ƒ
"
49'-0"39'-5"39'-6"39'-5"
8'-
0"
8'-
0"
8'-
0"
8'-
0"
4'-
5ƒ
"
4'-
5ƒ
"8'-
0"
8'-
0"
8'-
0"
8'-
0"
4'-
5ƒ
"
EDGE OF DECK
EDGE OF DECK
2'-6"
3'-
0"
CL CLOSURE
DIAPHRAGM
CL CLOSURE
DIAPHRAGMEDGE OF DECK
EDGE OF DECK
DIAPHRAGM
CL INTERMEDIATE
DIAPHRAGM
CL INTERMEDIATE
DIAPHRAGM
CL INTERMEDIATE
DIAPHRAGM
CL INTERMEDIATECL CLOSURE
DIAPHRAGM
119'-10" - END SEGMENT
145'-0" - DROP-IN SEGMENT96'-0" - HAMMERHEAD SEGMENT
96'-0" - HAMMERHEAD SEGMENT
96'-0" - HAMMERHEAD SEGMENT
STA. 171+73.33
CL PIER 1
STA. 174+18.33
CL PIER 2
CL PIER 1
STA. 171+73.33STA. 170+06.00
CL BRG. ABUT. 1
3'-
0"
CL PIER 1
CL PIER 1 CL PIER 2
GIRDER #1
GIRDER #2
GIRDER #3
GIRDER #4
GIRDER #5
GIRDER #1
GIRDER #2
GIRDER #3
GIRDER #4
GIRDER #5
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
C. WERTS
(T
YP)
(T
YP)
(T
YP)
90°
(T
YP)
90°
I-91 SOUTHBOUND
I-91 SOUTHBOUND
36FRAMING PLAN - SPAN 1 & 2
(TYP)
PIER DIAPHRAGM
CL BRG. ABUTMENT 1 (EXP.)
(TYP)
END DIAPHRAGM
(TYP)
PIER DIAPHRAGM
(TYP)
PIER DIAPHRAGM
CONSTRUCTING CLOSURE FORMWORK.
TEMPORARY PLATFORMS MAY BE REQUIRED FOR2.
TIPPING UNTIL THE DIAPHRAGMS ARE CAST AND CURED.
GIRDERS SHALL BE BRACED LATERALLY TO PREVENT
LATERAL BENDING DURING SHIPPING. ONCE ERECTED, ALL
ADEQUATELY TO PREVENT TIPPING AND TO CONTROL
THE CONTRACTOR TO ENSURE THAT THEY ARE BRACED
GIRDER SEGMENTS. ALL GIRDERS SHALL BE CHECKED BY
CAUTION SHALL BE EXERCISED IN HANDLING AND PLACING1.
NOTES:
C. SWANSON
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
N. RODDA
19
s12a130Framing.dgn
FRAMING PLAN - SPAN 4
FRAMING PLAN - SPAN 3
195'-0"
SCALE 1" = 10'
(SOUTHBOUND SHOWN, NORTHBOUND SIMILAR)
SCALE 1" = 10'
(SOUTHBOUND SHOWN, NORTHBOUND SIMILAR)
CL BRG. ABUTMENT 2CL PIER 3
245'-0"
49'-0"49'-0"49'-0"49'-0"49'-0"
CL PIER 3
48'-8"48'-8"48'-8"49'-0"
4'-
5ƒ
"8'-
0"
8'-
0"
8'-
0"
8'-
0"
4'-
5ƒ
"
EDGE OF DECK
EDGE OF DECK
CL CLOSURE
DIAPHRAGM
CL CLOSURE
DIAPHRAGMEDGE OF DECK
EDGE OF DECK
DIAPHRAGM
CL INTERMEDIATE
DIAPHRAGM
CL INTERMEDIATE
DIAPHRAGM
CL INTERMEDIATE
DIAPHRAGM
CL INTERMEDIATECL CLOSURE
DIAPHRAGM
147'-6" - END SEGMENT
145'-0" - DROP-IN SEGMENT96'-0" - HAMMERHEAD SEGMENT
96'-0" - HAMMERHEAD SEGMENT
96'-0" - HAMMERHEAD SEGMENT
4'-
5ƒ
"8'-
0"
8'-
0"
8'-
0"
8'-
0"
4'-
5ƒ
"
2'-6"
3'-
0"
STA. 176+63.33STA. 174+18.33
CL PIER 2
STA. 178+58.33
CL BRG. ABUT 2
STA. 176+63.33
CL PIER 3
3'-
0"
CL PIER 3CL PIER 2
GIRDER #1
GIRDER #2
GIRDER #3
GIRDER #4
GIRDER #5
GIRDER #1
GIRDER #2
GIRDER #3
GIRDER #4
GIRDER #5
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
1'-0"
C. WERTS
90°
(T
YP)
90°
(T
YP)
90°
(T
YP)
90°
(T
YP)
I-91 SOUTHBOUND
I-91 SOUTHBOUND
36FRAMING PLAN - SPAN 3 & 4
(TYP)
END DIAPHRAGM
(TYP)
PIER DIAPHRAGM
(TYP)
PIER DIAPHRAGM
(TYP)
PIER DIAPHRAGM
SPAN 1 & 2 SHEET.
FOR ADDITIONAL NOTES, SEE FRAMING PLAN
NOTE:
C. SWANSON
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
s12a130hhGirDet.dgn
ROCKINGHAM
N. RODDA
SECTION B-B
SCALE ‚" = 1'-0"SCALE ‚" = 1'-0"
DUCT (TYP)
POST-TENSIONING
DUCT (TYP)
POST-TENSIONING
10'-
0"
6"
6"
6"
6"
6'-
6ƒ
"
96'-0"
10'-
0"
6'-
6ƒ
"
B
B
SCALE ‰" = 1'-0"
SECTION A-A
A
A
PARABOLIC CURVE BETWEEN CONTROL POINTS
CENTER OF GRAVITY OF POST-TENSIONING TENDONS
4'-0ƒ"
4'-0ƒ"
8†"
8†"
20
PIER AHEAD STA. BACK STA.
1
2
3
3'-4•"
3'-4•"
3'-6"
3'-9ƒ"
3'-4•"
3'-4•"
(SE
E
TA
BL
E)
BA
CK S
TA
TIO
NIN
G
(SE
E
TA
BL
E)
AH
EA
D
ST
ATIO
NIN
G
CENTER OF GRAVITY POINTS
CONTROL POINT
BOTTOM FLANGE
CONTROL POINT
BOTTOM FLANGE
5ƒ
"
3'-0"
3'-
0"
1'-6"
5'-0"
CONTROL POINT
BOTTOM FLANGE
CL PIER
TENDON IN SUMMIT CURVE
NTS
CL DUCTS
CL OF DUCTS
1"
(TY
P)
2"
CL
R.
