concept plans - vermont

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



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 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"


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 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:


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


SHEET MODELS USED

O. SMITH

19-FEB-2016

DESIGNED 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





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




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:


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


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



PIER #2




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:


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



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




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)






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:


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%


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:


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





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%


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)


DESIGNED 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





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%


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)


DESIGNED 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





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



O. SMITHSCALE 1" = 40'-0"

40 0 40C. GREGORY

12 36RESOURCE SITE PLAN 1

19-FEB-2016

DESIGNED 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


O. SMITHSCALE 1" = 40'-0"

40 0 40C. GREGORY

13 36RESOURCE SITE PLAN 2

s12a130bdr_ero.dgn 19-FEB-2016

DESIGNED 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




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


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



3/11/2016

DESIGNED 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'



3/11/2016

DESIGNED 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:


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


IM 091-1(66)

ROCKINGHAM

N. RODDA

18

s12a130Framing.dgn

FRAMING PLAN - SPAN 2


167'-4"

SCALE 1" = 10'

(SOUTHBOUND SHOWN, NORTHBOUND SIMILAR)

SCALE 1" = 10'


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


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


IM 091-1(66)

ROCKINGHAM

N. RODDA

19

s12a130Framing.dgn



195'-0"

SCALE 1" = 10'


SCALE 1" = 10'


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



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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


IM 091-1(66)

s12a130hhGirDet.dgn

SCALE ‰" = 1'-0"

ROCKINGHAM

N. RODDA

SECTION B-B

DUCT (TYP)

POST-TENSIONING

DUCT (TYP)

POST-TENSIONING



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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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…

"



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



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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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"


A A



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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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"


A A

1'-6" (TYP)

(TYP)

4 @ 4'-0" = 16'-0"



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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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"


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"


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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"


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"


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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:


PLOT DATE:

CHECKED BY:

PROJECT NAME:

PROJECT NUMBER:

FILE NAME:

SHEET OF


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


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:


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)


* 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:


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


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 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


- WORK PERFORMED IN THIS PHASE

LEGEND

MAINTENANCE OF TRAFFIC PHASE 1


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:


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




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


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 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



LEGEND

S.SAWYER


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.


- CONSTRUCTION ACCESS

03/04/16

DESIGNED 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




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


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 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



LEGEND

S.SAWYER


MAINTENANCE OF TRAFFIC PHASE 4TRAFFIC OPERATIONS DURING CONSTRUCTION OF NEW BRIDGE 24S.


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


- CONSTRUCTION ACCESS

03/04/16

DESIGNED 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




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


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 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



LEGEND

S.SAWYER




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.


03/04/16

DESIGNED 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

concept plans - vermont

Documents