PO
ST-
TE
NSIO
NIN
G
PR
OFIL
E
DIM
EN
SIO
N
SH
OW
N
ON
GIRDER
TOP OF
SEGMENT 2, 4 & 6 GIRDERS - AT PIERS
36HAMMERHEAD GIRDER DETAILS
NEBT 79 GIRDER
MODIFIED
NEBT 79 GIRDER
MODIFIED
C. SWANSON
C. WERTS
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
s12a130hhGirDet.dgn
SCALE ‰" = 1'-0"
ROCKINGHAM
N. RODDA
SECTION B-B
DUCT (TYP)
POST-TENSIONING
DUCT (TYP)
POST-TENSIONING
PARABOLIC CURVE BETWEEN CONTROL POINTS
CENTER OF GRAVITY OF POST-TENSIONING TENDONS
SCALE •" = 1'-0"SCALE •" = 1'-0"
6'-
6ƒ
"
6'-
6ƒ
"
6"
6" 6
"
6"
A
A
B
B
4'-0ƒ" 4'-0ƒ"
6'-
6ƒ
"
8†"
8†"
145'-0"
SECTION A-A
1'-8"
3'-
4•
"
3'-
4•
"
21
NTS
CL DUCTS
CL OF DUCTS
1"
(TY
P)
2"
CL
R. P
OS
T-
TE
NSIO
NIN
G
PR
OFIL
E
DIM
EN
SIO
N
SH
OW
N
ON
GIRDER
TOP OF
TENDON IN SAG CURVE
SEGMENT 3 & 5 GIRDERS - SPAN 2 & 3
STRANDS
C.G. OF
36DROP-IN GIRDER DETAILS
NEBT 79 GIRDER
MODIFIED
NEBT 79 GIRDER
MODIFIED
C. SWANSON
C. WERTS
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
s12a130hhGirDet.dgn
ROCKINGHAM
N. RODDA
SECTION B-B SECTION C-C
DUCT (TYP)
POST-TENSIONING
DUCT (TYP)
POST-TENSIONING
SCALE ‰" = 1'-0"
6'-
6ƒ
"
5'-3" 4'-6"END BLOCK TRANSITION
119'-10"
B
B C
C
3'-
9ƒ
"
3'-
3…
"
PARABOLIC CURVE BETWEEN CONTROL POINTS
CENTER OF GRAVITY OF POST-TENSIONING TENDONS
SCALE •" = 1'-0"SCALE •" = 1'-0"SCALE •" = 1'-0"
DUCT (TYP)
POST-TENSIONING
1'-6"
1'-6"
6'-
6ƒ
"
4'-0ƒ"
6'-
6ƒ
"
6"
6" 6
"
6"
SCALE ‰" = 1'-0"
4'-6" 5'-3"TRANSITION END BLOCK
PARABOLIC CURVE BETWEEN CONTROL POINTS
CENTER OF GRAVITY OF POST-TENSIONING TENDONS
6'-
6ƒ
"
147'-6"
B
B
C
C
4'-0ƒ" 4'-0ƒ"
6'-
6ƒ
"
8†"
8†"
2'-0"
A
A
A
A
SECTION A-A
3'-
6"
3'-
3ƒ
"
22
1'-8"
CL BRG.
2'-6"
CL BRG.
2'-6"
1'-8"
SEGMENT 1 GIRDER - SPAN 1
SEGMENT 7 GIRDER - SPAN 4
NTS
CL DUCTS
CL OF DUCTS
1"
(TY
P)
2"
CL
R.
PO
ST-
TE
NSIO
NIN
G
PR
OFIL
E
DIM
EN
SIO
N
SH
OW
N
ON
GIRDER
TOP OF
TENDON IN SAG CURVE
STRANDS
C.G. OF
36END GIRDER DETAILS
NEBT 79 GIRDER
MODIFIED
NEBT 79 GIRDER
MODIFIED
C. SWANSON
C. WERTS
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
N. RODDA
23
BULB-TEE CROSS SECTION
s12a130PreGirDet.dgn
4'-0ƒ"
6'-
6ƒ
"
8•
"3•
"3Š
" 2"
8†"
R = 7‡"
R = 3‡"
Ž" CHAMFER
2'-9…"
R = Ž"
R = 7‡"
4'-0ƒ"
10'-
0"
3'-
2‡
"3•
"3Š
" 2"
8†"
CO
NT
RO
L P
OIN
T
3'-
0" *
5'-
11‡
" *
BULB-TEE CROSS SECTION
2'-9…"
SCALE •" = 1'-0"
(TYPICAL AT PIERS)
SCALE •" = 1'-0"
(TYPICAL AT DROP-IN GIRDER)
5'-
0Ž
" *
CO
NT
RO
L P
OIN
T
5ƒ
" *
* DIMENSIONS VARY IN HAMMERHEAD GIRDER.
R = Ž"
R = 7‡"
Ž" CHAMFER
R = 7‡"
R = 3‡"
36PRESTRESSED GIRDER DETAILS
MINIMUM OF 19 STRANDS.
THE PRESTRESSING STEEL IN THE DUCTS. EACH DUCT SHALL HAVE A
AREA OF THE DUCT SHALL BE AT LEAST 2.5 TIMES THE NET AREA OF
THE MAXIMUM INSIDE DIAMETER OF THE DUCT SHALL BE 4 INCHES. THE4.
(AASHTO M203 GRADE 270).STRANDS
ALL PRETENSIONED STRANDS SHALL BE 0.6" DIAMETER LOW RELAXATION3.
GRADE 60.
GRADE 60 EXCEPT THAT GIRDER STIRRUPS SHALL BE ASTM A 955,
REINFORCEMENT FOR PRECAST GIRDER SEGMENTS SHALL BE ASTM A 615,2.
SHALL BE 7.5 KSI PRIOR TO RELEASE.
10.0 KSI. THE MINIMUM STRENGTH OF THE GIRDER SEGMENT CONCRETE
CONCRETE STRENGTH OF THE PRECAST GIRDER SEGMENTS SHALL BE1.
NOTES:
C. SWANSON
C. WERTS
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
N. RODDA
24
SCALE ƒ" = 1'-0"
s12a130GirPTDet.dgn
TYPICAL END SEGMENT - PLAN
TYPICAL END SEGMENT - ELEVATIONTYPICAL END VIEW
SCALE ƒ" = 1'-0"
SCALE ƒ" = 1'-0"
4'-
6"
9"
1'-6"
1'-6"
9"
1'-4"
CL GIRDER
CL GIRDER
2'-
0" 1'-0"
1'-0"
2'-6"
4'-6"5'-3"
CL BRG.
4'-6"5'-3"
CL BRG.
2'-6"
DUCT
WEB
TOP FLANGE
EDGE OF
BOTTOM FLANGE
EDGE OF
6" RECESS
36GIRDER POST-TENSIONING DETAILS
ALL TENDONS SHALL BE STRESSED FROM BOTH ENDS.2.
CALCULATIONS.
THE SHOP PLANS AND INCLUDED IN THE TRANSFER FORCE
FORCE USED BY THE CONTRACTOR SHALL BE SPECIFIED IN
OF 0.0002 '/FT. THE ACTUAL ANCHOR SET AND JACKING
COEFFICIENT OF 0.23, AND A WOBBLE FRICTION COEFFICIENT
ANCHOR SET OF 3/8 INCH, A CURVATURE FRICTION
STRANDS, A JACKING LOAD OF 730 KIPS PER TENDON, AN
THE DESIGN IS BASED ON 0.6" DIAMETER LOW RELAXATION1.
POST-TENSIONING NOTES:
C. SWANSON
C. WERTS
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
N. RODDA
25
s12a130GirSpliceDet.dgn
SCALE •" = 1'-0"
GIRDER SPLICE - PARTIAL ELEVATION
JOINT (TYP)
CONSTRUCTION
CL EXTERIOR GIRDERCL INTERIOR GIRDER
SHAPE OF GIRDER
SPLICE TO MATCH
EXTERIOR FACE OF
SCALE •" = 1'-0"
CLOSURE DETAIL
CLOSURE
2'-0"
CL CLOSURE DIAPHRAGM
CL EXTERIOR GIRDERCL INTERIOR GIRDER
8'-0"
SCALE •" = 1'-0"
GIRDER SPLICE - PARTIAL PLAN
SCALE •" = 1'-0"
SECTION A-A
CL CLOSURE DIAPHRAGM
2'-0"
A
A
CL CLOSURE
DIAPHRAGM
DUCT SPLICE DETAIL
NTS
SLEEVE (TYP)
HEAT SHRINK
GIRDER SEGMENT
END OF PRECAST
SPLICE DETAIL
SEE DUCT
GIRDER SEGMENT ENDS (TYP)
EXTENDED STRANDS FROM
3" 3"1'-6"
36GIRDER SPLICE DETAILS
BRIDGE DECK SHALL BE ASTM A 955, GRADE 60.
A 615, GRADE 60 EXCEPT THAT STIRRUPS EXTENDING INTO THE
REINFORCEMENT FOR CAST-IN-PLACE CLOSURES SHALL BE ASTM2.
CLOSURE AT THE TIME OF POST-TENSIONING SHALL BE 8.0 KSI.
BE 10.0 KSI. THE MINIMUM STRENGTH OF THE CAST-IN-PLACE
CONCRETE STRENGTH FOR THE CAST-IN-PLACE CLOSURES SHALL1.
NOTES:
C. SWANSON
C. WERTS
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
26
CL PIER 1
SCALE ‚" = 1'-0"
AA
SECTION A-A
FOOTING PLAN - PIER 1
SCALE ‚" = 1'-0"
2'-0" (TYP)
20'-0"20'-0"
40'-0"
25'-
0"
12'-
6"
12'-
6"
(TYP)
6'-0"
(TY
P)
2'-
6"
(TY
P)
5'-
0"
6'-
0"
CL PIER 1
CL PIER 1
B
B
SCALE ‚" = 1'-0"
SECTION B-B
H-PILE (TYP)
40'-0"
25'-0"
s12a130Pier1Footing.dgn
CL PIER 1
PIER ABOVE
OUTLINE OF
SYMM. ABOUT L PIER C
SYMM. ABOUT L PIER C
PILE CAP
PILE CAP
BOTTOM OF FOOTING
NB & SB EL. 359.50
TOP OF FOOTING
NB & SB EL. 365.50
BOTTOM OF FOOTING
NB & SB EL. 359.50
TOP OF FOOTING
NB & SB EL. 365.50
36PIER 1 FOOTING DETAILS
STEEL HP PILES SHALL BE ASTM A572, GRADE 50.3.
GRADE 60, EPOXY COATED.
STEEL REINFORCING FOR PILE CAP SHALL BE AASHTO M31,2.
CONCRETE FOR PILE CAP SHALL BE HP CONCRETE CLASS B.1.
NOTES:
(TYP)
HP 14x117 PILE
C. SWANSON
P. McALPINE J. WU
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
27
27'-0"27'-0"
54'-0"
12'-6"
12'-6"
25'-0"
SCALE ‚" = 1'-0"
SECTION A-A
SCALE ‚" = 1'-0"
SECTION B-B
SCALE ‚" = 1'-0"
s12a130Pier2Footing.dgn
A A
SYMM. ABOUT L PIER C
SYMM. ABOUT L PIER C
B
B
PIER ABOVE
OUTLINE OF
SPREAD FOOTING
7'-
0"
SPREAD FOOTING
54'-0"
25'-0"
7'-
0"
36
STEEL REINFORCING SHALL BE AASHTO M31, GRADE 60, EPOXY COATED.2.
CONCRETE FOR SPREAD FOOTING SHALL BE HP CONCRETE CLASS B.1.
NOTES:
PIER 2 SB FOOTING DETAILS
CL PIER 2 SB
FOOTING PLAN - PIER 2 SB
CL PIER 2 SB
CL PIER 2 SB
SB EL. 285.00
SB EL. 285.00
31'-0"
12'-6" 12'-6"
3'-
0"
RE
MO
VA
L
RO
CK
3'-0"
(TYP)
ROCK PROFILE
ESTIMATED
ROCK PROFILE
ESTIMATED
SEAL
CONCRETE
SEAL
CONCRETE
3'-
0"
RE
MO
VA
L
RO
CK
C. SWANSON
P. McALPINE J. WU
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
28
24'-0"24'-0"
48'-0"
12'-6"
12'-6"
25'-0"
SCALE ‚" = 1'-0"
SECTION A-A
SCALE ‚" = 1'-0"
SECTION B-B
SCALE ‚" = 1'-0"
s12a130Pier3Footing.dgn
A A
1'-6" (TYP)
(TYP)
4 @ 4'-0" = 16'-0"
SYMM. ABOUT L PIER C
SYMM. ABOUT L PIER C
1'-6" (T
YP)
(TY
P)
4'-
0"
(TY
P)
7'-
0"
(TY
P)
5'-
0"
(TY
P)
6'-
0"
(TYP)
7'-6"
B
B
PILE CAP
H-PILE (TYP)
PILE CAP
PIER ABOVE
OUTLINE OF
7'-
0"
7'-
0"
36
(TYP)
HP 14x117 PILE
FOR ADDITIONAL NOTES, SEE PIER 1 FOOTING DETAIL SHEET.
NOTE:
(TYP)
6'-6"
(TY
P)
3'-
0"(TYP)
10'-0"
(TYP)
5'-0"
CL PIER 2 NB
CL PIER 3 NB & SB
CL PIER 2 NB
CL PIER 3 NB & SB
CL PIER 3 NB & SB
CL PIER 2 NB
TOP OF FOOTING
EL. 289.00
PIER 3 NB & SB
PIER 2 NB
BOTTOM OF FOOTING
EL. 282.00
PIER 3 NB & SB
PIER 2 NB
TOP OF FOOTING
EL. 289.00
PIER 3 NB & SB
PIER 2 NB
BOTTOM OF FOOTING
EL. 282.00
PIER 3 NB & SB
PIER 2 NB
FOOTING PLAN - PIER 2 NB AND PIER 3 NB & SB
PIER 2 NB & PIER 3 NB/SB FOOTING DETAILS
C. SWANSON
P. McALPINE J. WU
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
29
s12a130Pier1Det.dgn
SCALE ‰" = 1'-0"
SECTION A-A
SECTION B-B
15'-0"
8'-
0"
7'-6"7'-6"
4'-
0"
4'-
0"
CL PIER 1
CL PIER 1
CL PIER 1
CL PIER 1CL PIER 1
8'-
0"
SCALE ‰" = 1'-0"
A A
SCALE „" = 1'-0"
TRANSVERSE ELEVATION ELEVATION
BB
8'-0"
CL PIER 1
40'-0" 25'-0"
4'-0"7'-1•"7'-1•"4'-0"
11'-1•"11'-1•"
22'-3"
4'-
0"
4'-
0"
6'-
0"
TOP OF PIER CAP
SB EL. 432.84
NB EL. 432.98
BOTTOM OF FOOTING
NB & SB EL. 359.50
TOP OF FOOTING
NB & SB EL. 365.50
4'-0" 3'-6" 4'-0"3'-6"
SB EL. 425.84
NB EL. 425.98
SB EL. 421.34
NB EL. 421.48
10
1
1
16
(TYP)
KEEPER BLOCK
(TYP)
KEEPER BLOCK
1
3
SCALE „" = 1'-0"
PIER CAP PLAN
43'-4ƒ"
5'-8…"8'-0"8'-0"8'-0"8'-0"5'-8…"
(TYP)
4'-0"8'-
0"
CL PIER 1
CL PIER 1
BEHIND
KEEPER BLOCK
GROUT PAD
SCALE „" = 1'-0"
(SOUTHBOUND SHOWN, NORTHBOUND SIMILAR, EXCEPT OPP. HAND)
STA. 171+73.33
I-91 SOUTHBOUND
I-91 SOUTHBOUND
36PIER 1 DETAILS
REINFORCING BAR COMFORMING TO ASTM A 955, GRADE 60.
STEEL REINFORCING FOR PIER CAP SHALL BE SOLID STAINLESS STEEL4.
EPOXY COATED.
STEEL REINFORCING FOR PIER STEM SHALL BE AASHTO M31, GRADE 60,3.
CONCRETE FOR PIER STEM AND CAP SHALL BE HP CONCRETE CLASS B.2.
FOR GROUT PAD AND KEEPER BLOCK DETAILS, SEE BEARING DETAILS SHEET.1.
NOTES:
C. SWANSON
P. McALPINE J. WU
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
30
s12a130Pier2Det.dgn
SECTION A-A
SECTION B-B
SCALE ‰" = 1'-0"
8'-
0" 4'-
0"
4'-
0"
CL PIER 2
CL PIER 2
CL PIER 2
CL PIER 2
CL PIER 2
A A
BB
SCALE ‰" = 1'-0"
SCALE „" = 1'-0"
TRANSVERSE ELEVATION ELEVATION
CL PIER 2
7'-0"
54'-0" 25'-0"
4'-0" 4'-0"3'-6"3'-6"
7'-6"7'-6"
4'-
0"
4'-
0"8'-
0"
15'-0"
(TYP)
KEEPER BLOCK
43'-4ƒ"
5'-8…"8'-0"8'-0"8'-0"8'-0"5'-8…"
(TYP)
4'-0"
8'-
0"
CL PIER 2
CL PIER 2
PIER CAP PLAN
SCALE „" = 1'-0"
BEHIND
KEEPER BLOCK
8'-0"
SB EL. 413.52
NB EL. 413.66
SB EL. 409.02
NB EL. 409.16
TOP OF PIER CAP
SB EL. 420.52
NB EL. 420.66
10
1
1
3
1
16
31'-0" NB
31'-7" SB
15'-6" NB
15'-9•" SB
15'-6" NB
15'-9•" SB
4'-0"
11'-6" NB
11'-9•" SB
11'-6" NB
11'-9•" SB
4'-0"
GROUT PAD
SCALE „" = 1'-0"
(SOUTHBOUND SHOWN, NORTHBOUND SIMILAR, EXCEPT OPP. HAND)
STA. 174+18.33
I-91 SOUTHBOUND
I-91 SOUTHBOUND
36PIER 2 DETAILS
BRIDGES, SEE FOOTING DETAILS FOR ADDITIONAL INFORMATION.
FOOTING CONFIGURATIONS VARY BETWEEN NB & SB2.
FOR ADDITIONAL NOTES, SEE PIER 1 DETAILS SHEET.1.
NOTES:
SEE NOTE 2 SEE NOTE 2
TOP OF FOOTING/CAP
SB EL. 292.00
NB EL. 289.00
BOTTOM OF FOOTING/CAP
SB EL. 285.00
NB EL. 282.00
C. SWANSON
P. McALPINE J. WU
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
31
s12a130Pier3Det.dgn
SECTION A-A
SECTION B-B
SCALE ‰" = 1'-0"
8'-
0" 4'-
0"
4'-
0"
29'-0"
14'-6"14'-6"
CL PIER 3
CL PIER 3
CL PIER 3
CL PIER 3
A A
BB
SCALE ‰" = 1'-0"
SCALE „" = 1'-0"
TRANSVERSE ELEVATION ELEVATION
48'-0" 25'-0"
7'-0"
(TYP)
KEEPER BLOCK
PIER CAP PLAN
43'-4ƒ"
5'-8…"8'-0"8'-0"8'-0"8'-0"5'-8…"
(TYP)
4'-0"
8'-
0"
CL PIER 3
CL PIER 3
SCALE „" = 1'-0"
CL PIER 3
CL PIER 3
15'-0"
4'-0"
7'-6"7'-6"
3'-6" 4'-0"3'-6"
4'-
0"
4'-
0"8'-
0"
4'-0" 4'-0"10'-6"10'-6"
TOP OF PIER CAP
SB EL. 408.19
NB EL. 408.33
SB EL. 401.19
NB EL. 401.33
SB EL. 396.69
NB EL. 396.83
BOTTOM OF FOOTING
NB & SB EL. 282.00
TOP OF FOOTING
NB & SB EL. 289.00
8'-0"
BEHIND
KEEPER BLOCK
1
16
1
3
10
1
(TYP)
KEEPER BLOCK
GROUT PAD
SCALE „" = 1'-0"
(SOUTHBOUND SHOWN, NORTHBOUND SIMILAR, EXCEPT OPP. HAND)
STA. 176+63.33
I-91 SOUTHBOUND
I-91 SOUTHBOUND
36PIER 3 DETAILS
FOR ADDITIONAL NOTES, SEE PIER 1 DETAILS SHEET.
NOTE:
C. SWANSON
P. McALPINE J. WU
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
32
s12a130Abut1Det.dgn
SCALE ‚" = 1'-0"
SECTION A-A
PLAN - ABUTMENT 1
ELEVATION - ABUTMENT 1
CL GIRDER #1CL GIRDER #2CL GIRDER #3CL GIRDER #4CL GIRDER #5
(TYP)
KEEPER BLOCK
(TYP)
BEARING PAD
16'-0"22'-0"
8'-0"8'-0"8'-0"8'-0"
CL BRG
CL BRG
SLAB
APPROACH
BLOCKOUT
EXPANSION JOINT
DECK
BRIDGE
BACKWALL
END DIAPHRAGM
PAD
BEARING
LINE
FINISH GROUND
47'-3" OUT-TO-OUT
BACKWALL
FRONT FACE OF
N
VT
ST
AT
E
PL
AN
E
GRID
False Northing: 0.0000False Easting: 1640416.6667
Origin Latitude: 42°30'00.0000"NCentral Meridian: 72°30'00.0000"W
US Survey FootTransverse Mercator
NAD83 Vermont State PlanesVT83
VA
RIE
S4'-
0"
2'-0" 2'-0"
(TYP)
1'-3"
(TYP)
4'-0"
(TYP)
4'-0"
(TYP)
2'-0"
(TYP)
4'-0"
(TYP)
2'-0"
3'-0"
LINE
FINISH GROUND
SCALE ‚" = 1'-0"
(NORTHBOUND SHOWN, SOUTHBOUND SIMILAR)
SCALE ‚" = 1'-0"
(LOOKING BACK ON STATIONING)
A
A
(TYP) (4:1 BATTER)
BATTERED PILE
I-91 NORTHBOUND
I-91 NORTHBOUND
8 SPA. @ 5'-5" (+/-) = 43'-3"
13'-
3"
12'-
6"
2'-
9"
4'-
3"
2'-
0"
4'-
3"
5'-
0"
2'-
0"
1'-0" 6'-0"
2'-0"
4'-3"
1'-0"
FG = 453.49 - SB
FG = 453.63 - NB
STA. 270+06.00
EL. 434.27 - SB
EL. 434.41 - NB
EL. 434.27 - SB
EL. 434.41 - NB
36ABUTMENT 1 DETAILS
WALL (TYP)
CURTAIN
5'-
6"
5'-
0"
2'-
0"
WALL (TYP)
CURTAIN
WALL (TYP)
RETAINING
WALL (TYP)
RETAINING
ON RETAINING WALL (TYP)
F-SHAPE BARRIER
(TYP)
HP 14x89
(TYP)
HP 14x89
STEEL HP PILES SHALL BE ASTM A572 GRADE 50.3.
AND KEEPER BLOCKS.
ASTM A955 GRADE 60 SHALL BE USED FOR BACKWALLS, CURTAIN WALLS,
EXCEPT SOLID STAINLESS STEEL REINFORCING BAR CONFORMING TO
STEEL REINFORCING SHALL BE AASHTO M31 GRADE 60, EPOXY COATED,2.
CLASS A SHALL BE USED FOR CONCRETE BARRIERS AND CURTAIN WALLS.
CONCRETE SHALL BE HP CONCRETE CLASS B, EXCEPT HP CONCRETE1.
NOTES:
2'-4•"
C. SWANSON
P. McALPINE J. WU
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
33
s12a130Abut2Det.dgn
ABUTMENT 2 DETAILSSCALE ‚" = 1'-0"
SCALE ‚" = 1'-0"
SECTION A-APLAN - ABUTMENT 2
ELEVATION - ABUTMENT 2
4'-6"4'-6"
5'-0"
CL GIRDER #5CL GIRDER #4CL GIRDER #3CL GIRDER #2CL GIRDER #1
(TYP)
1'-3"
(TYP)
KEEPER BLOCK
(TYP)
BEARING PAD
2'-0" 4'-0" 10'-0" 4 SPA. AT 5'-7" = 22'-4" 10'-0" 4'-0" 2'-0"
4'-
0"
22'-0"16'-0"
5'-
0"
2'-
0"
1'-0"
8'-0"8'-0"8'-0"8'-0"
3'-0"
3'-0•"
CL BRG
CL BRG
SLAB
APPROACH
BLOCKOUT
EXPANSION JOINT
DECK
BRIDGE
BACKWALL
END DIAPHRAGM
PAD
BEARING
4'-
3"
4'-
3"
LINE
FINISH GROUND
54'-4" OUT-TO-OUT
BACKWALL
FRONT FACE OF
N
VT
ST
AT
E
PL
AN
E
GRID
False Nort
hing: 0.000
0False
Easting: 16
40416.6667
Origin Latit
ude: 42°30'
00.0000"N
Central Mer
idian: 72°30
'00.0000"W
US Survey
FootTrans
verse Merc
atorNAD8
3 Vermont
State Plan
esVT83
4'-3"
1'-0"
2'-0"
6'-0"
SCALE ‚" = 1'-0"
(NORTHBOUND SHOWN, SOUTHBOUND SIMILAR)
13'-
3"
2'-
0"
2'-
9"
5'-
6"
5'-
0"
2'-
0"
2'-0" 2'-0"
12'-
6"
LINE
FINISH GROUND
A
A
(4:1 BATTER)
BATTERED PILE (TYP)
I-91 NORTHBOUND
I-91 NORTHBOUND
FG = 411.20 - SB
FG = 411.34 - NB
STA. 278+58.33
EL. 391.98 - SB
EL. 392.12 - NB
EL. 391.98 - SB
EL. 392.12 - NB
36
(TYP)
HP 14x89
(TYP)
HP 14x89
(TYP)
RETAINING WALL
(TYP)
CURTAIN WALL
ON RETAINING WALL (TYP)
F-SHAPE BARRIER
(TYP)
RETAINING WALL
(TYP)
CURTAIN WALL
VA
RI
ES
PILE CAP (TYP)
RETAINING WALL
EXISTING BRIDGE
FOR ADDITIONAL NOTES, SEE ABUTMENT 1 DETAILS SHEET.
NOTE:
2'-4•"
C. SWANSON
P. McALPINE J. WU
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
34
s12a130Abut1Det.dgn
SCALE •" = 1'-0"
CL BRG
TYPICAL ABUTMENT RETAINING WALL
APPROACH SLAB
2
1
36ABUTMENT RETAINING WALL
ON RETAINING WALL
F-SHAPE BARRIER
ON DECK
F-SHAPE BARRIER
CURTAIN WALL
RETAINING WALL
(TYP)
HP 14x89
FOR ADDITIONAL NOTES, SEE ABUTMENT 1 DETAILS SHEET.
NOTE:
C. SWANSON
P. McALPINE J. WU
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
N. RODDA
35
SCALE 1" = 1'-0"
(TYP)
KEEPER BLOCK
BEARING PAD
ELASTOMERIC
CL GIRDER
KEEPER BLOCK DETAIL
s12a130BrgDet.dgn
KEEPER PAD DETAILELASTOMERIC BEARING PAD DETAIL
CL GIRDER
CL BEARING PAD
BEARING PAD
ELASTOMERICCL GIRDERCL BEARING PADCL GROUT PAD
CL BEARING PADCL GROUT PAD
„" GAP
*
ELASTOMERIC KEEPER PAD
* GAP BETWEEN GIRDER AND
‚" COVER
LA
YE
R (T
YP)
‚"
OU
TE
R
LA
YE
R (T
YP)
•" IN
NE
R
SHIM (TYP)
14 GAGE (0.0747")
CL ELASTOMERIC
KEEPER PAD
SCALE 3" = 1'-0"
8"
8"
1'-4"
1'-1"1'-1"
2'-2"
9"
9"
1'-6"
1" MIN. (TYP)
1'-2" 1'-2"
2'-4"
SCALE 3" = 1'-0"
SEE DETAIL THIS SHEET
TYP. EA. SIDE OF KEEPER BLOCK,
•" ELASTOMERIC KEEPER PAD
SCALE 1•" = 1'-0"
9•
"9•
"
1'-7"
1'-0" 1'-0"
2'-0"
ROUGHENED SURFACE (TYP)
CONSTRUCTION JOINT WITH
GROUT PAD
DETAIL 1
SCALE 3" = 1'-0"
THIS SHEET
SEE DETAIL 1
36BEARING DETAILS
GROUT PAD DETAIL
PTFE SLIDING SURFACE SHALL BE USED AT ABUTMENTS.
BEARINGS SHOWN ARE AT PIERS. ELASTOMERIC BEARINGS WITH4.
OF 140 psi.
ELASTOMER GRADE SHALL BE 4, WITH A SHEAR MODULUS3.
KEEPER BLOCKS WITH APPROVED ADHESIVE.
THE ELASTOMERIC KEEPER PADS SHALL BE CEMENTED TO2.
PLACEMENT.
KEEPER BLOCKS SHALL BE CONSTRUCTED AFTER GIRDER1.
NOTES:
(NUMBER REQUIRED - 44)(NUMBER REQUIRED FOR PIERS = 15)
(NUMBER REQUIRED FOR ABUTMENTS = 10, SEE NOTE 4)C. SWANSON
C. WERTS
S. COUTUREDESIGN CONCEPT
IM 091-1(66)
ROCKINGHAM
N. RODDA
36
s12a130jOINTdET.dgn
NTS
NTS
1'-5‚"
4‡"
9"
3"
7"
2"
10"
3'-
6"
1'-0"
1•"
1•"
1" RADIUS (TYP)
F-SHAPE RAIL DETAIL ON BRIDGE
NTS
SECTION A-A
A
A
MODULAR DECK JOINT DETAIL
3/11/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
CL JOINT
CL JOINT
CL SHOP SPLICE
(AS REQUIRED)CURB LINE
VARIES
SLOPE
36DECK JOINT DETAILS
STRIP SEAL
CONTINUOUS
1.875" @ 60 DEG. F
JOINTS SHALL BE PROVIDED AT EACH ABUTMENT.
DESIGNED TO ACCOMODATE 5 INCHES OF MOVEMENT.
EACH MODULAR EXPANSION JOINT SYSTEM SHALL BE3.
ASTM A 955, GRADE 60.
REINFORCEMENT FOR F-SHAPE RAIL SHALL BE2.
OTHERWISE.
IN ACCORDANCE WITH ASTM A123, UNLESS NOTED
ALL FABRICATED COMPONENTS SHALL BE GALVANIZED1.
NOTES:
1'-2"
C. SWANSON
C. WERTS
maintenance of traffic concept plans
maintenance of traffic concept plans
* TACK COAT: EMULSIFIED ASPHALT IS TO BE APPLIED AT THE RATE OF 0.025 GAL/SY
MATERIAL ITEM
PAVEMENT (TOTAL DEPTH ALL LAYERS)
SUBBASE
�"+/-
+/-1 "
TOLERANCE
THICKNESS
TYPICAL SECTIONS
S. SAWYER
ROCKINGHAM
1
PREPARED BY:
IM 091-1(66)
NOTES:
VARIES
12’-0"
L
1V:2H
TEMPORARY TRAFFIC CONTROL B
4’ SHOULDER2’ SHOULDER
1V:6H
OR SAND BORROW
SUITABLE EXCAVATED MATERIAL
TYPICAL CROSSOVER SECTIONS18" SUBBASE OF DENSE GRADED CRUSHED STONE
2.5" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IIS) (SEE NOTES)
1.5" SUPERPAVE BITUMINOUS CONCRETE PAVEMENT (TYPE IVS) (SEE NOTES)
BETWEEN SUCCESSIVE COURSES OF PAVEMENT AS DIRECTED BY THE ENGINEER.
* FOR PG GRADE SEE SECTION 490 OF THE GENERAL SPECIAL PROVISIONS.*
TYPICAL ONE LANE SECTION WITH BARRIER
TRAVEL LANESEE NOTE
BARRIER (TYP.)
TEMPORARY TRAFFIC
(TYP.)
CONTROL PRODUCT
ROLLED EROSION
2" LOAM, SEED, AND
SLOPE STABILIZATION
VARIES
1V:2H
1V:6H
OR SAND BORROW
SUITABLE EXCAVATED MATERIAL
TYPICAL TWO LANE SECTION WITH BARRIER
DESIGN CONCEPT PLANS
NCHRP REPORT 350 CRASH TEST LEVEL 3 (TL-3) RATING.
TEMPORARY TRAFFIC BARRIER SHOWN SHALL MEET THE REQUIREMENTS OF
FOR THE CROSSOVERS SHALL BE FOUR (4) INCHES.
THE TOTAL MINIMUM THICKNESS OF BITUMINOUS CONCRETE PAVEMENT
2.
1.
S.SAWYER C.THOMPSON
S.SAWYER
MOTcutsheet_typicals.dgn 03/04/2016
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET OF
(TYP.)
CONTROL PRODUCT
ROLLED EROSION
2" LOAM, SEED, AND
SLOPE STABILIZATION
2’ SHOULDER
TEMPORARY TRAFFIC CONTROL B
12’-0"
TRAVEL LANE
12’-0"
TRAVEL LANE
L
4’ SHOULDER
SEE NOTE
BARRIER (TYP.)
TEMPORARY TRAFFIC
MARCH, 2016
NTS
NTS
5
INDEX OF SHEETS
5MOT PHASE
4MOT PHASE
3MOT PHASE
MOT PHASES 1&2
TYPICAL SECTIONS
5
4
3
2
1
WILLIAMS RIVER
US 91 NORTHON RAMP
VT-103
VT-103
VT-103
EXISTING RR ROW
EXISTING RR ROW
EXISTING RR ROW
EXISTING RR ROW
US 91 SOUTH
US 91 NORTH BOUND BRIDGE
US 91 SOUTH BOUND BRIDGE
GREEN MOUNTAIN RAILRO
AD
US 91 SOUTH
US 91 NORTH
US 91 SOUTH
US 91 NORTH
US 91 NORTH
.
.
.
.
.
.
.
.
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
3x3CULVERTBOX
HWALLSTONE
BRIDGE 242SIGN
HWALLSTONE
35.4MM
35.4MM
HAZARDSIGN
P-2 WSEISMIC
P-2SEISMIC
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL115
HVCTRL115
HVCTRL110
HVCTRL100
HVCTRL112
HVCTRL111
HVCTRL114
UNKNOWNLOCATIONP-2 ESEISMIC
103+00
104+00
105+00
106+00
107+00
108+00
109+00
110+00
111+00
112+00
113+00
114+00
115+00
116+00
117+00
118+00
119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00
ST
A 116
+77.6
4P
C
ST
A 119
+49.9
1
PT
ST
A 118
+14.0
8PI
300+00
301+00
302+00
303+
00
304+00
305+00
306+00
307+00
308+00
309+00310+00 310+82310+82
STA 3
00+00.0
0
POB
STA 3
01+
00.0
0
PC
ST
A 304
+46.9
6P
T
ST
A 307
+43.8
6P
C
ST
A 310
+14.1
6
PT
ST
A 310
+81.9
9
PO
E
ST
A 302+
82.6
2
PI
ST
A 308
+79.3
1
PI
203+00
204+00
205+00
206+00
207+00
208+00
209+00
210+00
211+00
212+00213+00
214+00215+00
216+00217+00
218+00 219+00 220+00 221+00 222+00 223+00 224+00 225+00 226+00 227+00
ST
A 210
+55.2
7P
C
ST
A 213
+58.2
8
PT
ST
A 215
+89.8
7
PC
ST
A 220
+17.4
3
PT
ST
A 212
+07.2
0PI
ST
A 218
+03.6
7
PI
410+00
411+00
412+00
413+00
414+00
415+00416+00
417+00418+00
419+00420+00 421+00 422+00 423+00 424+00 425+00 426+00 427+00
ST
A 410
+00.0
0P
C
ST
A 413
+00.6
5P
CC
ST
A 416
+80.6
9
PR
C
ST
A 419
+49.0
7
PT
ST
A 419
+67.0
2
PI
ST
A 420
+17.0
2PI
ST
A 411+
50.3
8
PI ST
A 414
+90.7
6PI
ST
A 418
+14.9
9PI
125+00
126+00
127+00
128+00
129+00
130+00
131+00
132+00
133+00
134+00
135+00
136+00137+00
138+00
139+00
140+00
141+00
142+00
143+00
144+00
145+00
146+00
147+00
148+00
149+00
ST
A 131+
21.4
8P
C
ST
A 133
+32.6
8P
CC
ST
A 140
+64.7
9
PT
ST
A 136
+29.9
6PI
225+
00
226+
00
227+
00
228+
00
229+
00
230+
00
231+00
232+00
233+00
234+00
235+00
236+00
237+00
238+00
239+00
240+00
241+00
242+00 243+00244+00
245+00246+00
247+00248+00
249+00
ST
A 230
+77.4
1
PC
ST
A 235
+86.7
7P
RC
ST
A 240
+39.4
5
PR
C
ST
A 243
+04.6
1
PT
ST
A 233
+33.0
0
PI
ST
A 238
+13.1
4PI
ST
A 241+
72.3
1
PI
425+
00
426+
00
427+
00
428+
00
429+
00
430+
00
431+
00
432+00
433+00
434+00
435+00
436+00437+00 438+00 439+00 440+00
441+00
442+00
443+00
444+00
445+00445+10445+10
ST
A 431+
20.6
5
PC
ST
A 433
+28.8
4P
CC
ST
A 437
+38.8
3
PC
C
ST
A 441+
99.5
0
PR
C
ST
A 445
+09.7
7
PT
ST
A 432
+24.7
8
PI
ST
A 435
+34.9
9
PI
ST
A 439
+69.3
3PI
ST
A 443
+54.6
3
PI
US 91 SOUTH
US 91 NORTH
US 91 NORTH BOUND BRIDGE
US 91 SOUTH BOUND BRIDGE
US 91 SOUTH
US 91 NORTH
US 91 SOUTH
US 91 NORTH
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
U-TURN
35.6MM
SIGNHAZARD
BRIDGE 242SIGN
SIGNHAZARD
35.6MM
SIGNRIVERWILLIAMS
WELL
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL115
HVCTRL200
HVCTRL114
ROCKINGHAM
PREPARED BY:
S. SAWYER
MAINT. OF TRAFFIC
IM 091-1(66)
C.THOMPSON
S.SAWYER
DESIGN CONCEPT PLANS
- WORK PERFORMED IN THIS PHASE
LEGEND
MAINTENANCE OF TRAFFIC PHASE 1
MAINTENANCE OF TRAFFIC PHASE 2
CONSTRUCTION.
OF TRAFFIC NB AND SB IN PREPARATION OF MEDIAN CROSSOVER
INSTALL SMART WORK ZONE AND REDUCE I-91 TO A SINGLE LANE
CONSTRUCT ALL FOUR TEMPORARY MEDIAN CROSSOVER.
MOTPHASES1 & 2
S.SAWYER
- DIRECTION OF TRAFFIC / NUMBER OF LANES
0
SCALE 1" = 75’-0"
75 75
0
SCALE 1" = 75’-0"
75 75
MA
TC
H
LI
NE
MA
TC
H
LI
NE
MA
TC
H
LI
NE
MA
TC
H
LI
NE
BRIDGE 24S
BRIDGE 24N
BRIDGE
24N
BRIDGE
24S
* WIDEN NB ON-RAMP.
* SHIM OUTSIDE SHOULDERS.
* CONSTRUCT ALL FOUR TEMPORARY MEDIAN CROSSOVERS.
PHASE 2 SUMMARY OF WORK
03/04/16
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET 2 OF 5
MARCH, 2016
WILLIAMS RIVER
VT-103
VT-103
VT-103
EXISTING RR ROW
EXISTING RR ROW
EXISTING RR ROW
EXISTING RR ROW
US 91 SOUTH
US 91 NORTH BOUND BRIDGE
US 91 SOUTH BOUND BRIDGE
GREEN MOUNTAIN RAILRO
AD
US 91 SOUTH
US 91 NORTH
US 91 SOUTH
US 91 NORTH
US 91 NORTH
.
.
.
.
.
.
.
.
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
3x3CULVERTBOX
HWALLSTONE
BRIDGE 242SIGN
HWALLSTONE
35.4MM
35.4MM
HAZARDSIGN
P-2 WSEISMIC
P-2SEISMIC
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL115
HVCTRL115
HVCTRL110
HVCTRL100
HVCTRL112
HVCTRL111
HVCTRL114
UNKNOWNLOCATIONP-2 ESEISMIC
103+00
104+00
105+00
106+00
107+00
108+00
109+00
110+00
111+00
112+00
113+00
114+00
115+00
116+00
117+00
118+00
119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00
ST
A 116
+77.6
4P
C
ST
A 119
+49.9
1
PT
ST
A 118
+14.0
8PI
300+00
301+00
302+00
303+
00
304+00
305+00
306+00
307+00
308+00
309+00310+00 310+82310+82
STA 3
00+00.0
0
POB
STA 3
01+
00.0
0
PC
ST
A 304
+46.9
6P
T
ST
A 307
+43.8
6P
C
ST
A 310
+14.1
6
PT
ST
A 310
+81.9
9
PO
E
ST
A 302+
82.6
2
PI
ST
A 308
+79.3
1
PI
203+00
204+00
205+00
206+00
207+00
208+00
209+00
210+00
211+00
212+00213+00
214+00215+00
216+00217+00
218+00 219+00 220+00 221+00 222+00 223+00 224+00 225+00 226+00 227+00
ST
A 210
+55.2
7P
C
ST
A 213
+58.2
8
PT
ST
A 215
+89.8
7
PC
ST
A 220
+17.4
3
PT
ST
A 212
+07.2
0PI
ST
A 218
+03.6
7
PI
410+00
411+00
412+00
413+00
414+00
415+00416+00
417+00418+00
419+00420+00 421+00 422+00 423+00 424+00 425+00 426+00 427+00
ST
A 410
+00.0
0P
C
ST
A 413
+00.6
5P
CC
ST
A 416
+80.6
9
PR
C
ST
A 419
+49.0
7
PT
ST
A 419
+67.0
2
PI
ST
A 420
+17.0
2PI
ST
A 411+
50.3
8
PI ST
A 414
+90.7
6PI
ST
A 418
+14.9
9PI
125+00
126+00
127+00
128+00
129+00
130+00
131+00
132+00
133+00
134+00
135+00
136+00137+00
138+00
139+00
140+00
141+00
142+00
143+00
144+00
145+00
146+00
147+00
148+00
149+00
ST
A 131+
21.4
8P
C
ST
A 133
+32.6
8P
CC
ST
A 140
+64.7
9
PT
ST
A 136
+29.9
6PI
225+
00
226+
00
227+
00
228+
00
229+
00
230+
00
231+00
232+00
233+00
234+00
235+00
236+00
237+00
238+00
239+00
240+00
241+00
242+00 243+00244+00
245+00246+00
247+00248+00
249+00
ST
A 230
+77.4
1
PC
ST
A 235
+86.7
7P
RC
ST
A 240
+39.4
5
PR
C
ST
A 243
+04.6
1
PT
ST
A 233
+33.0
0
PI
ST
A 238
+13.1
4PI
ST
A 241+
72.3
1
PI
425+
00
426+
00
427+
00
428+
00
429+
00
430+
00
431+
00
432+00
433+00
434+00
435+00
436+00437+00 438+00 439+00 440+00
441+00
442+00
443+00
444+00
445+00445+10445+10
ST
A 431+
20.6
5
PC
ST
A 433
+28.8
4P
CC
ST
A 437
+38.8
3
PC
C
ST
A 441+
99.5
0
PR
C
ST
A 445
+09.7
7
PT
ST
A 432
+24.7
8
PI
ST
A 435
+34.9
9
PI
ST
A 439
+69.3
3PI
ST
A 443
+54.6
3
PI
US 91 SOUTH
US 91 NORTH
US 91 NORTH BOUND BRIDGE
US 91 SOUTH BOUND BRIDGE
US 91 SOUTH
US 91 NORTH
US 91 SOUTH
US 91 NORTH
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
U-TURN
35.6MM
SIGNHAZARD
BRIDGE 242SIGN
SIGNHAZARD
35.6MM
SIGNRIVERWILLIAMS
WELL
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL115
HVCTRL200
HVCTRL114
ROCKINGHAM
PREPARED BY:
S. SAWYER
MAINT. OF TRAFFIC
IM 091-1(66)
C.THOMPSON
S.SAWYER
DESIGN CONCEPT PLANS
- WORK PERFORMED IN THIS PHASE
LEGEND
S.SAWYER
- DIRECTION OF TRAFFIC / NUMBER OF LANES
MAINTENANCE OF TRAFFIC PHASE 3TRAFFIC OPERATIONS DURING CONSTRUCTION OF NEW BRIDGE 24N.
- WORK PERFORMED IN PREVIOUS PHASES
MOTPHASE4
MA
TC
H
LI
NE
MA
TC
H
LI
NE
MA
TC
H
LI
NE
MA
TC
H
LI
NE
0
SCALE 1" = 75’-0"
75 75
0
SCALE 1" = 75’-0"
75 75
BRIDGE 24S
BRIDGE 24N
BRIDGE
24N
BRIDGE
24S
* I-95 ON-RAMP REMAINS OPEN THIS PHASE
* CONSTRUCT NEW BRIDGE 24N.
* DEMO EXISTING BRIDGE 24N.
* SHIFT NB I-91 TRAFFIC TO NB CROSSOVERS.
PHASE 3 SUMMARY OF WORK
- CONSTRUCTION ACCESS
03/04/16
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET 3 OF 5
MARCH, 2016
WILLIAMS RIVER
VT-103
VT-103
VT-103
EXISTING RR ROW
EXISTING RR ROW
EXISTING RR ROW
EXISTING RR ROW
US 91 SOUTH
US 91 NORTH BOUND BRIDGE
US 91 SOUTH BOUND BRIDGE
GREEN MOUNTAIN RAILRO
AD
US 91 SOUTH
US 91 NORTH
US 91 SOUTH
US 91 NORTH
US 91 NORTH
.
.
.
.
.
.
.
.
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
3x3CULVERTBOX
HWALLSTONE
BRIDGE 242SIGN
HWALLSTONE
35.4MM
35.4MM
HAZARDSIGN
P-2 WSEISMIC
P-2SEISMIC
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL115
HVCTRL115
HVCTRL110
HVCTRL100
HVCTRL112
HVCTRL111
HVCTRL114
UNKNOWNLOCATIONP-2 ESEISMIC
103+00
104+00
105+00
106+00
107+00
108+00
109+00
110+00
111+00
112+00
113+00
114+00
115+00
116+00
117+00
118+00
119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00
ST
A 116
+77.6
4P
C
ST
A 119
+49.9
1
PT
ST
A 118
+14.0
8PI
300+00
301+00
302+00
303+
00
304+00
305+00
306+00
307+00
308+00
309+00310+00 310+82310+82
STA 3
00+00.0
0
POB
STA 3
01+
00.0
0
PC
ST
A 304
+46.9
6P
T
ST
A 307
+43.8
6P
C
ST
A 310
+14.1
6
PT
ST
A 310
+81.9
9
PO
E
ST
A 302+
82.6
2
PI
ST
A 308
+79.3
1
PI
203+00
204+00
205+00
206+00
207+00
208+00
209+00
210+00
211+00
212+00213+00
214+00215+00
216+00217+00
218+00 219+00 220+00 221+00 222+00 223+00 224+00 225+00 226+00 227+00
ST
A 210
+55.2
7P
C
ST
A 213
+58.2
8
PT
ST
A 215
+89.8
7
PC
ST
A 220
+17.4
3
PT
ST
A 212
+07.2
0PI
ST
A 218
+03.6
7
PI
410+00
411+00
412+00
413+00
414+00
415+00416+00
417+00418+00
419+00420+00 421+00 422+00 423+00 424+00 425+00 426+00 427+00
ST
A 410
+00.0
0P
C
ST
A 413
+00.6
5P
CC
ST
A 416
+80.6
9
PR
C
ST
A 419
+49.0
7
PT
ST
A 419
+67.0
2
PI
ST
A 420
+17.0
2PI
ST
A 411+
50.3
8
PI ST
A 414
+90.7
6PI
ST
A 418
+14.9
9PI
125+00
126+00
127+00
128+00
129+00
130+00
131+00
132+00
133+00
134+00
135+00
136+00137+00
138+00
139+00
140+00
141+00
142+00
143+00
144+00
145+00
146+00
147+00
148+00
149+00
ST
A 131+
21.4
8P
C
ST
A 133
+32.6
8P
CC
ST
A 140
+64.7
9
PT
ST
A 136
+29.9
6PI
225+
00
226+
00
227+
00
228+
00
229+
00
230+
00
231+00
232+00
233+00
234+00
235+00
236+00
237+00
238+00
239+00
240+00
241+00
242+00 243+00244+00
245+00246+00
247+00248+00
249+00
ST
A 230
+77.4
1
PC
ST
A 235
+86.7
7P
RC
ST
A 240
+39.4
5
PR
C
ST
A 243
+04.6
1
PT
ST
A 233
+33.0
0
PI
ST
A 238
+13.1
4PI
ST
A 241+
72.3
1
PI
425+
00
426+
00
427+
00
428+
00
429+
00
430+
00
431+
00
432+00
433+00
434+00
435+00
436+00437+00 438+00 439+00 440+00
441+00
442+00
443+00
444+00
445+00445+10445+10
ST
A 431+
20.6
5
PC
ST
A 433
+28.8
4P
CC
ST
A 437
+38.8
3
PC
C
ST
A 441+
99.5
0
PR
C
ST
A 445
+09.7
7
PT
ST
A 432
+24.7
8
PI
ST
A 435
+34.9
9
PI
ST
A 439
+69.3
3PI
ST
A 443
+54.6
3
PI
US 91 SOUTH
US 91 NORTH
US 91 NORTH BOUND BRIDGE
US 91 SOUTH BOUND BRIDGE
US 91 SOUTH
US 91 NORTH
US 91 SOUTH
US 91 NORTH
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
35.6MM
SIGNHAZARD
BRIDGE 242SIGN
SIGNHAZARD
35.6MM
SIGNRIVERWILLIAMS
WELL
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL115
HVCTRL200
HVCTRL114
ROCKINGHAM
PREPARED BY:
S. SAWYER
MAINT. OF TRAFFIC
IM 091-1(66)
C.THOMPSON
S.SAWYER
DESIGN CONCEPT PLANS
- WORK PERFORMED IN THIS PHASE
LEGEND
S.SAWYER
- DIRECTION OF TRAFFIC / NUMBER OF LANES
MAINTENANCE OF TRAFFIC PHASE 4TRAFFIC OPERATIONS DURING CONSTRUCTION OF NEW BRIDGE 24S.
- WORK PERFORMED IN PREVIOUS PHASES
MOTPHASE4
MA
TC
H
LI
NE
MA
TC
H
LI
NE
MA
TC
H
LI
NE
MA
TC
H
LI
NE
0
SCALE 1" = 75’-0"
75 75
0
SCALE 1" = 75’-0"
75 75
BRIDGE 24S
BRIDGE 24N
BRIDGE
24N
BRIDGE
24S
* I-95 ON-RAMP REMAINS OPEN THIS PHASE
* CONSTRUCT NEW BRIDGE 24S.
* DEMO EXISTING BRIDGE 24S.
* SHIFT SB I-91 TRAFFIC TO SB CROSSOVERS
* SHIFT NB 1-91 TRAFFIC TO NEW BRIDGE 24N
PHASE 4 SUMMARY OF WORK
- CONSTRUCTION ACCESS
03/04/16
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET 4 OF 5
MARCH, 2016
WILLIAMS RIVER
VT-103
VT-103
EXISTING RR ROW
EXISTING RR ROW
EXISTING RR ROW
EXISTING RR ROW
US 91 SOUTH
US 91 NORTH BOUND BRIDGE
US 91 SOUTH BOUND BRIDGE
GREEN MOUNTAIN RAILRO
AD
US 91 SOUTH
US 91 NORTH
US 91 SOUTH
US 91 NORTH
US 91 NORTH
.
.
.
.
.
.
.
.
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
3x3CULVERTBOX
HWALLSTONE
BRIDGE 242SIGN
HWALLSTONE
35.4MM
35.4MM
HAZARDSIGN
P-2 WSEISMIC
P-2SEISMIC
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL115
HVCTRL115
HVCTRL110
HVCTRL100
HVCTRL112
HVCTRL111
HVCTRL114
UNKNOWNLOCATIONP-2 ESEISMIC
103+00
104+00
105+00
106+00
107+00
108+00
109+00
110+00
111+00
112+00
113+00
114+00
115+00
116+00
117+00
118+00
119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00
ST
A 116
+77.6
4P
C
ST
A 119
+49.9
1
PT
ST
A 118
+14.0
8PI
300+00
301+00
302+00
303+
00
304+00
305+00
306+00
307+00
308+00
309+00310+00 310+82310+82
STA 3
00+00.0
0
POB
STA 3
01+
00.0
0
PC
ST
A 304
+46.9
6P
T
ST
A 307
+43.8
6P
C
ST
A 310
+14.1
6
PT
ST
A 310
+81.9
9
PO
E
ST
A 302+
82.6
2
PI
ST
A 308
+79.3
1
PI
203+00
204+00
205+00
206+00
207+00
208+00
209+00
210+00
211+00
212+00213+00
214+00215+00
216+00217+00
218+00 219+00 220+00 221+00 222+00 223+00 224+00 225+00 226+00 227+00
ST
A 210
+55.2
7P
C
ST
A 213
+58.2
8
PT
ST
A 215
+89.8
7
PC
ST
A 220
+17.4
3
PT
ST
A 212
+07.2
0PI
ST
A 218
+03.6
7
PI
410+00
411+00
412+00
413+00
414+00
415+00416+00
417+00418+00
419+00420+00 421+00 422+00 423+00 424+00 425+00 426+00 427+00
ST
A 410
+00.0
0P
C
ST
A 413
+00.6
5P
CC
ST
A 416
+80.6
9
PR
C
ST
A 419
+49.0
7
PT
ST
A 419
+67.0
2
PI
ST
A 420
+17.0
2PI
ST
A 411+
50.3
8
PI ST
A 414
+90.7
6PI
ST
A 418
+14.9
9PI
125+00
126+00
127+00
128+00
129+00
130+00
131+00
132+00
133+00
134+00
135+00
136+00137+00
138+00
139+00
140+00
141+00
142+00
143+00
144+00
145+00
146+00
147+00
148+00
149+00
ST
A 131+
21.4
8P
C
ST
A 133
+32.6
8P
CC
ST
A 140
+64.7
9
PT
ST
A 136
+29.9
6PI
225+
00
226+
00
227+
00
228+
00
229+
00
230+
00
231+00
232+00
233+00
234+00
235+00
236+00
237+00
238+00
239+00
240+00
241+00
242+00 243+00244+00
245+00246+00
247+00248+00
249+00
ST
A 230
+77.4
1
PC
ST
A 235
+86.7
7P
RC
ST
A 240
+39.4
5
PR
C
ST
A 243
+04.6
1
PT
ST
A 233
+33.0
0
PI
ST
A 238
+13.1
4PI
ST
A 241+
72.3
1
PI
425+
00
426+
00
427+
00
428+
00
429+
00
430+
00
431+
00
432+00
433+00
434+00
435+00
436+00437+00 438+00 439+00 440+00
441+00
442+00
443+00
444+00
445+00445+10445+10
ST
A 431+
20.6
5
PC
ST
A 433
+28.8
4P
CC
ST
A 437
+38.8
3
PC
C
ST
A 441+
99.5
0
PR
C
ST
A 445
+09.7
7
PT
ST
A 432
+24.7
8
PI
ST
A 435
+34.9
9
PI
ST
A 439
+69.3
3PI
ST
A 443
+54.6
3
PI
US 91 SOUTH
US 91 NORTH
US 91 NORTH BOUND BRIDGE
US 91 SOUTH BOUND BRIDGE
US 91 SOUTH
US 91 NORTH
US 91 SOUTH
US 91 NORTH
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
35.6MM
SIGNHAZARD
BRIDGE 242SIGN
SIGNHAZARD
35.6MM
SIGNRIVERWILLIAMS
WELL
P-3 ESEISMIC
P-3SEISMIC
P-3 WSEISMIC
HVCTRL115
HVCTRL200
HVCTRL114
ROCKINGHAM
PREPARED BY:
S. SAWYER
MAINT. OF TRAFFIC
IM 091-1(66)
C.THOMPSON
S.SAWYER
DESIGN CONCEPT PLANS
- WORK PERFORMED IN THIS PHASE
LEGEND
S.SAWYER
- DIRECTION OF TRAFFIC / NUMBER OF LANES
MAINTENANCE OF TRAFFIC PHASE 5
- WORK PERFORMED IN PREVIOUS PHASES
MOTPHASE5
MA
TC
H
LI
NE
MA
TC
H
LI
NE
MA
TC
H
LI
NE
MA
TC
H
LI
NE
0
SCALE 1" = 75’-0"
75 75
0
SCALE 1" = 75’-0"
75 75
BRIDGE 24S
BRIDGE 24N
BRIDGE
24N
BRIDGE
24S
TRAVEL LANES TO THEIR ORIGIONAL CONDITION.
REMOVE THE MEDIAN CROSSOVERS AND RESTORE THE I-91 MAINLINE
* OPEN I-91 TO FOUR LANES OF TRAFFIC.
* RESTORE EXISTING MAINLINE PAVEMENT TO ITS ORIGINAL CONDITION.
* RESTORE NB ON-RAMP WIDTH.
* REMOVE CROSSOVERS.
PHASE 5 SUMMARY OF WORK
03/04/16
DESIGNED BY:
PROJECT LEADER: DRAWN BY:
PLOT DATE:
CHECKED BY:
PROJECT NAME:
PROJECT NUMBER:
FILE NAME:
SHEET 5 OF 5
MARCH, 2016
Reed & Reed, Inc.P.O. Box 370Woolwich, ME 04579(207) 443-9747